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Home My WebLink About1 LEGOLAND DR; STRUCT; CB072419; Structural CalculationsDUNN SAVOIE INC STRUCTURAL ENGINEERS SOS S CLEVELAND ST OCEANSIDE CA 92O54 PH C78QD 366-6355 FX C7BQ] 966-6360 E-mail dsiOsunfdsi com Slructural Calculations for LEGOLAND LOST KINGDOM 1 Legoland Drive Carlsbad, CA 92008 DSI Project No 07218 Architect RW Apel September 17, 2007 TABLE OF CONTENTS ITEM DESIGN CRITERIA ADVENTURER'S ATTRACTION QUEUE STRUCTURE ROOF FRAMING COLUMN DESIGN FOOTINGS BEETLE BOUNCER FOUNDATION CARGO ACE FOUNDATION OPERATOR BOOTH THEMED FACADE NEW ROOF STRUCTURE SCREEN WALL FOAM BALL FOUNDATION METAL BUILDING FOUNDATION BRACED INTERIOR WALLS A1-A3 A4-A7 A8-A10 B1-B14 CI-C17 C18-C24 D1-DI7 D18-D21 E1-E4 F1-F27 F28-F36 Structural Calculations for LEGOLAND LOST KINGDOM 1 Legoland Drive Carlsbad, CA 92008 DSI Project No 07218 Architect RW Apel September 17,2007 TABLE OF CONTENTS ITEM PAGE DESIGN CRITERIA 1-3 ADVENTURER'S ATTRACTION QUEUE STRUCTURE ROOF FRAMING AI-A3 COLUMN DESIGN A4-A7 FOOTINGS A8-A10 BEETLE BOUNCER FOUNDATION B1-BJ4 CARGO ACE FOUNDATION C1-C17 OPERATOR BOOTH Cl 8 -C24 THEMED FACADE NEW ROOF STRUCTURE D1-D17 SCREEN WALL D18-D21 FOAM BALL FOUNDATION E1-E4 METAL BUILDING FOUNDATION F1-F27 BRACED IN FER1OR WALLS F28-F36 p --T Mi 1 J^i = fl ^1i| =|=°j . 1 i iJL'— i Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 i Tel (760) 966-6355 Fax (760) 966-6360 1 JOB SHEET NO CALCULATED BY CHECKED BY SCALE LEGO-LOST KINGDOM YS JOB* OF DATE DATE 0721100 9/07 I I I I I I I I I I I I I I DESIGN CRITERIA Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB Legoland-Lost Kingdom SHEET NO OF CALCULATED BY DATE 9/07 CHECKED BY DATE SCALE DESIGN CRITERIA CODE 1997 Unifrom Building Code (UBC) 2001 California Building Code (CBC) SEISMIC Cnatilever Columns Z = SOIL TYPE = R = Na = Nv = Ca = 04 1 SC 22 1 0 1 1 044 (Zone 4) V= 25CalW/R V= 0500 W V/1 4 = 0 357 W Steel Moment Frames Z = 04 (Zone 4) 1= 1 SOIL TYPE SC R= 45 Na = 10 Nv= 11 Ca = 0 44 V= 25CalW/R V = 0 500 W V/1 4= 0175 W WIND EAST-WEST 70 MPH EXP B HEIGHT CMS1 20' 25' WIND LOAD (PSF) 102 11 0 11 8 97NDS 2x&3x >3x Douglas Fir-Laich No 2 Douglas Fir-Laich No 1 FOUNDATION CRITERIA ALLOWABLE SOIL PRESSURE FOR D+L FRICTION COEFFICIENT PASSIVE EARTH PRESSURE ACTIVE EARTH PRESSURE 3500 PSF 035 300 PCF 35 PCF I I I I I Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760)966-6355 Fax (760) 966-6360 JOB Legoland-Lost Kingdom 07218 00 SHEET NO V OF CALCULATED BY DATE 9/07 CHECKED BY DATE SCALE LATERAL ANALYSIS This building consists of cantilever column shear resistence, Therefore, per UBC 97, for the entire structure, R= 2 2 O0= per 1997 Uniform Building Code Chapter 16 1630 2 1 Seismic Coefficients & factors Design Base Shear (30-4) Seismic Zone 4 V= (CV)(I)(W) = 1 057 Z = 0 4 1 4(R)(T) Soil Type Sc Fault Type B Needs Not Exceed (30-5) Dist To Fault 7 5 km V= 2 5(Ca)(l)(W) = 0 357 1=10 1 4(R) R= 22 Na = 1 00 Minimum Base Shear (30-6) Nv= 110 V= 011(Ca)(l)(W) = 0048 Ca = 0 44 * Na = 0 44 C.. = n 5fi * Nv - nfiifi Minimum Base Shear (for Seismic Zone 4) C,= 002 V= 0 8(Z)(N¥)(U(W) = 0160 hn= 20 R T= 02(hn)75 = 0189 Therefore, V= 0357 W 2 W W W (30-7) W I I I I I I I Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanslde, CA 92054 Tel (760) 966-6355 Fax (760) 966-6360 JOB Legoland-LostKingdom 0721800 SHEET NO OF CALCULATED BY DATE 9/07 CHECKED BY DATE SCALE LATERAL ANALYSIS This building consists of steel moment frame for shear resistence, Therefore, per UBC 97, for the entire structure, R= 4 5 Q0= per 1997 Uniform Building C ode Chapter 16 1630 2 1 Seismic Coefficients & Factors Design Base Shear (30-4) Seismic Zone 4 V= (CV)(I)(W) = 0517 Z = 0 4 1 4{R)(T) Soil Type Sc Fault Type B Needs Not Exceed (30-5) Dist To Fault = 7 5 km V= 2 5(Ca)(l)(W) = 0175 1=10 1 4(R) R= 45 N3 = 1 00 Minimum Base Shear (30-6) Nv= 110 V= 011(Ca)(l)|W) = 0048 Ca = 044 *Na = 044 Cv= 056 *NV= 0616 Minimum Base Shear (for Seismic Zone 4) C,= 002 V= 0 8(Z)(NV)(I)(W) = 0078 hn= 20 R T= 02(hn)75= 0189 Therefore, V= 0175 W 2 W W W (30-7) W I I I I I I •• 1 ! i iiii BgEftj1 1 ! 1•0 \f i | KB DM 1 ' ' ' KS&i -|-| : I 1JuKra i Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanslde, CA 92064 Tel (760) 966-6355 Fax (760)966-6360 JOB SHEET NO CALCULATED BY CHECKED BY SCALE LEGO-LOST KINGDOM JOB* OF DATE DATE 07211 00 ' 9/07 I I I I I I I I I I I I I I ADVENTURER'S ATTRACTION QUEUE STRUCTURE A I I I I ADVENTURER'S ATTRACTION - OJgUS SHADS CCM5R FRAMING PLAN -=: I '- C DUNN SAVOSE SMC STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 PH (7SQ) 966 6355 FAX (760) 966 6360 Email dsi@surfdsi! com JOB, SHEET NO . L c fa g L ft M P L 0 & T K !M & P 0 M CALCULATED BY_ CHECKED BY SCALE OF_ DATE, DATE_ ai I 07 QUEUE - F BEAM (B.-f w, - = Ut5 .fJ Wi TRV 10" d ?OL'£ BEflM PIN E 1 T - n i-1- - Fv' i?- ft p.#.fi- A r er + o.n US 5 Id" Dlft ?OLS S1^ LDPGi rOL& pi N £ DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 Email dsi@surfdsi com JOB. SHEETNO V-E6QLANP LOST KlN<aPOr*l CALCULATED BY CHECKEDBY SCALE OF. DATE q /OT DATE RIPE (CONT-D) 3«» ^ POLE = 5TJ.3 (n"1- S - ZOl Pv' K A- - toer 3?^ E I QK +• 0,Hl" r 2 1 " > A**± sii"i«?o NO 6 OOP , T A r 0 6V + 0,17 POL& pets p IN I DUNN SAVOIE INC, STRUCTURAL 9438 8. CLEVELAND ST. QCCANBlpe, CA. 92OB<* TEL: tveo) 966-63 ss FAX: C76OJ 966-636P JOB Legoland Lost Kingdom 07218 SHEET NO CALCULATED BY HE DATE 9/07 CHECKED BY DATE SCALE LATERAL ANALYSIS CANTILEVER COLUMNS This structure consists mainly of cantilever columns for shear resistance Therefore, per UBC 97, for the entire structure, R= 2 2 Seismic Coefficients & Factors Seismic Zone A 2= 04 Soil Type Sc Fault Type B Dist To Fault = 7 km l= 1 0 R= 22 Na= 10 Nv= 11 .Ca= 040 *Na= 040 Cv= 056 *N¥= 062 C, = 0 02 hn= 12 T= 02(hn)75= 0129 Q0=20 per 1997 Uniform Building Code Chapter 16 1630 21 Design Base Shear (30-4) V= (Cy)(l)(W) • 1 551 W 1 4(R)(T) Needs Not Exceed (30-5) V* 2 5(C.)(I)(W)0325 W 14(R) Minimum Base Shear. (30-6) V= 011(Ca)(l}(W) = 0044 W Minimum Base Shear (for Seismic Zone 4) (30-7) V= 0 8(Z)(NV)(I)(W) = 0160 W R Therefore, V= 0325 W DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 Email dsi@surfdsi com ..OB V-E60LANP LOST KlW&POM SHEET NO A* CALCULATED BY_ CHECKED BY SCALE OF DATE. DATE. |0l PARK RU>E uMWS ^ ( "Vt. S')( H^,1?1) I OC 5*1 Isr \00 * IV r r 0357 W ~ D357 PER COLUMN' COL DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966 6360 Email dsi@surfdsi com JOB.LE60LhN£> lost SHEET NO .OF_ CALCULATED BY_ CHECKED BY SCALE HATE DATE RIPE 5LUEME - COLUhM V=(PEP. n1 8" POLE USE JOB.LflVT DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 Email dsi@surfdsi com SHEET NO .A7 OF_ CALCULATED BY_ CHECKED BY SCALE DATE POST OK 14" F\PE COLUMN/ ADVBMTURIR'& ATTRACTION - QUIUR 6HAD1 f^UNOATION PLAN (Key; DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S Cleveland Street Oceanside, CA 92054 Title Dsgnr Description Scope Job* Date 342PM, 11 SEP 07 User KW-0602938 Ver 5 61 25-Oct 2002 (01963-2002 ENERCALC Engineering Software Pole Embedment in Soil u\h8»cobedo\»hared\15 Page 1 olh»rtl9golandlo5lK Description Wood pole @ caisson ftg (slab) fp-.; General Information Allow Passive Max Passive Load duration factor Pole is Circular Diameter Restrained @ Surface 300 00 pcf 2 500 00 Psf 1330 24 000 in Applied Loads Point Load distance from base Distributed Load distance to top distance to bottom 298 00 Ibs 11000ft 000#/ft 0000ft 0000ft (Summary | Moments @ Surface Point load Distnbuted load With Surface Restraint Req'd Depth Pressure @ Base Actual Allowable Surface Restraint Force 327800 ft-# Total Moment 0 00 Total Lateral 2 '-#" JVIIN, J?£^rW 2 594 ft * 1 035 07 psf 1,035 07 psf 2,009 13 Ibs 3 278 00 ft-# 298 00 Ibs I I I I I DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S Cleveland Street Oceanside, CA 92054 Title Dsgnr Description Scope User KW-0602938 V»r 5 6 1 25-Oct 2002 (0)1983-2002 ENERCALC Engineering Software Pole Embedment in Soil AID Job* Date 342PM 11 SEP 07 Page 1 u \haKobedotehafed\15-olhertleflolandto8tK | Description Wood pole @ caisson ftg (planter) (F-2.J General Information Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint Summary Moments @ Surface Point load Distributed load Without Surface Restraint Required Depth Press @ 1/3 Embed Actual Allowable 300 00 pcf 2 500 00 Psf 1000 24 000 in 3,27800 ft-# 000 3788 ft 38333 psf 37883 psf Applied Loads Point Load distance from base Distributed Load distance to top distance to bottom Total Moment Total Lateral PAIN- 298 00 Ibs 11000ft 000#/ft 0000 tt 0000ft 3,278 00 ft-# 298 00 Ibs ^)11w ^ V • • • • m Structural Engineers 9088 Cleveland St Oceanside, CA 92054 Tel (760) 966-6355 Fax (760)966-6360 JOB SHEET NO CALCULATED BY CHECKED BY SCALE T furnlsiT'iH T net TTiTioHnm *\ JOB# OF DATE DATE 07218 00 9/07 FOUNDATION DESIGN OF BEETLE BOUNCER SPECIAUZSD ANALYSIS ENGINEERING INC THE STRUCTURAL ANALYSIS SYSTEMS DYNAMICS AND TESTING EXPERTS FROG-HOPPER™ STRUCTURAL ANALYSIS REPORTS REVISIONA OPERATIONAL LOADING AND SEISMIC ZONE 4 SEISMIC LOADING PREPARED FOR: S&S POWER, INC. 350 WEST 2500 NORTH LOGAN, UTAH 84341 USA JANUARY 2 1,2000 I Ibe@sae »nc ne' 1770 North Research Parkway, Suite #160, North Logan, UT 84341 Tel 435-7558140 Fax 435-753-2420 Model Assumptions In this analysis it is assumed there are no preexisting flaws (le cracks, unintentional cuts or serious abrasions) in the structure All welds are assumed to have been verified as meeting all applicable weld inspections, procedures and standards as specified by AWS Dl 1. Structural Modeling: Geometry, Loading and Constraints The Frog Hopper™ superstructure (boom and base) was modeled as one structure with the appropriate loadings, connections, operational loads and constraints as shown in Figures 1 and 2 Assembly and weldment drawings of the components are included in Appendix A All unnecessary components were ignored in the model leaving only load bearing members in the model geometry Where applicable, the mass of the ignored members was added to the component model in order to correctly account for all inertia! forces developed by the acceleration loading The geometry as modeled in the Finite Element Analysis is shown in Appendix B The structure was modeled as a collection of plates connected to form the required geometry The plate thickness was specified as the corresponding wall or plate thickness A513 material properties were used for all elements used to model the beams A36 material properties were used for all other members in the model Small variations (~ 0.1") from the specified geometry were allowed to enable the finite element model construction. The seat structure was not explicitly modeled in this seismic analysis as the seismic loads are applied to the superstructure rather than the seat. Therefore, the stress results, as reported in the TUV Frog Hopper™ Report, are still valid and applicable to the operational loads In order to properly account for the dynamic loads induced by the fully loaded seat into the superstructure, a 2 5g acceleration load was assumed to occur when the seat was at the maximum height (travel) The appropriate loads transferred through the wheels to the structure were calculated and applied as shown in Figure 2 The cable and hydraulic forces corresponding to the maximum seat acceleration loads were applied to the structure at the appropriate locations. The loads as applied to the structure are shown in Figure 2 The calculations of all loads are shown m Appendix C All seismic loads are applied to the structure at the center of gravity as calculated in Table 2 Structural Modeling: Boom and Base Structure Model, Constraints and Loading The boom and base structures were modeled as collections of plates connected at their intersections as shown in Appendix B AS 13 material properties were used for all boom members with box cross sections and A36 material properties were used for all plate members m the boom model The boom and base structures were connected into one structure in order to predict the overall stress response of the system when the appropriate boundary conditions are applied to the base-ground interface The seat dynamic forces and the seismic loads were applied to the structure as shown in Figures 1 and 2 SPECIALIZED ANALYSIS ENGINEERING INCORPORATED Page 2 Center of Gravity - located 107" from the ground level (1" below the connection bar tabs on die boom) Frog Hopper™ Boom - Base boh connections Base to ground connection points - all translation degrees of freedom constrained m Finite Element model (both sides) Base to Boom Connection Tubes Figure 1 Frog Hopper™ Component and Model Constraint Identification SPECIALIZED ANALYSIS ENGINEERING INCORPORATED Page 3 Dynamic Loading applied to the boom from the fully loaded seat (1100 Ib) accelerated at 2 5g (transmitted through the 4 seat wheels), each of the four forces is 496 5 Ibs, located at maximum height (seat center at 170 inches from ground) Seismic Load Application Location, Load Case #2 shown Force induced into the structure by Ac hydraulic rams connected to the pulleys, each force is 4125 Ibs Force induced by the cable over the top pulleys, each force is 2750 Ib Figure 2 Position and magnitude of the operational, dead weight and seismic loads on the structure during normal operation Seismic load magnitudes and directions are listed later Structural Modeling - Weight of Members Used to Calculate Seismic Forces The weight and height to the center of gravity of the major components of the Frog Hopper™ are listed in Table 2 The composite structure center of gravity is located 107 inches (2 7m) above the ground level Component Seat loaded with seven 901b(41 kg) passengers Boom with components Base with components Composite Structure Height to CG of the component (in) 170" 110" 18" 107 inches (2.7m) Weight as Modeled (Ibs) 1100 800 800 2700 Ib (1226 kg) Table 2 Overall Center of Gravity and Weights of Structural Components as Modeled SPECIALIZED ANALYSIS ENGINEERING INCORPORATED Page 4 Structural Modeling - Earthquake Load Determination All loads were determined in accordance with the 1997 Uniform Building Code™, Division IV and V (1997 Uniform Building Code™, Vol 2) All factors and coefficients derived from the procedure specified in the UBC All coefficients and factors used in the earthquake load determination are listed m Table 3 for clarification The period of the structure was determined from equation 30-8 3/4 /'im^ T= Ct (hn) = 0 020 ^ =010 seconds, where h^, is the height to the center of gravity of the structure (in feet) and C, is specified in the UBC Factor >• Reliability/ Redundance Factor Z Semic Zone Factor (zone 4) Soil Profile Type I Seismic Importance Factor (nusc structures) IP Seismic Importance Factor (nusc structures) R Overstrength Factor Value 100 040 Sp 100 100 2.20 Source UBCEqn 30-3 UBC Table 16-J UBC Table 16-J UBC Table 16-K UBC Table 16-K UBC Table 16-P Factor * 0 Seismic Force Amplification Factor CA Seismic Coefficient Cv Seismic Coefficient NA Near Source Factor Seismic Source Type Nv Near Source Factor Value 200 044NA 064NV 150 A 20 Source UBC Table 16-P UBC Table 16-Q UBC Table 16-R UBC Table 16-S UBC Table 16-U UBC Table 16-T Table 3 Factors and coefficients used in the seismic load determination Using the values of the coefficients listed in Table 3, the coefficients CA and Cv have values of 0 66 and 0 96 respectively The Design Base Shear V is determined from equation 34-2 as V= 056CaIW = 0 56 (0 66) (1 0) W = 0 37 W Further, Equation 34-3 specifies that in seismic zone 4 the base shear shall not be less than V =1 6 Z Nv I „. _ 1 6 (0 40) (2.0) (1 0) R W = 220 W = 058W SPECIALIZED ANALYSIS ENGINEERING INCORPORATED PaceS Structural Modeling - Distribution of the Earthquake Shear Force The total design base shear is distributed in accordance with Equation 30-15 The base design shear force V is 0 58 W as detailed above Because of the height of the structure, the entire base shear is applied to the structure at the composite structure center of gravity Note that the top force F, as denoted in the UBC is zero for this structure as the period is less than 0 7 and therefore complies with the specification given in section 1630 5 The earthquake design loads comply with the UBC Eqn 30-1 E = p Eh + Ev E,, is the horizontal component of the earthquake load as specified by Secion 1630.2 of the UBC and Ev is the vertical component Because allowable stress design is assumed, Ev is zero as specified by the UBC The required load cases involving earthquake loads are specified in Section 1612 3.2 "Alternate Basic Load Case Combinations" The worst case load combination involving earthquake loads is given as Eqn 12-13* Applied Loads Dead Weight + Live Loads + Earthquake Load E 14 In accordance with UBC equation 12-13, the seismic shear applied to the structure at the center of gravity becomes Earthquake Load E 0.58 W 14 14 0414 W =(1119 lb(49776N) The live load results from the 1100 Ib (500 kg) cart accelerated at 2 5g and is applied to the structure as shown in Figure 2 Likewise, the dead weight results from gravity as shown in Figure 2 Structural Modeling: Seismic Load Horizontal Direction Table 4 lists the direction of the applied seismic load and the corresponding load case The locations of application of the loads is given in Figure 2 Figure 3 shows the direction of the horizontal seismic load and should be viewed for clarity Load 1 2 3 Description Dead Weight + Normal Operation maximum load 1 100 Ib cart @ 2 5g Dead Weight, Maximum operational loads, Positive X-Dir seismic shear Dead Weight, Maximum operational loads, 45°X, 45aY-Dir seismic shear Load 4 5 6 Description Dead Weight, Maximum operational loads, Positive Y-Dir seismic shear Dead Weight, Maximum operational loads, -45°X, 45°Y-Dir seismic shear Dead Weight, Maximum operational loads, Negative X-Dir seismic shear Table 4 Load Case Identification SPECIALIZED ANALYSIS ENGINEERING INCORPORATED Page 6 Loads on Boom to Base Mountine Bolts 3IOOIb(1240lb@25g) Comments A summation offerees in the vertical direction will produce a reaction force of 3900 Ib at each lower mounting bolts Therefore Fc = 3900 Ib We will consider the boom center of gravity to be in line with the lower mounting bolt A summation of moments about the lower mounting bolts yields a reaction force of 1460 Ib at the upper mounting bolt Therefore FD=14601b Loads on the Base to Ground Mountine Bolts 800 Ib 3900 Ib £> 1460 Ib FE Comments Applying the reaction forces from above and the load of the base, a summation of moments about the forward mounting bolt produces a reaction force of 1590 Ib tension at the rear mounting bolt A summation of moments about the rear mounting bolt produces a reaction force of 6290 Ib compression at the front mounting bolt Therefore FE=1590 Ib Tension FT = 6290 Ib Compression No stress calculation was determined for the front (compression loaded bolt) The rear bolt stress using A, (tensile stress area) F 15901b A 0 606m2 262ksi IMpa Safety factor for tensile load static sf =85/262 = 32 fatigue sf =44/262=17 SPECIALIZED ANALYSIS ENGINEERING INCORPORATED Page 13 8 /IV32 TV* (S f r6 '/« 1 T J 3 1/41 I 7 I/J1 c 4->i h; ,1/4 — >_ 8 — ^ M 1/4 » 1/2 / / » V4 / X" B ] • 30 1 X S/I6-IBUNC-/ 24 1/2——. IX »7/16 — Jtr-i- 5/iJ I 1 I/0J -V4 -1 • ( 1 i « — 5- ) <l | 'V N_ 1 — ~ 1 1/2^ 1 « 4S CHAM / p « 1/2 TW I 'll 1 III _ X -2 1/2 • 1 ' « J • n »i/2 111 1 III 4 29 32 TYP • I •/!• MM TVP U 1/2 -JU.I «/4 1/4 1/4^3-3 JOB DUNN SAVOIE INC £/t? STRUCTURAL ENGINEERS SHEETNO °F 908 S Cleveland Street CALCULATED BY DATE OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 CHECKED BY DATE Email dsi@surfdsi com SCALE AT CBC OR DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 Email dsi@surfdsi com JOB. SHEET NO .OF. CALCULATED BY- CHECKED BY SCALE DATE. DATE. t f / ?Ai> I i nssL~^~ic1 V^ !• •fti"^Dunn Savoie, Inc i Structural Engineers | 908 S Cleveland Street | Oceanside, CA 92054 i Phone (760)966-6355 Title Dsgnr Description Scope R«V 560100 ,_ . _ . . _ _gSSSSm^U^SL. General Footing Analysis & Design Date 218PM Job* 14 SEP 07 2J.I Description Pad Footing for Frog Hopper_Case 21_w/ Partial General Information Allowable Soil Beanng Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Calculations are designed to ACI 318-96 and 1997 UBC Requirements || 35000 psf Dimensions 1330 4 2,5000 psi 60,000 0 psi 14500 pcf 000 psf Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim Along X-X Axis Col Dim Along Y-Y Axis Base Pedestal Height 4000ft 6500ft 1800m 3200m 61 00 in 0000 in Mm Steel % onni* Rebar Center To Edge Distance 3 50 in Loads \ Applied Vertical Load Dead Load Live Load Short Term Load Applied Moments Dead Load Live Load Short Term Applied Shears Dead Load Live Load Short Term 4700k k k Creates Rotation about Y-Y Axis (pressures @ left & nght) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & nght) k k k ecc along X-X Axis 0000 in ecc along Y-Y Axis 20 600 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft 10631 k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k 1 119k | Summary 1 4 00ft x 6 50ft Footing, Max Soil Pressure Allowable 18 Om Thick, w/ Column Support DL+LL DL+LL+ST 6847 1,3461 psf 3,500 0 4 655 0 psf "X1 Ecc, of Resultant 0 000 in 0 000 in T Ecc, of Resultant g 350 in 23 615 in X-X Mm Stability Ratio 2 079 •) 500 1 Y-Y Mm Stability Ratio No Overturning Footing Design 32 00 x 61 00m x 0 MaxMu Required Steel Area Shear Stresses 1-Way 2-Way Caution Y(short)ecc>Widt Oin high Actual Allowable 0895 k-ft per ft 0244in2perft Vu Vn * Phi 2129 85 000 psi 0710 170 000 psi I Shear Forces Two-Way Shear One-Way Shears Vu@Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACI 9-1 059 psi 0 00 psi 000 psi 000 psi -0 53 psi ACI 9-1 006 k-ft 006 k-ft 000 k-ft -016 k-ft ACI 9-2 0 71 psi 0 00 psi 0 00 psi 000 psi -2 13 psi ACI 9-2 006 k-ft 006 k-ft 000 k-ft -090 k-ft ACI 9-3 0 46 psi 0 00 psi 0 00 psi 0 00 psi -1 37 psi ACI 9-3 004 k-ft 004 k-ft 0 00 k-ft -0 58 k-ft Vn " Phi 170 00 psi 85 00 psi 85 00 psi 85 00 psi 85 00 psi As Rea'd 0 24 in2 per ft 0 24 m2 per ft 0 02 m2 per ft 024in2 per ft Dunn Savoie, Inc Structural Engineers 908 S Cleveland Street Oceanside, CA 92054 Phone (760)966-6355 Title Dsgnr Description Scope Date Job* 218PM 14 SEP 07 Rev 560100 UwrKW-06029 (0)1983-2002 EN 38, V«r561 25-Oct-2002 ERCALC Engineering Software General Footing Analysis & Design Page 2 1 Description Pad Footing for Frog Hopper_Case 21_w/ Partial Soil Pressure Summary |j Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq 9-1 ACI Eq 9-2 ACI Eq 9-3 Left 39827 39827 55758 55758 35844 Right 39827 39827 55758 55758 35844 Top 68472 1,34612 95861 1,88457 1,211 51 Bottom 11182psf OOOpsf 15655psf OOOpsf OOOpsf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST seismic = ST' 1400 1700 1 700 1 100 ACI 9-2 Group Factor 0 750 ACI 9-3 Dead Load Factor 0 900 ACI 9-3 Short Term Factor 1 300 UBC 1921 2 7 "1 4" Factor 1 400 UBC 1921 2 7 "0 9" Factor 0 900 SAE Grade 1 SAE Grade 2 ASTM A307 SAE Grade 4 1/4 to 11/2 1/4 thru 3/4 over 3/4 thru 1-1/2 1/4 to 1 1/2 1/4 to 1 1/2 55 33 33 65 60 74 60 60 115 2,a SAE-Grade 5 85 11/8 thru 1=- ASTMA449. Typel 74 13/4 thru 3 55 120 105 90 SAE - Grade 5 2 1/4 thru 1 85 120 4,b 1/2 thru 1 85 ASTMA325- Typel 11/8 to 1-172 74 120 105 1/2 thru 1 85 ASTM A325 - Type 2 1 1/8 to 1-1/2 74 120 105 4,b A325 1/2 thru 1 85 ASTM A325 - Type3 1 1/8 to 1-1/2 74 120 105 5,b fci^IIrJL^i1" • • • • II1II Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside. CA 92054 Tel (760) 966-6355 Fax (760)966-6360 JOB SHEET NO CALCULATED BY CHECKED BY SCALE Legoland Lost Kingdom Q JOB* OF DATE DATE 0721800 9/07 FOUNDATION DESIGN OF CARGO ACE Ounn Savoie Inc Structural Engineers 908 S Cleveland St. Oceanside, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB Legoland Lost Kingdom 07128 00 SHEET NO OF CALCULATED BY Y S DATE 9/07 CHECKED BY DATE SCALE LATERAL ANALYSIS This building consists mainly of cantilever column for shear resistence, Therefore, per CBC2001 , for the entire structure, R= 2 2 Q0 = per 2001 CBC Chapter 16 1630 2 1 Seismic Coefficients & Factors Design Base Shear (30-4) Seismic Zone 4 V= (CV)(I)(W) = 1312 Z = 0 4 1 4(R)(T) Soil Type Sc Fault Type B Needs Not Exceed (30-5) Dist. To Fault = 75 km V= 25(Ca)(l)(W) = 0325 1=10 1 4(R) R= 22 Na = 1 00 Minimum Base Shear (30-6) Nv= 110 V= 011(Ca)(l)(W) = 0044 Ca= 04 *Na= 04 Cv= nsfi *N.. = new Minimum Base Shear (for Seismic Zone 4) Ct= 002 V= 0 8(Z)(NV)(I)(W) = 0160 hn= 15 R T= 02(hn)75= 0152 Therefore, V= 0325 W 28 W W W (30-7) W Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB Legoland Lost Kingdom 0712800 SHEET NO OF CALCULATED BY YS DATE 9/07 CHECKED BY DATE SCALE DESIGN CRITERIA CODE 1997 Unifrom Building Code (UBC) 2001 California Building Code (CBC) SEISMIC Z = l = SOIL TYPE' R = Na = Nv = Ca = 04 1 Sc 22 1 0 1 1 044 (Zone 4) V= 25CalW/R V= 0455 W V/14= 0325 W WIND 70MPH EXPB HEIGHT 20' LRFD ASD WIND LOAD (PSF) 102 110 WOOD 97NDS 2x&3x >3x Douglas Fir-Larch No 2 Douglas Fir-Larch No 1 FOUNDATION CRITERIA ALLOWABLE SOIL PRESSURE FOR DL + LL FRICTION COEFFICIENT PASSIVE EARTH PRESSURE AT-REST EARTH PRESSURE ACTIVE EARTH PRESSURE 3500 PSF 035 300 PCF 55 PCF 35 PCF o ti O C_) iS << 5 P"^ses1—4 " ^•^ __ ii !-*<-> »-*o o cd V in vd li A/ CVJ 1 I I I • « !j 8 I I _t '*' Q. 00 *£ II I CI'-3 3/4*1 JOB DUNN SAVOIE INC STRUCTURAL ENGINEERS SHEETNO °F 908 S Cleveland Street CALCULATED BY DATE OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 CHECKED BY DATE. Email dsi@surfdsi com SCALE -Itftfc- - Rev 560100 User KW-0602938 Ver 5 61 25-Oct 2002 (e)1983-2002 ENERCALC Engineering Software Dunn Savoie, Inc Structural Engineers 908 S Cleveland Street Oceanside, CA 92054 Phone (760)966-6355 Title Dsgnr Description Scope Date Job# 235PM 14 SEP 07 Clo Combined Footing Design Page 1 \\server3\usef»\y»hao\shafed\«n9inegf?ng\comm j Description Combine Footing General Information Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden Dimensions Footing Size Distance Left Dtst Betwn Cols Distance Right Footing Length Width Thickness Loads Vertical Loads Dead Load Live Load Short Term Load 4 655 0 psf 4 1450pcf 1 33 0 00 psf 1 75 ft 1867ft 175ft 2217ft 400ft 1800m Calculations are designed to ACI 318-95 and 1997 UBC Requirements f c 4,000 0 psi Fy 60 000 0 psi Mm As Pet 0 0014 Distance to CL of Rebar 3 50 in Live & Short Term Load Combined Column Support Pedestal Sizes #1 Square Dimension 8 00 in Height 8 00 m #2 Square Dimension 8 00 in Height 8 00 in (3> Left Column (3> Riqty Column. 4 050 k 4 050 k 3 600 k 3 600 k k k | \ k Applied Moments Dead Load Live Load Short Term Load Applied Shears Dead Load Live Load Short Term Load k-ft 6 790 k-ft 10 920 k-ft k 1460k 1 800k k-ft 6 790 k-ft 10 920 k-ft k 1460k 1 800k | Summary | Length = 22 17ft, Width = 4 00ft Maximum Soil Pressure Allowable Max Shear Stress Allowable Mm Overturning Stabilit Soil Pressures Thickness =18 00m Dist 541 24 psf 6,191 15 psf 1064psi 107 52 psi 7758 1 Soil Pressure @ Left Actual Dead + Live 329 3 Dead+Live+Short Term 238 8 Soil Pressure @ Right End Dead + Live 450 8 Dead+Live+Short Term 541 2 Stability Ratio 7 8 Allowable 4 655 0 psf 6,191 1 psf 4,655 0 psf 6191 1 psf 1 Left = 1 75ft Btwn = 18 67ft Dist Right = 1 Steel Req'd @ Lei Steel Req'd @ Cente Steel Req'd @ Righ ACI Factored Eq 9-1 481 6 psf Eq 9-2 334 4 psf Eq 9-3 170 2 psf Eq 9-1 659 2 psf Eq 9-2 757 7 psf Eq 9-3 385 7 psf Footing Design OK 75ft 0244 m2/ft ,. 0254m2/ft -*}•$**& 0 244 m2/ft 1 Eccentricity 0576ft 1432ft 0576ft 1432ft ! i j i I j i,m m ) • • [ Dunn Savote, Inc Title Job # Structural Engineers £*", * Date 234PM u SEP 07„„ _ ... . . _ . . Description908 S Cleveland Street r\ i j Oceanside, CA 92054 Scope <- ' Phone (760)966-6355 Rev 560100 _ , , _ . _ _. U User KW-«I02938 Ver 561 25-Oct 2002 Steel UOlUITin BSSfi Plate 1(0)1963^002 ENERCALC Engineering Software *»MW»I WIUIIII1 OA9V rirtlC \\setver3\user8\Yihao\Share*En8ineenng\Comm | Description Base Plate General Information Loads Axial Load 4 05 k X-X Axis Moment 1 7 70 k-ft Plate Dimensions Plate Length 18000m Plate Width 18000m Plate Thickness 0 875 m Support Pier Size Pier Length 63 000 in Pier Width 63000m •^••MMHMMLMi^HHMMMH | Summary | Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 442 4 Allow per ACI31 8-95, A3 1 = 0 3 * f c * Sqrt(A2/A1 ) * LDF 2,394 0 Allow per AISCJ9 2,7930 Plate Bending Stress Thickness OK Actual fb 27,966 8 Max Allow Plate Fb 35,91 0 0 Tension Bolt Force Bolt Tension OK Actual Tension 3 665 Allowable 5 500 Calculations are designed to AISC 9th Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses Concrete f c Base Plate Fy Load Duration Factor Anchor Bolt Data Dist from Plate Edge Bolt Count per Side Tension Capacity Bolt Area psi Edition ASD and 1997 UBC Requirements | TS8x8x1M 8 000 in 8000m 0 250 in 0 250 in 3,000 0 psi 36 00 ksi 1 330 1 000 in 4 5500k 0 442 m2 Baseplate OK Partial Bearing Bolts in Tension psi psi psi psi k k Anchors systems ANCHORS PAGE NO BASE MATERIALS HVU adhesive anchor with HAS HIS-N, HAS T7 m HIT-RE 500 Injection technique witti HAS, HS-N tutor HH HtMY 150 Injection tachUqw with HAS, HSNreter HN «T-HY 20 (Action techniquemar-sc m-fum-K Anchor rods Oooo! •oo HDA (tesfQti sncnor Dynamic Set HSL-3 heavy duty anchor Safwings HSC safety anchor HUS-H Concrete Screw Anchor HSA stud anchor HKD-S drop-In anchor HLC sleeve anchor HNInal in anchor HT frame anchor HCAceWng hanger DBZ wedge anchor HHO-S cavity anchor 77 78 75 76 79 80 81 83 84 85 86 86 86 87 HRO-U frame anchor HUD-1 universal anchor HGN anchor for HghtwefBht concmte| HLD plastic toggle anchor HPS-1 Impact anchor HSP/HFP drywall anchor IN Insulation fastener IDP insulation fastener 89 89 89 90 87 91 91 LEGACY REPORT ER-5369 Reissued October 1, 2004 ICC Evaluation Service, Inc. www icc-es org Ota" 5360 Wo*mw RegkxialOflk»« 900 Mortdar Road, Suite A, Bmiingham, Alabama 35213 • (205)5994600 Reghsnal Office-4051 West Ftossmoor Road Counby dub HBs, Knots 604781(708)799-2305 Legacy report on the 1997 Uniform Building Code™, the 2000 International Building Code* and the 2000 International Residential Code9 DIVISION 03—CONCRETE Section 03151—Concrete Anchoring HVA ADHESIVE ANCHOR SYSTEM HILTI, INC 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 1 0 SUBJECT HVA Adhesive Anchor System 20 DESCRIPTION 21 General The Hilti HVA adhesive anchor system is for installation in normal-weight concrete, and consists of a two-component vinyl urethane resin adhesive (HVU) and a Hilti threaded rod (HAS) The anchor systems are alternatives to cast-in-place anchors described in Sections 1923 1 and 2107 1 5 of the 1997 Uniform Building Code™ (UBC), and Sections 1912 and 2107 of the 2000 International Building Code* (IBC) The anchor systems may also be used where an engineered design is submitted in accordance with Section R301 1 2 of the 2000 International Residential Code* (IRC) 2 2 Materials 221 Hitti HVA Adhesive The HVA adhesive is contained in a dual-chambered foil capsule that separates the resin from the hardener The capsules are supplied in various sizes that correspond to the anchor diameters The adhesive has a shelf life of one year when stored in the manufacturer's unopened container at temperatures between 40'F (4'C) and 75'F (23 C) 222 Hlltl HAS Threaded Rod Three HAS rods are available Standard HAS rod, Super HAS (high-strength) rod, and HAS stainless steel rod HAS rods are threaded and have a beveled end The rods, with washer and nut, are available in three grades of steel as follows ALL-THREAD ROD Description Standard HAS Rod Super HAS Rod Stainless HAS Rod '/. '/. Stainless HAS Rod '1. 1V. Specification ASTMA36 ASTMA193 B7 ASTMFS93 CW (kin 360 1050 650 450 '.(ktl) 580 1250 1000 85.0 NUT SPECIFI- CATION ASTMA563 Grade A ASTMA663. Grade OH ASTM F 594 Alloy Group 1 WASHER SPECIFI- CATION ANSI B18.22.1 Type A. plain ASTM F 436 ANSI B1&221 Type A, plain For SI 11nch = 25 4 mm The Standard HAS Rod and the Super HAS Rod are furnished with a 5-um zinc electroplate coating in accordance with ASTMB 633 SC1 223 Concrete Substrate Concrete must be normal- weight, stone-aggregate concrete having a minimum 28-day compressive strength in accordance with Table 4 at the time of anchor installation 2 3 Design Allowable tension and shear loads for HAS threaded rod installed in accordance with this report are shown in Table 4 Anchors are permitted to resist live loads, dead loads, wind loads and earthquake loads For allowable short-term shear loads resulting from wind or earthquake based on steel strength, the steel shear values must be calculated as follows • For Standard HAS rods (ASTM A 36 rods), the allowable load based on steel strength is 1 33 times the A 36 value for static loads given in Table 4 • For Stainless HAS rods (ASTM F 593 CW rods), the allowable load based on steel strength is 1 33 times the A 36 value for static loads given in Table 4 • For Super HAS rods (ASTM A 193 B7 rods), the allowable load based on steel strength is 0 94 times the A 193 B7 value for static loads given in Table 4 ICC ES legacy reports are not to be construed as representing aesthetics or am other attributes not specifically addressed nor are thev to be construed as an endorsement of the subject of the report or a recommendation for its use There is no warranty b) ICC Evaluation Service Inc express or implied as to any finding or other matter in this report or as to any product covered by the report 'ANSI Copyright ©2004 Pag* 1 of 5 Page 2 of 5 ER-5369 Tension loads in Table 4 are permitted to be increased by 331/3 percent for short-term loads, such as those resulting from wind or earthquake For anchors installed at edge distances less than c^ or at a spacing of less than s^ or both, the bond- or concrete- strength anchor values given in Table 4 must be reduced in accordance with the reduction factors given in Table 3 The reduced bond- or concrete-strength anchor values must be compared with the corresponding allowable steel strength, and the lesser value must be used to establish allowable anchor capacity The allowable load values in Table 4 must be adjusted in accordance with Figure 2 for in-service base-material temperatures in excess of 70 F (21 C) Allowable loads for anchors subjected to combined shear and tension forces are determined using the following equation p v%^ where P, = Applied service tension load P, = Allowable service tension load V, = Applied service shear load V, = Allowable service shear load 2 4 Installation The anchor is installed into a prednlled hole in concrete The hole must be dnlled to the diameter and embedment depth specified in Table 2 of this report, and must be cleaned of debns and standing water The hole for the HAS rod is drilled using a rotary hammer drill with an adapter or setting tool During anchor installation, the hole and surrounding location are permitted to be damp No standing water is permitted in the hole The HVA capsule is inserted into the hole The beveled end of the HAS rod is placed on top of the resin capsule, and the rod is driven into the hole using the rotary hammer drill The combined rotation and hammering action shreds the capsule and mixes the resin with the hardener After the HAS threaded rod is driven to the specified embedment depth, the drilling should immediately stop and the adapter/setting tool withdrawn See Figure 1 for additional installation instructions The anchor must not be disturbed during its cure time The cunng times and temperatures for the HVA system are noted in Table 1 2 5 Special Inspection Special inspection in accordance with Section 1701 of the UBC or Section 1704 of the IBC must be provided for all anchor installations The special inspector must record compliance of the drill bit with ANSI B212 15-1994, the hole depth and cleanliness, the product description, including product name, rod diameter and length, the adhesive expiration date, and verification of anchor installation in accordance with this report and the manufacturer's published installation instructions 2 6 Identification The adhesive material is identified in the field by packaging labels beanng the manufacturer's name (Hilti, Inc), the evaluation report number (ER-5369), the product name and the anchor diameter The head of the Hilti HAS rod is identified by the mark HA36, H193, H304 or H316 30 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Cntena for Adhesive Anchors in Concrete and Masonry Elements (AC58), dated November 2001 40 FINDINGS That the Hilti HVA Adhesive Anchor System described in this report complies with the 1997 Uniform Building Code™, the 2000 International Building Code*, and the 2000 International Residential Code*, subject to the following conditions 41 The anchors are manufactured, identified and installed in accordance with the manufacturer's instructions and this report 42 Anchors are installed In holes predrilled with a carbide-tipped masonry drill bit manufactured within the range of the maximum and minimum drill-tip dimensions of ANSI B21215-1994 4 3 Special inspection in accordance with Section 2 5 is provided for all anchor Installations 4 4 Calculations and details showing compliance with this report are submitted to the local building official for approval 4 5 Anchors are permitted to be used for long-term and short-term allowable shear and tension loads as noted In Section 2 3 4 6 Anchors are not permitted for use in conjunction with fire-resistive construction Exceptions are • Anchors resist wind or seismic loading only • For other than wind or seismic loading, special consideration is given to fire exposure conditions 4 7 Adhesive anchors may be used to resist tension and shear forces in overhead or wall installations only if consideration is given to the effects of elevated temperature conditions on anchor performance Figure 2 shows load reduction factors for elevated temperatures 4 8 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of adhesive anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under these conditions Is beyond the scope of this report. 4 9 Since an ICC-ES acceptance criteria for evaluating the performance of adhesive anchors in cracked concrete is unavailable at this time, the use of anchors is limited to installation in uncracked concrete Cracking occurs when f, > 1, due to service loads or deformations 410 The anchors are limited to interior use, except that installation in severe, moderate or negligible exterior weathering locations, in accordance with Figure 21-1-1 of UBC Standard 21-1 or Figure 1 in ASTM C 62 (IBC and IRC), is permitted when stainless steel threaded rods are installed 411 During anchor installation, the hole and surrounding location are permitted to be damp No standing water is permitted in the hole 412 The adhesive is manufactured by Hilti, Inc, in Kaufering, Germany, with quality control inspections by Underwriters Laboratories Inc (AA-637) This report is subject to re-examination in two years cir Page 3 of 5 TABLE 1—MANUFACTURER'S RECOMMENDED CURING TIME FOR HVA ADHESIVE1 ER-5369 BASE MATERIAL TEMPERATURE from 23 F to 32'F from 32'F to 50 F from 50 F to 68 F 68 F or above MINIMUM CURING TIME 5 hours 1hour 30 minutes 20 minutes ForSI tC = 5/,(tF-32) 'The anchor must not be disturbed dunng its cure time TABLE 2—SPECIFICATIONS FOR HVA ADHESIVE ANCHORS DETAILS of*. Bit diameter (inches) h^ Mln depth of embedment (inches) t Max. thickness fastened (inches) TM. Max. tightening torque (foot-pounds) h Mm base material thickness (inches) DIAMETER OF HAS THREADED ROD '/, inch % 3V, 1 18 5V. V,lnch '/,. 4V« 1V, 30 63/. '/. Inch "i'« 5 1% 75 TV, 3/4 Inch \ 6V, 2 150 10 '/, Inch 1 6s/. 2V, 175 10 1lnch IV. 81/, 2V, 235 12% 1V« Inches 1% 12 2'/4 400 18 For SI 1 inch = 25 4 mm 1 foot-pound = 1 36 N-m t TABLE 3—ANCHOR SPACING AND EDGE DISTANCES FOR ANCHORS INSTALLED IN CONCRETE1'2 ANCHOR SPACING FACTOR, TENSION AND SHEAR «<r 15X/,., *n*OSx/i., 1* 07 EDGE DISTANCE FACTOR, SHEAR ONLY C.T 15x/)., c-*, OSx/7., fpv 025 applied load acting perpendicular to edge 065 applied load acting parallel to edge EDGE DISTANCE FACTOR, TENSION ONLY c.. 15X/)., ««*, 05X/7., fm 06 hef = Actual embedment depth s = The measure between anchors centerlme-to-centeriine distance SB = The minimum anchor spacing distance at which the allowable load capacity of an anchor is obtained without influence of neighboring anchors SM, = The anchor spacing at which the anchors are tested for recognition c = The measure between the anchor centertine and the free edge of the concrete member ca = The least edge distance at which the allowable load capacity of an anchor is applicable without reductions CM, = The least edge distance at which the anchors are tested for recognition I* fm, fpN = Load reduction factors applied to the allowable working loads when SB* * s < s,, or c^ & c < ca 1For an anchor affected by multiple anchor spaangs and/or edge distances, the allowable adjusted load is the product of the following factors F=f«*fe f,*f«*f* f«2Load adjustment factors for spacing or edge distance are applied to the allowable bond or concrete strength for tension or shear The lesser of this value and the steel value must be used for the design linear interpolation may be used to determine the allowable load reduction factor for anchor spacings between s^. and s^ and edge distances between c_and C.*, Page 4 of 5 ER-5369 TABLE 4—ALLOWABLE TENSION AND SHEAR VALUES IN NORMAL-WEIGHT CONCRETE FOR THREADED RODS WITH HILTI HVA ADHESIVE1*3***7 (pounds) ANCHOR DIAMETER (Inch..) 1. V, '/, '1. '/. 1 1V, EMBEDMENT DEPTH (Inch!) 3V, 5V. 7 4V, eV. VI, S A 10 6V. 10 13V, «*/. 10 13'(. 8V. 1«. 16V, : 12 16 18 TENSION B*Md on Bond or Concrete Strength r -2 ooo pit 2085 2325 4405 3.250 4,890 6700 3970 5770 11700 6080 9110 15,220 7145 10475 16475 8640 14665 26645 19175 24750 28 535 f c • 4 000 pal 2,595 4185 4895 4735 5455 7545 5245 10,465 12835 8615 14635 15310 9130 18970 23055 13,425 23450 30 805 23920 26855 37920 BMW! on HAS Rod StMl Strength ASTMA36 2115 3755 5870 8455 11,510 15030 23490 ASTM A 193 Grade B7 4555 8100 12655 18725 24805 32400 50620 AISI 30488 Condition cw 3645 6480 10125 12390 16865 22,030 34425 SHEAR Bawd on Concrete Strength r.»2000ptl 1675 W35 5440 2540 5060 8,245 3575 7125 11620 6095 12,275 19805 6,385 12855 20745 9650 19,225 31350 19510 28510 38865 t - 4,000 p»i 2365 4715 7690 3590 7150 11660 5060 10080 16435 8620 17360 28,010 9030 18180 29335 13645 27190 44340 27590 40315 54965 B«Md on HAS Rod StMl Strength ASTM A 36 1090 1935 3025 4355 5930 7745 12100 ASTM A 193 Gnd*B7 2,345 4170 6520 9390 12780 16690 26080 AW 30488 Condition CW 1875 3335 5,215 6385 8,690 11,350 17735 ForSI 1 inch = 25 4 mm 1 pound = 4 45 N 1psi = 689kPa The tabulated tensile and shear values are for anchors installed in normal-weight concrete having the minimum designated ultimate compressive strength (f c) at the time of installation 'The Hilti HVU adhesive expenences a reduction in tensile and shear capacity with increased concrete temperature Factors noted in Figure 2 must be applied to the allowable values based on bond or concrete strength noted in the table when the anchors are installed in locations where the concrete temperature may exceed 70 F (21'C) 3For allowable loads for wind and seismic forces see Section 2 3 'Spacing and edge distance requirements must be in accordance with Table 3 'Special inspection In accordance with Section 1701 of the UBC or Section 1704 of the IBC must be provided for all anchor installations 'Allowable tensile and shear load is the lesser of bond and steel strength 'Allowable tensile and shear load for adhesive bond is based on a safety factor of 4 0 Page 5 of 5 ER-5369 di« a hot* to »• raqutad hot* depth. Important damn out dmt and debris. Use eompMttad air of vacuum at bottom ol me ho* WheniongaHfematdwd totetanca diamond COM bft, mmediaMy wio* stanolng 2. (men appropriate dimeter HVUadhwivv capsule* into pre^rBM diyholeinbntmtttW. NOTE: THe best method for Mttng. mtiMpk capsules is to cnoh At M «**($) Ms tht hote nl Urn tart B» MM oputo. DO NOT cut «8 captules pafl«j? prottudino buuMhote. •tepsul* tength is longer man tiamlHtS embed, depth BndiMlpnAuto tan tht Me. J. Dmtf t nut an *» HAS wtf. Ml Wd 1MB tfeMd t MCQKl Wt jpyi i on tpp ol tht wuhtr TiQhtM Kit two nots tOQtOwr Mm. H» top mtshouu Iw ttu* «. (man a ta/otn flciw ttcft MO Dw tammr dril and uaehtta prepcrimpaci »ck«t At tb* irtwy hanmir del MHnt; «ngag» «• igp mil o(«w HAS IDE) asstnbV wrih ta aoekat and drtm «»ia» itoiiB twoagh*»cy*^^ upon iMcMng bottom of hok 5 The««t anchor rod may not be disturbed or haded before the specified curing time elapses FIGURE 1—THE HILTI HVA ADHESIVE ANCHORING SYSTEM—INSTALLATION INSTRUCTIONS FOR HAS RODS HILTI HVA ADHESIVE ANCHOR SYSTEM IN-SERVICE TEMPERATURE 120 1 100 I.. | 60 ffl «A @•o 3 20•s 0 a © © "^s. & ^•w it — S 50 100 ISO 200 250 Base Material Temperature, F FIGURE 2—IN-SERVICE TEMPERATURE REDUCTION FACTOR DUNN BAVOIC IN&. BOB B. CLCVCL.AND ST. OCCANVIDEt CA» 9BOS4 TKU C7fiO) 966-fi3S» FAX! 1760} 966*6360 JOB Legol SHEET NO CALCULATED BY CHECKED BY SCALE and Lost Kingdom Of HE DATE DATE Cl^ 9/07 DESIGN LOADS OPERATOR BOOTH ROOF DEAD LOADS Corrugated Metal 4x6 Rafters @ 20" o c ME&P Misc £ Dead Load Live Load (DSf) 30 19 05 06 60 160 612 slope reducible 3^3 § <0 !§ z o! z -I 111 o 111 oOil. ttO Pa Q ICorrugated Metal Roofing and Siding Panels Exposed Fastener Corrugated Panels '=*- ^-^T1-*^!^1"'tm * *» lT'% *-T 1^1 .R ir?iT$ ^ :•: •: The slight or small profile of this corrugated profile is often used in decorative applications where strength is not an issue The panels are offered in almost every type of material and mostly made to order The majority of these panels are offered in a 26 wide with 33 in some materials Primarily only offered in light gauge thickness since this profile does not carry a heavy loads ECHANICAL MET.ALS, INC. 82 Walker Lane \ewtovtn, P\ 18940 Ph 800-249-5470 215-860-3600 Fax 215-860-2557 E-Mail Is Visit our Online Retail Store I Request a Quote Corrugated Metal Roofing and Siding Panels Exposed Fastener Corrugated Panels Corrugated Metal Roofing - 11/4" x 1/4" 26" Formed Width - 24" Coverage - — - 1 1/4" Corrugated Galvanized 6-90 - 2 1/2" x 1/2" This corrugated panel primarily comes in a (G 90) galvanized steel but can also be made in Stainless Steel Galvalume Aluminum and Painted finishes The material is also offered in a wide variety of gauge thickness from a lighter 24 gauge thru lo the heavier 16 gauge The galvanized sheets are stock in our location in the 27 % wide by either 8 10 12 or any size up :o 24 custom cut sizes can always be done as well All other materials such as the Stainless Aluminum & Galvalume will all have different overall widths but have the same consistent profile of Vz high & two and a half inches from the peaks of each corrugation Corrugated Aluminum Smooth Natural Finish - 2 67" x 7/8"^^^ ZZ-_Z _______IlzzI-mZZ ^^_ * ' • — The 2 67 x 7/8 Profile is a panel we stock in either a mill finish or stucco-embossed Aluminum We also carry this style in a galvalume as well The deeper grooves in this profile give a more pronounced look and a wavy type of corrugation vlechanical Metal Inc carries this panel as well most others in a perforated version as well Corrugated 4 2 The Deepest wave of all our corrugated curved style panels comes in all matenals Mainly the 42 wide is made in the galvanized and (T304) Stainless Steel with standard stocking sizes of 8 10 & 12 The 4 2 is the distance between each high point in succession to each corrugation The 4 2 is also offered in wide variety of painted colors (This is also known as 'he asbestos replacement panel) < 42* * T 1 V *1 <!G 37 8* Coverage 42" Finish Width CZ| Corrugated Sheets Available Steel & Aluminum 2 1/2" x 1/2" Corrugated Available In Lengths To 34 Steel & Aluminum, 267 x7/8 Corruc InLengt' sTo34'J lated — Available Steel & Aluminum 26" Both Down 271/2' Up & Down 34" WIDTHS Covers 24" ' 21 1/3" ' 24" 1 32" 29 1/3" WIDTHS As Siding As Roofing As Roofing or Siding As Siding As Roofing 241/4 29 3/4" 35" 40 1/2" 48 1/3" 51 1/3" Covers Covers Covers Covers Covers Covers 21 1/3" 262/3" 32' 37 1/3" 45 1/3' 48" Roofing or Siding Roofing or Siding Roofing or Siding Roofing or Siding Roof ing or Siding Roof ing or Siding SIDE LAPS All Edges Finish 1 Up & 1 Down to Lap 1 1/2 Corrugations As Roofing or Siding Widths with Both Edges Down Upon Inquiry SIDE LAPS Both Edges Down — Lap 1 Corrugation As Siding — Lap 2 Corrugation As Roofing Edges 1 Up & 1 Down — Lap 1 1/2 Corrugations as Roofing or Siding 1 1/4" x 1/4" Corrugated Available in Lengths To 12' Steel & Aluminum x 1 Ribbed Aluminum Roofing Available in Lengths To 34' WIDTHS 26" Covers 24" As Roofing or Siding SIDE LAP 2 V's Overlap ! WIDTHS ! 47' Covers 44 SIDE LAP Overlapping Ribs with Valley Fastening Flange 5V Crimp — Available in Lengths To 12' Steel & Aluminum WIDTH 26 "Covers 24' As Roofing or Siding SIDE LAPS 1 Edge Up & 1 Edge Down Lap 1 1/2 Corrugation As Roofing or Siding SQUARE FEET PER SHEET 8 10 12' 14 16' 18' 20' 26" 17333 26567 26000 30333 34667 39000 43333 27 V2 * 18333 22917 27500 32083 36667 41250 45833 34- 22667 28333 34000 39667 45333 51000 56667 381-'2 ' 25667 32083 38500 44917 51 555 44V's' 29667 37083 44500 51 917 59333 52 750 ! 66 750 64 167 | 74 167 47" 31333 39167 47000 54833 62667 70500 78333 51 1/3" 34220 42778 51333 59889 68444 77000 85555 WEIGHT PER SHEET (27^" WIDE) 26 24 22 20 18 !&„.,. 8; 1550 1958 2448 2937 4443 52.22 10 1938 2448 3060 3672 5303 6527 12 2325 2937 3672 4406 6364 78.33 14 27 ^3 3427 4283 51 40 7425 91.38 16 3100 3916 4895 5875 8485 10444 18' 3488 4406 5507 6609 9546 11749 20' 3876 4895 61 19 7343 10607 13054 T] PANEL LIVE LOAD 18 231 Ibs/sq : 20 178 Ibs/sq i 22 151 Ibs/sq 24 i 124 Ibs/sq 032 48 Ibs/sq 040 I 48 Ibs/sq ( CORRUGATED 2 1/2 X 1/2 SPAN 1 1 2 3 1 2 3 1 2 3 1 2 3 1 2 3 ! 1 2 ) 3 j 20PSF ROOF | WALL 5'-10n 6'-10" 6-6 | 7-7 7-2 5-4 5-9 6-7 5-1 5-4 5-10 4-8 4-10 ; 5-5 4-1 4-4 4-10 4-5 4-9 5-4 8-5 ! 6-2 6-8 < 7-5 5-10 6-1 30PSF ROOF 5'-2" 5-5 6-0 4-8 4-9 5-4 WALL 5'-ll" 6-2 6-11 5-5 5-5 6-1 4-5 | 5-0 4-5 6-10 j| 4-11 5:5 JL.4-P 5-6 fl 4-0 6-2 4-7 4-10 5-5 5-0 j 5-4 i 6-0_j 4:5 3-7 3-7 4-0 3-10 3-11 4-5 5-0 ! 5-7 ; 4-6 4-6 5-0 4-0 I 4-0 ! 4-5 j 4-4 4-4 40PSF ROOF 4'-9" 4-9 5-3 **.. 4-2 4-8 | WALL 5'-4" 5-4 6-0 4-8 4-8 5-3 3-10 ;| 4-4 3-10 j 4-3 3-5 3-5 j 3-10 3-2 3-1 3-5 3-6 3-5 | 4-11 [ 3-10 I 4-4 4-10 3-11 3-11 4-4 3-5 3-5 3-10 3-9 3-9 4-3 50 PSF ROOF 4'-3" 4-3 4-9 3:9 __ 3-9 4-2 3-5 3-5 3-10 3-1 3-1 3-6 2-10 2-9 3-1 ! 3-1 3-1 3-5 j WALL 4'-10n 4-10 5-4 4-2 4-2 4-8 3-10 3-10 4-4 3-6 3-6 3-11 3-1 3-1 3-5 3-5 3-5 r 3-9 DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 Email dsi@surfdsi com JOB LQS.T K1N&EDM SHEET NO CALCULATED BY CHECKED BY SCALE !ii OF RATE tJ07 DATE SOOTH - LdTfcp.ftL THIS ANAL/SU 1&POR.THE >007YI, S»Ei\CnN ALSO I.S TH-E 'BEETLE ANALYSIS RbDP WT - = 313* \WT = VB = 0.315" W = V = IW r ( \0i8*) = 3ST3 * (TDTT\U) " * * ^ 700 * - o,K, DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 Email dsi@surfdsi.com JOB.LE60LftNP LOST SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF. 1 )07 DATE BOOTH- LATERAL POST BftiE r 700#-ff (.PER CMC ON PREVIOUS TR> fcB8^' COLUMN CASE t £»N6LE SHEhfc "MiA I ] *- , \J r ] 1 | I ^ 1,5" 2 POUKUE <J / CD BOLT *-f+ ; j3K = HID #-fr > 7DO #-iV COLUMN (4) )( m }I Dunn Savoie Inc Structural Engineers 906 S Cleveland St Oceanslde, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB, . SHEET NO CALCULATED BY CHECKED BY SCALE LEGO-LOST KINGDOM YS JOB* OF DATE DATE 0721100 9/07 THEMED FACADE Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanside, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB LegoLand - Lost Kingdom SHEET NO OF CALCULATED BY SRG DATE 9/07 CHECKED BY DATE SCALE DESIGN LOADS | ROOF DEAD LOADS Built-Up Roofing 1/2" Plywood x2 2x1 0 Roof Joist @ 24" oc Theme Panel ME&P Miscellaneous £ Dead Load Live Load (DSf) 40 34 19 30 10 1 7 150 200 (DSf) 40 34 42 30 10 14 170 200 Themed Parapet = 20 plf (mcl plywood box) WALLS DEAD LOADS Genstone Panel Stone Veneer 5/8" Gyp 1/2" Gyp 1/2" Plywood 2x4 © 16"o c 2x6 & 16"o c Batt Insulation (0 2xThtckness) Miscellaneous 2 Dead Loads Interior Partition (DSf) 44 1 1 05 60 Exterior (psf) 1 5 - 1 7 - 17 . 1 1 60 1 75"x16" Microllam @ 24" o c reducible Exterior (psf) 3 0 Panel @ both sides - 1 7 - 27 . 16 90 Dunn Savoto Inc Structural Engineers 908 S Cleveland St Oceanslde, CA 92064 Tel (760)966-6355 Fax (760)966-6360 JOB Legoland - Lost Kingdom SHEET NO OF CALCULATED BY SRG DATE 9/07 CHECKED BY DATE SCALE [VERTICAL ANALYSIS | Level Roof Members, Mark- f£S~i W2= PI= P2= RLeft= RRight= V atow= «=5-^->f Maltow= e>\L, Aa»ow= -2*5* CD= \^ Span • -7 ft l*X'2*A2>i ~ -TS - - = = ^L^f^3 = '•^yf^pJ - IbS > V max = -Z^ps* IL%*A ^^ miID Tt J> M max = *^f2^\ m > A ""- = ^-"f •> (^Uniform Load plf plf Ibs Ibs • Ibs Ibs Ibs lb*ft ¥*%*?>&£? in Use ^-^i^fi •2*4?' S£^- Grade ^p^^^- #=-3" Mark W2= RLeft= RRight=" Vatow=" 1^1^=" 0 Span =ft Uniform Load plf "plf Ibs ^ -r Ibs "lb*ft >Vmax Mmax A- Ibs 'ibs "lb*ft Use Grade- PI= P2=' RLeft=' RRight=' Vallow= CD= Span "7 ft Uniform Load Ibs 'ibs Ibs Vft in V, M,lb*ft in Use Grade U 41*2. Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanslde, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB Legoland - Lost Kingdom SHEET NO CALCULATED BY SRG OF DATE 9/07 CHECKED BY DATE SCALE Level Roof Members Mark W2= PI=" P2=" RLeft=" R Right=" V, CD= Span =ft I Uniform Load plf Plf , lbs . i;,bs f== t IX1 lbs "lb*ft in > M lbs 'lbs 'lb*ft ATL=.Use Grade Mark W,= P2= RLeft= RRight= CD= Span ft Uniform Load plf "lbs "lbs 'lbs 'lbs -t A-=.Use Grade Mark- W2= PI=" P2=" RLeft=" RRight=" CD= Span |l ft unitbrm Load lb*ft in M Plf lbs 'lbs >s 'lbs Vft Use Grade Leaoland - Lost Kmadom S I" * Structural Engineers SHEET NO TXT OF BOBS Cleveland SL CALCULATED BY SRG "' DATE Octtansidu, CA 92054 ^uc™i=r, ovTal f760^ S66-6355 CHECKED BY Fax (760)966-6360 SCALE •Ml Level Roof Members cSg^i^-r^s'" DATE 9/07 Mark ^5~^ Span = |^*5» ft ^Uniform Load wi= AT-r-^y'2«4/i^ = iM- P'f W2= = plf PI= = Ibs P2= = Ibs R Left= = i^n^ Ibs RRght= -•&*& Ibs V = 4— > Ihc N«. V — .— - ^.^, Ihcallow '5:^!*sr' D -^ max "^tfi? M ^ Ik^AAi «^^ RJI _-i- IL^AM allow" \@^5*-~f ID n -^ M max ~ | (s£?fa ID n A^a|tow~ f^^/t^" ln ^ /\ TL = ,'*5*Z?&z? ln CD= |,-Z«^K|J^ V-'\A H/=V Use ^^>^. Grade, •tt'^-i*- $F~ I Mark ^S'^s* Span= rT^" ft ^Uniform Load W1= (Tl^r^H I L*/\2^ ~ *^> P" W2= = plf PI= = Ibs P2= = Ibs RLeft= = >f^^ Ibs RRight= = >V^?s Ibs V ^ |i ^^ » » |. alow- t5?ga4- IDS ^> v max = s&f2r&i 'OS M a«ow= '2&Sy>0\ lb*ft > Mmax= |^?-f^, lb*ft /\OOHT erl*^ m uii^i> A TL = c^^^ m CD= |.^^^|fn^ V Use ^xl/^"<& ]Ls5' ^ '/-- Grade ^p^-j, — -«tK I Mark ^S~(j Soan= ^^- ft PvhJnifc W1= A'T-r-^s^Vl//!/!^ = -^1*0 P'f W2= = plf PI= = Ibs P2= = Ibs R Left= = ^-3?s) Ibs R Right= = -e5*?z&^ Ibs V altow= U'rOix 'Ds > V max = -t^z^ IbS & • ,^ iu»*ft *Xt Kyi ^ IL. frfl A aiiow= L, | /? in > A TL = s>2?2- m CD= i , ^ >rm Load Use S^tufi^^ Grade l,^^ \^>^\^' DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 Email dsi@surfdsi com JOB. SHEETNO CALCULATEDBY CHECKED BY SCALE OF DATE. DATE. ,\^, |H & IH - 1M PH DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 (760) 966-6355 FAX (760) 966-6360 Email dsi@surfdsi com SHFFTNO Jr 1 CALCULATED BY ^s*^£ CHFCKFO BY SCALE OF !Jf DATF ^/t7-T DATE & ^ H MH- < H fa* |H JOB_ DUNN SAVOIE INC. STRUCTURAL ENGINEERS SHEETNO ^^ °F- 908 S Cleveland Street CALCULATED BY J^f-6-r DATE OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 CHECKED BY OATE. Email dsi@surfdsi com SCALE K1. M Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanskte, CA 92054 Tel (760)966-6356 Fax (760)966-6360 JOB Legoland - Lost Kingdom SHEET NO OF CALCULATED BY SRG DATE 9/07 CHECKED BY DATE SCALE Level Roof Members Mark Span Uniforrn Load P2= RLeft= RRight= V^ Maltow= bu **• Plf Plf "lbs 'lbs 'lbs 'lbs r in A-=_In Use _ Grade Mark W2= Pi=" P2=" RLeft=" RRight=" CD= Span ft Untform Load lbs > Plf "lbs 'lbs "lbs >s 'lbs "lb*ft ln Use Grade Mark W2= Pi=" P2=" RLeft=" RRight=" Span ft Uniform Load V lb*ft in Plf 'plf "lbs "lbs "lbs jbs 'lbs "lb*ft in Use Grade Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanslde, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB Legoland - Lost Kingdom SHEET NO Tvo OF CALCULATED BY SRG DATE 9/07 CHECKED BY DATE SCALE Level Roof Members Mark W2= Cn= Span'Uniform Load P2= RLeft= R Right= V altow= 'ZsltsA- 'bs M altowr lb*ft Plf plf "lbs "lbs "lbs "lbs "lbs "lb*ft in Ov Use Grade Mark- W2= Pi=" R Left=" RRight=" Span = \2-Load _plf "lbs 'lbs "lbs •*- •^< ln > V ATL = max ' ' max : Use Grade Mark PI= pz= RLeft= R Right= VaNow= M allow= CD= Span ft Uniform Load lbs V max plf plf lbs lbs lbs lbs 'bS lb*ft , tr A TL = |Use ' -try. Grade Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanslde.CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB Legoland - Lost Kingdom SHEET NO OF CALCULATED BY SRG DATE 9/07 CHECKED BY DATE SCALE Level _ Roof Members Mark W2= P2=" RLeft=" RRight=" Span = -7 ft Uniform Load Ibs "lb*ft M TL plf 'plf Ibs 'ibs 'ibs >s 'ibs Vft in Use Grade- Mark ^$?>& Span= j^.^ ft Qumfc wi- fl^^M-^ - ^ plf W2= = plf PI= = Ibs P2= = Ibs RLeft= = -^24/ Ibs RRight= = Afo/) Ibs V — . IUn ^s^ \/ » IUaBw- ^*^^*4- 'bs > v max - jppA# 'bs M a«ow= ,^^3^ lb*ft > M max = ij^-2. lb*ft Ay»«<«»= rTT^ If1 > A TL= |>f^ m CD= ^ )rm Load Use tsfcAj? Grade ^F1:^ — ^^- Mark PI= P2=" RLeft=" RRight=" Vall^" Span =ft ^Uniform Load Ibs 'lb*ft in Ibs "ibs "ibs jbs "lb*ft A TL = ,^Use Grade JS-. Dunn Savofe Inc Structural Engineers 908 S Cleveland St Oceanslde, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB Legoland - Lost Kingdom SHEET NO CALCULATED BY SRG CHECKED BY SCALE OF DATE 9/07 DATE ILATERAL ANALYSIS | Roof Area of Roof = Total Weight of Roof = Interior Waff Weight = Exterior Wall Weight =.+ is(&\\&q ft2 Ibs Ibs Ibs Total Diaphragm Weight = W Seismic Design Seismic Zone vf 2= .^f- SoH Type . _g^_ FauttType- ^=" Dist. To Fault = -7 km 1= 1.^ R= g>*=> Nv Ct=002 T= Design Base Shear Needs not exceed V= 25(Ca)(l)(W) = Minimum Base Shear V= w w Minimum Base Shear (for Seismic Zone 4) V= 8(Z)(NV)(I)(W) = Therefore V =W =Ibs Dunn Savoie Inc Structural Engineers 908 S Cleveland St. Oceanslde, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB Legoland - Lost Kingdom SHEET NO OF CALCULATED BY SRG DATE 9/07 CHECKED BY DATE SCALE t Shear Wall Design | Shear Wall Designs based on G 3/8" Struct 1 P W Seismic Governed Design Q 1/2" Struct I P W Level \z#s%s~ Direction \~\/<2~ Lateral Force /Overall Floor Area = v= -7£>3*7* = -r.-4^ psf \s4-r* Line ^- TnbutaryArea, TA = \-^*$)Jf.-~r{-2&'te>s = \e*?> ft2 Load, (v)(T A ) = ' = IxHly Ibs Other Loads = = - Ibs Total Load, T L = = U4iLx Ibs Shear Wall Length, L = ^4/1 ^ = Z- ft TL/L = = Trf^ Plf Use. £)per Shear Wall Schedule ^Su^SS^' Overturning ^TF<snse?t ->V» Shear Panel Length = = 2- ft OT Moment = }rf\\s(\& = \^^>&> ft-lb Resisting Moment = ^(a(\^^r\^(\^-^l^(\rr^/z^ = ^^^ ft-lb Net Moment = " = \&\ep>& ft-lb Uplift = = \0fzrr?* Ibs Use ^hn>er Hoidown Anchor Schedule D Holdowns Not Required Line e?^> Tributary Area, T A = ^f^^^^iz^AH-^^^ = Wfif ft2 Load, (v)(T A ) = ~ = |^M^ Ibs Other Loads = = — Ibs Total Load, T L = = \tfZAft Ibs Shear Wall Length, L = = ^ ft TL/L= = 1-1^ plf Use <^>per Shear Wall Schedule Overturning Shear Panel Length = = (/ ft OT Moment = i/M*^!^^? = )-4ylix2. ft-lb Resisting Moment = ,'^[f(\^^\(>^^e:^/2^ = |-2^%» ft-lb Net Moment = = l^^^*^ ft-lb Uplift = = -03&fzs>Ls Ibs Use X^per Hoidown Anchor Schedule D Holdowns Not Required +' 44- Dunn Savole Inc Structural Engineers 908 S Cleveland St Oceanslde, CA 92064 Tel (760)966-6355 Fax (760)966-6360 „ JOB Legoland - Lost Kingdom SHEET NO CALCULATED BY SRG OF DATE 9/07 „„-„„„ „CHECKED BY DATE SCALE Seismic Governed Design Level *^%?^ Direction \\-^ Lateral Force / Overall Floor Area = v = = "7A^ Psf Line V,\ Tributary Area, T A = &(\l~/2^+~'2?z4'2:5-r~7(\-~h - \70? ft2 Load, (v)(T A ) = = \?J%s*sr Ibs Other Loads = = -- Ibs Total Load, T L = = \??yi?2? Ibs Shear Wall Length, L = = L> ft T L /L = = *2s&2~ plf Use 4=V>per Shear Wall Schedule Overturning Shear Panel Length = = t> ft OT Moment = \&&Tfr(Y&&) - \"~l. <^<%L* ft-lb Resisting Moment = ^ro^a^^Q^Yci^-/^ = \-z^^ ft-lb Net Moment = = \^a •^t'3&* ft-lb Uplift = = •ztt7&*z:* Ibs Use- vPper Holdown Anchor Schedule D Holdowns Not Required Line &> Tributary Area, T A = --T(\-7)-^|2=^| (/>)-)- \^(^^5^>-^- -y^riis) - ^^=\ ft2 Load, (v)(T A ) = = •z42?^z4' Ibs Other Loads = = — Ibs Total Load, T L = = -zg^A- Ibs Shear Wall Length, L = ^4/^*2- = ^ ft TL/L= = -£fer plf Use Qper Shear Wall Schedule "^S^Z^l Overtiirninci ^^TS^^-L^U— i I-/ 1 Shear Panel Length = = 2- ft OT Moment = foef^A-/^}^ - \&f&3r\ ft-lb Resisting Moment = ^jj^/iar^^WirT^y^ = j'?'^' ft-lb Net Moment = = \<g?^2jg> ft-lb Uplift = = \{?"&-?x& Ibs Use \/per Holdown Anchor Schedule D Holdowns Not Required }***£. Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanslde, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB Legoland - Lost Kingdom SHEET NO OF CALCULATED BY SRG DATE 9/07 CHECKED BY DATE SCALE Seismic Governed Design Level j^^?^ Direction I-4/-5- Lateral Force / Overall Floor Area = v = = -^.^^ psf Line *3 Tributary Area, T A = @?(\'?£} -T I2^"7Y,^) = \&& f? Load, (v)(T A ) = = \i^- Ibs Other Loads = = - Ibs Total Load, T L = = IL^t Ibs Shear Wall Length, L = ^-4-/\2^*-2- = -A ft TL/L= = -^S?\ plf Use (^}per Shear Wall Schedule SSlJSi^^ r\ rf E — — _-___— _____ __^_ _— _ ___! :i^ -, ty. , . y « v VO nil ifi 1 nQ ••''"^ 1 (' '* i -Jfff^ jf* iK^ r Shear Panel Length = = 2- ft OT Moment = f|)2-^-/^^l^> = ~1??#Lr ft-lb Resisting Moment = /.'pr^'|^T/^^irT|57^> = ('Z^ ft-lb Net Moment = = -f|^2^ ft-lb Uplift = = ^ri^" Ibs Use X^Tper Holdown Anchor Schedule D Holdowns Not Required Line Tributary Area, T A = = ft2 Load, (v)(T A ) = Ibs Other Loads = = Ibs Total Load, T L = Ibs Shear Wall Length, L= = ft T L /L = = plf Use \^y per Shear Wall Schedule Overturning Shear Panel Length = = ft OT Moment = = ft-lb Resisting Moment = = ft-lb Net Moment = = ft-lb Uplift = = Ibs Use. \/per Holdown Anchor Schedule D Holdowns Not Required f*- Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanslde, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB Legoland - Lost Kingdom SHEET NO OF CALCULATED BY SRG DATE 9/07 CHECKED BY DATE SCALE Seismic Governed Design Level ^^^ Direction ^V-^ Lateral Force / Overall Floor Area = v = = -£/4*£> psf Line \& Tributary Area, T A = \2/^.^^^/2^/(^^-r/"//2^^jx) = 35^^ ft2 Load, (v)(T A ) = = f2^^^> Ibs Other Loads = = — Ibs Total Load, T L = = -2^>&>&) Ibs Shear Wall Length, L = (^M2^* <z^ = x4- ft TL/L= = -7!xt^ plf Use ^--^per Shear Wall Schedule ^^^w.i Overturning ^^^c^^-V^" Shear Panel Length = = -2- ft OT Moment = fczfs}g?v^/^)(\'2>> - r~/. ^Ps»^r ft-lb Resisting Moment = ,^ \Lf(\7^>-^ |i=^{'^7^^T/'g<>/ir^p5^/^ = 'Yl*^ ft-lb Net Moment = = \r\^(^2^ ft-lb Uplift = = i/^l*^^ Ibs Use: ^xper Holdown Anchor Schedule Q Holdowns Not Required Line ^ Tnbutary Area, T A = l^/^[^^^(^/'^'Z^^^^^\.'^-^-^2^if^i- ^^\^) $ Load, (v)(T A ) = -t-l^-?-?e^-('e!^' = ^?^xyy^ Ibs Other Loads = = - Ibs Total Load, T L = = ^=^>^»-f Ibs Shear Wall Length, L = Y2?sJr-T,(4~f ~ l^.isf ft TL/L= = 1^^? plf Use Q^ per Shear Wall Schedule Overturning Shear Panel Length = = 1"2- ft OT Moment = •y^^^i'(\2^\'l^./^f^l}':?^;t:^) - '12?2->#\'2? ft-lb Resisting Moment = ^^^\^^^^^^^/zS\(\2^>l\\,^^/'^ = ~~f\-~T?5> ft-lb Net Moment = = ^4- ^34*^ ft-lb Uplift = = -2J<(0# Ibs Use X^per Holdown Anchor Schedule D Holdowns Not Required •*-&> Dunn Savoie Inc Structural Engineers 908 S Cleveland St Oceanstde, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB Legoland - Lost Kingdom SHEET NO OF CALCULATED BY SRG DATE 9/07 CHECKED BY DATE SCALE Seismic Governed Design Level te^f Direction ^-/\^r Lateral Force / Overall Floor Area = v = = *~tA^) psf Line <£- Tnbutary Area, T A = = ^|>9 ft2 Other Loads = = — Ibs Total Load, T L = = ;5^^*-f Ibs Shear Wall Length, L = ^-^^(trl = \*5.is1 ft TL/L= = 1*^7 plf [Use ^WP^r Shear Wall Schedule Overturning Shear Panel Length = = -fy^f ft OT Moment = "3xg>g7~J'(^7.ls7'/\*'5.(/>*f)l\?7 *£*) - •Z^.'^'dsZ- ft-lb Resisting Moment = .^(M^,*&x\tf,(s~f)fr;\~r/'2>i> - \'fy£># ft-'b Net Moment = = \<g?*£<3?2- ft-lb Uplift = = 'Z^^f§f Ibs Use v^per Holdown Anchor Schedule D Holdowns Not Required Line ^—f8* Tributary Area, T A = \*>(\^:l^)~*~ "ZJ&fvb - \??72- ft2 Load, (v)(T A ) = «^^»5^/-z-d#=>/<^'^!:i:^^ = 1^*^-4- Ibs Other Loads = " = — Ibs Total Load, TL = = ^<^4~ Ibs Shear Wall Length, L= = ^^ ft TL/L= = >i2- plf Use <^> per Shear Wall Schedule Overturning Shear Panel Length = = •z^? ft OT Moment = \^^A^\^f^^) - l>^pfi^ ft-lb Resisting Moment = ^f^i^-f-l^^^fj/^xy^^r 1*5^2} = -7-2r**>As1 ft-lb Net Moment = = — ft-lb Uplift = = - Ibs Use \/per Holdown Anchor Schedule 0 Holdowns Not Required TS, HOLDOWN ANCHORS 7ECURLY TIED IN PLACE ISP JAL ANCHORBOLT BE VINCH EQUIRE A MINIMUM -IE ENDS OF SILL PLATES A MAXIMUM OF 12V MINIMUM SIZE OF 2 x 2 x 3/lfc N EACH ANCHOR BOLT .AB JOINTS AT NO MORE THAN ? TYP CONCRETE SLAB 4 :> 2 3 4 fe 1 12 14 15 Ifc n IB < 13 SHALL BE FOUNDED TO MAINTAIN XTAL TO DAYLIGHT FROM LEADING NTRACTOR REQUESTING A BUILDINGC>ATION INSPECTION THE SOILS ADVISE THE BUILDING OFFICIAL IN 3 WAS PREPARED IN ACCORDANCEILS REPORT TRENCHES HAVE BEEN PROPERLY1 AND COMPACTED AND TION EXCAVATIONS THE SOILS CHARACTERISTICS AND BEARING ONFORM TO THE SOILS REPORT STL TUBE COL « 9FT DC MAX W/ 2 FT DIA x4-8" DP CAISSON DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 Email dsi@surfdsi com JOB.LOST SHEETN°°F- CALCULATED BY CHECKED BY SCALE ±K_HATE "1 / 07 DATE _ SCREEN WML - LATS.R&L IW = 1 p Bftf 6 SHE ft* C 1^ = 2. 2.) ) T W = o CT 174* \MINP P= TO WINP JOB. DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 Email dsi@surfdsi com SHEET NO . CALCULATED BY_ CHECKED BY SCALE OF OATP 1 /07 DATE WALL - C.0UUf\N Vfe = FM1 (res cftic Vfr r HSS SxSx a/I* STL COLUMN J> - s11 . n.n ^ MO r U03Ki,)(5D3 s 0 r 30.3 kt.' #.ff >#-t> 3 fc" ,OK ~~ HSS , STL DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S Cleveland Street Oceanside, CA 92054 Title Dsgnr Description Scope UssrKW-0602938,VerS61 25-Od 2002 (0)1983-2002 ENERCALC Engineering Software Pole Embedment in Soil Job* Date 1120AM 13 SEP 07 Page 1 u\heswb»*tohared\1^jhertjjgotandlostk Description Screen Wall Column Ftg General Information Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint Moments @ Surface Point load Distributed load Without Surface Restraint. Required Depth Press @ 1/3 Embed Actual Allowable 25000pcf 3 500 00 f»f 1 330 24 000 in Applied Loads Point Load distance from base Distributed Load distance to top distance to bottom 658800 tt-# 000 4651 ft 52646 psf 51551 psf Total Moment Total Lateral H'-P " 549 00 Ibs 12000ft OOOff/ft 0000ft 0000ft 6 588 00 ft-# 549 00 Ibs 4(i11• • •1 • m Dunn Savoie Inc Structural Engineers 908 S Cleveland St. Oceanslde, CA 92054 Tel (760) 966-6365 Fax (760)966-6360 JOB SHEET NO CALCULATED BY CHECKED BY SCALE Legoland Lost Kingdom JOB* OF DATE DATE 07218 00 9/07 FOAM BALL » 3 \ -i Sb &£, -Vs 31>US x.33 3W3W. ucxxunaNir-T. •> -S MOU.VOOT Z-OZ IH3I3H » cs aas SQIX 06 AiOVdVO SQVOT INIOd VINdOdHVO I 1CM >l CO "oin j§!8 8: I CO S 2 I I "GRDSLAB xls" Program Version 1 4 CONCRETE SLAB ON GRADE ANALYSIS For Slab Subjected to Interior Concentrated Post or Wheel Loading Assuming ACI-360 "Type B" Design - Reinforced for Shrinkage and Temperature Only Job Name Job Number Subject Ongmator |Checker Input Data Slab Thickness, t = Concrete Strength, f 'c = Cone Unit Weight, we = Reinforcing Yield, fy = Subgrade Modulus, k = Concentrated Load, P = Contact Area, Ac = Factor of Safety, FS = 6000 2000 150 60000 100 1700 00 1225 200 Results Check Slab Flexural Stress Effective Load Radius, a = Modulus of Elasticity, EC = Modulus of Rupture, MR = Cracking Moment, Mr = Poisson's Ratio, n = Radius of Stiffness, Lr = Equivalent Radius, b = 1 Load fb1 (actual) = 2 Loads fb2(actual) = Fb(allow) = Check Slab Bearing Stress fp(actual) = Fallow) = 1 975 2711227 in psi pcf psi pci Ibs Check Slab Punching Shear Stress Shrinkage and Temperature Remf Friction Factor, F = Slab Weight, W = Remf Allow Stress, fs = Wheel • Top/Slab Contact Area,Ac .., ' ';, ;;v (Subgrade) \Ji <,$$>$'$%£•/,& Concrete Slab on Grade ( Direction of pour Lubricate this end —i |— Stop slab remf (As) at joint Min of 3/4"* Plain Dowels @ 12" -^#;? f l^^'J^yr Typical Construction Joint for Load Transfer (assuming unremforced slab with interior load condition) a = SQRT(Ac/jt) EC = 33*wcA1 5*SQRT(f 'c) MR = 9*SQRT(f 'c) Mr = MR*(12*tA2/6)/12000 (per 1' = 12" width) H = 0 15 (assumed for concrete) Lr = (Ec*tA3/(12*{1 -uA2)*k))A0 25 b = SQRT(1 6*aA2-HA2)-0 675*t, for a < 1 724*t ft)1 (actual) = 3*P*(1+u)/(2*n*tA2)*(LN(Lr/b)+0 6159) (Ref 1) fb2(actual) = N A Fb(allow) = MR/FS Fb(allow) >= fb(actuaf), O K Note Effect of a 2nd load was not considered (assuming working stress) (Ref 4) fp(actual) = P/Ac Fp(allow) = 4 2*MR Fp(allow) >= fp(actual), O K (assuming working stress) (Ref 4) bo = 4*SQRT(Ac) (assumed shear perimeter) fv(actual) = P/(f(bo+4*t)) Fv(allow) = 0 27*MR Fv(allow) >= fv(actual), 0 K (assuming subgrade drag method) (Ref 3) F = 1 5 (assumed friction factor between subgrade and slab) W = wc*(t/12) fs = 0 75*fy As = F*L*W/(2*fs) "GRDSLAB xls" Program CONCRETE SLAB ON GRADE ANALYSIS For Slab Subjected to Stationary Uniformly Distributed Live Loads Job Name Subject Job Number Ongmator j Checker Input Data 6000 3000 Slab Thickness, t = Concrete Strength, f 'c = Subgrade Modulus, k = Factor of Safety, FS = Uniform Live Load, wLL =| 11000 |psf 180 2000 wLL psi pa Top/Slab Results Concrete Slab on Grade with Uniform Loads •Note, in an unjomted aisleway between uniformly distributed load areas negative bending moment in slab may be up to twice as great as positive moment in slab beneath loaded area Allowable uniform load determined below is based on critical aisle width and as a result there are no restrictions on load layout configuration or uniformity of loading Design Parameters Modulus of Rupture, MR = Allow Bending Stress, Fb = Modulus of Elasticity, EC = Poisson's Ratio, u, = Radius of Stiffness, Lr = Critical Aisle Width, Wcr = psi psi = 9*SQRT(f'c) Fb = MR/FS EC = 57000*SQRT(f 'c) u. = 0 15 (assumed for concrete) Lr = (Ec*tA3/(12*(1-u.A2)*k))A0 25 Wcr = (2209*Lr)/12 wLL(allow) = 257 876*Fb*SQRT(k*t/Ec) wLL(allow) >- wLL, O K Reference 1 "Concrete Floor Slabs on Grade Subjected to Heavy Loads" Army Technical Manual TM 5-809-12, Air Force Manual AFM 88-3, Chapter 15 (1987) 2 "Slab Thickness Design for Industrial Concrete Floors on Grade" (IS195 01D) by Robert G Packard (Portland Cement Association, 1976) Comments of 1 9/12/2007 1148AM 8 o I I *T •x^S> BMP i ||eg UJBOJ pUB|o6ai\6Ma\||eg UIBOJ puB|o6sn\oBijs ui!i\ tl111^1 M \ • • \ 1 W I •1 M !• Dunn Savoie Inc Structural Engineers 90SS Cleveland St Oceanside, CA 92054 Tel (760) 966-6355 Fax (760)966-6360 JOB SHEET NO CALCULATED BY CHECKED BY SCALE Legoland Lost Kingdom JOB* OF DATE DATE 0721800 9/07 METAL BUILDING I fl DESIGN CRITERIA 2001 CALIFORNIA BUILDING CODE 2 WIND LOAD a BASIC WIND SPEED 70 MPH b EXPOSURE B 3 SEISMIC 2001 CBC SEISMIC DESIGN PARAMETERS PARAMETER SEIS. ZONE FACTOR, Z SOIL PROFILE TYPE SEISMIC COEFFICIENT, Ca SEISMIC COEFFICIENT, Cv NEAR SOURCE FACTOR, N. NEAR SOURCE FACTOR, Nv SEISMIC SOURCE TYPE LATERAL SYSTEM COEFF , R GOVERN'G BASE SHEAR, V VALUE 04 Sc 04Na 056Nv 1 0 (7 5km) 1 1 (7 5km) B 45 0159W 2001 CBC REFERENCE TABLE 16-1 TABLE 16-J TABLE 16-Q TABLE 16-R TABLE 16-S TABLE 16-T TABLE 16-U TABLE 16-N EQ 30-5 4 FOUNDATIONS FTDN DESIGN BASED ON SOILS REPORT PREAPRED BY DATED SPET 12, 2007 (JOB No 960151-026) a ALLOW SOIL BEARING PRESSURE b MIN CONCRETE DEPTH & WIDTH c MAYBE INCREASE FOR ADD'L DEPTH & WIDTH d SLIDING FRICTION = e PASSIVE PRESSURE f SHORT TERM INCREASE LEIGHTON AND ASSOCIATES, INC 3500 PSF 15" WIDE 18" EMBED No 035DL 300 PCF 1 33 C \Tirn Shao\Legoland Lost Kingdom\Legoland Advanture Attrction\Dwg\Anchor Rod Plan A dwg I I I 1 19'-9' 1 15' 1 15' 1 Vy-V A •fit — , V , i r" r .. r 1 2 2 ! — ) 5 • * ""h if B B " , J. . " < ° < ° <i'-fe"! 6' 19'-9* 15' 15' 19'-9' 70' (D/D Concre-te> 1 »• r 1 s U)K V 00r* » « I Drder General Steel Corporation Project ID: M16337 1075 S Yukon St. Ste 250 Lakewood, CO, 80026 Release Service Rep- District Manager Purchaser BUILDING CODE Sue*. Ground Snow Load Mln Roof Snow Load Thermal Factor Seismic Seismic Zone. Spectral R»*ponse(Ss) Spectral Re»ponse|si) /eiocHyCoefficlentt Accelerated Coeffident(Av) Soil type OOOOpsf OOOOpsf Zone 4 N/A N/A N/A N/A (SD) Stiff Soil Plant. Est Date: Project ID- LKF 9/6/2007 Ml 6337 Project Use Category Building Code Live/Wind Live Load: Reduction Wind Load- 1/10 Year Wind: 1/30 Year Wind. Commercial 2001 California 20000psf Yes 90 00 mph N/A N/A Jobsite State Jobsite County Occupancy- Wind Exposure Wind Category- Miles From Coastline' CA San Diego Exposure C N/A N/A Snow Exposure Rain Load- % of Snow Load for Seismic- Acceleration Zone(Za) Velocity ZonefZv) Zonal Velocity Ratio Near Source Factor Design Seismic For Schools Normal Exposure N/A Normal N/A N/A N/A 150 N/A I I Soil types (A, B, or C), (1,2, or 3), (SA, SB, or SC), (SI, S2, or S3) result In smaller forces imposed on a building during a seismic event In the absence of a soils report prepared by a licensed design professional the bulkting code specifies that {he worst case, soil jtvpe, (p), (4U (SD), f$4), be used by the bgNdinqjdesIaner ft,r determining seismic forces. Building Systems requires a letter and copy of a soils report from a registered design professional to document that the specified soil type exists at the site Otherwise the conservative soil type (D), (4$ (SO), (S4) must be assumed for design Ordinarily, for buildings with metal roof and wall and no collateral materials wttn high mass, specifying the conservative soil type will not affect the design or price of materials supplied gte and time printed 09/073007 13 34 52 M16337 sbs Paoe1of16 H General Steel Corporation Project ID: M16337 BUILDING A-Main Label. Structure. Attachment. A New No Type Frame Type Elevation A. Staid Alone Symmetrical SidewaH GEOMETRY, SIDEWALLS, & END WALLS Width SWA Eave Height ' Roof Slope Dist to Ridge- Girts TVpe Girts: Setback:Gable Flash- Insulation Trim1 °urHns' Primary Steel Shop Coat 70'-0" 14'-0" 1000000/12 35'-0" 8 5" Z- Flush Bearing Hot Rolled 85"Z-Ftash System Standard Yes No 85"Z Red Length SWC Eave Height Roof Slope Dist to Ridge Girts. Type Girts- Setback Gable Flash- Insulation Trim Galvanized Secondary Frame Bolt Washers lOO'-O" 14'-0" 1000000/12 35'-0" 8 5" Z- Flush Bearing Hot Rolled 8 J" Z - Ftash System Standard Yes No No No Iand time printed 09/0712007 13 34 52 M16337 sbs Page 2 of 16 I I I I I I I I I I I I I I I I I I General Steel Corporation Project ID: M16337 BUILDING A - Main TRACINGS: ", 18'-0n, 34'-0", Sff-O" 20'-0n, 15MT, 15'-0", 20MT 20'-0", 15'-0", 15'-0n, 20'-0" Bay Spacing (EWB-EWD) EWB COL Spacing (SWC-SWA) EWD COL Spacing (SWA-SWC) SWA Girt Locations (Base to Eave). 3'-0", 7-4", 9'-6", ll'-O", l2'-6" SWC Girt Locations (Base to Eave) i'-9", 3'-0", 4'-5", 5'-ir, 7'-4", 9'-6", ll'-O", 12'-6M EWB Girt Locations (Base to Peak) 5'-ll", lI'-O" EWD Girt Locations (Base to Peak) 5'-11", ll'-O" Purlin Locations (SWA) Purlin Locations (SWC) -RAME GROUPS 3'-9 7/8", 33'-ll 1/8" , 14'-35/16", 18'-27/16", 22'-l 5/8", 26'-0 3'-97/8", 6'-5", 10'-41/8", 14'-3 5/16", 18'-2 7/16", 22'-l 5/8", 26'-0 33'-ll 1/8" 15/16' 15/16' Group Number. 1 frame Lines 2,3,4 SWA Column Tapered Max Col Web Depth 6000" Max Raf Web Depth 60 00" SWC Column. Max Col Web Depth Max Raf Web Depth Tapered 60 00" 6000" Iand lime printed 09/07/2007 13 34 52 M16337sbs Paqe3of 16 General Steel Corporation Project ID: M16337 1 Building A - Main I .OADS, WIND ENCLOSURE, DEFLECTIONS, & DRIFTS gilding L.pads I Roof Snow Load By Design Occupancy Category Thermal Factor. — Seismic Design Category Wind Enclosure OOOOpsf Normal Heated N/A _ Wind Enclosure • Are all Framed Openings enclosed with materials designed to resist building wind loads • ' Are all Open Areas for Other enclosed with materials designed to resist building wind loads. P Uniform Collateral Loads Ceiling Load: - Plaster/Sheetrock Ceiling peflections • Purlins Live; 'urlfns Snow Purlins WindPurlins Total Gravity. _ Purlins Total Uplift I Girts - JBrJfla • Portal Frame Windm Portal Frame Seismic Crane • Frame Live: Frame Snow Frame Wind.• Frame Seismic: Frame Total Gravity Frame Total Wind- Frame Total Seismic. 1 1 1 1 • SOOOpsf No 17240 -Default L/240 -Default L/240 -Default L/180 - Default L/N/A -Default L/90 -Default- H/60 -Default H/50 -Default H/100- Default H/60 -Default H/60 - Default H/60 - Default H/50 -Default H/60 -Default H/60 -Default H/50 -Default Sprinkler Other Rafters Live Rafters Snow: Rafters WindRafters Total Gravity Rafters Total Uplift Endwall Columns Calculated - Enclosed Yes Yes SOOOpsf OOOOpsf L/240 -Default L/240 -Default L/240 -Default L/180 -Default L/N/A -Default L/90 -Default > and time printed 09/07/2007 13 34 52 M16337 sbs Paoe4of16 F7 General Steel Corporation Project ID: M16337 " BUILDING A - Main 1 GRACING I SWA Roof- SWC EWB- _ EWD. • Purlin • Girt- 1 Tiered Rod Rod 1 Tiered Rod Rod Rod Angles Angles EWB to EWD) @ Bays1 EWB to EWD I @ Bays EWD to EWB i @ Bays- SWC to SWA) @ Bays SWA to SWC) @ Bays 2 2 3 3 2 *OOF PANEL (7.123 soft)•! Type: Gauge: Finish: Thickness: UL Rating: UL Letter. Standing Seam Clip Not by Star DuraRib 26 Alum-Zinc N/A UL30 No N/A N/A Struct Screws Stitch Screws: 25 Year Coat Guarantee 20 Year Perf Guarantee Extended Panel Ridge Pan Alignment Strip 1-1/4" Self-Drill 7/8" Self-Drill N/A N/A No No N/A WALL PANEL (4.863 sqft) Type Gauge ish:Fmisl Thickness DuraRib 26 To Be Determined (SIG-200) N/A Struct Screws Provide Washers Stitch Screws 25 Year Coat Guarantee 1-1/4" Self-Drill Yes 7/8" Self-Drill Yes SASE CONDITION Framing: Angle Closure* Foam Plugs Flash Type Flash Finish: NB3 To Be Determined (SIG-200) :LASH FINISH Comer. Eave. Gutters. To Be Determined (SIG-200) To Be Determined (SIG-300) To Be Determined (SIG-300) Gable All Other Downspouts To Be Determined (SIG-300) To Be Determined (SIG-300) To Be Determined (SIG-300) I I I Ite and time printed 09/07/2007 13 34 52 M16337 sbs Paae 5 of 16 FS General Steel Corporation Project ID: M16337 BUILDING A - Main I DESIGN DATA FRAME(S): 2 1 Inside Clearance Column 1 (SWC) • Column Death: • Base- Knee- I Anchor Roda Quantity" Diameter • Gauge: Maximum Reactions Vertical: 1 Horizontal. Longitudinal1 Column 2 (SWA) • Column Death: Base Knee Anchor Rods Quantity Diameter 1 Gauge Maximum Reactions Vertical: _ Horizontal: • Longitudinal- ****************** 1 * These reactions * these reactions * produced f ounda 64'-ll 1/2" 956" 2956" 4 100" 4 14 35 Kips 11 65 Kips 0 00 Kips 956" 2956" 4 100" 4 14 35 Kips 14 48 Kips 0 00 Kips Peak Clearance 15'- 1 7/8" Peak Rafter Depth- 12.50" Knea pSfter Depth 28 63" Clearance 11'- 13/1 6" Base Plate: Length 10 00" Width 8 00" Thickness 038" -19 51 Kips -14 48 Kips -27 86 Kips Knee nSfter Depth 28 63" Clearance 11 '-13/16" Baseplate.length 10 00" Width 8 00" Thickness 038" -19 51 Kips -11 65 Kips -27 86 Kips 1t+ It it H it & It'll H ir Irie 1f if 1r 1t 1f1e * 1t if it IT * "if w w ir IT IT tr tf w tr w w w w ir K w IT w w w IF w tf w w w w w w w WIT w w WIT w IT IT w IT w w WTTI control the design of the anchor rods The load combinations which may not be the controlling combinations required for the design of the ti.on It is the r-esnonsibilitv at the foundation encrlnaer to determine * the load, combinations which are required for the design of the foundation 1 1 Column 1 I {^1 (SWC) — > t. ? VL Bate and time orinted 09/07/2007 13 34 52 /X\, SJH m. M 16337 sbs r* * * * * t* Paoe6of16 BUILDING A-Main General Steel Corporation Project ID: M16337 Individual Loads-Unfactored Vertical Horizontal Longitudinal Cojur Lateral Primary Wmd Load 1 Lateral PmnaryWmd Load 2 Lateral Seismic Load Longitudinal Seismic Load LWLl Roof Collateral Load Roof Dead Load Roof Live Load . „ jLoadl Lateral Pnraary Wmd Load 2 Lateral Seismk Load Longitudinal Seismic Load LWLl Roof Collateral Load Roof Dead Load Roof Live Load -10 774 Kips -9 324 Kips -0 974 Kips -9 850 Kips -16 226 Kips 4 877 Kips 2 162 Kips 7 315 Kips -9 324 Kips -10 774 Kips 0 974 Kips -9 850 Kips -16 226 Kips 4 877 Kips 2 162 Kips 7 315 Kips 13 495 Kips 6 328 Kips 2 794 Kips -0 121 Kips 7 392 Kips -4 659 Kips -1 847 Kips -6 988 Kips -6 329 Kips -13 495 Kips 2 794 Kips 0 121 Kips -7 392 Kips 4 659 Kips 1 847 Kips 6 988 Kips 0 000 Kips 0 000 Kips 0.000 Kips -12.664 Kips -7 941 Kips 0 000 Kips 0 000 Kips 0 000 Kips 0 000 Kips 0 000 Kips 0 000 Kips 664 Kips -7 941 Kips 0 000 Kips 0 000 Kips Q 000 Kips -12 I I I I file and time printed 09/07/2007 13 34 52 M16337 sbs Page 7 of 16 Fro General Steel Corporation Project ID: M16337 | DESIGN DATA FRAME(S): 3 1 1 |• 1 1 1 • Inside Clearance Column 1 (SWC) Column Death. Base- Knee AncJutRfifeQuantify Diameter Gauge: Maximum Reactions Vertical Horizontal Longitudinal Column 2 (SWA) Column Death:Base Knee Anchor Rods Quantity Diameter Gauge Maximum Reactions Vertical- Horizontal Longitudinal- 64'-4 1/2" 963" 3363" 4 100" 4 21 19 Kips 17 83 Kips 0 00 Kips 956" 3256" 4 100" 4 21 21 Kips 21 41 Kips 0 00 Kips Peak Clearance. Peak Rafter Depth Knee Rafter Depth Clearance Base Plate. Length Width Thickness -18 70 Kips -21 41 Kips -27 86 Kips Knee Rafter Depth Clearance Baseplate.Ldngtn Width* Thickness -18 64 Kips -17 83 Kips -27 86 Kips 15'-1 7/8" 12 50" 3363" 10'-8 1/2" 1000" 800" 0.38" 3363" 10'-8 3/8" 1000" 800" 0.38" I* These reactions control the design of the anchor rods The load combinations which * * these reaction* may not be the controlling combinations required for the design of the * * produced foundation It is the responsibility of the foundation engineer to determine * * the load Combinations which are required for the design of the foundation * I I I Column 1 (SWC) --> / VL and time printed 09/07/2007 13 34 52 M16337 sbs Pane 8 of 16 Fit General Steel Corporation Project ID: M16337 Individual Loads - Unfactored Column 2 YSWA1 Lateral Primary Wind Load 1 Lateral Primary Wind Load 2 Lateral Seismic Load Longitudinal Seismic Load LWL1 Roof Collateral Load Roof Dead Load Roof Live Load Vertical Horizontal -13 920 Kips -16 086 Kips 1 397 Kips -9 846 Kips -21 177 Kips 7 277 Kips 3 021 Kips 10.915 Kips -9 783 Kips -20 475 Kips 4 079 Kips 0 129 Kips -11 378 Kips 7 116 Kips 2 649 Kips 10 674 Kips Longitudinal ?9iumn 1 (SYYQ)Lateral Primary Wind Load 1 Lateral Primary Wind Load 2 Lateral Seismic Load Longitudinal Seismic Load LWL1 Roof Collateral Load Roof Dead Load Roof Live Load -16 099 Kips -13.933 Kips -1 397 Kips -9 854 Kips -21.195 Kips 7 283 Kips 2 978 Kips 10 925 Kips 20 481 Kips 9 777 Kips 4 079 Kips -0.129 Kips 11 378 Kips -7 116 Kips -2,649 Kips -10 674 Kips 0 000 Kips 0.000 Kips 0 000 Kips -12.664 Kips -7.941 Kips 0.000 Kips 0.000 Kips 0.000 Kips 0 000 Kips 0.000 Kips 0.000 Kips 12.664 Kips 941 Kips 0 000 Kips 0.000 Kips 0 000 Kips -7 Iate and time printed 09/07/2007 13 34 52 M16337sbs Paae9of16 General Steel Corporation Project ID: M16337 I DESIGN DATA FRAME(S): 4 _. Inside Clearance 1 Column 1 (SWC) 1 Column Death. Base- Knee 1 Anchor Rods Quantify: Diameter • Gauge Maximum Reactions Vertical Horizontal • Longitudinal Column 2 (SWA) 1 Column Death: Base*•—******Knee 1 Anchor RodsQuantity- Diameter 1 Gauge Maximum Reactions Vertical- Horizontal • Longitudinal- <*><e>^<e^*fr*fet*Vtfe*fe<^4*a**fr<a?*fr>?h-a»*A>«fei}fc*fr*fr'fe<e>*frwwwirwwvwvwwirwirirwirirwwirwirwir 1 * These reactions control 63'-9 1/2" 956" 36 56" 4 100" 4 25 48 Kips 21.86 Kips 0 00 Kips 956" 3656" 4 100" 4 25 48 Kips 25 80 Kips 0 00 Kips A*>fci<fc*fr4<e>'7fct*>>fr<*r<fe-aiAAt*fctfct^-fr Peak Clearance 15'-17/8" Peak Rafter Depth 12.50" Knee HRafter Depth 3475" Clearance 10'-79/l6" gi8fiJ3ai&Length 10 00" Width 8 00" Thickness 0 38" -15 96 Kips -25 80 Kips 0 00 Kips Knee T-Sfter Depth 34 75" Clearance 10'-79/16n Base Plate. length 1000" Width 8 00" Thickness 0.38" -15 96 Kips -21,86 Kips 0 00 Kips WWV^^^WWWWmWWWWV^^w^^ir*r-tr'ifjr'W'vr'9f'ic'ir'rrir'ir'**'9r'ir'*f'wc'if'ti*f'*f'if'if'wcw'irir'ifif~'ww'*r'W'ir'irif'ifW'9rw'*fit'ir the design of the anchor rods The load combinations which * * these reactions may not be the controlling combinations required for the design of the * * produced foundation It is the responsibility of the foundation engineer to determine * * the load combinations which are required ili-ji4jia»a*j|^JJ.m.AXXAiaV^iirJl,' ' - ^ ^ ^ ^ - -- - --* * .-_*..-....*.WT1T1W ww WIVWww •« WrWwlrlt W w wlTirir 1 • Column 1 (SWC) and time printed 08/07/2007 13 34 52 KWWM *f V* MTIC>TKWW*tKW«rW1C L^ —> HI * VI for the design of the foundation * ^v'wwww^'jb'jrwA 1r jflt'lt w w w w w w w w1 "tftfit^c It It w~ «Hr 1t1t1t1t ww^p4rw^w.frwv^lr / ^V , s* VR M16337sbs PaoelOoff General Steel Corporation Project ID: M16337 Individual Loads - Unfactored Vertical Horizontal Longitudinal Cpfy|rm1($WC) Lateral Pnmary Wind Load 1 Lateral Primary Wind Load 2 Lateral Seismic Load LWLi Roof Collateral Load Roof Dead Load Roof Live Load -19 452 Kips -16 835 Kips -1 648 Kips -18 143 Kips 8 797 Kips 3 492 Kips 13 195 Kips 25 012 Kips 12 085 Kips 4 876 Kips 14 102 Kips -8 728 Kips -3 148 Kips -13 092 Kips 0.000 Kips 0.000 Kips 0.000 Kips 0.000 Kips 0 000 Kips 0.000 Kips 0 000 Kips Column 2 fi Lateral Pnmary Wmd Load 1 Lateral Pnmary Wmd Load 2 Lateral Seismic Load LWLI Roof Collateral Load Roof Dead Load Roof Live Load -16 835 Kips -19 452 Kips 1 648 Kips -18 143 Kips 8 797 Kips 3 492 Kips 13 195 Kips -12 085 Kips -25 012 Kips 4 876 Kips -14 102 Kips 8 728 Kips 3 148 Kips 13 092 Kips 0.000 Kips 0 000 Kips 0 000 Kips 0,000 Kips 0 000 Kips 0.000 Kips 0.000 Kips I and time orinted 09/07/2007 13 34 52 M16337sbs Paoe 11 of 1 1 1 1 1s* 1 1 • 1 1 1 1 1 1 I BUILDING A - Main 3esipn Data ENDWALL Column 1 (Hot Rolled) Anchor Rods: Anchor Rods Diameter Column Depth Flange Width Column 2 (Hot Rolled) Anchor Rods: Anchor Rods Diameter Column Depth: Flange Width Column 3 (Hot Rolled) Anchor Rods. Anchor Rods Diameter Column Depth- Range Width: Column 4 (Hot Rolled) Anchor Rods: Anchor Rods Diameter Column Depth Piange Width. Column 5 (Hot Rolled) Anchor Rods: Anchor Rods Diameter Column Depth* Range Width ndividual Loads - Unfactored Column 1 Collateral Load Dead Load Live Load Seismic Force Left Seismic Force Right Wind Force Left Wind Force Right Wind Load as toward Pressure Wind Load as Outward Pressure Oouateral JLoad Dead Load lave Load Seismic Force Left Seismic Force Right Wind Force Left Wind Force Right Wind Load as toward Pressure Wind Load as Outward Pressure Column 3 OeadLoad -we Load Seismic Force Left Seismic Force Right Wind Force Left^ FlQ' General Steel Corporation Project ID: M 16 337 (s)1 EWB 4 075" 987" 396" 4 075" 789" 394" 4 075" 789" 394" 4 075" 789" 394" 4 075" 987" 396" Base Plate Width- Base Plate Length Base Plate Thick Base Plate Width Base Plate Length Base Plate Thick Base Plate Width Base Plate Length Base Plate Thick Base Plate Width Base Plate Length Base Plate Thick Base Plate Width Base Plate Length Base Plate Thick Vertical Horizontal 0 01 0 0 -2 -2 -2 -2 1 0 4 0 0 -6 -6 -6 -6 0 0 1 -3 -3 —4 .632 Kips 0 020 411 Kips 0 008 580 Kips 0 049 OOO Kips 0 000 000 Kips 0 000 626 Kips -0 081 626 Kips -0 081 626 Kips -0 081 626 Kips -0 081 675 Kips 0 000 818 Kips 0 000 189 Kips 0 000 000 Kips 0 000 000 Kips 0 000 212 Kips 0 000 212 Kips 0 000 212 Kips 0 000 212 Kips 0 000 750 Kips 0 000 461 Kips 0 000 876 Kips 0 000 340 Kips 3 198 340 Kips -3 198 .767 Kips 1 962 Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips 396" 987" 038" 396" 987" 038" 396" 987" 0.38" 396" 987" 038" 396" 987" 038" Longitudinal 0 000 0 000 0 000 0 000 0 000 0 000 0.000 0 000 0 000 -0 094 -0 037 -0 235 0 000 0 000 0 348 0 348 2 932 -2 252 -0 039 -0 015 -0 097 0 000 0 000 0 141 Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips s and lime printed 09/07/2007 13 34 52 M16337 sbs Page 12 of 1 1 1 • BUILDING A • Main I ndividual Loads • Unfactored I Wind Load as inward Pressure Wind Load as Outward Pressure • Dead Load Live Load Seismic Force Left Seismic Force Right IWind Force Left Wind Force Right Wind Load as toward Pressure Wind Load as Outward Pressure 1 Column 5 Dead Load Live Load 1 Seismic Force Left Seismic Force Right Wind Force LefT Wind Force Right Wind Load as toward Pressure • Wind Load as Outward Pressure I # Rafter Type 1 Hot Rolled 2 Hot Rolled 1 1 1 1 I • 1 1 I •tie and time printed 09/07/2007 13 34 52 General Steel Corporation Project ID: M16337 Vertical -4 767 Kips -2 718 Kips -2 718 Kips 1 675 Kips 0 818 Kips 4.189 Kips -3 607 Kips -3 607 Kips -8 425 Kips -8 425 Kips -6 212 Kips -6 212 Kips 0 632 Kips 0 411 Kips 1 580 Kips 0 000 Kips 0 000 Kips -2 626 Kips -2.626 Kips -2 626 Kips -2 626 Kips Horizontal -1 962 Kips 0 000 Kips 0 000 Kips 0 000 Kips 0 000 Kips 0 000 Kips 3 198 Kips -3 198 Kips 1 962 Kips -1 962 Kips 0 000 Kips 0 000 Kips -0 020 Kips -0 008 Kips -0 049 Kips 0 000 Kips 0 000 Kips 0 081 Kips 0 081 Kips 0 081 Kips 0.081 Kips Longitudinal 0 141 Kips 2 542 Kips -2 274 Kips -0 094 Kips -0 037 Kips -0.235 Kips 0 000 Hips 0.000 Kips 0.348 Kips 0 348 Kips 2 932 Kips -2 252 Kips 0.000 Kips 0 000 Kips 0 000 Kips 0.000 Kips 0.000 Kips 0.000 Kips 0 000 Kips 0 000 Kips 0 000 Kips Rafter Depth 768" 768" M 16337 sbs Paqe13of 1 General Steel Corporation Project ID: M16337 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Dasipn Data ENDWALL Column 1 (Hot Rolled) Anchor R0ds. Anchor Rods Diameter Column Depth: Range Width. Column 2 (Hot Rolled) Anchor Rod*: Anchor Rods Diameter Column Depth-•*• — — mijiiLiriange wioxn Column 3 (Hot Rolled) Anchor Rode: Anchofftocfs Diameter Column Depth: Flange Width: Column 4 (Hot Rolled) Anchor Rods: Anchor ftrwift ffMfiiTMfar Column Depth: change Width: Column 5 (Hot Rolled) Anchor Rods: Anchor Rods Diameter Column Depth. Flange Width. ndividual Loads - Unfactored 99,lumn,1CollaEtlralLoad Dead Load Live Load Seismic Faroe Left Seismic Farce Right Wind Load as toward Pressure Wind Load as Outward Pressure Dead Load Live Load Seismic Force Left Seismic Force Right Wind Force LefT Wind Force Right Wmd Load as Inward Pressure Wind Load as Outward Pressure Column 3 Dead Load jve Load Seismic Force Left Seismic Force Right Wind Force LefP ate and time printed 09/07/2007 13 34 52 (s): EWD 4 075" 987" 396" 4 075" 789" 394" 4 075" 789" 394" 4 075" 789" 394" 4 075" 987" 396" Base Plate Width Base Plate Length Base Plate Thick Base Plate Width. Base Plate Length Base Plate Thick Base Plate Width- Base Plate Length. Base Plate Thick Base Plate Width Base Plate Length- Base Plate Thick* Base Plate Width- Base Plate Length Base Plate Thick* Vertical Horizontal 1 0 2 0 0 -4 -4 -4 -4 2 1 5 -5 -5 -12 -12 -9 -9 1 0 2 -5 -5 -7 028 Kips 0 032 517 Kips 0 Oil 056 Kips 0 064 000 Kips 0 000 000 Kips 0.000 162 Kips -0 129 162 Kips -0 129 162 Kips -0 129 162 Kips -0 129 725 Kips 0 000 099 Kips 0 000 450 Kips 0 000 865 Kips 5 201 865 Kips -5 201 925 Kips 3 191 925 Kips -3 191 327 Kips 0 000 327 Kips 0 000 220 Kips 0 000 587 Kips 0 000 440 Kips 0 000 432 Kips 5 201 432 Kips -5 201 348 Kips 3 191 Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips 3.96" 987" 0.38" 396" 987" 038" 396" 987" 038" 396" 987" 038" 3.96" 987" 038" Longitudinal 0 000 0.000 0 000 0 000 0 000 0 000 0.000 0 OOt) 0 000 -0 153 -0 053 -0 305 0 000 0 000 0 523 0 523 3 107 -2 077 -0 063 -0 022 -0 126 0 000 0 000 0 208 M16337 ebs Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Kips Paoe14of 1 1 1 1 I ndividual Loads - Unfactored • Wind Load as Sward Pressure Wind Load as Outward Pressure Colurnn 4 • Collateral Load Dead Load Live Load Seismic Force LeftSeismic Force Right • Wind Force Left Wind Force Rjjjst-Wind Load as toward Pressure Wind Load as Outward Pressure • Column 5CoUattral Toad Dead Load Live LoadISeisnuc Force Left Seismic Force RightWind Force Left Wind Force RttjttWind Load as&ward Pressure • Wind Load as Outward Pressure I # Rafter Type 1 Hot Rolled 2 Hot Rolled 1 1 1 1 1 1 1 I •kte and time minted 09/07/2007 13.34.52 fll General Steel Corporation Project ID: M16337 Vertical -7 348 Kips -4 016 Kips -4 016 Kips 2 725 Kips1 099 Kips 5 450 Kips 0 000 Kips 0 000 Kips-9 327 Kips -9.327 Kips -9 327 Kips -9 327 Kips 1 028 Kips0 517 Kips 2 056 Kips0 000 Kips 0 000 Kips -4 162 Kips -4 162 Kips -4 162 Kips -4 162 Kips Rafter 768" 768" M16337 sbs Horizontal -3.191 Kips 0.000 Kips 0 000 Kips 0 000 Kips0 000 Kips 0 000 Kips 0 000 Kips 0 000 Kips0 000 Kips. 0 000 Kips0 000 Kips 0 000 Kips -0 032 Kips -0 Oil Kips -0 064 Kips0 000 Kips 0 000 Kips 0 129 Kips 0 129 Kips 0 129 Kips 0 129 Kips Depth Longitudinal 0.208 Kips 2 609 Kips -2.207 Kips -0.153 Kips-0.053 Kips -0.305 Kips 0.000 Kips 0.000 Kips 0.523 Kips 0 523 Kips 3 107 Kips -2 077 Kips 0.000 Kips0.000 Kips 0 000 Kips0.000 Kips 0.000 Kipso.ooe Kips 0 000 Kips 0 000 Kips 0 000 Kips Paae15ofl I RS _ General Steel Corporation | Project ID: M16337 Design Notes I I I I I I I I I I I I I I I Ete and time odnted 08/07/2007 13 34 52M16337 sbs Paqe 16 of 1*6 ' <E PQ 1.31.21 si B § I •p iirnnr <nrnn •P -<nnni 6Mp o:o __x co a. D LJLJ Q CO LU Q CE O o - o ^ lA ' JV X < LU cJ CNI < LU <u T CQ O f LLI < 5 Ui c UJ o g«O .C i CM O.•e- t, II II II II 1! II II II II II Ulf?S i tococt-ooEJS O<O<_1DQCQUJCO ffi CO CM + <M ^T s> <s 11 -S£ fi £c ""a II II || II II II II a 'i =5IIIOOTO OOlt- <O U> 9- 9-^ ^ o o 00 fs^ CO r- II II ? I 1 Io- 9<i 4 * i>& V & II H ^ 8 VI ^o II rr^ i—i g r+ tl s1 -4- o «ft 1 i Xft£S r; UJ O S ittUJ £ < 1 «rf z ^£ u 3 c "3 C a io i CQ OJ=u c z £ S 8. ^ 8 o ID 1O II II O ,J>» *~Concrete StrengthAnchor Bolt Strength/ V * T; X!/• >, c c in ir> 0 0 '" u u u u ii -0- -0- fi X >> L. - % 12 u. to Concrete Tension Fa<Anchor Bolts TensionLT Weight Concrete FBolt Trans SpacingBolt Long Spacing£ X fc CM -Q. '' II - X o V &- S~ *J 2 c* tf S evi ^> + S + l-S -5. Mj i 1 if* ^ "*" **• "~* -2- ^y o 5 - u O Q yr j£ J£ I C \l c e c c c ct fr^c iL> l_ L_ In t. (^ t ^* t— _-^ N»£ ^?«sS^co II II II II II II II II II II (D-CQ '~^£^.c£'t'-O,?% ^* *•"* 11 ^1 Q Q X Q> <D ^" CN N E + -i II -^ ^> N " f^ 3? 1 i •& oE — O W + Q. 07 CD *^ it O r- ^ d> "tit Q"B. E J1 § ^5 «s 1 2 I ?!-£ c i; £ 0 1- <B -g o 1- -g <n E F m 5 -2 c "o 1 H S 5 g < 2 -Q ^5 "Q ? C *u ""E IS c o o to "5 lil CO < tl) O UJ H 10 tl> 9- 9- 8 1 u u3f ^ O fflto S* d> 0 ttw c C o o ^(O C ii t D) 6 GoverninEquwale DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 Email dsi@surfdsi com JOB SHEETNO OF fcr-,3.n - CALCULATED BY CHECKED BY SCALE DATE DATE A JOB DUNN SAVOIE INC. STRUCTURAL ENGINEERS SHEET NO - OF 908 S Cleveland Street CALCULATED BY _ DATE OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 CHECKED BY _ DATE Email dsi@surfdsi com SCALE CApAc>iy AT ">TAL (XWp»T ^ |.6x [jro v ( ric^v' 4 T^t Vx I x ok f 4HrAlL JOB DUNN SAVOIE INC STRUCTURAL ENGINEERS SHEETNO OF- 908 S Cleveland Street CALCULATED BY DATE OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 CHECKED BY DATE. Email dsi@surfdsi com SCALE I |£ox /^'x « ftp If' k-PT •+• '4* f XL TTh- 10o ooc •«- > CM O V II £• -e-cSio o to II C-CM 55 w to m a a. Q.* b b ex C C .Xo a o•JPoo COIo oo •oo $ o o 10 CM COo o X o ,, O O in ^. CD ggS^g o II II II II II cy> enQ < o,«- CQ 3> CO ti 75III «0> CO1*1fli J I O c CD li^r CDII «D o5 Sj>-§ CO CC. CO COJd 8. CO CO COc c c111 ,££ .££ ^ O) CD O)c c co o o-J _l _J CO CO Q co CO Q o O I_ COv.o oo II t_ C C o COa. CO O co•s0 CO J£ o in <£> r- O CO II -e- co Va E &c JC £ § C OI m 45 £ O 0o •o§1 i « CO CO ^ .- 'V 0. Q. CLtt E E O O ,~. vo __88|;ga §§^^o - II II II II II *££ &$ •4— > 0) E ^ CD (]} t §1 _c "c 5 $o = ro g> *= — * Q «a*co£ o:" ^ "5 ?€» 5 5S 1 1*3 "S "Sco & S co o: a: C «M 00 fc^^., V^^r? °0T3 ^ CO Q is **<0 CM CD CO ra° 0_l CO Q Q.«> E ° •!5 CO 1—$b»«CO CD O s» *^* ^*^ £ CO •*-c $•^ co co co •5 48 JB •! -I -6 3 CO 0) 3 3 3 4^ tl •*-> *^ •*-• o>§.| |> og> 55(3555 CO an - i u CO Q. CO O o•s CO CO MAIN TEN ANCE 09 FINDr-SAM SINISTER-" 10 ..TREASURE » ROOM y RUN THE AUN 06 PPPEN IN = 07 J IUNWRAPxTHE --04: PROFESSOR'S LAB __0_5 SKELETOTT-- " / BAND / — -t_J t-x *' ^—~-=f-- - -f- DANCING HEIROGLYPH(|tS i-rrvy ..,.i:.iff .j xj ' \ ** PRELIMINARY CONCEPT - NOT FOR CONSTRUCTION ** LE GAL to DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S Cleveland Street Oceanside, CA 92054 Title Dsgnr Description Scope Job* Date 1018AM 14 SEP 07 UMT KW-0602838 V«r 5 61 25-Oct-2002 (0)1983-200? ENERCALC EngmMrinfl Software General Timber Beam Page u \hescob«doi«h«fidM5-<altiertl«BOland tost kJ Description H-1, hdr abv dbl door General Information Section Name 4x4 Beam Width Beam Depth Member Type Bm Wt Added to Loads Load Our Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS and 1997 UBC Requirements | 3500m 3 500 in Sawn 1 000 Pin-Pin 35000pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch No 1 Fb Base Allow Fv Allow Fc Allow E 800ft Lu ft Lu ft Lu 1,0000 psi 95 0 psi 6250 psi 1 700 0 ksi 000ft 000ft 000ft Full Length Uniform Loads | Center DL Left Cantilever DL Right Cantilever DL 48 00 #/ft LL #m LL #/ft LL m #ffl 1 Summary | Span= 8 00ft, Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow ft) 684 85 psi Fb 1,500 00 psi Deflections 3 500m x Depth = 3 5m 0457 1 04k-ft 09k-ft 0 41 k-ft at OOOk-ft at 000 k-ft 000 k-ft 089 fv 24 97 psi Fv 95 00 psi Ends are Pin-Pin Maximum Shear * 1 4000ft 0000 ft "Reactions LeftDL Right DL Allowable Shear Camber 020 k 020k 5 ©Left @ Right ©Left t Center Right Max Max Beam Design OK 03 k 12 k 020k 020k 0000 in 0 331 in 0000 in 020k 020k 1 Center Span Dead Load Deflection -0 221 in Location 4 000 ft Length/Defl 434 4 Camber {using 1 5 * D L Defl ) @ Center 0 331 in @ Left 0 000 in @ Right 0 000 m Total Load -0 221 in 4000ft 43441 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 m 00 Total Load 0 000 in 00 0 000 in 00 DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S Cleveland Street Oceanside, CA 92054 Title Dsgnr Description Scope Job# Date 1018AM 14 SEP 07 U«r KW-0602938 Ver 5 61 25-Ocl 2002 |c)1963-2002 ENERCALC Enflineennfl Software Timber Column Design Page 1 u \hescobede\ihamdVI5-ahartleflolandlostk | Description B-1, int wall brace General Information Wood Section Rectangular Column Column Depth Width Sawn Calculations are designed to 1997 NDS and 1997 UBC Requirements | 4x4 Total Column Height Load Duration Factor 3 50 in Fc 3 50 in Fb E - Elastic Modulus Douglas Fir - Larch No 1 1310ft 133 1,500 00 psi 1,000 00 psi 1 700 ksi Le XX for Axial LeYY for Axial Lu XX for Bending 1310ft 1310ft 000ft Loads k Axial Load Eccentncity Dead Load 000 Ibs 0000 in Live Load 0 00 Ibs Short Term Load 393 00 Ibs | Summary | Using 4x4,Width= fc Compression Fc Allowable fbx Flexural Fbx Allowable Interaction Value 3 50m, Depth= 3 50m, DL + LL 0 00 psi 244 72 psi 0 00 psi 1,500 00 psi 00000 Total Column Ht= 13 10ft DL + LL + ST 32 08 psi 246 86 psi 0 00 psi 1 ,995 00 psi 01300 Column OK DL + ST 32 08 psi 246 86 psi 0 00 psi 1,99500 psi 01300 Stress Details I Fc X-X Fc Y-Y PC Allowable Fc.Allow * Load Dur Factor Fbx Fbx * Load Duration Factor 244 72 psi 244 72 psi 244 72 psi 246 86 psi 1,500 00 psi 1,995 00 psi For Bending Stress Calcs Maxk*Lu/d Actual k*Lu/d Mm Allow k*Lu/d CfBendmg Rb (Led/bA2)A5 For Axial Stress Calcs Cf Axial Axial X-X k Lu / d Axial Y-Y k Lu / d 5000 1959 1100 1500 1 000 1 150 4491 4491 DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S Cleveland Street Oceanside, CA 92054 Title Dsgnr Description Scope Job* Date 1018AM 14 SEP 07 User KW-0602938 Ver 5 6 1 26-Ocl 2002 (c)1983-2002 ENERCALC Engineenng Software General Timber Beam Page 1 u-\he«cobedo\ihar»d\15-oth«rtlegolancl lost K I Description B-2, dbl 2x6 top pi General Information Section Name 2-2x6 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Calculations are designed to 1997 NDS and 1997 UBC Requirements | 3 000 in 5500m Sawn 1330 Pin-Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No 2 Fb Base Allow Fv Allow Fc Allow E 925ft Lu ft Lu ft Lu 8750 psi 950 psi 6250 psi 1 600 0 ksi 000ft 000ft 000ft Full Length Uniform Loads I Center DL Left Cantilever DL Right Cantilever DL 30 00 #ffi LL #/ft LL #ffi LL #/ft #/ft ft/ft (Summary | Span* 9 25ft, Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max Mallow fb 254 57 psi Fb 1,512 88 psi 3 000m x Depth = 5 5m, 0168 1 03 k-ft 19 k-ft 032 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 191 fv 12 61 psi Fv 126 35 psi Ends are Pin-Pin Maximum Shear * 1 4625ft 9250 ft Reactions LeftDL Right DL Allowable Shear- Camber 014 k 014k 5 ©Left © Right ©Left © Center ©Right Max Max Beam Design OK 02 k 21 k 014k 014k 0000m 0111m 0000 in 014k 014k Deflections jj Center Span Dead Load Deflection -0 074 in Location 4 625 ft Length/Defl 1 494 9 Camber ( using 1 5 * D L Defl) @ Center 0111 in © Left 0 000 in © Right 0 000 in Total Load -0 074 in 4625ft 149490 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Dead Load 0 000 in 00 0 000 in 00 Total Load 0000 in 00 0 000 in 00 DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S Cleveland Street Oceanside, CA 92054 Title Dsgnr Description Scope Job* Date 1018AM, 14 SEP 07 Unr KW-06Q2938 Ver 5 6 1 25-Oct 2002 (0)1983-2002 ENERCALC Engineering Software General Timber Beam Page u\hes»bedo\sharj<jj1^therttoflolandlostkftkl Description B-3, dbl 2x6 top pi w/ cantilever General Information Section Name 2-2x6 Beam Width Beam Depth Member Type Load Our Factor Beam End Fixity Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Calculations are designed to 1997 NDS and 1997 UBC Requirements | 3 000 in 5500m Sawn 1330 Pin-Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, Fb Base Allow Fv Allow Fc Allow E 3000#m LL 30 00 *ft LL #ffl LL 925ft Lu 000ft 2 50ft Lu 0 00 ft ft Lu 0 00 ft No 2 8750psi 95 0 psi 625 0 psi 1,6000ksi #m m#m I (Summary | Span= 9 25ft, Left Cant= 2 50ft, Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 21 8 73 psi Fb 1,512 88 psi Beam Width = 3 000m x Depth = 5 5m, 0145 1 03 k-ft 19 k-ft 028 k-ft at -009 k-ft at -009 k-ft 000 k-ft 191 fv 13 54 psi Fv 126 35 psi Ends are Pin-Pin Maximum Shear * 1 4977ft 0000ft Reactions LeftDL Right DL Allowable Shear Camber 022 k 013k 5 ©Left @ Right @Left @ Center @ Right Max Max Beam Design OK 02 k 21 k 015k 013k 0 061 in 0092m 0000 in 022k 013k Deflections | Center Span DeadLoad Deflection -0 061 in Location 4 742 ft Length/Deft 1,8109 Camber (using 1 5 * D L Defl) @ Center 0 092 in @ Left 0 061 in @ Right 0 000 in Total Load -0061 in 4742ft 1 81092 Left Cantilever Deflection Length/Deft Right Cantilever Deflection Length/Defl Dead Load 0041 in 14798 0 000 in 00 Total Load 0041 in 1,4798 0000 in 00 LOST PH DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 (760) 966-6355 FAX (760) 966-6360 Email dsi@surfdsi com RMFFT MD rAiriNATFriRY ITX. CHFr.KFD BY SI-.AI F OF ["5^> DATF 1 107 DATF BRAC&P WALL.S COLUMN IZ' LOl b_ _ M" _ i\ 3 < ^-^~ tL = 0,66 P = 20 x 5 x Vi - *~ft- DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S Cleveland Street Oceanside, CA 92054 Title Dsgnr Description Scope 580100 User KW-0602938 Ver 5 6 1 25-Oct 2002 (0)1983-2002 ENERCALC Engineering Software Pole Embedment in Soil Job* Date 1128AM 17 SEP 07 Page 1 I u\he$cobedoVsh«r«d\15-othertl«flolandl(»tk | Description Stl Column Caisson Footing (24" square) General Information Allow Passive Max Passive Load duration factor Pole is Rectangular Width No Surface Restraint | Summary | Moments @ Surface Pomt load Distributed load Without Surface Restraint Required Depth Press @ 1/3 Embed Actual Allowable 300 00 pcf 3,500 00 psf 1330 24 000 in 2,56800 ft-* 000 2729 ft 37683 psf 36302 psf Applied Loads Point Load distance from base Distributed Load distance to top distance to bottom Total Moment Total Lateral 214 00 Ibs 12000ft 000#/ft 0000ft 0000ft 2,568 00 ft-# 214 00 Ibs DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S Cleveland Street Oceanside.CA 92054 Title Dsgnr Description Scope UMrKW-00028».V*rSei 25-032002 (c)1983.200g ENEBCALC EngmaertnQ Software Pole Embedment in Soil Job* Date 11 28AM 17 SEP 07 Page 1 u <h»scobedotoh»r»(M5-ol»ertlsBOland tost K Description Stl Column Caisson Footing (24" dia) General Information Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint Moments @ Surface Point load Distributed load Without Surface Restraint Required Depth Press @ 1/3 Embed Actual Allowable 300 00 pcf 3 500 00 Psf 1330 24 000 in 2,56800 ft-# 000 3102 ft 421 17 psf 41251 psf Applied Loads Point Load distance from base Distnbuted Load distance to top distance to bottom Total Moment Total Lateral 21400lbs 12000ft 000 #ffi 0000ft 0000ft 2,568 00 ft-# 214 00 IDS JOB. DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 Email dsi@surfdsi com SHEET NO. CALCULATED BY- CHECKED BY SCALE DATE. DATE. 1 /07 wo^ST CftS \3y V —> r s C •= h -\ 5' *• r = KO T4JST ffOfMA-tt^n This » a Patch T type separator sh< 1 9 SL Portrait Feed New Document Follows: " saw - * ** io c *o 5 3 O 0 Q 0) DUNN SAVOIE INC STRUCTURAL ENGINEERS SOB S CLEVELANO ST. OCEANSIOE, CA-SpOSW PH C7SQ) ees-sgiss SBB-e3BO _. Platt E-mail- dml0murttM.oam l _ _ , _ _ • ^ Supplemental Structural Calculations for LEGOLAND LOST KINGDOM 1 Legolancl Drive Carlsbad, CA 92008 DSI Project No. 07218 Architect: R.W. Apel October 16, TABLE OF CONTENTS ITEM Metal Bldg Foundation -revised Dark Ride Entry Ceding - new Retaining Wall btwn service rd and Dark Ride F1-F21 G1-G14 Hla, Hlb,Hl-H17 NOTE TO PLAN CHECKER; The calcs and plans have been updated for the new metal bldg supplier (General Steel Corp) and calcs (Star Bldg Systems). A ceiling at the entry area of the Dark Ride Metal Bldg has been added on sheet S200 with new details 5,10,14,15 & 20 on sheet S401 and det 5A/S301 revised. The retaining walls are referenced on the reference site plan sheet S101 per new details 17,21,23 & 25 on sheet S301. \ 1 1 • • Dunn Savole Inc Structural Engineers 908 S Cleveland St OcMitskte, CA 9?054 T«l (760)966-6356 Fax (760)966-6360 JOB SHEET NO CALCULATED BY CHECKED BY SCALE Legoland Lost Kingdom JOB* OF DATE DATE L0721800 9/07 METAL BUILDING f\ DESIGN CRITERIA 2001 CALIFORNIA BUILDING CODE 2 WIND LOAD a BASIC WIND SPEED 70 MPH b EXPOSURE B 3 SEISMIC 2001 CBC SEISMIC DESIGN PARAMETERS PARAMETER SBS 20NE FACTOR, Z SOIL PROFILE TYPE SEISMIC COEFFICIENT, C. SEISMIC COEFFICIENT, Ctf NEAR SOURCE FACTOR, N, NEAR SOURCE FACTOR, Nv SEISMIC SOURCE TYPE LATERAL SYSTEM COEFF , R GOVERN'G BASE SHEAR, V VALUE 04 Sc 04Na 056NV 10 (7 5km) 1 1 (7 5km) B 45 0159W 2001 CBC REFERENCE TABLE 16-1 TABLE 16-J TABLE 16-Q TABLE 16-R TABLE 16-S TABLE 16-T TABLE 16-U TABLE 16-N EQ 30-5 4 FOUNDATIONS FTDN DESIGN-BASED ON SOILS REPORT PREAPRED BY DATED SPET12,2007 (JOB No 960151-026) a ALLOW SOIL BEARING PRESSURE b WIN. CONCRETE DEPTH & WIDTH c MAYBE INCREASE FOR ADD'L DEPTH & WIDTH d SLIDING FRICTION e PASSIVE PRESSURE f SHORT TERM INCREASE LEIGHTON AND ASSOCIATES, INC = 3500 PSF = 15" WIDE 18" EMBED = No = 0 35 DL = 300 PCF 133 pi/ 9- 1 •ft o < 1 " Jj ; ju<&. t••*""" -SL •£&. oi J, -ti^. r •*»• Tijtts jo irwj.no o- at o-oz o-st o-st o-ot 1, '"* *-• ff"f • • •• •• ' | | • • ' V v ' \ •, N\\ ' ' ' x X * '^ V \ Y^ • • * . •• .... ^ 9-69 • f F>y 0- Of 0- SI 0- til O-OZ 1331S jo ino/ino o-oz i •^ i ** 1ict •a 4 I < < / r •^T fs? "^^ f •^>:o hu. ^s 5 O'-IO ** M J 4 BASE DETAIL SECTION "A" 1*0 ANCHOR RODS BASE OF STEEL AT ELEV 700-0 7-J «M «M J 4 BASE DETAIL SECTION "B" 1"0 ANCHOR RODS BASE OF STEEL AT ELEV, lOO'-O «M «M J 4 00 M BL 2 4 BASE DETAIL BASE DETAIL n SECTION "C* ANCHOR RODS SECTION "D" ANCHOR RODS BASE OF STEEL AT ELEV 700-0 BASE OF STEEL AT ELEV 700-0 *$ M. BASE DETAIL i SECTION "E" 1*0 ANCHOR RODS BASE OF STEEL AT ELEV 700-0 SECTION "F" ANCHOR RODS BASE OF STEEL AT ELEV 700-0 a: -< E? <_) 1^ *-* _l O O U ONui int- cu o -" O i. OJ c)E <»• 3 01 J£ W O OJ to co — _i _ c o.t < o o <u (U Q£ Z — </>•s u w— z st s. -- ui o oj i. 3 13 ~) > la. 0 ,02 ~ • 0, 0 ,91 QL j 0 ,91 \iht'/£ / \.x£ S\ / \ *F 0 ,02 -i j T T XQ , CO ^1 >- 0 *. C I 1 P4- a. aMo M (U a v. ux X .Q O-o II X I i U ~ 9' 4 - 7' 4 - 5' 4 • 3'0 - ' D O COq X 00 o 00 o 10 X 00 o — f tf \ / n> V/ /vf1 ^J 1 / / \ \ 0,02 0,91 '"0,91 0,02 c (0 >- Q. fl> CO c 10 g in o 00 to 14' 0 12 1 0 \ o b UI1=1 -H-o,e t ,^ 0,11 9,21 . •Pto ENDWALL EWB s_ 0)c <ct OLCk:c:u UIi—to <t QL U) Z UI 00oo (XI ON <t r>u ro<nca vo<t «PQ 2:to fV 1 <t skumarl 09/14/07 \Page 14 U Q. Star Building Systems FRAME DESCRIPTION: 8600 S 1-35, Oklahoma City OK 73149 Bndwall 8MB PATH R \Jobs\Active\ENG\ll-B-82590\ver01-skumarl\Bldg-A\runoi\ USER NAME skumarl JOB NAME 82S90A DATE 9/14/07 FILE REW3BLDG1 PAGE EW-1 SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE All reactions are in kips and kip- ft TIMS 12 10 14 REACTION NOTATIONS HL- Endwall B Frame line -1 VL X VI H2 V2 H3 V3 HR VR 1E 1D 1C 1B 1A LOAD OROOF MMCTION TABUI COLUMN BASE PLATE ANC BOLTS LOAD GROUP D C L W+ W- WR WL ER EL LEFT COLUMN 8 0X9 875X0 375 (4) -3/4 HL 0 008 0 020 0 049 -0 081 -0 081 -0 081 -0 081 0 0 VL 0 415 0 632 1 S80 -2 626 -2 626 -2 626 -2 626 0 0 LL 0 0 0 0 0 0 0 0 0 RIGHT COLUMN 8 0X9 875X0 375 (4) -3/4 HR -0 008 -0 020 -0 049 0 081 0 081 0 081 0 081 0 0 VR 0 415 0 632 1 580 -2 626 -2 626 -2 626 -2 626 0 0 LR 0 0 0 0 0 0 0 0 0 INTERIOR COLUMN 1 8 0X8 0X0 375 (4)-3/4 HI 0 0 0 0 0 0 0 0 0 VI 0 828 1 675 4 189 -6 212 -6 212 -6 212 -6 212 0 0 LI -0 038 -0 094 -0 235 2 932 -2 252 0 348 0 348 0 0 INTERIOR COLUMN 2 8 0X8 0X0 375 (4) -3/4 H2 0 0 0 0 0 -1 962 1 962 -3 212 3 212 V2 0 466 0 750 1 876 -2 718 -2.718 -4 767 -4 767 -3 354 -3 354 L2 -0 016 -0 039 -0 097 2 542 -2.274 0.141 0 141 e 0 INTERIOR COLUMN 3 8 0X8 0X0 375 (4) -3/4 H3 0 0 0. 0 0 -1 962 1 962 -3 212 3 212 V3 0 828 1 675 4 189 -6 212 -6 212 • 8 425 -8 425 -3 622 -3 622 L3 -0 038 -0 094 -0 235 2 932 -2 252 0 348 0 348 0 0 D C L W+ W- WR WL ER EL DEAD LOAD COLLATERAL LOAD LIVE LOAD WIND LOAD AS AN INWARD ACTING PRESSURE WIND LOAD AS AN OUTWARD ACTING SUCTION WIND FORCE FROM THE RIGHT WIND FORCE FROM THE LEFT EARTHQUAKE FORCE FROM RIGHT EARTHQUAKE FORCE FROM LEFT skumarl 09/14/07 \Page 36 S RjRjS 8.83 6 feSfcfe te 85SS 3 ?J SjS 88 8 888 S8833 9 S S 8 999 S o 999999999w9o>-99N9N 9 9 9 9 9 ° 9 « 9 9 « 9 ^ 9 9 9 - 9 9 « 9 ° 9 9 9 9 9 9 " 1 9 9 o o « <•> « §8g8§503 8SSS? op co'-«-eoo l^iooSo* S^558S555!aSSRS5a!Pg !5j:^55858!5Sg!?S S S ? § t 8 S 8 8 S S 5 5 5 5 $ S 5 5 t ^ g! 8 8 999 S S 999999999~9or-99M9^ 9 9 9 9 9 ° 9 " 9 9 « 9 «• 9 9 9 ^- 9 9 - 9 o 9 9 9 9 9 9 n «? 9 9 o 9 n « „ igiS^Poi 88Sgfc88s?3»l!j8???888 8 8 SSg S gft 8 8 8* 8 SgSgS OT_OCJ>CON ^ «vVt>'9T'"'<tr<<>lo'Toc><'"«T'* n99'7<Mf«<>io<oTMN<<' oeMeo^-p> o o o £ £ o o £ 85$S£38S888$88533S 8 ?i ^Sffi g ?j 8 8 SSS gj 88888 •999 999999999N9or-99<v,9N 9 9 9 9 9 o 9 N 9 9 « 9 N 9 9 ° - 9 9 <* 9 o 9 9 9 9 9 9 « •? 9 9 ° 9 " « commoooootoooaoco »-* -1 700000000 888888888888888888 8888888888888 888888888888888888.888888fl) -1- oooooooooooooooooo ooooooooooooo oooooooooooooooooooooooo & "• 500000000 888888888888888888 8888888888888 888888888888888888888888-1 oooooooooooooooooo ooooooooooooo oooooo'oooooooooo'oooooooo ? = Ss0o§0S •* o T- o r>l (M ¥§iS00§0§ S555goooS05fe8S8SS8 §885585888838 5 S S S 8 S g S g 8 3 5 5 5 S ° ? 5 5 ° Z S ? -X999 o o 999999999°9oo9oo9o 9999909090090 999999090*999999099909090 88888888888888888 8888888888888 88888888888888888.8888888ooooooooooooooooo ooooooooooooo oooooooooooooooooooooooo eoSSSS 888ftft8ft888888 S 8 S88 SSsSssfeftft ft Sff ft ft SR R SS ocslOWWo* CMCMCMOOOOOCMONON §o§ §555S5558B5&888SSg 8 8 8 5 5 8 5 8 S 8 S 8 8 5 &?S SgSSSggSSSS? £ 55? r ^S - o o ooooooooo°°°ooooOo ooooooooooooo oooooooooooooooooooooooo f - ii| -'-«i JJ"53*»*2§ M zi easBO PBOT o(sea oiseg QSV shi|But»>|V QSV star Building Systems FRAME DESCRIPTION USER NAME skumari 8600 S 1-35 Oklahoma City, OK 73149 Brio 70 / 14 / 17 417 JOB NAME 82590A DATE FILE SUPPORT REACTIONS FOR BACH LOAD GROUP FRAME ID #03 LOCATION: frame lines 2 NOTES (1) All reactions are in kips and kip-ft (2) The seismic overstrength factor (Omega) is not included in the "LEQ" Load Group reactions Seismic "BASE-ONLY" combination reactions include an overstrength factor of 2 200 9/14/07 PAGE 3 fra_2 fra p~7 TIME 12 56 -3 30 REACTION NOTATIONS HL-X VL HR VR LOAD OROOT RSftCTXOlf TABLB COLUMN BASE PLATE ANC RODS LOAD GROUP DL LL COLL LEQ EQ WL1 LWL1 WL2 LEFT COLUMN 8 0X10 0X0 375 (4)-l HL 1 9 6 9 4 6 0 1 -2 9 -13 4 -7 3 -6 3 VL 2 3 7 3 4 9 -9 9 -1 0 -10 8 -16 2 -9 3 LNL 0 0 0 0 0 0 -12 7 0 0 0 0 -7 9 0 0 RIGHT COLUMN 8 0X10 0X0 375 (4)-l HR -1 9 -6 9 -4 6 -0 1 -2 9 6 3 7 3 13 4 VR 2 3 7 3 4 9 -9 9 1 0 -9 3 -16 2 -10 8 LNR 0 0 0 Q 0 0 -12 7 0 0 0 0 -7 9 0 0 LOAD DL LL COLL LEQ EQ WL1 LWL1 WL2 Roof Dead Load Roof Live Load Roof Collateral Load Longitudinal Seismic Load [located in perp plane] Lateral Seismic Load [parallel to plane of frame] Lateral Primary Wind Load Longitudinal Primary Hind Load Lateral Primary Wind Load skumari 09/14/07 \Page 17 Frame Line 2 o 13 3 o S Q LOAD GROUP DL LL COLL LEO. EQ WL1 LWL1 WL2 DL+LL+COLL DL+LEQ/1 4 0 9DL+LEQ/1 4 0 9DL-LEQ/1 4 DL+0 75*(COLL+LEQ/1 4) DL+EQ/1 4 0 9DL+EQ/1 4 0 9DL-EQ/1 4 DL+0 75*{COLL+EQ/1 4) DL+WL1 DL+LWL1 DL+WL2 DL+0 75*(LL+COLL+WL1) DL+0 75*(LL+COLL+LWL1) DL+0 75*(LL+COLL+WL2) Max Mm Abs DL+LL+COLL DL+LL+LEQ/1 4 DL+LL+EQ/1 4 09DL+LEQ/14 0 9DL-LEQ/1 4 0 9DL+EQ/1 4 0 9DL-EQ/1 4 DL+LL+COLL+WL1 DL+LL+COLL+LWL1 DL+LL+COLL+WL2 Max Mm Abs 14DL 1 2DL+0 5LL+1 6COLL 1 2DL+1 6LL+0 5COLL 1 2DL+1 6LL+0 8WL1 1 2DL+1 6LL+0 8LWL1 1 2DL+1 6LL+0 8WL2 1 2DL+0 5LL+0 5COLL+0 8WL1 1 2DL+0 5LL+0 5COLL+0 8LWL1 1 2DL+0 5LL+0 5COLL+0 8WL2 1 2DL+0 5COLL+1 OEQ 1 2DL+0 5COLL+1 OLEQ 0 9DL+1 OEQ 0 9DL-1 OEQ 0 9DL+1 OLEQ 0 9DL-1 OLEQ 0 9DL+1 3WL1 0 9DL-1 3WL1 0 9DL+1 3LWL1 0 9DL-1 3LWL1 0 9DL+1 3WL2 0 9DL-1 3WL2 Max Mm Abs HL 1 9 69 46 01 -29 -134 -73 -63 1340 197 178 164 540 -017 -036 378 1053 -1150 -540 -440 048 505 580 1340 -1150 1340 1340 887 673 178 164 -186 378 000 610 710 1340 -186 1340 266 1309 1562 260 748 828 -269 219 299 168 468 -1 19 461 181 161 -1571 1913 -778 1120 -648 990 1913 -1571 1913 VL 23 73 49 -99 -1 -108 -162 -93 1450 -477 -500 914 067 159 136 278 1145 -850 -1390 -700 335 -070 448 1450 -1390 1450 1450 253 889 -500 914 -064 278 370 -170 520 1450 -500 1450 322 1425 1689 580 148 700 022 -410 142 421 -469 107 307 -783 1197 -1197 1611 -1899 2313 -1002 1416 2313 -1899 2313 LNL 0 0 0 -127 0 0 -79 0 000 -907 -907 907 -680 000 000 000 000 000 -790 000 000 -593 000 907 -907 907 000 -907 000 -907 907 000 000 000 -790 000 907 -907 907 000 000 000 000 -632 000 000 -632 000 000 -1270 000 000 -1270 1270 000 000 -1027 1027 000 000 1270 -1270 1270 HR -1 9 -69 -46 -01 -29 63 73 134 -1340 -197 -178 -164 -540 -397 -378 036 -1053 440 540 1150 -580 -505 -048 11 50 -1340 1340 -1340 -887 -1087 -178 -164 -186 036 -710 -610 000 036 -1340 1340 -266 -1309 -1562 -828 -748 -260 -299 -219 269 -748 -468 -461 1 19 -181 -161 648 -990 778 -1120 1571 -1913 1571 -1913 1913 VR 23 73 49 -99 1 -93 -162 -108 1450 -477 -500 914 067 301 278 136 1145 -700 -1390 -850 448 -070 335 1450 -1390 1450 1450 253 1031 -500 914 064 136 520 -170 370 1450 -500 1450 322 1425 1689 700 148 580 142 -410 022 621 -469 307 107 -783 1197 -1002 1416 -1899 2313 -1197 1611 2313 -1899 2313 LNR 0 0 0 -127 0 0 -79 0 000 -907 -907 907 -680 000 000 000 000 000 -790 000 000 -593 000 907 -907 907 000 -907 000 -907 907 000 000 000 -790 000 907 -907 907 000 000 000 000 -632 000 000 -632 000 000 -1270 000 000 -1270 1270 000 000 -1027 1027 000 000 1270 -12 70 1270 star 8600 Building Systems S 1-35, Oklahoma City, OK 73149 SUPPORT REACTIONS FOR EACH LOAD GROUP NOTES (1) All reactions are in kips and ki (2) The seismic overstrength factor Seismic "BASE-ONLY" combination FRAME srlo DESCRIPTION 70 / 14 / FRAME ID p-ft (Omega) is reactions 26 USER NAME 20 JOB NAME skumarl 82590A DATE FILE 9/14/07 PAGE 2 fra_3 fra #02 LOCATION: frame lines 3 rQ not included in the "LEQ" Load Group reactions include an overstrength factor of 2 200 TIME 12 52 -3 11 REACTION NOTATIONS HL-X VL HR VR LOAD OROOP RSACTIOH TABLE COLUMN BASE PLATE ANC RODS LOAD GROUP DL LL COLL LEQ EQ WL1 LWL1 WL2 LEFT COLUMN 8 0X10 0X0 375 (4)-l HL 2 6 10 6 7 1 0 1 -4 1 -20 4 -11 2 -9 7 VL 3 0 10 9 7 3 -9 9 -1 4 -16 1 -21 2 -13 9 LNL 0 0 0 0 0 0 -12 7 0 0 0 0 -7 9 0 0 RIGHT COLUMN 8 0X10 0X0 375 (4)-l HR -2 6 -10 6 -7 1 -0 1 -4 1 9 7 11 2 20 4 VR 3 0 10 9 7 3 -9 9 1 4 -13 9 -21 2 -16 1 LNR 0 0 0 0 0 0 -12 7 0 0 0 0 -7 9 0 0 DL LL COLL LEQ EQ WL1 LWL1 WL2 Roof Dead Load Roof Live Load Roof Collateral Load Longitudinal Seismic Load [located in perp plane] Lateral Seismic Load [parallel to plane of frame] Lateral Primary Wind Load Longitudinal Primary Wind Load Lateral Primary Wind Load skumarl 09/14/07 \Page 24 Frame Line 3 T3 <0 3 s W LOAD DL LL COLL ER EL WL1 LWL1 WL2 DL+LL+COLL DL+LEQ/1 4 0 9DL+LEQ/1 4 0 9DL-LEQ/1 4 DL-K) 75*(COLL+LEQ/1 4) DL+EQ/1 4 0 9DL+EQ/1 4 0 9DL-EQ/1 4 DL+0 75*(COLL+EQ/1 4) DL+WL1 DL+LWL1 DL+WL2 DL+0 75*(LL+COLL+WL1) DL+0 75*(LL+COLL+LWL1) DL+0 75*(LL+COLL+WL2) Max Mm Abs DL+LL+COLL DL+LL+LEQ/1 4 DL+LL+EQ/1 4 0 9DL+LEQ/1 4 0 9DL-LEQ/1 4 0 9DL+EQ/1 4 0 9DL-EQ/1 4 DL+LL+COLL+WL1 DL+LL+COLL+LWL1 DL+LL+COLL+WL2 Max Mm Abs 14DL 1 2DL+0 5LL+1 6COLL 1 2DL+1 6LL+0 5COLL 1 2DL+1 6LL+0 8WL1 1 2DL+1 6LL+0 8LWL1 1 2DL+1 6LL+0 8WL2 1 2DL+0 5LL+0 5COLL+0 8WL1 1 2DL+0 5LL+0 5COLL+0 8LWL1 1 2DL+0 5LL+0 5COLL+0 8WL2 1 2DL+0 5COLL+1 OEQ 1 2DL+0 5COLL+1 OLEQ 0 9DL+1 OEQ 0 9DL-1 OEQ 0 9DL+1OLEQ 0 9DL-1 OLEQ 0 9DL+1 3WL1 0 9DL-1 3WL1 0 9DL+1 3LWL1 0 9DL-1 3LWL1 0 9DL+1 3WL2 0 9DL-1 3WL2 Max Mm Abs HL 26 106 71 01 -41 -204 -112 -97 2030 267 241 227 798 -033 -059 527 1588 -1780 -860 -710 058 748 860 2030 -1780 2030 2030 1327 1027 241 227 -264 527 -010 910 1060 2030 -264 2030 364 1978 2363 376 11 12 1232 -435 301 421 257 677 -176 644 244 224 -2418 2886 -1222 1690 -1027 1495 2886 -2418 2886 VL 3 109 73 -99 -14 -161 -212 -139 2120 -407 -437 977 317 200 170 370 1665 -1310 -1820 -1090 458 075 623 2120 -1820 2120 2120 683 1290 -437 977 -090 370 510 000 730 2120 -437 2120 420 2073 2469 816 408 992 -018 -426 158 585 -265 1 30 410 -720 1260 -1823 2363 -2486 3026 -1537 2077 3026 -2486 3026 LNL 0 0 0 -127 0 0 -79 0 000 -907 -907 907 -680 000 000 000 000 000 -790 000 000 -593 000 907 -907 907 000 -907 000 -907 907 000 000 000 -790 000 907 -907 907 000 000 000 000 -632 000 000 -632 000 000 -1270 000 000 -1270 1270 000 000 -1027 1027 000 000 1270 -1270 1270 HR -26 -106 -71 -01 -41 97 112 204 -2030 -267 -241 -227 -798 -553 -527 059 -1588 710 860 1780 -860 -748 -058 1780 -2030 2030 -2030 -1327 -1613 -241 -227 -264 059 -1060 -910 010 059 -2030 2030 -364 -1978 -2363 -1232 -11 12 -376 -421 -301 435 -1077 -677 -644 176 -244 -224 1027 -1495 1222 -1690 2418 -2886 2418 -2886 2886 VR 3 109 73 -99 14 -139 -212 -161 2120 -407 -437 977 317 400 370 170 1665 -1090 -1820 -1310 623 075 458 2120 -1820 2120 2120 683 1490 -437 977 090 170 730 000 510 2120 -437 2120 420 2073 2469 992 408 816 158 -426 -018 865 -265 410 130 -720 1260 -1537 2077 -2486 3026 -1823 2363 3026 -2486 3026 LNR 0 0 0 -127 0 0 -79 0 000 -907 -907 907 -680 000 000 000 000 000 -790 000 000 -593 000 907 -907 907 000 -907 000 -907 907 000 000 000 -790 000 907 -907 907 000 000 000 000 -632 000 000 -632 000 000 -1270 000 000 -1270 1270 000 000 -1027 1027 000 000 1270 -1270 1270 Star Building Systems 8600 S 1-35 Oklahoma City OK SUPPORT REACTIONS FOR BACH LOAD NOTE All reactions are in kips 73149 GROUP and kip- ft FRAME srlo FRAME DESCRIPTION 70 / 14 /31 417 ID #01 LOCATION frame USER JOB lines 4 NAME NAME skumarl 82590A DATE 9/14/07 FILB:fra_4 fra PAGE PI 1 TIME: 12 47 1-3 25 REACTION NOTATIONS HL- VL HR VR tOAD OROOP REACTION TABLB COLUMN BASS PLATE ANC RODS LOAD GROUP DL LL COLL EQ WL1 LWL1 WL2 LEFT COLUMN 8 0X10 0X0 375 (4)-l HL 3 2 13 0 8 6 -4 9 -24 8 -13 9 -11 9 VL 3 6 13 2 8 8 -1 7 -19 5 -18 1 -16 8 LNL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 RIGHT COLUMN 8 0X10 0X0 375 (4)-l HR -3 2 -13 0 -8 6 -4 9 11 9 13 9 24 8 VR 3 6 13 2 8 8 1 7 -16 8 -18 1 -19 5 LNR 0 0 0 0 0 0 0 0 0 0 0 0 0 0 DL LL COLL EQ WL1 LHL1 HL2 Roof Dead Load Roof Live Load Roof Collateral Load Lateral Seismic Load [parallel Lateral Primary Wind Load Longitudinal Primary Hind Load Lateral Primary Hind Load to plane of frame] skumarl 09/14/07 \Page 31 Frame Line 4 o CO yat ID LOAD DL LL COLL ER EL WL1 LWL1 WL2 DL+LL+COLL DL+LEQ/1 4 0 9DL+LEQ/1 4 0 9DL-LEQ/1 4 DL+0 75*(COLL+LEQ/1 4) DL+EQ/1 4 0 9DL+EQ/1 4 0 9DL-EQ/1 4 DL+0 75*(COLL+EQ/1 4) DL+WL1 DL+LWL1 DL+WL2 DL+0 75*(LL+COLL+WL1) DL+0 75*(LL+COLL+LWL1) DL+0 75*(LL+COLL+WL2) Max Mm Abs DL+LL+COLL DL+LL+LEQ/1 4 DL+LL+EQ/1 4 0 9DL+LEQ/1 4 0 9DL-LEQ/1 4 0 9DL+EQ/1 4 09DL-EQ/14 DL+LL+COLL+WL1 DL+LL+COLL+LWL1 DL+LL+COLL+WL2 Max Mtn Abs 14DL 1 2DL+0 5LL+1 6COLL 1 2DL+1 6LL+0 5COLL 1 2DL+1 6LL+0 8WL1 1 2DL+1 6LL+0 8LWL1 1 2DL+1 6LL+0 8WL2 1 2DL+0 5LL+0 5COLL+0 8WL1 1 2DL+0 5LL+0 5COLL+0 8LWL1 1 2DL+0 5LL+0 5COLL+0 8WL2 1 2DL+0 5COLL+1 OEQ 1 2DL+0 5COLL+1 OLEQ 0 9DL+1 OEQ 0 9DL-1 OEQ 09DL+10LEQ 09DL-10LEQ 0 9DL+1 3WL1 0 9DL-1 3WL1 0 9DL+1 3LWL1 0 9DL-1 3LWL1 0 9DL+1 3WL2 0 9DL-1 3WL2 Max Mm Abs HL 32 13 86 0 -49 -248 -139 -119 2480 320 288 288 965 -030 -062 638 1940 -2160 -1070 -870 080 898 1048 2480 -2160 2480 2480 1620 1270 288 288 -315 638 000 1090 1290 2480 -315 2480 448 2410 2894 480 1352 1512 -520 352 512 324 814 -202 778 288 288 -2936 3512 -1519 2095 -1259 1835 3512 -2936 3512 VL 36 132 88 0 -17 -195 -181 -168 2560 360 324 324 1020 239 203 445 2010 -1590 -1450 -1320 548 653 750 2560 -1590 2560 2560 1680 1559 324 324 -109 445 610 750 880 2560 -109 2560 504 2500 2984 984 1096 1200 -028 084 188 702 872 1 54 494 324 324 -2211 2859 -2029 2677 -1860 2508 2984 -2211 2984 LNL 0 0 0 0 0 0 0 0 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 HR -32 -13 -86 0 -49 119 139 248 -2480 -320 -288 -288 -965 -670 -638 062 -1940 870 1070 2160 -1048 -898 -080 2160 -2480 2480 -2480 -1620 -1970 -288 -288 -315 062 -1290 -1090 000 062 -2480 2480 -448 -2410 -2894 -1512 -1352 -480 -512 -352 520 -1304 -814 -778 202 -288 -288 1259 -1835 1519 -2095 2936 -3512 2936 -3512 3512 VR 36 132 88 0 17 -168 -181 -195 2560 360 324 324 1020 481 445 203 2010 -1320 -1450 -1590 750 653 548 2560 -1590 2560 2560 1680 18.01 324 324 109 203 880 750 610 2560 109 2560 504 2500 2984 1200 1096 984 188 084 -028 1042 872 494 154 324 324 -1860 2508 -2029 2677 -2211 2859 2984 -2211 2984 LNR 0 0 0 0 0 0 0 0 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 0.00 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 000 Star Building Systems FRAME DESCRIPTION 8600 S 1-3$, Oklahoma City, OK 73149 Endwall END PATH R \Jobs\Active\ENG\ll-B-82590\ver01-skumarl\Bldg-A\run01\ USER NAME skumarl JOB NAKE:82590A DATE: 9/14/07 PAGE PILBiREW4BLDGl EW-3 SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE All reactions are in kips and kip-ft TIME: 12 10 14 REACTION NOTATIONS HL- Endwall D Frame line -5 VL X VI HI X V2 H2 X V3 V> HR VR 5A 5B 5C 5D 5E LOAD mO09 RBACTIO* TABLB COLUMN BASE PLATE ANC BOLTS LOAD GROUP D C L W+ W- WR WL ER EL LEFT COLUMN 8 QH9 875X0 375 (4) -3/4 HL 0 Oil 0 032 0 064 -0 129 -0 129 -0 129 -0 129 0 0 VL 0 523 1 028 2 056 -4 162 -4 162 -4 162 -4 162 0 0 LL 0 0 0 0 0 0 0 0 0 RIGHT COLUMN 8 0X9 875X0 375 (4) -3/4 HR -0 Oil -0 032 -0 064 0 129 0 129 0 129 0 129 0 0 VR 0 523 1 028 2 056 -4 162 -4 162 -4 162 -4 162 0 0 LR 0 0 0 0 0 0 0 0 0 INTERIOR COLUMN 1 8 0X8 0X0 375 (4) -3/4 HI 0 0 0 0 0 -3 191 3 191 -5 222 5 222 VI 1 116 2 725 5 450 -9 327 -9 327 -12 93 -12 93 -5 889 -S 889 LI -0 054 -0 153 -0 305 3 107 -2 077 0 523 0 523 0 0 INTERIOR COLUMN 2 8 0X8 0X0 375 (4) -3/4 H2 0 0 0 0 0 -3 191 3 191 -5 222 5 222 V2 0 594 1 220 2 440 -4 016 -4 016 -7 348 -7 348 -5 454 -5 454 L2 -0 022 -0 063 -0 126 2 609 -2 207 0 208 0 208 0 0 INTERIOR COLUMN 3 8 0X8 0X0 375 (4) -3/4 H3 0 0 0 0 0 0. 0 0 0. V3 1 116 2 725 5 450 -9 327 -9 327 -9 327 -9 327 0, 0 L3 -0.054 -0 153 -0 305 3 107 -2 077 0 523 0 523 0 0. D C L W+ W- WR WL ER EL DEAD LOAD COLLATERAL LOAD LIVE LOAD HIND LOAD AS AN INWARD ACTING PRESSURE WIND LOAD AS AN OUTWARD ACTING SUCTION WIND FORCE FROM THE RIGHT WIND FORCE FROM THE LEFT EARTHQUAKE FORCE FROM RIGHT EARTHQUAKE FORCE FROM LEFT skumarl 09/14/07 \Page 38 .gK.sS Kg 999 m o 999999999«9oT-<?9«9« 9 ,- » CM o> o> ?oooooooo 888888888888888888 8888888.88.8888 888888888.8.83.88888.8.8.88888•*• oooooooooooooooooo oooooo ooooooooooo.. ......ooooooooo oooooooodoooo ooooooododoooooooooooooo . 999 3 3 999999999"9oT-99iM9«M 99999o9«9ocx9N 9 9 9 - 9 9 »• 9 3 9 9 9 9'79 « «7 9 9 o 9« " « ^ en n ^ ri co o o? o <o "V •«• <9 •£> •» 9 9 «?•«<?•* es •» f •* «o * o n u> »- * T 9 S «? 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E £ c c c §£»S'-t'*<o?'5 ° " o ° ^o u n u u n n n u u u (1 ^ •*• -9- ft X >>qj-C:Q•*» , I "Is, C *•***— (0 ^ o co< Jc L_ 'QoJScco< x S N £Si ED evi «Je£ _j. ev N + < — X fr- » T E u N II n II II II II i:f t*s 5ow (0 oUJH CM d> & LU % oT 81 I I O G Ui e/5 iu CM O UJ I oi.2 oio I o a + >J o + c\i•e- n oQ.•e- O •V T3 -f- *? + X CM 0.°-e- c c c c c c IO CM (N CO CO if ii ii ii ll ii it it ii ii ii ii u. % CO C M « i> °> I * I I 8| s <S £ # m & £ P o, 5 b a a « « CO CO I <n 2 $ Q 1 ffl f b i IOT < v •o" fe ffi « oi +x N Q.E = £ JZ O CO O 10 II II c ^ E N: r II H II II, « ^ 8. 3-e- "i O J3 1 I &o c_ _ o O o (0 I ? S LU (O C>J5 a c"oesi ?as ?£ S> 10 e P ££ £ I \A S. ^O 3 o55 i W a DCu. CM 111 O r+ csi n CL + + 0 + 5ft. to CM•e- ft DC S 04 + >, £f fi 3i I W < S aio c u II II II SESS£c II II II II II II o> £ 2 (5 ° 0 ! i! i 118 S S ! ! £co c B > *;o c o c t» oO < O < _J CD S a sg _!!__ » II ^ X J) j} "T CM <N j-J ro s IE I 1n msn UJ I- s. i NPUT DATA COLUMN WIDTH COLUMN DEPTH SLAB CONCRETE STRENGTH SLAB THICKNESS DROP CAP /PANEL THICKNESS BAR SIZE AT TOP SLAB PUNCHING REINFORCING fc T Td 8 in 8 in 3 ksi 18 in 0 in each way b' r ~ f-i— 1 ~Ut— I " L4 : ~ ~\ 1 1 ' ' £ i- JJc " ANALYSIS PUNCHING CAPACITYFORCOLUMN (ACI 318 02 SEC 11 564 111212 & 11 126) ,col where PC d bo AP y Ay a V 075 (ACI 318-02 Section 9 32 3) ratio of long side to short side of concentrated toad = T + Tc-2"cover-2(05db)= 15625 in 2b, + 2b2 = 2(C! + d) + 2(C2 + d) = 94 5 in bod = 1477 "f2 MIN(2 4/pc 40d/bo) = 20 0 m2 45 • 60 ksi 100 PUNCHING CAPACITY FOR POINT LOAD (ACI 318 02 SEC 11 12 1 2 & 11 12 6) PU, point s Wjfc AP = 142 8 k'Ps where d bo 085 (ACI 318-02 Section 9 3 2 3 ) T-2"cover-2(05db)= 15625 in drt= 4909 in bod = 767 Pu,point DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 Email dsi@surfdsi com JOB SHEET NO OF CALCULATED BY_ CHECKED BY SCALE DATE. DATE. M'L-P A, |io FAp urp = ^/ = 1• )IDunn Savoie Inc Structural Engineers BOSS Cleveland St Oceanslde, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB SHEET NO CALCULATED BY CHECKED BY SCALE LEGOLAND-Lost Kingdom JOB* OF DATE DATE 0721800 10/07 DARK RIDE ENTRY CEILING DUNN SAVOIC INC. STRUCTURAL. 900 a. £ueveiA,Nc» OoeANMiOK* CA, 92OB4 TCI.* (76O) 966-63S& TAX: JOB Legoland - Lost Kingdom 07218 SHEET NO OF CALCULATED BY EP DATE 10/07 CHECKED BY DATE SCALE DESIGN LOADS ENTRY CEILING DEAD LOADS 2x8 CJ @ 24" o c Batt Insulation (0 2xThk) MDF Theme Board ME&P Mtsc £ Dead Load Live Load (PSf) 15 08 30 08 09 70 100 WALLS DEAD LOADS MDF Theme Board x2 2x6 @ 16"o c 2x4@16"oc Miscellaneous £ Dead Loads Interior (PSf) 60 - 1 1 09 80 Lost Kindom_DesignCritena 10/15/2007 I DUNN SAVOIE I NO* 8TKUOTURAL CNOINEER* 9O8 s. CLEVELAND ST. acKAN»iDE, DA. 92O94 TCLt (T6O) 966-6399 FAX» C76O) 966-636O JOB Legoland - Lost Kingdom 07218 SHEET NO OF CALCULATED BY EP DATE 10/07 CHECKED BY DATE SCALE CEILING FRAMING Members 3M9T/H'£/\D&P^ Mark L^-\ Soan= lt<£ ft [yjUniform Load Wi-|-7,MteFlll'l l\1»,V>^ = *t PlfSJt W2= = plf W3= = plf PI= = Ibs P2= = Ibs R Left= = -Zf b Ibs R Right= = ZJffo Ibs Vatow= (,14 IbS Vmax= 1^[(y IbS Maiiow= |^|8 lb*ft Mmax= g^ lb*ft Aanow= .17 In ATL= c?.1^1/ m CD= liO y . rh Use 1*0 @ Zi^'e L< twP CH<PD Grade Df 1 ^1- Mark ^-T-i Soan= 1<) ft M^Vl ITlUniform Load "-•' - Se/^/^ **J W2= = plf W3= = plf PI= = Ibs P2= = Ibs RLeft= = lo-b Ibs RRight= = ^^ Ibs Vaikw= *yVf> Ibs Vmax= lo^ Ibs " alow" \)Uv lb ft M max = (>l () Ib ft A a«ow= tf,?0 m ATL= 6.H"% m CD= /,0 u/t . ,,c.,9 it Use. 2-y.fc & ru\ vt,. Grade PF- H*^ / j- tO U 'C Mark H-| Spans ^ ft iM-*-f+ ITIUniform Load Wi= (7-f|(]p&TJ(l')^ 178FSF\ = *ff P'f W2= = p|f W3= = p|f PI= = Ibs P2= = Ibs RLeft= = 107 Ibs RRight= = -2-07 Ibs Va||ow= 11(\ IbS Vmax=7,97 IbS M altow= ^8^ lb*ft M max = 4"IO 'b*ft A a»o«= 0^3 In ATL= Z-t m CD= (0 v Use ^ y f Grade DP- I # 1 DUNN 8AVOIK INC.JOB Legoland - Lost Kingdom 07218 EMBIIMCKR* SHEET NO 908 B. CLCVCI-ANO BT. CALCULATED BY OCBANMIOC, CA. 92OS4 TKU1 17 «0) FAXJ EP OF DATE 10/07 CHECKED BY DATE SCALE CEILING FRAMING Members Mark g>-< W2= W3= Pi= P2= - RLeft= ] R Right= Vailow= tO Pft«5 Ma«ow= Sl^ A««ow= 1 7- C0= l.fl Soan= 3"5 ft [l^M fe|o.f75.c) = iZf = = = r Hl^pl-i (T^KOi-j = IITO = WT0 Ibs ,-^p > » max = 17-~1Q lb*ft('?j|j'^V)ll'l M max = /ft jl%0 m ATL= 1,5^ ^ *l " ''/^KU 1 'M? XI *>" LJUmform Load plf Plf plf Ibs Ibs ?>1A)(|APL Ibs ' Ibs op. 57f X '4" ru Ibs lb*ft Use. 7 X II 7/o PL in Grade- 2-.C? £ f&L : ' " t ' ' Mark: &-2 wi= l"7f I0p< W2= W3= Span= IS,15 ft >p|f/y.^) fei^x> i^'== J2|Unrform Load plf plf plf Pt= = Ibs P2= = Ibs R Left= R Right* Vatow= Itf^Z Mrtow= if 140 Aatow= I»OS» Co= KG = I0?^> = 10 7^ IbS V max = 102 "7 lb*ft M max = 4 0^0 ln W/|^> ATL= . ^ u/ Ibs Ibs Ibs lb*ft Use H- y \0 m Grade P/^/- ff-V / i- iu i ; | / -L| y . ..;- --. Mark- W-2 wi= ("7 -fie f5 W2= W3= Span =3 ft Mk^W(BfefW^= |5» = = |V|Uniform Load plf plf plf PI= = Ibs P2= RLeft= R Right= Va«ow= 11<\ Maltow= fl^ A altow= 0 L CD= M a = *2-^ - V)^ Ibs V max = 12$ lb*ft Mmax= c|-jp m ATL= ,0) Ibs Ibs Ibs Ibs lb*ft Use 'M m Grade bF-l&l pBHP^F"! QuiMM BAV«,«. i«r. JOB Legoland - Lost Kingdom 07218 IIlilt^H • n-rD11o-r,,a*L KMEUKICKB* SHEETNO 6?lS OF PPUI^^BM 90S a. CUEV«XAND BT. CALCULATED BY EP DATE 10/07 ^••iHiH OacANBiDE, OA. 9ZO54 CHECKED BY DATE ^H»9 TtXt (760) 966-63 »» SCALE |JjBiEL3l FAXS (760) 966-6360 CEILING FRAMING Members SpftM'b Mark P?-3 • Soan= /(7 ft |7J Uniform Load wi= (7i'(opsp)(|^iS/2. 4|) ,kfii't)i^/lft5a)= 1^1 plf W2= = plf W3= = p|f PI= = Ibs P2= = Ibs RLeft= = 11% Ibs RRight= =77$ Ibs Va«aw= mi. Ibs Vmax= 17^ Ibs MaBow= |«|0-7 lb*ft Mmax= /^2.o lb*ft Aa»ow= 0,&7 m ATL= /?, YC m CD= \ 1 0 t/ Use 1 V 6 Grade '•)£-£, if- f Mark S-4 Soan= 5 ft lylunifc ^1= OtiO.RifHlif.S/al (siDU|7?aJ = (7,-f plf W2= = p|f W3= = p|f PI= = Ibs P2= = Ibs RLeft= = 3/7 Ibs R Right= = 11 7 Ibs Va»ow= 771., Ibs Vmax= 3/7 Ibs Matew= 886 lb*ft Mmax= wb lb*ft A aitow= fl*?b m ATL= . 0 % m CD= 1 ,6 t-/ - irm Load Use Ixy Grade Df-l#/ /? '* i "L-S / .^rt ""? " * Mark Span = ft [] Uniform Load w,= = plf W2= = p|f W3= = p|f PI= = Ibs P2= = Ibs R Left= = Ibs R Right= = Ibs Valtow= IbS Vmax= Ibs Mallow= lb*tt Mmax= lb*ft A a"iow= m A TL = m CD= Use Grade Title Dsgnr Description Date Job # yn@ 144PM 15OCT07 Scope Rev 560100 User KW-0602938 Ver 6 6 1 25-Ocl 2002 (0)1863-2002 ENERCAIC Engineering Software General Timber Beam Page 1 || J Description CJ-1 "-bridge top chord at mid-span General Information Section Name 2x8 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Calculations are designed to 1997 NDS and 1997 UBC Requirements jj 1 500 in 7250m Sawn 1000 Pin-Pin Center Span 1450ft Left Cantilever ft Right Cantilever ft Douglas Fir - Larch, No 2 Fb Base Allow 875 0 psl Fv Allow 95 0 psi Fc Allow 625 0 psi E 1,6000ksi Lu Lu Lu 700ft 000ft 000ft Repetitive Member Full Length Uniform Loads I Center DL Left Cantilever DL Right Cantilever DL Summary I Span= 14 50ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 816 00 psi Fb 1,044 19 psi 1400#ffi LL 2000 #/ft #/ft LL #/ft it/ft LL #/ft = 1 500m x Depth = 7 25m, Ends are Pin-Pin 0781 1 o 9 k-ft Maximum Shear 1 1 k-ft Allowable 089 k-ft at 7250ft Shear 0 00 k-ft at 0 000 ft 000 k-ft Camber 000 k-ft 1 14 Reactions fv 34 00 psi LeftDL 0 10 k Fv 95 00 psi Right DL 010k Beam Design OK *1 5 04 k 1 0 k §Left 025k Right 025k ©Left 0000 in ©Center 0274 in ©Right 0000 in Max 025k Max 025k Deflections | Center Span Dead Load Total Load Left Cantilever Deflection -0183m -0444m Deflection Location 7250ft 7250ft Length/Defl Length/Defl 9524 39217 Right Cantilever Camber ( using 1 5 * D L Defl ) Deflection @ Center 0 274 in Length/Defl @ Left 0 000 in @ Right 0 000 in Stress Calcs Bending Analysis Ck 34 680 Le Cf 1 200 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Dead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 600 in 00 00 » 13147ft Sxx 13141m3 Area 10875in2 22 551 Cl 0 865 Max Moment Sxx Reo'd Allowable fb 089 k-ft 1027m3 1,044 19 psi 0 00 k-ft 0 00 m3 1 ,207 50 psi 000 k-ft OOOmS 1,207 50 psi @ Left Support @ Right Support 0 37 k 0 37 k 3 892 m2 3 892 m2 95 00 psi 95 00 psi Bearing @ Supports Max Left Reaction Max Right Reaction 025 k 025k Bearing Length Req'd 0 263 in Beanng Length Req'd 0 263 in Title Dsgnr Description Date Job # yd® 144PM, 15OCT07 Scope Rev 560100 User KW-0802938. Ver 561 25-Oct 2002 (c)1963-2002 ENERCALC Engineering Sottwaca General Timber Beam Page 1 \Vs9fsef3>UTOra.\«prtani«nN»hara<Meflo>»nd I Description CJ-2 10ft General Information Section Name 2x6 Beam Width Beam Depth Member Type Load Dur Factor Beam End Fixity Calculations are designed to 1997 NDS and 1997 UBC Requirements | 1 500 in 5500m Sawn 1 000 Pin-Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, Fb Base Allow Fv Allow Fc Allow E 1000ft ft ft No 2 875 0 psi 95 0 psi 6250 psi 1,6000ksi Lu 1000ft Lu 000ft Lu 0 00 ft Repetitive Member Full Length Uniform Loads 1 Center DL Left Cantilever DL Right Cantilever DL 14 00 #/ft LL #/ft LL #/ft LL 2000 #/ft #/ft #/ft 1 Summary | Span= 10 00ft Beam Width = 1 Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max Mallow fb 674 38 psi Fb 1,065 07 psi Deflections SOOin x Depth = 5 5m, 0633 1 04k-ft 07 k-ft 0 42 k-ft at OOOk-ft at 000 k-ft 000 k-ft 067 fv 30 91 psi Fv 95 00 psi Ends are Pin-Pin Maximum Shear * 1 Allowable 5000ft 0000 ft Reactions LeftDL Right DL Shear Camber 007 k 007k 5 §Left Right ©Left @ Center ©Right Max Max Beam Design OK 03 k 08 k 017k 017k 0000 in 0 142 in 0000 in 017k 017k 1 Center Span Deflection Location Length/Defl Camber ( using 1 6 * D L @ Center ©Left @ Right Dead Load Total Load Left Cantilever -0 095 in 5000ft 1,2677 Defl) 0 142 in 0 000 in 0000m -0 230 in Deflection 5 000 ft Length/Defl 521 97 Rjght cantilever Deflection Length/Defl pead Load Total Load 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 Stress Calcs | Bending Analysis Ck 34 680 Le Cf 1 300 Rb @ Center © Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 18393ft 23232 Max Moment 0 42 k-ft 0 00 k-ft 0 00 k-ft © Left Support 025k 2 684 m2 95 00 psi 017k 017k Sxx 7 563 in3 Area Cl 0814 8 250 in2 Sxx Req'd Allowable fb 4 79 m3 0 00 in3 0 00 In3 © Right Support 025k 2 684 m2 95 00 psi Bearing Length Req'd Bearing Length Req'd 1,065 07 psi 1,308 13 psi 1,308 13 psi 0 181 in 0 181 in Tide Dsgnr Description Job # yn@ Date 144PM, 15OCT07 Scope Rev 560100 User KW-0602938 Vef 5 6 1 25-Oct 2002 (0)1983-2002 ENERCALC Engineering Software General Timber Beam \\server3\uierrtepeto Page 1 narAdiaredMefloland I Description H-1 General Information Section Name 4x4 Beam Width Beam Depth Member Type Bm Wt Added to Loads Load Our Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS and 1997 UBC Requirements jj 3500m 3 500 in Sawn 1000 Pin-Pin 35000pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, Fb Base Allow Fv Allow Fc Allow E 800ft Lu 800ft ft Lu 0 00 ft ft Lu 0 00 ft No 2 8750psi 95 0 psi 625 0 psi 1,6000ksi Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 3900#ffi LL #/ft LL #/ft LL 1000 #/ft#m #/ft 1 1 Summary | Span= 8 00ft, Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 698 29 psi Fb 1,31 2 50 psi 3 500m x Depth = 3 5m 0532 1 04 k-ft 08 k-ft 042 k-ft at 000 k-ft at 000 k-ft 000 k-ft 078 fv 25 46 psi Fv 95 00 psi Ends are Pin-Pin Maximum Shear * 1 4000ft 0000 ft Reactions LeftDL Right DL Allowable Shear- Camber 017 k 017k 5 ©Left @ Right ©Left © Center @ Right Max Max Beam Design OK 03 k 12 k 021k 021k 0000 in 0290m 0000m 021k 021k Deflections \ Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L © Center ©Left @ Right Dead Load IfiJaJlaad Left Cantilever Dead Load IpMifiad -0193m 4000ft 4965 Defl) 0 290 m 0 000 in 0 000 m -0 239 in Deflection 0 000 in 0 000 m 4000ft Length/Defl 00 00 400 99 R|ght cantilever Deflection 0 000 in 0 000 m Length/Defl 00 00 Stress Calcs jj Bending Analysis Ck 34 680 Le Cf 1 500 Rb © Center @ Left Support © Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 14714ft 7104 Max Moment 0 42 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 031 k 3 283 m2 95 00 psi 021 k 021 k Sxx 7146m3 Area 12250m2 Cl 0 000 Sxx Rea'd Allowable fb 380m3 1,31 2 50 psi 000m3 1,31 2 50 psi OOOmS 1,31 2 50 psi © Right Support 031 k 3 283 in2 95 00 psi Bearing Length Req'd 0 095 m Bearing Length Req'd 0 095 in Title Dsgnr Description Date Job # yD@ 144PM, 15OCT07 Scope Rev 560100 User KW-0602938 Ver 5 6 1 25-Oct 2002 (0)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 \\servec3\usere\apetennan\8hareiMegoland I Description H-2 General Information Section Name 4x4 Beam Width Beam Depth Member Type Bm Wt Added to Loads Load Dur Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS and 1997 UBC Requirements 3500m 3 500 in Sawn 1000 Pin-Pm 35000pcf Center Span 3 00 ft Lu 0 00 ft Left Cantilever ft Lu 0 00 ft Right Cantilever ft Lu 0 00 ft Southern Pine, Dense structural 65 2 5 - Fb Base Allow 1 ,600 0 psi Fv Allow 1100psi Fc Allow 4400psi E 16000ksi Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 83 00 #/ft LL m LL #m LL 7300 #/ft#m #/ft 1 1 1 Summary | Span= 3 00ft Beam Width = Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max Mallow fb 300 34 psi Fb 1,600 00 psi Deflections 3 500m x Depth = 3 Sin 0265 1 02k-ft 10k-ft 018k-ft at OOOk-ft at 000 k-ft 000 k-ft 095 fv 29 20 psi Fv 110 00 psi Ends are Pin-Pin Maximum Shear * 1 1 500ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 013 k 013k 5 §Left Right @Left @ Center @ Right Max Max Beam Design OK 04 k 13 k 024k 024k 0000 in 0012m 0000 m 024k 024k 1 Center Span Dead Load Deflection -0 008 in Location 1500ft Length/Defl 4,597 0 Camber (using 1 5 * D L Defl) ©Center 0012m @ Left 0 000 in @ Right 0 000 m Total Load -0 014 in 1 500ft 248612 Left Cantilever Deflection Length/Defl Right Cantilever Deflection Length/Defl Bead-Load. 0000 in 00 0000 in 00 Total 1034 0000 00 0000 00 in in Stress Calcs Bending Analysis Ck 25 646 Le Cf 1 000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 0000ft 0000 Max Moment 018 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 036k 3 252 in2 110 00 psi 024k 024k Sxx 7 146 m3 Cl 0 000 Sxx Rea'd 134m3 0 00 m3 0 00 m3 @ Right Support 036k 3 252 m2 110 00 psi Bearing Length Req'd Bearing Length Req'd Area 12250m2 Allowable fb 1,600 00 psi 1 600 00 psi 1,600 00 psi 0155 in 0 155 in Title Dsgnr Description Date Job # yn@ 144PM. 15OCT07 Scope Rev 560100 User KW-0602938 Ver56.1 25-Od 2002 (c)1963-2002 ENERCALC Engineering Software General Timber Beam Page \\»erv«f3W»»ri\gp«tenTian\3hOTdU»oolaoclJ Description B-1 General Information Section Name Prllm 35x160 Beam Width 3 500 in Beam Depth 16000m Member Type Sawn Bm Wt Added to Loads Load Our Factor 1 000 Beam End Fixity Pin-Pin Wood Density 35 000 pcf Full, Length Uniform Loads Center DL Lett Cantilever DL Right Cantilever DL Calculations are designed to 1997 NDS and 1997 UBC Requirements Center Span 3300ft Lu 1650ft Left Cantilever ft Lu 0 00 ft Right Cantilever ft Lu 000ft Truss Joist - MacMillan, Parallam 2 OE Fb Base Allow 2,900 0 psi Fv Allow 2900 psi Fc Allow 650 0 psi E 2,000 0 ksi 5100#m LL 7300 #ffl#m LL #m #/ft LL m | \ 1 Summary | Span* 33 00ft, Beam Width - Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max Mallow fb 1,505 27 psi Fb 2.190 60 psi 3 500m x Depth -16 in 0687 1 18 7 k-ft 27 3 k-ft 18 73 k-ft at 000 k-ft at 000 k-ft 000 k-ft 2726 fv 60 82 psi Fv 290 00 psi , Ends are Pin-Pin Maximum Shear * 1 16500ft 33000ft Reactions LeftDL Right DL Allowable Shear Camber 107 k 107k 5 §Left Right ©Left @ Center @ Right Max Max Beam Design OK 34 k 162 k 227k 227k 0000 in 1082m 0000 m 227k 227k Deflections || Center Span . Deflection Location Length/Defl Camber(usmg15*DL @ Center ©Left ©Right Dead load Total Load Left Cantilever Dead Load Total Load -0 722 in 16500ft 5488 Defl) 1 082 in 0 000 in 0000 in -1 537 in Deflection 16500ft Length/Defl 257 69 Wgnt cantilever Deflection Length/Defl 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 Stress Pales \ Sending Analysis Ck 21 298 Le Cf 1 000 Rb @ Center © Left Support © Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 30718ft 21 946 Max Moment 18 73 k-ft 0 00 k-ft 0 00 k-ft © Left Support 341 k 11744m2 290 00 psi 227 k 227 k Sxx 149 333 m3 Area Cl 0 755 56 000 in2 Sxx Reo'd Allowable fb 10261 in3 0 00 m3 0 00 in3 @ Right Support 341 k 11744m2 290 00 psi Beanng Length Req'd Bearing Length Req'd 2,190 60 psi 2,900 00 psi 2 900 00 psi 0 998 in 0 998 in Title Dsgnr Description Date Job # yn@ 145PM, 15OCT07 Scope Rev 560100 Uur KW-0602938 Ver 5 6 1 25-Oct 2002 (0)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 V\Befvef3<usei»V»p«t«nn«n\8hare<Megoland I Description B-2 General Information Section Name 4x10 Beam Width Beam Depth Member Type BmWt Added to Loads LoadDur Factor Beam End Fixity Wood Density Calculations are designed to 1997 NDS and 1997 UBC Requirements | 3500m 9 250 in Sawn 1000 Pin-Pin 35000pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, Fb Base Allow Fv Allow Fc Allow E 1575ft Lu 000ft ft Lu 0 00 ft ft Lu 0 00 ft No1 I.OOOOpsi 950psi 625 0 psi 1,7000ksi Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 51 00 ft/ft LL #/ft LL #/ft LL 7300 #/ft #/ft #/ft I (Summary | Spans 15 75ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max Mallow fb 983 09 psi Fb 1 200 00 psi = 3 500m x Depth = 9 25m, Ends are Pm-Pm 0819 1 4 1 k-ft Maximum Shear * 1 50 k-ft Allowable 4 09 k-ft at 7875ft Shear 000 k-ft at 0000ft 0 00 k-ft Camber 000 k-ft 4 " Reactions fv 48 11 psi LeftDL 046 k Fv 95 00 psi Right DL 046k 5 §Left Right ©Left @ Center @ Right Max Max Beam Design OK 16 k 31 k 104k 1 04k 0000 in 0312m 0000 in 104k 104k Deflections \ Center Span Deflection Location Length/Defl Camber ( using 1 5 * D L @ Center ©Left @ Right Dead Load Total Load Left Cantilever Dead Load Total Load -0 208 in 7875ft 9100 Defl) 0 312 in 0 000 in 0000 in -0 465 in Deflection 0 000 in 0 000 in 7875ft Length/Defl 00 00 40624 Right Cantilever Deflection 0 000 in 0 000 in Length/Defl 00 00 | Stress Gates j| Bending Analysis Ck 33 438 Le Cf 1 200 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 0000ft 0000 Max Moment 4 09 k-ft 000 k-ft 0 00 k-ft @ Left Support 156k 16397 m2 95 00 psi 104k 104k Sxx 49 91 1 m3 Area 32 375 m2 Cl 0 000 Sxx Rea'd Allowable fb 40 89 In3 1 200 00 psi 000m3 1,200 00 psi OOOinS 1,200 00 psi @ Right Support 156k 16 397 m2 95 00 psi Bearing Length Req'd 0 475 in Beanng Length Req d 0 475 in Rev 560100 User KW-0602938 Ver 5 6 1 25-Oct 2002 (c)19B3-2002 ENERCALC Engineering Software Description B-3 General Information Section Name 4x6 Beam Width 3 500 in Beam Depth 5 500 in Member Type Sawn Bm Wt Added to Loads Load Dur Factor 1 000 Beam End Fixity Pin-Pin Wood Density 35000pcf Title - Dsgnr Hill Dat« Description **" ' Scope General Timber Beam Vtee(VW3Ui Calculations are designed to 1997 NDS and Center Span 1000ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No 1 Fb Base Allow 10000 psi Fv Allow 95 0 psi Fc Allow 625 0 psi E 1,7000ksi Job # yn@ 145PM 150CT07 Page 1 | sere\epelerman\sharedUegoland 1 I 1997 UBC Requirements | 000ft 000ft 000ft Full Length Uniform Loads I Center DL Left Cantilever. DL Right Cantilever DL 5800#/ft LL 8300 #ffl #m LL #m #/ft LL #/ft 1 Summary | Span= 10 00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max M allow fb 1 238 36 psi Fb 1,300 00 psi = 3500inx Depth = 5 Sin 0953 1 18 k-ft 19 k-ft 1 82 k-ft at 000 k-ft at 000 k-ft 000 k-ft 191 fv 56 76 psi Fv 95 00 psi Ends are Pin-Pin Maximum Shear * 1 5000ft 10000ft Reactions LeftDL Right DL Allowable Shear Camber 031 k 031k 5 §Left Right ©Left @ Center ©Right Max Max Beam Design OK 1 1 k 18 k 073k 073k 0000 in 0256m 0000m 073k 073k Deflections | Center Span Deflection Location Length/Defl Camber( using 15*DL @ Center ©Left @ Right Dead Load Total Load Left Cantilever -0 171 in 5000ft 7020 Den) 0256m 0000 in 0 000 in -0 397 m Deflection 5 000 ft Length/Defl 302 02 Rignt cantilever Deflection Length/Defl Bead-Lead lelaLLaad 0 000 in 0 000 in 00 00 0 000 in 0 000 m 00 00 Stress Calcs | Bending Analysis Ck 33 438 Le Cf 1 300 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction 0000ft 0000 Max Moment 1 82 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 1 09k 1 1 501 m2 95 00 psi 073 k 073k Sxx 17646m3 Area Cl 0 000 19250in2 Sxx Rea'd Allowable fb 1681 in.3 0 00 m3 0 00 m3 @ Right Support 1 09k 1 1 501 m2 95 00 psi Bearing Length Req'd Bearing Length Req'd 1,300 00 psi 1 300 00 psi 1 ,300 00 psi 0 333 in 0 333 in I Title Dsgnr Description Date Job # yO@ 145PM 15OCT07 Scope Rev 560100 User KW-0602938, Ver 561 25Oc(2002 (0)1983-2002 ENERCALC Engineering Software General Timber Beam \\8erver3\uMrs\epeten Page dMegoiai Description B-4 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Section Name 4x4 Beam Width 3 500 in Beam Depth 3 500 in Member Type Sawn Bm Wt Added to Loads Load Dur Factor 1 000 Beam End Fixity Pin-Pin Wood Density 35000pcf Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, Fb Base Allow Fv Allow Fc Allow E 5100#/ft LL #m LL m LL soon LU oooft ft Lu 0 00 ft ft Lu 0 00 ft No1 I.OOOOpsi 950psi 625 0 psi 1,7000ksi 7300 #/ft m #/ft \ (Summary | Span= 5 00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max Negative Moment Max @ Left Support Max @ Right Support Max Mallow fb 666 35 psi Fb 1,500 00 psi = 3 500m x Depth = 3 Sin 0444 1 04 k-ft 09 k-ft 040 k-ft at 0 00 k-ft at 000 k-ft 000 k-ft 089 fv 38 87 psi Fv 95 00 psi Ends are Pin-Pin Maximum Shear * 1 2500ft 0000 ft Reactions LeftDL Right DL Allowable Shear Camber 013 k 013k 5 §Left Right ©Left @ Center @ Right Max Max Beam Design OK 05 k 12 k 032k 032k 0000 in 0054 in 0000 in 032k 032k Deflections jj Center Span Deflection Location Length/Defl Camber ( using 1 5* DL @ Center ©Left @ Right Stress Gales Bending Analysis Ck 33 438 Le Cf 1 500 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv Allowable Bearing @ Supports Max Left Reaction Max Right Reaction Dead Load Total Load Left Cantilever Dead Load Total Load -0 036 in 2500ft 1,6805 Defl) 0 054 in 0 000 in 0 000 in 0000ft 0000 Max Moment 0 40 k-ft 0 00 k-ft 0 00 k-ft @ Left Support 048k 5 012 m2 95 00 psi 032 k 032 k -0 084 in Deflection 2 500 ft Length/Defl 71435 Right Cantilever Deflection Length/Defl Sxx 7 146 m3 Area Cl 0 000 0 000 in 0 000 in 00 00 0 000 in 0 000 in 00 00 1 12 250 in2 Sxx Rea'd Allowable fb 3 17 m3 0 00 in3 0 00 m3 @ Right Support 048k 5012in2 95 00 psi Bearing Length Req'd Bearing Length Req'd 1,500 00 psi 1,500 00 psi 1 500 00 psi 0 145 in 0 145 in Title Dsgnr Description Scope Date 1 54PM, 15OCT07 Rev 560100 User KW-0602938 Ver 5 6 1 25-Od 2002 (c)1963-2002 ENERCAIC Enptneerinfl Software Steel Column Page 1 Description HSS 4x2x1/4 General Information Calculations are designed to AISC 9th Edition ASP and 1997 UBC Requirements | Steel Section HSS4X2X1/4 Column Height 10 330 ft End Fixity Fix-Free Live & Short Term Loads Combined Duration Factor Elastic Modulus X-X Unbraced Y-Y Unbraced 46 00 ksi 1000 29,000 00 ksi 10 330 ft 10330ft X-X Sktesway Y-Y Sidesway Kxx Kyy Sway Allowed Sway Allowed 1000 1000 Loads Axial Load Dead Load Live Load Short Term Load 1 18k 120k k Ecc for X-X Axis Moments 0 000 in Ecc for Y-Y Axis Moments 0 000 in Summary Section • HSS4X2X1/4, Height = 10 33ft, Axial Loads DL = Unbraced Lengths X-X= 1033ft Y-Y= 1033ft Combined Stress Ratios Dea<L AISC Formula H1 -1 AISC Formula H1-2 AISC Formula H1 - 3 0 0817 1 18 LL = 120 ST= 000k Live 00837 DL + LL 01654 00353 Column Design OK Ecc = OOOOin PL + ST + (LL if Chosen) 01654 00353 XX Axis Fa calc'd per Eq E2-2, K*L/r > Cc YY Axis. Fa calc'd oar Eo. E2-2. K*Ur > Cc Stresses || Allowable & Actual Stresses Fa Allowable fa Actual Fbxx Allow [F1 -6] Fbxx Allow [F1-7] & [F1-8] Dead 5 89 ksi 0 48 ksi 30 36 ksi 30 36 ksi live 5 89 ksi 0 49 ksi 30 36 ksi 30 36 ksi DL+LL 5 89 ksi 0 98 ksi 30 36 ksi 30 36 ksi PL + Short 5 89 ksi 0 98 ksi 30 36 ksi 30 36 ksi fb xx Actual 0 00 ksi 0 00 ksi 0 00 ksi 000 ksi Fbyy Allow [F1 -6] Fbyy Allow[F1-7]&[F1-8] fb yy Actual 27 60 ksi 27 60 ksi 27 60 ksi 27 60 ksi 27 60 ksi 27 60 ksi 27 60 ksi 27 60 ksi 0 00 ksi 0 00 ksi 0 00 ksi 0 00 ksi Analysis Values \ Fex DL+LL Fey DL+LL F'ex DL+LL+ST Fey DL+LL+ST 17,883 psi 5,895 psi 17883 psi 5 895 psi Max X-X Axis Deflection 0 000 in Section Properties Depth Width Web Thick Flange Thickness HSS4X2X1/4 4 00 m 2 000 in 0 250 in 0 250 in Cm x DL+LL 0 85 Cm y DL+LL 0 85 Cmx DL+LL+ST 085 Cmy DL+LL+ST 085 at 0 000 ft Max Y-Y Axis Deflection Weight 8 29 #m Area 2 44 m2 Rt 0 000 in Cbx DL+LL Cby DL+LL Cbx DL+LL+ST Cby DL+LL+ST 0000 in at l-xx l-yy S-xx S-yy r-xx r-yy 175 175 175 175 0000ft | 449ln4 1 48in4 2245m3 1 480 in3 1 357 in 0779m )(•• I • • Dunn Savole Inc Structural Engineers 9068 Cleveland St. Oceanslde, CA 92054 Tel (760)966-6355 Fax (760)966-6360 JOB SHEET NO CALCULATED BY CHECKED BY SCALE LEGOLAND-Lost Kingdom JOB* OF DATE DATE 0721800 10/07 RETAINING WALL DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S Cleveland Street OCEANSIDE, CA 92054 PH (760) 966-6355 FAX (760) 966-6360 Email dsi@surfdsi com SHPFTNO FT /OF /£> CALCULATED BY_ CHECKED BY SCALE DATE. tfwl 960151-026 damp to moist, medium dense to dense, silty fine to medium grained sand and overlie Tertiary Santiago Formation It is noted that undocumented fills may also overlie portions of the site that have been raised above the mass graded elevations for landscape contouring purposes The site is suitable for the proposed development provided any undocumented fills that may be present are removed Review of planned site grading and foundation elevations is needed The following design parameters may be used m the design of the structure foundations Allowable Soil Pressure (Spread) Allowable Soil Pressure (Mat) Modulus of Subgrade Reaction Coefficient of Faction Passive Pressure (Level Ground) Active Retaining Pressure At-Rest Retaining Pressures Lateral Surcharge Seismic Zone Factor, Z Soil Profile Type Seismic Coefficient, Ca Seismic Coefficient, Cv Near Source Factor, N» Near Source Factor, Nv Seismic Source Type 3,500 psf (one-third increase for short-term loading) 1,500 psf (one-third increase for short-term loading) 250 pci 035 300 psffft (3,000 psf max) 35 pcf (level backfill) 55pcf (level backfill) 75 psf (auto traffic surcharge) 4 (Table 16-1,2001 CBC) Sc (Table 16-J, 2001 CBC) 0 44Na (Table 16-Q, 2001 CBC) 0 64Na (Table 16-R, 2001 CBC) 10 (Table 16-S.l 997 UBC) 1 1 (Table 16-T, 1997 UBC) B (Table 16-U, 1997 UBC) Spread iootrap should exi^daminimumof 18 inches beneath the lowest adjacent J these depths, footings founded in pafjcriy eosspie&d ftti allowable bearing fffftssura of 3500 pk The aUowsWe prassmpes uw be when considennf loads crfifaoitdiasisa sucto as wa«i OT««PHI|C isra^s. i I be continuous footings ami M ioehss ffo,i aqpue car roraid fiJdtings.™^ _ * ^ *^accoidauee wife ths stn 4. SMs desigrtcd to cany structeral Soads may require increased thiefcness Mid underlayment to mittgtte inoistoe amd motsture vapor should fee designed fey fee prqfeet The reeoHimtsBd^ons coataraed in this report are prettminary geotedHrical report will be developed alter further review of plwined Mte: elevations & Una! -2- Letghton DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S CLEVELAND ST OCEANSIDE.CA 92054 (760) 966-6355 DSI0SURFDSI COM Title Legoland Lost Kingdom Job # Dsgnr rms Date 456PM, 16 OCT 07 Description Retaining walls btwn Dark Ride metal bldg and service road Scope U»c KV-0602338. Vtc 5.8.125-Oo( 2002 (cltm-are ENERCALC Enjn*«fli)g Softmft Cantilevered Retaining Wall Design Page 1 Description RW1 9 5ft btwn Dark Ride & service rd Criteria Soil Data Retained Height Wan height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 950ft 100ft 000 1 6 00 in HOOOpcf OOpsf Allow Soil Bearing = 3,500 Opsf Equivalent Fluid Pressure Method | | Footing Strengths & Dimensions | Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footing||Soil Friction Soil height to ignore for passive pressure Lateral Load Applied to Stem jj Lateral Load 350 00 3000 00ft 0300 000 in 750#/ft fc = 2,500 psl Fy Mm As % = Toe Width * Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = Cover® Top = 3 00 in Height to Top Height to Bottom 60,000 pst 00014 375ft 200 = 575 = 1200m = 0 00 in = 0 00 in = 000ft @ Btm = 3 00 in = 950ft = 000ft Design Summary Total Bearing Load resultant ecc Soil Pressure @ Toe Soil Pressure @ Heel Allowable J 3,974 Ibs 1575m 1,695 psf OK 0 psf OK 3,500 psf Sott Pressure Less Than Allowable ACI Factored @ Toe 1,840 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 30 0 psi OK Footing Shear @ Heel = 19 9 psi OK Allowable = 85 0 psi Wall Stability Ratios Overturning = 157 OK Sliding = 0 58 UNSTABLE! Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 2,641 9 Ibs Footing Design Results Factored Pressure Mu1 Upward Mu1 Downward Mu Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe.. 1.840 10,888 2.393 8.495 3005 8500 #5 @ 13 00 in None Spec'd None Spec'd Heel Opsf Oft-* 1,446ft-# 1 446 ft-# 1990psi 85 00 psi Stem Construction 1 Top stem Design height ft = Wall Material Above "Ht" = Thickness in = Rebar Size - Rebar Spacing = Rebar Placed at = fb/FB + fa/Fa = Total Force @ Section Ibs = Moment Actual ft-#- Moment Allowable ft-# = Shear .Actual pst = Shear Allowable psi = .E! Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW Ht m = Wall Weight psf= Rebar Depth 'd' m = UsoAnw ftttifl ^ ^~^—masonry tvaia f m psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' Short Term Factor = Equiv Solid Thick in = Stern OK 600 Masonry 800 # 5 1600 Edge 0671 4769 7095 1.0580 85 194 3000 3000 840 525 1,500 24,000 Yes No 2578 1000 760 2nd Stem OK 333 Masonry 1200 # 6 1600 Edge 0961 1,1290 2,797 7 2,911 7 117 194 3600 3600 1330 900 1,500 24,000 Yes No 2578 1000 1162 3rd Stem OK 133 Masonry 1600 # 7 1600 Edge 0.956 1,7809 5,6842 5.951 9 127 194 4200 4200 1750 1300 1,500 24000 Yes No 2578 1000 1562 4th Bar Lap/Emb 000 Masonry 1600 # 7 1600 Edge 0802 2,2919 8,385 7 10,458 3 164 387 4200 1179 1750 1300 1.500 24000 Yes Yes 2578 1000 1562 Masonry Block Type = Normal Weight Concrete Data f c psi = Fy psi = Other Acceptable Sbet & Sparing* Toe Not req'd, Mu < S * Fr Heel Not req'd. Mu < S * Fr Key No key defined DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S CLEVELAND ST OCEANSIDE.CA 92054 (760) 966-6355 DSI®SURFDSICOM Title Legoland Lost Kingdom Job* Dsgnr rms Date 4 56PM, 16 OCT 07 Description Retaining walls btwn Dark Ride metal bldg and service road Scope *t» HOtOO JMf-mMI02S38.V«C.CX2C-Oot 2002 o)1M3400ZEICRCAl.CEnglnttiingS0fM<»Cantilevered Retaining Wall Design iMpluouturtdM Page 2 | nglnmtagtoainntrairtbgo-l I Description RW1 9 5ft btwn Dark Ride & service rd Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment tern Ibs ft ft* Heel Active Pressure = 1 ,929 4 foe Active Pre»sure = Surcharge Over Toe = i\djacent Footing Load = •Vdded Lateral Load = 7125 Load @ Stem Above Soil = SeismicLoad 3 50 6.752 8 5 75 4,096 9 Total = 2,6419 OTM = 10,8497 Resisting/Overturning Ratio = 1 57 Vertical Loads used for Soil Pressure = 3,9736 Ibs k/ertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight Key Weight Vert Component = Total = . RESISTING Force Distance Ibs ft 6967 2063 1,3159 3546 8625 5377 3,9736 Ibs 542 000 1 88 428 480 288 575 RM- i Moment ft-* 3,773 6 3867 5,626 5 1,7005 24797 3,091 9 17,0590 Sliding Restraint 19294* 1695 2psf 8 00005m Mas w/ #5 @ 16 in o/c Solid Grout 12 0005m Mas w/ #6 @ 16 in o/c Solid Grout, DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S CLEVELAND ST OCEANSIDE.CA 92054 (760) 966-6355 DSI0SURFDSI COM Title Legoland Lost Kingdom Job # Dagnr rms Date 456PM, 16OCT07 Description Retaining walls btwn Dark Ride metal bkJg and service road Scope U*w KV4M2KB V« S.6.12«-Oot-20(B (0)1383-2002 BgERCALCEngin««(lng8o<t»«.Cantilevered Retaining Wall Design Page 1 Description RW2 7 5ft btwn Dark Ride & service rd Criteria j Soil Data Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 750ft 100ft 000 1 6 00 in 11000pcf OOpsf Allow Soil Bearing = 3,500 0 psf Equivalent Fluid Pressure Method I | Footing Strengths & Dimensions | Lateral Load Applied to Stem fc ~^ : J Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footing||Soil Friction Soil height to ignore for passive pressure Lateral Load 350 00 = 3000 = 00ft = 0300 000 in 75 0 #/ft fc = 2.500 psi Fy Min As % Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth Key Distance from Toe * Cover® Top • 3 00 in Height to Top •• Height to Bottom = 60,000 psi 00014 250ft 200 45fJ 12 00 in 000 in 000 in 000ft @ Btm = 3 00 in 750ft 000ft Design Summary Total Bearing Load resultant ecc 3,059 Ibs 1318m Soil Pressure @ Toe = 1,770 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,985 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 24 0 psi OK Footing Shear @ Heel = 14 8 psi OK Allowable = 85 0 psi Wall Stability Ratios Overturning = 156 OK Sliding = 0 69 UNSTABLE! Sliding Giles Slab Resists All Sliding I Lateral Sliding Force = 1,826 9 Ibs Footing Design Results Factored Pressure Mu1 Upward Mu' Downward Mu Design Actual 1-Way Shear AUow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 1,985 5790 1,152 4,638 2402 8500 # 5 @ 13 00 in None Spec'd None Spec'd J Heel Opsf Oft-# 1,082ft-# 1.082ft-# 14 79 psi 85 00 psi Stem Construction | Design height ft= Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = fb/FB + fa/Fa = Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable ft-# = Shear .Actual psi = Shear Allowable psi = El Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW Ht m = Wall Weight psf= Rebar Depth 'd' m = masonry uaia f m psi = Fs psi - Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv Solid Thick m = Top Stem Stem OK 533 Masonry 800 # 5 1600 Edge 0223 2452 2362 1,0580 44 194 3000 3000 840 525 1,500 24,000 Yes No 2578 1 000 760 2nd Stem OK 267 Masonry 1200 # 5 1600 Edge 0«08 7705 1,5321 2,5630 78 194 3000 3000 1330 900 1,500 24000 Yes No 2578 1000 1162 3rd Stem OK 000 Masonry 1600 # 5 1600 Edge 0.984 1.5469 4,570 3 4,6428 107 194 3000 863 1750 1300 1500 24,000 Yes No 2578 1000 1562 Masonry Block Type = Normal Weight Concrete Data f c psi = Fy psi = Othw Accept Jbl» Sins & Spicings Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key No key defined DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S CLEVELAND ST OCEANSIDE,CA 92054 (760) 966-6355 DSI0SURFDSI COM Title Legoland Lost Kingdom Job* Dsgnr rms Date 456PM 16OCT07 Description • Retaining walls btwn Dark Ride metal bldg and service road Scope fev MOW Jstr KW-0802838. Vtr 6&V W-Ool-2002 oltSW-2002 ENERCALC EngkiMring SofMMt*Cantilevered Retaining Wall Design w^,***™ Description RW2 7 5ft btwn Dark Ride Page 2 | & service rd Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance tern Ibs ft Heel Active Pressure = 1 ,264 4 Foe Active Pressure = Surcharge Over Toe = \djacent Footing Load = \dded Lateral Load = 562 5 _oad @ Stem Above Soil = SeismicLoad - 283 475 Moment ft-# 35824 2,671 9 Total = 1,8269 OTM = 6,2543 Resisting/Overturning Ratio = 1 56 Vertical Loads used for Soil Pressure = 3 058 9 Ibs i/ertical component of active pressure used for soil pressure RESISTING Force Distance Ibs ft Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Welght(s) = Earth @ Stem Transitions = Footing Weight = Key Weight Vert Component = Total- 5500 1375 1,0873 2567 6750 3524 3,0589 Ib 417 000 125 303 356 225 450 s RM = | Moment ft-# 22917 171 9 32954 9146 1,5187 15857 97780 17702psf 12644* Sliding Restraint 8 00005m Mas w/ #5 @ 16 in o/c Solid Grout, 12 0005m Mas w/ #5 @ 16 in o/c 16 OOOSin Mas w/ #5 @ 16 in o/c #5@13 in Designer select *°@°'" all horiz remf DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S CLEVELAND ST OCEANSIDE.CA 92054 (760) 966-6355 DSI@SURFDSI COM Title Legoland Lost Kingdom Job # Dsgnr rms Date 456PM, 16 OCT 07 Description Retaining walls btwn Dark Ride metal bldg and service road Scope Uwi-KV-MOMW VW&S.1.2B-OW 2002 (e)19*3-20ft2 ENERCAIC Engfcmring Sottwin Cantilevered Retaining Wall Design Page 1 •HngtoommHcliHltgo-l Description RW3 5 5ft btwn Dark Ride & service rd Criteria 1I Soil Data Retained Height = 550ft Wall height above soil = 1 00 ft Slope Behind Wall = 000 1 Height of Soil over Toe = 6 00 in Soil Density = 11000pcf Wind on Stem = 0 0 psf Allow Soil Bearing = 3,5000 psf Equivalent Fluid Pressure Method I I Footing Strengths A Dimensions ]| Lateral Load Applied to Stem Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footing||Soil Friction Soil height to ignore for passive pressure Lateral Load 350 00 = 3000 00ft = 0300 = 0 00 in 750#/ft fc = 2.500 psi Fy = Min As % Toe Width Heel Width Total Footing Width = ~ Footing Thickness = Key Width Key Depth Key Distance from Toe = Cover® Top = 3 00 in Height to Top = Height to Bottom • 60,000 psi 00014 150ft 200 35(J 12 00 in 000 in 000 in 000ft @ Btm = 3 00 in 550ft 000ft Design Summary Total Bearing Load resultant ecc Soil Pressure @ Toe Soil Pressure @ Heel Allowable 2,199 Ibs 10 58 in 1 688 psf OK 0 psf OK 3 500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,030 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 170 psi OK Footing Shear @ Heel = 13 8 psi OK Allowable = 85 0 psi Wall Stability Ratios Overturning = 161 OK Sliding = 0 87 UNSTABLE! Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = 1,151 9 Ibs Footing Design Results Factored Pressure Mu' Upward Mu' Downward Mu Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 2030 2413 439 1,973 1704 8500 #5@1300in None Spec'd None Spec'd Heel Opsf Oft-# 1,176ft-# 1,176ft-# 13 80 psi 85 00 psi Stem Construction | Top stem Design height ft= 267 Wall Material Above "Ht" = Masonry Thickness = 8 00 Rebar Size = #5 Rebar Spacing = 16 00 Rebar Placed at = Edge fb/FB + fa/Fa = 0409 Total Force @ Section Ibs = 352 4 Moment Actual ft-# = 4325 Moment Allowable ft-#= 1,0580 Shear Actual psi = 63 Shear Allowable psi= 194 .El Bar Develop ABOVE Ht m= 3000 Bar Lap/Hook BELOW Ht in= 3000 Wall Weight psf= 840 Rebar Depth 'd' m= 525 Msttminf Oats -masonry L/aia fm psi= 1,500 Fs psi= 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio 'n' = 25 78 Short Term Factor = 1 000 Equiv Solid Thick m= 760 Masonry Block Type = Normal Weight Concrete Data fc pat = Fy psi = 2nd Stem OK 000 Masonry 1200 # 5 1600 Edge 0821 9419 2,1049 25630 96 194 3000 600 1330 900 1500 24,000 Yes No 2578 1000 1162 00m Aco»ptibl» Sim tt Spjclngi Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key No key defined DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S CLEVELAND ST OCEANSIDE,CA 92054 (760) 966-6355 DSI@SURFDSI COM Title Legoland Lost Kingdom Job # Dsgnr rms Date 456PM 16OCT07 Description Retaining walls btwn Dark Ride metal bldg and service road Scope ///o UfW KV-OM293& V« 5 6.12S-CM 2002 [o)l««MOm ENERCALC Englnttring Sol***Cantilevered Retaining Wall Design Page 2 Description RW3 5 5ft btwn Dark Ride & service rd Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure = 739 4 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 4125 Load @ Stem Above Soil = SeismicLoad = 217 375 1,6020 1,5469 Total = 1,1519 OTM = 3,1489 Resisting/Overturning Ratio - 161 Vertical Loads used for Soil Pressure = 2 199 2 Ibs Vertical component of active pressure used for soil pressure RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = 605 0 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = 82 5 Surcharge Over Toe = Stem Weight(s) = 676 8 Earth @ Stem Transitions = 103 8 Footing Weight = 525 0 Key Weight Vert Component = 2061 300 000 075 192 233 175 350 1 8150 61 9 1,3000 2421 9187 7212 Total = 2,1992 Ibs R.M =5,059 0 Sliding Restraint 739 37# 16879psf tfn Solid Grout, 12 OOOSin Mas w/ #5 @ 16 in o/c Solid Grout, 6" 16000 Sliding Restraint #5@13in @Toe #0@0in @Heel ^,n Mao w/ WpflJQrarara * 1 | ?• 1 j ^"^ **~2 3/4" I I i / 2'-8" ^ O" 3" SoiidGr||BI^HHi T 1'-°"' •••^•••1 —*- 3" ' Designer select r-6"2--0" 3'-6" r-o11' i i r 5'-6" I i ! I 6'-6" t ' t r * DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S CLEVELAND ST OCEANSIDE.CA 92054 (760) 966-6355 DSI@SURFDSI COM Title Legoland Lost Kingdom Job # Dsgnr rms Date 456PM, 16OCT07 Description Retaining walls btwn Dark Ride metal bldg and service road Scope 860100 UMT KV-OSOM38. V« 5.6125 Ocl-2002 (c)tttt-2aa2 ENERCALC Engtotring Softwv*Cantilevered Retaining Wall Design Page i Description RW4 3 5ft btwn Dark Ride & service rd Criteria J i Soil Data Retained Height = 350ft Wall height above soil = 1 00 ft Slope Behind Wall = 000 1 Height of Soil over Toe = 6 00 in Soil Density = HOOOpcf Wind on Stem = 0 0 psf Allow Soil Bearing = 3,500 0 psf Equivalent Fluid Pressure Method I | Footing Strengths & Dimensions Lateral Load Applied to Stem ~~j| Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footmg||Soil Friction Soil height to ignore for passive pressure Lateral Load 350 00 = 3000 00ft = 0300 = 000 in 75 0 #/ft fc = 2.500 psi Fy Mm As % = Toe Width Heel Width Total Footing Width Footing Thickness = Key Width Key Depth = Key Distance from Toe = Cover® Top = 3 00 in ( Height to Top = Height to Bottom = 60,000 psi 00014 100ft 150 250 1200m 000m 0 00 in 000ft Btm = 3 00 in 350ft 000ft Design Summary Stem Construction ~| Top stem Total Beanng Load resultant ecc Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1,228 Ibs 853m 1,517 psf OK 0 psf OK 3,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,953 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 10 4 psi OK Footing Shear @ Heel = 7 8 psi OK Allowable = 85 0 psi Wall Stability Ratios Overturning = 1 53 OK Sliding = 1 14 Ratio < 1 5! Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = 616 9 Ibs Footing Design Results Factored Pressure Mu' Upward Mu' Downward Mu Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 1,953 1,010 195 815 1042 8500 #5@1300m None Spec'd None Spec'd Heel Opsf Oft-# 514ft-# 514ft-# 7 77 psi 85 00 psi Stem OK Design height ft= 000 Wall Material Above "Ht" = Masonry Thickness = 8 00 RebarSize = #5 Rebar Spacing = 1600 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW Ht m = Wall Weight Rebar Depth 'd' m = Masonry Data 0671 4769 7095 1,0580 85 194 3000 600 840 525 f m psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' = Short Term Factor = Equiv Solid Thick m = Masonry Block Type: Concrete Data f c psi = Fy psi = Otlwr Acceptablt Sizes tt Spachgs Toe Not req'd, Mu < S * Fr Heel Not req'd, Mu < S * Fr Key No key defined 1,500 24,000 Yes No 2578 1 000 760 Normal Weight DUNN SAVOIE INC STRUCTURAL ENGINEERS 908 S CLEVELAND ST OCEANSIDE.CA 92054 (760) 966-6355 DSI@SURFDSICOM Title Legoland Lost Kingdom Job # Dsgnr rms Date 456PM. 16OCT07 Description Retaining walls btwn Dark Ride metal bldg and service road Scope ///v ^^^racAu?B52JliS»>ft.«. Cantilevered Retaining Wall Design Page 2 | uA|Sluo<*h«*dMt)hM(ifqtMiHmfel<M*go-l I Description RW4 3 5ft btwn Dark Ride & service rd Summary of Overturning & Resisting Forces & Moments I OVERTURNING Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = 354 4 1 50 531 6 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 262 5 2 75 721 9 Load @ Stem Above Soil = SeismlcLoad = Total = 6169 OTM = 1,2534 Resisting/Overturning Ratio = 1 53 Vertical Loads used for Soil Pressure = 1 227 6 Ibs Vertical component of active pressure used for soil pressure RESISTING Force Distance Ibs ft Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert Component = Total = 3208 550 3780 3750 988 1,2276 Ibs 208 000 050 133 125 250 RM = Moment ft-# 6684 275 5040 4687 2469 1,9156 75 Sliding Restraint 15173psf 35438* 8 00005m Mas w/ #5 @ 16 in o/c Solid Grout 1B.Q005inMasw/#S Adding Restraint Solid Grout #5@13m Designer select ln allhoriz reinf