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Home My WebLink About888 N Main St - Soils ReportThornton Tomasetti ECEIVE Building Solutions OCT 2 2 2018 City of Santa Ana Project 888 North Main Alternative Seismic Retrofit Building Department Calculations Project No. S18003.01 Prepared For Caribou Industries, Inc. 1103 N. Broadway Santa Ana, CA 91505 T: (714) 543-9972 = -J No. 4320 Prepared By Thornton Tomasetti Inc. 707 Wilshire Blvd, Suite 4450 Los Angles, CA 90017 T: (213) 330-7000 August 14,2018 Date Rev. No Modification / Purpose of Issue Prepared by TT August 14, 2018 Building Department Submittal JP LJ October 4,2018 1 Update for Peer Review Response JP LJ 4-0 1 119,6,6 CO HOD 317 Lk,9 blol IA:WV Thornton Tomasetti Building Solutions TABLE OF CONTENTS 1.00 ALTERNATIVE METHODS EXECUTIVE SUMMARY 2.00 ASCE41-13 ALTERNATIVE METHODS SUMMARY 3.00 ANALYSIS RESULTS SUVIMARY 4.00 ETABS MODEL DEFINTIONS 5.00 DAMPER CONNECTION CALCULATIONS 6.00 GEOTECHNICAL REPORT 7.00 FIELD TESING REPORTS 8.00 SUPPLEMENTAL CALCULAnON COVER PAGF 9.00 'ACCIDENTAL STIFFENING' OF DAMPER GUSSET ASSEMBUES............. 10.00 GUSSET CONNECTION TO SPIRAL-TIED COLUVINS 11.00 SPIRAL-TIED COLUMN Un LIZATION CHECKR 12.00 PEER REVIEWER ITEM #1 13.00 PEER REVIEWER ITEM #4..... SHEETS WITH REVISIONS (10/2/2018): 3 6 9 :16 49 91 155 182 ..183 213 '91 929 717 â€¢ 28 â€¢ 29 â€¢ 34 â€¢ 42 â€¢ 46 Â· 61 Sections in black are previously submitted, just renumbered sequentially. Note pages with revisions per peer review listed above. Sections in red are supplementary calculations and peer review response calculations. 888 N Main Altemabve Seignic Retrofit - Building DepartmentCalculaoons 2 October, 2018 I Project#S 18003.01 3 of 234 Thornton Tomasetti Memorandum TO COMPANY RE CC Michael Harrah Caribou Industries Alternative Methods Executive Summary Cam Simsir, Jackson Pitofsky, Dean Schoenberg FROM Leonard Joseph DATE August 14,2018 PROJECT NO S18003.01 PROJECT 888 N Main Santa Ana tower NAME The City of Santa Ana Building Safety Division requested that an alternative seismic improvement program proposed for the 888 North Main 10-story tower be developed and documented within the framework of a recognized standard. This executive summary (in progress) is intended to accompany Alternative Materials,Design and Methods of Construction form APP-09 under CBC 2016, along with supporting documentation as it is developed. ASCE 41-13 was suggested as a framework for developing the alternative seismic improvement program. The owner and design team agrees with this approach with modifications appropriate to the limited nature of proposed improvements. 1. Target Building Performance Levels 'c' and 'd' will apply to the tower concrete frame building structure after alternative seismic improvements have been completed. These levels correspond to 'Limited Objectives' of Life Safety and Collapse Prevention performance at the 50%/50 year Seismic Hazard Level as shown in ASCE 41-13 Table C2-2. This level is proposed as practical and achievable while still providing a significant performance improvement compared to building performance before retrofit. For building department information we will present both before- and after-improvement performance measures. 2. Tier 1 and Tier 2 study approaches and flow charts in ASCE 41-13 will be addressed in brief narrative form. With visibly robust and regular building geometry, and continuous concrete floor slab diaphragms, most questions about load paths, transfers and connections are not relevant. Building performance will be evaluated at a Tier 3 level using computer models reflecting concrete section geometry, with appropriate modifiers for cracked sections, etc. following established standards. Overall modeling will use simplified members with properties and offsets calibrated to simulate behavior of more complex partial models reflecting as-measured geometric conditions. 3. Tier 3 member capacities supporting after-improvement performance levels 'c' and 'd' reflect a 'knowledge factor' K of 1.0 in Table 6-1 based on concrete strength tested at sufficient tower locations to meet 'comprehensive testing program' requirements in ASCE 41-13 and conservative rebar grades based on limited hardness tests. 707 Wilslme Bl\'d. Suite 4450 1 Los Angeles CA 90017-36 18 I T 213 330 7000 IF 213 330 7001 I www Th:IntznTO:lazer-1 Cen. 4 of 234 Thornton Tomasetti Memorandum Re: Alternative Methods Executive Summary Page 2 4. A field testing program of visual condition assessment, concrete cores, Ground Penetrating Radar (GPR) scans, surface hardness testing and limited x-rays has been completed. Although no existing structural drawings have been found, existing architectural drawings show member profiles consistent with field measurements. 5. Site visits for ASCE 41-13 visual condition assessment showed a concrete structural system in good condition, with no significant deterioration at the primary lateral load resisting elements. 6. Foundation elements are not visible and will not be tested or probed. This is considered acceptable because Target Building Performance Levels 'c' and 'd' at 50%/50 year Hazard Level imply low seismic demands for which foundation demands from seismic load combinations will be small, of comparable magnitude to those already experienced during its 50 year life to date. Subgrade conditions based on original (1960s) soil investigations at this site, and recent investigations nearby sites, are discussed in a geotechnical report to be submitted. 7. 'Seismic base' is taken at the Ground Floor for computer modeling, with lateral restraint there. Column continuity through the Ground Floor is modeled by one-story basement columns and existing concrete infill walls between them. Significant Ground Floor lateral restraint is provided by a continuous reinforced concrete slab tied to heavy perimeter basement walls, and by infill walls between tower perimeter columns in the basement itself. For Target Performance Levels 'c' and 'd' this modeling approach is appropriate. 8. For alternative improvement models, only viscous diagonal dampers are modeled as nonlinear elements. All other elements are modeled as elastic (with stiffness modifiers). 9. For determining after-improvement performance, Tier 3 Nonlinear Response History Analysis (NRHA) uses four input suites spectrally matched to the 73 year mean recurrence interval 5% damped spectrum by the geotechnical consultant. For comparison purposes only, Response Spectrum Analysis (RSA) uses the 73 year MRI 15% damped spectrum for after- improvement performance, for comparable base shears to the 73 year NRHA results. 10. Columns are anticipated to govern acceptance; the combined depth of typical perimeter beams and integral infill panels is several times larger than typical column widths so beams should not govern. This will be checked. 5 of 234 Thornton Tomasetti Memorandum Re: Alternative Methods Executive Summary Page 3 11. Column acceptance will be studied on a column by column basis, but average capacities and average demands at all columns along a building face will also be considered since multiple similar elements can redistribute loads as properties change. 12. Accidental eccentricity will be studied as a side issue, not integrated into each computer run. Because the lateral system surrounds the tower, torsion from a 5% mass offset will make only about a 5% change to demands in the lateral system members. The primary focus is on the effect of alternative improvements on the tower structure. 13. The tall single-story wings to North and South of the main tower are modeled using semi- rigid wing roof diaphragms and reduced wall shear stiffness to maximize the amount of roof and attached wall mass generating tower seismic demands. No modifications to existing wing structural elements and connections are proposed, since seismic demands at Target Performance 'c' and 'd' are modest. 14. Existing structural framing in the vicinity of viscous diagonal dampers will be reviewed for damper-generated forces and strengthened where necessary. Damper forces used in these checks will reflect velocities 200% of those used in the nonlinear analysis per ASCE 41-13 and damper coefficient variability based on damper vendor experience rather'than generic values in ASCE 41-13. 6 of 234 Thornton Tomasetti PROJECT 888 N Main St Santa Ana SUBJECT ASCE41-13 Alternative Methods Summar, PROJECT NO S18003.00 REVIEWER LJ/CS/JP DATE 8/13/2018 CODE REFERENCE TOPIC RESPONSE 2.2 2.2.3 From Table C2-2, Target Building Perofrmance Levels 'c' and 'd' apply to the tower concrete Performance Objective frame building structure. These levels correspond to Limited Objectives of Life Safety and Collapse Prevention at the 50%/50 year Seismic Hazard Level. The code lists four stipulations when achieving the Limited Performance Objective. The first thref Limited Performance Objectives of which are satisfied and the final will be confirmed during the on-going connection design. Target Building Performance At the 50%/50year mean recurrence interval (MRI) event, the Collapse Prevention (S-5) and Life 2.3 Levels Safety (S-3) Levels will be achieved. See Table C2-4 for Concrete frames. 2.42.2 3.2.1 3.2.2 Ground Motion Acceleration Histories Building Type Building Configuration Evaluation of the existing structure is being conducted with four separate acceleration histones (each with two horizontal components). spectrally matched to a site-specific 72yr (50%/50yr) MR Response Spectrum. See Wood PLC geotechnical report 225yr MRI acceleration histories are used only to confirm dampers and their connections can sustain greater-than-72yr event demands. Cl Classification - Concrete Moment Frames The tower floor geometry is regular at all levels. Continuous concrete diaphragms are integrated with penmeter moment frames with few obstructions or irregularities 4.4 Tier 1 Checklist Referencing the checklist for Cl Concrete Moment frames in 16.9LS in high seismicity, certain applicable items are addressed below: Redundancy: entire perimeter moment frame system contributes to lateral resistance. Column Axial Stress Check Under the Tier 3 Nonlinear Time History Analysis, moment frame columns will be assessed under axial and fiexural combined stresses to determine adequacy. Likwise, column shear stress will be evaluated. Captive Columns. Because all perimeter columns are captured to an extent by a penmeter concrete infill panel, no irregularly captured columns are present. The effect of capture is renecte in beam modeling and use of 50% rigid offsets. Column/Beam Bar Splices: From field testing at Level 1, column splice extents appear to follow column compression splice practice of the 1960s. Flexural demands are well below yield so this is not a concern. Column Tie Spacing Field testing of multiple columns at multiple floors shows ties typically at 18 or doser. Shear capacity is checked using the ASCE 41-13 formula. At those columns receiving damper connections, Fiber-Reinforced Polymer (FRP) wrap will provide additional column confinement and shear capacity from ground floor to underside of L3 spandrel beams to address possible increased column stiffness from the connections Diaphragm Continuity: Visibly satisfied as mentioned above. Wing Buildings: GPR scanning detected vertical and horizontal reinforcement in the wing end walls. Tapered wing girder ends have bolted connections to the wing end walls and tower columns. The Tier 1 checklist is used to help Identify structural deficiencies in existing buildings Considering this structure's limited performance objective, the pnmary components of interest art the tower moment frame columns; MF beams will be checked to not control due to much greater effective depth. Therefore this building performance will be evaluated at a Tier 3 level for adequacy of penmeter moment frame columns 54 54.22 5.52.1 Once deficiencies are identified in a Tier 1 screening, they are specifically addressed in Tier 2. In the case of this project, the design team recognizes that the following potential deficiencies are k Tier 2 Deficiency-Based Evaluation be evaluated within the eventual Tier 3 analysis: tower perimeter Ll -L3 column moment and shear capacity, tower perimeter L3 through roof column moment and shear capacity Soft Story Irregulanty The nearly-double height moment frame columns extending from the ground floor the Level 3 introduce a stiffness discontinuity which tends to form a soft story The pnmary retrofit measure c introducing strategically-positioned viscous diagonal dampers aims to mitigate this primary deficiency. As mentioned above, no significant irregulanties are present in this predominantly symmetric, continuous structure. General checks to be carried out for moment frames indude drifts and axial stress (in conjundior with flexural). Deep perimeter moment frame beams combined with a thinner concrete infill panel General Moment Frame Checks preclude this system from obeying the traditional strong column-weak beam framing proportions. Thus, as noted in C5.5.2.1.5, additional column shear capadty studies will be performed via the Tier 3 Nonlinear time history analyses. 7 of 234 5.5.2.3 6.2 7.2 Specific checks pertaining to Concrete moment frames: No Shear Failures - per C5.5.2.3.4, members that cannot develop the flexural capacity in shear shall be checked for adequacy against calculated shear demands. For columns, the shear capacity is dependent upon the level Concrete Moment Frame Checks of axial stress and therefore will be evaluated for all pettinent load combinations to determine the most cntical. Bar splices - not considered critical as 50%/50yr axial-flexural demand/capadty is typically well below 1 0 and likely bar splice locations at Levels 3 up are at the elevations of infill r,anels 'mnt:irinrl' cnlijmns a low flexural demand lor.ation In the absence of structural drawings or spedfications, data is based on results of on-site investigations induding targeted destructive and nondestructive testing of building materials and components Architectural drawings show key member profiles consistent with field measurements. The field testing program indudes an overall visual condition survey, strength testing small-diameter concrete cores extracted from columns and beams, Ground Penetrating Data Collection Requirements Radar (GPR) scans of concrete faces for rebar below the surface, and hardness tests of exposec rebar to establish the proper grades. Considering the regular pattern of the perimeter moment frame and the main focus on evaluating lower level framing members, we consider the concrete tests and GPR scans at multiple column lines on multiple floors achieve a 'Comprehensive' Level of Knowledge. We apply the associated knowledge factor, kappa, of 1.0 This is in line with the provision of 6.2 2 point #2. Nonlinear Response History Analysis is the principal approach, with Linear Response Spectrum General Analysis Requirements Analysis (RSA) modified for assumed total damping per 7.2.3.6 as another form of validation 7.2.3.2 Torsion The lateral system surrounds the tower, so shifting the center of mass in the computer models to account for accidentally eccentricity will not significantly affect member demands. For one sampl set of acceleration history records, demands change approximately 5%, in line with expectations In addition, for members acting below yield at 72yr MRI accidental eccentridty from unevenly distributed seismic damage is not an issue. For these reasons accidental eccentricity is not built into every computer run. Table 7-1 Required Number of Ground Motions When using 3 ground motions for a Limited Performance Objective structure, the maximum values denved from the set shall be used. We run 4 ground motions and still use the maximum values found. The capacity of force controlled members such as columns under axial load is the product of kappa and the lower-bound strength. The lower-bound strength, Qd, is defined as the meanCalculation of Component Action minus one standard deviation of the tested concrete compressive strength. For rebar, nominalTable 7-7 Capacity Nonlinear Procedures yield value for the grade indicated by Brinell hardness testing is used since the grade is already determined conservatively Field testing of concrete compressive strength and steel reinforcement yield and ultimate Concrete Material Proprerties strengths for grades indicated by field hardness testing of rebar exposed by chipping. Bar samplf extraction for tension testing is not planned as nominal steel grades are conservatively applied. 1022.1 10.2.2.2 Concrete Component Properties Several site walks were conducted to address the points listed. The coefficient of vanation for field test results concerning concrete compressive tests is well below 20% Concrete test frequency, column/beam GPR scanning frequency, and visual 10.22.4.2 Comprehensive Data Collection condition survey extent are consistent with a comprehensive collection program for the perimeter moment frames. Table 10-5 Effective Stiffness Values Column Flexural Rigidity is directly proportional to the level of design gravity loads sustained. Fot perimeter mpment frame columns, this was found to be beneath the 0.1Agfc threshold in nearly all instances. Therefore, a 0.3Eclg stiffness modifier is applied to the analysis model. Although nonprestressed beams are permitted to use the same 0.3Eclg modifier, the design team recognizes that the deep beam/infill panel assembly is unlikely to experience that level of crackin so a 0 7Eclg factor is applied to beams. The resulting periods for the lowest modes are similar to the default upper limit on period in ASCE 41, supporting this approach. 103.2.3 Force-Controlled Actions Procedures outlined in ASCE41-13 and ACI 318 are permitted to calculate member design strengths except that the strength reduction factor, 0, shall equal 1.0. Fig. 10-2 Beam-Column Joint Modeling Isolated partial-elevation analysis models wth detailed finite elements of beams and infill panels are used to establish the locations, percentages and lengths of rigid offsets at single-line momen frame beams in the main model for equivalent lateral stiffness Behavior is bracketed by indudin column capture above the floor in most models, the 'default' condition, and minimizing it in other models. Because reduced column capture effects lengthen modal penods, the influence on demands is relatively minor. 10.3.4 Shear and Torsion "Where the longitudinal spadng of transverse reinforcement exceeds half the componenet effective depth measured in the direction of shear, transverse reinforcement shall be assumed n( more than 50% effective in resisting shear or torsion." Spacing of column ties was found to be between d/2 and d, where d is the effective depth measured in the direction of shear. This minor shear resistance contribution is included in calculations. 10.4.2.3 Strength of Moment Frames Column shear strength is a function of the axial, shear, and moment demands under a given loac combination The most critical permutation, typically assuming the smallest column compression value found, is being used to establish the governing concrete column shear capacities. The degree of conservatism in this approach is being studied separately, based on the probability of maximum shear and minimum axial compression occurnng simultaneously. 8 of 234 14.3.1 Energy Diss,pation Systems - General Requirements For this alternative seismic upgrade, a Limited Performance Objectives of Life Safety and Collapse Prevention under 50%/50yr demands apply. Multiple analysis runs indicate that the damping devices have reserve capacity to address events well beyond the target 50%/50 year demands The pnmary Identified deficiency Is the performance of the lowest level of columns ' between Ll-L3. On this story alone, eight energy dissipation devices are in each prinapal direction of the buildings with four located on each side of the center of stiffness of the lowest story Reserve capacity as required in point 14.31 1, having velocity dependent devices capable of sustaining the force and displacement associated with 200% of the maximum calculated velocity for that device at the 50%/50yr level, is satisfied: For an exponent a of 0 3, if velodty increases by a factor of 2, damper force increases by 2'0.3 or 1.23. Maximum damper force of 367k found at 50%/50yr increased by 1 23 is 452k, still well within manufacturefs stated ultimate capacity. Connections are designed for 500k damper force to provide an additional margin. 1432.4 Intended manufacturer tests each damper before shipping to maintain dose tolerances on damper design properties Code recommendations consider a damping value range from Upper- and Lower-Bound Design 1.15'nominal design property to 0 85'nominal destgn property. Runs used to determine and Analysis Properties acceptance based on 0 85,1.0 and 1.15 times nominal design damping properties compare results at Level 1-3 and Level 3-4 columns, finding only small changes in DCR values and somewhat larger changes in damper forces. Thornton Tomasetti 9 of 234 h I.....VAVA/,4 A ETABS ANALYSIS SUMMARY: - COLUMN AXIAL-BIAXIAL BENDING DEMAND-CAPACITY RATIOS - COLUMN SHEAR DEMAND-CAPACITY RATIOS - MAXIMUM DAMPER AXIAL FORCE - LEVEL 3 DRIFTS - PERIMETER MOMENT FRAME BEAM FLEXURAL CAPACITY - EXPECTED ORIGINAL FOUNDATION DEMANDS FROM UBC 1961 Thornton Tomasetti 10 of 234 BASE SHEAR COMPARISON TIME HISTORIES AND RESPONSE SPECTRA TABLE: Base Reactions - Time Histories TABLE: Base Reactions -Response Spectra Load Case/Combo FX FY %/5Oyr Load Case/Combo FX FY %/50,r kip kip kip kip GROUND MOTION #1 -CHRISTCHURCH 2011 GROUND MOTION #2 -DARFIELD 2010 GROUND MOTION #3 - KOCAEL/ 1999 GROUND MOTION #4 -NORTHRIDGE 1994 72yrTH CC Max 1922 72yrTH CC Min -1732 72yrTH DA Max 1868 72yrTH DA Min -2028 72yrTH KO Max 2170 72yrTH KO Min -2049 72yrTH NR Max 2124 72yrTH NR Min -1933 2001 50 RSx(MRI 72 yr/15% Damped)2179 3 50 -1732 50 RSY (MRI 72 yr/15% Damped) 3 2227 50 1981 50 RSx (MRI 100 yr/15% Damped)2433 3 39 -1989 50 RSy (MRI 100 yr/15% Damped} 4 2488 39 2216 50 RSx(MRI 100 yr/5% Damped}3266 9 39 -2085 50 RSy <MRI 100 yr/5% Damped) 12 3335 39 2074 50 -1935 50 100yrTH CC Max 2473 2536 39 100yrTH CC Min -2003 -2270 39 100yrTH DA Max 2041 2033 39 100yrTH DA Min -2300 -2340 39 100yrTH KO Max 2421 2477 39 100yrTH KO Min -2411 -2426 39 100yrTH N R Ma x 2083 2018 39 100yrTH NRMin -1990 -2134 39 225yrTH CC Max 2852 2888 20 225yrTH CC Min -2782 -2818 20 225yrTH DA Max 2826 3206 20 225yrTH DA Min -3060 -3081 20 225yrTH KO Max 3305 3387 20 225yrTH KO Min -2949 -2939 20 225yrTH NR Max 3292 3278 20 225yrTH NR Min -2579 -2588 20 1 Thornton Tomasetti 11 of 234 1..................1 1..................1 A _ 25X21 TRAPEZOIDAL (7) #8 VERT (1% MIN) 3365 PSI v ASSUMED 1 GRANSITION POINT \1 Iti cti ct]It] ct] ct] cti cin > 14 25X21 TRAPEZOIDAL (7) #9 VERT 3365 PSI 24X24 (16) #11 VERT 3365 PSI ch]CE]CL][12][Itcbcbct][fi NORTH ELEVATION SOUTH SIMILAR PERIMETER COLUMN CROSS-SECTIONS FROM SITE TEST REPORTS U.O.N. WEST ELEVATION EAST SIMILAR n 0212?N 0.517 0.341 0.282 0.273 0.341 0.297 0.219 0.130 0.318 0.522 0.369 0.351 0.310 0.349 0.317 0.238 0.1708 11--N 0.428 0.358 0.289 0.277 0.260 0.330 0.316 0.236 0.145 Z 1 0.300 0.336 0.354 0.354 0.319 0.346 0.312 0.245 0.156 1-1 0 0 0.400 0.357 0.299 0.278 0.261 0.330 0.316 0.247 0.154 = .-0.324 0.347 0.353 0.356 0.321 0.343 0.311 0.248 0.165 n 8 W 0.406 0.348 0.299 0.275 0.263 0.331 0.319 0.250 0.161 -1 0.321 0.352 0.345 0.354 0.321 0.340 0.311 0.251 0.172 4 0.402 0.358 0.301 0.279 0.265 0.331 0.323 0.257 0.170 6-0.324 0.348 0.347 0.353 0.320 0.337 0.310 0.252 0.171 *t B N 0.393 0.355 0.301 0.281 0.266 0.329 0.323 0.259 0.177 ,0.342 0.351 0.346 0.348 0.315 0.328 0.301 0.244 0.167 0.383 0.353 0.299 0.283 0.264 0.324 0.317 0.255 0.172 I 0.341 0.353 0.340 0.336 0.302 0.312 0.282 0.237 0.158 31 0 4 0.379 0.357 0.298 0.281 0.261 0.313 0.309 0.248 0.167 U)0.348 0.344 0.334 0.323 0.284 0.286 0.274 0.229 0.146 71 0 0.395 0.353 0.299 0.279 0.256 0.301 0.297 0.237 0.157 1 0.335 0.353 0.334 0.315 0.272 0.279 0.268 0.222 0.132 r- 8 4 0.390 0.343 0.291 0.270 0.252 0.290 0.288 0.228 0.148 43 0.339 0.368 0.326 0.301 0.256 0.272 0.258 0.205 0.119 013 4 0.366 0.566 0.340 0.276 0.244 0.283 0.296 0.252 0.173 * 8 0.488 0.353 0.274 0.238 0.264 0.239 0.189 0.1330.358 0.ON 0.530 0.370 0.361 0.330 0.321 0.310 0.269 0.182 - 41 8 32N 0.566 0.352 0.328 0.282 0.291 0.264 0.228 0.165 0.425 0.422 0.382 0.368 0.325 0 324 0.298 0.233 0.145 0.366 0.358 0.318 0.324 0.289 0.291 0 253 0.222 0.149 CD * 0.406 0.428 0.403 0.391 0.345 0.350 0.320 0.251 0.161 L X 00 Â«0.369 0.368 0.312 0.322 0.289 0.291 0.256 0.221 0.151 0.419 0.452 0.427 0.418 0.368 0.376 0.350 0.277 0.184 f 0.368 0.310 0.320 0.291 0.288 0.260 0.223 0.155 90 .0.353 0.418 0.444 0.434 0.431 0.382 0.400 0.371 0.296 0.203 9 0 Â«0.356 0.367 0.314 0.319 0.291 0.290 0.262 0.225 0.159 0.408 0.456 0.442 0.438 0.389 0.412 0.382 0.304 0.214 0.367 0.367 0.314 0.316 0.288 0.287 0.261 0.222 0.15689 . 0.395 0.462 0.444 0.439 0.390 0.416 0.385 0.306 0.210 '0.377 0.369 0.314 0.310 0.279 0.277 0.257 0.214 0.150 0 B I 0.385 0.443 0.441 0.438 0.391 0.417 0.384 0.304 O.200 22 0.382 0.361 0.312 0.303 0.270 0.261 0.252 0.201 0.140Se . 0.389 0.484 0.457 0.449 0.395 0.423 0.388 0.299 0.185 171 0.378 0.368 0.311 0.298 0.260 0.259 0.245 0 200 0.138 1- B . 0.368 0.508 0.481 0.461 0.391 0.420 0.376 0.281 0.162 0.416 0.378 0.301 0.285 0.246 0.255 0.242 0.196 0.134 Z. M B . O 0.439 0.814 0.578 0.479 0.356 0.388 0.330 0.228 0.134 -4 0.518 0.337 0.267 0.224 0.258 0.239 0.202 0.148 600.369 B Â« L-. x - -X â€¢ . . LEMOOmt=(Odo mococbm000Omm GROUND MOTION #3 - KOCAEL/ 1999 GROUND MOTION #4 - NORTHRIDGE 1994 WEST ELEVATION SNI 1 12 of 234 1 Thornton TomasettiARMAll AVIAI OIAVIAI Cl CVIIDC RAAVIhill Ihil nt'D DATIAB| 7,YR CCOO/.MOYR | 222ON 0519 0.320 0.309 0.283 0.332 0.288 0,198 0.141 0.351N 0.544 0.352 0.337 0.318 0.352 0.342 0.289 0.196 0.342 ) 3 3 3 3 3 3 0 8 8 0 8 B ..9.2g3N 0.691 0.535 0.425 0.300 0.286 0.256 0.235 0.158 0.387 0343 0.290 0.281 0.262 0.331 0.313 0 237 0 136 Zr 0.387 0.439 0.413 0.387 0.320 0.326 0.276 0.210 0.128 0.381 0.355 0.300 0.280 0.264 0.329 0.317 0.247 0.152 2.0.381 0.355 0.356 0.356 0.313 0.335 0.290 0.224 0.137 0.399 0.353 0.300 0.276 0.264 0.329 0.318 0.250 0.162 2 +0.399 0.346 0.341 0.347 0.310 0.326 0.291 0.231 0.150 0.400 0.356 0.301 0.279 0.264 0.329 0.321 0.256 0.171 -0.400 0.356 0.342 0.348 0.313 0.326 0.294 0.238 0.161 0.392 0.352 0.299 0.280 0.263 0 329 0.323 0.259 0.177 i 0.392 0.352 0.345 0.350 0.317 0.330 0.302 0.243 0.167 0.379 0.347 0.297 0.278 0.261 0.326 0.319 0.256 0.173 /0.379 0.356 0.347 0.352 0.320 0.335 0.309 0.249 0.175 0.367 0.341 0.294 0.276 0.257 0.316 0.307 0.247 0.175 V)0.367 0.348 0.349 0.353 0.320 0.338 0.314 0.255 0.182 0.366 0.359 0.294 0.274 0.255 0.302 0.290 0.245 0.172 3-0.366 0.355 0.345 0.348 0.318 0.340 0.317 0.257 0.184 0.355 0.384 0.301 0.264 0.252 0.289 0.285 0 239 0.164 2'0.343 0.342 0 336 0.346 0.319 0.343 0.317 0.255 0.178 0.605 0.361 0.284 0.246 0.276 0.281 0.248 0.183 0.543 0.336 0.349 0.326 0.347 0.322 0.257 0.187 0.382 N 0 382 0.413N 0.677 0.420 0.345 0,249 0.269 0.242 0.179 0.133 0.430 0 423 0.381 0.363 0.319 0.345 0.326 0.257 0.166 0 0.349 0.450 0.330 0.325 0.277 0.264 0.242 0.189 0.117 0.406 0.426 0.399 0.386 0.341 0.362 0.339 0.269 0.178 Z 0.337 0.375 0.311 0.317 0.285 0.285 0.242 0.194 0.123 0.417 0.448 0.425 0.416 0.366 0.385 0.360 0.287 0.197 S 0.345 0.353 0.303 0.316 0.286 0.286 0.246 0.199 0.132 0.414 0.441 0.434 0.430 0.382 0.404 0.376 0.301 0.210 x 0.354 0.361 0.310 0.316 0.288 0.284 0.253 0.210 0.145 0.405 0.454 0.441 0.437 0.388 0.412 0.382 0.305 0.213 0.369 0.366 0.313 0.316 0.289 0.283 0.260 0.218 0.154 0.392 0.462 0.444 0.438 0.388 0.413 0.382 0.304 0.205 '0.377 0.370 0.315 0.314 0.287 0.279 0.262 0.226 0.163 0.384 0.443 0.443 0.439 0.391 0.415 0.383 0.301 0.192 1 0.376 0.369 0.313 0.311 0.280 0.273 0.261 0.232 0.171 1! 0 0.391 0.481 0.458 0.450 0.395 0.425 0.390 0.296 0.175 Frl 0.357 0.368 0.313 0.304 0.272 0.267 0.261 0.237 0.175 C 0.369 0.496 0.480 0.461 0.394 0.430 0.377 0.273 0.146 0.359 0.364 0.304 0.293 0.263 0.268 0.263 0.236 0.170 Z 90.777 0.554 0.470 0.383 0.406 0.319 0.229 0.153 0 0.326 0.495 0.291 0.287 0.265 0.286 0.254 0.233 0.180 L-x- -, XI -T V T ct][bod]2][Z][bd][bd][b M[b[Ma][00[D[i]CD[DO] GROUND MOTION #3 - KOCAEL/ 1999 GROUND MOTION #4 - NORTHRIDGE 1994 EAST ELEVATION INS| 1 13 of 234 Thornton TomasettiMIWI'll AVIAI BIAVIAI rl /Vllat liAVIn,IllRII r,/40 DATIAB 7,VACCRO/./COYA) JO 0.3180.453 -N 0.617 0.456 0.372 0.325 0.342 0.323 0.269 0.167 O 0 *--> N 0.506 0.437 0.416 0.379 0.380 0.298 0.246 0.203 0.430 Z 0.331 0.324 0.399 0.417 0.395 0.413 0.316 0.258 0.1950.384 0.385 0.360 0.333 0.370 0.316 0 289 0.202 U B Â¥ S 0.393 0.314 0.332 0.386 0.406 0.390 0.402 0.308 0.277 0.2190.383 0.366 0.351 0.333 0.366 0.314 0.280 0.206 98 0.382 0.394 0.352 0.343 0.327 0.356 0.308 0.275 0.206 0 n 0.317 0.342 0.371 0.396 0.379 0.394 0.308 0.285 0.223 ZEI 0.375 0.396 0348 0.339 0.327 0.354 0 312 0.278 0.216 E 0 0.316 0.343 0.364 0.389 0.374 0.383 0.299 0.282 0.221 0.394 0.388 0.348 0.333 0.325 0.351 0.314 0.282 0.221 * 0 0.335 0.349 0.360 0.376 0.364 0.367 0.287 0.274 0.210 0.381 0.382 0.347 0.333 0.324 0.348 0.313 0.282 0.220 0.322 0.342 0.353 0.361 0.349 0.349 0.278 0.264 0.191 ED Â· 0.383 0.382 0.345 0 332 0.318 0.340 0.304 0 273 0.215 0.338 0.320 0.342 0.345 0.323 0.321 0.278 0.263 0.183 Â£ 6 * 0.393 0.402 0.362 0.336 0.303 0.346 0.300 0.257 0.195 X]0.351 0.364 0.339 0.323 0.297 0.289 0.280 0.256 0.171 00 0.390 0.628 0.418 0.351 0.309 0.342 0.288 0.264 0.209 re 0.342 0.596 0.479 0.394 0.297 0.300 0.260 0.210 0.140 0B t 0.410 -N 0.591 0.437 0.421 0.413 0.445 0.336 0.288 0.210 O 8 -N 0.397 0.594 0.418 0.362 0.297 0.294 0.279 0.223 0.155 0.405 0.449 0.426 0.438 0.420 0.413 0.327 0.277 0.186 0 0.388 0.383 0.374 0.362 0.315 0.308 0.265 0.225 0.152 C B Â¥ 0.379 0.467 0.462 0.475 0.448 0.439 0.336 0.286 0.206 0 8 0.359 0.398 0.358 0.349 0.311 0.305 0.273 0.225 0.164 0.375 0.480 0.489 0.503 0.473 0.472 0.367 0.315 0.230 9 8 4 0.368 0.383 0.344 0.342 0.307 0.298 0.275 0.226 0.166 0.370 0.483 0.504 0.519 0.490 0.494 0.386 0.330 0.248 U 0.366 0.381 0.348 0.337 0.304 0.293 0.270 0.223 0.163 ZB 4 0.387 0.516 0.515 0.530 0.501 0.506 0.394 0.339 0.249 10 0.360 0.394 0.352 0.330 0.299 0.290 0.261 0.218 0.156 0 4 0.371 0.496 0.508 0.532 0.503 0.517 0.396 0.337 0.235 0.375 0.388 0.342 0.326 0.292 0.285 0.253 0.208 0.144 0.360 0.507 0.523 0.543 0.512 0.541 0.408 0 336 0.228 0.403 0.363 0.345 0.316 0.281 0.285 0.250 0.202 0.136 8 4 0 0.373 0.643 0.612 0.596 0.539 0.543 0.405 0.329 0.214 0 0.431 0.408 0.376 0.326 0.278 0.284 0.249 0.197 0.123 Z. 0N 0.371 0.974 0.738 0.643 0.517 0.461 0.364 0.279 0.184 -0.453 0.668 0.455 0.361 0.276 0.263 0.220 0.172 0.129 0 6 4 5 4 Y - . >1 Y â€¢ r [i} CM ciz m cm m cn Ciz CO It] CD=Ct]Ctlcile]U[t][i] Im GROUND MOTION #3 - KOCAEL/ 1999 GROUND MOTION #4 - NORTHRIDGE 1994 NORTH ELEVATION INS I 1 Thornton Tomasetti 14 of 234 I C,Kil A VI A I B I A VI A I /1 CVI I C, C U A VIRRI IRII nr D D A TIne 7?YR 1500/./COYRI 8 Y 0.32(N 0.637 0.432 0.393 0.348 0.365 0.317 0.261 0.168 P<0.652 0.577 0.496 0.388 0.331 0.239 0.245 0.192 0.403 0.385 0.375 0.360 0.339 0.371 0.324 0 280 0.198 88 0.369 0.383 0.435 0.435 0.394 0.400 0.279 0.227 0.164 2 i 0.408 0.407 0.349 0341 0.325 0.356 0.309 0.272 0.200 6 0.363 0.314 0.366 0.391 0.373 0.394 0.292 0.245 0.185 -1 8 . 0.399 0.393 0.341 0.335 0.322 0.349 0.306 0.272 0.200 U 0.344 0.341 0.358 0.382 0.367 0.377 0.284 0.265 0.200 ze â€¢ 0.380 0.391 0.346 0.336 0.322 0.347 0.308 0.276 0.210 2 0.321 0.340 0.364 0.386 0.369 0.379 0.292 0.273 0.209 1 El â€¢ 0.393 0.389 0 345 0.329 0.318 0.341 0.306 0.281 0.220 Â¥0 K 0.335 0.339 0.361 0.386 0.373 0.383 0.300 0.274 0.210 X 0 g C') 2 O tg C I m r m -1 5 1 ZO 0 -1 0 Z 0 4 0375 0.363 0.374 0.382 0.439 -N 0.439 0.422 0.402 0.378 0.389 0.377 0 341 0.325 0.310 0.333 0.303 0.284 0.221 0.377 0.335 0315 0.294 0.325 0.291 0.276 0.217 0.452 0.379 0.336 0.293 0.336 0.282 0.258 0.195 0.740 0.487 0.373 0.302 0.326 0.284 0.255 0.209 0.636 0.465 0.409 0.392 0.423 0.342 0.304 0.222 0.461 0.416 0.428 0.411 0.404 0.326 0 280 0.197 0.475 0.458 0.475 0.445 0.436 0.350 0.301 0.221 0.470 0.479 0.498 0.468 0.468 0.371 0.320 0.235 0.478 0.493 0.510 0.482 0.487 0.383 0.329 0.245 0.512 0.508 0.521 0.493 0.497 0.386 0.332 0.241 0.320 0 4 0.341 0 . 0.352 8 â€¢ 0.366 0 . 0.369 0 -N 0.387 B W 0.380 8 . 0.368 0 4 0.355 8 . 0.359 0 4 0.331 0.362 0 388 0.375 0.384 0.305 0.271 0.201 0.325 0.363 0.385 0.370 0.378 0.303 0.270 0.203 0.327 0.345 0.367 0.357 0.366 0.300 0.287 0.207 0.506 0.325 0.345 0.345 0.375 0.342 0.291 0.183 0.738 0.496 0.401 0.301 0.263 0.233 0.190 0.142 0.455 0.384 0.362 0.312 0.296 0.240 0.193 0.129 0 370 0.343 0.338 0.303 0.293 0.232 0.192 0.142 0.376 0.338 0.334 0.300 0.289 0.246 0.209 0.153 0.378 0.339 0.335 0.302 0.290 0.251 0.216 0,156 0.383 0.340 0.332 0.301 0.293 0.257 0.221 0.157 0.371 0.502 0.506 0.526 0.498 0.503 0.387 0.328 0.226 E 8 0.359 0.377 0.339 0.329 0.297 0.291 0.263 0.230 0.168 0.353 0.497 0.510 0 535 0.506 0.529 0.402 0 329 0.217 -1 0.368 0.391 0.337 0.321 0.284 0.286 0.266 0.231 0.172 4 0.357 0.579 0.576 0.575 0 526 0.537 0.402 0.321 0.202 U 0.361 0.385 0.364 0.321 0.275 0.303 0.275 0.223 0.159 M 0 4 0.342 0.901 0.670 0.603 0.506 0.472 0.357 0 267 0.201 --400 4 0.326 0.646 0.423 0.328 0.289 0.317 0.284 0.220 0.164 1 ............... Thornton Tomasetti 15 of 234 PMM AXIAL-BIAXIAL FLEXURE MAXIMUM DCR RATIOS I 72YR (50%/50YR) |GROUND MOTIONS Dampers acting at design parameters, fc=3365psi (mean - 1std dev), Grade 60 Vertical Bars,phi=1.0 (per ASCE41) m .-3 /13 r.1 C222 (16 C222 C245 C245 C245 C245 C245 C245 C245 C245C222C 16 C222 Cll5 Cll5 Cll5 Cll5 Cll5 Cll5 Cll5 Cll5 %1,u C45 C57 C45 C236 C236 C236 C236 C236 C236 C236 C236 C34 -; C136 04 04 C 1 1 4 C 1 1 4 C 1 1 4 0 1 1 4 C 1 1 4 C 1 1 4 C 1 1 4 C 1 1 4 X 7 u (46 C58 C46 C237 C237 C237 C237 C237 C237 C237 C237 C33 C 135 C33 C33 Cll3 C 113 C 113 Cll3 Cll3 Cll3 Cll3 C 113 C47 C63 C47 .C238 C238 C238 C238 C238 C238 C238 C238 C32 C 134 C32 C32 Cll2 Cll2 Cll2 Cll2 Cll2 Cll2 Cll2 Cll2 C48 C65 C48 C239 C239 C239 C239 C239 C239 C239 C239 C31 0133 (31 C31 Clol Clol clol c 101 clol Clol c 101 c1O1 111 n E U 049 C66 C49 C240 C24o C240 C240 C240 C240 C240 C240 C50 C68 C50 C241 C241 C241 C241 C241 C241 C241 C241 C30 C 132 C30 C30 C35 C35 C35 C35 C35 C35 C35 C35 < 8 --+-- C29 C 131 c29 C29 Cll Cll Cll Cll C 1I Cll Cll Cll Q c51 C69 C51 C242 C242 C242 C242 C242 C242 C242 C242 0 C52 I C71 C52 C243 C243 C243 C243 C243 C243 C243 C243C28C 130 C28 C28 Clo Clo Clo Clo Clo Clo Clo Clo Â·f : Â·r C27 C 129 C27 C27 C9 C9 C9 C9 C9 C9 C9 C9 C53 C72 C53 C244 C244 C244 C244 C244 C244 C244 C244 C246 C246 C246 C246 C246 C246 C246 C246 C221 C 13 (221 C7 C7 C7 C7 C7 C7 C7 C7 u C226 C26 C226 < -1 &8 0 @ Â· 1 M C226' C26 C226 C 172 C 172 C 172 C172 C172 C 172 C 172 C172 C221 C 11 1.1 C221 C220 C220 C220 C220 C220 C220 C220 C22010 U Cl C91 Cl C191 C191 C 191 C 191 C191 C 191 C191 C191 C73 4 C144 cn C73 C171 C 171 C 171 C171 C171 C 171 C171 C171 X u (17 f (92 C17 C192 C192 C 192 C 192 C192 C 192 C192 C 192 C70 (143 (70 C70 C 170 C170 C 170 C170 C 170 C 170 C170 C170 m .Ill u C93 C 18 C 193 C193 C193 C193 C 193 C 193 C193 C 193C 18 C67 C142 C67 C67 C 169 C 169 C 169 C169 C 169 C 169 C 169 C 169 Zi u 019 C94 C 19 C202 C202 C202 C202 C202 C202 C202 C202 - C64 C 141 CY C64 C 168 C 168 C 168 C168 C 168 C 168 C168 C168 C20 C95 C20 C203 C203 C203 C203 C203 C203 C203 C203 C15 (140 cir, C15 C 167 C 167 C 167 C167 C 167 C167 C 167 C 167 c- C21 C96 C21 C212 C212 C212 C212 C212 C212 C212 C212 C12 C 139 C 12 C 12 C128 C128 C 128 C128 C128 C128 C 128 C128 ORr -7 - C22 C97 C22 C217 C217 C217 C217 C217 C217 C217 C217 C8 C138 C8 C8 C127 C127 C127 C127 C 127 C127 C 127 C127 0 --823 C98 C23 C218 C218 C218 C218 C218 C218 C218 C218 C5 C 137 C5 C5 C126 C 126 C 126 C126 C 126 C 126 C 126 C 126 8 (2-4 -89 -C24 C219 C219 C219 C219 C219 C219 C219 C219 n C225 C14 C225 C125 C 125 C 125 C125 C125 C 125 C 125 C125 1u 0225 C 14 C225 C223 C223 C223 C223 C223 C223 C223 C223 Basement CJ CJ CJ CJ C] CJ CJ CJ CJ CJ EJ CJ [] C3 NORTH ELEVATION SOUTH ELEVATION Thornton Tomasetti 16 of 234 1 ETABS COLUMN IDsTop of ParapetRoof Thornton Tomasetti NOTES FOLLOW 17 of 234 TABULATED RESULTS UPPER AND LOWER BOUND DAMPER ANALYSIS1 COLUMN PMM DCRs, GROUND LEVEL - LEVEL 32 LOWER-BOUND MODEL (A=0.85)NOMINAL MODEL (A=1.0)UPPER-BOUND MODEL (A=l. 15) Ll-L3 Column Label Max PMM DCR Ll-L3 Column Label Max PMM DCR Ll-L3 Column Label Max PMM DCR C13 0.456 C13 0.453 C13 0.451 C129 0.44 C129 0.431 C129 0.423 C130 0.413 C130 0.403 C130 0.393 C131 0.397 C131 0.381 C131 0.365 r I C132 0.409 # C132 0.394 A C132 0.379 C M O C133 0.395 0 C133 0.375 0 C133 0.357 Z Z Z C134 0.401 C134 0.382 C134 0.365 C135 0.411 C135 0.393 C135 0.375 C136 0.445 C136 0.43 C136 0.415 C16 0.463 C16 0.453 C16 0.447 C14 0.397 C14 0.382 C14 0.388 C137 0.391 C137 0.374 C137 0.375 C138 0.384 C138 0.368 C138 0.358 C139 0.392 C139 0.375 C139 0.359 III 6140 0.408 C140 0.393 C140 0.3793 5 J 0 C141 0.401 0 C141 0.38 C141 0.363 C142 0.421 C142 0.402 C142 0.385 C143 0.44 C143 0.422 C143 0.409 C144 0.457 C144 0.439 C144 0.424 C26 0.457 C26 ,0.439 C26 0.426 C91 0.453 C91 0.43 C91 0.409 C92 0.431 C92 0.406 C92 0.385 C93 0.437 C93 0.417 C93 0.4 C94 0.434 C94 0.414 C94 0.397 EC950.426 C95 0.405 C95 0.386 C96 0.415 C96 0.392 C96 0.372 C97 0.408 C97 0.384 C97 0.364 C98 0.41 C98 0.391 C98 0.374 C99 0.391 C99 0.369 C99 0.352 C57 0.448 C57 0.428 C57 0.413 C58 0.43 C58 0.406 C58 0.386 C63 0.439 C63 0.419 C63 0.403 C65 0.437 C65 0.418 C65 0.401 5;tA 5; LU C66 0.429 lu C66 0.408 C66 0.39 3 2 C68 0.417 C68 0.395 C68 0.375 C69 0.409 C69 0.385 C69 0.366 C71 0.408 C71 0.395 C71 0.381 C72 0.43 C72 0.416 C72 0.403 Average 0.42 Average 0.40 Average 0.39 Standard Deviation 0.02 Standard Deviation 0.02 Standard Deviation 0.02 1 ................. Thornton Tomasetti UPPER AND LOWER BOUND DAMPER ANALYSIS1 COLUMN PMM DCRs, LEVEL 3 - LEVEL 42 18 of 234 NOTES FOLLOW TABULATED RESULTS LOWER-BOUND MODEL (A=0.85) l3-L4 Column Label Max PMM DCR C7 0.957 C9 0.633 Clo 0.504 Cll 0.489 : C35 0.507 i Clol 0.478 C112 0.475 Cll3 0.462 C114 0.446 C115 0.574 C125 0.889 C126 0.571 C127 0.494 C128 0.496 : C167 0.504 C168 0.474 C169 0.466 C170 0.467 NOMINAL MODEL (A=1.0) L3-L4 Column Label Max PMM DCR C7 0.97 C9 0.643 Clo 0.507 Cll 0.496 C35 0.516 Clol 0.483 Cll2 0.48 Cll3 0.467 Cll4 0.449 Cll5 0.617 C125 0.901 C126 0.579 C127 0.497 C128 0.502 C167 0.512 C168 0.478 C169 0.47 C170 0.475 UPPER-BOUND MODEL (A=1.15) L3-L4 Column Label Max PMM DCR C7 1.00 SEE NOTE 3 C9 0.658 Clo 0.514 Cll 0.505 C35 0.528 Clol 0.491 Cll2 0.488 Cll3 0.473 Cll4 0.454 Cll5 0.667 C125 0.92 SEE NOTE 3 C126 0.593 C127 0.503 C128 0.511 C167 0.523 C168 0.485 C169 0.477 C170 0.486 C171 0.457 C171 0.461 C171 0.48 C172 0.712 C172 0.738 C172 0.766 C220 0.656 C220 0.691 C220 0.758 C191 0.428 C191 0.45 C191 0.497 C192 0.42 C192 0.426 C192 0.434 C193 0.437 C193 0.448 C193 0.464 C202 0.435 C202 0.441 C202 0.453 C203 0.445 C203 0.454 C203 0.468 C212 0.453 C212 0.462 C212 0.477 C217 0.437 C217 0.443 C217 0.455 C218 0.467 C218 0.481 C218 0.501 C219 0.48 C219 0 496 C219 0.518 C223 0.748 C223 0.777 C223 0.814 C245 0.534 C245 0.566 C245 0.599 C236 0.417 C236 0.422 C236 0.431 C237 0.422 C237 0.428 C237 0.437 C238 0.443 C238 0.452 C238 0.467 C239 0.438 C239 0.444 C239 0.454 6 6C2400,448 C240 0.456 C240 0.47 2 2 C241 0.454 C241 0.462 C241 0.476 C242 0.439 C242 0.443 C242 0.454 C243 0.473 C243 0.484 C243 0.503 C244 0.5 C244 0.508 C244 0.522 C246 0.793 C246 0.814 C246 0.844 Average 0.52 SEE NOTE 4 Average 0.53 Average 0.55 Standard Deviation 0.13 Standard Deviation 0.13 Standard Deviation 0.14 Thornton Tomasetti 19 of 234 UPPER AND LOWER BOUND DAMPER ANALYSIS NOTES: 1 - FOR ASCE41-13 SECTION 14.3.2.4 UPPER- AND LOWER-BOUND ANALYSES WITH +/-15% VARIATION IN DAMPERS' COEFFICIENT OF DAMPING (C-VALUE), SEPARATE PARALLEL MODELS WERE RUN FOR ALL DAMPERS AT 0.85*C, C, AND 1.15*C. COLUMN PMM RATIOS FROM THE THREE MODELS ARE PRESENTED. 2 - MAXIMUM DCRs FOR EACH COLUMN ARE ENVELOPED FROM ALL GROUND MOTIONS. DCRs ARE PRESENTED FOR Ll-L3 AND L3-L4 ONLY. BY INSPECTION COLUMN DCRs ABOVE LEVEL 4 WILL BE LOW FOR ALL VARIATIONS IN DAMPER PROPERTIES. 3 - TWO COLUMNS SHOW HIGH DCRs FROM NET TENSION IN A SINGLE TIME STEP IN ONLY THE NORTHRIDGE EVENT. IF NET TENSION PLUS FLEXURE LED TO REBAR YIELD, OTHER COLUMNS WOULD ACT STIFFER AND HAVE RESERVE CAPACITY TO RESIST GREATER LATERAL DEMANDS. MEAN OF PMM DCRs FOR THESE TWO COLUMNS FOR ALL GROUND MOTIONS IS 0.71. WHILE FOUR GROUND MOTIONS DO NOT SATISFY ASCE 41-13 USE OF MEAN RATHER THAN MAXIMUM VALUES (AT LEAST 7 GROUND MOTIONS ARE NEEDED), THIS RESULT PROVIDES SOME PERSPECTIVE. 4 - THE MEAN OF ALL L3-L4 COLUMN MAXIMUM PMM DCRs (NOT ALL OCCURING SIMULTANEOUSLY) IS 0.52 WITH A STANDARD DEVIATION OF 0.13. THIS SUGGESTS COLUMNS OVERALL ARE ABLE TO RESIST PMM DEMAND EVEN IF A CORNER COLUMN YIELDS IN A RARE EVENT. Thornton Tomasetti 20 of 234 ACCIDENTAL ECCENTRICITY RESULTS COLUMN PMM DCRs, GROUND LEVEL - LEVEL 3 LOWER-BOUND MODEL (A=0.85) Ll-L3 Column Label Max PMM DCR ACCIDENTAL ECCENTRICITY MODEL (A=0.85) Ll L3 Column Label Max PM M DCR 0 05*X C 13 0.456 C 13 0.41 C 129 0.44 C129 0.386 EAST C 130 0.413 C130 0.357 C 131 0.397 C131 0.355 C 132 0409 E 6132 0.367 C133 0.395 0 6133 0.35 C 134 0.401 C134 0.356 N 0 C 135 0.411 0135 0.366 C 136 0.445 C136 O.403 2 0 C 16 0.463 C 16 0.429 0 0 E-0.05*Y C 14 0.397 C 14 0.402 C137 0.391 C137 0.399 u a C 138 0,384 C138 0.399 C 139 0.392 C139 0.399 I C 140 0408 A C 140 0.419 C 141 0.401 C142 0.421 C143 0.44 C 144 0.457 C26 0.457 C91 0.453 C92 0.431 C141 0.405 C142 0.424 C143 0.435 C 144 0.449 C26 0.448 C91 0.438 C92 0.416 WÂ¢ST x 1i ' O CENTER OF MASS {BASELINE MODEL) I CENTER OF MASS (ACCIDENTAL ECCENTRICITY MODELI MASS SHIFT PLAN DIAGRAM C93 0.437 C93 0.427 C94 0.434 C94 0.424 C95 0.426 4 C95 0.415 L. C96 0.415 C96 0.402 C97 0.408 C97 0.395 C98 0.41 C98 0.402 C99 0.391 C99 0.385 NOTES: C57 0.448 C57 0.409 1 - ASCE41-13 SECTION 14.3.5.2 OUTLINES ACCEPTABLE MATHODS FOR C58 0.43 C58 0.39 INCLUSION OF ACCIDENTAL TORSION. IN A SEPARATE ETABS MODEL. C63 0.439 C63 0.403 THE CENTER OF MASS HAS BEEN SHIFTED 5% IN PLAN TOWARDS THE C65 0.437 +C65 0.401 SOUTH AND EAST. LOWER-BOUND DAMPER PROPERTIES ARE USED AS L.4 C66 0.429 w C66 0,392 STATED IN C14.3.5.2.1. > 5> C68 0.417 C68 0,379 C69 0,409 C69 0.369 2 - AS MASS SHIFTS TOWARDS SOUTH AND EAST, THE AVERAGE DCR C71 0,408 C71 0.376 EXPERIENCES A SMALL INCREASE IN THE ACCIDENTAL ECCENTRICITY C72 0.43 C72 0,38 MODEL South Mean 0.55 South Mean 0.61 East Mean 0.49 East Mean 0.54 Thornton Tomasetti 21 of 234 ACCIDENTAL ECCENTRICITY RESULTS COLUMN PMM DCRs, LEVEL 3 - LEVEL 4 LOWER-BOUND MODEL (A=0.85)ACCIDENTAL ECCENTRICITY MODEL (A=0.85) 13 [4 Column label Max PMM DCR L 3-L4 Colunin Label Max PMM D(.R C7 0.957 07 0.89 C9 0.633 C9 0.58 Clo 0.504 Clo 0.458 C 11 0.489 C 11 0.443 C35 0.507 f C35 0.463 Clol 0.478 0 C 101 0.442 C 112 0.475 (-112 0.439 0113 0.462 (113 0.475 Cll4 0.446 Cll4 0.42 C 115 0 574 C 115 0.577 C 175 0 889 0125 0.964 <126 0.571 0126 0.622 C127 0.494 C127 0.536 C128 0.496 C 128 0.542 C 167 0 504 # 0 167 0553 C 168 0.474 0 C 168 0.515 C 169 0.466 C 169 0.503 C170 0467 C 170 0.519 C 171 0457 C 171 0.5 (172 0712 C177 0805 0220 0.656 C 7 20 0.741 C 191 0.428 C 191 0.49 C 192 0.42 C 192 0.448 C193 0437 C 193 0.481 C202 0.435 C202 0.473 C203 0.445 4 C 203 0.487 W C212 0.453 C212 0.495 C217 0.437 6217 0,476 C218 0.467 C 218 0.513 C219 0.48 C219 0.523 C223 0 748 C223 0813 C745 0534 C245 0542 C236 0.417 C236 0.402 C237 0422 C237 0.407 C238 0443 C238 0.412 C239 0438 C239 0.414 C740 0.448 LU C240 0.418 024]0.454 C241 0.473 C)47 0439 C242 0,407 0243 0.473 C243 0443 C244 0.5 C244 0.466 0746 0.793 0246 0763 1 1 Thornton Tomasetti 22 of 234 I....................I Top of Parapet Roof ,". / "9 Â·. Al lt. 0 0 Level 10/Penthouse 0- 0 ,1....r--- ... PERIMETER COLUMN - L3-ROOF AS DEFINED IN ETABS MODEL ,noervv-v-V-V-x-v-X--xnr-'-v-- fLK_-_.LL.k-X_0.x._,Â·-k.A_k-X_k-X- Level 9 Level 8 Level 7 Level 6 Level 5 Level 4 Level 3 Wing Roof \ Level 2 1 Wing Level 2 [El Level 1 5 Basement AS LOWER LEVEL 24"X24" COLUMNS (LEVEL 1-3) ANTICIPATED TO EXPERIENCE THE LARGEST COLUMN - SHEARS WILL BE WRAPPED IN FRP, THE COLUMNS BETWEEN LEVEL 3-4 ARE THE NEXT MOST CRITICAL TO INVESTIGATE FOR SHEAR ADEQUACY WEST ELEVATION - ALONG GL 13 1 1 cb Ct] It] Et] Et] Et] Et] Ct] CE Et Thornton Tomasetti 23 of 234 SAMPLE COLUMN SHEAR CAPACITY EVALUATION in which k = 1.0 iii regions where displacement ductility demand ix leN than or equal to 1 0.7 in regions where displacement ASCE41-13 EQN 10-3:ductility is greater than or equal to 6. and varies linearly fur displacement ductility between 2 and 61 X = 0.75 fur lightweight aggregate concrete and I.0 for nornial- Ar f,d 61-7 NU weight aggregate concrete: 14=kv,= k 0.8Aq Nâ€ž is tile axial compression force (xet to /ern fur tension furce): s M / Vd \M/14/ i $ the I.,1-Best ratio of nionielin to shear tinleh effective depth wilder design loading1 fur the column but shall not be taken - greater than 4 or less than 2. (lb/in..2 units)d is the effective depth. It Nhall be permitted to assume that d - 0.Kh. where his the ilimension ofthe column in the direc- tion of hear: and A, is the gro,ss eross-sectional area of the column. k 1 Av (in2/ft)0.330' f'c (psi)3365 s (in)18 Â«x Ag (si)486.5 fy (psi)40000 < d (in)21.6 Total Entries 176 % DCR>1.0 2.27% -- #3 - 3 LEGS FROM GPR SCANNING AND HARDNESS TESTS Story Column Load Case/Combo Nu (Ibf)M (k-in) V M/Vd Vn (k) DCR Level 4 C236 72yr KO a Max -94758.0 1877.9 63.6 2.00 91.19 0.698 rr /8 1 11 f 1\ COLUMN ID ---J 4- DEMAND-CAPACITY RATIO CAPACITY FROM EQ 10-3 50%/50YR KOCAEL GROUND MOTION SHEAR DEMAND UNDER DESIGN LOADING DIRECTIONAL AND GRAVITY COMBINATION (a)MOMENT DEMAND UNDER DESIGN LOADING MAXIMUM AXIAL/LEAST COMPRESSIVE - DEMAND (MOST CONSERVATIVE). SEE NOTE ON FOLLOWING SHEET. Thornton Tomasetti 24 of 234 SHEAR DCR L3.L4 COLUMNS ALONG GL 13 (WEST) 72YR (50%/50YR) GROUND MOTIONS DAMPERS ACTING AT DESIGN PARAMETERS SHEAR DCR DISTRIBUTION 90 Â·11 COLUMNS @ L3-L4 ALONG GL 13* 4 TIME HISTORIES * 4 DIRECTIONAL COMBINATIONS PER TH * MAX REPORTED FOR EACH COMBINATION (SMALLER COMP) =11*4*4=176 TOTAL ENTRIES TO EVALUATE SHEAR DCR 80 70 60 Mean DCR 0.71 Median DCR 0.70 Total Entries 176 % DCR>1.0 2.27% NOTES: 50 1-THE ASCE41-13 EQUATION FOR SHEAR CAPACITY DEPENDS ON THE LEVEL OF AXIAL COMPRESSION Nu. AND MOMENT DEMAND. M RATHER THAN PRESENT Nu AND M FOR EACH TIME STEP, ETABS REPORTS THE MAX AND MIN VALUES BY COLUMN BY TIME HISTORY 40 USING THE LOWEST AXIAL COMPRESSION OR LARGEST NET TENSION IN A COLUMN WHEN DETERMINING ITS SHEAR CAPACITY IS A WORST-CASE, OFTEN CONSERVATIVE. APPROACH TO SHEAR DCRs. 30 2 - FOR EXAMPLE, COLUMN C245 REPORTS All DCR USING THE ENVELOPING APPROACH IF INSTEAD SHEAR DCR IS TRACKED AT EACH TIME STEP FOR THE SAME COLUMN AND GROUND 20 MOTION. THE MAXIMUM DCR IS 0.71 BECAUSE THE TIME STEP WITH WORST-CASE AXIAL FORCE IS DIFFERENT FROM THE TIME STEP WITH HIGHEST SHEAR DEMAND 3-ALL COLUMNS ON AN ELEVATION ACT TO RESIST STORY SHEAR. COLUMNS NOT AT CORNERS HAVE SPARE CAPACITY SO TOTAL SHEAR RESISTANCE >> TOTAL SHEAR DEMAND SEE NOTE 2 ON EACH ELEVATION 0 10.6,0.7]10.7.0.8]CO.8,0.91 (0.9,1.01 (1.0,11](1 1,1.2] DER SEE NOTE-1 111=kE,=k A, Ed X IX **E4 1+ N. 6 4* A,0.8 Ae (lb/in.2 units) Thornton Tomasetti 25 of 234 SHEAR DCR L3-L4 COLUMNS ALONG GL 2 (EAST) 72YR (50%/50YR) GROUND MOTIONS DAMPERS ACTING AT DESIGN PARAMETERS SHEAR DCR DISTRIBUTION 100 11 COLUMNS @ L3-L4 ALONG GL 2 * 4 TIME HISTORIES * 4 DIRECTIONAL COMBINATIONS PER TH * MAX REPORTED FOR EACH COMBINATION (SMALLER COMP) =11*4*4= 176 TOTAL ENTRIES TO EVALUATE SHEAR DCR 90 Mean DCR 0.71 80 Median DCR 0.69 Total Entries 176 70 % DCR>1.0 2.84% 60 SEE NOTES ON WEST ELEVATION SHEET 50 40 30 20 10 10.9.1 0] fl [0.6,0.71 (0 70.81 (0.8.0.91 (1.0.1.1 D(- R Thornton Tomasetti 26 of 234 SHEAR DCR L3-L4 COLUMNS ALONG GL O (NORTH) 72YR (50%/50YR) GROUND MOTIONS DAMPERS ACTING AT DESIGN PARAMETERS SHEAR DCR DISTRIBUTION 50 40 30 20 10 n 10 COLUMNS @ L3-L4 ALONG GL O * 4 TIME HISTORIES * 4 DIRECTIONAL COMBINATIONS PERTH * MAX REPORTED FOR EACH COMBINATION (SMALLER COMP) =10*4*4= 160 TOTAL ENTRIES TO EVALUATE SHEAR DCR Mean DCR 0.80 Median DCR 0.76 Total Entries 160 % DCR>1.0 7.50% SEE NOTES ON WEST ELEVATION SHEET (1.0.1.11[0.6. 0.71 (0,7,0.81 (0.8.0.91 (0.9.1.0](1.1.1.2](1.2, 1.1 DC R Thornton Tomasetti 27 of 234 SHEAR DCR L3-L4 COLUMNS ALONG GL B (SOUTH) 72YR (50%/50YR) GROUND MOTIONS DAMPERS ACTING AT DESIGN PARAMETERS SHEAR DCR DISTRIBUTION 60 50 40 R0 10 0 [0.6.0.7] (0.7,0.81 (0.8.El.9] (0.9,1.01 1.0,1.1] FREQUENCY 10 COLUMNS @ L3-L4 ALONG GL B * 4 TIME HISTORIES * 4 DIRECTIONAL COMBINATIONS PER TH * MAX REPORTED FOR EACH COMBINATION (SMALLER COMP) =10*4*4= 160 TOTAL ENTRIES TO EVALUATE SHEAR DCR Mean DCR 0.80 Median DCR 0.77 Total Entries 160 % DCR>1.0 6.8896 SEE NOTES ON WEST ELEVATION SHEET (1.1. 1.2](1.2. 1.3] 1 Thornton Tomasetti 28 of 234 UPPER AND LOWER BOUND DAMPER ANALYSIS COLUMN SHEAR DCRs, LEVEL 3 - LEVEL 4 LOWER-BOUND MODEL (A=0.85) Elevation West East North South Mean DCR 0.69 0.68 0.77 0.78 Median DCR 0.67 0.66 0.74 0.74 Total Entries 176 176 160 160 % DCR >1.0 2.3%2.8%7.5%6.9% NOMINAL MODEL (A=1.0) Elevation West East North South Mean DCR 0.71 0.71 0.80 0.80 Median DCR 0.70 0.69 0.76 0.77 Total Entries 176 176 160 160 % DCR >1.0 2.3%2.8% 7.5%6.9% UPPER-BOUND MODEL (A=1.15) Elevation West East North South Mean DCR 0.74 0.75 0.83 0.83 SEE NOTE 1 Median DCR 0.73 0.72 0.80 0.80 Total Entries 176 176 160 160 % DCR >1.0 2.3% 2.8% 7.5%6.9%SEE NOTE 2 ACCIDENTAL ECCENTRICITY RESULTS COLUMN SHEAR DCRs, LEVEL 3 - LEVEL 4 ACCIDENTAL ECCENTRICITY MODEL (A=0.85) Elevation West East North South Mean DCR 0.64 0.78 0.69 0.78 SEE NOTE 3 Median DCR 0.62 0.74 0.64 0.76 Total Entries 176 176 160 160 % DCR >1.0 2.3%2.8% 7.5%6.9%SEE NOTE 4 IN COLUMN DCR VALUES FROM A LOWER- TO UPPER-BOUND DAMPER MODEL ISO.07 ORLESS. )1 Rev. 10/2/2018 _.kX,Lk-k_X.k_kk_k_.ka.JuX_X.X..kAX.A.X.XXXX-k_X_kkk-AX-/ 2 - THE FEW ANOMOLOUS COLUMNS THAT EXCEED THE UNITY CHECK IN THE NOMINAL MODEL ARE ALSO JUST OVER UNITY IN THE LOWER- AND UPPER-BOUND MODELS AS THE RESULTS ARE NOT SUBSTANTIALLY CHANGED. AS THE NORTH AND SOUTH ELEVATIONS HAVE ONE FEWER COLUMN THAN THE EAST AND WEST, THE DEMANDS ARE MARGINALLY HIGHER. 3 - THE 5% MASS SHIFT IN THE GLOBAL X AND Y DIRECTION RESULTS IN A MINOR +/-5% SHIFT IN SHEAR DCRs. 4 - NO NEW COLUMNS EXCEED UNITY AS A RESULT OF THE 5% MASS SHIFT. 1 1 Thornton Tomasetti 29 of 234 NOMINAL MODEL (A=1.0) I....................I 50'6/50Yr 20%/50yr (BSE-lE)1....................1 Damper Axial Max (k)Axial Max (k) Kl 365.8 437.4 [12]cll[33]ct][tct]CE]CE] K3 365.6 437.1 K4 365.8 437.4 K6 365.7 437.2 K7 367.0 439.0 4 K9 367.0 439.1 K 10 366.8 438.8 K 12 367.3 439.1 K 13 350.9 420.8 K 14 350.8 421.0 K16 350.9 421.2 K 17 350.3 419.6 K20 349.6 419.7 K21 350.9 421.2 K22 350.7 421.1 K23 352.0 421.9 MAXIMUM REPORTED DAMPER FORCE FROM 4 GROUND MOTIONS AT 50%/50YR (AND 20%/50YR FOR EXTREME CONDITIONS) MODELED DAMPER PROPERTIES: LINK TYPE: DAMPER-EXPONENTIAL NL STIFFNESS 3000 K/IN 11DAMPING COEFFICIENT. 262.5 E-%/IN A + Â· ,.0DAMPING EXPONENT - 3< P 1-) AVAILABLE FORCE LE L: 440K ..../ (NO DAMPERS REAC JIS FORCf LE\EL v -1, .' -.f UNDER CONSIDERED TIME HI.%,dkY-RONif) Rev 1 0/22018 db ch cb cb ch ch ctl cb ctl It Ib EAST ELEVATION WEST ELEVATION Thornton Tomasetti 30 of 234 TABLE REPEATED FOR READY REFERENCE NOMINAL MODEL (A=1.0) 1..................1 50%/5Oyr 20%/50yr (BSE- lE)I..................I Damper Axial Max (k)Axial Max (k) Kl 365.8 437.4 K3 365.6 437.1 K4 365.8 437.4 K6 365.7 437.2 K7 367.0 439.0 K9 367.0 419.1 K 10 366.8 438.8 K 12 167.3 439.1 K 13 350.9 420.8 K 14 350.8 421.0 I K16 350.9 421.2 K 17 350.3 419.6 K20 349.6 419.7 K21 350.9 421.2 K22 350.7 421.1 i K23 352.0 421.9 MAXIMUM REPORTED DAMPER FORCE FROM 4 GROUND MOTIONS AT 50%/50YR (AND 20%/50YR FOR EXTREME CONDITIONS) K13 K14 K16 ' K17 Itl it] [13 rti ELI E-h rt rl I > N / K20-Â·.. j .K21 K22 K23 chrt-]ctz] ct] rtÂ·lr-In ch It] Itch NORTH ELEVATION SOUTH ELEVATION Thornton Tomasetti 31 of 234 LOWER-BOUND MODEL (A=0.85)NOMINAL MODEL (A=1.0)UPPER-BOUND MODEL (A=1.15)NOTE: 50%/50yr Axial 20%/50yr (BSE-lE)50%/50yr 20%/50yr (BSE-lE)50%/50yr 20%/50yr (BSE-lE)REQUIREMENTS OF UPPER- AND LOWER-BOUND Damper Damper Damper Max (k)Axial Max (k)Axial Max (k)Axial Max (k)Axial Max (k)Axial Max (k)DAMPER ANALYSES WERE DISCUSSED IN THE COLUMN PMM DCR NOTES MAXIMUM REPORTED Kl 316.9 376.7 Kl 365.8 437.4 Kl 413.1 497.4 DAMPER AXIAL FORCES FROM FOUR GROUND K3 316.3 375.9 K3 365.6 437.1 K3 412.4 496.5 MOTIONS AT 50Â°/0/50YR (AND 20%/50YR FOR EXTREME K4 316.6 376.3 K4 365.8 437.4 K4 412.5 496.9 CONDITIONS) ARE PRESENTED HERE FOR THE K6 316.5 376.4 K6 365.7 437.2 K6 412.7 496.9 LOWER, NOMINAL. AND UPPER LAMBDA VALUES (0.85, K7 316.2 376.1 K7 367.0 439.0 K7 412.1 496.4 1.0,1.15). K9 316.2 375.9 K9 367.0 439.1 K9 411.9 496.4 DAMPERS SHOULD BE CAPABLE OF SUSTAINING THE K10 316.0 375.6 K 10 366.8 438.8 K 10 411.9 496.0 FORCE ASSOCIATED WITH 200% THE MAXIMUM K 12 316.5 376.3 K 12 367.3 439.1 K 12 412.5 496.8 CALCULATED VELOCITY AT LIMITED PERFORMANCE K13 3017 3626 K13 350.9 420.8 K 13 393.5 473.6 OBJECTIVE (50Â°/0/50YR). THIS CORRESPONDS TO A K 14 301.4 362.6 K 14 350.8 421.0 K14 393.1 473.5 -23% INCREASE IN FORCE. TAKING THE MAX K 16 301.6 362.6 K16 350.9 421.2 K 16 393.3 473.8 50Â°/o/50YR DAMPER FORCE (367k FROM )=1.0), THE K17 300.7 361.1 K17 350.3 419.6 K 17 392.1 472.0 AMPLIFIED FORCE IS 45lk. THIS NEARLY MATCHES K20 300.6 361.3 K20 349.6 419.7 K20 391.3 472.1 THE 440k NOMINAL CAPACITY OF THE SELECTED DAMPERS DAMPERS HAVE STRENGTH-LEVEL K21 301.8 362.8 K21 350.9 421.2 K21 392.4 474.0 CAPACITY >> 440k DAMPER EXTENSION PIPE AND K22 301.7 362.8 K22 350.7 421.1 K22 392.3 474.0 DAMPER-TO-COLUMN CONNECTIONS ARE DESIGNED K23 302.4 363.2 K23 352.0 421.9 K23 392.2 475.0 FOR AT LEAST 500k STRENGTH-LEVEL CAPACITY USING CUSTOMARY METHODS. DAMPER AXIAL FORCES FROM 4 GROUND MOTIONS UNDER LOWER-BOUND, NOMINAL, AND UPPER-BOUND ANALYSES ACCIDENTAL ECCENTRICITY MODEL (A=0.85) Damper K 1 K3 K4 K6 K7 K9 K10 K12 K13 50%/50yr 20%/50yr (BSE-lE) Axial Max (k)Axial Max (k) 351.6 423.3 350.9 422.5 351.1 422.9 351.7 422.9 369.3 441.6 369.4 441.7 369.1 441.2 369.7 442.0 332.0 402.5 NOTE: ASCE41-13 SECTION 14 3.5.2 CALLS FOR CHECKING ACCIDENTALECCENTRICITY IN A NONLINEAR DYNAMIC ANALYSIS BY SHIFTING THE CENTER OF MASS TO ADD TO ANY INHERENT ECCENTRICITY. AS THE TOWER IS SYMMETRIC, THE CENTER OF MASS WAS SHIFTED 5% TOWARDS THE WEST AND SOUTH, AND RUN USING LOWER-BOUND DAMPER PROPERTIES PER C14 3.5.2.1. MAXIMUM DAMPER AXIALFORCE OF 369 7k IS IN LINE WITH THE FINDINGS ABOVE K 14 332.2 402.4 DRIFTS FROM THIS MODEL ARE REPORTED ON K 16 332.7 402.7 THE FOLLOWING SHEET K 17 330.8 400.8 K20 364.8 435.4 K21 365.8 436.8 K22 365.7 436.8 K23 366.6 437.3 DAMPER AXIAL FORCES FROM 4 GROUND MOTIONS CONSIDERING ACCIDENTAL ECCENTRICITY Thornton Tomasetti 32 of 234 10 5 Lld-31 27 It M- L3 Max X-Disp L3 Max X-Drift L3 Max Y-Disp L3 Max Y-Drift 50%/50YR 1.56 in 0.48%1.49 in 0.46% 39%/50YR 1.79 in 0.55%1.74 in 0.54% 20%/50YR 2.88 in 0.89%2.65 in 0.82% DRIFT SUMMARY 50%/50YR Max X-Disp Max Y-Disp 5 1.56 in 1.49 in 10 1.56 in 1.29 in 15 1.46 in 1.49 in 35 1.46 in 1.29 in 39%/50YR Max X-Disp Max Y-Disp 5 1.79 in 1.74 in 10 1.79 in 1.47 i n U 1.74 in15 1.54 in 35 1.54 in 1.47 in 20%/50YR Max X-Disp Max Y-Disp 5 2.88 in 2.65 in 10 2.88 in 2.42 i n 15 2.73 in 2.65 in 35 2.73 in 2.42 in , , I , 135 15 MAX DISPLACEMENTS BY NODE FROM ALL FOUR GROUND MOTIONS LEVEL 3 PLAN VIEW - FOUR CORNER JOINT IDs NOTE DUE TO THE ACCIDENTAL ECCENTRICITY ASSIGNED IN THE POSITIVE X AND Y DIRECTIONS (SOUTH AND WEST), X-DISPLACEMENTS FOR NODES 5 AND 10 ARE HIGHER WHILE Y-DISPLACEMENTS IN NODES 5 AND 15 ARE HIGHER AS THE CONCRETE SLABS ARE MODELED AS RIGID DIAPHRAGMS, THERE IS NO DEFORMATION BETWEEN NODES ONLY RIGID-BODY ROTATIONS EXIST TO DIFFERENTIATE DISPLACEMENTS BY INSPECTION. DRIFTS AT UPPER STORIES WERE LESS CRITICAL AS THE FLOOR HEIGHTS ARE SINGLE-STORY WHEREAS LEVEL 1 TO 3 IS DOUBLE-HEIGHT EVEN IN AN EXTREME 20Â°/0/50YR (225 YR) EVENT, THE DAMPED TOWER EXPERIENCES LESS THAN 1%DRIFTS Prolect:LA888 N Main Sheet No. Thornton Tomasetti Subiect: Perimeter Beam Flexural CaDacltv *-617 S 18003 00 Bv: JP 33 of 234 Date 6 Auaust 2018 '1'111 Seismic Adequacy is focused on Column DCRs. This is a check that perimeter moment frame beams have sufficient capacity per ACI318 for 50%/50yr events. W." 1 1 Positive Bending (Panel in Compression): 11-. Overall Panel Dimensions: hpanel =54 Â· in,J Ju'panet:= 6.5 Â·in Overall Beam Dimensions: hbeam :=45 Â· in Wbea771 :=21Â·in 4-w-4cover:= 1.5 lin i .C 4- Material Strengths: BEAM + INFILL PANEL TYPICAL CROSS SECTION A:=4.243Â·Â· kip 4:= 60.-ini B:= 0.85 kip ink Field tested mean/0.85 for nominal strength 1 0:= 0.9 Beam Reinforcement: 3#8 T&B As,b:= 3.0.79Â·in2 =2.37 in2 Assumed (minimum beam reinf.) Panel Reinforcement: rho=0.0018 Astp:= 0.0018 Â· hpanel. 11'panel= 0.632 in2 Assumed (minimum slab/wall reinf.) Positive Bendina (Panel in Compression): d pOS .Chbeam + h hbeÂ°m - 2 = 76.5 in To tensile centroid-center of beam 1 1 CpOS: = (lpos:, *Ain 2 Â· Asib. fv - - 0.85Â· f'CÂ·lup(,7:81 =0â€¢ cpos = 10.3 in posÂ·- 0Â·2 Â·Ast.b 'J v' 12.1 in a vos PÂ°' I=1522 kipÂ·ft 2 )) Negative Bendina (Beam partially in Compression): h Ast,P. /,,}el ' Astb Â· \himne; + cover)Tensile Centrojd Assume top beam bars in tension = 49.5 in \(Astv + A 4.b Thornton Tomasetti Subiect: Perimeter Beam Flexural Caoacitv 100181--IJOSE+OARD Proiect: LA888 N Main Sheet No. Bv: JP 34 of 234 Date: 6 Auaust 2018 d := (h To tensile centroid-center of beambeam + hneg ponet -1/bar=49.5 in (Astb+Asip) Â·4 -2.4 inCneg 0Â·85â€¢f'cÂ·Wbeam aneg:=B Cneg=2 in *A/1-71,leg:= 0 ' (Asb + Asip) 'fv. dneg =655 kipÂ·ft2 01\471:= 01\/Inneg t *\Unpos= 2177 kip Â·ft Total Factored Moment Resistance at a typical beam-column moment 1 Maximum Factored Moment Demand from Ground Motions: At:=961Â·kipÂ·ft if *A/In>2Â·Adz,=="OK"Total Factored Moment Resistance exceeds total Moment Demand at a typical beam-column moment "OK"frame node, OK. else 1 H*VG" PERIMETER BEAM DEMANDS GENERALLY DECREASE UP THE HEIGHT OF THE TOWER. LRFD MOMENT DEMANDS FOR PERIMETER L4 BEAMS (L3 BEAM/PANEL ASSEMBLIES ARE ATYPICAL AND EXEMPTED) UNDER ALL DIRECTIONAL PERMUTATIONS AND GROUND MOTIONS ARE EXPORTED TO EXCEL. THE 20 PERIMETER BEAMS EXPERIENCING THE HIGHEST DEMANDS ARE LISTED BELOW. Descending Rank Maximum Factored Governing Beam ID Moment Demand Combination 1 B280 961 It-ft 72yr NR c 2 8306 953 k-ft 72yr NR c 3 8288 928 k-ft 72yr NR c 4 8314 926 k-ft 72yr NR c 5 8313 923 k-ft 72yr NR d 6 B287 911 k-ft 72yr NR d 7 8468 839 k-ft 72yr NR a 8 B389 829 k-ft 72yr NR b 9 8462 829 k-ft 72yr NR a 10 B388 827 k-ft 72yr NR b 11 B466 824 k-ft 72yr NR b 12 8383 823 k-ft 72yr NR a 13 B449 814 k-ft 72yr CC a 14 8182 797 k-ft 72yr NR d 15 8326 769 k-ft 72yr NR b 16 8278 768 k-ft 72yr NR c 17 8294 759 k-ft 72yr NR d 18 B451 681 k-ft 72yr NR a 19 8381 675 k-ft 72yr NR b 20 8304 669 k-ft 72yr NR c )Rev. 10/2/2018 1 Thornton Tomasetti Proiect. LA888 N Main Sublect: Oriainal Desian Code Comoarison (UBC 1961) Sheet No. Job No. S18003.00 Bv. JP 35 of 234 Date. 6 Auaust 2018 Justification for accpeting existing foundations as-is without exploration or retrofit: compare demands from code-specified forces at time of construction to those from damped 50%/50yr (72 year) event. UBC 1961 - Section 2313d - Minimum Earthquake Forces for Buildings: T:=1.7 0.05 C:=-= 0.042 349 K:= 1.33 Table No. 23-F - Buildings with a box system 1 Z:= 1 Zone No. 3 - Seismic Zone Map W:= 21500Â· kip VEQ:=ZÂ·KÂ·CÂ·W= 1198 kip H:=140Â·ft /2 \ OTA/I:=Vn?.1-Â·H=111810 kipÂ·ft1 Base Shear from 50%/50yr (72yr M.R.I.) Time History Runs: VTH_LRFi)=2000.kip VTH _ASD=OÂ·7.VTH_uu:D= 1400 kip OTMTH_LHED-208450 Â·kipÂ·ft OTA/ITH_ASD:-0.7 â€¢OTAZTH_LHED= 145915 kipÂ·ft UBC and Damped 72yr Base Shears and Overtuming Moments are comparable. No foundation concern exists. 1 1 1 Thornton Tomasetti 1,111111 lilli ETABS MODEL DEFINITIONS ISOMETRIC VIEW 37 of 234 Thornton Tomasetti i -1- & L+17-1 1 -1-4-1- 1 -b-i>*5- 1----9-74 -r--1- 1,h Material Property Data I 11 General Data Material Name . ,â€¢I I r4-w JUIS- 9 Matenal Type Directional Symmetry Type IsotropicIA Define Materials 23 - Material Display Color O-ge 1 Matenals Chet< to 4<1- Material Notes Modly/Show Notes.. | A992Fv5C Add New NIa*enal. 54 17--'-1, 1 Matenal Weight and Mass --rA615Grâ‚¬C Add Copy d Mdenal. 1 < 4416&270 ;' ' 9 Specify Weight DensÂ¢y Specify Mass Density ./C 2500Ps,Mdy/Show Material . 1 9 142}0:Psi Weight per Unit Volume 15=lb,lti 4050:Ps,LW ' Mass per UnR Volume 46.62 tb-szlit' 400[F: OK Cancel 1 1 A Material Propert> Design Data 23 Matenal Name and Type Matenal Name 4D00PSI Matenal Type Concrete, Isotropic Des,gn Properties for Concrete Matenals Specified Concrete Compress,ve Strength.fc 336! Ljghtwe,ght Concrete Shear Strength Reduction Factor Mechanical Property Data Modulus of Basticily E 3634396 5 b ini Potsson s Ratio, LI -- Coeffictent of Bernal Expanson. A - I.-Il"CC Shear Modulus, G 1502081 88 lb,in' lb. in- A Design Property Data Modly/Show Mdenal Property Design Data Advanced Matenal Property Data Nonlnear Matertal Data Mierial Dalg Properbes Time Dependert Properties OK I C-,cel 6. 1 ./Illjilillillill 888 % Main Santa Ana Thornton Tomasetti project # 518003.01 test # sample date dia inch ht strength psi 60297 5/8/2018 3 6 3920 60298 5/8/2018 3 5 3830 60299 5/8/2018 3 5 3880 ALL CONCRETE STRUCTURAL MEMBERS IN THE MODEL ARE 60300 5/8/2018 3 6 3360 60301 5/8/2018 3 6 3760 DEFINED WITH THE MATERIAL PROPERTY "4000psi" 62868 7/11/2018 3 6 3350 62869 7/11/2018 3 4 3290 AS THE COLUMNS ARE THE MAIN ELEMENTS OF INTEREST AND 62870 7/11/2018 3 333n THEY ARE FORCE-CONTROLLED ELEMENTS AS DEFINED IN 62871 7/11/2018 3 4 3480 62872 7/11/2018 3 4 3790 ASCE41-13 (TABLE (7-1), A LOWER BOUND (Qcl) ESTIMATE OF THE 62973 7/11/2018 3 4 3940 STRENGTH SHALL BE USED. PER 7.5.1.3, THIS EQUALS THE MEANETABS MODEL 62974 7/11/2018 3 6 3580 MINUS ONE STANDARD DEVIATION OF THE YIELD STRENGTHS. 62975 7/11/2018 3 5 3380 MATERIAL DEFINITION mean =3606.923 mean/0.85 =4243.439 TEST DATA OF CONCRETE CORES EXTRACTED FROM SITE std dev =242.2137 YIELDED THE FOLLOWING VALUES. 3365psi IS THEREFORE USED IN - CONCRETE mean - std dev =3364.709 4 -- THE MODEL AS Qcl. OK I Cancel A 38 of 234 Thornton Tomasetti Â»lal Lipt-1-d 111 1 1-4 1 I 1 -h... .1--r< L 1:9.1 1 1 -i. 1 -=4% 1%4 -7. tA Material Property Data is - -3333%ills/35--1.- 0 General Data Material Name A615GÂ·6: Material Type Rebar v 4<2 , h Material Property Design Data Directional Symmetry Type Uniadal Z> Material Name and Type Material Display Color Change 4*- Material Name A615Gr60 Matenal Notes Modify/Show Notes Material Weight and Mass e Specify Weight Density Weight per Unit Volume Mass per Unit Volume --- Mechanical Property Data Modulus of Elasticity. E Specity Mass Density 43S lb:'fti 15.23 lb-si'ltd lbÂ·ln; Matenal Type Rebar. Untaidal Design Properties for Rebar Materials Minimum Yield Strength, Fy Minimum Tensile Strength, Fu 3 L www Expected Yield Strength, Fye wvwwv Expeded Tensile Strength, Fue lb..ini lb.''ini lb.,ini lb,Â·in; Coefficient of Thennal Expansion, A w Wwvww '.0 - A -A--C.1 /F Design Property Data Modify/Show Material Property Design Data . Advanced Matenal Property Data Nonlinear Makedal Data.Material Damping Properbes Cancel OK Cancel /. :R.L.-61.6 A STEEL REINFORCEMENT IS DEFINED WITH THE MATERIAL PROPERTY "A615Gr60" ETABS MODEL HARDNESS TESTS AT LOCATIONS WHERE CONCRETE COVER WAS CHIPPED TO EXPOSE BARS DETERMINED THAT GRADE 60 REINFORCEMENT WAS CONSERVATIVELY APPROPRIATE. MATERIAL DEFINITION -STEEL REINFORCEMENT OK 39 of 234 Thornton Tomasetti th Frame Section Property Data 23 I h Frame Section Property Reinforcement Data 23 General Data Design Type Rebar Matenal Prope,ty Name 24%2420 16_#11 -..... Material 4000P, .2A .. Notional Size Data Mod4/Show Notional Size 3 Display Color .<.Change Notes Modify/Show Notes. o P-M2-M) Design IColumn)Longitudinal Bars A615Gr60 7 CJ - M3 Design Only (Beam)Confinement Bars (Ties)A61560 - Reinforcement Configuratio Cor#inement Ba Check,Â·'Design e Rectangular e Reinforcement to be Checkede Ties Circular Reinforcement to be Designed ..... Shape Longitudinal Bars Section Shape Conclete Rectangular I Clear Cover for Confinement Bars 1.5 in Sedion Property Source Modly/Show Modifie,3. Number of Long#udinal Bars Along 3-dir FaceNumber of Longitudinal Bars .Along 2-dir Face 5Source: User Defined Property Modifiers Longitudinal Bar Size and Area #11 -|_|156 in- Section Dimensions Cun-ently Default Comer Bar Size and .Area #11 VII.-1 1 c A Inz Depth in Reinforcement Width - in Moddy/Show Rebar |Cor#inement Bars ineConfinement Bar Size and Area #4 v .6 Longitudinal Spacing of Confinement Bars (Along 1 -Ads) 12 in Number of Confinement Bars in 3-dir 3 Number of Confinement Bars in 2-dir 3 OK Show Section Properties Cancel 1 CancelOK I ETABS MODEL FIELD MEASUREMENTS AND GPR RESULTS INDICATE THAT THE BASE PERIMETER COLUMNS ARE 24"X24" AND CONTAIN AN ARRANGEMENT OF 16#11 VERTICAL BARS. AFTER RUNNING THE ANALYSIS, THE SOFTWARE CAN PERFORM DESIGN CHECKS TO DETERMINE COLUMN AXIAL-BIAXIAL BENDING DCR RATIOS AND 3-D INTERACTION CURVES. BASE COLUMN SECTION PROPERTY 40 of 234 Thornton Tomasetti N (kips: 3500- -h eta = C EXPECTED (PROBABLE) AXIAL-FLEXURAL INTERACTION CURVE. CONSIDERING MATERIAL OVERSTRENGTH (NOT USEDj ..... -3000 -- .. ..-2500 - NOMINAL AXIAL-FLEXURAL INTERACTION CURVE, PHI = 1 PER ASCE 41-13 (USED) ..... Concrete Section 24" x 24- Column 1â‚¬-#11 Vert Ag = 576.0 sq.in. A. s = 24.9â‚¬ in Rho = 4.33 % fc = 3325 psi fy 0.,ert; = 60.0 ks i DESIGN AXIAL-FLEXURAL INTERACTION CURVE. W/ PHI -2000 -FACTORS (NOT USED) -150C- AT BALANCE POINT, P=650 K 1008 - M=1200 K-FT fCC- li C 1 Ill 1 1 2 1 20C 400 600 500 1000 1200 1400 M i k'ft. ETABS MODEL NOTE: S-CONCRETE SOFTWARE SHOWN ABOVE IS USED TO GENERATE AXIAL-FLEXURAL (PMM) INTERACTION CURVES FOR BASE COLUMNS. AS THE ETABS CONCRETE COLUMN DESIGNER IS RELIED UPON TO EVALUATE PMM DEMAND-CAPACITY RATIOS, THIS EXERCISE PROVIDES AN ADDED VALIDATION OF THE INTERACTION CURVES GENERATED IN ETABS. SEE FOLLOWING PAGE FOR THE ETABS INTERACTION CURVE FOR THE SAME BASE COLUMN. BASE COLUMN SECTION PROPERTY 41 of 234 Thornton Tomasetti i h Interaction Surface for Section 24x24CoI 16_*11 (ACI 318-14) Station 0 ft D,splay Options 30 Interaction Surface 23 diTent Interaction Curve DATA POINTS WITHIN INTERACTION SURFACE FOR SAMPLE COLUMN @ Show Design Code Data Show Fiber Model Data 0 Inchjde Ph E+3 Excjude Ph Exclude Phi and Increase Fy Curve Data IP 400 - 320 - 2 40- 160- Mi lap-ft M) lapit â‚¬ 080 - [1 000 - 0 0 -080- 0 481 9645 0 6572885 160 - 0 827 0569 -2407 I Port p k IP 2458.97 2 2385 148 2-D CURVE FOR A ROTATION OF ZERO DEGREES 3 2092 586 (ABOUT X AXIS). ENLARGED BELOW.4 1736 384 ..- - -0.40 000 0 40 080 1 20 1 60 E+3 5 1298 629 0 996 3742 .,-kâ€¢- .fl -P 6 743121 0 1188.9411 7 402207 0 1179.4165 ETABS GENERATES A THREE-DIMENSIONAL 47 782 0 1081 3031 Plan 315 131 deg Supenmpose Dashed Fibecurv INTERACTION SURFACE FOR THE MODELED 9 -380.519 0 854 7551 10 -932.158 0 458.0053 Elevation 35 deg Note Compression is positive n this forrn COLUMNS TO ASSESS ADEQUACY AGAINST AXIAL 11 -14976 0 0 __ __ __ __ AND Bl-AXIAL FLEXURAL DEMANDS. 30 1 |IM-|PM3 | ' PMZ 1 Done 11 1- INJ Eli Curve #1 C deg ,# 2-D SURFACE CURVE DATA FOR A ROTATION OF ZERO DEGREES (ABOUT X AXIS) ENLARGED BELOW. Current Interaction Curve E+3 4.00 - NOMINAL AXIAL-FLEXURAL INTERACTION CURVE, PHI = 1 PER ASCE 41-13 3.20 -AT BALANCE POINT,l P=650 K 2.40 ---I--I /---M=1200 K.FT 1.60 -*MATCHES S-CONCRETE 0.80 - 0- 0.00 - -0.80 - -160 - -2.40 7 1 -0.40 0 00 0 40 0 80 1 20 1 60 E+3 ETABS MODEL BASE COLUMN SECTION PROPERTY M (kip-ft) 42 of 234 Thornton Tomasetti X e h Shell Untform Load Sets 23 Unifom, Load Sets Click to Addl Penthouse Add New Load Set. Typ Floor Add Copy of Load Set. Mod#y/Show Load Set Delete Load Set OK a Typ Floor Typ Floor Typ Floor Typ Floor Typ Floor Typ Floor Typ Floor Typ Floor Typ Floor Typ Floor 12 -2 Cancel r I 0 0 0 0 0 0 0 0 0 m ,<Ith Shell Uniform Load Set Data 23 UNIFORM LOAD SET, "TYP FLOOR", IS APPLIED TO ALL SLAB AREA ELEMENTS AND CONTAIN THE FOLLOWING LOAD PATTERNS AND VALUES: ... 0 . p Typ Floor Typ Floor 62â€¢ â€¢ â€¢â€¢I: SUPER-IMPOSED DL=3psf1 ,: Uniform Load Set Name LIVE=40psf i PARTITIONS=10psf. Load Set Loads 1 0 XITyp Floor Typ Floor Typ Floor . . e ..2 - 1Typ Floor 0 0 Typ Floor Â« C â€¢ ... ... .m 1 , , , , Typ Floor , 0 0 Load Pattern Load Value lib.lti SDL 3 Uve -W .. Partition 1 2 MEMBER DL IS AUTOMATICALLY CALCULATED IN THE PROGRAM FOR SEISMIC WEIGHT DETERMINATION. MEMBER DL, SDL, AND PARTITION LOAD CASES COMPRISE THE SEISMIC MASS OF THE STRUCTURE. . . 14 Note Loads are in the gravity direction Typ Floor 9 1 Typ Floor Typ Floor Typ Floor Typ Floor 0 0 Typ Floor Typ Floor Typ Floor Typ Floor LI 0 Â£ 6 NOTE THAT OPENINGS IN THE FLOOR Cancel SLAB HAVE NOT BEEN INCLUDED FOR MINOR ADDITIONAL CONSERVATISM. Typ Floor Typ Floor ........ 0--0 >O 8 0 8 E 0 0 0 E 0 O 0 M 0 5 0 M 0 I 0-ADJu.ke Ju.uLAL_,k-X_,Lk_x._,Ux._,LkXLLULAX_.LA_kx-X_,LULLA- ETABS MODEL TYPICAL FLOOR LOADING PATTERN/MASSING Â£ 7 -7-h'-7-X-V-7-Y'Â» -Â·C-7-VY'- r --7-7-X -Vh'--x-VY'-<--hÂ»x-<Nh 43 of 234 Thornton Tomasetti 9 Gr,(110â€¢ntG 3 9 G 9 9 9 9 9 9 9 0 0 (2 0 0 9 91 & Ci2 61+ fI) . 1 e EEEE2EEEEi 20(00(000(00O 0 0 0 Â® O 0 0 18 00 co 00 00 00 co 00 00 .'= Sin 5in Sin Sin Sin 5in Sin Sin n Sin Z}Sin 0 N 74 EV Ev EV Ev (V (V (V i X X X X X X X X X N N N N N N 01 N N c.# DIMENSIONS AND LAYOUT PER FIELD MEASUREMENTS: -5" NORMAL-WEIGHT CONCRETE SLAB -14"X28" CONCRETE BEAMS SPANNING FROM CORE COLUMNS -12"X22.5" TYPICAL CONCRETE FLOOR BEAMS -(4) 28"X28" CORE CONCRETE GRAVITY COLUMNS 12x22.5Beam 14x28Beam 12,22.5Beam D ..* j 5in 5in 12x22.5Beam E E 12x22.5Beam 3 S M (0 :41 .. A. - 1 a 3D5in Â°0 5in Â°0 SinN N D12x22.5Beam x x 12x22.5Beam : 4- 2 m 4.-1 a - 5in -C U 0 5in 12x22.5Beam 14*28Beam .. 12x21*Beam E E 0 0 0 0 5in (D 12*22.5Bear N 5in ki 5in N Sin N E N 5in N NCNN NNX X X XX N N N 04 W N 61 5in 5in X 40> fs VOODOO 0.0 6130O & 5in 12x22.5Beam i & i . E E R miz % Co [0 2 5in 61 5in ki Sin i N N X X 01 01 9- : 46 i 2$ .. OUUOU O E E -PERIMETER MOMENT FRAME BEAM. SECTION DRAWN IN ETABS SECTION DESIGNER TO INCORPORATE CONCRETE INFILL PANEL *INDEPENDENT VALIDATION STUDY ON THIS FRAME ELEMENT INCLUDED IN LATER PAGES. 4 ... 0 -- 0 0 . ..... ETABS MODEL TYPICAL UPPER FLOOR FRAMING MEMBERS -TRAPEZOIDAL MAJOR AND MINOR PERIMETER CONCRETE COLUMNS DRAWN IN ETABS SECTION DESIGNER 44 of 234 Thornton Tomasetti th Link Property Data -6 , h LinWSupport Directional Properties 598 General Identification Property Name DamperLink Property Name -706.Link Type [Â¥eaton U 1Link Property Notes Modiy/Show Notes P-Delta Parameters Mod,y/Show I Type Damper - Exponertial Total Mass and Weight Nonlinear Yes Mass - bsilt Rotational Inertia 1 - kipult-62 0/e,gti ' - kip Ratational Inertia 2 kip-ft 51 Linear Properties Rotational Inertia 3 kipit-s:Effective Stiffness . .. Effective Damping . kip-s.in [wrectional Properties Drection FD[ed Non LInear Propertes Direction Fxed Non Linear Properttes Nonlinear Properties EXPECTED NON-LINEAR DAMPER Modify/Show for Ul.. |Stiffness kip/in PROPERTIES FROM TAYLOR< Damping kip-ts./In)-texp DEVICES. [lamping Exponerrt F.Al I Clear NI Cancel Cancel I 7 1 GEOMETRY SET TO MATCH EXPECTED SLOPE < OF 24.4 DEGREES FROM VERTICAL. LATERAL TRANSLATIONS RESTRAINED AT BASE. il- Z I . 31â€ž' +1 12 + + + 1+ + Ct Et = Â£ C Ct]cm Â£ 0 m ETABS MODEL DAMPER DEFINITION Thornton Tomasetti 1 1 4- -t- 'N TRADITIONAL VIEW NOTE: RIGID LINKS AT L3 TO REPRESENT COLUMN SETBACK AROUND PERIMETER ETABS MODEL TYPICAL PERIMETER FRAMING FROM Ll-L3 46 of 234 Thornton Tomasetti t 1 i ' 01 3 1 f Beam Information THE TORSION MODIFIER FOR PERIMETER BEAMS HAS BEEN REDUCED TO PROMOTE FRAME ACTION IN THE DIRECTION OF LOADING AND LIMIT OUT-OF-PLANE (NON-FRAME) ACTION, Object ID Story Label Unique Name Level 3 B167 193 /-- RECOGNIZING OVERLAP BETWEEN THESE BEAMS THE THE GREEN 'PANELED' COLUMNS. THE OUT-OF-PLANE BENDING RESISTANCE. 122. HAS BEEN REDUCED TO AVOID DOUBLE-COUNTING STIFFNESS. THEREFORE THE COLUMNS ALONE WILL PROVIDE RESISTANCE IN THIS DIRECTION. Object Data (-fl-hY-Y-7XXXCON--NO j >'- EXPECTING MINIMAL STRONG-AXIS CRACKING IN THEGeomely Ass,gnr-ents 1 Loads- De=gn L DEEP MOMENT FRAME BEAMS. 133 HAS BEEN < , b ADJUSTED TO FOLLOW ACI 318-14 Section Property Fen-eter Bea- 1/ (,-RECOMMENDATIONS FOR UNCRACKED MEMBERS. . â€¢ Property Modifiers T: 122:133 kt 41 -rArea 1 .As2 1 Rev 1 0/2/2018 As3 1 r 1Torsionw. 1 RIGID ZONE OFFSETS AND FACTOR FOLLOWING 122 C.25 -ASCE41-13 CH. 10 RECOMMENDATIONS 133 C7 - Mass 1 Weight 1 87End Releases None â€¢ End Length Offsets Use- Spec f es'PERIMETER BM L3' Auto from Connectivi Nc End I (inl 12.5 End J fin]125 4?Rgid Zone Factor 3 5 ,-- -- Self Weight Option E Insertion Point EF 31 12- Cent'od wrth offset Output Stations Max Stator Spacng 1Â»- -- Local Axis 2 .Angle :deg; Defau i .I- I Spnngs None Y. I in- f.her lk,2 410 n A b Section Property .2 .....: .1 TSection property assigned to the frame object -T OK Cancel -- -- -- 3. ' 0Â·: -r- t- 2'-0. _q ETABS MODEL TYPICAL PERIMETER FRAMING AT L3 CROSS SECTION GEOMETRY 47 of 234 Thornton Tomasetti I h Column Information ' Object I D Story Label Unique Name Level 3 C5O -4-,- Objed Data Geomewy Ass,gn,rents L_|fads | Desagn â€¢ As=merts Fe:tly- =r'-:De=Â·.T-- â€¢ Property Modifiers ,--:>w, %, 8 -9 190 -rea &.6 -5.- As3 AND 122 MODIFIERS ARE AMPLIFIED TO REPRESENT HIGH IN-PLANE SHEAR AND BENDING STIFFNESS OF CONCRETE INFILL PANEL CONNECTING COLUMNS, ass t'.'e'J'It End Releases None â€¢ 01-'."'To'F- e i:e:te: Lut Z 42 n. - I ,- ,- e r Self Vv'eight Option a Insertion Point EF 31 11- SheaÂ· Certe OUtplirt Stations Min NumbeÂ· of Staton. End Lendh Offsets Frame end length offsets. Cancel ETABS MODEL TYPICAL PERIMETER FRAMING AT L3 48 of 234 Thornton Tomasetti rh Beam Information i| Objed ID THE SECTION OF 'PERIMETER BEAM L3' CAPTURES THIS 24"X30" BEAM SPECIFICALLY FOR STRONG-AXIS BENDING. 133. THEREFORE IT IS EFFECTIVELY SET TO ZERO HERE AS TO NOT DOUBLE COUNT ITS STRONG-AXIS FLEXURAL CONTRIBUTION. Story Label Unique Name /--HOWEVER. 122 FOR THE'PERIMETER BEAM L3' Wing Roof B17 1470 MEMBER IS SET LOW SO THE OUT-OF-PLANE RESISTANCE HERE NEEDS TO BE INCLUDED (0.7) THIS OUT-OF-PLANE STIFFNESS HELPS THE COLUMN RESIST ANY MOMENTS INDUCED BY THE OFFSET AT Object Data L3 AND HELP TIE THE 'T COL' MEMBERS TOGETHER. Geometry Ass,gn-ents Loads 1--bes,gn â€¢ A.,Ireds 1 . Section Property 24)[ouc>earT' 2 SIMILAR TO ADJUSTING 133 ABOVE. THE FLEXURALâ€¢ Property Modifiers 122,133 STIFFNESS AND STRENGTH OF THIS 24"X30" BEAM IS Area 1 ALREADY CAPTURED BY 'PERIMETER BEAM L3'. TO .Asl 1 ENSURE THIS ACTION IS NOT DOUBLE-COUNTED. As3 1 AXIAL FORCES (P) ARE RELEASED IN THIS MEMBER Torsion 1 122 133 C.jj:-1 Mass 1 Weight End Releases 24x30BEAM'End Length Offsets Autc Insertion Point 'OF 91 8 - Top Cente' Output Stations Max Staton Spaang Local.Axis 2 Angle (deg} Defaul Sp,ings None Line Mass lb-520Â·111 C TC Limits None Spandrel None Matenal Overwrrte None Auto Mesh Type at Fo:nts'L nes'Eage- In,-4, irl.2 in An,h,â€žr /,4.,h V. Property Modfiers Property modifiers for the frame obied OK Cancel ETABS MODEL TYPICAL PERIMETER FRAMING AT L3 49 of 234 Thornton Tomasetti th Time History Function Definition - From File - > Time Histort Function Name 'Â»552_NGA_1155 Kocaeli_1999_Hl Funcbon File Values are File Name Browse I Time and Function Values I n .n',C Â· Users Â·ipÂ¢ofsky Â·,Documents.LA888 N Ma,n Santa e Values at Equal Intervals of u J. nh Define Time History Functions --9, p .Â» -Ana'Aialysts :ETABS\.Time 225YR (20%/50YR) RECORDS (RECORDS FOR BOTH HORIZONTAL COMPONENTS) 75YR (50%/50YR) RECORDS (RECORDS FOR BOTH HORIZONTAL COMPONENTS) Fundions 4 newl E_NGA._1155 Kocaeli_199E . newl E_NG.A_1155 Kocaeli_199E new 1 E_NGA_6897 Barfield NZ_. newl E_NGA._6897 Darfield NZ_. newl E_NG.A._8130 Chnstchurch newl E_NGA-813C Christchurch newl E_NGA_949 Northridge-01_ new l E_NGA._94 9 Northndge-C 1 71 newES,nES_NGA 1155 Kocaeli EL- neÂ·,v50inES_NG.A._1155 Kocaeli_ _ new5 Jin52_NG.A._6897 Barfield P - newECin52_NGA_5897 Darfield r newECin52_NGA_8130 Christchu newSnES_NG.A._813: Christchu new'50inES_NGA._949 NorthMdge new'50in52_NG.A._949 Northndge Choose Function Type to Add Sine . Click to Add New Function. 1 Modly,Show Function.. Click to View Response Spectrum Header Unes to Skip 6 Prefx Chars. Per Line to Skip W 1Number of Points per Line Convert to User Defined Function Graph E w 15: 10* 10 15- 0 0 Â·Â· .... Fomiat Type e Free Fonnat Fned Foat Mew Fle Characters per Item 7.9- 'DE Â·20 Â·35 â€¢5C | | C,Cd | 3..45Â· OK RECORDS RECEIVED FROM GEOTECH ARE IMPORTED INTO ETABS MODEL SAMPLE 50%/50YR RECORD ETABS MODEL TIME HISTORY DEFINITIONS 50 of 234 Thornton Tomasetti 1. SET INITIAL 'GRAVITY' CONDITION LOAD CASES 2 - CREATE DIRECTIONALITY COMBINATIONS General Load Case Name &:De/gl Load Case Type S,ibtype 1 T- 11-y - |Norâ€¢- Modal (FNAA -1 N.es Excelects r hs GxÂ© *phrable Mas5 Sol,te PreÂ·,90*8 MISrolt -al Con[*,ons I Zero Intial Con'ions Starl from Un*essed State (Â»ltne from Skie d End of rlor,kes Case floac,5 End 01 Case ARE k,cluded rbfnea Case Loacks Appbed | Load Type Load '42,ne FuÂ·,ct,on Seat Pacto 'e ad /*em [lead De#jum 11 kid Load Pitem SDL Delaul Ijr,form, 1 1 1* Load DateÂ·n Partlbor DeÂ¢Ii/ 'Un#om 1 1 vancec Other P//ineters Modal Load Case 4.r,ber d C*LE T.* Steps Ch-Ax* T,re Step Sze Modal Dping 40.0,1 2 :99 +AD*/SroN Nor-el/Paameters Dalaul .044/900 GROUND MOTION Hl CORRESPONDS TO X GROUND MOTION H2 CORRESPONDS TO Y th Load Cases Load Cases Load Case Name RSy (50:c:.Â·030) 5% Damped Grav 1 Grav2 Load Case Type Response Spectrum Nonlinear Modal History :FN.A) Nonlinear Modal History (FNA) b 1 r 1<0 a t2 72'r KO d 74 Kob Nonltlear Modal Hstory (FNA) Nonlinear Modal History FNA) Nof*lear Modal History (Fl%IN Nontnear Modal History (FNA) MAX GRAVITY CEZI- 1-f.., 4 LOAD CASE PERMUTATIONS RELATED TO EACH GROUND MOTION (72 YR MRI KOCAELI HIGHLIGHTED ABOVE) X mh Load Caee Data 22 ih Lcad Case Data -/Gered /\CLcad Case Naine (a,2 De'IP.General Load Case Type yee 1 T- 16.,y - |Ncn,e. Modal (FNA> -Ndes ExcUle Ot,ecti r hs ircir Ne N]*able Mass S{ute Pre 'ous :Ms Srt 1 U CordÂ¢Ions 2 Zero k*lai Conctbans Slart Itorn Jnstressed Ste Co,true /,orn State / End of Nor-lea Case ,/ads / Er 01 Lase AR,E ,duded Norle. Lase Loads Apphed e| Load Type Load rJame h.rd, boale #a ) 1- P./.n Dead Elelau* Unliorm L Add Load F#em 51 De#aul! l;rWom 5 3 Delde Load Case N 72yr KO -'Dup Load Case Type Â·Subtype Time History -Non*A Notes Exclude Objects in this Group Not Appkable Mass Source Previous (Ms Srcl; Initial Conditions GROUND MOTION H2 CORRESPONDS TO X GROUND MOTION Hl CORRESPONDS TO Y Load '/tem 2â€¢el// 1_*1crrP#Â¢l./ Advanced Fero ial on on. - St f I In. pssâ€¢ St - 9 Continue from State at End of Nonlinear Case (Loads at End d Case ARE hcluded, Loa s gplie Othe, Parr,eters Load Type Load Name Fur)ct,on Modal Load Case Modal Accell,on t..Il neÂ·.'.Â·5[kn52 NGA-1155 Kocaetenber d O*U Tme Sleps C T,ne Step See K sec Acceleration UZ ne*53rÂ·,52_NGA_1155 Kocae Modal Dg Con*arâ€¢ al 2 99 Mody'Show Nor,Inear P,arneters Delau* ,1,6Â®/ Show ' Scak Fador 1 Add | 3864 Delete I 386 4 Advanced MIN GRAVITY 21*2 -2- ETABS MODEL Other Parameters Modal Load Case |Modd - Number of Ol.*put Tirne Steps 24003 Output Time Step See L UUÂ»sec Modal Damping Constant at 2 23 Modly/Show Nonlinear Parameters Defau#MONy/Show OK 1 Cancel TIME HISTORY DEFINITIONS NOTE: LOAD CASE IS CONTINUED FROM THE END OF "GRAV 1" STATE WITH THE GRAVITY LOADS STILL INCLUDED. 111 Thornton Tomasetti ETABS MODEL PERIMETER BEAM/PANEL INDEPENDENT STUDY 52 of 234 Thornton Tomasetti 7 AS-MODELED ie FLOOR LEVEL - Ec> i FOR SIMPLICITY i 4 SINGLE FRAME ' 09 1- - ELEMENT V 1 8" SHELL-1_ - ELEMENT Llo e0 L9 SAME RECTANGULAR if) 1, - FRAME ELEMENT - 1 4/ 8" SHELL ELEMENT RIGID LINK RECTANGULAR FRAME ELEMENT 1 2/1 1 MOMENT RELEASES APPX FIELD 'Â·8-RIGID CONNECTION 1 AT INFLECTION POINT --INFLECTION POINT, TYP SECTION B DIMS 91-rnI TYP SECTION A .i--BETWEEN COLUMNS @ SECTION C \ 0 Â©Â©431Â©@09 4,@ RIGID OFFSET OF FULL 8'-3" (RIGIDZONErFACTOR = 0 5. TYP)A -r. COLUMN i RESTRAINED/CAPTURED BY SHELL TOO p RIGID OFFSET ' OF 3'-9"2-7-4 COLUMN RESTRAINED/CAPTURED BY SHELL TOO RIGID OFFSET OF 3'-9 C Â£=1 1 . 1 PINNED BASE AT COLUMN MID-HEIGHT TYP Ii=127 Al 12 212-1 n Ll A) FRAME ELEMENT ONLY WITH PROFILE OF RECT. BEAM AND INFILL WALL B) FRAME ELEMENT WITH CENTERED SHELL ELEMENT ABOVE C) FRAME ELEMENT WITH OFFSET SHELL ELEMENT ABOVE CONNECTED VIA RIGID LINK ETABS MODEL PERIMETER BEAM/PANEL INDEPENDENT STUDY PURPOSE OF STUDY: A FRAME+OFFSET SHELL ASSEMBLY (CONDITION C) MORE CLOSELY RESEMBLES THE EXISTING PERIMETER FRAMING. AS A SIMPLIFYING AND CLARIFYING MODELING DECISION, THE AIM IS TO ACHIEVE COMPARABLE BEHAVIOR WITH FRAME ELEMENTS ONLY BY CALIBRATING RIGID OFFSETS AND PANEL ZONE PROPERTIES. 53 of 234 Thornton Tomasetti EXTRUDED FRAMES L ..1 ... 4 @ib. A) FRAME ELEMENT ONLY WITH PROFILE OF RECT. BEAM AND INFILL WALL B) FRAME ELEMENT WITH CENTERED SHELL ELEMENTABOVE C) FRAME ELEMENT WITH OFFSET SHELL ELEMENT ABOVE CONNECTED VIA RIGID LINK ETABS MODEL PERIMETER BEAM/PANEL INDEPENDENT STUDY Thornton Tomasetti APPLIED DUMMY LOADS (k) 100 100 Â®-0 +1---1 +4 + 1 1 i 1-*lp: 100 100 T A) FRAME ELEMENT ONLY WITH PROFILE OF RECT. BEAM AND INFILL WALL B) FRAME ELEMENT WITH CENTERED SHELL ELEMENT ABOVE C) FRAME ELEMENT WITH OFFSET SHELL ELEMENT ABOVE CONNECTED VIA RIGID LINK ETABS MODEL PERIMETER BEAM/PANEL INDEPENDENT STUDY 54 of 234 100 4 100 100 100 100 100 T III 77 35 31 31 55 of 234 Thornton Tomasetti NOTE: OVERALL FRAME STIFFNESSES ARE NEARLY IDENTICAL. J UX UX = 0.36" DEFORMED SHAPES UX = 0.33"UX = 0.36" -F- --1---7--7--T1 ........-........-1.......................................................-......... 1- --3-1 1 1 1 ..............................1........................m...m...............................1 1 1 1............................I-.....:.................................=.............-.... ..... ...................:....1.............................. 3,"m........................................................ 1............................. ............................. ............................. .../...................//.... ..............................1..............................1 i EL I i l ii i zi I iii ZE 1 1 fE i 70. i Â£ RIGID ZONE OFFSET FACTOR 0.5 A) FRAME ELEMENT ONLY WITH PROFILE OF RECT. BEAM AND INFILL WALL B) FRAME ELEMENT WITH CENTERED SHELL ELEMENT ABOVE C) FRAME ELEMENT WITH OFFSET SHELL ELEMENT ABOVE CONNECTED VIA RIGID LINK ETABS MODEL PERIMETER BEAM/PANEL INDEPENDENT STUDY 56 of 234 Thornton Tomasetti COLUMN AXIAL DISTRIBUTIONS (k) 25 5 2.4 -1621 1.6 -30 5 1 1 - -29 1 11.8 -803.2 C 8 -10 114 I12.5 -34 4 44.3 -3 -36- 12.1 65.24.7 11.9 --65 9.9 -86 84.9 -17.-1 16 16.3 :1081 11)2.5 -18.7 iFI 219.4 -55. >3' 227.6 -65 'f.1 1. ...4 ,1-12 - !17;73 2 224 4 -6 -1 .13 A) FRAME ELEMENT ONLY WITH PROFILE OF RECT. BEAM AND INFILL WALL B) FRAME ELEMENT WITH CENTERED SHELL ELEMENT ABOVE C) FRAME ELEMENT WITH OFFSET SHELL ELEMENT ABOVE CONNECTED VIA RIGID LINK ETABS MODEL PERIMETER BEAM/PANEL INDEPENDENT STUDY 57 of 234 Thornton Tomasetti CASE (A) IS REASONABLE FOR MIDDLE COLUMNS AND CONSERVATIVE FOR END COLUMNS RELATIVE TO'MORE REALISTIC' CASE (C) BECAUSE END COLUMNS IN (C) ATTRACT LESS SHEAR DUE TO LESSER RESTRAINT FROM SHELL ELEMENTS ON ONLY ONE SIDE NOTE: SUM OF SHEARS AT BASE NOT QUITE = 400k OF TOTAL APPLIED LOADS BECAUSE DEMANDS ON FIN COLUMNS ARE HIDDEN FOR CLARITY. MAX SHEAR DEMANDS ARE COMPARABLE (WITHIN 5-10%). COLUMN SHEAR DISTRIBUTIONS (k) 37.4 26.8 -21 Â¢-9 --15 -11 1 18.8 27 -12.1 43.4 14.4 -19 51 7 52.7 45.9 65.7 77.6 78.6 68.6 29.1 -48. '0 38 7 --28 E [-51 1 --28 -1 57.8 87.8 105.692.6 1023 101 8 91.1 A.. /1. .6 'A 6-1.L..1 .L= -5 105 1 58.6 -28 37.2 --4 87.7 86.5 55.7 -17 39.8 106.2 86 4 1 106.9 A) FRAME ELEMENT ONLY WITH PROFILE OF RECT. BEAM AND INFILL WALL B) FRAME ELEMENT WITH CENTERED SHELL ELEMENT ABOVE C) FRAME ELEMENT WITH OFFSET SHELL ELEMENT ABOVE CONNECTED VIA RIGID LINK ETABS MODEL PERIMETER BEAM/PANEL INDEPENDENT STUDY 55.7 39 6 - 58 of 234 Thornton Tomasetti NOTE: MAX END MOMENT DEMANDS BETWEEN CONDITIONS 'A' AND 'C' ARE WITHIN 5%. COLUMN MOMENT DISTRIBUTIONS (k-ft) 39.< 5-3 r 5.6 125 124 64./54.60 r 67 T 42.34. _[9.7 -1-17.4 l-13.4 47.9 I,IJUIJ 109Â£ 10447 9847 4.7 L. 16&1414 149.3 99\1 CvÂ» 17 3 16,1/4 191/9 8 194 _1162< -1 o4<8- 9 Â«r 9.7 3 5t.8 -+-5{.5 - T 10.7 I \ A) FRAME ELEMENT ONLY WITH PROFILE OF RECT. BEAM AND INFILL WALL B) FRAME ELEMENT WITH CENTERED SHELL ELEMENTABOVE C) FRAME ELEMENT WITH OFFSET SHELL ELEMENT ABOVE CONNECTED VIA RIGID LINK ETABS MODEL PERIMETER BEAM/PANEL INDEPENDENT STUDY 65.43. 1.9 164.1 0.4 Li 210.2 T j 2278 Thornton Tomasetti PROJECT ny N #64 9.4. 0 44 SUBJECT Alt#e.k\+ Lic. cLT}o-â€¢fl4Ce?b'7â‚¬66 k dÂ¢;Ad* PROJECT NO.f I foolol BY aMi %3 CHECKED BY 59 of 234 DATE J./7 /14\ f SHEET /of -3 DRAWING NO. 1 1 1 1 0 0'1 .1 1 1:1 j ' ' 1 ' 1 A ' '.* - -'-,>2Â«- i ,Ri*#lIbtiAR -01--2-4>11 -_k- iDÂ»4'liÂ«,14Â©--$-_ii i1 : 1 1i '11 it '1 11- 1,( i#44 6-3-i--*3 46; 4-4-444.--4-4- -tr- 447-24... !11 1,JfLt-_f 96 -3-91% 44 4-LL-â€ž--#-i --1 t-.-t .1 --IL. I 'i::1 1 1, i /0 t ..:ili. 1, I i. i 1, ' .1 ..11 !,1,1 -1 t2, 7/f1 1 - 1 1 1 4 Re,D, -4Â¢3â‚¬8 4- --L TkdÂ«881_.-.242*13--f-'f-_[7.fiei .4 . 1 ' ,1 1 '1 1 5-RAÂ«_Â·P< 219' Â· , 'i . 1 1!,2-1--L 1 , t â€¢ 2 --32 fiqÂ¢f. -61-An f â‚¬g--t 04Â«-14-2-- -h.- 1 ; _ . 1 1-1 : 96 -fÂ· 3- 1 */4 4-=-Ed>jtio---434-4-i-_C-- 2 9-43--4/- - -b>Rk-Â·6,7 i i,!-- .543.F,(_3- 6/040 , ul/ff .l,j-04- 4-_-84--19?{f f./0- f/% t--4 4/Â¥17 '1 Â· 1 1 ) 1 1 - T22$6:Upt zes--; -0/124 -/3(3-14&64-'' 4-71- 4â‚¬f - ----- :_ -i-- - _----- %-Â¢tm-k _fjjÂ»*k 2144---_29 fitb- l*M 9- _4241>I.-*fwx A- 1 1- I .-Ph>-6>- -j-Â·43fffi91--1- 1--6-,01 L.4-043 (4 3>4ir- -01* :--Â·Â·Â·- 4,0/ ':1/Â·fl 02(30 â‚¬ - 03Â¥ 5 '60 4.1 4 60 of 234Thornton Tomasetti glb-03.01 t/7 lut vPROJECT *N MÂ« 964- AK PROJECT NO.DATE BY SHEET 2,-of 3 SUBJECT R\4#MalÂ·U <AntÂ« dA:6014 CHECKED BY DRAWING NO. J2/14 rt cdÂ®, AG (f 1 ! 1 , 1 . 1 1 11 .1 1 11Â· t4.1- . L.*-9-14 +4444- .24-44_Â»1444-1 1 1 ' , . 1i ' i , 1i ' 1,4 fti/ : , ., -, --Â·- IÂ·-7- -i.,UO ..... f.,4 ,A 44 ,-/l.5 7- -2-ih' i16,96Â¥07 0?QA-03â‚¬)-t- - 1.- -1 k do ligo: q g o _ f irÂ· 3- 2.J itid i J- V - r,-1 -44 6 - 1i i ..1 1 1 :-0-4-i=-iÂ·-oÂ·oiff .6-i1--1.z--0 --- _ .: --*424-4--Â¥- .2--_-6.4 ' 1'1''1 '1 1 1 1 , 4 1 11 , ; i i , .i il ,i tÂ·&86 -44Â¢24\4 k @44*4_\ ._tv-i-Â·y_(f)-jAA,4 8â‚¬16(i 4*:Â· 2.-.- -4*.jgUâ‚¬eff__Â©4#jÂ©6j-,49i?a--kldft#4-44* '., 1 11 1 1 il'. 1 !i:Â·Â· :'.1 1 i I ;i '! 1 . 1'* 11. f. 1,. It 11,1 1 -.il â€¢ I '' ! ' A 1111 . 1 1 j 1 1 1 ' ' 1 , 1-Â°- **4.1-34#26-AG ..defOF-kier -*-14- 1 1-- . . -6 -#0 ,-TaPS./0.7 -:/N. g 39 i._e-; a,3-B.sâ‚¬.MOL -0- ..1 -=- . + -- 1 01 , .1 :iI , 1 1 , , - --1 -; 44-â‚¬L-4 24- -1144 -f<{ -PjifF-)*-- ------ 4,42#-9-: -- - 4 E. 4-3-9 - 1 CJ;Â« -- 1 1 _.. M tWk = - I + , W4 - -1-PRCE 1--*44--44 429/ffi_2-- -941-1 --0 -_-----I-Z 3 461r uF #F Lf, 1 3 . S / t. Â·I 1 ----- ... Thornton Tomasetti PROJECT 8-1(% A tiol- a,AL A/Ka.5-1&003.61 PROJECT NO. 61 of 234 DATE -1 /41 F m LM T SHEET 9 0 mact Af'M/hal 04 94rw, 1?d>.09 CHECKED BY DRAWING NO. Ce-h nidi#1 42084<r i 1 !--------2--Â·112-f--I-289-1-2--8-4{*-A-i AMLE *4__444 k--- ' i.- /.4.*-0-4-4-l-ai*_2. liN_ReÂ· 6 /1 1 1.1 ; i r-- i ---Â·-----t-Â·- -A .i' - , L i 1 1,*(-2-26,1 1 11 !*---/-179.MUU,* - l.__---* -f__5.ll#SM.---1.03*&__leal,4-wÂ»-3 I 3 1 1 0%-4...1*..*_,__f."AM,4-4+ ----- 0. 1-11 fkwoUT-- -Lt.-----ri i BW 96 634./0,4 / -.- -1..-----adc--ILFEI.P L,J 'AA ?__J M D 194 *llf Â· ----(3Â·,Â· E_- Cd'dwk.' i 6 7 1(345,00'Â·r â€¢Jili uffl 1-Â«F .--5 -----1 . -6. 01CKUP BEAM FOR DECKO-NLY- GRID.5-6.-OR-9--1.0J.SLABELL FACTORED 250 PSF TRIB_11/2=5.5 FT, w=1.4 KF, EP,AN 8' SO REACTIONS R = 5.5 KIPSJ 3-3/4"X5 h/* TIFEN HDÂ¢A)-BEND-.Q\WER. BENT- Pj=A-11-E-TAB-TO.BEAR. ON-COLUIVIN-CORNER.7-0-zIELP-1-AE-OUT @CCEN-rECJ.TY AS ORIZ COUPLE. 6' ECC bFIRELATIVE TÂ·0 BOLT CL = 33<" ESOLVE AS 9"' OUP -E OF 3.7K, 1401IZ TENSION 4" *BOVE MIDDLE OFBOLT GRGILIFSOT- 525):-V-'*-3.71<-H-7 12.7-K"- 3 --3/4'-TITEN-H#IATÂ¢RACTIONAPPX- 0.65 < 1.0 OK -t- 1 1 1 1 t ' ; I -----*--- CASE (B) (B) F BEAR ON EXI ST L'S ABOVE TAKE OUT! E AS VERTICAL COUPLE. 2X 5.5= 11 R -V CNLY 3 53/4-TITEN-HDINTERACTION-APPX- 0,65 < 1.0 OK 1-3?,i?gAiNE--- --- ----- ---- 1 1 Ill.4 ...'........ .. .... ......... 1 it 1 | NEWWTidETTb-O/ t- |-------EXISTING DEWK-r--- -*-M *--.-'7 - --I CLEAR EXIST L 't' 1 t. i Lbil 1 1 1 hly/ --- :44 BEAR ON EXIST L'S1 11L----------t 1 1 I f 9 =0= 0 --- 1 ililli -. BEAR AGAINST 17 Ii! !1 1 COLUMN FACE 1/2" BENT PL GR50 INSTALL AFTER FRP L_. u 3 3/4' X 51/2- TITEN HD CASE (A)L 61 AT SQUARE TIED COL, 43 AT SPIRAL TIED COLBEAR AGAINST COLUMN FACE 62 of 234 SIMPSON Strong,rie Company TT Date.8/7/2018Anchor DesignerTM Engineer LJ Page 1/4 Software Project 888 N MAIN Version 2 5.6582 0 Address Phone. E-mail. 1.Proiect information Customer company Customer contact name Customer e-mail CommentÂ· SINGLE FRP WRAP AS MINIMUM 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units Imperial units Anchor Information: Anchor type. Concrete screw Material. Carbon Steel Diameter (inch): 0.750 Nominal Embedment depth (inch) 6.000 Effective Embedment depth. he, (inch)Â· 4 640 Code report ICC-ES ESR-2713 Anchor category 1 Anchor ductility: No hm,n (inch): 9.58 Ca. (inch) 7.00 Cm,r (Inch): 1.75 Sm.(inch): 3.00 Project description ANCHOR BEAM END IN EXISTING CONC COL Location Fastening description' TITEN HD G Base Material Concrete Normal-weight Concrete thickness. h (inch) 24.00 State Cracked Compressive strength. fc (psi) 3500 4'c v 1.4 Reinforcement condition: B tension, B shear Supplemental reinforcement Not applicable Reinforcement provided at corners Yes Ignore concrete breakout in tension. No Y ignore concrete breakout in shear No Ignore 6do requirement Not applicable Build-up grout pad No Base Plate Length x Width x Thickness (inch): 36.00 x 20-00 x 0 50 Load and Geometry Load factor source ACI 318 Section 5.3 Load combination: not set Seismic design Yes Anchors subected to sustained tension Not applicable Ductility section for tensionÂ· 17.2 3.4.2 not applicable Ductility section for shear 17.2.3.5-3 (c) is satisfied Qo factor not set 0 Ib <Figure 1> Bar load at front row. No sisting wind and/or seismic loads Yes 3. 0I 0 ft-lb 0 ft-lb 29 Input data and results must be checked for agreement with the existing circumstances the standards and guidelines must be checked for plausibility 5956 W Las Positas Boulevard Pleasanton CA 94588 Phone 925 5609000 Fax 925847 3871 www strongtie com 63 of 234 SIMPSON StrongTie Company.TT Date 8/7/2018Anchor DesignerTM Engineer. LJ Page. 2/4 Software Project 888 N MAIN Version 2.5.6582 0 <Figure 2> Address Phone E-mail 14.00 5.00 5.00 Recommended Anchor Anchor Name Titen HDÂ®- 3/4"0 Titen HD hnom 6" (152mm) Code Report ICC-ES ESR-2713 Input data and results must be checked for agreement with the existing circumstances the standards and guidelines must be checked for plausibility 5956 W Las Positas Boulevard Pleasanton CA 94588 Phone 9255609000 Fax 9258473871 www strongtie com 64 of 234 SIMPSON Strong-Tie Company: TT Date:8/7/2018Anchor DesignerTM Engineer: LJ Page: 3/4 Software Project:888 N MAIN Version 2.5.6582.0 Address: Phone: E-mail: 3. Resultina Anchor Forces Anchor Tension load,Shear load x,Shear load y,Shear load combined, Nu. (Ib)Vu.* (lb)Vuay (lb)4Vuâ€ž)'+(Vuay)' (It)) 1 0.0 4333.2 -3275.8 5432.1 2 0.0 4333.2 -1637.9 4632 4 3 0.0 4333.2 0.0 4333.2 4 0.0 4333.2 1637.9 4632.4 5 0.0 4333.2 3275.8 5432.1 6 0.0 1466.8 3275.8 3589.2 7 0.0 1466.8 1637.9 2198.7 8 0.0 1466.8 0.0 1466.8 9 0.0 1466.8 -1637.9 2198.7 10 0.0 1466.8 -3275.8 3589.2 Sum 0.0 29000.0 0.0 37504.8 Maximum concrete compression strain (960): 0.00 <Figure 3> ol oll Maximum concrete compression stress (psi)Â· 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 .2 .9 Eccentricity of resultant tension forces in x-axis, e'* (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch)Â· 0.00 Y Eccentricity of resultant shear forces in x-axis, eb (inch): 0.00 o 3 -8Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0 00 04)/ 07 .5 .6 8. Steel Strenath of Anchor in Shear (Sec. 17.5.1) #pou. 0 Â¢grourÂ¢}V. (lb) 1.0 0.60 5610 V. (lb) 9350 9. Concrete Breakout Strenath of Anchor in Shear (Sec. 17.5.2) Shear perpendicular to edge in y-direction: Voy = minl7(/./do)0Â·Nd.2.42.,15; 92.Af'cc.,151 (Eq. 17.5.2 2a & Eq. 17.5.2.2b) da (in)f'c (psl)c.i (in)Voy (lb)t. 0.750 1.00 3500 5.00 5773 Â¢ CA v./ A Vco) 9'.c v V'.d.v ye,v 94.vvby (Sec. 17.3.1 & Eq. 17.5.2.lb) Avco (in2)Wec V 9'ed, V 1/4.v 75.v 6 Cim 4.64 *Vwy - Avc (in Vby Clb) 0 *Vcbgy (lb) 172.50 112.50 0.849 1.000 1.400 1.000 5773 0.70 7366 Shear parallel to edge in x-direction: Vby = min17(/0/d.)o'2*1.2..Vf'cc.,15; 9/.04:c.,151 (Eq. 17 5.2.28 & Eq. 17.5.2.2b) /. (in)d. (in) 4 f'c (psi)c, (in)Vby (lb) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility Simpson Strong-Tie Company Inc 5956 W Las Positas Boulevard Pleasanton, CA 94588 Phone 925.560.9000 Fax: 925 847.3871 www.strongtie.com 65 of 234 SIMPSON Strong-Tie Company: TT Date:8/7/2018Anchor DesignerTM Engineer: LJ Page: 4/4 Software Project:888 N MAIN Version 2.5.6582.0 a,IA'.SS: Phone E-mail 4.64 0.750 1.00 3500 5.00 5773 Vag, = 4 (2)(Avc/A vco) 9'.c.V W.d, VIA,vyh.VVby (Sec. 17.31,17.5 2.1(c) & Eq. 17.5.2.lb) Avc (inD A vco (in2)9'.c, V 9/.div 9%.v 9'h. V Vby Clb) 0 0Vc.. (lb) 352.50 112.50 1.000 1.000 1.400 1.000 5773 0.70 35455 10. Concrete Prvout Strength of Anchor in Shear (Sec. 17.5.3) *Vip - 41%pN.0 = Okcp<ANc / ANÂ©4 4'*IN 44.N 4'cp N Nb (Sec. 17.3.1 & Eq. 17.5.3.la) kip AN.(in2)ANco (inD Wed,N 9'c,N 4-'cp N N (It)) 0 *VIP (lb) 2.0 95.68 193.77 0.916 1.000 1.000 10052 0.70 6362 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Shear Factored Load, Vu. (lb)Design Strength, 0Vn (lb)Ratio Status Steel 5432 5610 0.97 Pass (Governs) T Concrete breakout y+4914 7366 0.67 Pass 11 Concrete breakout y-21666 35455 0.61 Pass Pryout 4632 6362 0.73 Pass 3/4"0 Titen HD, hnom:6" (152mm) meets the selected design criteria. 12. Warninas - Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied - designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied - designer to verify - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for piausibility Simpson Strong-Tie Company Inc 5956 W Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.5609000 Fax: 925847 3871 www.strongtie.com ............... Thornton Tomasetti PROJECT 888 W M#An .Sa Yja gly, SUBJECT BAÂ»*Ob 1 14 i 634 st k-Â·710/ PROJECT NO. BY L J CHECKED BY 66 of 234 DATE SHEET /of/ DRAWING NO. 1 1:v pÂ·*24*pot#-14_42444_44Â·4*4*yifluf--44i-144 zy- A gONE 94) 0-4 6 Y ra 01 1 E 1 - f - I 1lili , i 1 ; 3 *060'(A 3'['01{3)'-__ _t.--.2#/ifffr.- 53*tie _' 1 1 1 1 0 1 1 11/:tr - 14 44943%92/14il,1 l I:0.1 'iÂ·,!!Â·i , ,1 / ! 1! ':r 'iiIi :-2 1 il f. 57 /Loi# ' 4;gÂ· 3 be "tl .... ; 4:!1 1 1 4 -6 ilf 1 - I- ..17.- -. 1-.1.1.- i.+ 2 - ..1. 1 - -- 11 1 1i ' 1 71, .'., iII It 1 ' i . ) current dims -r Â·Â·- 1 ., -76"-hbriZ 5-166.25" Vertk' - ... ---:- - :.i--4/-- --------\52 - iÂ·---1 -.f. _.1-- 60 djagl-1 82.8'L byigeometryÂ·i. L -i * 43/:4Â·/7.- .-- --' ----- --- - i-- .. ,A M ;1/ !if hdriz-groOvs to 79" from 3" drift lilli:, , 1 1 2.1 . , ,\1 / - Â· -7- dia@= 184.11 1 1 -, Ph :1 -1 : 4- 1 .....5.-- -1 "e /--5.4. 0---- - .4-71 - .. 1---ihcrÂ¢ask ofrÂ·1:3" for31!-driftÂ· 4i dit / i /1. .1, 1 + Â¥ 1 d ..damper. travel..=.42%i.of. bork i rifti 1 11 1 f,i i i hi i I I Â· ! 1 . I i ,1, i 71.- 6:OIl. ! '1 1 24,6.-1 1 1 '. .4 /ti- ' ' â€¢ 1 Â· . / : , h/& ''' i! Â·Â· il, .1.1., /i ! : ] Â· , , , T L -0. 4, . LÂ£ Â·_..3Ae.?3ip.f:I:37\4 ...DU @_0;1-)PU<kÂ· '/47iÂ·-- 1-171*P A) My 0.-' , ,if.-211"p-j@I-54jÂ¢4-f Â£-J4I1-4-* ..f-4 MAO1 . 1 i '1- 3-L in Ii-%41494: i p --3-'fÂ«4*44-_r)_-2/4- 6 - i.i#.--' '- -tÂ·-EVE d' Pr ' Cbe#1'PWEAR'C_ 1....# TA/633. 4 4"2 2.62ATâ€ž* 4 ... --- i -r ....-.. 67 of 234 Thornton Tomasetti PROJECT 068 N Â£4414 ia -tk Ah< 5-01< hut IMA.'vo,M,1.47 samet -R 01+11 10 65Uwt 0 519003-01 PROJECT NO. m L,/f 7 CHECKED BY DATE SHEET /01 4 DRAWING NO. L -13Â«brf -uÂ» -Gript--1-f f . 12'4.- 148144 -0444Â· 1,_Ad --_ Aljo - fr. **'0 - :;- : . .2 .1-6.- jb.-010 -f- t?.8_A f - -- - --- .... (ifj -D<. fo/-,A4-,kn-- Â»Fl cov 514%,14 - @ W. vicÂ£ - E = 3 oll:ft, kal'i Aj - 620 +144 0 -6 5 Â¢,i (96-1-3) 4 2 /. 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A..ka.Faf ausut-u- 4> 41 -4. 1-th- f. -,elt Qu/& 44-1- /-4"R- 46.4 be .-0441, Cktbotteoj'k 1. Pitf LAY,@f - 16 reÂ« <44 4-14\44.- 4 -f p.104 jof " 45fu>.9 -....fr,44 4 CL#yft;W . 0 8, cc vefrak -, c i/,1.-Â« kkupt,(l) 4-0=, Act't\X-,1 --f,rl.f-1, .lr*LkÂ» 4-44 - --hetde- *u n.rt Fus 4;4 04. .0947*- so /* 46060 001.- Â°it{ 14&6(9. ; 17. 1, 2,1(49-- -4*/60/ .AL Â«F-- 4 k<1. fz,-9.49 1Â£1 -Wkw, Vit = 2.Vi.. .. . -Â§ \1411.9 .anÂ»r -44 w{1.4 U 0.15 -04( 42-2.pu *110 r,4, tk f trd. .Ce-,1 0._t. dkal#, .e,L.C.vlf r..plo 1.ruko,i . . /hto - ftp :laM- 44-6+21 40; of -.1 9. n J 92,204, 46- . ;17,43 -- EIN.9it 1 slu,/ Lf - Iccf No, ov V 315 kq /14 f; r -9 1 NG kjkr of Â£1 C /7: 4.5. C t)0/ 915,169 v (,7.4.2, (0 .(1-7-(41 9 . 614 510 44 --ir,>42.50 0 3 Thornton Tomasetti PROJECT 883 N /14 f, 4* AMA 64Â»11, i '*'f*tatitsâ„¢= 70 (t; 7 to J 51#00101 PROJECr NO. BY Cr,7 CHECKED BY 69 of 234 DA:rE -7 1/Gl 'U 11 SHEET k 01 6 DRAWING NO. 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Â·- Nul- 4,c AQUAD. fb 0(UlÂ¢ /16-rod @*Yar-) *10%11. 0 0 /'h Thornton Tomasetti PROJECT 858 N Mwl ja,4 AÂ« fei-<Mil C- 41py'MV} Uj- SUBJECT gat, 1 4â€¢ co 64., De)0 I. O/ PROJECT NO. BY CM T CHECKED BY 70 of 234 DATE 96 (18(g - SHEET of 6 DRAWING NO. k -Â»k 47 715 097 6ue,-3 -re,itf _0/(*y f A-I -3.- -,10-,+ - ':54:,-Â·4.0 401 +,ppo.o Â«b. 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C,f -73 L 1 1 IN f : - 14 - -- 11i'.-Â£. i 17 -1 - f'' -- Ill /1 11 ; -,V. 7% 4 4-uf -4. k 4jo-Â»f 643: '. * es" i . -1/6- -1 --r - 7/ 1 / 1-.61 ,/1031106Â¥ ti@8"Asy= tfk , 0 0 D Thornton Tomasetti PROJECT 88 8 Al /4,<i, fa Wk 'an# ipli & iÂ»,WarRO-1 SUBJECr & 1479 76 (4(vk'..... 51/00%' Of PROJECT NO. BY UM-J CHECKED BY 71 of 234 DATE 7/16 (t.alk SHEET C of h DRAWING NO. Gr *T 'D- - AfÂ»e . FAP. 474.6 04 .64Â». . . . Dit 46 --664 7Â·' - Z.4, 4 4,Â«-Avuu JIF,2,4 44, - 1 1 Ltv ;L. & Fig . ve'f 6,1 â€¢-44 071-FÂ» 41 0791/. 0,tl . 7-217 -,14'-.% 4.02 .ULott- \4 . 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Version 2 5.6582 0 ArArPSS' Phone E-mail 1.Proiect information Customer company. Customer contact name Customer e-mail. Comment. 2. Input Data & Anchor Parameters General Design method ACI 318-14 Units Imperial units Anchor Information: Anchor type. Bonded anchor Material A193 Grade B7 Diameter (inch) 1.250 Effective Embedment depth. he (inch)Â· 18.000 Anchor category: - Anchor ductility, Yes hrnin (inch) 20.75 ca. (inch) 4479 Cmâ€ž(inch) 275 Sm, (inch). 6.00 Load and Geometry Load factor source. ACI 318 Section 5 3 Load combination not set Seismic design. Yes Anchors subjected to sustained tension No Ductility section for tension 17 2.34.2 not applicable Ductility section for shearÂ· 17 2.3 5 3 (c) is satisfied Qo factorÂ· not set Apply entire shear load at front row No Anchors only resisting wind and/or seismic loads Ye <Figure 1> Project description Location Fastening description Base Material Concrete. Normal-weight Concrete thickness h (inch) 24.00 State Uncracked Compressive strength. f: (psi)Â· 4000 44 v. 1.4 Reinforcement condition B tension, B shear Supplemental reinforcementÂ· No Reinforcement provided at corners. No Ignore concrete breakout in tension No Ignore concrete breakout in shearÂ· No Hole condition. Dry concrete Inspection Periodic Temperature range. Short/Long. 150/110 F Ignore 6do requirement: Not applicable Build-up grout padÂ· No Base Plate Length x Width x Thickness (inch) 38.00 x 20.00 x 0 50 S 10 Ib 4 Input data and results must be checked for agreement with the existing circumstances the standards and guidelines must be checked for piausibility 5956 W Las Positas Boulevard Pleasanton CA 94588 Phone 925 560 9000 Fax 925 847 3871 www strongtle com 74 of 234 SIMPSON Strong-Tie Anchor Designer TM Company.Date 6/26/2018 Engineer Page 2/4 Software Version 2.5 6582.0 <Figure 2> Project Address Phone E-mail. e 14.00 00,8 Recommended Anchor Anchor Name SET-3G - SET-3G w/ 1 1/4"0 A193 Gr. B7 Input data and results must be checked for agreement with the existing circumstances the standards and guidelines must be checked for plausibility 5956 W Las Positas Boulevard Pleasanton CA 94588 Phone 925 5609000 Fax 925847 3871 www strongtie com 75 of 234 SIMPSON Strong-Tie Company.Date:6/26/2018Anchor DesignerTM Engineer:Page: 3/4 Software Project: Version 2.5 6582.0 ArtrirASS Phone E-mail 3. Resultina Anchor Forces Anchor Tension load,Shear load x,Shear load y,Shear load combined, Nu. (lb)Vu.* (lb)Vuay (lb) *Via*)2+(Vu.y)' (lb) 1 0.0 46000.0 0.0 46000 0 2 0.0 46000.0 0.0 46000.0 3 0.0 46000.0 0.0 46000 0 4 0.0 46000.0 0.0 46000.0 5 00 46000.0 0.0 46000.0 6 0.0 46000.0 0.0 46000.0 7 0.0 46000 0 0.0 460000 8 0.0 46000.0 0.0 46000.0 9 0.0 46000.0 0.0 46000.0 10 0.0 46000.0 0.0 46000.0 Sum 0.0 460000.0 0.0 460000.0 Maximum concrete compression strain (960): 0.00 <Figure 3> Maximum concrete compression stress (psi)Â· 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Ni (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): O.00 Eccentricity of resultant shear forces in x-axis, e'v, (inch) 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch). 0.00 01 01 02 09 Y 03 -2 O#Â¥ 07 05 0â‚¬ 8. Steel Strenath of Anchor in Shear (Sec. 17.5.1) Vsa (lb)*grour 0 QV.tem #grourav.se,s0Vs. (lb) 72675 10 0.65 1.00 47239 10. Concrete Prvout Strength of Anchor in Shear (Sec. 17.5.3) 0Vcpg I 0 minlkep/V.g ; kcp/Va,1 = 0 tninlkcp(AN./ ANaO) :c,N. 79,Na 'cp,Na/\6. ; kcp(ANc/ ANco) 9'.c.N yed,N 9'c,N /'cp NNb| (Sec. 17.3.1 & Eq 17.5.3.lb) kip ANa (in2)AN.0 (in2)Wed,Na 4'.c,Ne 4'cp,Na Nb. (lb)Na (lb) 2.0 2815 82 95000 1.000 1 000 1.000 139319 412944 ANc (ini) ANco (inw)9'ec.N 4'.d N 4'c.N 4'cp N Nb (lb)Na(lb) 5848.00 2916 00 1.000 1 000 1 000 1.000 115918 232472 0.70 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibllity Simpson Strong-Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.5609000 Fax 925847 3871 www strongtie.com 76 of 234 SIMPSON Strong-Tie Company:Date:6/26/2018Anchor DesignerTM Engineer:Page: 4/4 Software Project: Version 2.5.6582.0 ,1,â€¢IrSS: Phone E-mail 4.Cpg ('U, 325460 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Shear Factored Load, Vu. (lb)Design Strength, 0Vn (lb)Ratio Status Steel 46000 47239 0.97 Pass Pryout 460000 325460 1.41 Fail (Governs) FAIL! Selected anchor type and embedment do not meet the selected design criteria. TT comment: OK because FRP bands wrap the column to both hold concrete back against pryout and resist splitting from rods 'plowing' through concrete following supplemental reinf in ACI Chanel calcs) 12. Warninas - Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2 3.4.2 for tension need not be satisfied - designer to verify. - Per designer input, ductility requirements for shear have been determined to be satisfied - designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for piausibility. Simpson Strong-Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax 925.847.3871 www.strongtie com 10 Thornton Tomasetti 9 (FO-01. 01 PROJECT 888 4 Ma,1,1 44 4Â·n 4 PROJECr NO. BYE/4 J suamct @/r>wic- I Â»-P /5.re'-)+'d CHECKED BY 77 of 234 DATE 611-lult SHERA of f DRAWING NO. 1 G 055â‚¬7 ..MAHEd /9- ,3.--DE -- PA Heth--79-16_vis-ET :-- fo-4-: C-f_ A--6.1 Il% up AL- bj-0-Avk -T-*b i---14.42&-(L# , 41-10-g-Â»LE#*v,0233Â¥tÂ¥? ..52*9 5*19.- /WAR (p--A/4--AUU---49 _ (*Beff?r . 88: 4. 2-I.<91,#FA9/icâ‚¬ . 9.\Aa' =.1.16 . r /.r-I-*464-_- r)*1.. f' 4-6-71- 00#4).f= 3Â·fill. .- - 71 ( ppMPelLo! s gÂ¢.og ; 441'-uj * 9. Th . â‚¬ f A P 6 - .. _ .... -06 1.â‚¬ + P/N 5.*.1 31,035170 1 . - P.8/ 9 E A 41,1 9 -.P 4, '2; L /513- 3Alst *6 07(4- *(-?H :- (9-15)0 .S)%4?6-k 264% crl.\< '117_.\7'ty56 uilf /.GG = 6.7,4 1 r#4 :.4/IF .*.dulfe /VE.ED.Â· ..44 E . 2%2 - 2 4.*.;2, -73-17/7 kA r'DE77Â£1.4 0)10, - -A-2- 4-= -3-,ft;-4-03:2 1 Â·oce> -fk .3-C/-k . 1-4_-d.Â£/4 0-- 4.4-0.EIR:(-",-i}*-Â· PÂ»"_- t.\ 7A/ f. - .3., f. T 0. 1 C-Afff, P.&1:,4-t:itsâ‚¬fj) iii 490.4-4--s,ic=(9 35-49,7j 2 -Rk_Â© f * -91Â£ -48 iki- I.-luj-6-(16/sab -_2" %"final detail dim's g..Â«ur_. YMÂ¢16 - --- -- - - - - liA,t [/,<.,-! /1 --f.t_Vnk{23)(6414-/hb-60* Iak-1 (34? 4.-->11< ,4.-1 0/ 0 14 1*, 57-2 sio"i p _51$..lâ‚¬ 19% 2-5#6Â». A1 > 9,4 4 / Z76f *,4 / ALLOLD 4 1,ll GuiseT EDGE +6 2/9 4 1 - -4 9 1 1 +M to Â·7)(9450).lf_.â‚¬4 ciwES)=f 3%14U-/- >14 0/00/C . - \ -..D>-1VA COP) ,.4 967 -81 ! 4" 1 1 78 of 234Thornton Tbmasetti 518063.01 PROJECT 888 d Matn FLE L PROJECT NO.DATE 31,1101 1 BY 6 7 SHEET / .7 AA t 91fy,116 ihip Mvy,0 CHECKED BY DRAWING NO. CEJP'/44:cltty T. :,; Â· i , Â·, 1 1 1 iJl 1 it!i| 1 1 1 , 1 1 1 ; 11 1 ,.i 1121- -liti2 k.p I - ki)*494 3 444-344-- --R--4 -Aig-Â£72.] 0..1.-1-- 1- 1 '1 :1 : iii i ' i i : i i L -1-. -- 11 1 2Â©66436(1916.4-J.. -9frFod .tf....'046 4*i.g..44 7%_-a. 1 6 e,ER 1,-7= 1 & ' i i ':'1 Â· Â· '1 -!â€¢â€¢ 1 v i i E >L'fle' It 9f lk... 1 0 ''IC. 1 fi i lilli:!1. i -...+ !i Â· .E 1:1 1 1 7 1 , I , .f-kiEE:%1 _f-j-_44-f-751 -3.-4-h) it Laiff i E i:,;.,-- . -14 2 2 - 3.irt- 1 ---2 @2761- i Â£E 2!1.- c 1 /, 13 -sa i- 6:7 G aje. -W.. .1 3; A.Â¢.3.f J (Â°Â·35)1593Â°9G i -= 30 = bt bit_. HArl,@f..9,33 t{L.-rco,'PACE SUBJECT i t 1.' '.1 : ' 1 :i: ' 7-1 n 'i g.. f QÂ»-_14- .f>URN? 644 44_ 4 -1- 3+A- 33-1 7 11 , OFÂ· -441 d35'09 i â€¢ Â· 1 . 1 -.- dj.. N.Anl.444&44- f AptÂ®f .i -- 1 --- Lf.1. 21(4)-44_94442.44 44 i 2 .i 1 -1 7- :-i 1 1 - .4- .- t 2 406 i 1 Vlyy= 214 in4 0- - -< --4 0412+ 48)52 -r-.r(/.tf....+ ..@51(6-0- i-di,91..flifib.OFfi rry= (214/40.5),O.5 1 1 ; TE-' 11, 71, kl/ry fork=-1 I=-9.61-. i -- + filt_l + 4-60 + 4-1 +_361> 1. 1341 i"9' 1= 18, stocky, OK - 41.09-- .- ?9.19 - 'fl'inl - -- - - .t.. -_ 1even for ,1 unsymmetrical Â£901. Slt.% 1/91 In shape 79 of 234Thornton Tomasetti 51#005.01 PROJECT 89 N BAot<n 4.011/*tâ€¢l PROJECT NO.DATE j/tAilor 9 BY 6,/4 7 SHEET 1-of 7 SUBJEr ,Â¢ffc,Â«W> J &4?+0,2 -CHECKED BY DRAWING NO. 77?K- -A 1 1-:1 1 till 1/04 - 3.- 9- st<_ 4<411 2-. 72-Of-o/91 5 lia b AF - *1- -4-;it-4- - J- -6 ,1 1 i Sectionicut: A ' 6 , , , 1 1 i L *i.1 4-* ...f .. 4--__ lifo-JÂ«*-2-_1 pÂ¢igy- id'-- 4.- - --- : 49-k- 1 -6.0 - 1 1 4 1-1 Al, . /7 LU, ; 2Â«â‚¬ - VT i ,' i /11 .. 1 1,1, 1 . 'Ill 1 1 , ..1, i, 1 11 T , 4 / 34(fkfdÂ®ffEW...1.4-- .-7-5-I*(9 .1... .,1, 1 , i --. --=- 4.------. At,NOWAiviti FlÂ·Y.*2z _42. ...1-L *t : _I i 1.,1 1 1 11,1 1 1 :1 1 1 11 ly = 386 i-4 -- --* --1 _ -3-- i--65tk:44 Â£466+91 _591-9 , ry = (386/50)0.5 ! 1 1 1 1 1 = 2.8"-. 2 *k.be--4.4-Â·5494-57 -= 91-rl.-0- R..i---i- T - -Â· -Â· = 35, stocky. E--_' I Ii=J-9-32,3- i.(129,-E .1 _opx@Â·4*i-f f*lf>4(157.-,-7- .7- --actual section ./U. 11 1 properties Mary. asi- --- 1 ,2" side plates are Â·T 4 6.1 43334..tait .2-40.--6 454 56 - r added, so much 1 1 1 1 stockier; 81#a-rig OK----Â¢-; ---4- 3-34_. - --- bib, 3.-- ..1.- ..1.-1 --4-: -- A for modest-axial- -- - --Â·op- Â·r- ,- 6 --Â·-- -,- --- -Â·:-- Â· ---Â· Â·- r -- .. Â·- A--- 1.-- - ------ '---r ..- 1 1 1 . 1 stress ....1..._.- ..... . 1 - -- - L - 2534' - . --â€ž -... - , 1 lili , . V _a - 1 1 I.-a. 80 of 234Thornton Tomasetti 5,8003.01 PROJECT *R N /41, iartoU PROJECT NO.DATE 44 hplf BY 6,1- sHErr 3 Of 7 SUBJECT AlÂ»ki- guk wl CHECKED BY DRAWING NO. 1>"PV- O]1 Fl k- I ---1 -- 'r i- -/A,-TE,rwoM ._.:. . .....-:'li 1 1 :,il,ilifi ''' 1 11: i. - .-1.- I.-: -I -1 ; ' . i.._..i ..44)-!-MAS-- Â»*-ciA Â«204.... 24*Â«le-- ..6.- --2-- 1111 .- __ 1.......1 (14 in final detail)1 1i Section cut B i t., 1 1 6%1-*Â°*f#ff)-il-(44-6-i-gp-*72-7.-"1 1.1 i !1! ''i L.L.-1."4- f .Â·*-Â·49(019-0=-913 -(*l-Â·9(282. i- L, e.(Â· 1 I ' i 1 4 ly=360_in# _, 1:!: Q; 1 :701 Q, -F--Ii- M !1 1 1 ry = (360/70)AO.5 F -,- 9 -1Â· 1i '' Ji'!! = 2.3"- 7- -I- --i-* !*-3 . - l.-, --.---i- vÂ·r - -Â·---Â·t-Â·-i- u'------ !.. 4Â·Â·-- f -Â· -i -'1' -- kl/ry for k:41 1=96"Â· -:4 : --Â· 1... 1 .=42: stocky OK for 162 f Â¢:Â¢i/(0-'-+-*44-i> 19(t--2 --76-43-#64*----- -----t- Â·Â·- --r -1 small akial str@Â§Â§1- ' 7-Â· . 1 1 ,i, 1Â·11.1,1 1 1'. 1.- 2--E- - 2--/699 7- 111 7 ,; 1 i i i . -- . -- .. ..-. - -'......1.- 1 1 actual section.-- .r --Â·- :-/_Top..."..... properties vary as : 2" sideplates ard" 5 -1 added,so muph-:- >-(280- 1 stockieri clearly 1 ..,-- t..- L... i ,4.- :C if01<for 608'esj e), me[924--_ -2'9 - (44&44--12;Aft--Ff) i- - -- -- --I-7 11) *9 :- w (27 in final detailaxial stress i 1 ; Section cut C ; : ' 1 :i i ,11 1 21i ,1 1 -fiLr ; i : 4-= 49(7-454+-643.-ch 6124-4= /?Â·E;14 ' Â·i ! : : , 01Â¢)4 in2 in final-detÂ®Di -i , ,V i s 2-20(L-)-ff(+L<*01-7-+ 1.ND-0-1-'--gia.-02gs- ittÂ·( 0.Â¢ -- . . : 6 11Â£ . 1 , 1. '1 '' - -8 -4-1 ---45._17- 6-2.<-4-= ij4-!1... 11 Â£ ,i i 1F & 7 3--1- r Â»g<42 -A- . .(pfiÂ¥. :-0-6/0 -9 -4(43* e-2.1.-9,92.43.0(31-/2.31 1 1 . . 1 & T _i 0,1 + /3/of 2,4 4 2/390 -2-991.5-.41-2.k T-Â·=--/4#-43 3Â¥ I , -1 --3- -2 - : -2 -- -1 73*E -2- 7221 -74 . I ./ -Il . .. I- i. 5 i -C -,/4 %Â¥ ot- -- --1 -2 - 6017 1-PED-Â·: 9 29 10)i , 11 6. . -- 1...... . 81 of 234Thornton Tomasetti 31&003.0) PROJECT PEY W Kain PROJECT NO.DATE f/611'Al BY 59 SHEEr 4 of -'- SUBJECT Al te-r,u. 95 yna CHECKED BY DRAWING NO. -Dat FR/- 61/7,1441 '. 1 1 .:.1 11 1.4 .,i2--- -t----6 -46- 1-2-7-Ma-qAcvl-_- _4Lbki- j-24 -4-.- *-rjf-ki4-fÂ£--t--- f]-- 1 ; i Sedtion cu,t DÂ· ' 1 1 f . . 1.- ! 1; 1 . 1' - 1.-b..ti 0. i? 7/ i-- fid--Ck--49,4 i': 1: ' i 1 ,i...; F....-24.-EL' -3.- 1' 32-1 9 11.1 i Â·' ' .:.. ... .. - EtÂ«-_-3 j_--ek_ik 4.qk- . 2 _ ..2_. . - 1... 1 1 - 1 i >Afs A..jO.(6 t'451 Z /1. C- -4â‚¬4(i-- p>%--942'Tw/#RE ... .. -_ f i kâ€žC.e--- 3 :. 1' #f- Topi 1 1 1 1 -;-7 4-Â¥Ot 1 1,1 .1 d. $.2,1 0Â«6Â·*bREÂ¢%4 44Â«Â°t- - -1 E '1 W , '-1. -d- . L--b G, 'i Â·i'it,4 1 0 'Â· 6) 1.Avi #9 14*9-0. '@NÂ«(09....1. M./4_1_.4.i , 2 '--'-I-i./.9.2 I it Â· ! 1 It ''11!, i/1. ! : i L--1 -- L ; i ; , !ly = 568 in4.._t_1 1ry = (568/37..5)9Â·.f _.-*29<.c ..0lf,3_703.fiti,/_1 d?joÂ· o..>-i,-9.1. .--- __Â·- ....0 -_: -- 1 1 , 11 <7 j ..1 --. 7 -iÂ·Â·i_-2489Â· --1- 04(39 (4 -@tki tio.71471-0444+ 4 Stocky, Okdor-srnall ;2-1 i hy 1 L UH6 I - /+ foz.j- oi 6,3 +:4.0- i.i-go__ Ef-:C?ji:Jf ...i- 'T 9 1 ; 1 ' : iii 1 1 . 1 1 1 1 1-0;0 ' 1, ' 1 11, 1 1.11.-[- i ---:. t.. -r.$14:4- IN' 1 /1/0 wh 6 1 1 , 1 . 8'L i !..i i . 1 1 1- 11' 1,1 I _ i dj_-800-- [-24.j Ek Â·1.1,6.-4:- -*U-L= 7-K1 A p, C.0:+ 9 : *9 = -16 Â¥ ;4 v 1 1 Section dut E : - jp.- -rl-3 -. . - .- F I - f {*20.47* (4404>1*(Â¥0900 4-&66#.--.1 9,3 . - G 9 1 & 1 4 .1 6.Ti #,4417â‚¬45--4 14-8 -2*9-58)/247=-8-y- f....t.. 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I i . 1'i'' 1, ;;4 r-41- 1/0 ; 1 1 i-el .R . 999- A.-01 â‚¬- -[Pitl_..i .' . 1. . 8ii .5 9Â·11 ; 1 1 . 1 iiii I*- -*-IRâ€žETS{ 70-di - 1 Â·- F - .i %1 â€ž/ 0 -1 ---417 *. . .- -----.-i .b-... 1 . 2 . -..-.-. -4 . * 1 - . 1 . 1 9 4/ J.' i i i L.!Â¤n-b ,Js 1 = AÂ«1- -Â«7-42301360 2D3*ztb----LF) Ifi--=Â»4>-24)80 -29 , 1 7 i.v. . ...1 1 = *+ 60 + <Pl.=..(73 4 4 --- .- - --- /7Fn -4-.i -: 4 4.- 4.-2 --_..4-- 1 I.-i54&.4 /-93/1,Â·9..=0./ be:1! r L.7 4- ...... -.--,2.-1..#TIOF---2-1-9-Uk<-, f ?G.1.- .EFIHkt_4644Â«*E-*4#44+6;s1.- [ ., .1 11. . :1'1p T % Late,---i -ilif.:.- 6-.- /0,8& Â«-fTl-- 1-1 -16.uÂ·-Â· -t- - 27-f R2111*9 -" b,ti. 1 't-Â· -t_2 %9!q' \. 69\ 110*...3.. .:. _,-_t-1-7-th 4-flo- 1 (R%2(le, /0- 4 '5Â¥61 1? ,!. (32821 /90 lk>L . -ttff-Ill-14_ S 80 1 -.7 i wippE fl\-._ 2-1790Â·$&,io Jjf*Â£0 1 36Â·1 =RKÂ¢fet *3*7#2- =311 -01/.30 83 of 234Thornton Tomasetti PROJECT B 5-3- W Raa 94 k PROJECT NO.DATE 810 1,-00 ,5129001 BY LT .SHEET Of 7 SUBJECT MALL 46 #a CHECKED BY DRAWING NO. , ; 1 1 ' I i 1 : 1 . ; 1 1.1 .11:i- Mi- 1-1- EMiÂ»-t *-422{In-Pt _lif-lkjpp*i---3 1-i 6 774:6 Un/*4 ;09/UP:5 (G Â¢6422.04 f ' i 1 , i . . \. t.=- 1.6h-4.1 k:i-4-8-i__tlk-Atiâ‚¬ 9.1Af 41-2 + 4Â·14 k I i i. -- _Â«R/L i Â£g/J,Â§A- - ift/P--2*07 -t-- .079*7.4./ 41.16..7494Â·5-_.,-Agqt:Jt?4--43-#Â«â€ž4rjfi. 1 1 15 ' 1 ,EL 1 . 1 1I.-: 14)1444/92(- to 1- 24(4/48 4 .AU L 1 1 1 ..1. A. ..._ _â€žOQN}SE.WARky<%.Ul .TMat.AF .. Â«..RE.t*14- U. 11, 1 1 .*21444 -21-nedÂ©-2, 1 -/rj< i - -- I. 244/4 lil)43 1- - -_ 1 1. i_17fp 233#i.-I -(1 )=i = 1 , I- i l. *. 4 tf PLAADL Â·r-u .L. 'li 1 , C 174% 015Â· c;Lory i T :--'i , -'--, i 1 5-,- ' ---r 9-4 &Â·Â·Â·-Â£/017<OD-i A-.1...2.-Â»t>l44.- f#24...9-*f_40*0 2-4-4 4*pr,I 1 Iii:Â·Â·Â·i. i - .&44 14.(4.2- -j0;6)4-4 09)-t- (Â¢.03;Iâ‚¬91)(446) *9.1 i-*Â° 1 1 15Â»14*f .-- 1_ 4 -_43.rd-4/-4 ._1.>IP@46-2-*-fktr...P*- -OR wdl-2--Ad.l.>/f_ ----- 123- 4.44--4- 2-9-10-- -Roi*EI'D_-Â©--1*0*4.7-_>I - 1 1 .... 1. .. 69.3-Â·---948 297% ,-JblkT-_Â·CEN.*t_-&43(_PA .C--30,------23 Gfit. Â«f: . 425 (iN 414(PO-(7)0 4 .1 i , . 0* 1621.-Ij# -9 BV -U 0 0 7-Â®e. LN1 v--1 84 of 234 Thornton Tomasetti 14 4 51 Fu, .0, PROJECT PRK N KAl 11 PROJECT NO.DATE 2 IGC-wly BY SHEET of -Â£ /2Â»6-2 1,*Â»4SUBJECT CHECKED BY DRAWING NO. r. 72a--- Covt neth&*/...b' ...E.4(|._.- -1--- ilf:01.f#,1 *â‚¬ 7.. /Fl /"FO?- Ffj-fgh-612-Â¢4 -- . -- 1- 8--800Â·f .2*28.IN- jo #A tlekir-f- - T ! 70 Atiol -fbki- -- 1 i 1 4 : 1 b...Â» 1 . L t:;lU J i -1 121-(i%_i/5 Boal;(f r !3 95 i ..149 + ---Â£.,Al i D V G 1 - ' /41 E 'Al .t 1 1 Ld 1 j.(-dy .UP IfJ 1: 1 30 /0 L 1 1,4/ 1 P Â¢d.AgÂ«@ 12 1344- I .- _;0 LIP 5 11 M 12iiI 2 :,4 3 1- b I >*.8- t, 32 57 '' Iii Â· Â· 0 1 1 . . . 1 1 1 i Â· .--.--- :92?Â»i- 1.4_ __--WA, Â«3 .--- -/ g-_--f.k.- A j_t.. L i d= /* Â» (*Bur 1-161 1 *impl-- Â·E.,<e.:CsÂ£11.Altpb 5._.f-_ C/;= 7-4.3 ..( " - jtt ' 1 . -PgUY*, _ / 914 0 1 : -e I 50 044:1'*5/ - /(5 -1 11 Â·Â·1 11- 779 ! /O-49 0 Cl - 1 +O 1 TB.V/DiV , w TO(6-NW War j83 w OWLS-/e > 500 049 i-- 1 Thornton Tomasetti PROJECT g * 4 MA, 2 5ABTA APA SUBJECT STiL+1 7- DAAF/AG- -DS 'GA 85 of 234 57800 ?.0-1 PROJECT NO.DATE 6/7/wly @ 116 1*ly) BY LM -3-SHEEr 1 Of / CHECKED BY DRAWING NO. 'j,,,1 i ' FIT-AÂ«-_94*4 --- 4<>444 ' 02/f----*HrkÂ¢p'bw)-- ------ rt- F--- 1, 1,1 .T - 4. 11 -ily**7.-4-*4--- i->4%Â¢*A--- t-- i 3 i i i - I -:77*Â¢ /0970'943 - A#% :/00 4,<Â·,tfo.1226 24 5'84/4 --*katiyeteva) y/a=,- palfg Acb/4-f. feep-* /'1Â» , ,1 0 70, A'u,04 4,Â·'fi) VAA' >,pri oA \f,o:JAM/;,26Â£rk Â·c' AitakÂ£LA/i.ork.<-4A Â¥VAR}St... 1 - 1'.... h-44-- ...0-/4 .|hit.i-#4_# -roz?kj*Â·_27Â£<'- 1442 -4 18'1@iRMCAW)' - -1--E '- i +474\ -41.610.&<1-NEDNE 1 9% . 3,4-RI4*h- A-E+5-Le-Rit? 92 0,)- Fip â‚¬- /4Als' 15psâ€ž.f..0, 9--7(:.3.41 11*.. '- (441*44 *c:e,-- Â«49Â£0, 17489#-ie uow *?Sk) . 1 , 1 i i M = 77.9 AL- -*4 IX}k (2, 22/049%8-0 2.5411<4<r)l- i.--4*it-04949983 3( L... ,9_Â»/-117 _r.-01(5 'PAÂ¢.ff.FÂ¢.-Â¥fp *Ttflf-A, 4â‚¬4Â¢f-'-4..=7%-C fiÂ¢ .2 -_-2 :3 _-_1(44:-4/_*_6 ISÂ«. (*94/*ve ..fig-*g_j *Â«. Â»ytio_._ :i.:4.(ABNEF--iOOAwek, M,7'(4,1 /'(0- e iâ€ž -r- - F4 - L A-gi lt AfT,lZEritly)(ts)Â¥ 2.- 6-5.1.- 4-1.-2.- .Â¥34-ji- ovics-744 -- Aâ‚¬Pj Aced, .M fli_(2,92(42(94)52io-J-;,--- *LIJ%*i-=ff.7 -Agt--- -- ---f.51 1, MfTER,(31 0,0 ,%?/4 --7 1 1 1 - -s-*122 -07:-=Â·Â·gao.---3.34 _ if-lifU 3.03- Â·-772)18-AF= 21,09-<LO 0164 i 1 2.. ... 1170. . lf.3- le. *-* '- : '-, f 454.- 00 2-L- _ /4-,De-_d&Eff f,#3_(4600--N. f-t-,3 Â»floOp = 72.79- /D:= /0.72 '50: 7Â£1,2. /WI'Â·Dr i O- S' C: w/JUL 49: Â£ 21 '1 5,0 i 2," 6.UY;fr ' p<51'17' - i ...-pel AÂ«, toe-4.-. - _447-1-Ia#Gik.#419-71 -- Ii- , /01 81 -<a < 3 7 94 4 5704 _>ifÂ°e'- 4 : -ji.gl i.: 94;A Grade 50 #ate used sp fEn >> 500k OK 1 ,1 1-1 ... - -./. -.a.j --,- - - --- 4 -4 = it - M 55 , â€ž-4#111:5.---*i /45 Â·-- Â·Â·- ...t ..>,- I.1.-If - - ...tfil-'>UX %24_ I .3- - -13/-11-1-J.- -- . _../.2 J.f.1: 47(t.47 jjt--, - -8-131...A3143 44-= foor. =. M.W.R#deRS,4 35*11 0 't 50CKET CUEA#.A,Â·f<0- -1 -h-â‚¬- id-" --4 -2,-';- -1- - -- --- "- - -->Fihal designl19" dia- 4" PL 1. 3.-Fi?t...0 -1-2- 7/8" A490 pretensioned12 x 49k min pretension = 588k -'A'pretension>>500 OK ................... 86 of 234 Thornton Tomasetti 5-18001 Ol PROJECT 8%8 N M 0,0, 570,21* A-vi PROJECT NO.DATE 6/l <LOU BY SHEET 01 7 SUBJECT Fek-0 I.Â»4=-CHECKED BY DRAWING NO. 1. 1,1 1 1 1 1 1 1 1 *,i .,[44.2Â«(9...UeÂ®*At...-04-012 Qi_ .. T4 -3(M f A M./8-6.b- A/(492 Â·?b1 2 rxr: i_ *i--4 _43"!Mlos-[ROKE Q'I TRAMEL) Â»47 .1 , 1 . i . 19 .991.. 1,i V i '11'.1 1 , 1. 1 1 rR ' ' i!,1, \1> C \ 5, '1144- ithro O43tci>OPEX- 1 2 see previous -*-03Â¢39-UPCT-/-3,733- T ! --4 'page *-61,2-i'--2 - 2 IFiflpiÂ·*/V--i ..L ---- i1 911 i . 1 248 -4/_12Â«. 1 1. 2 900 1>- + os? 1 54 t.'.p fe- 6.,363 -16-0..13_Evek I 1 . '21. 61 't i&.65 2 i , .. .. : - ifu<.364 34*62_JUG _.54.44Â·-frjAW,...2,<4l.,-_FA/t+r.= T#fc*NESS I -:- hA#4(f -.fU. 3 ._84Â«*.=1_Â¢03 4 _Â£.-4215610?.3 04,- :61-44xx tpI-- )&;s 42-:(Â·004-0tijo--- 497.-i -iiroo---- 1 -,4-04.r - 1 'Pt 0436) 5 (0_:3,07,23(0.6)_FGAA =- 8.,59 Fix. 1- fbn,. *R -3, 1319, 4/4... 3 33 6.9, 6.41"+--piey_ Â¢-eyÂ¥_4?-Ep -51.-. c/ittÂ¢9 08Â«4.- . .. _.---1--7-7 57,0 , . 1 -64(Â«*4-094#-NeÂ¥ 7- 44 -6 1 4"10-:41(5.Abif A -vinoÂ«) 1 tel 2 - --43; =-(bj){.4#/.%-(i (21-thCio 1 = /3.? 41 1 12[-1 *-id- 1.Aqi 201 -361417 ,_O*F.' .44fD 4 4 9 -3 D 8 i 7 i 6 i 5 4 3 1 2 i *7 of 234 REVISIONSSPECIFICATIONS: 1.) UNIT TYPE: DOUBLE ACTING FLUID VISCOUS DAMPER ZONE REV.DESCRIPTION DATE APPROVED2.) ALL PARTS THAT SLIDE RELATIVE TO ANY SEALS SHALL BE MADE FROM 17-4PH STAINLESS STEEL.1.) 19.00*.12 WAS 18.00Â£12.3.) APPROXIMATE WEIGHT OF THE UNIT = 925 LBS. [420 KG.]2.1 B.C. 016.63 WAS B.C. 015.63.zo#/9/3 4.) UNITS TO BE CONSTRUCTED FROM CORROSION PROTECTED MATERIALS. 5.) OPERATING FLUID IS INERT SILICONE, PER U.S.-FEDERAL STANDARD VV-D-1078. 6.) OPERATING AMBIENT TEMPERATURE RANGE: 32Â°F TO 120 7 [0Â° TO 49'C]3.0581.005 -WITH MINIMAL CHANGE IN PERFORMANCE CHARACTERISTICS. 7.) DAMPER STROKE 13" [+125 mm] WITH IDENTICAL CHARACTERISTICS [77.67+0.13] IN EITHER DIRECTION OF MOTION.BEARING WIDTH 1 B.) DAMPING FORCE = 440 KIP. [200 MT1. 9.) NOMINAL OUTPUT FUNCTION: F=CVa C=262 KIP-SEC/IN a=0.3 SECTION 8-8 3.56Â£10 [90.42+2.54] --7.501.06 - CLEVIS THICKNESS [190.50+1.52] -019.00Â£12 [482.60+3.05]FULL RADIUS * -B.C. 016.63 f [422.28] 7 \ -12)(, \ \/ 01.00*.03 A - 03.500Â£001 [88.90+0.03] SPHERICAL BEARING BORE. 011.25 MAX [286 MAX] E-TIGHTEN ADJUSTMENT NUT AFTER FINAL ADJUSTMENT - [25.40+0.76]9.001.12 / [228.69+3.05] ( r 18 SECTION A-A THREAD LENGTH il /2" [+12.7 mm]---I OF ADJUSTMENT - 4.00..06 [101.60+1.52] C 43.00 MID-STROKE LENGTH / C [1092] -22:04 C ot 231 0\ NOTES: UNLESS OTHERWISE NOTED F UNLESS OTHERWISE SPECIFIED DIMENSIONS ARE IN INCHES. TOLERANCES. ANGLES +2' .XX 1.01 .XXX i.002 XXXX i.0002 X/X 11/16 ALL CORNERS & EDGES TO BE R .01-.02 9- MAX. ALL SURFACES ALL DIMENSIONS PRIOR TO COATINGS 8/P COPY NO. B/P SUBJECT TO RECALL: 8/P & SUBJECT MATTER PROPERTY TAYLOR COMPANIE5 REPRODUCTION B/P OR SUBJECT MATTER PROHIBITED PATENTS t PENDING COPYRIGHT 1956 1 APPUED FOR FORM 5E STOCK SIZE (REF): 0 PREPARED K.VARNEY 18/8/2 CHECKED Q.A. MFGAPPR. ENGINEER J.C.NA.2018/8/3 APPROVED J.C.M.2018/8/3 MATERIAL: 0]1109[P devices inc.FAX 716-695-6015 NORTH TONAWANDA, NY PHONE 716-694-0800 440 KIP [200 MT] FLUID VISCOUS DAMPER FOR 888 NORTH MAIN SANTA ANA SIZE CAGE CODE DRAWING NO:REV. B 06742 67DP-20269-01 A SCALE: 1:8 WEIGHT:SHEET 1 OF 1 ...................CD n 0 1 1 1 A 1 n 0 0 1 7 1 I A 1 1 1 8 17i615 4i3i2il 88 of 234 REVISIONS . REV.DESCRIPTION DATE APPROVED a BOTH TANGS LINE BORE(b "H" THRU D AFTER WELDING PER TAYLOR 0 A CORRECTED 17140 PIN HOLE SIZE, UPDATED TANG DIMENSIONS B ADDED METRIC TOLERANCE TO "H" DIMENSION 2X RETAINING RING, SUPPLIED BY TAYLOR 0 07/4/3 J.C.M. 08/8/6 D.J.D.H. 3 FOR ORDERING AND FABRICATION SIMPLICITY WE WOULD PREFER 4"SIZE AND NUMBER FOR ORDERING AND HOLES AND BOLTS OF MOUNTING - FABRICATION SIMPLICITY PER CUSTOMER - WE WOULD PREFER 2" GR50 FOR FABRICATION - SIMPLICITY WE WOULD 1x PREFER 6" EACH '"1'< 0 "Di" MAX."G" \"D," MIN."H"10 lin./125mr INCHES AAM INCHES \M I'NCHES MM INCHES MM INCHES MM 2.63 60 0.75 PK. 1 2.3(@ 69.9 2.75 69.9 1.53 38.9 3.13 79.4 1.00 254 3.5Â« 88.9 3.00 76.2 2.03 51.6 3.25 82.6\ 1.25 31.8\ 3.75 045.3 3.75 95.3 2.28 57.9 17150 3.75 95.3 1.50 38.1 5.00 1*p 4.50 114.3 2.78 70.6 171604 4.00 101.6 *.00 50.8 *25 133.*d 4.75 120.7 3.03 77.0 | 17170 4.75 120.7 2.25 57.2 6.50 165.1 5.50 139.7 3.53 89.7 17180 6.00 152.4 3.00 76.2 7.00 177.8 7.00 177.8 4.03 102.4 17190 7.00 177.8 3.50 88.9 8.00 203.2 7.00 177.8 5.03 127.8 THIS IS A TYPICAL INSTALLATION DETAIL FOR A TAYLOR DEVICES UNIT. THIS SHOULD BE USED AS A GUIDELINE FOR CONNECTION DETAILS. DEVIATIONS FROM THE SHOWN CONFIGURATIONS ARE ACCEPTABLE, BUT THE FACTORY SHOULD BE CONSULTED. (COTTER PINS AND WASHERS /WA Y BE SUBSTITUTED FOR RETAINING RINGS). "SUPPLIED ITEMS" ARE PROVIDED BY TAYLOR DEVICES WITH THE UNITS. NOTES: UNLESS OTHERWISE NOTED 1 8716' /P 0 17*0 171 171 SECTION A-A A ' -- TANG WIDTH -- PER CUSTOMER R REFERENC \_ ONLY 5 4 SHIMS, FREE TO SLIDE -SUPPLIED BY TAYLOR MOUNTING PIN SUPPLIED BY TAYLOR "Di (MAX.) PER TAYLOR - "D (MIN.) PER TAYLOR - PREPARED D. HORNE 06/5/10 CHECKED Q.A MFG APPR. ENGINEER J.C.M.07/4/3 APPROVED J C.M.07/4/3 MATERIAL: 1 3 1-11-2 MISALIGNMENT FOR BUILDING DRIFT 1Â° SHOULD SUFFICE - 'T' PLATE (MIN.) \x__ "H" LINE BORED HOLE PER CUSTOMER MIN.-- PER TAYLOR 0*]tfOS)[p devices inc.FAX 716-695Â·6015 NORTH TONAWANDA, NY PHONE 716-694-0800 FIELD INSTALLATION GUIDE SIZE CAGECODE DRAWING NO:REV. B 06742 PIN AND BRACKET GUIDE B SCALE: 1:4 SHEET 1 OF 1 '2'1 A A 1 0:} 1 0 0 89 of 234 CASTCONNEX TMUniversal Pin Connectors Nominal Connector Dimensions 6q> -- , w 4/(D ,,. I , -- .al G' GE- 212Â· ti-- 1 1 11 ---- 11 1,,3'11 1 1 . 1 1 11 L D ft DWaGG'tteLj Dpin [in] [in] [in] [in] [in] [in] [in] [in] [in] [in] UPC-3.500 31/2 3 2 N/A 15/16 14 % 814 7/16 11/2 UPC-4.000L 4 31/2 21/4 N/A 15/16 1/2 5/8 91/8 7/16 114 UPC-4.000 4 3%2 1/4 11/16 17/16 % 7/8 97/8 %13/4 UPC-5.563 5 9/16 5 1/4 33/16 19/16 115/16 7/8 7/8 1215/16 3/4 2 UPC-6.625 6%61/4 3%113/16 23/16 11/8 1 1534 3/4 2 3/4 UPC-8.625 8% 8 47/8 21/16 213/16 11/8 1195/8 94 3 UPC-10.75 10 3/4 914 5%21/16 213/16 11/4 1 23 74 3/4 33/4 UPC-12.75 12 3/4 11 6 5/8 21/16 213/16 11/4 1 281/4 3/4 414 UPC-14.00 14 12 7 1/4 21/16 2 13/16 13/8 1 31 1/4 3/4 5 UPC-16.00 16 13 1/4 77/8 21/16 213/16 13/8 1 34 5/8 3/4 6 UPC-24.00 24 21 12 3/4 6 1/16 N/A 215/16 11/2 52 3/4 13/8 81/2 Typical Assembly , 1-member , .. X tHSS /-- HSS XX.XX 0 -CAST CONNEX UNIVERSAL PIN CONNECTOR UPC-XX.XX a L .LHss ,74 PJP, AESS A - Estimating required length of HSS: LHSS = Lmember - 2(L -a+X) X = 2g + 4-3-(tHSS) When using these equations to estimate the length of the HSS required (LHSS) for a given element, note that the actual HSS thickness (tHSS) can be significantly thinner than the nominal value. Refer to the relevant HSS or Pipe specification. Pene 1 cf 2 @ PRINTED: 05-17-2018 90 of 234 CASTCONNEX Available Axial Strength of Connectors Load and Resistance Factor Design (LRFD) Tensile Strength The pin connection detail shown offers a factored tensile strength equal to the lesser of: a) *Pn in the table below, b) the factored strength of the weld between the HSS member and the connector, and c) the factored tensile yield strength of the connecting HSS member Compressive Strength The pin connection detail shown offers a factored compressive strength equal to the lesser of: a) *Pn in the table below, b) the factored strength of the weld between the HSS member and the connector, c) the factored overall compressive strength of the pin-ended HSS member, and d) the factored buckling strength of the gusset plate Actual shaped gusset- Allowable Stress Design (ASD) Tensile Capacity The pin connection detail shown offers an allowable tensile capacity equal to the lesser of: a) PJQ in the table below, b) the allowable capacity of the weld between the HSS member and the connector, and c) the allowable tensile yield capacity of the oonnecting HSS member Comoressive Caoacitv The pin connection detail shown offers a allowable compressive capacity equal to the lesser of: a) PJO in the table below, b) the allowable capacity of the weld between the HSS member and the connector, c) the allowable overall compressive capacity of the pin-ended HSS member, and d) the allowable buckling capacity of the gusset plate SOLID PIN: Dpin : Diameter of pin; diameter of pin hole not more than 1/32" larger than pin W g,min â€¢ , ' i , 1. - -1 1 1 . I GUSSET PLATE: t, : thickness of gusset plate airnin min gusset plate end distance for max design load ag,max : max gusset plate end distance to fit within connector Wg,min : min gusset plate width at pin for max design load 1 1 Min. gusset dims- - , I.- 3.1 CONNECTOR: g ..Specified minimum yield strength F Specified minimum tensile strength F y: U : 50 ksi = 80 ksi 4- 9 1 1 '':,, : I: -. P .-A A36 5 usset A572 Gr. 42 gusset A572 Gr. 50 gusset t *Pn prlQ *Pn Fjo 4Pn pn/13Wg,min ag,min ag,max Dpin g [in] [in] [in] [in] [in] [kips][kips][kips][kips][kips][kips] UPC-3.500 3 il 21/4 2%1 92 7/8 64 43 74 50 84 56 UPC-4.000L 4 21/1 2 3/4 1 1/2 7/8 64 43 74 50 89 59 UPC-4.000 51/4 31/4 3%1 3/4 1 85 57 99 66 118 79 UPC-5.563 574 3% 43/16 2 11/2 146 97 170 113 184 123 UPC-6.625 7 78 4 7/8 5%2%1%234 156 273 182 325 217 UPC-8.625 9 514 61/8 3 2 292 194 340 227 405 270 UPC-10.75 1114 6 76 7%3% 2 365 243 425 284 506 338 UPC-12.75 13 %83/8 87/8 41/1 2 437 292 510 340 608 405 UPC-14.00 1414 9 10 5 2 486 324 567 378 675 450 UPC-16.00 17 14 9 7/8 103/4 6 2 583 389 680 454 810 540 UPC-24.00 21 13 15 %8 1/2 6 2478 1652 2860 1906 2860 1906 Nominal strengths have been determined using AISC 360-10. Pn: Nominal strength Equal to minimum strength of the connector, min. sized gusset, and pin using Sections D5.1, D2a, E3, J4.2 and J7a. A.. ne 2 c! 2 PRINTED: 05-17-2018 91 of 234 wood Wood Environment & Infrastructure Solutions, Inc. 6001 Rickenbacker Road Los Angeles, CA 90040-3031 USA T: +1 323.889.5300 www.woodpIc.com July 25, 2018 Project 4953-18-0631 Mr. Mike Harrah President Caribou Industries 1103 North Broadway Santa Ana, California 92701 Subject:Geotechnical Consultation Proposed Alternative Seismic Improvements to Existing Office Building 888 North Main Street Santa Ana, California Dear Mr. Harrah: This letter presents the results of our geotechnical consultation in support of the proposed alternative seismic improvements to the existing office building at 888 North Main Street in Santa Ana, California. Our services have been performed in general accordance with our proposal dated June 20, 2018 (revised on July 10, 2018), which you authorized on July 10, 2018. Our professional services have been performed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, express or implied, is made as to the professional advice included in this letter. This letter has been prepared for Caribou Industries and their design consultants to be used solely for the proposed alternative seismic improvements to the existing building located at 888 North Main Street in Santa Ana, California. This letter has not been prepared for use by other parties, and may not contain sufficient information for purposes of other parties or other uses. 1.0 Background The proposed project is to consist of alternative seismic improvements to the existing office building located at 888 North Main Street in Santa Ana, California. We understand that the project requires an evaluation of ground motions having a 50% probability of being exceeded in 50 years. Basic Safety Earthquake 1 (BSE-lE per ASCE/SEI 41-13) were also requested to study damper forces in extreme conditions. The original building was constructed in the 19605 and housed the Security First National Bank. The existing building is up to 10 stories tall with one full and one partial subterranean parking level that extends 10 to 20 feet below the surrounding grade and is supported on drilled cast-in-place concrete pile foundations. The location of the site is illustrated on Figure 1, Site Vicinity Map. 'Wood' is a trading name for John Wood Group PLC and its subsidiaries ... 92 of 234 Caribou Industries Proposed Alternative Seismic Improvements - 888 North Main Street July 25, 2018 Page 2 We previously performed the original geotechnical investigation for the subject building and submitted the results in a report dated March 6, 1964 (our Job No. 64054, submitted under the name of LeRoy Crandall and Associates, a Wood Environment & Infrastructure Solutions, Inc. legacy company). We also provided geotechnical inspection and testing services during the construction of the existing building, the results of which were documented in a report dated February 4, 1966 (our Job No. 64605, also submitted under the name of LeRoy Crandall and Associates). In addition, we recently performed a geotechnical investigation for the NOVA Children's Academy in the vicinity of the subject project site; the results of this investigation, which included a ground motion study and the development of four sets of response spectrum-compatible acceleration-time histories each for both the BSE-lE and the Basic Safety Earthquake 2 (BSE-2E) in accordance with the requirements of ASCE/SEI 41-13, were submitted in a report dated January 28, 2016 (our Job No. 4953-15-1481, submitted under the name of Amec Foster Wheeler Environment & Infrastructure, Inc., a Wood Environment & Infrastructure Solutions, Inc. legacy company). We were also provided a copy of a geotechnical investigation report for the nearby One Broadway Plaza project performed by Leighton Consulting, Inc. (Leighton), dated February 28,2006. Based on our review of the available data, we were to perform the following tasks: â€¢ Provide the results of our limited geologic-seismic hazards evaluation for the site, including evaluation of the liquefaction potential. â€¢ Provide the site-specific response spectrum for ground motions corresponding to the BSE-lE. â€¢ Provide the site-specific response spectrum for ground motions corresponding to an event with a 50% probability of being exceeded in 50 years (average return period of approximately 72 years). â€¢ Provide four sets of response spectrum-compatible acceleration time histories each for both of the ground motion levels described above. 2.0 Limited Geologic-Seismic Hazards Evaluation 2.1 Geologic Setting The project area is located on the Coastal Plain of Orange County, approximately 2 miles east of the Santa Ana River. The Coastal Plain of Orange County is underlain by a deep, structural basin known as the Los Angeles Basin. The site is underlain by approximately 3,600 feet of Quaternary sediments that are underlain by a thick sequence of Tertiary sedimentary rocks (approximately 7,000 feet). Regionally, the site is in the Peninsular Ranges geomorphic province. The province is characterized by elongate northwest-trending mountain ridges separated by straight-sided sediment-filled valleys. The northwest trend is further reflected in the direction of the dominant geologic structural features of the province that are northwest to west-northwest trending folds and faults, such as the nearby Whittier and Newport-Inglewood fault zones. Locally, the site is situated on a Holocene-age alluvial fan attributed to the Santa Ana River floodplain (Morton and Miller, 2006; Sprotte et al., 1980). The elevation at the site is approximately 128 feet above mean sea level (AMSL) (NAVD 88). ... 93 of 234 Caribou Industries Proposed Alternative Seismic Improvements - 888 North Main Street July 25, 2018 Page 3 2.2 Geologic Materials According to published geologic reports and maps, the site is underlain by Holocene- to late Pleistocene-age alluvial fan deposits consisting generally of unconsolidated clay, silt and sand (Morton and Miller, 2006; Sprotte et al., 1980). Furthermore, our 1964 report for the site indicates admixtures of silt, clayey silt, sand and gravelly sand extending to the maximum explored depth of 71 feet below ground surface (bgs) (LeRoy Crandall and Associates, 1964). Fill soils were not encountered. Fill soils may be present between boring locations or as a result of subsequent construction or grading. The Quaternary-age alluvial deposits underlying the site are estimated to be about 2,000 feet thick and overlie Tertiary-age sedimentary bedrock (Sprotte et al., 1980). 2.3 Groundwater The site is located in the Coastal Plain of Orange County groundwater basin according to the California Department of Water Resources (DWR, 2003). Water level measurements from the Orange County Water District (OCWD) indicate that the water level in the principal aquifer was at approximately Elevation -35 at the site for June 2015 (OCWD, 2018). This elevation corresponds to a depth of 163 feet at the site. In our 1964 report, groundwater was not encountered in any exploratory boring drilled to the maximum drilled depth of 71 feet bgs (below ground surface). According to the OCWD (2015) and the California Geological Survey [CGS, previously the Division of Mines and Geology (CDMG)] the historic-high groundwater level is 40 feet bgs or deeper (CDMG, 1997). 2.4 Geologic-Seismic Hazards Fault Rupture The site is not within a currently established AIquist-Priolo Earthquake Fault Zone (A-P Zone) for surface fault rupture hazard (CGS, 2018a; CGS, 2002). An A-P Zone is an area which requires investigation to evaluate whether the potential for surface fault rupture is present near an active fault (CGS, 2018b). An active fault is defined as a fault with surface displacement within the last 11,700 years (Holocene). The closest active fault, and established A-P Zone, with the potential for fault surface rupture is the Newport-Inglewood fault zone, located approximately 9 miles southwest of the site (Jennings and Bryant, 2010; USGS-CGS, 2006; CGS, 2002). Faults with the potential for surface rupture are not known to be located directly beneath or projecting toward the site. In our opinion, the potential for surface rupture at the site due to fault plane displacement propagating to the ground surface during the design life of the project is considered low. Although the site could be subjected to strong ground shaking in the event of an earthquake, this hazard is common in Southern California and the effects of ground shaking can be mitigated by proper engineering design and construction in conformance with current building codes and engineering practices. Liquefaction Liquefaction potential is greatest where the ground-water level is shallow, and submerged loose, fine sands occur within a depth of about 50 feet or less. Liquefaction potential decreases as grain size and clay and gravel content increase. As ground acceleration and shaking duration increase during an earthquake, liquefaction potential increases. According to the CGS, the site is not within an area with a potential for liquefaction (CDMG, 1998). Groundwater was not encountered in any our prior borings to a maximum depth of 71 feet. Additionally, the historic-high groundwater level is documented to be 40 feet bgs or deeper (OCWD, 2015; CDMG, 1997). Therefore, the potential for liquefaction adversely impacting the project site is considered to be low. ... 94 of 234 Caribou Industries Proposed Alternative Seismic Improvements - 888 North Main Street July 25, 2018 Page 4 Slope Stability The relatively flat-lying topography at the site precludes both stability problems and the potential for lurching (earth movement at right angles to a cliff or steep slope during ground shaking). There are no known landslides near the site, nor is the site in the path of any known or potential landslides (CGS, 2018c). Additionally, the site is not within an area identified as having a potential for earthquake-induced landslides (CDMG, 1998). Tsunamis, Inundation, Seiches, Flooding and Subsidence The site is not in a coastal area and at an approximate mean elevation of 128 feet AMSL. Therefore, tsunamis (seismic sea waves) are not considered a hazard at the site. According to the County of Orange Safety Element (2012), the site is not located downslope of any other large bodies of water that could adversely affect the site in the event of earthquake-induced dam failures or seiches (wave oscillations in an enclosed or semi-enclosed body of water). Therefore, the potential for inundation at the site as a result of an earthquake-induced dam failure is considered low. The site is located outside the 0.2% annual chance floodplain, Zone X, as defined by the Federal Emergency Management Association (FEMA, 2009). Therefore, the potential for flooding to affect the site is considered low. The site is not within an area of known subsidence associated with fluid withdrawal (groundwater or petroleum), peat oxidation, or hydrocompaction (City of Santa Ana, 2010). Oil Wells and Methane Gas The site is not located within the limits of an oil field according to the California Division of Gas and Geothermal Resources' Well Finder System (DOGGR, 2018). The closest known oil exploration wells are over one mile to the northeast and southwest of the site. Per DOGGR, the wells are classified as a "plugged." Although considered a remote possibility, abandoned wells or other undocumented wells could be encountered if excavations are performed. Any wells encountered should be abandoned in accordance with current DOGGR standards and regulations. Geologic Conclusions Based on the available geologic data, active or potentially active faults with the potential for surface fault rupture are not known to be located directly beneath or projecting toward the site. Therefore, the potential for surface rupture due to fault plane displacement propagating to the surface at the site during the design life of the proposed building is considered low. The site could be subjected to strong ground shaking in the event of an earthquake due to the close proximity to active faults. This hazard is common in Southern California and the effects of ground shaking can be mitigated by proper engineering design and construction in conformance with current building codes and engineering practices. The relatively flat-lying topography at the site precludes both stability problems and the potential for lurching (earth movement at right angles to a cliff or steep slope during ground shaking). The potential for other geologic hazards such as liquefaction, tsunamis, inundation, seiches, flooding, and subsidence affecting the site is also considered low. 3.0 Development of Site-Specific Response Spectra We have performed a Probabilistic Seismic Hazard Analysis (PSHA) using the computer program OpenSHA (Field et al. 2003) and a Deterministic Seismic Hazard Analysis (DSHA) using the computer program EZ-FRISK (Risk Engineering, 2015) in order to develop site-specific response spectra (RS) in accordance with the 2016 California ... 95 of 234 Caribou Industries Proposed Alternative Seismic Improvements - 888 North Main Street July 25, 2018 Page 5 Building Code and ASCE/SEI 41-13. For the DSHA, a composite deterministic RS was compiled from the maximum of the 84th percentile spectral ordinates computed for known nearby faults. In addition to known fault sources, background seismicity was also included in the PSHA. In accordance with Section 2.4.2.1 of ASCE/SEI 41- 13, for sites located within 3 miles [5 kilometers (km)] of an active fault that controls the hazard of the site- specific response spectra, the ground motion calculations shall consider the effect of fault-normal and fault- parallel motions. The site is not near fault by this definition; therefore, fault-normal and fault-parallel motions were not considered. To convert to maximum direction ground motions, the multiplication factors recommended in Shahi and Baker (2014) were used. The site-specific probabilistic and deterministic RS were developed using the average ground motions obtained from the Next Generation Attenuation (NGA) West 2 relationships of Abrahamson et at. (2014), Boore et al. (2014), Campbell and Bozorgnia (2014), and Chiou and Youngs (2014). For all four NGA relationships, we have used an average shear wave velocity in the upper 30 meters 04,30) equal to 250 meters per second (m/s) based on the results of our shear wave velocity measurements near the site at the NOVA Children's Academy (Amec Foster Wheeler, 2016) and correlations of shear wave velocity using the SPT blow counts adjacent to the site presented in the Leighton report (Leighton Consulting, 2006). The SPT blow counts were correlated to shear wave velocity using the method presented in the PEER Report No. 2010/03 (Brandenberg et al., 2010). Three of the borings in the Leighton report extended below 30 meters (m) (100 feet) and were used to estimate the Vs.30; the three borings were designated 8-5, HS-1, and HS-2. The results of the correlation gave Vs,30 values of 211, 270, and 273 m/s, respectively. We took the average of those results - 251 m/s - and compared it with the Vs.30 used at the NOVA Children's Academy (Amec Foster Wheeler, 2016), which was 248 m/s. We decided that a rounded value of 250 m/s is representative of the Vs,30 at the site because it lies between the two values being compared. Therefore, we used an average Vs.30 equal to 250 m/s in the analyses. We have used a depth to a shear wave velocity of 1,000 m/s beneath the site (Zi,o) of 400 m. We have used a depth to a shear wave velocity of 2,500 m/s (L.s) of approximately 4.55 km. These values were obtained from Cybershake (Crouse et al., 2018) which uses the latest Southern California Earthquake Center (SCEC) Community Velocity Model. The site-specific response spectrum for the BSE-l E Seismic Hazard Level was taken as the smaller of the following: 1. The mean probabilistic site-specific spectrum with a 20% probability of being exceeded in 50 years adjusted for maximum direction; or 2. The site-specific spectrum for the BSE-lN Seismic Hazard Level adjusted for maximum direction. The BSE-lN ground motion is determined from the BSE-2N ground motion. In accordance with ASCE/SEI 41-13 Section 2.4.2.1.4, the site-specific response acceleration parameters for the BSE-2N Seismic Hazard Level shall be determined based on the provisions for a Maximum Considered Earthquake (MCER) provided in Chapter 21 of ASCE 7-10. The BSE-2N response spectrum is obtained by computing both a probabilistic and a deterministic response spectrum. The site-specific BSE-lN response spectrum was computed by multiplying the ordinates of the site-specific BSE-2N response spectrum by two-thirds in accordance with Section 2.4.2.1.4 of ASCE/SEI 41-13. Additionally, a mean probabilistic site-specific spectrum with a 50% probability of being exceeded in 50 years (50-in-50) was calculated and adjusted for maximum direction. ... 96 of 234 Caribou Industries Proposed Alternative Seismic Improvements - 888 North Main Street July 25, 2018 Page 6 The site-specific BSE-2N and BSE-lN response spectra for 5% of critical structural damping are presented in Table 1 and Figures 2 and 3. The site-specific BSE-lE and probabilistic 50-in-50 geometric mean and maximum direction response spectra for 5% of critical structural damping are shown in Table 2 and Figures 4 and 5. 4.0 Period Range of Interest The fundamental building period of 1.4 seconds was provided by Mr. Leonard Martin Joseph of Thornton Tomasetti. The upper bound period of 2.1 seconds was selected equal to 1.5 times the largest fundamental period in accordance with Section 2.4.2.2 of ASCE/SEI 41-13. The lower bound period of 0.28 seconds was selected equal to 0.2 times the fundamental period. 5.0 Seed Time Histories We have used the four sets of acceleration-time histories previously selected and spectrally matched to the BSE- lE response spectrum for the NOVA Children's Academy (Amec Foster Wheeler, 2016). Each set of time histories consists of two orthogonal horizontal ground motion components. Each component of each set of time histories was scaled to the new BSE-lE and 50-in-50 response spectra such that the response spectrum closely matched the target spectrum. The scaling factor used for the BSE-lE target spectrum was 1.054 and the scaling factor used for the 50-in-50 target spectrum was 0.65. In Table 3, we present a total of four time history records that were scaled to the BSE-lE and 50-in-50 response spectra. Also presented in Table 3 are the earthquake magnitudes, fault mechanisms, source-to-site (Joyner- Boore - Rjb) distance, site Vs,30, lowest usable frequency, significant duration (D.95), and pulse period (Tp). The plots of acceleration, velocity and displacement time histories of the two components of the candidate time histories as well as the respective spectral acceleration and square root sum of the squares (SRSS) of the two orthogonal horizontal response spectra are shown on Figure 6.1.la through Figure 6.4.3 and Figure 8.1.la through Figure 8.4.3 for the BSE-lE hazard level and the 50-in-50 hazard level, respectively. The average of the 'Hl' and 'H2' horizontal components and average of the SRSS spectra are presented in Figures 7 and 9 for the BSE-lE hazard level and the 50-in-50 hazard level, respectively. The digital data for the time histories will be transmitted electronically. ... 97 of 234 Caribou Industries Proposed Alternative Seismic Improvements - 888 North Main Street July 25, 2018 Page 7 It has been a pleasure to be of professional service to you. Please contact us if there are any questions or if we can be of further assistance. Sincerely, Wood Environment and Infrastructure Solutions, Inc. 2777 -<Ir. Kenneth Hudson Staff Geologist Mark A. Murphy 9,AOA,FO Principal Geotechnical Engineer Project Manager Reviewed By L,1 1 18&- No. 522 * Rosalind Munro *REif> Principal Engineering Geologist Marshall Lew, Ph.D. Principal Engineer Vice President \'j*%milaf#*/ \\lax-fsl\projects\4953 Geotech\2018-proA180631 888 North Main Street VSI\4.0 Project Deliverables\4.1 Reports\Final Report\4953-18-0631101.docAKSH:mm (Submitted Electronically) Attachments: References Tables Figures List of Figures CC:Thornton Tomasetti Mr. Leonard Martin Joseph ... 98 of 234 Caribou Industries Proposed Alternative Seismic Improvements - 888 North Main Street July 25, 2018 Page 8 References Abrahamson, N.A., Silva, W.J., and Kamai, R., 2014, Summary of the ASK14 Ground Motion Relation for Active Crustal Regions: Earthquake Spectra, v. 30, no. 3, p. 1025-1055. Amec Foster Wheeler, 2016, "Report of Geotechnical Investigation and Ground Motion Studies, Proposed Seismic Improvement, NOVA Children's Academy, 500 West Santa Ana Boulevard, Santa Ana, California," Project number 4953-15-1481, January 28, 2016. American Society of Civil Engineers/Structural Engineers Institute (ASCE/SED, 2014, ASCE/SEI 41-13: Seismic Evaluation and Retrofit of Existing Buildings: ASCE, Reston, Virginia, pp 518 ASCE/SEI, 2017, Minimum Design Loads and Associated Criteria for Buildings and Other Structures, ASCE 7-16. Boore, D.M., Stewart, J.P., Seyhan, E., and Atkinson, G.M., 2014, NGA-West2 Equations for Predicting PGA, PGV, and 5% Damped PSA for Shallow Crustal Earthquakes: Earthquake Spectra, v. 30, no. 3, p. 1057-1085. Brandenberg, SJ., Ballana, N., and Shantz, T., 2010, Shear Wave Velocity as a Statistical Function of Standard Penetration Test Resistance and Vertical Effective Stress at Caltrans Bridge Sites, PEER 2010/03. California Department of Water Resources (DWR), 2003, "California's Groundwater," Bulletin 118, Update 2003. California Division of Mines and Geology, 1997 (updated 2006), "Seismic Hazard Zone Report of the Orange 7.5- Minute Quadrangles, Orange County, California," Seismic Hazard Zone Report 011. California Division of Mines and Geology, 1998, "Seismic Hazard Zones, Orange Quadrangle," Official Map, released March 25, 1998. California Division of Oil, Gas, and Geothermal Resources, California (DOGGR), 2018, DOGGR Well Finder System, <http://www.conservation.ca.gov/dog/Pages/Wellfinder.aspx> California Geological Survey, 2018a, "Information Warehouse," Online Regulatory Maps, <http://maps.conservation.ca.gov/cgs/informationwarehouse/>, Accessed April 20, 2018. California Geological Survey, 2018b, "Earthquake Fault Zones, A Guide for Government Agencies, Property Owners/Developers, and Geoscience Practitioners for Assessing Fault Rupture Hazards in California," Special Publication 42, Revised 2018. California Geological Survey, 2018c, Landslide Inventory, Online Database, < http://maps.conservation.ca.gov/cgs/Isi/>. California Geological Survey, 2002, "GIS Files of Official AIquist-Priolo Earthquake Fault Zones, Southern Region," CGS CD 2001-05, May 31, 2002. Campbell, K.W., and Bozorgnia, Y., 2014, NGA-West2 Ground Motion Model for the Average Horizontal Components of PGA, PGV, and 5% Damped Linear Acceleration Response Spectra: Earthquake Spectra, v. 30, no. 3, p. 1087-1115. ... 99 of 234 Caribou Industries Proposed Alternative Seismic Improvements - 888 North Main Street July 25, 2018 Page 9 Chiou, B.S.-J., and Youngs, R.R., 2014, Update of the Chiou and Youngs NGA Model for the Average Horizontal Component of Peak Ground Motion and Response Spectra: Earthquake Spectra, v. 30, no. 3, p. 1117-, 1153. Crouse C.B., Jordasn T., Milner K, Goulet C., Graves R., 2018, Site-Specific MCER Response Spectra for Los Angeles based on 3-D Numerical Simulations and NGA West2 Equations, Proceedings of the 11th National Conference in Earthquake Engineering, Earthquake Engineering Research Institute, Los Angeles, CA. Federal Emergency Management Agency (FEMA), 2009, Flood Insurance Rate Map, Map Number 060559C0163J < http://msc.fema.gov>. Field, E.H., T.H. Jordan, and C.A. Cornell (2003), OpenSHA: A Developing Community-Modeling Environment for Seismic Hazard Analysis, Seismological Research Letters, 74, no. 4, pp. 406-419. Jennings, C.W. and Bryant, W.A., 2010, "Fault Activity Map of California," California Geological Survey, Geologic Data Map Series No. 6, map scale 1:750,000. Leighton Consulting, 2006, "Geotechnical Exploration for the Proposed Office Tower and Parking Structure, One Broadway Plaza, City of Santa Ana, California," Project number 601179-001, February 28, 2006. LeRoy Crandall and Associates, 1964, "Report of Geotechnical Investigation, Proposed Security First National Bank Building, Main Street between Eight and Ninth Streets, Santa Ana, California," Project number 64054, March 6, 1964. Morton, D.M., and Miller, F.K., 2006, Geologic map of the San Bernardino and Santa Ana 30' x 60' quadrangles, California: U.S. Geological Survey, Open-File Report OF-2006-1217, scale 1:100,000. Orange, County of, 2012, "Safety Element of the General Plan." Orange, County of, Central Water District, 2018, "Groundwater Elevation Contours for the Principal Aquifer, June 2017," dated June 11, 2018. Orange, County of, Central Water District, 2015, "1997 Depth to Shallowest Groundwater," November 2015. Pacific Earthquake Engineering Research (PEER) Center, Next Generation Attenuation (NGA) West2 Project, Website: http://peer.berkeley.edulpeer ground motion database/site Risk Engineering, 2015, EZ-FRISK, Version 8.0, Software for Earthquake Ground Motion Estimation. Santa Ana, City of, 2010, Seismic Safety Element of the City of Santa Ana General Plan, Adopted September 20, 1982, reformatted January 2010. Shahi, S.K., and Baker, J.W., 2014, NGA-West2 Models for Ground Motion Directionality: Earthquake Spectra, v. 30, no. 3, p. 1285-1300. ... 100 of 234 Caribou Industries Proposed Alternative Seismic Improvements - 888 North Main Street July 25, 2018 Page 10 Sprotte, E. C., Fuller, D. R., Greenwood, R. B., and Mumm, H. A., 1980, Classification and mapping of Quaternary sedimentary deposits for purposes of seismic zonation, south coastal Los Angeles basin, Orange County, California: California Division of Mines and Geology Open File Report 80-19, 250 p. U.S. Geological Survey and California Geological Survey, 2006, Quaternary Fault and Fold Database for the United States, accessed 2-19-18, from USGS web site: http//earthquakes.usgs.gov/regional/qfaults/. ... 101 of 234 Caribou Industries Proposed Alternative Seismic Improvements - 888 North Main Street July 25, 2018 TABLES ... 102 of 234 Caribou Industries Proposed Alternative Seismic Improvements - 888 North Main Street July 25, 2018 Table 1: Target 5%-damped Maximum Considered Earthquake Spectra, BSE-2N, and BSE-lN 4( Site-SpecificMCER Period (Geometric (seconds) Mean) Sa (g) 0.01 0.62 BSE-2N 80% Code-Based Response Spectrum Sa (g) 0.47 BSE-2N (Geometric Mean) Sa (g) 0.62 0.62 0.66 0.78 0.94 1.11 1.20 1.33 1.45 1.50 1.55 1.60 1.54 1.43 1.27 1.05 0.73 0.55 0.34 0.24 0.18 0.10 0.07 BSE-lN 80% BSE-lN Code-Based (Geometric Response Mean) Spectrum , * Sa (g)Sa (g) 0.31 0.41 0.02 0.62 0.59 0.39 0.41 0.03 0.64 0.66 0.44 0.44 0.05 0.72 0.78 0.52 0.52 0.075 0.92 0.94 0.63 0.63 0.10 1.11 1.10 0.73 0.74 0.12 1.20 1.16 0.77 0.80 0.15 1.33 1.16 0.77 0.89 0.20 1.45 1.16 0.77 0.96 0.25 1.50 1.16 0.77 1.00 0.30 1.55 1.16 0.77 1.03 0.40 1.60 1.16 0.77 1.06 0.50 1.54 1.16 0.77 1.02 0.60 1.43 1.07 0.71 0.95 0.75 1.27 0.85 0.57 0.85 1.00 1.05 0.64 0.43 0.70 1.50 0.73 043 0.28 0.49 2.00 0.55 0.32 0.21 0.36 3.00 0.34 0.21 0.14 0.23 4.00 0.24 0.16 0.11 0.16 5.00 0.18 0.13 0.09 0.12 7.50 0.10 0.09 0.06 0.07 10.00 0.07 0.05 0.03 0.04 .. 103 of 234 Caribou Industries Proposed Alternataive Seismic Improvements - 888 North Main Street July 25, 2018 Table 2: Target 5%-damped BSE-lE and 50-in-50 Response Spectra Period Probabilistic BSE-lE BSE-lE BSE-lE Probabilistic 50-in-50 20-in-50 80% Code- (Geometric Adjusted 50-in-50 Adjusted (Geometric Based Mean)for Max.(Geometric for Max. Mean)Response .i Direction Mean)Direction Sa (g)Sa (g)Sa (g)Sa (g)Sa (g)Sa (g) 0.29 0.24 0.29 0.34 0.18 0.21 0.29 0.31 0.31 0.37 0.18 0.21 0.01 0.02 0.03 0.30 0.34 0.34 0.05 0.34 0.41 0.41 0.075 0.42 0.49 0.49 0.10 0.51 0.57 0.57 0.12 0.56 0.61 0.61 0.15 0.64 0.61 0.64 0.20 0.70 0.61 0.70 0.25 0.74 0.61 0.74 0.30 0.76 0.61 0.76 0.40 0.72 0.61 0.72 0.50 0.68 0.61 0.68 0.75 0.53 0.45 0.53 1.00 0.42 0.34 0.42 1.50 0.28 0.22 0.28 2.00 0.21 0.17 0.21 3.00 0.13 0.11 0.13 4.00 0.09 0.08 0.09 5.00 0.07 0.07 0.07 7.50 0.04 0.04 0.04 10.00 0.02 0.03 0.03 0.41 0.18 0.22 0.49 0.21 0.25 0.59 0.26 0.31 0.68 0.32 0.38 0.73 0.35 0.42 0.77 0.40 0.48 0.85 0.44 0.53 0.90 0.46 0.56 0.92 0.47 0.57 0.89 0.44 0.54 0.83 0.41 0.51 0.66 0.32 0.39 0.52 0.24 0.30 0.35 0.16 0.20 0.26 0.12 0.14 0.16 0.07 0.09 0.11 0.05 0.06 0.08 0.03 0.04 0.06 0.02 0.02 0.03 0.01 0.01 .. 104 of 234 Caribou Industries Proposed Alternative Seismic Improvements - 888 North Main Street July 25, 2018 Table 3: List of Seed Time Histories NGA Record RSN Tp DS-95 Event * Year Station No.4 No. (sec) (seci Magnitude Fault (Mw)Mechanism ., Rib Distance (km) Vs30 (m/s) Arleta - Nordhoff Fire 1 949 -13.5 Northridge-01 1994 Station 6.7 Reverse 3.30 298 2 1155 -41.2 Kocaeli, Turkey 1999 Bursa Tofas 7.5 Strike-Slip 60.43 290 3 6897 7.83 19.6 Darfield, New Zealand 2010 DSLC 7.0 Strike-Slip 5.28 296 4 8130 -7.8 Christchurch, New Zealand 2011 Shirley Library 6.2 Reverse Oblique 5.58 207 1 1 ..1.1 105 of 234 Caribou Industries Proposed Alternative Seismic Improvements - 888 North Main Street July 25, 2018 FIGURES 3. 106 of 234 Caribou Industries Proposed Alternative Seismic Improvements - 888 North Main Street July 25, 2018 List of Figures Figure Number 70 2 1 Figure Title .dâ€žqâ€ž,E:94 1 Site Vicinity Map 2 BSE-2N Development 3 BSE-lN Development 4 BSE-lE Development 5 Comparison of BSE-lE from NOVA and BSE-lE and 50-in-50 from This Study 6 BSE-lE Response Spectra and Time Histories 6.1.la Scaled and Target Response Spectra - Hl, BSE-lE - RSN 949 6.1.lb Seed and Scaled Time Histories- Hl, BSE-lE - RSN 949 6.1.2a Scaled and Target Response Spectra - H2, BSE-lE - RSN 949 6.1.2b Seed and Scaled Time Histories - H2, BSE-lE - RSN 949 6.1.3 Scaled and Target Response Spectra - SRSS, BSE-lE - RSN 949 6.2.la Scaled and Target Response Spectra - Hl, BSE-lE - RSN 1155 6.2.lb Seed and Scaled Time Histories - Hl, BSE-lE - RSN 1155 6.2.2a Scaled and Target Response Spectra - H2, BSE-lE - RSN 1155 6.2.2b Seed and Scaled Time Histories - H2, BSE-lE - RSN 1155 6.2.3 Scaled and Target Response Spectra - SRSS, BSE-lE - RSN 1155 6.3.la Scaled and Target Response Spectra - Hl, BSE-lE - RSN 6897 6.3.lb Seed and Scaled Time Histories - Hl, BSE-lE - RSN 6897 6.3.2a Scaled and Target Response Spectra - H2, BSE-lE - RSN 6897 6.3.2b Seed and Scaled Time Histories - H2, BSE-lE - RSN 6897 6.3.3 Scaled and Target Response Spectra - SRSS, BSE-lE - RSN 6897 6.4.la Scaled and Target Response Spectra - Hl, BSE-lE - RSN 8130 6.4.lb Seed and Scaled Time Histories - Hl, BSE-lE - RSN 8130 6.4.2a Scaled and Target Response Spectra - H2, BSE-lE - RSN 8130 6.4.2b Seed and Scaled Time Histories - H2, BSE-lE - RSN 8130 6.4.3 Scaled and Target Response Spectra - SRSS, BSE-lE - RSN 8130 7 BSE-lEAverages 7 Average and Target Response Spectra for BSE-lE - Spectral Acceleration 8 50-in-50 Response Spectra and Time Histories 8.1.la Scaled and Target Response Spectra - Hl, 50-in-50 - RSN 949 8.1.lb Seed and Scaled Time Histories - Hl, 50-in-50 - RSN 949 8.1.2a Scaled and Target Response Spectra - H2,50-in-50 - RSN 949 8.1.2b Seed and Scaled Time Histories - H2,50-in-50 - RSN 949 8.1.3 Scaled and Target Response Spectra - SRSS, 50-in-50 - RSN 949 8.2.la Scaled and Target Response Spectra - Hl, 50-in-50 - RSN 1155 8.2.lb Seed and Scaled Time Histories - Hl, 50-in-50 - RSN 1155 8.2.2a Scaled and Target Response Spectra - H2, 50-in-50 - RSN 1155 8.2.2b Seed and Scaled Time Histories - HZ, 50-in-50 - RSN 1155 8.2.3 Scaled and Target Response Spectra - SRSS, 50-in-50 - RSN 1155 .. 107 of 234 Caribou Industries Proposed Alternataive Seismic Improvements - 888 North Main Street July 25, 2018 List of Figures - continued Figure Number 8.3.la 8.3.lb 8.3.2a 8.3.2b 8.3.3 8.4.la 8.4.lb 8.4.2a 8.4.2b 8.4.3 9 9 Figure Title Scaled and Target Response Spectra - Hl, 50-in-50 - RSN 6897 Seed and Scaled Time Histories - Hl, 50-in-50 - RSN 6897 Scaled and Target Response Spectra - HZ, 50-in-50 - RSN 6897 Seed and Scaled Time Histories - H2, 50-in-50 - RSN 6897 Scaled and Target Response Spectra - SRSS, 50-in-50 - RSN 6897 Scaled and Target Response Spectra - Hl, 50-in-50- RSN 8130 Seed and Scaled Time Histories - Hl, 50-in-50 - RSN 8130 Scaled and Target Response Spectra - H2, 50-in-50 - RSN 8130 Seed and Scaled Time Histories - H2, 50-in-50 - RSN 8130 Scaled and Target Response Spectra - SRSS, 50-in-50 - RSN 8130 50-in-50 Averages Average and Target Response Spectra for 50-in-50 - Spectral Acceleration G. 108 of 234 117Â°'0"W 117Â°5'0"W 117Â°1'0"W :W'.7,i--.,=4*=Â«Â»4 - ,-11 - - -F.wher... i ;;4*M;rlli \-1ii, 11 - .0 38â€¢ 14 r x : , s, f RIVE,FA e '-3Â£ 81: -07%3 ....33 1 Â¢ a 4 " E 6L 114 flti :.it..2;.-SANTA_Â¢LARAE .0 11 | 4- " _I< % Rk=ED== - 4 x YE.kir -WHJ,17 76-taf. 7r' .:* . V 411-1[ 1 & i \11 p. ;Z ---te=-...7. li All .1 0,: 3 CA,Aw-NA9 %' 1 3%AVE MKt=L-2*,L\vr'I "-1 1 1 0 .; i... 1 ==== eli 1 \/Al' 11 "'Im 83 1111A#VNBSh*ping Centel STREET. IM 111 .- R h d N- 111 a Q. '.1 0:/ 3 L *2 1 6==.9TAANA [-=-I Enrr=a r -0,- ,*,men ._J :i, L â€¢17814 Tan'4 212 NGTON lili':L : ' d /,1 Trs i :! li 6 1â€¢L 'r 9\':wASHI*ISION tor'.71,mrUr|ty-T-1, f ;' R#38 TÂ¢Uier pÂ·Nâ€¢%. 1 Eli 1. j! 1 1 ip ! l' Hdlp#4(KIMMS; 1 F...=*1 'c Â· ILÂ·. v Vi ri _.Il ' 1 :lial#:I'l.- FJ *!1 1 *Tlev-.e.ilia., = A--lit g Sch -SM--=47.22Â¢1-5 1 ./ P 10 9L -,L .12 .4 J ZE W 11 i -.1* j RS!I fial i , - -ir -,rni --,Â» 71 X'll I Lo 7 .A '- I t :.14=9.*441- ' .rairuey ISch 1 J 4 .Birch -'eb 6 , 11, -Llp., . J B I FILs, 11 L p 1 .2*Ir' 1 ?â€ž0 . 1, 1 ..me, r. 1 01' *Ach F st .ge=Â· 1' 2 06 A 11 - - >g, . - .- ---111' li) Â·.*1==-L . C, EN , 9. 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Newport Beach and Tustin quadrangles r CO i 1-- s Â¥;21013!A 1 7.oeâ€¢UN 1 82111 " 1 09 f Sterra M ,LfNCOLN Up-.li-#= 1 FIR;T AM ..-2-Li]L_ Cl 0 R 1 sT li 89p.mxd - 44, 4 PINI C 1120 15.1 tul ST CHasT 5 h * ST â€¢ 'OACWAÂ¥ 0 ,o, 9 r8T SA! 41/. 4Fil Litillr g f ' ShoDpliFg f Avav1 WC FADOÂ¢ 95Â· 6 .L 199 C U a 0 1,000 2,000 4,000 Feet 0 0.2 0.4 0.8 Miles WHI N E S Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project wood AT 33 7519 FIGURE LON -117 8679Pacific *'Location Wood SCALE 1 24 00o 1 Ocean Environment & Inhastructure SITE VICINITY MAPSolutions Inc DRAWN PER 6001 Rickenbacker Road Los Angeles California 90040 CHECK RM PROJECT Tel 3238895300 Fax 323 721 6700 DATE 7/17/2018 4953-18-0631 G:\4953 Geotech\2018\180631 888 North Main Street VSI\GIS\4953180631 Fiaurâ‚¬ 109 of 234 1.8 1.6 1.4 ; 1.2 1 0.8 0.6 0.4 0,2 0 0.01 0.1 1 10 Fundamental Period - Probabilistic MCE (Geometric Mean) Determmistic MCE (Geometrir Mean) -O- BSE-2N (Geornetrit Mean) Period [sec] Period 1<ange of Interest - Del. Lower Lmilt Site Speclfâ€ž MCE (Geonietric Mean) Probabilistic 2 m 50 (Geometric Mean) 84th PeriÂ·. Det I vent (GeonietiÂ·ic Mean) 81-1% Code-Based 1< esp<inse Spec t rum By: KSH 7/17/2018 Checked: LT 7/24/2018 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 wood BSE-2N Development Response Spectra Spectral Acceleration Figure 2 Spectral Acceleration [Al 110 of 234 1.8 1.6 1.4 a 1.2 1 a 0.8 0.6 0.2 0 0.01 0.1 1 Opellrd' AL.eleldlIUM l ./- 10 Pei-iod [sec] Fundamental Period Period Range of Interest -BSE-ZN (Geometric. Meaii) 2/3 x BSE-2N (Geometric Mean)-80% Code-Based Response Spectrum -l -BSE-IN (Geomettic Mean) By: KSH 7/17/2018 Checked: LT 7/24/2018 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 wood BSE-1 N Development Resposne Spectra Spectral Acceleration Figure 3 111 of 2 34 1.2 1 0.8 0.6 0.4 0.2 0 0.01 0.1 \ 6 42, 1 10 Fundamental Period - BSE-l N (Geometric Mean) BSE-l E Adjusted for Max. Direction Period bee] Period Range of liiterest -80% Code-Based Response Spectrum - Probabilistic 20-in-50 (Geometric Mean) BSE-l E (Geometric Meali) By: KSH 7/17/2018 Checked: LT 7/24/2018 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 wood BSE-1 E Development Resposne Spectra Spectral Acceleration Figure 4 SDectral Acceleration [El 112 of 234 1.2 1 0.8 0.6 0.4 .... . 1.... I 0 Approximate scaling factors ,â€¢ . . A k ... 4 0.01 0.1 1 10 Period [sec] - Fundamental Period -tÂ· NOVA: BSE-lE Adjusted for Max. Direction - m- Probabilistic 50-in-50 (Geometric Mean) Period Range of Interest 4 This Study: BSE-lE Adjusted for Max. Direction Â·/Â· 50-iii-50 Adjusted for Max. Direction Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 wood By: KSH 7/17/2018 Checked: LT 7/24/2018 Comparison of BSE-l E from NOVA and BSE-l E and 50-in-50 from This Study Resposne Spectra Spectral Acceleration Figure 5 SDectral Acceleration 121 1.0 0.8 0 C 00.6 e (1) t: fo 6 0.4 --a, 2 0.2 0.0 10-2 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 80.4 100 Period [sec] wood 113 u[ 234 1 111 11, - BSE-lE - Modified - Period Range of Interest --- 101 By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra Hl, BSE-lE 1994 Northridge-01 (Mw = 6.69) Record: Arleta-Nordhoff Fire Sta. (RSN No. 949) Figure 6.1.la N V 10-1 114 u f 234 NOVA Time Histories Scaled Time Histories 0.4 0.2 0.0 -0.2 -0.4 0 10 20 60 30 Acceleration [g] Vsec] 0.4 0.2 0.0 -0.2 -0.4 0 10 60 30 Acceleration [g] 1/sec] 30 40 20 30 40 C C U 0 19-wr1-â€¢v ,v.v-t.N-Â·v-V- 9-9-9.- -- - 30 0 -30 0 m -60 S -60 0 10 20 30 40 0 10 20 30 40 20 E 20 10 A 2 10 A ) CD -10 . E -10 -20 2 -20 0 10 20 30 40 L_' 0 10 20 30 40 Time [sec]Time [sec] Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 wood By: KSH 7/18/2018 Checked: LT 7/24/2018 Seed and Scaled Time Histories Hl, BSE-lE 1994 Northridge-01 (Mw = 6.69) Record: Arleta-Nordhoff Fire Sta. (RSN No. 949) Figure 6.1.lb 1l 1.0 0.8 C 2 0.6 e al 8 fo â‚¬ 04 --& 0.2 0.0 10-2 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 r, i/ 10-1 1( Period [sec] wood I I Jur 234 1 ! Ililli - BSE-lE - Modified - Period Range of Interest 101 By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra H2, BSE-lE 1994 Northridge-01 (Mw = 6.69) Record: Arleta-Nordhoff Fire Sta. (RSN No. 949) Figure 6.1.2a 110 u f 234 NOVA Time Histories Scaled Time Histories 0.4 C 0.2 0 2 0.0 0 -0.2 0.4 0.2 -celeration [g] U -0.4 < -0.4 0 10 20 30 40 30 IF 30 15 * 15 0 -15-u -15 0 -30 > -30 0 10 20 30 40 AC Velocity [cm/sec] 0 10 20 30 0 10 20 30 40 40 10 E 10 U 2 5 -0 -.VNA-&9(rvva"Â·v Â£ 0 --4,-u-'--vÂ·-4-Â°-v-v--w- -- U -5 . --ro -5-- --- -'--V----- -- ---- ---- C ... -10 P -10 0 10 20 30 40 Â¤ 0 10 20 30 40 Time [sec]Time [sec] Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 wood By: KSH 7/18/2018 Checked: LT 7/24/2018 Seed and Scaled Time Histories H2, BSE-lE 1994 Northridge-01 (Mw = 6.69) Record: Arleta-Nordhoff Fire Sta. (RSN No. 949) Figure 6.1.2b 1 ................1 117 u f 234 1 1 Ililli - BSE-lE 1.4 '-SRSS - Period Range of Interest 1.2 2 1.0 g :@ 2 0.8 0)- 7 -1. L10 - ,- U.O 0.4 0.2 0.0 10-2 10-1 100 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 Period [sec] wood 101 By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra SRSS, BSE-lE 1994 Northridge-01 (Mw = 6.69) Record: Arleta-Nordhoff Fire Sta. (RSN No. 949) Figure 6.1.3 1I 1 1 110 u[ 204 1.0 - BSE-lE - Modified - Period Range of Interest 0.8 60.6 10 b 0.4 U CD 0.2 0.0 -110-2 10 100 101 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 Period [sec] wood By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra Hl, BSE-lE 1999 Kocaeli, Turkey (Mw = 7.51) Record: Bursa Tofas (RSN No. 1155) Figure 6.2.la NOVA Time Histories 1 1 > E U E U ro - Time [sec] Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 0.4 0.2 4 0.0 -0.2 -0.4 0 20 40 60 80 100 120 140 50 c] Acceleration [g] 0.4 0.2 0.0 -0.2[61 uone.Jaiajo, 25 -25 -50 0 20 40 60 80 100 120 140 30 15 15 30 0 20 40 60 80 100 1 Y -0.4 0 20 40 60 80 100 120 1, 50 11 1 25 -25-- -50 0 20 40 60 80 100 120 1, Velocity [cm/sec] 30 15 0 30 20 40 60 80 100 120 1,.20 140 ' 0 wood 119 u[ 234 Scaled Time Histories 40 40 40 Time [sec] By: KSH 7/18/2018 Checked: LT 7/24/2018 Seed and Scaled Time Histories Hl, BSE-lE 1999 Kocaeli, Turkey (Mw = 7.51) Record: Bursa Tofas (RSN No. 1155) Figure 6.2.lb I2Gu[234 1.0 - BSE-lE - Modified - Period Range of Interest 0.8 -1 D w.u /1 - '1(10) (D 8- ilfo 4 0.4 // 0.2 0.0 10-2 10 100 101 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 Period [sec] wood By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra H2, BSE-lE 1999 Kocaeli, Turkey (Mw = 7.51) Record: Bursa Tofas (RSN No. 1155) Figure 6.2.2a 121 u[234 NOVA Time Histories Scaled Time Histories 0.4 0.2 0.0 -0.2 -0.4 0 20 40 60 80 100 120 40 c] Acceleration [g] 20 0 -- - -20 -40 0 20 40 60 Velocity [cm/se 0.4 0.2 0.0 -0.2 -0.4 140 0 20 40 60 80 100 120 40 c] Acceleration [g]140 20 -20 -40 0 20 40 60 80 100 120 1, Velocity [cm/se 80 100 120 140 40 30 A Â¥ 15 01E 0-J-rvw,Â«rv'v# (D U co -15 -30 30 15 -30 0 20 40 60 AN1'0â€¢Â¥Â«rv/9# 0 20 40 60 80 100 120 140 U 80 100 120 140 Time [sec]Time [sec] Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 wood By: KSH 7/18/2018 Checked: LT 7/24/2018 Seed and Scaled Time Histories H2, BSE-lE 1999 Kocaeli, Turkey (Mw = 7.51) Record: Bursa Tofas (RSN No. 1155) Figure 6.2.2b I 22 u[ 234 It lilli - BSE-lE - SRSS - Period Range of Interest \X 101 By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra SRSS, BSE-l E 1999 Kocaeli, Turkey (Mw = 7.51) Record: Bursa Tofas (RSN No. 1155) Figure 6.2.3 1.4 1.2 100 21.0 C 2 0.8 (1) g 0.6 ./* y al lf) 0.4 0.2 0.0 10-2 1C Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 Period [sec] wood 1 1 .1. ./ I. .... ./ ./ I.. I.. ... ... ./. I. I.. .. ./ 123 u[ 234 1.0 1 J 1,1 111 - BSE-lE - Modified - Period Range of Interest 0.8 0.4 FJ U R lA 0.2 0.0 Er f I tl 10-2 10-1 100 101 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 Period [sec] wood By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra Hl, BSE-lE 2010 Darfield, New Zealand (Mw = 7.00) Record: DSLC (RSN No. 6897) Figure 6.3.la 124 u[234 NOVA Time Histories Scaled Time Histories 0.4 0.2 0.0 -0.2cceleration [g] q -0.4 0 20 40 40 20 -20 -40 0 20 40 Velocity [cm/sec] 0.4 0.2 k 0.0 i. -. - t- Wr k -0.4 40 c] Acceleration [g]60 80 100 120 140 0 20 40 60 80 100 120 140 2 20 0 20 40 6 AA/vyâ€¢-Pe---0,--V 60 80 100 120 140 0 80 100 120 140 30 E 30 U 15 â‚¬ 15All -L 1, CDE 0 ----- -- A-vA+.Aivi,=v...-#-..wi---- E o -..-_. _ ,_.A AA/'A#ALL,ev: U -15 30 E -30 0 20 40 60 80 100 120 140 0 20 40 60 80 100 120 140 Time [sec]Time [sec] Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 wood By: KSH 7/18/2018 Checked: LT 7/24/2018 Seed and Scaled Time Histories Hl, BSE-lE 2010 Darfield, New Zealand (Mw = 7.00) Record: DSLC (RSN No. 6897) Figure 6.3.lb ................ 12 3 u f 2 34 1.0 It Ililli - BSE-lE - Modified - Period Range of Interest 0.8 b tl tj 0.2 4 0.4 0.0 10-2 10 100 101 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 Period [sec] wood By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra H2, BSE-lE 2010 Darfield, New Zealand (Mw = 7.00) Record: DSLC (RSN No. 6897) Figure 6.3.2a ................ 12Ju[234 f NOVA Time Histories Scaled Time Histories 0.4 0.2 CO, 0 0.0 -0.2 8 -0, U -0.4 0 20 40 60 80 100 120 140 A .4 2 0 20 40 60 80 100 120 140 LJ 9U 20 -40 0 20 40 Velocity [cm/secAA-/A"----//90....4...I 0 60 80 100 120 140 60 80 100 120 140 30 E 30A u A 2 15 a) (10) E o -441- -Â·--AA/#JAMb,64*'*- E 0 --1-y-- -p-At\A--A,AU,A-vÂ«.-(10) CDN yv _UN -15 m -15 -- ---4- ---- + -- -- --- --- -30 .(11 -30 0 20 40 60 80 100 120 140 0 20 40 60 80 100 120 140 Time [sec]Time [sec] Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 wood By: KSH 7/18/2018 Checked: LT 7/24/2018 Seed and Scaled Time Histories H2, BSE-lE 2010 Darfield, New Zealand (Mw = 7.00) Record: DSLC (RSN No. 6897) Figure 6.3.2b E 20 U 3 -40 0 20 4 1.4 1.2 2 1.0 C 0 :@ E 0.8 fo b 0.6 U al a. lf) 0.4 0.2 0.0 10-2 10-1 1( I 27 u[ 234 1 1 1 1, lit - BSE-lE '- SRSS - Period Range of Interest 101 By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra SRSS, BSE-lE 2010 Darfield, New Zealand (Mw = 7.00) Record: DSLC (RSN No. 6897) Figure 6.3.3 00 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 Period [sec] wood 128 u [234 1.0 - BSE-lE - Modified - Period Range of Interest 0.8 0.4 U 100 0.2 0.0 10-2 lu 101 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 Period [sec] wood By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra Hl, BSE-lE 2011 Christchurch, New Zealand (Mw = 6.20) Record: Shirley Library (RSN No. 8130) Figure 6.4.la 1 29 u[ 234 NOVA Time Histories Scaled Time Histories 0.4 0.4 Â¤1 0.2 C 0.2 ----- 0 2 0.0 N -0.2 U U -0.4 < -0.4 0 10 20 30 0 10 201 Acceleration [g]30 4040 20 -20 -40 0 10 20 30 Velocity [cm/sec jas/UD] Al!.lolaA 0 -20Â· 20- 30 30 15 0 15 30 0 1 Uf\Â» 4 0 20 Time [sec] Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 40 0 10 20 30 15 15 30 30 '- 0 wood 10 20 30 Time [sec] By: KSH 7/18/2018 Checked: LT 7/24/2018 Seed and Scaled Time Histories Hl, BSE-lE 2011 Christchurch, New Zealand (Mw = 6.20) Record: Shirley Library (RSN No. 8130) Figure 6.4.lb ................ 1.0 - C 0 :@ g IR. Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 130 u[ 234 It Ililli - BSE-lE - Modified - Period Range of Interest 101 By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra H2, BSE-lE 2011 Christchurch, New Zealand (Mw = 6.20) Record: Shirley Library (RSN No. 8130) Figure 6.4.2a 0.8 0.6 0.4 0.2 0.0 10 -2 10-1 100 Period [sec] wood ................ 131 u[ 234 NOVA Time Histories Scaled Time Histories 0.4 0.4 0.2 c O.2 0 0.0 2 0.0 -0.2 N -0.2 U celeration lg] U -0.4 < -0.4 0 10 20 30 50 5 50 25 * 25 0 U 0 -25 0 -25 0 -50 g -50 0 10 20 30 AC Velocity [cm/sec] 0 10 20 V V- 0 10 20 30 30 30 E 30 15 0 -15 15 Â»\6 - E 0----r T-lf-CD M -15 -- -- - 4-/- ---- - --- - -- - -r -30 0 10 20 Time [sec] Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 Â·r -30 30 0 0 wood 10 20 30 Time [sec] By: KSH 7/18/2018 Checked: LT 7/24/2018 Seed and Scaled Time Histories H2, BSE-lE 2011 Christchurch, New Zealand (Mw = 6.20) Record: Shirley Library (RSN No. 8130) Figure 6.4.2b 1.4 1.2 1.0 0.8 1 32 u [234 lili! 11! - BSE-lE - SRSS - Period Range of Interest 101 By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra SRSS, BSE-lE 2011 Christchurch, New Zealand (Mw = 6.20) Record: Shirley Library (RSN No. 8130) Figure 6.4.3 Period [sec] wood 0.6 0.4 0.2 0.0 10-2 10-1 100 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 133 u[ 234 1 Ililli - BSE-lE - Hl average - HZ average - SRSS average - Period Range of Interest - a t.r) 0.4 0.2 0.0 10-2 10-1 100 101 Period [sec] By: KSH 7/18/2018 Checked: LT 7/24/2018 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 wood Average and Target Response Spectra BSE-l E Average of all response spectra Figure 7 1.4 1.2 1.0 0.8 0.6 134 u [ 234 0.6 ,1 Ililli - 50-in-50 - Modified - Period Range of Interest 0.5 - --- 0.0 20.4 C 1 '418 0.3 - /9/ 1e . 0.1 10-2 10-1 100 101 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 Period [sec] wood By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra Hl, 50-in-50 1994 Northridge-01 (Mw = 6.69) Record: Arleta-Nordhoff Fire Sta. (RSN No. 949) Figure 8.1.la 13 J u [ 2 34 NOVA Time Histories Scaled Time Histories 0.30 0.15 0.00 -0.15 -0.30 0 10 50 Acceleration Lg] /sec] 0.30 0.15 0.00 -0.15 -0.30 0 10 20 50 25 -- Acceleration [g] 1/sec] 20 30 40 30 40 -25 11 - 50 -50 40 0 10 Velocity [crro TJ-i-A------V*w,vil----* 0 10 20 30 20 30 40 20 E 20 W W - 2 10 A 2 10 -_-- __ -- -- -- - _- CD 10 8 -10 --- - ---- --- -- -- -20 42 -20 0 10 20 30 40 u 0 10 20 30 40 Time [sec]Time [sec] Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 wood By: KSH 7/18/2018 Checked: LT 7/24/2018 Seed and Scaled Modified Time Histories Hl, 50-in-50 1994 Northridge-01 (Mw = 6.69) Record: Arleta-Nordhoff Fire Sta. (RSN No. 949) Figure 8.1.lb 0.6 0.5 2 0.4 C al 8 0.3 U e t 2 0.2 - -- 0.1 0.0 10-2 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 10010-1 Period [sec] wood 1 30 u[ 234 1 Ililli - 50-in-50 - Modified - Period Range of Interest 101 By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra H2,50-in-50 1994 Northridge-01 (Mw = 6.69) Record: Arleta-Nordhoff Fire Sta. (RSN No. 949) Figure 8.1.2a 137 u[ 234 NOVA Time Histories Scaled Time Histories 0.30 0.15- - non Acceleration [g] 0.30 0.15 - - n,n Acceleration [g] - -W.JU 0 10 20 30 40 0 10 30 U 30 15 E 15 U -15 -15 ------ --- - -30 0 10 20 30 40 0 10 Velocity [cm/sec] 20 30 40 AvÂ·VPÂ», 20 30 40 0 5 0 30 10 L o -9 1-V--- ---------- lu . , -10 0 10 20 Time [sec] Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 @ -5 --- - E -10 40 0 0 wood - 10 20 30 40 Time [sec] By: KSH 7/18/2018 Checked: LT 7/24/2018 Seed and Scaled Modified Time Histories H2,50-in-50 1994 Northridge-01 (Mw = 6.69) Record: Arleta-Nordhoff Fire Sta. (RSN No. 949) Figure 8.1.2b 0.8 0.7 0.6 l 10-1 Â£ 0.5 8 0.4 U e U O.3 -- J 0.2 -- 0.1 0.0 10-2 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 240. A V\Al Period [sec] wood 1 38 u f 234 It 'lilli - 50-in-50 - SRSS - Period Range of Interest . 101 By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra SRSS, 50-in-50 1994 Northridge-01 (Mw = 6.69) Record: Arleta-Nordhoff Fire Sta. (RSN No. 949) Figure 8.1.3 100 0.6 0.5 20.4 C 0 :@ 30.3 g y 0.1 0.0 10-2 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 X 10-1 100 Period [sec] wood 139 u[ 234 1 1 11â€¢ '1' - 50-in-50 - Modified - Period Range of Interest 101 By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra Hl, 50-in-50 1999 Kocaeli, Turkey (Mw = 7.51) Record: Bursa Tofas (RSN No. 1155) Figure 8.2.la 1 40 u f 234 NOVA Time Histories Scaled Time Histories T O.30 10.30 W' c 0,15 ----- -g 0.15 11161..1.11 0 2 0.00 -1 11 0.00 1 . .1 N (1) N -0.15 (D -0.15 1 U U U U 4 -0.30 <-0.30 0 20 40 60 80 100 120 140 0 20 40 60 80 100 120 140 50 5 50 al W 0 0 p 25 -Â·Â·.at' * 25 U U - 0 --AA..AANAAN.A.VW\.,W,##*4-- -0 --A'.n.110.L- 91.11 1,-V rl, , 9.., , -A 7,1.1 0 -25 - u -25 --- ----O 1 0 W 1 1 50 >-50 , 0 20 40 60 80 100 120 140 0 20 40 60 80 100 120 140 30 E 30 WW 4-, 15 *15 C 0 0 E o -*11-A-AW\W,AwÂ«-E 0 -- a -r - .-1- --#4- -(1) N -15 M -15----- - -- -------- -- ----- --VV V n 0- -30 2 -30 0 20 40 60 80 100 120 140 U 0 20 40 60 80 100 120 140 Time [sec]Time [sec] Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 wood By: KSH 7/18/2018 Checked: LT 7/24/2018 Seed and Scaled Modified Time Histories Hl, 50-in-50 1999 Kocaeli, Turkey (Mw = 7.51) Record: Bursa Tofas (RSN No. 1155) Figure 8.2.lb 141 u[ 234 0.6 ,111 1,1 - 50-in-50 - Modified - Period Range of Interest 0.5 2 0.4 (1) 80.3 e t 2 0.2 10-1 J j \4 . 0.1 0.0 10-2 100 101 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 Period [sec] wood By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra H2,50-in-50 1999 Kocaeli, Turkey (Mw = 7.51) Record: Bursa Tofas (RSN No. 1155) Figure 8.2.2a 142 u f 234 NOVA Time Histories Scaled Time Histories 0.30 0.30 cn c 0.15 C 0.15 0 0 11 0.00 2 0.00 8 -0.15 m -0.15 U U U 1 -0.30 1I < -0.30 0 20 40 60 80 100 120 140 0 20 40 60 40 5 40 20 6 20 U -20 g -20 -40 3 -40 0 20 40 60 80 100 120 140 0 20 40 60 Velocity [cm/sec] 80 100 120 140 4Â·Mr+1,- 30 15 i -15 L -30 0 20 40 80 100 120 140 30 4-, 15--- -- C *4'VL.vÂ·Â«9-V'v E 0 -Ayl-/Wl - -,+.v-AAr-VA,Â·u (1) -Iliv ' U V m -15-- ----'- -- ---- -- - ------- --- -30 60 80 100 120 140 '- 0 20 40 60 80 100 120 140 Time [sec]Time [sec] Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 wood By: KSH 7/18/2018 Checked: LT 7/24/2018 Seed and Scaled Modified Time Histories H2,50-in-50 1999 Kocaeli, Turkey (Mw = 7.51) Record: Bursa Tofas (RSN No. 1155) Figure 8.2.2b 0.8 0.7 0.6 10-1 0.5 e a)18 0.4 e 03 - 14 0.2 -- 0.1 0.0 10-2 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 Period [sec] wood 143 u[ 234 1 Ililli - 50-in-50 - SRSS - Period Range of Interest,- 101 By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra SRSS, 50-in-50 1999 Kocaeli, Turkey (Mw = 7.51) Record: Bursa Tofas (RSN No. 1155) Figure 8.2.3 100 144 u f 234 0.6 - 50-in-50 - Modified - Period Range of Interest 0.5 BO.4 5 e (11 f / U U.J U 3 & 0.2 -......-- -- 0.1 0.0 10-2 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 100 Period [sec] Woot' 101 By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra Hl, 50-in-50 2010 Darfield, New Zealand (Mw = 7.00) Record: DSLC (RSN No. 6897) Figure 8.3.la 10-1 343 u[ 234 NOVA Time Histories Scaled Time Histories 0.30 0.15 0.00 -0.30 0 20 40 60 8C U 40 Acceleration [g] 0.30 k 0.00 -0.15 -0.30 100 120 140 0 20 40 60 80 100 120 40 20 Acceleration [g] cm/sec] 140 20i 0-A\ 0 20 40 60 8( -- 0 -V-lia IinLMAIL.A.AA../4- r- - - u -20 --- - --I- - - - --- > -40 100 120 140 0 20 40 60 80 100 120 140 E 30 E 30 J U : 15 2 15 - ----- (11) : 0 ----1 - -AAA,rÂ·AArvu-vâ€¢â€¢â€¢.-Â·--0--'V--E 0 ---1 - AA,-A-,â€¢A,-v- i - al I -15 m -15------ Â¥ V- IU -30 2 -30 0 20 40 60 80 100 120 140 u 0 20 40 60 80 100 120 140 Time [sec] Time [sec] Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 wood By: KSH 7/18/2018 Checked: LT 7/24/2018 Seed and Scaled Modified Time Histories Hl, 50-in-50 2010 Darfield, New Zealand (Mw = 7.00) Record: DSLC (RSN No. 6897) Figure 8.3.lb 140 u f 234 0.6 1 1 Ililli - 50-in-50 - Modified - Period Range of Interest 0.5 ---- 20.4 C 0 \ U U.J /1U - J e -1 1 % 01 0.0 10-2 -1 100 10110 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 Period [sec] wood By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra H2,50-in-50 2010 Darfield, New Zealand (Mw = 7.00) Record: DSLC (RSN No. 6897) Figure 8.3.2a 1 1 147 u f 234 NOVA Time Histories Scaled Time Histories 140 20 0 -20 -40 0 20 40 60 Velocity [cm/ser 0.30 -0.30 100 120 140 0 20 40 60 80 100 120 40 Acceleration [g] sec] 0 -40 0 20 40 60 8 Velocity [cm/ 80 100 120 140 0 100 120 140 30 E 30 A U - * 15 .W 15 ----A - ------ --- ----- - -- - AM l| lic C E o -17'-rly'--A-1-A-(D @ -15 Â¢0 -15------ - ---------- '- BAL -30 2 -30 0 20 40 60 80 100 120 140 u 0 20 40 60 80 100 120 140 Time [sec]Time [sec] Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 wood By: KSH 7/18/2018 Checked: LT 7/24/2018 Seed and Scaled Modified Time Histories H2,50-in-50 2010 Darfield, New Zealand (Mw = 7.00) Record: DSLC (RSN No. 6897) Figure 8.3.2b 0.30 0.15 0.00 -0.30 0 20 40 60 80 7 40 ................ 0.8 0.7 e l.r) Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 0.6 g 0.5 @ 8 0.4 U 0.3 j 0.2 0.1 0.0 10-2 10-1 100 Period [sec] WOO /4 148 u[ 234 /1 11 1111 - 50-in-50 - SRSS - Period Range of Interest - \ 101 By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra SRSS, 50-in-50 2010 Darfield, New Zealand (Mw = 7.00) Record: DSLC (RSN No. 6897) Figure 8.3.3 149 u[ 234 0.6 lit' Ill 50-in-50 Modified Period Range of Interest 0.5 4 20.4 C CD \0 - - e t a)2 0.2 - =-r*.< - ,j\ . tk01 0.0 10-2 10-1 100 101 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 Period [sec] wood By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra Hl, 50-in-50 2011 Christchurch, New Zealand (Mw = 6.20) Record: Shirley Library (RSN No. 8130) Figure 8.4.la - Isou[234 NOVA Time Histories Scaled Time Histories 0.30 0.30 i 0.15 c 0,15- 0 O.00 -6 -0.15 U cceleration [g] T -0.30 E U (10) E CD U (0 - 5 Time [sec] Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 -0.30 0 10 20 40 20 -40 0 10 20 Velocity [cm/sec] 0 10 20 30 40 20 -20 ----- -40 0 10 20 30 Velocity [cm/sec] 30 15 15-- 30 0 10 20 3 2 30 U 2 15 0 -4- U m -15 -- - 30 0 0 0 wood 30 30 10 20 30 Time [sec] By: KSH 7/18/2018 Checked: LT 7/24/2018 Seed and Scaled Modified Time Histories Hl, 50-in-50 2011 Christchurch, New Zealand (Mw = 6.20) Record: Shirley Library (RSN No. 8130) Figure 8.4.lb 0.6 0.5 20.4 C 0 8 0.3 f l 21e 02 -A'4" - 0.1 0.0 10-2 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 110- 1 3 I u f 234 1 1 11â€¢ I'l - 50-in-50 - Modified - Period Range of Interest 101 By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra H2,50-in-50 2011 Christchurch, New Zealand (Mw = 6.20) Record: Shirley Library (RSN No. 8130) Figure 8.4.2a 100 Period [sec] wood 1 32 u[ 234 NOVA Time Histories Scaled Time Histories 0.30 0.15 0.00 -0.15 -0.30 0 Acceleration [g] 0.30 -0.15cceleration [g]-'.---,---- 5U 25 0 -25 -50 0 Velocity [cm/sec 4 -0.30 10 20 30 U 50 5 25 U 0 y -25 3 -50 10 20 30 0 10 20 3 E 30 U 2 15 < ---- E o M -15 6-30 0 10 20 Time [sec] Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 0 10 to Time [sec] By: KSH 7/18/2018 Checked: LT 7/24/2018 Seed and Scaled Modified Time Histories H2,50-in-50 2011 Christchurch, New Zealand (Mw = 6.20) Record: Shirley Library (RSN No. 8130) Figure 8.4.2b 0 10 20 3 0 10 20 3 2 30 U 2 15 (1, -- E o @-15 lA - 30 30 0 wood 0.8 0.7 0.6 g 0.5 :@ 8 0.4 U e 0.3 - - 0.2 0.1 0.0 10-2 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 Period [sec] wood 10010-1 133 u[ 234 1 1 llilli - 50-in-50 - SRSS - Period Range of Interest. 101 By: KSH 7/18/2018 Checked: LT 7/24/2018 Scaled and Target Response Spectra SRSS, 50-in-50 2011 Christchurch, New Zealand (Mw = 6.20) Record: Shirley Library (RSN No. 8130) Figure 8.4.3 1 04 u f 234 0 0.8 0.7 0.6 1 1,lili - 50-in-50 - Hl average - H2 average - SRSS average - Period Range of Interest g U.J e . 3 0.4 j flf0 0.3 a. U) 0.0 j'J 10-1 100 oIl ,%-- 10-2 101 Period [sec] By: KSH 7/18/2018 Checked: LT 7/24/2018 Proposed Voluntary Seismic Improvements 888 North Main Street Santa Ana, California Project No. 4953-18-0631 wood Average and Target Response Spectra 50-i.0-50 Average of all response spectra Figure 9 1 I Urban Testing & Inspections, Inc. 22138 South Vermont Ave., #G Torrance, CA 90502 Ph: 310-320-0482 1/9.,4,146 :9,294.k..P'/t,1.--, - 9,Â·Ae., 4 'A'lf :hi5%194* impiR1,2-:er::2--' r . 7;1116:11@219=:.9, =46 -41'. @, 1.4 ' 1, 11 21 2 1 Concrete Radiography Daily Report All inspections are based on a 4 hour minimum basis portal to portal. If technician is called to a project and no work performed, a 4 hour minimum charge plus travel is applied. Project #:1204-12480 Service Date:07-25-2018 Project Name: 888 N. Main St. Address:888 N. Main St, Santa Ana CA Contractor:Caribou Industries Source/ Curies: Ir-192 / 42.9 Curies Technician Comments: Arrived onsite to perform radiography on 3 locations at south side brick wall at mezzanine level. Due to access not being available from both sides, information was obtained with GPR/Cover Meter. GPR confirmed presence of horizontal and vertical rebar along with with depth estimates ranging from 5 to 5 1/2". No reliable bar sizing information could be obtained. See attached photograph page for details. Note: Sample of Lightweight Concrete at mezzanine roof was taken for dry density testing Project Notes: â€¢ Contractor is responsible for maintaining all lines drawn (test results) on concrete and masonry. Indications detected with Radiography are marked directly on scanning surface or on IRC Target Sticker using a uniform color code as follows: BLACK for Rebar, BLUE for Conduit, and RED for Post Tension Cables. If indications physically marked on test area(s) by the technician are in conflict with the specified layout for saw cut, drilling and/or coring operations, it is recommended that written approval is obtained from authorized client representative prior to , commencement of any saw cut, drilling and/or coring operations. If rebar size estimation is performed, results are subject to a tolerance of +A 1 bar diameter. If IRC TARGET STICKER is placed on concrete. Contractor is responsible to ensure cutting/coring operations are performed within the target sticker area. If client wishes to cut/core outside of sticker area, additional X-Ray shots shall be required. Signature below verifies technician(s) time onsite and services performed as per customer request. Please refer to Photograph Page(s) for details. DO NOT CUT, CORE, OR DRILL WITHIN 2" OF ANY MARKED INDICATIONS. Technicians:D. Chick, S. Sequeira Time In: 07:00 am Time Out: 11:00 am Travel Time:.5 Mileage: 12 Film Qty: 0 Total Time (Incl. Drive Time) ST:4 OT:DT:Film Size: Technician Signature Client Signature Daniel Chick Eddie Narvaez Technician Name Client Name Continued on Next Page Test Results provided by Urban Testing & Inspections, Inc. are given in good faith and are usually accurate. However, in the unlikely event that such Information proves to be inaccurate, the extent of liability assumed by Urban Testing & Inspections, Inc., if any, is limited to the amount billed for labor and materials on the day that information provided was alleged to have been Inaccurate. Please Note: Certain low-density materials such as PVC, -smurf tube- and plastics in general may not be located accurately, if at all, using any inspection method. Urban Testing & Inspections, Inc.Â§6 of 234 . 22138 South Vermont Ave., #G Torrance, CA 90502 Ph: 310-320-0482 CONCRETE RADIOGRAPHY DAILY REPORT - Photo Page Page 2 of 2 Project Name / Address: 888 N Main St., Santa Ana CA Date:07-25-2018 ir- f :1.iE ill. GPR Location #1 GPR Location #2 râ€¢ GPR Location #3 End Of Report 157 of 234 3033 S. Harbor Blvd. Santa Ana, CA 92704 Phone: 714-427-0501 Fax: 714-427-0502 www.inspection-resources.com - il; e-- INSPECTION* IVA RESOURCES Experts In Nondestructive resting GROUND PENETRATING RADAR TESTING FIELD REPORT- Concrete Project Name 888 N. Main Address Where Testing Occurred 888 N. Main, St, Santa Ana, CA Contractor or Person Requesting Testing Permit #:JurisdicUon: Information Purposes Only Name of Contact Person at Site Date 06-29 thru 07-03-18 IRC Project #: 1204-12480 Technician(s)GPR Equipment Mfg and Model Number Ryan Barkley Maia CX 11 List Other Equipment Utilized (e.g. electromagneUc device) Mfg and Model Elcometer Type of Structure (e.g. multi story hotel; parking facility)General Site Conditions Multi story building Free from obstructions Technician Comments: Excel file contains further reinforcing details Antenna Frequency 1.6 GHz Test Locations This Date 25 locations Project Notes: â€¢ Contractor is responsible for maintaining all lines drawn (test results) on concrete and masonry. â€¢ Scans conducted near walls, cellings or borders will result in a 3" dead zone (area that cannot be scanned). â€¢ Targets located with GPR are marked directly on scanning surface using BLACK, BLUE OR GREEN color markers. â€¢ Live 50/60 Hz Electrical targets are marked in RED color markers or spray paint â€¢ Un-energized / low voltage wires / data cables in plastic conduit cannot be easily detected with conventional GPR/Electromagnetic methods. Client understands that detection using GPIVElectromagnetic methods are performed on a best effort basis and results are not guaranteed. If GPR method proves to be having difficulty In resolving critical areas, X-Ray method is recommended. â€¢ If GPR target lines physically marked on test area(s) by the technician are in conflict with the specified layout for saw cut, drilling and/or caring operations, it is recommended that written approval is obtained from authorized client representative prior to commencement of any saw cut, drilling and/or coring operations. â€¢ Client understands that GPR interpretations do not differentiate between rebar, conduit, and/or PT cable. If client is requesting that these elements must be positively identified, then X-Ray method shall be required. â€¢ Rough surface conditions, obstructions in immediate GPR scanning area, high density wire mesh, weather proofing, or air gaps between structural concrete/masonry layers may impede or prohibit radar penetration. If such condition(s) exist, alternative methods may be necessary. â€¢ If rebar size estimation is performed, results are subject to a tolerance of +/- 1 bar diameter. â€¢ It is recommended that client stays 2" away from all targets marked. â€¢ Signature below verifies techniclan(s) time onsite and services performed as per customer request SEE ATTACHED PHOTOGRAPHS ON NEXT PAGE FOR DETAILS Time In: 0730 Time Out: 1530 Total (Hrs): 24 Travel (Hrs): Regular Time: 24 1.5X:2X: 9->25- Tichnicion's Signaturr Clienl Signature Continued on Next Page Test Results provided by Inspection Resources, co are given in good faith and are usually accurate. However. in the unlikely event that such information proves to be inatcurate, the extent of liability assumed by Inspecuon Resources, Co., if any, is limited to the amount billed for labor and materials on the day that information provided was alleged to have been inaccurate. Please Note: Certain low-density materials such as PVC. 'smurf tube- and plastics in general may not be located accurately. if at all, using any Inspection method. 158 of 234 3033 S. Harbor Blvd. Santa Ana, CA 92704 Phone: 714-427-0501 Fax: 714-427-0502 www.inspection-resources.com INSPECTION RESOURCES GROUND PENETRATING RADAR TESTING FIELD REPORT - Photo Page Page 2 of 6 Address: 888 N. Main, St, Santa Ana, CA Date: 06-29 thru 07-03-18 .AL 62 Fl 3 Low Beam & Col 7 West Fl 3 Low Beam & Col 11 West Fl 3 Low beam & Col 3 North Floor 1 Column 6 Continued on Next Page Test Results provided by Inspection Resources, co are given in good faith and are usually accurate. However, in the unlikely even: that such information proves to be inaccurate, the extent of liability assumed by Inspection Resources. Co., if any, Is limited to the amount billed for labor and materials on the day that information provided was alleged to have been inaccurate. Please Note: Certain low-density materials such as PVC, 'smurf tube and plastics in general may not be located accurately. if at all. using any inspection method. 159 of 234 3033 S. Harbor Blvd. Santa Ana, CA 92704 Phone: 714-427-0501 Fax: 714-427-0502 www.inspection-resources.com ef.Â· QNR--4--1 INSPECTION ilIVA RESOURCES =)",Crls W. GROUND PENETRATING RADAR TESTING FIELD REPORT - Photo Page Page 3 of 6 Address: 888 N. Main, St, Santa Ana, CA Date: 06-29 thru 07-03-18 JIm Mezzanine Column 9 Fl 3 Beam North @ Col 1 V 6..r.'.31"Fl# - -1.11.-6 1... r Fl 3 Beam North @ Col 3 Fl 5 Beam West @ Col 10-11 '.,1'K Fl 5 Beam North @ Col 7 Fl 5 Beam North @ Col 4 Continued on Next Page Test Results provided by Inspection Resources, co are given in good faith and are usually accurate. However, in the unlikely event that such information proves to be inaccurate, the extent of liability assumed by Inspection Resources, Co., if any, is limited to the amount billed for labor and materials on the day that information provided was alleged to have been inaccurate. Please Note: Certain low-density materials such as PVC, smurf lube- and plastics in general may not be located accirately, if at all. using any inspection method. 160 of 234 3033 S. Harbor Blvd. Santa Ana, CA 92704 Phone: 714-427-0501 Fax- 714-427-0502 www.inspection-resources.com INSPECTION RESOURCES GROUND PENETRATING RADAR TESTING FIELD REPORT - Photo Page Page 4 of 6 Address: 888 N. Main, St, Santa Ana, CA Date: 06-29 thru 07-03-18 Mezzanine beam North @ Col 5 Mezzanine Column 5 i Mezzanine Column 4 Mezzanine Column 6 i i Mezzanine Column 7 Mezzanine Column 3 Continued on next page Test Results provided by Inspectton Resources, co are given in good faith and are usually accurate. However, in the unlikely event that such information proves to beinaccurate, the extent of liability assumed by Inspection Resources, Co., if any. is limited to the amount billed for labor and materials on the day that information provided was alleged to have been inaccurate. Please Note: Certain tow-denslty materials such as PVC. smurf tube" and plast cs in general may not be located accurately. 11 at all. using anl :rispection method. 161 of 234 3033 S. Harbor Blvd. Santa Ana, CA 92704 Phone: 714-427-0501 Fax: 714-427-0502 www.inspection-resources.com INSPECTION RESOURCES .. -SCC'.2266.C 7â‚¬3-Â·- GROUND PENETRATING RADAR TESTING FIELD REPORT - Photo Page Page 5 of 6 Address: 888 N. Main, St, Santa Ana, CA Date: 06-29 thru 07-03-18 Fl 5 Low Beam & Col 7 West Fl 5 Low Beam & Col 11 West -42 Fl 5 Low Beam & Col 4 North Fl 8 Low Beam @ Col 7 West Fl 8 Low Beam & Col 11 West Fl 8 Low Beam & Col 4 North Continued on next page Test Results provided by Inspection Resources, co are given in good faith and are usually accurate. However, in the unlikely event that such information proves to be inaccurate, the extent of liability assumed by Inspection Resources, Co., if any, is limited to the amount billed for labor and materials on the day that information provided was alleged to have been inaccurate. Please Note: Certain low-density materials such as PVC, 'smurf tube'- and plastics in general may not be located accurately. if at all using any inspection method. 162 of 234 3033 S. Harbor Blvd. Santa Ana, CA 92704 Phone: 714-427-0501 Fax: 714-427-0502 www.inspection-resources.com INSPECTION RESOURCES GROUND PENETRATING RADAR TESTING FIELD REPORT - Photo Page Page 6 of 6 Address: 888 N. Main st, Santa Ana, CA Date: 06-29 thru 07-03-18 N, r ?S f-:?*1 .. Floor 8 Beam West @ Col 11 Floor 8 Beam North @ Col 4 6fy - '1 ., 1.Il 1 Floor 10 Beam West @ Col 7 End of Report Test Results provided by Inspection Resources, co are given in good faith and are usually accurate. However, in the unlikely event thal such information proves to be inaccurate, the extent of liability assumed by Inspection Resources, Co.. if any, Is limited to the amount billed for labor and materials on the day that information provided was alleged to have been inaccurate. Please Note: Certain low-density materials such as PVC. "smurf tube" and plastics in general may not be located accurately. if at all. using any inspection method. 3033 S: Harbor Blvd. Santa Ana, CA 92704 P: 714-427-0501 F: 714-427-0502 www.inspection-resources.com 163 of 234 --- INSPECTION I I RESOURCES -xpert, in Non,lestructive resting GPR / Cover Meter Results Project: 888 N. Main St. Santa Ana, CA 6/29/2018 - 07/03/2018 Area Line Inches Between Vertical Bars Vienanine Column 4 Chip location/Mesh Pattern Area Column 5 Vertical - Start edge, 3,5,3,4,5,3, end Horizontal - Start bottom bar, 8,5,5,5,5,4,6, end Column 6 Vertical - Start edge, 3,5,5,5,5,3, end Horizontal - Start bottom bar, 8,5,3,4,6,3,7, end Column 7 Chip location/Mesh Pattern Area Column 9 Vertical - Start Edge 2,7,5,7,3, end Horizontal - Start bottom bar, 9,4,5,5,4,4,8, end :loor 3 West Low Beam @ Col 11 Vertical - Start inside window, 8,24,9, end Horizontal - Start Floor, 18, 11, 6, end @ window West Low Beam @ Col 7 Vertical - Start inside window, 11, 21, 10, end Horizontal - Start floor, 17, 14, 8, end @ window North Low Beam @ Col 3 Vertical - Start inside window, 10, 24, 8, end Horizontal - Start Floor, 6, 14, 12, 5, end West Col 11 Vertical - Start left window edge, 2 10, 8, 3, end Horizontal - Start floor, 4, 8, 4, 3, 4, 7, 15, 18, 18, end North Col 3 Vertical - Start left window edge, 2,4,9,7,3, end Horizontal - Start floor, 8, 6, 5, 5, 9, 8, 18, 17, end North High Beam @ Col 1 Vertical - Start wall, 18, 8, 14, 18, 18, end Vertical - Start wall, 18, 8, 7, 7, 13, 5, 11, 7, end Horizontal - Start roof, 9,6,6,6, end North High Beam @ Col 3 Vertical - Start framing, 10, 21, 17, end Vertical - Start framing, 5, 5, 11, 10, 10, 7, end Single horizontal bar middle of beam ;PR DETECTED 3 TARGETS IN BOTrOM OF BEAMS ;PR DETECTED 2 TARGETS IN BOTTOM OF GIRDERS ;irders = 20" thickness 12" thicknessteams = 3033 S. Harbor Blvd. Santa Ana, CA 92704 P: 714-427-0501 F: 714-427-0502 www.inspection-resources.com 164 of 234 RESOURCES INSPECTION Exnerts In Nondest,ucrowe Testing GPR / Cover Meter Results Project: 888 N. Main St. Santa Ana, CA 6/29/2018 - 07/03/2018 Area Line Inches Between Vertical Bars Floor 5 West Low Beam @ Col 7 Vertical - Start inside window right, 13, 17, 11, end Horizontal - Start floor, 6, 12, 13, 2, 3, end West Col 7 Vertical - Start left, 3,11,7,4, end Horizontal, Start floor, 6, 6, 7, 6, 7, 10, 17, 17, end West'Low Beam @ Col 11 Vertical - Start inside window left, 14, 16, 13, end Horizontal - Start floor, 17, 14, 4, end West Col 11 Vertical - Start left, 4,11,8,2, end Horizontal - Start floor, 6, 6, 4, 8, 5, 7, 11, 18, 18, end North Low Beam @ Col 4 Vertical - Start framing, 11, 18, 13, end Horizontal - Start floor, 18, 11, 5, 3, end North Col 4 Floor 8 Vertical - Start Left, 3, 11,8,4, end Horizontal - Start floor, 5, 8, 8, 5, 5, 4, 8, 20, 16, end West Low Beam @ Col 7 Vertical - Start inside window left, 15, 17, 8, end Horizontal - Start floor, 6, 13, 13, end West Low Beam @ Col 11 Vertical - Start inside window left, 13, 18, 9, end Horizontal - Start floor, 17, 14, 5, end West Col 11 Vertical - Start Left, 3,11,8,4, end Horizontal - Start floor, 8, 4, 5, 8, 7, 11, 15, 18, end North Low Beam @ Col 4 Vertical - Start inside window left, 13, 15, 13, end Horizontal - Start floor, 18, 14, 5, end North Col 4 Vertical - Start left, 3,11,8,3, end Horizontal - Start floor, 6, 6, 6, 6, 8, 11, 16, 16, end GPR DETECTED 3 TARGETS IN BO1TOM OF BEAMS GPR DETECrED 2 TARGETS IN BOTTOM OF GIRDERS Girders = 20" thickness Beams = 12" thickness RAYMOND E. GREENE, PE 165 of 234 Metallurgical Engineer . 023304 Orchard Avenue Carson, California 90745 (310) 922-4991 ALL REPORTS ARE 5UBJUTTED AS THECONFIDENTIAL PROPERTY OF CLIENTS. AUTHORIZATION FOR PUBUCATION OF REPORTI EXTRACTS FROM. OR CONCLUSION, IS R.EMENVED PENDINOMY WRrrTENAPPROVAL AS A MUTUAL PROTECRON TO CLIENTS. THE PURUCAND MYSELF. F[LE NO: U0005 DATE: July 18,2018 LAB NO: 18113 URBAN rESTING & INSPECTION, INC. 22138 Vermont Avenue Suite G Torrance, California 90302 ATIN: Mr. Tom Miller SUBJECT : Measurement and Field Brinell Hardness Testing of first floor alab reinforcing steel ban which are embedded in columns at below identified job site. Tests were conducted on vertical concrete column bars. Tests were performed in order to determine size and grade ofreinforcing steel bars. SOURCE :Testing conducted at job site by Raymond E. Greene. PE, Metallurgical Engineer. JOB SITE :Caribu Industries 888 North Main Street Santa Ana, California. STANDARDS : ASTM A 370 Mechanical Testing of Steel Products ASâ„¢ A 615 Deformed And Plain Carbon Steel Bars For Conciete Reinforcement ASTM A 15-66 Standard Specification For Billet-Steel Bars For Concrete Reinforcement ASTM A 431-58 Standard Specification For Hard Grade Steel Bars For Concrete Reinforcement ASTM A 432-58 Moderately Hard Grade Steel Bars For Concrete Reinforcement PROCEDURE : The reinforcing steel bars were exposed by sawing and chipping:he adjacent concrete. The bar sizes were determined by measuring the diameter ofthe exposed bars using 6-in. calipers. Hardness ofthe steel bars was determined with a Telebrineller Field Brinell Hardness Tester. The hardness results were converted to approximate tensile strength in accordance with Table 213 of'the ASâ„¢ A 370 Standard: LOCATION OF TESTS: TEST NO.LOCATION 1]41 STRUCTURE 1 2nd Floor Column N8 Vertical #11 Reinforcing Steel Bar, South Face, 53-inch Above Deck 2 3rd Floor Column 313 Vertical #9Reinforcing Steel Bar, East Face, 36- Inch Above Deck 166 of 234 REPORT OF TESTS Hardness ofReinforcing Steel Bar: m No. ' Bar Size Hardness. BHN Conversion To Tensile Strength, PSI 1 11 193 91,0002 9 248 ]19,000 ASTM A 615 Grade 40 Tensile Strength Requirements: ASTM A 615 Grade 60 Tensile Strength Requirements: ASTM A 615 Grade 75 Tensile Strength Requirements 70,000 Min 90,000 Min 100,000 Min -NOTE L It was stated that this structure was built in the year 1966. At that time the current most common rebarcontrolling specifications of ASTM A 615 and ASTM A 706 did not yet exist. The existing reinforcing steelstandard ofrecord was ASTM A 15-66 (latest upgrade 1/1/66). There were three steel grades covered by thisstandard: 1) structural (most similar to A 36 structural steel), 2) intermediate (most similar to high strength lowalloy structural steel) and 3) hard (similar to Grade 60 reinforcing steel bar). In 1958 two additional standards werefirst published, ASTM A 431 which covered grade 75 bars and ASTM A 432 which covered grade 60 steel. ThesetWO SpecificationS were withdrawn in 1968 and replaced by ASTM A615. Sample 1 would have complied with theASTM A 432 Standard and sample 2 would very likely have complied with the ASTM A 431 Standard. NOTE 2: By current standards the tensile strenglh determination ofthe tested bars indicates that the 1 samplewould comply with the grade 60 requirements of the ASTM A 615 Specification for reinforcing steel bars and 2sample might comply with either grade 60 or 75 of the ASTM A 615. Respectfully Submitted, by Reea)M,rnOL 9 .,40Â£ 2.n ;, Raymon& E. Greene, PE Metallurgical Engineer 4tfi[CALFOB BRINELL HARDNESS TEST LOCATIONS CARIBU INDUSTRIES 888 North Main Street Santa Ana, California 2nd Floor Test Location 167 of 234 1 Test Location 1 1! li .0 9+124-7 n-4/--0,47 n i! i i i 0 e '4 C (b I t 0i P j d -- I! 1it 0 ...1 M $ 11 11 1-17 1 i Y -ti !1 r Â® .. DO - 4,1.6 1 ' fli i I Li 4 16i.=illE, H .; 93 0 - 1 7-r"- - LLE liJ. Jill<' Â° 0 .C 6 b , 1! li ..,, ., -11 *An 1 !=_i.:=3==8-= .. '. M 1; n 1/.3 D L ' ti"1 101. 6 .J--li_fli I liI; 11/ LU 0 01 11 i 0 ilsiei 0 1 \ E i 13 12 11 10 9 8 MIl G 0 5 4 3 1 ..le'lj-V---U--*-1-lr-u-/Â·j.:---U-Ur' T 6 168 of 234 BRINELL HARDNESS TEST LOCATIONS CARIBU INDUSTRIES 888 North Main Street Santa Ana, California 3rd Floor Test Location .. 4.f--1 4--Fk---70 -r-,-9_.._:7.-.-il-=-L-ib r-1 ;1 -7 Â· Â· 61 e/ 9 1 ': -- Â·;.h 0 I 6 i 1 3 U 1,/1 EJ !i h 6 r it* 1 U.r. 7' i dli ;iÂ· Ar-1 ki 9..01 9.. [ ,3 , 1 'B .AL..- -;3i- . -- .-. *--â€ž /- . r- I est Locallon Z 1J t bi >:/1 \i ,V \ / N 41 . -11 r 11;:t!2-1 ': 1 - 1,7/Ill L. lilili !16 Gi. i I ill,i i C t 6 6 G 6 5 4 !#r n 0 1.: -*. hjalel -.7- rt mi 0 13 12 11 10 9 m TI G) r Z 0 4.2--1 r- -0 11 :49 0 if:-42 7 7 3 169 of 234 Urban Testing & Inspections 22138 S. Vermont Ave. Unit G Torrance, CA 90502 â‚¬.2 61 96 â‚¬* 9 er:ki2- -ew--1 f'!122.Fle-/.=i: .EN , '#.: ....< -11 ::1 COMPRESSION TEST RESULTS Office (310) 320-0482 Fax (310) 320-0483 PROJECT: PROJECT ADDRESS: INSPECTION AGENCY: CONTRACTOR: FIELD TECHNICIAN: SAMPLE TYPE 888 N. MAIN ST. URBAN TESTING CARIBOU INDUSTRIES FELIPE CABRERA PROJECT No. CITY: PHONE No. PHONE No. CORE DATE: CASTrNG TIME: 18-43719-FC SANTA ANA 7/9/2018 CONCRETE O MASONRY GROUT m MORTAR O SHOTCRETE Â¤ NON-SHRINK GROUT El MASONRY PRISM O OTHER:CORES CEMENT TYPE 10 11 0 1]1 0 Iv O ve OTHER: MIX DESIGN No.ADMIXTURE:AR TEMPERATURE: GALLONS OF WATER ADDED:SLUMP: CONCRETE TEMPERATURE: CONCRETE SUPPLIER:BATCH PLANT: DELIVERY TICKET No.SPECIFIED P.S.I. @ 28 DAYS: CUBIC YARDS PLACED:SET No.1 No. OF SAMPLES FOR SET: 8 TEST SCHEDULE @ 3 DAYS @ 7 DAYS @ 28 DAYS OTHER LOCATION SAMPLES TAKEN FROM: 2ND FLOOR, 3RD FLOOR, 5TH COLUMN, 5TH BEAM, 5TH N. BEAM, 5'Ill N. BEAM, AND 8TH COLUMN LABORATORY USE TEST TEST AGE OF DIAMETER HEIGHT CROSS-SECTIONAL MAX. LOAD TYPE OF COMPRESSIVE NUMBER DATE SAMPLE AREA APPLIED FRACTURE STRENGTH (PSI) 62868 7/11/18 N/A 3.00 6.00 7.07 23,680 3 3,350 62869 7/11/18 N/A 3.00 4.00 7.07 25,020 3 3,290 62870 7/11/18 N/A 3.00 6.00 7.07 23,530 3 3,330 62871 7/11/18 N/A 3.00 4.00 7.07 26440 3 3 480 62872 7/11/18 N/A 3.00 4.00 7.07 28,860 3 3,790 62973 7/11/18 N/A 3.00 4.00 7.07 30,000 3 3,940 62974 7/11/18 N/A 3.00 6.00 7.07 25.310 3 3.580 62975 7/11/18 N/A 3.00 5.00 7.07 24,890 3 3,380 Â¤ SPECIMENCS) MEET REQUIRED COMPRESSIVE STRENGTH C] SPECIMENCS) DO NOT MEET REQUIRED COMPRESSIVE STRENGTH Â® NO ESTABLISHED CRITERIA FOR ACCEPTABLE LIMITS TEST RESULTS COMPLY WITH ASTM STANDARDS C617, C1231 AND C39 FORM REVISION DATE RECORDED BY ML-CIR-04 0 10/4/04 FG 170 of 234 1 1 1 1 1 1 1 1 1 Urban Testing & Inspections, Inc.f- 22138 South Vermont Ave., #G 248:5405 59/"Torrance, CA 90502 Ph: 310-320-0482 ticâ‚¬33332% clut .Â·SE.V-- r#. '< -'311!88Â· â„¢ "31 le,â€¢ ./.01 GROUND PENETRATING RADAR TESTING FIELD REPORT- Concrete Project Name Permit #:JurisdicUon:Date 888 Main Adaptive Reuse Information Purposes Only May 03, 2018 Address Where Testing Occurred 888 N. Main St, Santa Ana, CA Contractor or Person Requesting Testing Name of Contact Person at Site Caribou Industries Eddie Narvaez Technician(s)GPR Equipment Mfg and Model Number Antenna Frequency Ryan Barkley MAL-A CX11 1.6 GHz List Other Equipment Utilized (e.g. electromagnetic device) Mfg and Model Metrotech 9890XT Purpose of Test (e.g. To determine location of rebar in masonry wall for core drilling) Locate targets and provide spacing/sizing information Type of Structure (e.g. multi story hotel; parking facility)Were -As-Built- Drawings Provided by the Client?Yes No Multi-story Building Â® General Site Conditions Free from obstructions Test Locations This Date 2 Columns 1St floor, 1 Column 6h floor, 1 Column 8th floor, 1 Column 10th floor, 1 Perimeter Beam 2 Girders 3rd floor, 1 Perimeter beam, and 2 girders 8m floor. Comments Arrived on site and scanned multiple areas as directed to provide details of structural makeup. Some areas needed to be chipped for manual reinforcement size readings due to depth of targets or that area was not able to get sufficient readings. â€¢ See attachment for detail information on spacing, sizing, and corresponding grid lines. Contractor is responsible for maintaining all lines drawn (tests results) on concrete and/or masonry. â€¢ Due to physical dimensions of GPR antenna, scans conducted near walls, ceilings or borders will result in a 3" dead zone (area that cannot be scanned). It is a recommendation to stay 2" from all lines marked on the concrete. SEE ATTACHED PHOTOGRAPHS ON NEXT PAGE FOR DETAILS Inspector Name (print) : Ryan Barkley Continued on the next page Â®Page 1 of 5 Certification Number: GPR-5957 Report Number: 001 Job #:1204-12480 Time Start 0700 Time Finish 1500 Total time with reporting 28 HRS Â« Technkian'i Signature Clicm Signiture Continued on Next Page Urban Testing & Inspections, Inc. P 22138 South Vermont Ave., #G Torrance, CA 90502 Ph: 310-320-0482 1.-- 1-2-of 234 .. ij GROUND PENETRATING RADAR TESTING FIELD REPORT - Photo Page Page 2 of 5 Address: 888 N. Main St, Santa Ana, CA Date: 04-30-18 4 Location 1 N - 7 Column 1 1. 1/ 1 3rd Floor H - 13 Column 3rd Floor 13 - G 1/2 thru J 1/1 3rd Floor J - 13 thru 12 1/2 Continued on next page Test Results provided by Urban Testing & Inspections, Inc are given in good faith and are usually accurate. However, in the unlikely event that such information proves to be inaccurate, the extent of liability assumed by Urban Testing & Inspections, Inc, if any, is limited to the amount billed for labor and materials on the dav that information provided was alleged to have been inaccurate. Please NoteÂ· Certain low-density materials such as PVC smurf tube' and plastics in general may not be locatec accurately, if at all. using any inspection method .jl!! Urban Testing &'Inspections, Inc. 1 173 of 2 22138 South Vermont Ave., #G Torrance, CA 90502 Ph: 310-320-0482 GROUND PENETRATING RADAR TESTING FIELD REPORT - Photo Page Page 3 of 5 Address: 888 N. Main St, Santa Ana, CA Date: 05-01-18 1 1Â£_1 Girder H - 13 thru 121/2 Floor 6F-9 Core Column R li-- Floor 10 F-9 Core Column 8th Floor Column 13 - J 1/2 8th Floor Column H - 13 13 - G 1/2 thru J 1/2 Continued on next page Test Results provided by Urban Testing & Inspections, Inc are given in good faith and are usually accurate. However, in the unlikely event that such information proves to be inaccurate, the extent of liability assumed by Urban Testing & Inspections, Inc, if any, is limited to the amount billed for labor and materials on the day that information provided was alleged to have been inaccurate. Please Note Certain low-density materials such as PVC. ''smurf tube" and plastics in general may not be located accurately, if at all, using any inspection method Urban Testing & inspectiong, Inc. 22138 South Vermont Ave., #G Torrance, CA 90502 PhÂ· 310-320-0482 of 234 4(:=:Z GROUND PENETRATING RADAR TESTING FIELD REPORT - Photo Page Page 4 of 5 Address: 888 N. Main St, Santa Ana, CA Date: 05-01-18 1st Floor C-8 Core Column Floor 8F-9 Core Column Continued on Next Page Test Results provided by Urban Testing & Inspections. Inc are given in good faith and are usually accurate. However, in the unlikely event that such Information proves to be inaccurate, the extent of liability assumed by Urban Testing & Inspections, Inc, if any, is limited to the amount billed for labor and materials on the day thal informationprovided was alleged to have been inaccurate. Please Note: Certain low-density materials such as PVC. -*smurf tube" and plastics in general may not be located accurately. if at all. using any inspection method 22138 South Vermont Ave., #G Torrance, CA 90502 Ph: 310-320-0482 Urban Testing & Inspections, Inc. <33.9394 9.1 1189 5,520; 3 9 e'J G i i %39....C , i 1 I '111.-,;'. , 0, Ii-2, GPR / Cover Meter Results Project: 888 N. Main St. Santa Ana, CA 4/30/2018 - 05/03/2018 Page 5 of 5 Area Line FL 3 Perimeter 13 - G 1/2 thru J 1/2 13 thru 12 1/2 13 thru 12 1/2 H - 13 Column - Horizontal - 13 Column - Vertical 13 - J 1/2 Small column - Horizontal 13 - J 1/2 Small Column - Vertical FL 8 Perimeter G 1/2 thru J 1/2 H. H Inches Between Vertical Bars Start wall, 5, 9, 9, 9, 9, 6, 4, 12 (Girder A), 4, 9, 10, 10, 7, 7, 4, 10, 5, 1, 2, 7, 9, 7, 3, 12(Girder B). 3.9.6.7. 11. 5. 12. End at wall Start Beam, 8, 14, 20, stop Start Beam 6,4,5,5,5,4,5,6,7,6,8, end wall Start floor 6, 5, 6, 4, 2, 10, 10, 6, 18, stop Start edge, 3, 7, 12, 3, end Start floor, 17, 13, 13, 18, stop Start edge, 3,5, edge Start framing, 2, 4, 9, 8, 11, 10, 7, 1, Girder B, 5, 5, 8, 9, 8, 12, 8, 6, 4, Unable to H-13 thru 12 1/2 J - 13 thru 12 1/2 - 13 Column - Horizontal H - 13 Column - Vertical 13 - J 1/2 Small column - Horizontal 13 - J 1/2 Small Column - Vertical 1st Floor core 'N - 7 Column C - 8 Core Column 6th Floor core F - 9 Core Column 8th Floor core F - 9 Core Column 10th Floor core F - 9 Core Column NOTES: GPR DETECTED 3 TARGETS IN BOTTOM OF BEAMS GPR DETECTED 2 TARGETS IN BOTTOM OF GIRDERS Girders = 20" thickness 12" thickness H scan further Start Beam, 4, 7, 19, 18, stop Start Beam, 6,6,6,8,5,7,5,7,5,7, stop at wall Start Floor, 6, 6, 7, 5, 8, 12, 15, 17, end Start edge, 4, 6, 12, 3, end Start Floor, 27, 4, 2, 12, 18, end Start edge, 2,5,3, end Horizontal Vertical 17" avg 4"avg Horizontal Vertical 18" avg 4"avg Horizontal Vertical 18" avg 5"avg Horizontal Vertical 18" avg 7" avg Horizontal Vertical 18" avg 7" avg Beams = End of Report Test Results provided by Urban Testing & Inspections, Inc are given in good faith and are usually accurate. However, in the unlikely event that such information proves to be inaccurate, the extent of liability assumed by Urban Testing & Inspections, Inc, if any, is limited to the amount billed for labor and materials on the day that information provided was alleged to have been inaccurate. Please Note: Certain low-density materials such as PVC, 'smurf tube' and plastics in general may not be located accurately. if at all, using any inspection method 1 176 of 234 1 I I RAYMOND E. GREENE, PE Metallurgical Engineer 177 of 234 23304 Orchard Avenue Carson, California 90745 0 10) 922-4991 ALL REPORTS ARE SUHMTTTED AS THECONFIDENTIAL PROF'ERn' OF CLIENNAUTHORIZATION FORPUBLICATION OF REFORTS EXTRACTS FROM. OR CONCLUSIONS IS REmERVED PE,[DINO MY WRI'fTIN APPROVAL AS A MUTUAL PROTECTION TO CLLENT1 THE PUBLIC AND MYSELF. FILE NO: U0005 DATE: May 3,2018 LAB NO: 18109 URBAN TESTING & INSPECTION, INC. 22]38 Vermont Avenue Suite G Torrance, Califbmia 90502 ATIN: Mr. Tom Miller SUBJECT Meamrement and Field Brinell Hardne,5 Te,ling affirm floor slab reinforcing Steel ban which are embedded in columns at below identified job site. Tests were conducted on both vertical concrete column bars and horizontal concrete reinforcing ties. Tests were performed in order to determine size and grade ofreinforcing steel bars. SOURCE :Testing conducted at job site by Raymond E. Greene, PE, Metallurgical Engineer. JOB SITE :Caribu Industries 888 Nonh Main Strom Sama Ana, California. STANDARDS : ASTM A 370 Mechanical Testing of Steel Products ASTM A 615 Deformed And Plain Carbon Steel Bars For Concrete Reinforcement ASTM A 15-66 Standard Specification For Billet-Steel Bars For Concrete Reinforcement PROCEDURE : The reinforcing steel bars were exposed by sawing and chipping the adjacent concrete. The bar sizes were determined by measuring the diameter of the exposed bars using 6-in. calipers. Hardness ofthe steel bars was determined with a Telebrineller Field Brinell Hardness Tester. The hardne,5 re113 were converted to approximate ten51]e mength in accordance with Table 28 of the ASTM A 370 Standard: LOCATION OF TESTS: TEST NO.LOCATION IN STRUCTURE IA Ist Floor Column 07 Venical #11 Reinfbrcing Steel Bar, West Face, 621M-inch Above Floor Slab 1B Ist Floor Column 07 Horizontal #3 Reinforcing Steel Tie Bar, West Face, 65 1/2-inch Above Floor Slab 2A 2A-2 2A-3 ]rd Floor Column 313 Venical #9 Reinforcing Steel Bar, East Face, 54- Inch Above Deck Same Location as 2A (RETEST) Same Location as 2A (SECOND RETEST) 2B 3rd Floor Column J13 Horizontal #3 Reinforcing Steel Tie Bar, East Face, 54-Inch Above Deck 178 of 234 REPORT OF TESTS Hardneu of Reinforcing Steel Bar: ID Nol Bar Size Hardness. BHN Conversion To Tensile Strength. PSI lA 11 227 107,000 18 3 154 74,000 2A 9 248 119,000 2A-2 9 245 118,000 2A-3 9 260 125.000 Average =120,700 2B 3 166 ASTM A 615 Grade 40 Tensile Strength Requirements: ASTM A 615 Grade 60 Tensile Strength Requirements: ASTM A 615 Grade 75 Tenfile Strength Requiremen15 82.000 70,000 Min 90,000 Min 100,000 Min NOTE 1.: It was stated that this structure was built in the year 1966. At thal time the current most common rebar controlling specifications of ASTM A 615 and ASTM A 706 did not yet exist. The existing reinforcing steel standard of record was ASTM A 15-66 (latest upgrade 1/1/66). There were three steel grades covered by this standard: 1) structural (most similar to A 36 structural steel), 2) intennediate (most dmilar to high strength low alloy structural steel) and 3) hard (similar to Grade 60 reinforcing steel bar). Test samples 1 A and 2A most closely compare to the hard grade and samples 1 B and 28 most closely compare to the intermediate grade. NOTE 2: By current standards the tensile strength determination ofthe tested bars indicates that the I A sample would comply with the grade 60 requirements ofthe ASTM A 615 Specification for reinforcing steel bars and 18 sample might comply with either grade 60 or 75 of the ASTM A 615. The 2A and 2B samples comply with the 40 grade of the ASTM A 615 Standard. Respectfully Submitted, bÂ¥ fdhwAL E .Su-0 Rayniond E. Greene, PE Metallurgical Engineer 1681 )%................... 179 of 234 BRINELL HARDNESS TEST LOCATIONS CARIBU INDUSTRIES 888 North Main Street Santa Ana, California 1 st Floor Test Locations (Grid Positions as per floors 3 Through 10 Positions) Test Location 1 i i 9 ;i PN 201 O rn n 0.-_d ---7 9 -r- C 1 0 '-h /1.-44_n-4,-25 E .1 0 2V T 1 ! e8 T 6 r L r K C==-0-_311L 1 --1 :Â® 1 ;11 - I i11 .I 1 : L , 71 E 1 Cla U' A !18fli i :-1 19 8 -0@ 0 1 :; Â£Â®11 __.6fJr k_ 1 :1='411 L,3-2 8 j i\/1 IN./1 \,/1 -Â£*.- +11#Br--i__ 1/0011/r.J / \ J r i J Hi 11,2 r,ZI-O - -i l 5 r 1 6 L i I lin P -11 .-0 J i 6 1 i Ul Il1 1 101 - 1 =U ..... - j U==i : a - Z 1 01 UJ": , -1 b 1 9me i 13 12 11 10 9 8 7 -J 5 i 1 0 0 132= i m 1 - --t- -v----1_f9?7/ 1-: -0 - k -1 -- -iFÂ«UP 6543 111 180 of 234 BRINELL HARDNESS TEST LOCATIONS CARIBU INDUSTRIES 888 North Main Street Santa Ana, California 3rd Floor Test Location 0U NC 41 K C G C EC 1% / 11 Ii J izie W j 6 i : iC t r 0 b J.--.t ifli .L i---- Il - 1 0 32 E beI I ta Â£.e 01> --9N 'plu t. ,3, i -i lÂ·T Irm & -1-1 Test Location 2 1' - 'Irm - . LJ& il '4 0 2 ic t S %. L il e J -1 ' 0. 86 1 8 rr--- I -82E R 8i 1 F C I C. le ' Ig 6 L11 102 t F - 6- i.'-1 0 0 W n n N i ,. r.------ 018 0 0 4 0 C li 11 11 . -4 .. 11 10 9 8 7 6 5 4 3 %4 . I 181 of 234 Urban Testing & Inspections 22138 S. Vermont Ave. Unit G Torrance, CA 90502 Â«&6-Â· g., Am:A. COMPRESSION TEST RESULTS Office (310) 320-0482 Fax (310) 320-0483 PROJECT: PROJECT ADDRESS: INSPECTION AGENCY: CONTRACTOR: FIELD TECHNICIAN: 888 N. MAIN ST. URBAN TESTING JOSE CORRAL PROJECT No. CITY: PHONE No. PHONE No. CORE DATE: CASTING TIME: 18-43115-F.C SANTA ANA 5/7/2018 SAMPLE TYPE CONCRETE Â®MASONRY GROUT O MORTAR m SHOTCRETE O NON-SHRINK GROUT MASONRY PRISM 0 OTHER:CORES CEMENT TYPE 10 11 0 MIX DESIGN No. GALLONS OF WATER ADDED: CONCRETE SUPPLIER: DELIVERY TICKET No. CUBIC YARDS PLACED: TEST SCHEDULE @ 3 DAYS - LOCATION SAMPLES TAKEN FROM: #8 - 24" COLUMN G.9 8TH FLOOR, 111 m Iv 0 v el OTHER: ADMIXTURE:AIR TEMPERATURE: SLUMP: CONCRETE TEMPERATURE: BATCH PLANT: SPECIFIED P.S.I. @ 28 DAYS: SET No.1 No. OF SAMPLES FOR SET: 5 @ 7 DAYS @ 28 DAYS OTHER #3- 6" COLUMN J/13, #3 - 5" GIRDER BETWEEN J & H/13 #10 - 24" COLUMN G.9 10TH FLOOR LABORATORY USE TEST TEST AGE OF DIAMETER HEIGHT CROSS-SECTIONAL MAX. LOAD TYPE OF COMPRESSIVE NUMBER DATE SAMPLE AREA APPLIED FRACTURE STRENGTH (PSI) 60297 5/8/18 N/A 3.00 6.00 7.07 27.730 3 3.920 60298 5/8/18 N/A 3.00 5.00 7.07 28.200 3 3,830 60299 5/8/18 N/A 3.00 5.00 7.07 28,570 3 3,880 60300 5/8/18 N/A 3.00 6.00 7.07 23,760 3 3,360 60301 5/8/18 N/A 3.00 6.00 7.07 26,550 3 3,760 C] SPECIMENCS) MEET REQUIRED COMPRESSIVE STRENGTH SPECIMEN(S) DO NOT MEET REQUIRED COMPRESSIVE STRENGTH NO ESTABLISHED CRITERIA FOR ACCEPTABLE LIMITS TEST RESULTS COMPLY WITH ASTM STANDARDS C617, C1231 AND C39 FORM REVISION DATE RECORDED BY MUCTR-04 0 10/4/04 FG 182 of 234 Thornton Tomasetti Building Solutions Project 888 North Main Alternative Seismic Retrofit Building Department Supplementary Calculations Project No. S18003.01 Prepared For Caribou Industries, Inc. 1103 N. Broadway Santa Ana, CA 91505 T: (714) 543-9972 - l Prepared By Thornton Tomasetti Inc. 707 Wilshire Blvd, Suite 4450 Los Angles, CA 90017 T: (213) 330-7000 October 4, 2018 Date Rev. No Modification / Purpose of Issue Prepared by TT October 4, 2018 Supplemental Bldg Dept Submittal JP LJ 183 of 234 Thornton Tomasetti PROJECT: 888 N Main Santa Ana - alternative seismic retrofit PROJECT #: S18003.01 DATE: 8/30/2018 BYÂ· LJ SHEET: of SUBJECTÂ· Gusset detail design considering interaction with existing traming CHECKED BY:DRAWING #. . SUPPLEMENTARY STUDY AND CALCULATIONS Consider 'accidental stiffening' effect of damper gusset assemblies: - 1- Maximum damper force (appx 500 kips) occurs at point of maximum velocity, minimum lateral deformation of the existing concrete building frame. For this situation, damper force can be resolved as vertical (shear) and horizontal (bearing) components into column faces. - 2- Negligible damper force occurs at point of zero velocity, maximum lateral deformation. For this situation, all forces result from gusset assemblies interacting with the deformed concrete building frame. To the extent that gusset steel connects to adjacent columns at different elevations, the steel will attempt to 'hold back' points of greater lateral deflection by 'bearing on' points of lesser deflection (closer to floor below or beam above), an 'accidental stiffening' effect. This supplementary study looks at (a) forces in gusset assembly plates and welds by maximum damper force (b) forces in gusset assembly plates and welds by the 'accidental stiffening' effect (c) forces in columns by the 'accidental stiffening' effect (d) changes in effective column stiffness by the 'accidental stiffening' effect (e) changes in overall building behavior by the 'accidental stiffening' effect Study approach (a) resolve damper force into components, take forces out at columns (b) use small stand-alone models to incorporate gusset assemblies in moderate detail as members located at approximate center of gravity (varies with steel shapes) with A and I properties stepped to simulate variations with steel shapes (c) laterally displace the stand-alone models with 3" drift between Level 1 and Level 3, rounded up from 225 year MRI drift results (in line with 200% velocity damper force case) and show resulting axial, shear and moment forces in gusset assemblies and columns (d) use stand-alone models with both damper bays and no-damper bays to determine what stiffness modifiers reasonably simulate column behaviors observed (e) apply stiffness modifiers to full model to determine how modal periods are affected Conclusions (a) proposed gusset assembly plate sizes and shapes OK for both damper force case 1 and maximum frame deformation case 2 (b) gusset assembly welding governed by 'accidental stiffening' effect case 2 demands (c) column demands are consistent with proposed design: damper bay columns see higher shears so FRP wrap is provided; non-damper columns see lower shears, can omit FRP (d) overall building behavior (lowest modal periods) not significantly affected so by inspection if previously determined DCRs increase slightly results would still be OK Thornton Tomasetti TYPICAL EXTERIOR FRAME ANALYSIS MODELING KEY: - GUSSET PLATE SEGMENT OF VARYING AXIAL ANDFLEXURAL STIFFNESS O,=- ANCHOR ROD - COLUMN CENTERLINE 0_-1 0 4 X 14 -j -1 Tr LIUm ,/2 1/2 X 8 SLOT 50 A-66 I .1 900 il PL 4 X 14. liI L T PL 1/2 X 20 GR50 CURVED PL 1/2 X 3 X 1-3 WASHER NS. FS W/NYLON FAYING SURFACE OVER 4" 0 LONG VERT SLOTS 2 XPL 2/ GR50 , 2 1/2 X 8 SLOf t_ --- 201 -4-A-116 I=2500 2XPLZ 4 GR50 I 1 1 I UU. VAA 424/*Ext-i. I In4 .Ii'/7- PL 1/2 X 20 GR50 CURVED 1' 1- : # PL 1/2 X 3X 1-3 WASHER NS FS W/NYLON FAY]NG 7- SURFACE OVER 4" 4 -All LONG VERT SLOTS CJP & 7-74Â¥- IMEEKLE_ + 7 4. MIN L _ - CJP Â· i rl - +1 ' k $ S52 1/4 MIN . 1/4 MIN CASTCONNEX UPC 1275 CLEVIS(FORK) WITH 4 5" PIN / CASTCONNEXUPC 12 75 CLEVIS (FORK] / WITH 4 5" PIN ri .gU 1 PL 1/2 X 20 GR50 t Â£/ 1 1 Â· SEAL ,10 FOLD LINE (EDGES LOW) " 1 PL 1 /2 X 20 GR50 iiÂ· SEAL 10Â° FOLD LINE (EDGES LOW) '- 1 1 PL 3/4 X 14 GR 50 01 OR PL EACH SIDE i PL 2 GR50 STOP FLG T SHORT 4214 ST,FI 4 - / 1 A-88 1-?iD" PL 3/4 X 14 GR 50 OR PL EACH SIDE PI 7 nean WIV 70- 7 A=tb J 44" A=40 1=500 1#1000 EXTERIOR (EAST AND WEST) TYPICAL DAMPER ELEVATION ANALYTICAL REPRESENTATION OF EXTERIOR GUSSET FRAME SYSTEM 184 of 234 Thornton Tomasetti 1. DETAIL 1-GUSSET PLATE SEGMENTS WITH TAPERED AXIAL ANDFLEXURAL STIFFNESS MODIFIERS 2 TEE-SHAPED PLATE ASSEMBLY WITH TAPERED AXIAL AND FLEXURAL STIFFNESS MODIFIERS 3- ANCHOR RODS RIGID LINKS FROM CENTERLINE COLUMN FACE = UPPER BOUND FORCES. IN REALITY - n-+Vrvvn-Yvr /- -- 11////F//-ZIP -t.4- ANALYTICAL REPRESENTATION OF EXTERIOR GUSSET FRAME SYSTEM I A) COLUMN CURVATURE INDUCES MUCH SMALLER STRAINS ON THE ' COMPRESSION FACE (N A CLOSE TOFACE). SO SMALLER FORCES _. 00 B) FOR COLUMN PULLING AWAY 1/2" PLATE AT FACE FLEXES IN TENS[ON. SO SMALLER FORCES FOR ANY HORIZONTAL MOVEMENT C) GUSSET ASSEMBLY 'FAR END' VERTICAL SLIP PADS AND LONG SL RELEASE VERTICAL SHEAR WHERE LARGE COMPRESSION DOES NO OCCUR SIMULTANEOUSLY (4-BOLT GROUP HOLDS 'FAR END' ALIGNMENT) SO ACTUAL GUSSET FORCES AND EFFECTS ON COLUMN STIFFNESS WILL BE LESS THAN SHOWN HERE 1 Thornton Tomasetti 3" IMPOSED DISPLACEMENT TO MIMIC L3 DRIFTS UNDER AN 225+YR (EXTREME) EVENT 2" CLEAR GAP ALLOWS GUSSET TO FLEX RELATIVE TO CONCRETE ABOVE/BELOW 1\ 1 1 / 1 1 1 bl -9 1 , t 3 1 141 1 L-- E--111 1_1 1 1 1 , \ 1 1 1 1 1 k1 1 \ r -11 1 1 1 DEFORMED SHAPE UNDER IMPOSED FRAME DISPLACEMENT 186 of 234 i Thornton Tomasetti REALISTIC TENSION (YELLOW) IN HORIZONTAL MEMBER IS LOWER 9 I 0 422 1m 86 ? 29-/JECY- --- - _ 4 L-- 78 78 42. 431 <3) 1/ VA V 27 Â·15.7 55.1 551 cy, co 1 U' + . AXIAL FORCE DIAGRAMS (IN KIPS) 187 of 234 Thornton Tomasetti IF HORIZONTAL MEMBER IS IN TENSION REALISTIC SHEAR IS LOWER f -87 87 2â‚¬2 Â£â‚¬2- 4069 ro 49Â¢L* 119.2- 1 4 CP G3 A 3'0Ct /177 V V 405 - 451 188 -95 131 7 131.7 0 I *6233 65 188 of 23 SHEAR FORCE DIAGRAMS (IN KIPS) 4 Thornton Tomasetti IF HORIZONTAL MEMBER IS IN TENSION REALISTIC MOMENTS ARE LOWER 0 0 0 CD 0 0 4 547E-02*-0. 43 1 i n -60.2 -728 282 -5 33.1 23.3 51 8 -42_Â¤1 E 02-1 9.2 00 A N toi 4 - --8 1 -m U,+ 9- . 3054 143 54 232._ CO LE- 2 Al- Vf- 6'946 2 MOMENT DIAGRAMS (IN K-FT) 189 of 234 Thornton Tomasetti LOCAL HIGH 'REVERSE SHEARS' ARE UNREALISTIC, BUT EVEN IF THEY WERE TO OCCUR, AT THOSE LOCATIONS COLUMNS ARE WELL WRAPPED FOR ANCHOR RODS SO COLUMN SHEAR CAPACITY OK k 166.4 166.4 -19/U////---- 60.9 6-5 \ / I / 61.5 111-1Â«*=80.5 -107/ --I *-88.6 X.-80.6 -1072 - - I *80.5 *- MODEST SHEARS AT END 'GLAZED, UNWRAPPED' COLUMNS COLUMN SHEARS (IN K-FT) LOCALLY HIGHER COLUMN MOMENTS OK BASED ON LOW DCR VALUES FOR SIMPLER MODEL 5 .7 5 .7 .4 /619.3 78202 20.2 1Â®fl -/19.4 472.4 461.1 * COLUMN MOMENTS (IN K-FT)190 of 234 606 Thornton Tomasetti TYPICAL INTERIOR FRAME ANALYSIS MODELING KEY: - GUSSET PLATE SEGMENT OF VARYING AXIAL AND FLEXURAL STIFFNESS O.- ANCHOR ROD = COLUMN CENTERLINE 1 2" CLEAR- -]{Â·A 2"CLEAR \\ \ --40 +31 42 0,42Â·' A=38 1=500 29 .1 A=46 1-1000 PL 2 GR50 ,L 2 uiC/'- PL 3/4 X 14 GR 50 OR PL EACH SIDE * fTYP -4 / Ar 01 1 \ t Â«333- 1-4 - \ t -/1 1 6 30 PL 3/4 X 14 GR 50 OR PLEACH SIDE 1- -- - I,lM \ --11+MIN Â· A=68 145000' ic- , \ -. 1 E-7---1 r- 0 33'19 f V 1 \INT 1-EN ni .4 B E [) 7 120 - EN-1 - ./IBED\ T PL 4 f.u/,4.,/ r f 4,4. f \20' T fI- t PL 4 P m 91 y C 9-t /1Â» Â«- \ -- T LOCALLY REFRAME ANO DEMO EXIST MEZZ SEE DETAILS CJP 1 /4 ' f 71-4/ ./ L 0 1 LI 1 iLY REFRAME NODEMO .XIST MEE SEE DETAILS , 09_ CJP 1 1 //// 1 \ 1/4 MIN 7/ k SPACERS BY DAMPERSPACERS BY DAMPER l,MFR FROM SPADE TOMFR FROM SPADE TO r i EACH GUSSETEACH GUSSET #-B 0 -/-= SS PIN BY DAMPER MFR- SS PIN BY DAMPER MFR U, IN 3 5" DIA BORE AFTE R IN 35" DIA BORE AFTER GUSSET FABRICATION .7. 16 GUSSET FABRICATION '1 1 12IDE FAR AS L' -TYP EA SIDE INSIDE FAR AS 1 TYP EA SIDE PRACTICAL TYp ALL ENDSPRi\CT]CAL TYp ALL ENDS PL 1/2 X 20 -- PL 1/2 X 20-.,-*4- - GR50 GR50 ' T , r -Â·62 X PL2 GR50 ' -42X PL2 GR50 -7 4 + /--*44,-42 4 ,=* + â€¢--1 PL 4 X 14 . PL 4 X 14 [,I. GR50 1, p jr,Â·'*-ii,oi-tnooo *24-1#1415.0. 46 4*550 11 \-4 1 k 4:4 ' -L XI ' h r 4fxyÂ°-i INTERIOR (NORTH AND SOUTH) TYPICAL DAMPER ELEVATION ANALYTICAL REPRESENTATION OF INTERIOR GUSSET FRAME SYSTEM 191 of 234 Thornton Tomasetti .k.XXX DETAIL 1 GUSSET PLATE SEGMENTS WITH TAPERED AXIAL ANDFLEXURAL STIFFNESS MODIFIERS / 2 - TEEÂ·SHAPED PLATE ASSEMBLY WITH TAPERED AXIALAND FLEXURAL STIFFNESS MODIFIERS 3 - ANCHOR RODS SEE PREVIOUS NOTES ON REALISTIC BEHAVIORS VS. CONSERVATIVE ASSUMPTIONS FOR RIGID LINKS, GUSSET'FAR END' SHEARS. 42.6 *'1.-I ---- 4 ANALYTICAL REPRESENTATION OF INTERIOR GUSSET FRAME SYSTEM .................. Thornton Tomasetti 3" IMPOSED DISPLACEMENT TO MIMIC L3 DRIFTS UNDER AN 225+YR (EXTREME) EVENT 2" CLEAR GAP ALLOWS GUSSET TO FLEX RELATIVE TO CONCRETE ABOVE/BELOW 1 / 1 1 \ --- L.-4 r / F-1 1 1 * A m Yl/0-,1/1 DEFORMED SHAPE UNDER IMPOSED FRAME DISPLACEMENT ................. 193 of 234 Thornton Tomasetti _4-ss--2-ZIE r-=1 'n #' 0 N 1 + UJ Li; oci CO 18.5 -30.2 42.6 42.9 LO 627 r- 575 57 7 575 CO 33.4 1 -80 AXIAL FORCE DIAGRAMS (IN KIPS) ............ eLLA- la/l nf Â°34 Thornton Tomasetti E Zy u18.5 ZZÂ¥Â£ 29- 80 15.1 -15 CO 10 1)2.8 03 1 )28 CD 1 4 6 ZtÂ· 1-5 of 234 SHEAR FORCE DIAGRAMS (IN KIPS) 67.3 -58 1 -58.,1 10 N 0 1 30.2 38=5 FT 8.4 1 Thornton Tomasetti 1,0- 0 204.8 94 8.7 30.2 0 V '-17.8 g-P 7.9 88.9 -86 100.7 , -1008 EZ9 67 1 8 OL -30.2 I-10.8 239_ CO , -37 LO 22E Â£ 4 MOMENT DIAGRAMS (IN K-FT) 1 4 196 nf 2 34 1 11.. 1 gLE1 1Â£921 1 Thornton Tomasetti LOCAL HIGH 'REVERSE SHEARS' ARE UNREALISTIC BUT WELL-WRAPPED COLUMNS OK 4 1--__1 144.7 4JU W I -291 9 1 146.5 145.4 1 -292 1 c â‚¬1 -111.6 *-1 07 -504I= â‚¬ 1.4 -1-0.2 94 06 9 -50>43>-1 MODEST SHEARS AT END'GLAZED, UNWRAPPED' COLUMN COLUMN SHEARS (IN K-FT)MIDDLE COLUMN OF E AND W FACES NOT MODELED: WILL BEHAVE LIKE 'END' COLUMNS LOCALLY HIGHER COLUMN MOMENTS OK BASED ON LOW DCR VALUES FOR SIMPLER MODEL 04 9 55.7 557.6 304.6 92*2- *13.7 -51 7.5 A13.9 5-19.5 %68 COLUMN MOMENTS (IN K-FT) 6.1 8 3 3 9 197 of 234 Thornton Tomasetti D 0 0 0 Elil -------E< ./ r, FLEXURAL2Â° MODIFIER Â¥ 9. Ct] CM C INTERIOR FRAME - GUSSET STIFFNESS EXPLICITLY MODELED b CER 4-' ./ - k \ 3 .4/FLEXURAL MODIFIER INTERIOR FRAME - GUSSET STIFFNESS IMPLICITLY MODELED COLUMN BOTTOM END LENGTH OFFSETS. MOMENT OF INERTIA MODIFIERS LO/.co CD 0 0 0 [1]Chi 198 of 234 Thornton Tomasetti ' I.I# -146.4 1.56 4 -1--19////-- 77985 98.5 60.9 615 < 2 /14 F 9 1 869 -10,1 866 1366 -10712 LJ -86 5 IMPLICIT GUSSET MODELING ACHIEVES COMPARABLE FORCE DISTRIBUTION COLUMN SHEARS - GUSSET STIFFNESS EXPLICITLY MODELED - . 0 86,4 97 4 864 86 4 97 4 864 56 9 574 A Â¢ 1 ... COLUMN SHEARS - GUSSET STIFFNESS IMPLICITLY MODELED COLUMN BOTTOM END LENGTH OFFSETS. MOMENT OF INERTIA MODIFIERS 199 of 234 606 999 61.5 PZG Thornton Tomasetti MIDDLE COLUMN OF E AND W FACES NOT MODELED NOT RELEVANT FOR COLUMN STIFFNESS STUDIES BASED ON IMPOSED DRIFTS 09 09 CO 00 FLEXURAL O 0 0 , 0 Â° MODIFIER EXTERIOR FRAME - GUSSET STIFFNESS EXPLICITLY MODELED FLEXURAL MODIFIER EXTERIOR FRAME - GUSSET STIFFNESS IMPLICITLY MODELED COLUMN BOTTOM END LENGTH OFFSETS. MOMENT OF INERTIA MODIFIERS 200 of 234 Thornton Tomasetti ' I ' ' 1 146 5 I 1454 146 9 296.8 .292 1 L_2919 886 1 98 5 11 61 1 1j -911 2 1-1-,16 -107 56 J 91 406 9 -9,6 - IMPLICIT GUSSET MODELING COLUMN SHEARS - GUSSET STIFFNESS EXPLICITLY MODELED ACHIEVES COMPARABLE -- - FORCE DISTRIBUTION $ 8$ 8 1118 112 1 85 9 85 9 1118 112 t 56 6 COLUMN SHEARS - GUSSET STIFFNESS IMPLICITLY MODELED COLUMN BOTTOM END LENGTH OFFSETS. MOMENT OF INERTIA MODIFIERS .............. 201 of 234 CLr-- 1 I. n 614 6 9 Thornton Tomasetti 1 4.*Aâ‚¬--'"'' BASE COLUMN FLEXURAL MODIFIERS AND BASE END LENGTH OFFSETS WERE IMPLEMENTED IN THE GLOBAL MODEL TO SEE HOW MUCH STIFFER THE TOWER BEHAVES. THE FUNDAMENTAL PERIOD DROPPED FROM 1.73 SECONDS TO 1.70 SECONDS. ON AVERAGE, THIS INCREASED THE BASE SHEAR OF THE FOUR GROUND MOTIONS BY 3%. 1-4 7 1 -i -911.4 r I JALM=IIM 'vi 4-:lk il 11#-lia,Â¥-2/1/,Alwn*KiMirat1 le'j"writz,95-161-4 J li"Nian +T '- 04'' 24Â»f/Lai:,j,uwf L.x.1 ,Li 651 .................. 203 of 234 Thornton Tomasetti 1 51(fou Yal PROJECT 998 N Mom fUR Ara.PROJECT NO.DATE 94, til, 2 r-'Iw f,1% BY 67 SHEET /Of 9 Ipolar ofsMWWbld$#Aff& 64,2,66 CHECKED BY DRAWING NO. (top+left+slot) = / appx 2806Â®41. 1 1 1 1 . 1 1 1 , 1 1 i : 1 2,04 14 !111 , per side ofiplate- Â®* -- 14 4944[43>1-_19-46-4Â«-]-6-_i_-_ --]*---51---11-1_1 --1 I Detailed gllss*t L __1. _i ' :!:iiiI study sÂ¢-05317.ifi.4_ *114449_-44 litulfet- 7 %1 story drift ! .1 (225+ytrMIRI)-1----generates_ L._ i. _ _. 58k ax, 528k-ft fa= 1, fb638ksittip- 39<*fy=45isop-- , -1 1 Â·1'-IJ.1-FI .4.-- -1- idealiked weld forlpolar1/,1.1 , 11 to stem-weld--1 --Â·... 1- 1, ,0 takes oht .L._.4.2--eli.-lia- 43[lir-k- -0* i)4122*41-, 8. lifi 4- 1 f.-31+ /4 + I I t t7.9 = 5721 9-- 11 1 3 4 I r ' i ; i i ! 1 30xl 0/2/21 L =5.6k/" =4 1= 12 f/* 1*4-effid Eup-.21*Mi'4}w 23Â£69=[r"t ; 11, sxtnths' ti-1-1- -1--4 --1-Â· -Â·-r -t - -16-Â·4-Â·--F---.t:.--- s :1,1 41--1-7-4[ - 4- [--*b> i d '4 1Weld p8int A.1 :,i:I, horiz F-1- -I i , t 1 !'1 , . 1 1 Â·111 Â·i:, 58/52+ - ---9- ,; !_ i 7--7-+---- -f-- -1....7 -t.--1.- - 2.--t -- 7--- 528x12*4-5/240{1.1 1 , 1 =11 k/in_._ ---b). A ved 6 ,1 i 'Li |= 528x12k-1-1.5/280Hw-f =- 2.d$-- --124 -4- 4.- 2--1---j ; 2,â‚¬ ' Y. 1 3-2*14*KÂ·),ALFA/>07 -1 U'Y 2 1 1 -7 jui -i ; 1 1 1 1 IT fr=28.3 k/in 6'i!j Al:--i - ----- -4 - 7-- 1--7- -3 ---- --x-1--F - f -*s -5 = l'361 J /48-j,3.31,.__4Fipi--13-6-1.1.6..AE gl3 in3 Weld point-B--- - 1--- i.-.- t---4----- - -.-:.--\i_.. -.. .......-- _-.71.,2---L......_..._ . horiz .... 4.--Â· --[Ae- -4-04 58/52+ 2 1 - f = 3.01 _i 4 /1- 2 11 0 fc' 528x1287.5/280074 -37'--7 ---...!! =18 Idin- --5--I--- fgt---ak-- 528xl 2-x@.5/2800 1 1=19.2 k/in Â·g Â®i-- 1- -17 4 b.ff11 - fr=26.3 k/iA ,%12 TA F 16 1 28.3/2sidesa_.313_D/,7;n-.i-- -1- i I ___.- __, .JEE.-l__'-_ho21 17 5 i 1 1 1 1-031 - 1-- 1 72_. i If : 2 + Gs2 = 10 sixle*ntlig- ' 7= 5/8" fillet - .-1?â€ži,4.--122.- - -2.23 24,1.-<iltfle,(4_...,4.7.--1-Li.__ (O.10(COU)(40) -14,4- 1* =4,9 fâ€¢jitâ€¢W -7-701 00.9 0) f x 34 A 8 b*+8 i i i i 1 204 of 234 Thornton Tomasetti C -1- PROJECT ya 'A*J- 1 44 - pj nuu ke (:0 6-1 'Dyi 3.0 ) PROJECT NO.DATE 2 2.1 14 K BY L.SHEET .Of j SUBJECT a u.1 0 -Â£CHECKED BY DRAWING NO. 12 -0 Toe fIAG M [4 @40 32 z (0 (21it + (22(3)(/2. c <@For calc point 1.3 - I sidebar 3 i KAregardingI TES.If 4.10.p -l,9.1/'JJMdetailed gusset (/uÂ· i 'b 21 study 4 8 3 5 /301 + 9,35 = .1,1,+0 0,1// 4 iN N r Ki -rop L {a fr w EllÂ· A = 1 2. + 10 , 2 1Â· 8 -r 1 +g -: 1 For calc point I.1 1 : (73*.)phl?l =-* q sidebar regarding Â£I c hff21.1. (-LO) ivâ‚¬ $ gr] detailed N gusset 3 3 1.lfuL -' (132_ + (391 + 0222? -1.6%1(.Il; + pÂ·Z,J(8Â·ff + (PIA -8.67study, -1- , 7- , 1*114 + @)(6 <)1- + (U 7. $7 + (* C z) (3Â· 61- 41411 0 - + off<p, 9- + (8)(ter)- + 87(919 +04 (3,0 Â·f t. : /44- + 6 61 + ff+ / f 367 + 4-0 + 0 + //3 + /9 G For calc point IV.3a +17 + 4,0 0 + 14 + 1 + 49 sidebar regarding detailed gusset T :2 8 Â· 6 1 S 67 1.*Ustudy-(?viA, . Irrf #uflarl 1 -V For calc point Y = 01-10- f (*1,)(/ 9 + 2191 + 100 111(1 lUIV.3b sidebar L, regarding detailedgussetstudy T - (33 ,-(Q I, ., CP-jll 1 -Â¥09(7Â·1Â·f (L)li\I- (115#.if = Co* 14&' . 1 1, It ---9.t.+ :.- 117 .,14 +63 I /K+ fZK+MY;' = flff';.'4 34 Thornton Tomasetti PROJECT k*K N rial- fantâ€¢ Am S 480 7. 61 PROJECT NO. 205 of 234 DATE / j-lu / 6 <kdrn A F e :2 6+BY CI SHEET 7 1 of 9 SUBJECT -1 tMESNIEDBY DRAWING NO. tii ' 1,1 il I lilli 4 1 2 tit-uum#j[--2--1--2---J--r --0-Fb-*Li--1-] 1 1 1 1 1 i i 1 1 iJ I I i .1 1 , 1 shhwÂ¢. 31. 1.2) 1 62,4 i-Â£, ]F , 746- story 8 riff , 1 1 78kakH f ,Ci X!iiI fbÂ£20Rsi I I , ' ' 6 ' ' i ;1 1 , 1 lei. 21<04=45 4--1-ri--- -4 --9-la. 1--i-k-k ;,7-- t--f -t --4-,4---4-->4-*lai--t--raut- 7*-ij-Â«i-QT#H 1 11:lit, . i!Â·i iÂ·li Â·11- 1 lili:1.- - Ciq/8) i.,fÂ·11 r I i , 1 F 1 1 I,Lj i.7 k/, 6 * 7ie 261#7 1 1i t 1 I I i I Â·Â· i i i ! 1 1! , 1 Â· A . : ji11 1 1:1 1 1)-ildkatift liuh. 441â€¢v,i frd@ 1â‚¬6 , ,1 - - i ! 1 i iii i Â» 1 1 1,-11 1:111;1 increasdd td Â§453ijwL, 45*" 00'08 I I J 1 ; i 1,3 1 1 1 *1 '11 1 ' 6" 1 1 , ,Â·--1 20B fi-- 1Â·Â·Â·71.. -:_:ti,-7@j{1--- -d- -4F- -*--f*1(k1 1 1 .O 1'i:i' 11'1'i .'+1 IE' 11 It 1,stin# 38 lin.3 4&9 5 +di |41.+ 1 10= 3+414+ 33.Â¢+ ,9.9 -95 Â£ 1 0 1Sng=,:57 -ff*44 4/I .,-f65.30.31 194 - f ij3 1 1 0 1 1 1 >M 1, ; 01 4, 1 .,3.* --I- ' 1 li!1 - 1,1 6 1 , 4 11Â£.1 1 ''ii 1 1 i 206 of 234 Thornton Tomasetti 51 y003, o) PROJECT ?ft d plce- j-a.WW Ank PROJECT NO.D=& 21 If 11/O/9 Gr, AL Ktfil BY LT SHEET 3 of 9 SUBJECT 1 b fj.2 Ul CHECKED BY DRAWING NO. U =31' 1 : 1 i 1 1 T j E 4-6>1 64 6 111417 2 i Â«4 {1--1il'Z U-40 ' i 4 1.-4- . |1--451 i 1 =kir i i, 4 =1't ; 1 3 1 AL -Â· ' _Â®= 4,0_*y 42= kit-- -ir--fi-- 1il1 3, / 1 20: ix) 1 0; 1 i ' i b,-Â·60 , z,ki' ti.?,ID 1 2169 1 2_4__ ilt Â·-tat=-_-0-1[ _- --id -c ;t A 1'.4Â·i,1 1)(0 / 1 - . - - Flib-T Ti>336(i-4 6 z,so 1 . ; 1 1;11 1 11 1 i 1 1 11 it:1, 1 i ' 1 .!!ji . ,4 --i---941#LE--.I_--gl--9-4-2.-f.4-Wit}Â·06(+1]-3 --33--IlifftÂ¢- .ff- t- --Â£44**--1 1 i t 10 04 k 1 ,- 44*44-3-Tri-,--2 ;lilli :1 ;i fÂ° f ,:is iIt.1 it:i.;1, , ! Â· i i' !i , 0*g7 I :--7 ,Iii' 1Detaile-d|_....i -_(F-9.J.fi___/:6.L'---------gusset study a...=- . , --7-u- .,-1-4-, Â° ;1 1,1 ,.1 1 Illilli! 11 1 ii. 1 1 11 11 11,11(225 y.r -@ED. L |_' 1 0 ! 1 1 1 1 I i generates 3.-IC<F--1414-li- Â£4-JÂ»42*J-4-142*601-4i f !11 78k 42-gOOK--" f--71---7---1-7 - I i t M=83-7-kh --.0-..1 _.4,1- 3-4.-4 ... I../* 1111 will limitto 60ox4211-24.1-_-4-=-0.4- 1----- --1.....i-- 114 224d =1 !1 1 1 -_-i.--1 - 4.1 2.7+40=43 *1 1 1Idin i 1-- - 1 --i"--7 ---i ,i ! In/ !/,1 91 1 .I. 2 D=43/(-1.5)0--Â· i A 90 -2 //490.'1('1'41 1 /9. B tef 1 1 1 I !i -- 2 --27 i- fi-W@44- 4 Â·Â·k--* --primarilyperpto-w'M----r Â· =21 sxtnthsl 1 in 2 sides, / need 5/8" ea V i- i i_ i i r 'ii side 1 1 Thornton Tomasetti 5 1 Wol O 1 PROJECT hy/grloih t, r-4 Avid PROJECT NO. CÂ¢Ah. '2 74-Ar M (30 SUBJECT 14JkCA- W.Ud 1 CHECKED BY 207 of 234 DATE P/(41,3 19 SHEET 7 01 9 DRAWING NO. 1 -- 1----Fi---9-g -#6- fiz*----2--Te-012* 1 - i T iÂ·, -r . 11 2---7 1. 1 1-,_i-,7 - 7- - --i - 1 7-I-4 --11! 1.72 ..._ tek-_f-iux.glt*_4<11*j_=14. 9-Lul -1* 4... 4 1 +29 1. 11.1 7 2 440.ki-zÂ»Le 1 -A< i '-0 1,3 0---:-I L--i- 4*[43ix k i iâ€ž4 3*.Â¢-11 + 1 .,r4*1 3Â·@.f-i---Â· ' ,-f-,-:1.Â§i' ' 1 1 i'' 1 2 i i * E--7-.It 7-. -1 16gettileg.gbÂ»9-tiw-49_-shmÂ¥s_-1 _ .!i 3" story drift (225 yr MRI) i -f _4 4 -4-6.-2Â£.t 1*-* -jj; , ,4,4 -Â·- --4- Le-*IN:-7.--E- .} 1 541Â¢anti-223 1Â¢ft--i--- 1.---- - -- 4 Â·-4 ----l-- -1---,jt<431,h-+-tl4,Â·+4-#osb-kilf----1 --1- 1--c i-- 1- ---f 1,1! !fatfbp. (1.5.{â‚¬3.0.5_432 lisi_5_.45 .1- i 11!1, 1"i-1 744-412-4-3-2-%41-67-At 1_**i-*_7-4_&_ 43 1 1 5-Weld-to bttom-pi,-d4velop -32 1---Â·iS-Tdp.=:- ..ty-.- =-/Obi- -L. *.-, .--0---gle--61Â· _ffIL-1 1 ksi over 44" 1 fr = 32x12/2/44 = 4.4 k/in so 5/16 min weld OK 1 1 i i ii! 3 Thornton Tomasetti PROJECT ff# A Mat -fo--1. A- '$â‚¬40.4 j rtkyl #A SUBJECT forse 44 5/800 3- 01 PROJECT NO. BY UT CHECKED BY 208 of 234 wn rlfâ‚¬} 1Â£11 SHEET ,of 9 DRAWING NO. 1 - I -- 1 iltli:!1 11 !1 1 1 , i *-H* tzn*,ti- *-Of>- 1- 1 Al-*4- t =*-Al#- ----it-ic-k/b#- --I---- ,i If:li'i:Â· 1 (19 Lw 2-- 4--- ' - -b_ kiE fl,0 1 1 Â·614424-,64-_=6502*2'LzÂ®;fc:='Ah ' i i Â· ItÂ·' , f /1" %'F, f,4-, z 00,/ri :_#--i -i,fk i , 1!11 1 i,;. :'1:1 3--7-3 ---1'-1-00'flo----1 1 1 -1--- r -6Â¤iÂ·. L..1 ---4.-f. ..i-------4 1 ,4-4----44-44444 - 4142 ki /ZA{1-ka- 2-* 4:.1 #f 4: il, 1 1 1 /Â£1,% 114 6 2,1/ 41 /62'4 > Ati I i 1--r- Z: f. Iii lil ii 11 11 . ili, i!' il i 15! ' 1 - Â£ li.2 414 4/ C 3 2 rdleâ‚¬A' *"t*44 f) 0.*06: 9,,. Â·Â·Â·r., Flfti.Â» 2- 114'46 (rfq, 1 1 1i i ' ::i & 1i: 1 ili: , !E-*f-3:-*- TFJ-_[*addi-4-12-2---4- L)Efu L-KEJ- -9-1----I-*_-1-51_L-- _ --_f_- _1-_--11 [--.i-54.--4-*M--0-11611-_-*4â€ž14.-- .LAN-k)1(34= 14:Â¢0 4 6,VE" 1 1,1 i.i ' 1 1 1 1 1 1 1,1 11'Ilill:' 111.-1, 1 1 111 1 , 12 11 1 . 1 -5, G].3 Â«/, '' 'VT 1 --1=----4 --- Libi}41#lui 13, 5 Ah.49.-rft-- -1---ru -11:1. 1:11 ' - 44-73 -t*Â·â€ž f 439*Kfit--44 044,111 1, 1.111., 1,. 1. 1 1 1 1 li''li lili 1 LIli 1, 1, 209 of 234 Thornton Tomasetti S\3-003.01 PROJECT ely # Mal-n f<A. AnÂ«PROJECT NO.DATE y IICI toll A SM, c r<tef /f BY l,J SHE. 4 Of 9 SUBJECT p' 5 2 'u-doll e CHECKED BY DRAWING NO. :1 1 7--i i Â· , Â· , , ..=i..l. 4-f t-_1.00*Â·.6.4...1.4.4*14 044-f-4941- fÂ«<4/un,n rortl4 6 ._i--1-4 IA.4 [6764-.<Lill-i--9Â»Â·44 - r --1 - -1 irÂ·.- i --,-----L- -ivil =47-' i,- -i---F- :. - 4L--1-i i i. 1!30Detailed 1- 1 L ; 1 0, u : i A 'gussefstudy '11 - 1- Â·Â· 8-Â· --fÂ·Â· -- -1-Â·44.1showt 34--F W.Â·--4- =Qf-ilj,(#-4)&7'i)-4- (tgu(*-9.4 -- - i story.drift 49 6-. . : 1 1 *.. t .' 1 generates i . i , 11,1..kfiatihis[- 1.-0_I._â‚¬(di_11-(9(24--ELJj-4411-- -2 _-irr 991-1._i_ '18k-and-582--- K.-- - .. -- ..... --I -*fA T --: Po_int- I ' l : /i Â·N:r. 1 El fa+fb-- 1 1-*.-_ -- _Il- 404-0.,%)tlef_4,11Â¢-fi)-12*- - ---A- -1 * i0.3*25-25 1 7,; 1 . ; -7 -13= 4+:34661+0-45+1 67*+M+ 970-7795; + 41-; !!Iii! 1/ .. L.! 1, . ...111.1 . . 7 *0004) 17--1--d-4}-5-4% 1 p 12 2-ksâ‚¬144,yift_n:sit-f-1.31:.5, /9 1! 7 rbr- 2 - -- , r - : . 61; c..1 1 ; /, Â«*)=B..1 Â· iâ€¢ 1 'Â¥09Â£ t- 7 12-*.__ .I.- .2.4.An.iÂ«414-- f i,4- li-4 -_lt b--4-7--C-*--i--br&3-44-4--1.ILT- j Â°1 11 1 ' L 1 .L 1 7. +- luo .- -6-- -1--- . _13* 748-4 . .Â«. 9.:=7-t .-41, C.- @c-fb= 41. +45 i 4- #614-241/ *=.Ii ... ! i iii i ,-i ' -1-4.1 _ED(%) //8 19Â¢4 2-43,7: . A-L. Aptio h ,>14/439,- - 11 r =-5;1- ..7.71,0.--; - .-6 1 1:_. i , ?(u:vioj- -244_(4--2kj -9- 22.4,Â¢.r : 16k - 1-.-/ 210 of 234 Thornton Tomasetti PROJECT 'Ble MAL foÂ« jÂ« 565'-Aic r.3â€¢yfit SUBJECT ,i,35 U Apdrij A> 5 18'00 3.01 PROJECT NO.DATE 9/1 4101% SHErr J oi 9 CHECKED BY DRAWING NO. UJ 22 r- !1 i- 2: -Int**-4-1:-. -fie</2-6 -1*12_>a&48.Â«4 oft,i * -A--4 1-i- :- + brg A-97 in2- 7 1 ,r.. itÂ¢ -20fuk--644Â·Â· L_1 416*0.-t--- 4. -Â·Â·- r---- - 16r Â·Â·---r. L....4 1 1% Cla i -Â·- fb-=I-207/9-7- =-2â‚¬H<Â·4015 -ri 1 7 0 - 0421 - '- - Â·:i 4-4 4114 i /6 *4 '.1 1 1 1 . 1 ! ! , (1#-,- 2 0.14 94Â« jlt_-461& 09.ke_ 4 04 6,4 1<42WC/:t)1- ----.so---hy4'Â£(f-4 -: - 30221&13.Atiof %.f-41/Uit .1_ -Lf-_I--2- 14 -4 664.- 29-11)-3-3 IÂ« 4-_7_cti --- 144Â¢- 1.. 1 1L. .. -i)-04;tllf - ifu-iti 444 -- 'fi3140.- 4-1444 4:tik-_0 8 -i,4-90(luau) 64 944.97(42/43 -4.1.:,_,Rn-.- : .3Â°t'O 23"frgaitd.U.14 :a # Adk Ti* Elf. 1...- .LT_ 2 1 1 , , i Â· : 0. ' ' P NUUy....tfot : , ... .-4 & 1 425 - -UL . 0(bt 1 k-= c.7J .'r 1 /i '24 111 1 14, X sO; 044 ': i 1 " .i _r 8; . -3 4 93:- rit-1--0-- Â·-a-1, ; .D. + : .'b :,. ,, ;,; 1.:i,211%: 1 ;:i i ' 1 1 . 'Fr .1 1 1 , . 91."ZI' f'J_ ]03.. ..irti--1-ff =139 .21= 0.33-1.--3-= 05-' -_i? ft_{ 2,)r_ _ j 1 . AM,7449 8_.9.-L ..,4 U-11 Â·AC= :2.12 1 ,' ; - - '-01 -F._*4-0 3 i.42*o.44-40(03 -?fffiff-Â«T -3. 1-*c-60 ;' 1 >D i.4,-5.-241â‚¬044- 25-74- ip djift/5.70>-4... ff<--01*I--- 1. -: 211 of 234 Thornton Tomasetti PROJECT a F N MeÂ£* fl. wt-â€¢ AÂ« 4Â» 7,0.,Cu rAn 61 SUBJECT 9 Jfet l/â‚¬Ul-1 fidvol o / PROJECT NO. BY Â£/3 CHECKED BY DATE f /1 <118 12 SHEET E 4 9 DRAWING NO. -__ -: W_ 9-- 99<}f -4(14-I 44kf--444 --4.AIL,fli; 5 -4> A--- fo-- -7U/6. i .;11i -1 v IÂ»- 4 89 i *4,3 1- .1 16-1.1 L . . 94 e - -3 21;- - E-( 7.A-6 3- -f 1Â£9 -, bio ' '1 . 4- -. - I , . ; 1 1 . -,7 1. 1... 1 t:i -4--414. 2 L-_fb t'.i'0-<4 .f 1 Â».4-j1%15 7 43.9 1 ... 1):1;1!....-_ 1 -1-- f ...44 _M -4 07)(3=Â©t f-(76 kfi---l=-191-0'- i 4- c + 61 ofre<,1 1.1 . 12-_- ----L--.--i- -i 43--6-4-4-44;+42-ittv=='1 Li i, 10 4- 1.b.fl! 4 4 1:5- 2ba-97.84*AdÂ¢ ..1 Â·1/. - - 1 1 - 1 -t - 44-4 4_ LY i 34._1'_ GO(il {TAQU[.8-78 0/.4.9.19-41Â· IÂ·!i:: i':1 A C = 3.09 i --:1/.: : ; : i i 1 11. " !:; , #40,0 !!12:! - . ,; ;,Â· - :i_..j'_.44751{â‚¬0*j (3Â°f f ---i . 1 Â· ! i : 1 -Â·Â· 19' 1 . lili---t--1 k) 4_tre#3bk [fok<.4 i MA* c Goiâ€ž3,(;38(cs{ =i 19-44" i ,- .)Go K 4-34.Â£64,44 4 4_.419.f: -01 11 Dey ow 'tti 4.'Fet - y 11 i 1 1 +31.-14+65<4+ OF cur.1-4 : 43Â° 1-: 4.0-?1 . *20.09 i ' T - E- i -"/Ifc-- 3.(L . '..:. c.=1. f. 11 I-- I-- 1 i-- 1-- . -- -gfiA,;I30 --mul:k fl.-.-<-1/0 -- 7 .. 212 of 234 Thornton Tomasetti 318-003.01 PROJECT 9'ki N Mal fat /tAA PROJECT NO. W i vviLC Krifo M BY LJ SUBJECT 9,5 "t w44 CHECKED BY DATE 4($(,LD If SHEET 9 Of 9 DRAWING NO. Detailed .1, , 11 ! tigusdef,tody q)Â®bl--34-*.li; M.*4&*jj<24----.-I |--Â·-f - . 1-t--1,C. _'. - 1-' '1 shows -3' story - :1 j 4--. 2 -- -3 - drift .(225 -y ---1.- 5 I.tâ‚¬ 94 -Elj---tf.. :i MRI) L 1 +st: bte,SS_-ted.tÂ« ed. c-(0Â« 4, 40(IC,).- - .- M -Il- i .2.-- igenerates. : 1 , Jsmall akiall-6-hd --$ 4.- d,4,66'012 :0.-121 : 377 kft. :_i . 0 1 moment i'i . i IA# Cio,6 211./= 3, 1 Ipolar Â®04 3150 in* Â·--Â·-- 9.- fr=377*12*1.54 -1 J : . 1% 1 3150 = 21.-5 k/in:-2 welds 1- i 1-- ' 'i .392 -i ; i !fe 4*ae t =7.7 sixteenths , 1 - 1 ! : N 4]<,A 1 0.47 ea 131-1- ..: -7. :.N,4 i= A & OS 2, i 0 i i ;call 4 0/46-= Â· - - 1 --t - \_.647;M 9. 1 41 Ai 0.7 0 ! 5/8 fillets U\-id+ZÂ» yu- /0 i 1 FMI iWeld to-bdttom member, worst : fr is at point A, ' 377 kftl ; morned,t -0 - r fr=377x-12#20) : ...1 4 ...7- -fPX< ---+4 00 Â·als-,U:Â· Â·-. ( 'ti\,r' f_. iÂ·Uft-7.. 2--/..I,--- .- _.i5180. i _=17.81/in-2 -r-; 79-49.-/--3.4(Â¢jofi? 1-2- -7- -f*--f-*73 T .392 =6.3 sixtednths ea 0-1 - T -i- call 5/8"-fillets 1 ix< . 1 i - '-Weld-t6-bott-drn ifn-emb@rÂ·P\Â« --- -1 - --- -;----Â·--Â·-lpolar= 5185 in4 ,-Â· Â·: -- -- -:Â· -iÂ·----:94--11 9 ":. . At 10" deep 4" PL, I = 554 in4 3" drift gusset study, small axial, M =51 21-ft 9 2 4ik- i -7- . : !. -0 - fb= 212*12x67554Â¥ 28-ksi k-45-OK '" -- - - -- - 2 welds to,1/2-plate, fr-= QV/21 = 10x4:25x41/554/2 = 1.6 k/in ... Â·0 -- .- 3/16 min weld OK 1/2 x 20 213 of 234 Thornton Tomasetti PROJECT 8 tr N Ac'-14 94 /kA 0 3 Â»AL r'toM SUBJECT Â£*,164 Can,AectiAntâ€¢ Depyll/) Â· -- . tf #roo liu fl:Doy. 0/ PROJECT NO. BY CI CHECKED BY DATE 4 24 hol SHEET j of DRAWING NO. 1 :i ,! Ulle] 4' 6145.Rirn.t--1,9.,-_ 13nstall__al spiral and circular .1 -1 4.- -3,11- -â‚¬EL t.7 10#t qrirc-'hU 7 i pattern â€ž ii i . '1 1 1 : 101 EffIM-iti &DyÂ·S-c.% 0t 11 t Â£Â« C 1- 2Â· -1- LÂ·--- --: - Sa--ft_i#* 0+ -5/0* f -..L- â€ž 4 75 -.ke III. 1 1 -4 r-- - 7 :LAL?4 0 t-9 632* 78*if 1.- FOL . 6- 7*402.LUM-4 2-(31/1 ' it' '|' ' ._ -,T_.F Tbit/Aji.b-L.Y.&-.;fk.1-Ve*,i-d--- Ab-47 ;: ...1.1 f.---- -:-- If--34444-.441 -4-;4 '-444 540-k,Â£4- -1 t--i- -- - : Â· let._04 H 02 LUX 6-44.4(.._Ait ... _* . 2.,..4+6*2 -1-Occe i 1 -1 i 97 <h 214 of 234 Thornton Tomasetti 5 18003,01 PROJECT 1-ki N Mof* ja,th A,PROJECT NO.DATE 8/2 1/1-01 2 -Feah, , u rehe A-1Â· U SHEEr 'V 01 rBY SUBJECT 'v,U-ef con vitiÂ·>NU-1- to colurvâ„¢,CHECKED BY DRAWING NO. - 'i 1 1.1 1 1 ,--1.-Â»L.4- .l--; .1Â« 15%B<EL,f.' 4-14 -- /frÂ¢vf- 22697)6li Â·Â· 1.i 1,4/4-1-4-2444*4 f -- --i -i -*-- --*) fÂ°-9- --2- -c-(4<93(1-10- - 2 F _ 44*frilt,366--14RjW-65 2fir9--- n k-*f-E..----1 1 - =648 i.bâ‚¬d fir, 1101 -114Â·2 i ' ' 1 ,\! i C t i 1 :111 Â·1 ' p -1 -:.2)ihkt On 68*44. ..mAZ<- 1 _. P..L . ........--Â·-......1 ... ...t---1 + .... .1--- .â€¢. -.i. - .- - - 1 . 1 1 fltftft)Â·Â·--4 --7-(2- _/si -4 _ i._./9,_9-3 19-f -md?zÂ« - 1 ..._. '11 ,i i 6/6.fift 304 24414 -466>-4*-6_91*474%/'. 1.- ----- !-8- 12Â»Y.--;-.1- [5-&11.Â·k -, .-- -*-.-.'1 .-- --t-- -- . -' 2223' 1.---12 93/042111 1 '.t '1.:/ ; 1 1 !j ....i--4. 1- f.1-3.#E ../41 'j , 1 !1 29 !1 ! 1 1.. 11 - . I - -88/91 ,1,1 .:. '611 '' . : mt# -0'2 4- ! 10 -- ip 3 1 1 6 , - iIi ! 1 . . .1 ii: it i jII .J 41 6,iriti- , aiÂ·) i -1 __1 Ov' 1 RÂ£!Acfl M . COL, } : 2.: 0,= -,-1---7.--2-Â·GE- 4ITT--1.- 3 1 .! 1:.1:,1 1 ' : Pgh'bu y.uy i â€¢: 2 : 3116;F :..i'...00 +I,04 id .44 / 1 / 1 1.- -â€ž i- 8,0;';4,r.- :ke.,,,. _r - .- *041.: 31_*--0--p:&o.4'4>I ,fLIE]7 .- â€ž taking odt some conn4ction i. 4-Â·-- - : M as,vertical force:couple 0 . . between column faces Ye.7, 9 A- ................... 215 of 234 Thornton Tomasetti PROJECT 9,2- 0 84 -fadk U SkAJ}li 12 -AY-At SUBJECT w fat 66'-*11/IA * CWft ypt 2 49 - . - - 5,207.01 PROJECT NO. BY tx[ CHECKED BY DATE F 1-4 pty SHEET 7 of A DRAWING NO. r- t i i 1 i -9 e \. 1 ./451 - /2 0-9 4 -1//f1 1 1 *21[tout- 412-3--fi i__. L 44.1. 06.CoyjÂ«. _ ; r.' 1.1 i C S.1 9 i 1 4- - - 9 - -tew<-4 -4@it- RI- fr#Â£47 48_2,0 .-=-40*â‚¬)FOÂ°-d-(-97(PU(*F7) i ! =1 43?0910Â£ 3 1 -1 ! 1 i jo 4 Fl '* abjk-4*.6 40-f Artrf -1*Ir i 1 0- -Â·+ tfy 'Â·.2 -14#l_i i _ - I . - _ Â£ - *g 1 i i T-- i-- 422-=*- 4'fil,-24--it-J34 -371.- 021Â· ' 2 -. &, 4.d 65ill !1 I.A --42-- .- ... : -r -i--9- r-/Â¢-flff. -2-,4.--%14. dÂ¢21->4-2-'20 1 --7--'" 1 ' 1 - I. -'. A.i_,7- (JF@,-96)0.90- _6=f: . 1 t '1.- -- L - 1. 3-- <tri o_P-84 . -;-- 1 -i **b,-1 .6." 431*:411 -i 2.fi/*AT kli...&4-4 1Â»- .3#4_--4, 041 fy ou 1.300 _79 h-- .. 216 of 234 Thornton Tomasetti 5Â»03- O 1 PROJECT SM N MAL 9-2 4 PROJECT NO.DATE 6 i EDIt 201741,{ l f/'â‚¬JW: j t- BY (35 SHEET 1- of F SUBJECT 4 u fet Cd 'rÂ»x +0 (,4 CHECKED BY DRAWING NO. . . 1 1 i : 1 . 1 1 A- 1 i- --,byÂ»4Â·"t - flr:i--4,651e L..'. - 21-2-=--4 ' 3\4.- T L.-â‚¬02 b !: 1 gurc - -, -1 - i-- ' **P. . /.I.*.. .I - - .I.-- I. --. /-/# 1 .- u. ----- -*-- M_ -Â¢_*Â«0- 12" 4 - -- -* Â·; Â·-547- -- 9*0-r- -Â·3 Lf- Â¢19 . --_. 7-1 )31 03.%2-t iril[ 1,Â· ; <4ft?0 8,4 1 512>\5 f-,43(k-/1-: -i 11 , 1 1-i -9 01) -44_3(t-/F-I-2 2%27<9f L-AMFeVifll#,Alt f - 4- : - 6 --;- - 0.--1. - fld.l. .30-1//4* 15$921Â£u--=_.77? FLL ..1_Y#0.- 4 44Â¢f.19 t.1 600 1, .1 1 29>/6001;,1 -(74)-ibi/bit_ _Of Sk4- A-4f-_REUP. -'-4-Â·-i-44_244> --L.lup *.7 :. i. 4,. - 419-4--lof. 204., a.Â«.-UÂ«:- -t#Llat<. 6 -3 '1!, . . 1-1 1--0 2.-185412. A-66.-/1402-*14 . I_- 1 - .- 44.- i 84 - *4(_ 4. 0, 7 9-git.K/f Â·.\1 0, (11 15 ii -Â«2499-43- /.b corfrab Â»,-r-A-Ni4 -1 1 i 1 0.79Â· Uv kbÂ¢- i ' i 217 of 234 Thornton Tomasetti fld-O-of,o) PROJECT ng d A 5,4 k PROJECT NO.DATE INF I.U) w 0, -f UL Wl:34-t BY l.;5-SHEET 5 otr SUBJECT 1,5,4 u,e*+ to -U CHECKED BY DRAWING NO. v' 10 ':.A foll - -- ---4--- i- :- i.- - --r ( *Pi-ikidÂ©-1-.20-k- - . ... ! ' i : 1 1 'r>L , 1 . -*.-- --17_*.19-&-4 -; -1 - - 1,!l 1 '!:1 â‚¬aki,1 0, r6 4' ove. C 0 ; i;-b ,6/ b /1' Â· 4 Â· ' ...: 1 Â· 1, L.-j 1 * _11r. ,\A/IDE@12"OC ' : 'U !,1, 1 1 ,1-3-- 2 PLE-_%4:42-t#+ff -%01- -%0%'4-i-keit I'3444 1*0'A.. '.. 11 C ' . .'V 1 1 .1 E; 3.-/9?-POR#f (,1., , 11 1 1.90 ,44?A -44 -di.ir_34#kilyÂ«Ch_ 1 1.'.' ...0'3/9.1 1 ........Â·1 2.- -8.,0359 1:ltr *44 *6174. 2 I . -0.Dz- e__ / FlfRP-_ileÂ¥_14.416 _ _ _-- -1 8 19 2' il :-1. (Â»j _. -0#daki#446 0Â«A- 14--44: lâ‚¬9444-4 ' -- -1.-4.54,4 >4,--6.0,61.1 4/33.32Â·12 2 --P L ...Ur : .u.. . 11724--1.4-44*644&--v 44-44Â·1r fkld Â·5:3:4 -- 1.51 j @03( 6" ) 14 L , - .L2. i. -0/71/. --_.14.44__ _d ffkyl-jÂ« /2 +F- 5441-/*- 16<44 --/443 1 . . 1 1 i ; 2--I,----i-.1...34-Q..462; -4{A:v.-..AZ I/* 0-13,-#402 1 â‚¬4. 0,02 ! ,s Â»FLO 11 -* 6Â·4 ----1 546---;/ /*f J -I. 748i - 43? 9 9" 40 I rth- LE QÂ«44 ;LA, baa : ..1 -6 :1 218 of 234 Thornton Tomasetti 514003.01 PROJECT Wir AJ MaÂ·4 344 6 PROJECT NO.A.47"-40 ref60 6.-f BY Ly SUBJECT ,Mont Ont nA 1-0 64 CHECKED BY 7-- -: 3 -jpirw t?Â«111.. :i 1 .T i i DATE 1,4101& \9 SHEET 6 off 6- 1 -1i ; /'1 i wd- 1 --hw- ' j /7 1 :r c.,0 t. 6/ K.Sl 0 1:. 1, i 0 103 1: f1 11 4 1.- 1 - Â·ff _**.k--4/41*i 41.*0.-49-.32.-i- I,;79% 0511 11 i! i1 , i. 4 -11Â«67- - -1. /94 .1.. . 1 2_ ,- - -- -3- -Â·Â·Â·- -K -6iR-: - - -- - 4 - ..... .!:.1. 1 1 :1 9 90Â¥,4/- -0-U jk >M $42 fr - E . Â·i f ...u i.-_--:.414 4. ./ub&,-=.421- -0-f , 99>i-UÂ»#i â‚¬944). ..1. = /1-1 14 -- .u f 04 6*etdi,_. 1-*-2 4.14 (c-/fh -gn-5;-,K lel,l {14 1 1 1 --- - 3- -r--t/57'Or.Vi,Ximmtl iweld on one side just sufficient, but better on two sides i ! where practical to, provide... but end Moment' then anissue? ,"-f 1 - ---- F -A)-44 -- 44 *tit_o-424-( 7f tkID-o. - .0-4-e>- Â·64 i .:i .-1.-i-.-4,WA. +70&4096. _rkff-4.-4.- -6403 A-... 4-Â«54 66-44>4Â·6)01,9 4- op ti- F,Â·fi:/ /94,i dt. 1 '69'trnA'll 1 :4/,=;416 ................... 219 of 234 Thornton Tomasetti f \CO 03.Ul PROJECT Mor ,Al 1484 <-04* A.Â«PROJECT NO.DATE 2'1 -0 (7,\Y Air,4 4 u rd-,0 f,7 BY l/T SHEET 7 01 X SUBJECT fli c f.4 644% 47 c,0 CHECKED BY DRAWING NO. ifc-O 1 J 411-4 ; 0 i i 1 1- 1- 11.-Ill-Itt- 1Â£42 i . 2- i 1' .-1. 'al 1/ '1 ----?,n - . ..6-- ' i I , 1 *triv 4...!- .... .-tb 4, 2#Yil 1 1. 11, , 1 i ; 1 i i g 11 .,lt i * i ...4â‚¬ 6=/Y, 24-74 -04.4/69---1 ..-CE-[.-.-%741-&*113,0.r .1.4 ' 1 'U 1 1i . , , t23----216/122084054,/--04. flkâ‚¬gn-:6q-14of 't- HIA - Ii. â€¢ti:i;!i . u FE<ER-i 28-2-41- 1-. _- 1 - IL--1.44-46.- *nu/Il l/Lki j_.2.#inde fliex stiffness isiless than full fixity and tvoyveid linesito Â· -, i : . i take, veltical load,, not one 3 i f ' i ! 1 !1 / Il )1/04 PÂ« 4 Clk--rÂ« 1 94-.42.121 34fFL )i : i /Â· i 1 1 .*1114-kir=+4.-91,6 415,14iL 11-44+; L 11 ;02.8104 1 . 11 +4Â«-9. 944+Â«%4 +i- : - ; --2 - I-VÂ«t ! 1 0 1 . 1 i94' 4761.- ! Af: ax<,& AL: *. . it: 81 . . 'V . :.1 1 â€¢ I - 2-3- L IL,f --14'9 3 /2-h; 411Â¢Uj -4..4. ti b-d..75722.#z 1)74#it C f ,Â·Â·Â·Â·!!! 1 : 54 /2 *Agio j4.04 â‚¬ Â»3* 5 9'Â«td k re 0,4:175 4 ap.7 :'-Ii --. i Ii 1L. Pjaif,4 -6<.44- 04 214 *Â·C -d 6 F#,7i- -L{#1,Â¥,73-0 +23*1 i i . 1 1 , 1.> Pr?OA-- '. -1__ . '- .big bolts at-close-spacing,-need-room for bonnections,-and-still needÂ· â€žÂ·- - 1 to weld;2" b-earing pl#tes in.anyway sd Â§how wdlded box Plate_ i detail i -, 220 of 234 1 1 Thornton Tomasetti PROJECT 2%8 N duA Â§44 L. FAWTÂ»n & Aio-i E SUBJECT, 131333 IÂ·--042 _miti 9" 146-i : A 9-4-9 @RK--J- --- rl 4005. O 1 PROJECT NO. BY GIF CHECKED BY DATE 3 Ill \U\Y SHEET f of g DRAWING NO. i V 4 AD iii i k L EM 1\,i:*108?C.i--425: =.-...1.. 1- ..2 -2.-4 I:--- 1.._- Â·AÂ·- 44 li\?i C F- - 1-'Ull.11-:Eli '-/- 2%342-i <i - *iltÂ«--Ii --*t--_U---* VÂ· i i Al ->1- 4 1 1 ..L 1-1 1 - 1- T 1 4, *JPU VT, * ' ! /1 jtfo-k, 09, 4: _ _Mqy %Â«0,805 it :i, t\ t AJOT : i i - . I- ! Af:Â¥ allÂ· e A)6 it X 11- .l 1 221 of 234 Thornton Tomasetti PROJECT 888 N Main Santa Ana - alternative seismic retrofit PROJECT# S18003.01 DATE 1 0/2/2018 BY JP SHEET of SUBJECT Spiral-tied column utilization confirmation CHECKED BY DRAWING 1 SPIRAL-TIED COLUMN PMM DCR CHECK FIELD SCANNING AND INSPECTIONS REVEALED SPIRAL-TIED PERIMETER BASE COLUMNS ON THE NORTH AND SOUTH ELEVATIONS SUPPORTING THE TAPERED WING GIRDERS. THE COLUMN AXIAL-BIAXIAL MOMENT DEMAND/CAPACITY CHECKS IN THE REPORT ASSUMED ALL COLUMNS HAVE A RECTANGULAR TIE AND LONGITUDINAL REBAR PATTERN (PG 39). THE SAME ETABS PMM DCR RESULTS ARE PROVIDED ON THE FOLLOWING SHEETS FOR THE 8 COLUMNS WHICH LIKELY HAVE THIS SPIRAL REINFORCEMENT AT THE BASE. ASSUMED (12)#11 SPIRAL ARRANGEMENT 4 .b F-ame Sectir .00â‚¬03 2, r'oriment r.Â«a Ge'val Ca, Deâ€¢, T,pe Reta- Â¥40-' Poper. /-.O*.dr. Ba..1 ... ....2+Cy*Â·e,rel EaÂ·, Tr,.*1565 4:*Il. 1//C'a IÂ»ay CÂ» .. .heel /*-71 . â€¢ees ..X.7 90. 4.. . . ./. 5.Â¢*or 34Â·â€¢ace P.35-........ Sec:, P-ocat, P Souce _he, Câ€¢*02 4-, 14.... . ......B.I 08/ 2-'or Ccrfre-* B,5 /k/,te, cl L.crg-Â·a El// _>n,-*a E, 5.ze,4 4ea Se:.r [b,rÂ·-1.1, 1,6.il, '9â€¢Â»'Ae.- C.ne, Dald Dec*h â€ž R.W.'"Mil A'll 1404 9- A- |C c. e-T EN' Correrâ‚¬rt Bal Sce * 4ea -.1 L//1/'11/2 6/acr,g of Cor#,-er, 8,3 :I,ki/ Â· A" r 9,â€¢ Secilor c.e-1 --. Thornton Tomasetti 222 of 234 ISOMETRIC VIEW OF SPIRAL-TIED COLUMNS WING GIRDER, TYP SPIRAL-TIED COLUMN, TYP YA >N NORTH ELEVATION (SOUTH SIMILAR) ELEVATION AND WING ISOLATED FOR CLARITY X Thornton Tomasetti 223 of 234 PMM AXIAL-BIAXIAL FLEXURE MAXIMUM DCR RATIOS 72YR (50%/50YR) GROUND MOTIONS, SPIRAL-REINFORCED COLUMNS ONLY COMPARE WITH PG. 14 Dampers acting at design parameters, fc=3365psi (mean - 1 std dev), Grade 60 Vertical Bars, phi=1.0 (per ASCE41) Z Z A + ./ O 0 1 I. ./ ./W ** * X Â¥ Â¥ : Â£*>Yw + w * M * Â¥ s Oct]Ct]ctlact]Ct]Ct]COCE ci] ct] ct] ct] ct] ct] Et] Et] ci] ct] GROUND MOTION #1 -CHRISTCHURCH 2011 GROUND MOTION #2 - DARF/ED 2010 Z Z - 0 1 0 ./ ./g 1 9 ./ ./W i Â» Â¥,1 Â¥ * Â¥ 0 + Â¥*Â»rÂ¥Â¥**Â¥** Ct]Ct]Ct]Cbmct]Ct]Cilect]cbcbcbcbcbdi-[bct]dz] GROUND MOTION #3 - KOCAEL/ 1999 GROUND MOTION #4 -NORTHRIDGE 1994 NORTH ELEVATION Thornton Tomasetti 224 of 234 PMM AXIAL-BIAXIAL FLEXURE MAXIMUM DCR RATIOS 72YR (50%/50YR) GROUND MOTIONS, SPIRAL-REINFORCED COLUMNS ONLY COMPARE WITH PG. 15 Dampers acting at design parameters, fc=3365psi (mean - 1std dev), Grade 60 Vertical Bars, phi=1.0(per ASCE41) Z Z 4 + Â£ 2 N 2 0,00 2 'r . ..r . [t] ch Ib di Ib di di ct] dz] ct]Ii:]ct][b cir][t][i][bdlcbdl GROUND MOTION #1 -CHRISTCHURCH 2011 GROUND MOTION #2 -DARFIELD 2010 Z Z 4 4 (D In ci=]ci=]cild][ilcilcilciz]cb di ch ch ob cb cbdi It] GROUND MOTION #3 - KOCAEL/ 1999 GROUND MOTION #4 -NORTHRIDGE 1994 SOUTH ELEVATION Thornton Tomasetti 225 of 234 ITEM #1 - L3-L4 COLUMN SHEARS > 1.0 L3-L4 COLUMN SHEAR DCR EVALUATED BY TIME-STEP Column Ground Motion DCR from Enveloped Results Max DCR by Time-Step C245 72yr NR a Max 1.069 0.692 C245 72yr NR b Max 1.107 0.713 C246 72yr NR a Max 1.086 1.086 C246 72yr NR b Max 1.092 1.092 C220 72yr NR a Max 1.094 0.668 C220 72yr NR b Max 1.095 0.688 C223 72yr NR a Max 1.086 1.086 C223 72yr NR b Max 1.092 1.092 C7 72yr NR c Max 1.202 1.202 67 72yr NR d Max 1.203 1.203 C9 72yr NR c Max 1.039 1.038 C9 72yr NR d Max 1.137 1.136 C115 72yr NR c Max 1.157 0.731 C115 72yr NR d Max 1.198 0.751 C125 72yr NR c Max 1.220 1.220 C125 72yr NR d Max 1.221 1.221 C126 72yr NR c Max 1.031 0.991 C126 72yr NR d Max 1.121 1.070 C171 72yr NR d Max 1.072 0.787 C172 72yr NR c Max 1.192 0.704 C172 72yr NR d Max 1.204 0.721 NOTES: THE SELECT COLUMNS LISTED ABOVE ARE ONES THAT REGISTERED OVER 1.0 SHEAR DCR DUE TO ENVELOPED AXIAL AND SHEAR FORCES OVER THE COURSE OF A GROUND MOTION. CALCULATING THE DCRS BY TIME-STEP PROVIDES A MORE ACCURATE ASSESSMENT OF MAX UTILIZATION. COLUMNS EXCEED 1.0 SHEAR DCR ONLY UNDER THE NORTHRIDGE GROUND MOTION 'PULSE' APPROXIMATELY 4 SECONDS INTO THE RECORD (DCR FIGURES BY TIME-STEP ARE PROVIDED FOR EACH COLUMN ON FOLLOWING SHEETS). FOR EACH ELEVATION. COLUMNS AT ONE END ARE IN COMPRESSION WHILE COLUMNS AT THE OTHER END MAY BE IN TENSION DURING THE'PULSE' TIME-STEP. THE COLUMNS IN COMPRESSION BENEFIT FROM LARGER CAPACITIES AND THEIR UPDATED DCRS BY TIME-STEP ARE HIGHLIGHTED IN GREEN ABOVE. 'TENSION-SIDE' COLUMN REDUCED SHEAR CAPACITY OCCURS SIMULTANEOUSLY WITH THE PULSE-INDUCED SHEAR. BECAUSE ALL COLUMNS ON AN ELEVATION ACT TO RESIST STORY SHEAR AND COLUMNS NOT AT THE CORNERS HAVE SPARE CAPACITY. TOTAL SHEAR RESISTANCE >> TOTAL SHEAR DEMAND AT EACH ELEVATION. THE ONLY ELEMENTS MODELED AS NON-LINEAR ARE THE VISCOUS DAMPERS. IN REALITY. COLUMNS YIELDING IN TENSION WOULD HAVE REDUCED STIFFNESS. THE FINAL SHEET SENSITIVITY STUDY RELATED TO ADJUSTING COLUMN MOMENT OF INERTIA MODIFIERS IN ETABS TO REFLECT TENSION-SIDE COLUMN SOFTENING SHOWS TENSION COLUMN DCRS<1 AND OTHER COLUMN DCRS <1. 226 of 234 6245 Shear DCR 0.8 0.7 8 0.6 a DCR 0.5 1 -NR b DCR LD 0.4 0.3 0.2 2-U" 0.1 0.0 0 5 10 15 20 25 30 35 40 Time (s) 6246 Shear DCR 1.2 1.0 - NR a DCR 0.8 -NR b DCR 0.4 0.2 014Â®A, 0.0 0 5 10 15 20 25 30 35 40 Time (s) SHEAR DCR BY TIME-STEP; WEST COLUMNS DCR 227 of 234 6220 Shear DCR 0.8 0.7 0.6 0.5 H u 0.4 0.3 0.2 0.1 0.0 0 5 10 1, -NR a DER - NR b DCR 20 25 30 35 40 Time (s) 6223 Shear DCR 1.2 1.0 - NR a DCR 0.8 -NR b DCR CÂ£ U 0.6 0.4 0.2 0.0 0 5 10 15 20 25 30 35 40 Time (s) SHEAR DCR BY TIME-STEP; EAST COLUMNS . 228 of 234 67 Shear DCR 1.4 1.2 i -NR c DCR 1.0 -NR d DCR 0.8 0.6 4 0.4 0.2 2*uu--- 0.0 0 5 10 15 20 25 30 35 40 Time (s) 69 Shear DCR 1.2 1.0 0.8 CC LJ 0.6 0 0.4 0.2 0.0 0 5 10 15 20 25 - NR c DCR - NR d DCR 441i4-AAAN# 30 35 40 Time (s) 6115 Shear DCR - NR c DCR - NR d DCR *95*ts'AA:F 30 35 40 Time (s) SHEAR DCR BY TIME-STEP; NORTH COLUMNS DCR DCR 0.8 0.7 0,6 0.5 0.4 0.3 0.2 0.1 .AA 0.0 0 5 10 15 20 25 229 of 234 C125 Shear DCR 0 5 10 15 20 25 -NR c DCR - NR d DCR Ae=#t#42&*OVVA#9=%:AAA 30 35 40 Time (s) C126 Shear DCR - NR c DCR ' -NR d DCR 0.6 0.4 0.2 0.0 0 5 10 15 20 25 30 DCR 35 40 Time (s) SHEAR DCR BY TIME-STEP; SOUTH COLUMNS DCR 230 of 234 C171 Shear DCR 0.9 0.8 0.7 0.6 oz 0.5 U a 0.4 0.3 0.2 0.0 0 5 10 15 20 25 - NR d DCR 40*Â»AA.A/W 30 35 40 Time (s) 6172 Shear DCR 0.8 0.7 0.6 0.5 u 0.4 0.3 0.2 0.1 0.0 0 5 10 15 20 25 NR c DCR NR d DCR 30 35 40 Time (s) SHEAR DCR BY TIME-STEP; SOUTH COLUMNS 231 of 234 L3-L4 COLUMN SHEAR DCR - MODIFIER STUDY (NORTH/SOUTH EXAMPLE) Max DCR with uniform M.0.1. Max DCR with adjusted Column Ground Motion modifiers M.0.1. modifiers 72yr NR d 1.203 --It 0.854 72yr NR d 1.133 It 0.810 C7* C9* Clo 72yr NR d 0.957 0.997 Cll 72yr NR d 0.931 0.965 r,c noel n OOC LJJ /Ly' lin U V.... Clol 72yr NR d 0.909 0.941 Cll2 72yr NR d 0.902 0.934 Cll3 72yr NR d 0.874 0.905 Not-t C114 72yr NR d 0.814 0.843 Cll5 72yr NR d 0.751 0.776 C125*72yr NR d 1.221 0.867 C126*72yr NR d 1.066 0.759 C127 72yr NR d 0.936 0.975 C128 72yr NR d 0.941 0.975 C167 72yr NR d 0.955 0.990 C168 72yr NR d 0.897 0.929 C169 72yr NR d 0.874 0.906 C170 72yr NR d 0.901 0.934 C171 72yr NR d 0.787 0.815 C172 72yr NR d 0.721 0.745 NOTES: *ADJUSTED MOMENT OF INERTIA MODIFIERS: TENSION-SIDE COLUMNS; 122 AND 133 MODIFIERS REDUCED FROM TYPICAL 0.3 TO 0.2 TO REFLECT REDUCED TENSION-EDGE STIFFNESS. WHILE IT IS AN APPROXIMATION, ONE SEES A PRECIPITOUS DROP ON THE TENSION-SIDE COLUMN SHEAR DEMANDS DUE TO EXPECTED SOFTENING. THE MAX DCRS ABOVE ARE EXPORTED AT THE NORTHRIDGE GROUND MOTION'S PULSE AROUND 4 SECONDS INTO THE RECORD. DCRS ARE WELL BENEATH 1.0 FOR THE REST OF THE NORTHRIDGE GROUND MOTION AS PREVIOUS FIGURES SHOW. Thornton Tomasetti 232 of 234 ITEM #4 - ORIGINAL DESIGN CODE COMPARISON - FOUNDATION BEYOND COMPARING THE BASE SHEARS AND BASE OVERTURNING MOMENTS, A MORE APPROPRIATE STUDY IS TO ASSESS THE LIKELY LEVEL OF AXIAL COMPRESSION IN BASE COLUMNS DUE TO SEISMIC FORCES FROM UBC1961 AND CURRENT GROUND MOTIONS. THESE WOULD BE MORE IN LINE WITH THE ORIGINAL FOUNDATION DEMANDS. GRAVITY LOADING ASSUMPTIONS: ASSUMED LOADS UBC 1961 (Office) SELF-WEIGHT No change SUPER-IMPOSED DEAD LOAD --- PARTITIONS 20 psf LIVE LOAD 50 psf REDUCED (Full 60%)20 psf Note: Reduced LL used in both models ASCE7-10 (Residential) No change 3 psf 10 psf 40 psf 16 psf UBC 1961 SEISMIC LOAD APPLICATION: TWO ETABS MODELS ARE ANALYZED IN PARALLEL: A MODEL WITH UBC1961 GRAVITY/SEISMIC LOADS AND A CURRENT MODEL WITH GRAVITY LOADS WITH 50%/50YR GROUND MOTIONS. AS A BEST-GUESS AS TO HOW SEISMIC LOADS WERE APPLIED IN THE ORIGINAL DESIGN USING UBC 1961, AN EQUIVALENT-LATERAL FORCE (ELF) PROCEDURE IS ASSUMED. AN ELF LOAD CASE IN ETABS IS SCALED TO MATCH THE SAME BASE SHEAR LISTED ON THE PREVIOUS PAGE (1198k). LOADING IS CONSIDERED IN ALL FOUR DIRECTIONS (X,Y,+VE, -VE) ELF SCALE FACTORS: Name Stiffness From Mass Source Load Type Load Name Scale Fador EL Preset P-dela DISS,Cl Load Pattern ELF*021 3 ELFy 1 Preset P delta M:Sm 1 Load Pauem ELFy 021 1 RESULTING BASE SHEARS: Load FX FY FZ 14*MY MZ 1 Case Combo kip kip kip kip'Ft kip-ft k,pft 1 - ELEK 1 -1198 023*733E-06 0 43 -13504211 --5384.8816 ELFy 1 0 -1197.97 0 135621.7433 -4.716E-05 |41497.4868 AN AXIAL LOAD COMPARISON BY COLUMN FOR THE UBC 1961 AND CURRENT ANALYSIS IS SHOWN ON THE FOLLOWING SHEET. Thornton Tomasetti 233 of 234 ORIGINAL DESIGN CODE COMPARISON - FOUNDATION SEE BELOW FOR THE LARGEST AXIAL COMPRESSION FOUND IN EACH OF THE BASE PERIMETER COLUMNS UNDER CURRENT AND UBC 1961 LOADING. AS A CONSERVATIVE MEASURE, THE LARGEST COMPRESSION INDUCED BY ANY OF THE FOUR 72 YR GROUND MOTIONS IS USED FOR EACH COLUMN. THE AXIAL FORCE FROM THE GROUND MOTIONS IS SCALED DOWN TO ASD LEVEL WITH A 0.7 FACTOR. ON AVERAGE, THE COLUMN AXIAL FORCE IS ONLY 2.3% HIGHER UNDER THE CURRENT 72YR GROUND MOTIONS COMPARED TO THE EXPECTED DESIGN FORCES DERIVED FROM UBC 1961. Largest Axial Compression Column D+L+0.7EQ (Current ASD)D+L+EQ (UBC 1961) C13 -586.6 k -544.2 k C14 -529.3 k -549.2 k C16 -537.2 k -545.5 k C26 -608.4 k -549.3 k C57 -505.1 k -530.9 k C58 -454.4 k -457.0 k C63 -434.1 k -405.6 k C65 -413.0 k -397.2 k C66 -375.9 k -395.3 k C68 -411.2 k -397.3 k C69 -435.1 k -405.8 k C71 -458.9 k -458.2 k C72 -548.3 k -533.3 k C91 -535.3 k -528.8 k C92 -442.6 k -454.2 k C93 -429.2 k -402.6 k C94 -411.5 k -394.5 k C95 -379.5 k -396.3 k C96 -411.2 k -395.5 k C97 -427.0 k -403.2 k C98 -446.2 k -455.7 k C99 -512.2 k -531.4 k C129 -578.4 k -551.4 k C130 -519.2 k -464.6 k C131 -456.6 k -456.8 k C132 -429.7 k -435.7 k C133 -465.4 k -433.6 k C134 -481.6 k -453.5 k C135 -482.6 k -472.6 k C136 -512.4 k -548.0 k C137 -542.8 k -552.3 k C138 -510.6 k -461.2 k C139 -439.4 k -446.3 k C140 -428.8 k -425.8 k C141 -432.6 k -428.1 k C142 -453.9 k -455.1 k C143 -526.5 k -464.9 k C144 -589.2 k -553.4 k Average -477.4 k -466.7 k COLUMN ID LEGEND ON FOLLOWING PAGE Thornton Tomasetti 234 of 234 ORIGINAL DESIGN CODE COMPARISON - FOUNDATION 100 . lei 1% r M 14 4 1 j r im ,0 10 13 1/ le 1 M b OlD . 4 /5 11 rkf k01 lo / 1 - le i10 1 C\ N 8\ /1 al 0\ 4 2\ . C2' NORTH * 1 0 4 06 X r,2/7 01 0& P /0 /9 f 1 Â§ N (71 10[96597 ECEIVEPlanning & Buildi iency Building Safety DcinÂ·o'Â·SANTA 20 Civic Center Plaza MAY 31 2018 APPLICATION FOR N.\\4 P.O. Box 1988 (M-19)ALTERNATE MATERIALS, DESIGN & 81 11.1)1\G Santa Ana, CA 92702 (714) 647-5800 City of Santa An AND METHODS OF CONSTRUCTION .santa-ana org APP-09 CBC 2016 VS ANA Project Address:222' Al MAZA dleÂ¢,1- project plan check# 101 -93491-93*17 Subject ofhlternative or Modification: asoeÂ»n U. AlÂ·ImyÂ¢Wri v<L dktâ‚¬wlld- F ( PEreAL.8,9 fe'2Mq- *444-7+61-) lolloo 817 CODE APPEAL SECTION California Building Code (CBC)* 0 104.10 Modifications X 104.11 Alternate Materials California Electrical Code (CEC)* O SAMC- 8-681 Alternate Materials O SAMC** 8-682 Modifications California Plumbing Code (CPC)* O 301.2 Alternate Materials & Methods California Mechanical Code (CMC)* O 105.0 Alternate Materials & Methods *As amended by the City of Santa Ana "Santa Ana Municipal Code (SAMC) Alternate or Modification Proposed: ASCE 41-13 Table C2-2 Limited Objectives c, d (50%/50 yr LS, CP) at all concrete-framed tower levels by Fiber Reinforced Polymer (FRP) wrap at 1 st story tower columns for seismic shear capacity and confinement, and by adding diagonal viscous dampers at 1st story. Justification. Attach copies of any references, test reports, expert opinions, etc. Preliminary info attached. Apply ASCE 41-13 building evaluation methods, modified as noted; ACI 440.2R Guide for FRP; ASCE 41-13 damped RSA approach with response history examples of damping contribution (linear frame model). Note seismic viscous damping was used on previously approved Santa Ana project. Requested By: ..*;....974.5/21/2018 0 h5| ill 25 ArchitecUEngineer/Contractor Signature & Date ture & Datb iBuildifia dimEr Sianal RECOMMENDATION Plan Checker:c-*l 5014 |<IJA L Date: \0 /30/1 12 Tracking# COI 16 0 17 Â® Recommended |1 Not Recommended Submittal Date:5-/31/fÂ© Pick up by:Fee:$3,413.60 Receipt #: 7104 2 Reason:5F2 All /Â·Â¥ (.1 4 s.D LE:TTe. E- Pr E. 0. R .L E 0 kj,8 12.12 '7 0 5 ap M 1,1 I T k 1 11-10 IL-Ki TO ki To 0,4841Â£ Aup Pâ‚¬4 %,41 FACEAAE 1!-64Â£449,9 1 0 /0-2-/ 1 6 WITH AL<EMNA-1-6 4611400 eys 04-Wa fuâ€¢/IFIAFf ANP ASCE+I- (3 AN+12(5$5. EApproved (BUILDING OFFICIAL/FIRE MARSHAL ONLY) U Denied U See Attachment Reason: E:ial fori. 6*ov CARAM, . i Official/Date Fire Marshal (if applicable)/DateBuilding 10196597 ECEIVE Planning & Building ,ncy &':'Y:j:;: :i:a MAY 31 2018 Al RNATE MATERIALS, DESIGN P.O. Box 1988 (M-19)AND METHODS OF CONSTRUCTION& 81 ILD'\61 Santa Ana, CA 927021{11\(31 (714) 647-5800 City of Santa Ana www.santa-ana.org Woalâ€¢niA<,Imlilllill APP-09 CBC 2016 (Il) oFSANTA 1 0 AN A. Alternate Materials, Design and Methods of Construction - CBC Section 104.11 Intent: To encourage the use of state-of-the-art concepts in construction and materials which currently are not covered by the code, however, do meet the performance intended by the California Building Code currently in effect. B. Modification of Building Standards - CBC Section 104.10 Intent: The provisions of CBC Section 104.10 permit the Building Official to make modifications to the requirements of the code if he finds that the strid application of the code is impractical and, furthermore, that the modification is in conformity with the intent and purpose of the California Building Code currently in effect. C. Fee Required Request made for alternate materials, design and methods under the applicable code requires the applicant to pay a research and processing fee. Please telephone (714) 647-5800 for current fee. D. Alternate Materials or Modification Request Process 1. The request must be in writing with a completed Alternate Methods application form (APP-09) and shall be submitted to the building permit counter. 2. Direct letter to:Mr. Gerald Caraig, P.E. Building Safety Manager City of Santa Ana Building Safety Division P. 0. Box 1988 (M-19) Santa Ana, CA 92702 3. Note project address and plan check number. 4. Clearly state under what section of the CBC, CEC, CPC or CMC the request is being made. 5. It is the applicant's responsibility to submit substantiating data and evidence to show that the alternate is in fact equivalent to the performance required by the CBC, CEC, CPC or CMC. Test reports shall be those required by the appropriate code and shall have been performed by a recognized testing agency such as the International Code Council (ICC), the State Fire Marshal (SFM), Factory Mutual, Underwriters Laboratory (UL), National Fire Protection Association (NFPA). 6. Request for a modification shall clearly justify how said modification is in conformity with the intent and purpose of the applicable code. The code does not allow the Building Official to issue a variance, nor waive building standard requirements. 7. Attach drawings (floor plan, details, etc.) for clarification of subjed request. 8. A check made payable to the 'City of Santa Ana" in the amount required by the current fee resolution. Please telephone (714) 647-5800 for current fee. Rev: 06-07-2017 Page 1 of 1 10/96597 R ECEIVE D Thornton Tomasetti MAY 31 2018 Memorandum City of Santa Ana TO COMPANY RE CC Michael Harrah Caribou Industries Alternative Methods Executive Summary (in progress) Cam Simsir, Jackson Pitofsky, Dean Schoenberg FROM Leonard Joseph DATE May 21, 2018 PROJECT NO S18003.01 PROJECT 888 N Main Santa Ana tower NAME The City of Santa Ana Building Safety Division requested that an alternative seismic improvement program proposed for the 888 North Main 10-story tower be developed and documented within the framework of a recognized standard. This executive summary (in progress) is intended to accompany Alternative Materials,Design and Methods of Construction form APP-09 under CBC 2016, along with supporting documentation as it is developed. ASCE 41-13 was suggested as a framework for developing the alternative seismic improvement program. The owner and design team agrees with this approach with modifications appropriate to the limited nature of proposed improvements.' 1. Target Building Performance Levels 'c' and 'd' will apply to the tower concrete frame building structure after alternative seismic improvements have been completed. These levels correspond to'Limited Objectives' of Life Safety and Collapse Prevention performance at the 50%/50 year Seismic Hazard Level as shown in ASCE 41-13 Table C2-2. This level is proposed as practical and achievable while still providing a significant performance improvement compared to building performance before retrofit. For building department information we will present both before- and after-improvement performance measures. 2. Tier 1 and Tier 2 study approaches and flow charts in ASCE 41-13 will be addressed in brief narrative form. With visibly robust and regular building geometry, and continuous concrete floor slab diaphragms, most questions about load paths, transfers and connections are not relevant. Building performance will be evaluated at a Tier 3 level using computer models reflecting concrete section geometry, with appropriate modifiers for cracked sections, etc. following established standards. Overall modeling will use simplified members with properties and offsets calibrated to simulate behavior of more complex partial models reflecting as-measured geometric conditions. 3. A field testing program is underway. The extent of the program will depend on the findings and analytical results. While no existing structural drawings have been found, existing architectural drawings show member profiles consistent with field measurements. If member capacities reflecting a 'knowledge factor' K of 0.75 in Table 6-1 are sufficient to justify after- improvement performance levels 'c' and 'd' the field testing program extent will include a 707 Wilshite Blvd, Suite 4450 1 Los Angeles CA 90017-3618 1 T 213.330.7000 1 F 213.330.7001 1 WWW.ThornionTomasetti.com 10196597 ECEIVT- Thornton Tomas, i MAY 31 2018 morandum City of Santa Ana Re: Alternative Methods Executive Summary (progress) Page 2 visual condition assessment and field testing for rebar number, size and grade, and concrete strength at limited locations. If a 'knowledge factor' K of 1.0 rather than 0.75 in Table 6-1 is needed to justify performance levels 'c' and 'd' the field testing program will be expanded to follow the spirit of the :comprehensive testing program' in ASCE 41-13 while taking advantage of the repetitive framing patterns of the lateral load resisting system. Testing includes small- diameter concrete cores, Ground Penetrating Radar (GPR) scans of concrete faces for rebar below the surface, local concrete cover removal to calibrate GPR scan readings to actual bar sizes, surface hardness testing of exposed bars to establish rebar grades (rather than cutting out bar samples for tension testing), and limited X-ray scans where they have the potential to provide significant additional information. 4. Site visits for ASCE 41-13 visual condition assessment showed a concrete structural system in good condition, with no significant deterioration at the primary lateral load resisting elements. 5. Foundation elements are not visible and will not be tested or probed. This is considered acceptable because Target Building Performance Levels 'c' and 'd' at 50%/50 year Hazard Level imply low seismic demands for which foundation demands will be small, of comparable magnitude to those already experienced during its 50 year life to date. Subgrade conditions based on recent soil investigations at nearby sites will be discussed for reviewer information. 6. 'Seismic base' is taken at the Ground Floor for computer modeling, with lateral restraint there. Column continuity through the Ground Floor is modeled by one-story basement columns and existing concrete infill walls between them. Significant Ground Floor lateral restraint is provided by a continuous reinforced concrete slab tied to heavy perimeter basement walls, and by infill walls between tower perimeter columns in the basement itself. For Target Performance 'c' and 'd' this modeling approach is appropriate. 7. For alternative improvement models, only viscous diagonal dampers will be modeled as nonlinear elements. All other elements are modeled as elastic (with stiffness modifiers). First story tower perimeter columns will be modeled as linear, but being wrapped with FRP for shear capacity greater than plastic demand Vp, they can have Demand Capacity Ratios (DCRs) higher than 1.0 due to improved ductility after wrapping. 8. Response spectrum analysis (RSA) will be used for determining before- and after- improvement performance. Spectrum modifications to reflect increased damping will follow ASCE 41-13 recommendations. In addition, a limited number of realistic earthquake runs 10196597 R ECEIVE EThornton Tomasetti MAY 31 2018 -Imorandum City of Santa Ana Re: Alternative Methods Executive Summary (progress) Page 3 using Nonlinear Response History Analysis will be used to support validity of the RSA approach. 9. Columns are anticipated to govern acceptance, as combined depth of typical perimeter beams and integral infill panels is several times larger than typical column widths. For columns at Level 3 and higher: acceptance will be based on average capacities and average demands at all columns along a building face since multiple similar elements can redistribute loads as properties change. 10. Accidental eccentricity will be studied as a side issue, not integrated into each computer run. The lateral system surrounds the tower, so a 5% mass offset will make only small changes to demands in the lateral system members. The primary focus is on the effect of alternative improvements on the tower structure. 11. The tall single-story wings to North and South of the main tower will be modeled using semi- rigid wing roof diaphragms to reflect the mass of roofs and attached walls in tower demands. Modifications to existing wing structural elements and connections are not proposed, considering modest seismic demands at Target Performance 'c' and 'd.' 12. Existing structural framing in the vicinity of viscous diagonal dampers will be reviewed for damper-generated forces and strengthened where necessary. DAVID CHOI AND ASSOCIATES, INC. STRUCTURAL ENGINEERS 1327 LOMA AVENUE LONG BEACH, CA 90804 TELÂ· 562.382.8040 October 15, 2018 ECEIVE OCT 22 2018 Leonard Joseph 707 Wilshire Blvd. Suite 4450 Los Angeles, CA City of Santa Ana Subject:888 North Main Alternative Seismic Retrofit Building Department Calculations Project No. S18003.01 DCA Job Reference No: 18-240 Dear Client; DCA has completed its peer review of the retrofit calculations and details provided by Thornton Tomasetti for the address named above. We are presenting our conclusions about the design approach and solutions specified in the documents listed below. List of Documents Reviewed 1) 888 Main Review - 2018.09.20 - Peer Review Comments 1 Responses.pdf 2) 20181004 888 N Main exec summary proposed alternative method steps. pdf 3) Bldg Dept Updated Dwg Submittal dated 20181004 flattened.pdf 4) Building Department Calculation Report - Resubmission.pdf Project Description The project site is an existing 10-story concrete frame structure with double-height ground floor, and a basement. As requested by the city of Santa Anna Building and Safety Division, the structure will be evaluated per the requirements of ASCE 41 - 13. The chosen method of seismic retrofit will be viscous dampeners added between the frame columns. Review Summary After a preliminary review, a list of plan check items was created by DCA and delivered to Thornton Tomasetti. Responses to the plan check list were provided, and a revised calculation report was lol 16 9-1 1 CP David Choi & Associates submitted. All plan check items were satisfied by this response. Submitted plans and details were reviewed for compliance with the calculation report. Conclusions Our review finds that the design is adequate to upgrade the structure. The retrofit solution will sufficiently increase the capacity of the lateral-force-resisting-system. All relevant provisions of ASCE41-13 have been satisfied by the design and detailing provided by the plans and calculation. It is our opinion that these plans fully comply with the letter and intent of the building code. See attached peer review comment list prepared by DCA, with responses by Thornton Tomasetti; all items have been resolved. Respectfully, CO 21< (4 David Choi, S.E.Uac President <Â£ 'NO. 4784DAVID CHOI AND ASSOCIATES, INC. <*( RRUCTURS:j 2 Collbf17 888 MAIN STREET / THORNTON TOMASETTI Structural Peer Review Comment Log #1 - 09/14/2018 888 N MAIN ST. & 1665 N SYCAMORE ST., SANTA ANA, CA 92701 Item PC Spec or Dwg Comment Plan Check CommentNo- Eng.No. / Detail Date 1 DCA PG. 24-27 09/14/18 Note 2 states that the load combinations for the individual time-steps produces lower demand-capacity-ratios than the overall maximum values. Please provide specific time-step combinations for the columns with DCR>1.0 DCA STRUCTURAL ENGINEERING Response Resolved? Item #1 Supplementary Calculation presents time step shear DCRs from two analysis models. Fewer columns have shear DCR>1 in original model. No columns have shear DCR>1 if model RESOLVED realistic, modest flexural stiffness reduction at columns in tension. 2 DCA PG. 28 09/14/18 Note 1 states that lower-bound to upper-bound shear DCRs Agreed. Note 1 has been updated to state increase by only 5%. A sample calc shows increases greater change from lower- to upper-bound analysis is than 5%. Please justify the 5% stated in the note.up to 0.07 change in DCR values. Still an acceptably small change. 3 DCA PG. 29 09/14/18 The box labeled "Model Damper Properties" states an Agreed. This box has been updated to show available force level of 450k. On page 87, the manufacturer 440k. Analysis results are unaffected. states the damping force is 440k. Please coordinate. RESOLVED RESOLVED 4 DCA PG. 34 09/14/18 Maximum factored moment demand is stated as 961 k*ft. Please provide a source for the demand value. Calculation page updated to present the largest 20 moment demands at L4 perimeter beams, based on exporting thousands of data points RESOLVED (ground motions, directionality, by station) to Excel and sorting by force. 961 is the largest result, at one location. 5 DCA PG. 4 (Item #6)09/14/18 The final conclusion states that the base shears are Item #4 Supplementary Calculation compares PG. 35 comparable. The ASD base shear from the time history maximum ASD compression loads at column analysis is 23% higher than the UBC. Please justify that this bases for current approach vs. UBC. Current increase is comparable.increase is 2% on average and 13% max, comparable for foundation purposes. RESOLVED Comment Log Page #1 Zk3 91 joi 888 MAIN STREET / THORNTON TOMASETTI Structural Peer Review Comment Log #1 - 09/14/2018 888 N MAIN ST. & 1665 N SYCAMORE ST., SANTA ANA, CA 92701 Item PC Spec or Dwg Comment Plan Check CommentNo.Eng.No. / Detail Date 6 DCA PG. 38 09/14/18 Steel yield strength is entered as Fy=60,000psi. On page 23, the sample shear calculation states that Fy=40,000psi. Please clarify. . DCA STRUCTURAL ENGINEERING Response Resolved? Based on field hardness test of May 8, 2018 longitudinal bars qualify as ASTM A615 Grade 60 while transverse ties/stirrups comply with RESOLVED ASTM A615 Grade 40. ETABS PMM calculations use 60,000 psi longitudinal bars. Separate shear calcs use 40,000 psi ties. 7 DCA PG. 41 09/14/18 The note states that the analysis is "Following the ASCE14- Incomplete note is not needed and has been 13". Please specify which section is being referenced.removed.RESOLVED 8 DCA PG. 43 09/14/18 Please state how infill beam connections are modeled. 9 DCA PG. 46 09/14/18 I33 has been adjusted to follow ACI 318-14 recommendations. Please spcify the adjustment and ACI section. Comment Log End releases are now shown in p.42 figure. All infill floor beams (non-perimeter) are pinned to RESOLVED conservatively avoid reducing perimeter frame lateral load demands. While ACI318-14 Table 6.6.3.1.1(a) lists a 0.35 modifier for beams, the design team chose 0.7 for perimeter beams. Beam face depth >>RESOLVED column face width implies smaller curvature effects in perimeter beams from flexural cracking at anticipated demands, compared to the columns framing in. So 0.7, like for uncracked walls, is used. Page #2 888 MAIN STREET / THORNTON TOMASETTI ./. Structural Peer Review Comment Log #1 - 09/14/2018 888 N MAIN ST. & 1665 N SYCAMORE ST., SANTA ANA, CA 92701 DCA STRUCTURAL ENGINEERING Item PC Spec or Dwg Comment NO.Eng.No. / Detail Date Plan Check Comment Response Resolved? 10 DCA PG. 57 09/14/18 The note states that the max shear demands are within 10%. Study model shears at inner columns for Some columns appear to vary by greater than 10%. Please Condition A are within 8% percent of those in justify.Condition C. Study model shears at outer columns for Condition A are greater than those in RESOLVED Condition C, making A results conservative there. Overall, Condition A shows reasonably comparable shears to the other conditions, which is the point of the study. 11 DCA PG. 58 09/14/18 Moment demands are stated to be within 5%. Some increases are larger than 5%. Please justify. 12 DCA PG. 142-143 09/14/18 A total of 8 rebar samples were tested. Per ASCE41-13, and 154-155 Sec. 10.2.2.4.2.3, three samples are required per 3 floors. (Note: page Please justify use of 8 samples. numbers repeat. See second occuance of pg.142) Comment Log The observations provided on Item #10 apply here. Also note the maximum moment demand is used for checking, whether it occurs at the top or bottom end of the member. On that basis RESOLVED Condition A provides maximum moment results reasonably comparable to the other conditions. Analysis results show elements above Level 4 experiencing much smaller DCRs than those between Level 1 and Level 4. So further sampling at upper floors would not change the RESOLVED study conclusions. Also nominal grade values are used throughout, rather than 'actual' values. For these reasons, the samples taken to date are sufficient for this project, Page #3 139& )91