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888 N Main St_1 - Soils Report
3033 S. Harbor Blvd. Santa Ana, CA 92704 Rhone: 714-427-0501 Fax: 714-427-0502 www.inspection-resources.com #dIM INSPECTION I I RESOURCES allp/lis In No••destructl¥/ V//tin' 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 Pennit #:Jurisdiction: 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. electromagnetic 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: • Contractor is responsible for maintaining all lines drawn (test results) on concrete and masonry • Scans conducted near walls, ceilings or borders will result in a 3" dead zone (area that cannot be scanned). • Targets located with GPR aremarked directly on scanning surface using BLACK, BLUE ORGREEN colormarkers. • Uve 50/60 Hz Electrical targets are marked in RED color markers or spray paint. • Un-energized / low voltage wires / data cables in plastic conduit cannot be easily detected with conventional GPR/Electromagnetic methods. Client understands that detection using GPR/Electromagnetic methods are pe,formed 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. • 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 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. • 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. • Rough surface conditions, obstructions in immediate GPR scanning area. high density wire mesh, weather proofing. or alr gaps between structural concrete/masonry layers may impede or prohibit radar penetration. If such condition(s) exists alternative methods may be necessary. • If rebar size estimation is performed, results are subject to a tolerance of +/- 1 bar diameter. • It is recommended that client stays 2" away from all targets marked. • Signature below verifies technician(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: t.>25- Technician'* Signature Client Signatore 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 81], using any inspection method. C"Y 3033 S. Harbor Blvd. Santa Ana, CA 92704 Phone: 714-427-0501 Fax: 714-427-0502 www.inspection-resources.com CS+I, INSPECTION I IMA RESOURCES F /1, f-rfs / .Pl %; . t.'t -ren.j 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 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 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 dat all. using any inspection method 4 3033 S. Harbor Blvd. Santa Ana, CA 92704 Phone. 714-427-0501 Fax 714-427-0502 www.inspection-resources.com 12. miwiylpililillirillizi F.pfrts In NO,ii,i •Arist r·1 6 Ve•,tin:, 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 1 :it 4 Mezzanine Column 9 Fl 3 Beam North @ Col 1 j -1 Fl 3 Beam North @ Col 3 Fl 5 Beam West @ Col 10-11 Ii. r- 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. smuff tube and plast,cs In general may not be located accurately, If at all. using any mpection method 3033 S. Harbor Blvd. Santa Ana, CA 92704 Phone: 714-427-0501 Fax 714-427-0502 www.inspection-resources.com Illi INSPECTION I drVA RESOURCES rip©rtf t.-int#i·/ reu . .C in 4 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 1 f.: Mezzanine beam North @ Col 5 Mezzanine Column 5 Mezzanine Column 4 Mezzanine Column 6 Mezzanine Column 7 Mezzanine Column 3 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 matenals such as PVC. smurf tube- and plastics,n general may not be located accuratel, d at all „s,ng any inspection method. 3033 S. Harbor Blvd, Santa Ana, CA 92704 Phone. 714-427-0501 Fax: 714-427-0502 www.inspection-resources.com *-lla./ INSPECTION Al S RESOURCES ri O itit * ·f i rs, f 1 i Li · r · ··. t „, i; 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 LL 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. -smur·f 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 Phone: 714-427-0501 Fax: 714-427-0502 www.inspection-resources.com -.JU INSPECTION I IIVA RESOURCES E-*pertf ln hi ¤ it : / i .2•'U'r'.'e /*116/.0•9 . 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 Floor 8 Beam West @ Col 11 Floor 8 Beam North @ Col 4 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 that such information proves to be inaccurate, the extent of liability a*sumed 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 INSPECION RESOURCES i jrpift= 1. NOn¢„tructty- Te.tono GPR / Cover Meter Results Project: 888 N. Main St. Santa Ana, CA 6/29/2018 - 07/03/2018 Area Line Inches Between Vertical Bars Mezzanine Column 4 Column 5 Column 6 Column 7 Column 9 Floor 3 West Low Beam @ Col 11 West Low Beam @ Col 7 North Low Beam @ Col 3 West Col 11 North Col 3 North High Beam @ Col 1 North High Beam @ Col 3 GPR DETECTED 3 TARGETS IN BOTTOM OF BEAMS GPR DETECTED 2 TARGETS IN BOTTOM OF GIRDERS Girders = 20" thickness Beams = 12" thickness Chip location/Mesh Pattern Area Vertical - Start edge, 3,5,3,4,5,3, end Horizontal - Start bottom bar, 8,5,5,5,5,4,6, end Vertical - Start edge, 3,5,5,5,5,3, end Horizontal - Start bottom bar, 8,5,3,4,6,3,7, end Chip location/Mesh Pattern Area Vertical - Start Edge 2,7,5,7,3, end Horizontal - Start bottom bar, 9,4,5,5,4,4,8, end Vertical - Start Inside window, 8,24,9, end Horizontal - Start Floor, 18, 11, 6, end @ window Vertical - Start inside window, 11, 21, 10, end Horizontal - Start floor, 17, 14, 8, end @ window Vertical - Start inside window, 10, 24, 8, end Horizontal - Start Floor, 6, 14, 12, 5, end Vertical - Start left window edge, 2 10, 8, 3, end Horizontal - Start floor, 4, 8, 4, 3, 4, 7, 15, 18, 18, end Vertical - Start left window edge, 2,4,9,7,3, end Horizontal - Start floor, 8,6,5,5,9,8,18,17, end 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, eqd Vertical - Start framing, 10,21, 17, end Vertical - Start framing, 5, 5, 11, 10, 10,7, end Single horizontal bar middle of beam 3033 S. Harbor Blvd. Santa Ana, CA 92704 P: 714-427-0501 F: 714-427-0502 www.inspection-resources.com INSPECTION RESOURCES -111-/t- In Nondeltructtle Veltlng 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 BOTTOM OF BEAMS GPR DETECTED 2 TARGETS IN BOTTOM OF GIRDERS Girders = 20" thickness Beams = 12" thickness GLOBAL MODEL UPDATES AT A GLANCE: -16-DAMPER ORIENTATION INCORPORATED - NON-LINEAR TIME HISTORY ANALYSES WERE COMPLETED USING FOUR GROUND MOTIONS EACH AT 72 YEAR MEAN RECURRENCE INTERVALS (50% EXCEEDENCE IN 50 YEARS). -DAMPER MAXIMUM AXIAL FORCE IS COMPUTED AND COMPARED TO ITS CAPACITY PROVIDED BY TAYLOR DEVICES. - COLUMN AXIAL-BIAXIAL BENDING AND SHEAR DEMANDS ARE ASSESSED. - TYPICAL FLOOR ASSUMED: 3psf (SDL), 40psf (LL), 10psf (partition). FOR THE LATTER, THE ENTIRETY IS ASSUMED TO BE SEISMIC MASS. 4. L 4 :rd £k 4 1 2. ISOMETRIC VIEW 0 PROJECT:888 N MAIN STREET SANTA ANA SUBJECT: Tomasetti REFERENCE: S18003,01 ETABS MODEL PROGRESS UPDATES SSK-20180723 BY: TT DATE: 7/23/2018 BASE SHEAR COMPARISON TIME HISTORIES AND RESPONSE SPECTRA TABLE: Base Reactions - Time Histories Load Case/Combo FX kip GROUND MOTION #1 - CHR/STCHURCH 2011 72yrTH_CC Max 1922 72'yfrTH CC Min -1732 GROUND MOTION #2 - DARF/ELD 2010 72yrTH_DA Max 1868 72yrTH_DA r·.lin -2028 GROUND MOTION #3 - KOCAEL/ 1999 72yrTH_KO rv'lax 2170 72'y'rTH_<O Alin -2049 GROUND MOTION #4 - NORTHR/DGE 1994 72yrTH NR Max 2124 72yrTH_NR Min -1933 1C0yrTH_CC Max 2473 100yrTH_CC Min -2003 100yrTH_DA Max 2041 100yrTH_DA Min -2300 100yrTH_KO Max 2421 100yrTH_<O Min -2411 100yrTH_NR Max 2083 100yrTH_N R Min -1990 225yrTH_CC Max 2852 225¥rTH_CC Min -2782 225yrTH_DA Max 2826 225yrTH_DA Min -3060 225vrTH KO Max 3305 2251¢rTH-<0 Min -2949 225yrTH_>JR Max 3292 225yrTH_NIR Min -2579 TABLE: Base Reactions - Response Spectra PY 96/50'ir Load Case/Combo FX FY %/50yr kip kip kip =r" 50 RSK (MRI 72 Yr/15% Daniped)2179 3 50LL, U J. -1730 50 RSy(MR' 72'y'r/15% Daniped) 2227 50b 1981 50 RSK (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% Daniped)3266 9 39 -2085 50 RSy (MRI 100 yr/5% Daniped) 12 3335 39 2074 50 -1935 50 2536 39 -2270 39 2033 39 -2340 39 2477 39 -2426 39 2018 39 -2134 39 2888 20 -2818 20 3206 20 -3081 20 3387 20 loan 20-2.J31 3278 20 -2588 20 PROJECT:888 N MAIN STREET SANTA ANA SUBJECT: Tomasetti REFERENCE: S18003.01 ETABS MODEL PROGRESS UPDATES SSK-20180723 BY: TT DATE: 7/23/2018 50%/50yr 20%/50yr (BSE-lE)Damper Axial Max (k)Axial Max {k)I•••••m••••••Rm•mingwlKl 345.5 412.5 1 1 KB 365.6 437.1 1 <4 345.8 412.1 k<6 365.7 437.2 K7 343.2 414.7 KS 367.0 439.1 K10 342.9 414.7 K12 367.3 439.1 K13 350.2 420.8 K14 350.7 421.0 K16 350.9 420.2 K17 349. S 419.6 K20 347.0 415.6 K21 350.9 421.2 K22 347.4 416.1 K23 352.0 421.9 MAXIMUM REPORTED DAMPER FORCE FROM 4 GROUND MOTIONS AT 50%/50YR (AN D 20%/50YR FOR EXTREME CONDITIONS) It] d > IN 1 -. -44¢-11 - . 3 El cl - 1 cb cb Cb MODELED DAMPER PROPERTIES: 7LINK TYPE: DAMPER-EXPONENTIAL L 6 NL STIFFNESS: 3000 K/IN A + U1 , C -0 1DAMPING COEFFICIENT: 262.5 K*S/IN DAMPING EXPONENT: 0.3 -4- 4 AVAILABLE FORCE LEVEL: 450K . - ./-1 .L - 1 *..f -7 ./ (NO DAMPERS REACH TH/S FORCE w . 11 LEVEL UNDER CONSIDERED TIME .4.4/ 2 . 4+ . '40, lib 2 11- [3 6 26Iti- HISTORY RUNS) Ut,2,2.*AVIA'wi'di:'A'A,1"vwqi:/1"43.. i 3 C3 CE]C EAST ELEVATION WEST ELEVATION PROJECT:888 N MAIN STREET SANTA ANA SUBJECT: Tomasetti REFERENCE: S18003.01 ETABS MODEL PROGRESS UPDATES SSK-20180723 BY: TT DATE: 7/23/2018 5096/50yr 20%/50yr (BSE-lE)Damper Axi al Max (k)Axial Max (k)I...m=m..=.......¤mI I Kl 345.5 412.5 K3 365.6 437.1 <4 345.8 412.1 K6 365.7 437.2 K7 343.2 414.7 K9 367.0 439.1 K10 342.9 414.7 K12 367.3 439.1 K13 350.2 420.8 K14 350.7 421.0 K16 350.9 420.2 K17 349.8 419.6 K20 347.0 415.6 K21 350.9 421.2 K22 347.4 416.1 K23 352.0 421.9 MAXIMUM REPORTED DAMPER FORCE FROM 4 GROUND MOTIONS AT 50%/50YR (AND 20%/50YR FOR EXTREME CONDITIONS) K13 K14 Ctl K16 K17J ALS,2 1 .:. 0711 *Te ..40 ?<3 144.93. ·'8 'Cbcb NORTH ELEVATION 71 [33 ASCE41-13 NOTE: DAMPERS SHOULD BE CAPABLE OF SUSTAINING THE FORCE ASSOCIATED WITH 200% THE MAXIMUM CALCULATED VELOCITY AT LIMITED PERFORMANCE OBJECTIVE (50%/50YR). THIS CORRESPONDS TO A -23% INCREASE IN FORCE. TAKING THE MAX 50%/50YR DAMPER FORCE ABOVE (36714, THE AMPLIFIED FORCE IS 45lk. THIS NEARLY MATCHES THE 450k NOMINAL CAPACITY OF THE SELECTED DAMPERS. K20 K21 K22 K23 > 74 SOUTH ELEVATION PROJECT:888 N MAIN STREET SANTA ANA SUBJECT: Tomasetti REFERENCE: S18003.01 ETABS MODEL PROGRESS UPDATES SSK-20180723BY: TT DATE: 7/23/2018 Ton· Of 2.31-ar·*1 I..................I94 A 1 Q V el 1 9 / 00 Il 1-: 0119 A 25X21 TRAPEZOIDAL 6. URI ':j i 6'4'818 (7) #8 VERT 4000psi nominal [ EvAl i l 6396t 6 level 5 25X21 TRAPEZOIDAL (7) #9 VERT 4000psi nominal i +Vel·; 1 evel .$ W ng Roof 1 e vAl 2 Encbmch 76' rl C 1 •4'v' A I 2 1 24X24 (16) #11 VERT 22- ¥ 4000psi . nominal .4,-* +49 1-41..*4 I *IL Bati·61 11€611 [b [b 2-- 4.914% [b [b 1 cb cb cbcbcb cbcb Ctl NORTH ELEVATION ASSUMED PERIMETER COLUMN CROSS-SECTIONS FROM PRELIMINARY SITE TEST REPORTS WEST ELEVATION PROJECT:888 N MAIN STREET SANTA ANA SUBJECT: Tomasetti REFERENCE: S18003.01 ETABS MODEL PROGRESS UPDATES SSK-20180723 BY: TT DATE: 7/23/2018 1 El > 14 0,454 > N 0.577 0.418 0.352 0,302 0 332 0.315 0.247 0.141 0.341 > N 0490 0.422 0.405 0363 0.356 0.281 0.248 0.203 0413 0.363 0.358 0348 0.322 0 341 0.320 0.272 0.177 0335 0 324 0.390 0.406 0.380 0.387 0.301 0.255 0193 C 0u 0 369 0,380 0.352 0.344 0.325 0 341 0.318 0.265 0,182 0.326 0 346 0.385 0.398 0.377 0.385 0.300 0.272 02156 -t 0 355 0.381 0.339 0 338 0.321 0338 0.315 0 264 0.183 -1 0 8-0 335 0350 0371 0.391 0 369 0.377 0.299 0.280 0 2184 0.350 0.387 0.342 0 331 0.318 0,333 0318 0.271 0.193 :1*0.334 0.356 0.369 0.383 0.363 0.366 0.290 0278 0217= 6 7 0.373 0.391 0.338 0.330 0,314 0.332 0.318 0.275 0.200 0337 0.370 0.370 0.367 0.352 0.352 0.285 0.269 0.206 0.359 0.381 0.336 0329 0.313 0.331 0.317 0.274 0.199 :=0.330 0 352 0.363 0.359 0336 0.334 0.276 0.257 0187C/2 8 0,358 0.376 0.335 0.324 0.308 0.323 0.308 0.265 0.193 0 4 0.345 0.329 0.351 0.342 0.316 0.306 0.272 0.254 0.179 0.370 0.394 0.347 0.317 0.292 0326 0.293 0.250 0.174 50 0.360 0357 0.342 0.326 0.291 0.276 0.272 0.247 0166O 8 4 0.383 0.609 0.396 0.333 0.294 0.318 0.291 0.262 0.192 AJ 0.364 0,574 0.450 0.354 0.269 0.278 0.249 0.205 0 129 0.410 >N 0.576 0.422 0.410 0,401 0.419 0.322 0277 0.190 m E} g >N0.427 0.572 0.395 0.340 0280 0.270 0.274 0.220 0 142 0.393 0427 0,406 0.421 0,403 0.390 0,309 0.246 0.158 * E 0.396 0.372 0.360 0.346 0.300 0.289 0.260 0.220 0 143---- 0.354 0451 0.437 0.455 0,429 0.415 0.333 0.270 0.182 0,362 0.389 0.352 0.339 0.299 0.294 0.268 0.216 015296ft. 0,343 0.473 0462 0.488 0.456 0.447 0 365 0.300 0.210 0.369 0.391 0.350 0.333 0.298 0.293 0.271 0.218 0.1554 0.341 0.472 0,479 0.506 0.473 0.473 0 387 0316 0.226 0.367 0.396 0.348 0.327 0.294 0.289 0.266 0.213 0153 U z El. 4. -1 1 0.366 0.510 0.497 0.517 0485 0 485 0.396 0 322 0.228 0.367 0 408 0 351 0.326 0.289 0 284 0.259 0.211 0.147 83 1 8 0 349 0481 0.485 0.515 0.485 O.487 0 396 0 320 0215 0370 0.394 0.346 0.322 0286 0 277 0.249 0 203 0.1543] B- 0.342 0471 0483 0519 0.489 0.507 0405 0.318 0.206- - [E! El. 0.401 0.372 0336 0.314 0.275 0276 0.244 0.189 0 1494 0.349 0.592 0.558 0.563 0.508 0.508 0 398 0 308 0 192 0.434 0.403 0,358 0 316 0 269 0274 0,236 0183 0135 47 -- Mn 4 0 366 0.932 0.696 0.616 0491 0.430 0 350 0 256 0,160 0 0.655 0.436 0,337 0 263 0,255 0.207 0 173 0 1400487B 4 KY ¥ c 4 Y €16 ¥ ¥ Ct] dz] [t] [13 [b cb ct] d] cb- [b ct] - cb- tb ct] - cb [t] d] - ct] e GROUND MOTION #3 - KOCAEL/ 1999 GROUND MOTION #4 - NORTHRIDGE 1994 NORTH ELEVATION (SOUTH S/M)PROJECT: 888 N MAIN STREET SANTA ANA Tomasetti SUBJECT: ETABS MODEL PROGRESS UPDATES SSK-20180723 BY: TT |DATE 7/23/2018 REFERENCE: S18003.01 AXIAL-BIAXIAL DCR RATIOS 1 72YR (50%/50YR) GROUND MOTIONS fc=3365psi (mean - 1 std dev)phi=1.0 (per ASCE41) 0.454 UJ >N 0.495 0.310 0.264 0.262 0.328 0.296 0.211 0.124 *8- 0.312 >N 0.488 0.356 0,338 0.304 0.333 0 294 0.217 0.150 0.414 0 349 0.280 0.261 0.255 0 321 0.306 0.229 0.129 L 0.327 0.337 0.344 0.345 0,312 0.336 0.298 0.230 0140A B 0.375 0.362 0.289 0.267 0.259 0324 0.310 0.237 0.137 4 0331 0.348 0.345 0.347 0.315 0.333 0,297 0,233 0 147 0.389 0.353 0.286 0.267 0.261 0.325 0315 0 244 0,149 0.319 0 346 0.342 0.342 0.315 0.331 0 298 0.236 0.15475 6 -1 0383 0.355 0.289 0.274 0263 0.327 0.320 0 251 0.160 Z 0.332 0350 0.344 0.344 0.315 0.330 0.299 0.238 0 158*t= El· 4 0 377 0.363 0.292 0.274 0.264 0.327 0.320 0.254 0.165 i 0.341 0,349 0.344 0.340 0 311 0.325 0.291 0.231 0.1494 --r' 8 0.368 0.362 0.292 0.276 0.262 0.322 0.317 0.249 0.162 0.345 0.343 0.338 0.331 0.297 0.309 0.273 0.222 0138659 4 0.359 0.358 0.291 0.274 0.257 0.313 0.308 0.241 0.153 0 -1 8 0.347 0.336 0.329 0.319 0.283 0.281 0.266 0.213 0.123 -A 0.379 0.361 0.290 0.266 0.250 0.301 0.295 0.230 0.141 0.336 0.350 0.325 0.303 0.263 0.273 0259 0 202 0111 0.371 0.350 0.278 0.257 0.242 0,291 0.287 0222 0.132 0.358 0.352 0.311 0.288 0.246 0.266 0.244 0.184 0.10896 + 0.357 0.533 0.303 0.255 0.233 0.280 0.297 0 252 0.161 1\)0,435 0.317 0.261 0.226 0.260 0.243 0.181 0.12100.347 1 30 El 0.410 >N 0.506 0.347 0.348 0.311 0.309 0.306 0.256 0.160 0 0.415 V 0.415 0.370 0.357 0.311 0.318 0.294 0.218 0.123 X 0.386 0.432 0.397 0.379 0.329 0.344 0314 0.236 0.140 0.408 0.461 0.418 0.402 0.352 0.372 0.343 0.262 0.164 Z 0.403 0.453 0.426 0.418 0.370 0.394 0 365 0.283 0.182 VB) NO El 0.396 >· N 0.541 0.329 0.308 0.270 0,275 0.254 0.216 0.161 0.348 0.356 0.309 0.306 0.273 0.282 0.244 0.215 0.141DV 0.355 0.363 0.305 0 307 0 275 0.283 0.249 0.214 0.147El- 0.333 0.358 0.307 0 303 0,276 0.283 0253 0.216 0.151El- 4 0.341 0366 0.312 0.306 0 278 0.287 0254 0.218 0.153El- i 0.396 0.460 0.435 0.425 0.377 0.407 0.377 0.292 0.193 *0.351 0.365 0.312 0.307 0 275 0.285 0253 0.216 0148·4 0.385 0472 0.437 0.426 0.377 0.411 0 379 0 293 0.189 0 358 0.357 0.308 0 303 0 271 0.274 0.249 0.207 0.143 0 380 0.442 0.429 0422 0.373 0.410 0 376 0.288 0.179 0.365 0.353 0.301 0 294 0 261 0.254 0243 0197 0 130i. 0 386 0.491 0.447 0.432 0.377 0.409 0 377 0,282 0.162 1-0.351 0362 0 301 0 283 0246 0.252 0 237 0.185 012606 1 0,375 0.500 0.464 0.437 0.371 0.405 0365 0 263 0.136 M B 0.395 0,360 0.289 0.269 0 231 0.250 0.235 0.181 0 1224 0 436 0.785 0.541 0443 0.338 0.373 0 317 0.209 0123 0 0.497 0.309 0 252 0.214 0.236 0.234 0.190 01330.362El· s >AE E E i i + E i T T I [b [b [t] [t] Ib [b - - di - [b [t] -- ct] - [b cb -- [b [il - tb- a -- [b GROUND MOTION #3 - KOCAEL/ 1999 - NORTHRIDGE 1994 WEST ELEVATI Tomasetti PROJECT: 888 N MAIN STREET SANTA ANASUBJECT: ETABS MODEL PROGRESS UPDATES SSK-20180723 BY: TT |DATE 7/23/2018 REFERENCE: S18003.01 AXIAL=BIAXIAL DCR RATIOS |72YR (50%/50YR) GROUND MOTIONS 1 fc=3365psi (mean - 1 std dev)phi=1.0 (per ASCE41) I....................l Top of Pat-apet Roof , 5elien P·opetes 1Eat ·4 e.D-i- Se.Ct 3€2'y 4 l., 44*f Q 53] 2+C 23=*'4 i D.F./ ./%.4- /0I. f. 11 9/ 0,..Level 10/Penthouse #le-,•1 Carter al GrI•*, 4 \ ' • h'/4-' Prup--.Y A Y-v-,rY-r-ron'-v-x-vx-Y-Y-*r Level 9 Level 8 Level 7 Level 6 Level 5 r-·rre'-r--rl-evel 4 evel 3 j-ing Roof r L4§el 2 c.%1 1 1 DX3 m . 00. r0 + . Ar- M 5-4 ./.le=C.- Del -- gl _ C PERIMETER COLUMN - L3-ROOF AS DEFINED IN ETABS MODEL UJuk·A.AXAXAX.X..1..)#..A,XXXX-00> . -9 , .4 ..1; r \I ,2 1 ,.,Winglievel 2 . 1 * AS LOWER LEVEL 24"X24" COLUMNSlil2 2*K#X#.-44 .*2 7 E.4 7-4.0- Le veil (LEVEL 1-3) WILL BE WRAPPED IN FRP, THE COLUMNS BETWEEN LEVELIn i ch cb ch ch ch ch [b cff-Basement 1- 3-4 ARE THE NEXT MOST CRITICAL TO INVESTIGATE FOR SHEARWEST ELEVATION - ALONG GL 13 ADEQUACY PROJECT:888 N MAIN STREET SANTA ANA SUBJECT: Tomasetti REFERENCE: S18003.01 ETABS MODEL PROGRESS UPDATES SSK-20180723BY: TT DATE: 7/23/2018 SHEAR DCR L3=L4 COLUMNS ALONG GL 13 (WES T) 72YR (50%/50YR) GROUND MOTIONS 11 COLUMNS @ L3-L4 ALONG GL 13 * 4 TIME HISTORIES * SHEAR DCR DISTRIBUTION 4 DIRECTIONAL COMBINATIONS PER TH * 70 MAX REPORTED FOR EACH COMBINATION (SMALLER COMP) =11*4*4= 176 TOTAL ENTRIES TO EVALUATE SHEAR DCR *THE DEMAND OF EACH OF THESE 176 ENTRIES WERE COMPARED TO THE CORRESPONDING SHEAR CAPACITY OF THE ENTRY BASED ON ASCE41-13 EQ 10-360 SHOWN BELOW. THE VAST MAJORITY ARE ADEQUATE THOUGH A PERCENTAGE EXCEEDED THE UNITY CHECK. c Mean DCR 0.65 Median DCR 0.66 Total Entries 176 % DCR>1.0 0.00% -U ·3 20 7#I «·1 <-'*Af€ A...ttl*6.: IC.5, C. OK < . y *: 7: (C.6, C.7 EC.,8.0,9- DCR 1 11'fill. lilll!\ I ASCE41-13 (EQ 10-3) PROJECT:888 N MAIN STREET SANTA ANA SUBJECT: Tomasetti REFERENCE: S18003.01 ETABS MODEL PROGRESS UPDATES SSK-20180723BY: TT DATE: 7/23/2018 SHEAR DCR L3=L4 COLUMNS ALONG GL O (NORTH) 72YR (50%/50YR) GROUND MOTIONS SHEAR DER DISTRIBUTION OK ·<· NG IC i C.72 33.7,0.8 (0.8, 3.9] TO,9, 1.01 (1.0, 1.1] i 1,1. 1,26 DCR 10 COLUMNS @ L3-L4 ALONG GL O * 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 *THE DEMAND OF EACH OF THESE 160 ENTRIES WERE COMPARED TO THE CORRESPONDING SHEAR CAPACITY OF THE ENTRY BASED ON ASCE41-13 EQ 10-3 SHOWN BELOW. THE VAST MAJORITY ARE ADEQUATE THOUGH A PERCENTAGE EXCEEDED THE UNITY CHECK, Mean DCR 0.73 Median DCR 0,69 Total Entries 160 % DCR>1.0 4.38% I111/ill. lilli[\I ASCE41-13 (EQ 10-3) PROJECT:888 N MAIN STREET SANTA ANA SUBJECT: Tomasetti REFERENCE: S18003.01 ETABS MODEL PROGRESS UPDATES SSK-20180723 BY: TT DATE: 7/23/2018 Tomasetti imnumnu 20.00,00'mull .--1 t ,1 1· '>1 ETABS MODEL ISOMETRIC VIEW 1 1 11'- L 4' A 1% T k A Tomasetti 11 4- 4 1,1 # , 11 11 1 11 1 ,··f 11 1 , 11, 4'3 Defint t:ke'13·55 .32 111 Matedals Click to 1'1- :392&5:Add New Material- 1 -- A.Els€:Add Copy d Maternal... 1 i '; 1,141*23= 42ECCPmMod#/Show Mate,ial . 1 42//'.PSI : C·SEPs,LA 11 ¥A.#194·11[ili 4-g. i il 'I; 4h E.taterial Prepert C at 3 . uer.eral Data Matena Name .-/.r 1I :-/3 i.1. .1 .-1; lilliNat ena Type Coronte r h ['-late"21 Prop€!t. Des':12 232Directional S.mmetD Type Isotrop€ V 1Matena D,splay Color Change.Matenal Name and T)pe Matena Notes Mod#y/Show Notes...Matenal Name 22:IPS Matenal Type Concrete. IsotropicMate.al Weight and Mass Design Properties for Concre:e Matenals9 opeumy .,egm L.,er]519 Spect Mass D·ensty 'We:ght per Unit voure ...Spected Concrete Compressive Strength, fb 3365 Mass per Unt Volume £662 i 20tweight Concretete -sift. Shear St,rgth Reduction Fae:or1- Mechanical Property Data Moddus of Basticty E Poisson s Ratio. U Coefficient of Thermal Expansion. A Shear Modulus. G OK Cancel b/0,2 . Ill-.IC 1.· F 15:K51.58 lb. in' It>:un2 A 81 Design Propert,· Data Mod,4. Show Material Property Design Data. :A .Advanced Matenat Property Data i Noninear Material Data.. 1 2 Matena! Dampr,g Propeftes. Tme Dependert Properbes. 1 Cancel 1 1 -1 1 OK 1 OK i Cani i 5% SSS N '·.lah Santa Ana Tioritce Temasetti 0-c.ect =SISCCS.Cl test •samole date b inci it streigti osi 6C297 5/3/2018 3 6 392C 6C29S 5/5/20 3 5 3S3C 6C299 3/3/2013 3 5 388C 603CC 5/3/2213 3 6 336C 6C3C1 5/8/2£13 3 6 376C 62SES 7/11/2013 3 6 335C ALL CONCRETE STRUCTURAL MEMBERS IN THE MODEL ARE DEFINED WITH THE MATERIAL PROPERTY "4000psi" 62S6B 7/11/2018 3 4 329C AS THE COLUMNS ARE THE MAIN ELEMENTS OF INTEREST AND62S.C 7711:70:2 3 6 3330 THEY ARE FORCE-CONTROLLED ELEMENTS AS DEFINED IN62S717/11/2013 3 4 34SC 6ZS72 7/11/2013 3 4 379C ASCE41-13 (TABLE (7-1), A LOWER BOUND (Qcl) ESTIMATE OF THE62973 ,4 -1.' I.£,10 4 392:STRENGTH SHALL BE USED. PER 7.5.1.3, THIS SHALL BE THE MEAN 7.1. -li 1/3ETABS MODEL 62974 7/11/2018 3 6 35$2 MINUS ONE STANDARD DEVIATION OF THE YIELD STRENGTHS.62975 7/11/2018 3 5 33SC TEST DATA OF CONCRETE CORES EXTRACTED FROM SITEMATERIAL DEFINITION clean =I . t. • I ' I A36(6.923 mean/C.S.. -4-/40.+DO s:d dev = 222.2137 YIELDED THE FOLLOWING VALUES. 3365psi IS THEREFORE USED IN - THE MODEL AS Qcl.-CONCRETE mean - std dev =3364.7C9 4- Tomasetti i' 1 1 1...1---' 1 1 lilli ·· 1i' <·'3 93»Pi·cce,t)- 5'3,7 General Data 11 11 Matelial Name -I: =U.-W 1 11! Matenal Type her'3,V r h Material Prcpertv Design Data DiRctiona! S>mnietry Type Uniagal Matenal Name and T*eNiaterial Llisplay Color 'Change.. C Material Notes Modt.'Show Notes, Matenal Name AE 15Gr50 1 ... 11 1 1 - t:. 10.1- 1 11li I' 1111 11 11 11 '11 4 t. i- - ij - jit *1 Matenal 0;eight and Mass o Specify Weight Densit' *'eight per LInit V'olume Mass per Unit %/olume Mechanical Property Data Modulus of Basticity, E Specify Mass Densiri lb.,ft: 15.23 lb-szft' ...Dww.v...Ib ·in Z Material Type Rebar, Uniagal Design Propert,es for Rebar Matenals Minimum 'Yield Strength, Fy 4,1 1-4 lb:in= Minimum Tensile Strength, Fu b.-·ln: Expected 'rield Strength, Fye lb.·1112 E>pected Tensile Strength. Fue lb: ine Coeffjcient of Thermal Expansion, A -I---------1/F Design Property Data Modify/Show Material Property Design Data.. .Advanced Material Property Data Nonlinear Material Data.Material Damping Properties. OK ; Cancel I '. 1 OK 1 Cancel 1. A. 1M 1521 ' KN STEEL REINFORCEMENT IS DEFINED WITH THE MATERIAL PROPERTY "A615Gr60" ETABS MODEL MATERIAL DEFINITION -STEEL REINFORCEMENT HARDNESS TESTS AT LOCATIONS WHERE CONCRETE COVER WAS CHIPPED TO EXPOSE BARS DETERMINED THAT GRADE 60 REINFORCEMENT WAS CONSERVATIVELY APPROPRIATE. Fam*%- Tomasetti C *3 -1".e 2€Ct,Cl 203.De T·- 02'.3 07 4. - -; '53 re iect,C 1 3··coe't·. Reinfc,Ce ·,le-t 32:2 General Data Des en Type Rebar Material Propert.· Name .-,-1-,O IS =11 a P-r.12-M 3 Design :Column,Longitudinal Bars AE 15GrED -1! 1 r.latefial z-...d-·... ...Mi V ... 2A Confinement Bars : Ties):0 2 1 CC.8- I.13 Design Only :Beam: ...Notional Size Data Modfy.·-Show Notional Size. Display Color ,Change. < Reinforcement Configuration Confinement Bars Check.·· Design u Rectangular o Ties o Reinforcement to be CheckedNotes Modit/Show Notes... i .LIFular Reinforcement to be Desioned 772-e Section Shape Core·ete Rectargoty v Section Property Source Source User Defined Property Modifiers Modly/'Show Modifiers.Section Dimensions Cunently Default Clear Cover for Confinement Bars Number of Longitudinal Bars #Jong 3-dir Face Number of Longitudinal Bars .Nong 2-dir FacefLongitudinal Bar Size and kea 1 #11 Comer Bar Size and Area '#11 Ij VII 1.5 in C C ..1 1,56 ini 1 C:- in:Depth in Reinforcement Width 24 in Modify/Show Rebar..Cortinement Ba= Confinement Bar Size and .tea i #4 V .. in: Longtudinal Spacing of Cortinement Bars (Along 1 --Axs' 1 2 in Number of Confinement Bars in 3-dir 3 Number of Confinement Bars in 2ir 2 OK i Show Section Properties. 5 _Cancel I OK ;Cancel j -- 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 DCR RATIOS AND 3-D INTERACTION CURVES. BASE COLUMN SECTION PROPERTY Tomasetti i A SHED UnifC·.1-9, 20:j Sets a Uniform Load Sets Click to Acc Fert-063%Add New Load Set. I. .=/,..4.:$,./1 080800 000000000 Add Copy of Load Set.28000 I felocWy/Show Load Set . Delete Load Set 1D 0 D oryp Floorryp Floofyp Floofyp Floor-yp Floofyp Floofyp Floofyp Floofyp FloorTyp FlooD 0 D C]D i h SheN Un form Lcact Set C 3'2 OK Cance ' UNIFORM LOAD SET, "TYP FLOOR", IS APPLIED TO ALL SLAB AREA ELEMENTS AND CONTAIN THE FOLLOWING LOAD - PATTERNS AND VALUES: O - C D SUPER-IMPOSED DL=3psfUnifom, Load Set Name - - LIVE=40psfDTyp Floor Typ Floor PARTITIONS=10psfD Load Set Loads Load Patteni Load Value0 D ,!b. ftiTyp Floor Typ Floor Typ Floor 72*,1,5-:r.r:1„9&717 4-- D uve -W 5. Pad.tion lEC] DTyp Floor Typ Floor 0 0 0 D C Typ Floor D 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. Note. Loads are in the gravity direction. D NOTE THAT OPENINGS IN THE FLOORTyp Floor C D i Cancd SLAB HAVE NOT BEEN INCLUDED FORTyp Floor ryp Flooryp Flooryp Floo.Typ Floofyp Floor-yp Flooi-Typ Floor MINOR ADDITIONAL CONSERVATISM.0 D c -yp Flooryp Flool D CU u>(3 0 0 0 0 0 0 9 U 9 CO U 9 0 9 0 0 O D ETABS MODEL TYPICAL FLOOR LOADING PATTERN/MASSING Tomasetti 2 ur&<:ird@ 3 0 in L) 00 00 m Ll 20 20 30 00 CD0+ ' .0 C D e. . -re-CE.. - 73 70 25 0 - ('O 00O 2 2 0 .2 0 8 D D U Dm m m m m m m m coCD-0 LO LO 10 LO LO Lf)l.0c 5in N 51 n N 51 n N 5in ni 5in N 5; n 01 5 in cd 5in N 5in N 5in D 04 C\.1 0,1 0.1 61 C\.1 N OJ C\1XXXXXXXXX0 0C\1 C\1 CN (N N Chi CN Chi 01r- .--r-r-.-I T-r-r r- DIMENSIONS AND LAYOUT PER FIELD MEASUREMENTS: -5" NORMAL-WEIGHT CONCRETE SLAB -14")<28" CONCRETE BEAMS SPANNING FROM CORE COLUMNS -12"X22.5" TYPICAL CONCRETE FLOOR BEAMS -(4) 28"X28" CORE CONCRETE GRAVITY COLUMNS D 12x22.5Beam 14x28Beam 12*22.5Beam > 1<·" f ED 1 51 n 12x22.5Beam C 5in 12x22.5Bearn D -D 5in 12x22.5Beam 00 r- • r-.:CDbin00oin -CNI x 12x22.5Beam ==t -Dr- 0 5in 12x22.5Beani 14x28Beam D5in 12x22.5Beamr 1 D - -PERIMETER MOMENT FRAME BEAM. SECTION DRAWN IN ETABS SECTION DESIGNER TO INCORPORATE CONCRETE INFILL PANELc12x22*Bearn CD r-r-e--·r0 m m. 0c c E - Eccc.r,3 06 :0 <0 eo .D > /0 -CD - 0 5in m 0 0 0co co m 12.22.5Bear# crl cO DCUD ...10 o LOoill N 5i n CNi Dill N 5,noi E N 5in c,i 5i n (4 5in oi 5in :/14r -9 C\1 3 CN C-\1 /0 01 (\1 -0 .U X X X X CD X X X X , 21 3C.\1 04 Chi 01 co CN N CN '. r- .--1-0 9-r- .-.C 5111 c.4 5in . D 04 X l.2 V>EX 0 C 0 5 9 D 9 "tJ 0 U 0 U 5 0 0 0 0 U . . . 0- 0 C\1 D ETABS MODEL TYPICAL UPPER FLOOR FRAMING MEMBERS -TRAPEZOIDAL MAJOR AND MINOR PERIMETER CONCRETE COLUMNS DRAWN IN ETABS SECTION DESIGNER Tomasetti 3.- 43 Link.·Support Directicnal Prcperties @=1i .41 Le'l ---C·Ce't. 02·.? ,General Identification Link Properb Name 22 -Link Type Proper· Name Damper Lnk Propet· Notes Mod,4 Show Notes..P-Deta Paranieters Modif,··,Show.DIrecton 01 T.,pe Damper - Exponential Total Mass and 'A'eight Nonlinear Mass lb·si ft P.otational Inert.3 1 kip·ft·si Weight -- kip Rotational herte 2 kipti·Lneer Propert,es Prtational 61erba 3 kip41-sr Effective Stiffness .top.in Effective Damping kip-s.·inDirectional Proc,erties Dire·:tien Fixed Non LInear Properties Direction Fo(ed Non Ltnear Properties Nonlinear Properties Modify,/Show for Ul,Stiffness kipi'in Damping KIP-:S 61 EXPECTED NON-LINEAR DAMPER < PROPERTIES FROM TAYLOR 'Ce:CP DEVICES. Damprg Exponent Cles- All Cancel 1 1 1 GEOMETRY SET TO MATCH EXPECTED SLOPE < OF 24.4 DEGREES FROM VERTICAL. LATERAL TRANSLATIONS RESTRAINED AT BASE. 2.% A. r. r'es Cancel 9 I ..*R:%:44'94 .im*la41 ,9<,g tf*'.M.*Fi:1 211: a.*:44\372. O U il · t>>Prft"*'7810 t.- - 41>.1.L 1544*(.4:liti.·212-4.{:4·1 Jetikt:< sig a m t m ETABS MODEL DAMPER DEFINITION Tomasetti 43 Time Histcry Functicn Definition - Frcm File Trne Histor>· Function Name be·:.15:,nE:_NGA._1155 Kocael_1555_H Function File Values Bre , h Define Time Histcry Functicns File Name Browse.. i Tme and Function Values C...Users-·iptofsky'··Documents-·,LASSE N Main Santa Ana-.Analists-\ E TABS \Dne o Values at Equal inter,als of Header unesto Sk© E Fomlat T>DeFunctionsChoose Function Type to Add Prefoc Chars Per Line to Skip :o Free Format225YR (20%/50YR) RECORDS i(RECORDS FOR BOTH --*ne·,rlE NGA 1155 Kocaeli_199i newl E_NGA_1155 Kocael,_1553 ,i Sine Number of Points per une Red Format HORIZONTAL newl EING.A ES 57 Darfield NZ_. ------------...--· Convert to I.Iser Deined -1 View File Characters per Item COMPONENTS)newl E_NGA.-6837 Barfield NZ_,Click to · Function Graphnewl E_NGA_613: Chnitchurch .Add New Function...newt E_NGA._213: Christchurch ne,·.·TE_NG.A._ELS Northridge-21 75YR (50%/50YR) RECORDS newl E_NGA._513 Northndge-Cl Modit.'/Show Function. 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Tomasetti 1 - SET INITIAL'GRAVITY' CONDITION LOAD CASES 2 - CREATE DIRECTIONALITY COMBINATIONS »ereta ucad Case 'a"I 39,1 .caj Case Ty:le 52>'re Trne 6.,stofy . .Ncr ,-8/ ''10.1 iFNK - Ee wce Ct«ts r :fus G=Nr, 4,r. r,• 14395 3«Ce pre.#s ivs:c •t. 2,3«rs Z.' r,ta CO-'te': · Sta- 'Om -r- -S:ez St.te Iertfu ' 0-, S.ate z E-5 0 Ne-ear Case .cass et E-: d Case -ZE rcu=' N./rea' Case a Lead Type -Dec '411 -/7 Sc/e '/cry -4.--1661, 5 Dead .ed: Wr 1 · . -oad lan// SD.19#r 11 3.» GROUND MOTION Hl CORRESPONDS TO X GROUND MOTION H2 CORRESPONDS TO Y idd van- 73.te De'ac!! Ay- 1 1 - 22€6»3 71 r j) Lead Cases »21 :/.anetel 4*/Ja lue,1 Cabc MI¢al Vrker o# 0.*of 1-•ne Stecs Cupu T·me Step Sze ./ UND Damprle Cons!3,1 M C 93 Moofy. 9". . 7,0.0/¥ Fy,"el"Defaut 403¥,/9,ow. 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AU' =ec Case 4'ell brer of CUC,2 Trne S·.eps 1 - T,ru Step 52/ 2C /2 4>13 ./"cr.,C/'stant 3 C BS W./4. yc: NIN·,e¥ ps·Ineters Ze'A '41*, SN·I MIN GRAVITY OK C, L= ETABS MODEL TIME HISTORY DEFINITIONS Tomasetti Memorandum TO COMPANY RE CC Michael Harrah Caribou Industries Alternative Methods Executive Summary (in progress) Cam Simsir, Jackson Pitofsky, Dean Schoenberg FROM Leonard Joseph DATE July 23, 2018 PROJECT NO S18003.01 PROJECT 888 N Main Santa Ana towerNAME 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 Wilshire Blvd, Suite 4450 1 Los Angeles CA 90017-3618 1 T 213,330.7000 1 P 213.330.7001 1 www,ThomtonTomasetti.com Tomasetti Memorandum Re: Alternative Methods Executive Summary (progress) 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. Tomasetti Memorandum Re: Alternative Methods Executive Summary (progress) 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. Tomasetti PROJECT 888 N Main St Santa Ana SUBJECT ASCE41-13 Alternative Methods Summary PROJECT NO.S18003.00 REVIEWER LJICSMP DATE 6/28/2018 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 three Limited Performance Objectives of which are satisfied and the final will be confirmed during the on-going connection design. 2.3 Target Building Performance Levels At the 50%/50year mean recurrence interval (MRI) event, the Collapse Prevention (S-5) and Life Safety (S-3) Levels will be achieved. See Table C2-4 for Concrete frames. 2.4.2.2 3.2.1 3.2.2 Ground Motion Acceleration Histories Building Type Building Configuration Evaluation of the existing structure is being conducted with three separate acceleration histories (each with two horizontal components) scaled to match a 100yr (39%/50yr) MRI Response Spectrum. Ultimately we will use a suite of 72yr (50%/50yr) time histories as provided by the geotechnical engineer. Cl Classification - Concrete Moment Frames The tower floor geometry is regular at all levels. Continuous concrete diaphragms are integrated with perimeter 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: All perimeter columns are captured to an extent by a perimeter concrete infill panel. No irregularly captured columns are present. Column/Beam Bar Splices: Field testing is on-going to confirm splice extents. Column Tie Spacing: With application of Fiber-Reinforced Polymer (FRP) wrap, additional column confinement, shear capacity, and ductility will be provided for all columns extending from the ground floor to L3. Diaphragm Continuity: Visibly satisfied as mentioned above. The Tier 1 checklist is used to help identify structural deficiencies in existing buildings. Considering this structure's limited performance objective, the primary components of interest are 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 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 to 5.4 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. 5.4.2.2 Soft Story Irregularity 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 primary retrofit measure of introducing strategically-positioned viscous diagonal dampers aims to mitigate this primary deficiency. As mentioned above, no significant irregularities are present in this predominantly symmetric, continuous structure. 5.5.2.1 General checks to be carried out for moment frames include drifts and axial stress (in conjunction 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 capacity studies will be performed via the Tier 3 Nonlinear time history analyses. 5.5.2.3 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 pertinent load combinations to determine the most critical. Bar splices - not considered critical as 50%/50yr demand/capacity is typically well below 1.0 and likely bar splice locations are at the elevations of infill panels 'capturing' columns. In the absence of structural drawings or specifications, data will be supplied in the form of on-site investigations as well as targeted destructive and nondestructive testing of building materials and components. Architectural drawings show key member profiles consistent with field measurements. The on-going field testing program includes but is not limited to extracting small- 6.2 Data Collection Requirements diameter concrete cores for strength evaluation, Ground Penetrating Radar (GPR) scans of concrete faces for rebar below the surface, and hardness tests of exposed rebar to establish the proper grades. Considering the patterned nature of the perimeter moment frame and the heigtened focus on evaluating lower level framing members, we aim to attain a 'Comprehensive' Level of Knowledge and 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 7.2 General Analysis Requirements Analysis (RSA) modified for assumed total damping per 7.2.3.6 as another form of validation. 7.2.3.2 Table 7-1 Torsion Required Number of Ground Motions As the lateral system surrounds the tower, shifting the center of mass in the computer models to account for accidentally eccentricity will be studied as a side issue but is not expected to significantly affect member demands. When using 3 ground motions for a Limited Performance Objective structure, the maximum values derived from the set shall be used. 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, Qcl, Is defined as the meanCalculation of Component ActionTable 7-7 minus one standard deviation of the tested concrete compressive strength. For rebar, nominalCapacity: 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 strengths for grades indicated by field hardness testing of rebar exposed by chipping. Two bar10.2.2.1 Concrete Material Proprerties samples will be extracted and tension tested to demonstrate validity of the hardness testing approach. 10.2.2.2 Concrete Component Properties Several site walks were conducted to address the points listed. The coefficient of variation for field test results concerning concrete compressive test to date is well below 20%. Along with additional cores, scans and hardness tests performed at selected10.2.2.4.2 Comprehensive Data Collection levels and plan locations, test frequencies will be consistent with a comprehensive collection program for the perimeter moment frames. Table 10-5 10.3.2.3 Effective Stiffness Values Force-Controlled Actions Column Flexural Rigidity is directly proportional to the level of design gravity loads sustained. For perimeter moment 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. Nonprestressed beams are permitted to use the same 0.3Eclg modifier though the design team recognizes that the deep beam/infill panel assembly is unlikely to experience that level of 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 Isolated partial-elevation analysis models with detailed finite elements of beams and infill panels are used to establish the locations, percentages and lengths of rigid offsets at single-line moment Beam-Column Joint Modeling frame beams in the main model for equivalent lateral stiffness. Behavior is bracketed by including column capture above the floor in some models and minimizing it in other models. 10.3.4 10.4.2.3 Shear and Torsion Strength of Moment Frames "Where the longitudinal spacing of transverse reinforcement exceeds half the componenet effective depth measured in the direction of shear, transverse reinforcement shall be assumed not 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 will be included in calculations. Column shear strength is a function of the axial, shear, and moment demands under a given load combination. The most critical permutation will be identified to establish the governing concrete column shear capacities. For this voluntary seismic upgrade, Limited Performance Objectives of Life Safety and Collapse Prevention under 50%/50yr demands apply. Early analysis runs indicate that the damping devices have reserve capacity beyond the target 50%/50 year demands. The primary identified deficiency Energy Dissipation Systems -is the performance of the lowest level of columns between Ll -L3. On this story alone, eight 14.3.1 energy dissipation devices are in each principal direction of the buildings with four located onGeneral Requirements each side of the center of stiffness of the lowest story. As a demonstration of reserved capacity as required in point 14.3.1.1, the velocity dependent devices shall be capable of sustaining the force and displacement associated with 200% of the maximum calculated velocity for that device at the 50%/50yr level. To account for variability in the damper design properties, two analysis models will be run using Upper- and Lower-Bound Design upper and lower bound parameters. In line with the code recommendations, early comparisons14.3.2.4 between 1.15*nominal design property and 0.85*nominal design property will be conducted.and Analysis Properties Should a smaller range of variability required for acceptability, it will be specified. t r r 1. . .4. 1 . '. 7 00 12 01 10 00 121 UPI E 6 5 r--1 F--1 4 S SCANS AT r RED SHADE A /"-n /---\F-7F-7 -3 F--/ /----1 -1ZONES TYP i:: 11 3 2 MEZZ H CORNER TO PROBE FOR LAP | I lk·H 1 B1 NORTH Oil SOUTH WALL (GRID N GR-B) DRAWN FROM INSIDE TO SHOW TEST LOCATIONS AND TYPES S= SCAN (APG OR COVERMETER) TO LOCATE BARS AND LATER CALIBRATE FROM CHIPPED REGIONS TO FIND SIZE C= CONCRETE CORE AFTER SCAN TO AVOID BARS H= HARDNESS TEST OF STEEL AFTER CHIP (cHip) TO EXPOSE REBAR FOR SCAN CALIBRATION -BOTH V AND H BARS X= X-RAY IN DIRECTION INDICATED IN DETAIL TWEAKED PER FIELD VISIT OF 6/26/2018, NO BUBBLES 11 32 LE1] 0 1 1 4 10 i L_-3 UL LU UEU UL 00 4 1 1 9 -1 3 00 1491 1 JI 44 44 03 44 4 .. PARAPET WALL 11 BEAM OUTSIDE 10 9 icl i : i: i i h 8 7 6 5 : ; I; i ;INFI ; :PAB C 4 4.1 • 1 III p SIDE GLASS OUT BEAM OUTSIDE no /---·n a. g--n ·----· r L 1 fe •WI •1 i : 1 1 01 0 1 10 ; 113 0. .1. . .. . . INFILL WALL PANEL TYP WING ROOF BEAM INSIDE f f f ,\ f \fj \f \\ f '\ f \\\f f f k TYb 1 \ INFILL WALL S SCANS AT PANEL RED SHADE TYP ZONES TYP I Bl CAST Oil WEST WALL DRAWN FROM INSIDE To SHOW TEST LOCATIONS AND TYPES S= SCAN (APG OR COVERMETER) TO LOCATE BARS AND LATER CALIBRATE FROM CHIPPED REGIONS TO FIND SIZE C= CONCRETE CORE AFTER SCAN TO AVOID BARS H= HARDNESS TEST OF STEEL AFTER CHIP (cHip) TO EXPOSE REBAR FOR SCAN CALIBRATION -BOTH V AND H BARS X= X-RAY IN DIRECTION INDICATED IN DETAIL TWEAKED PER FIELD VISIT OF 6/26/2018, NO BUBBLES ...... ...... I--ill ...... Il-ill .lill. .-Ill. Ill-Il 'll-I. 4----, Il---I Urban Testing & Inspections 22138 S. Vermont Ave. Unit G Torrance, CA 90502 .#Iltif *,Ii'Office (310) 320-0482 Fax (310) 320-0483 COMPRESSION TEST RESULTS 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: CASTING TIME: 18-43719-FC SANTA ANA 7/9/2018 CONCRETE m MASONRY GROUT U MORTAR U SHOTCRETE m NON-SHRINK GROUT U MASONRY PRISM U OTHER:CORES CEMENT TYPE I El II Il III m IV U v Fl OTHER: MIX DESIGN No.ADMIXTURE:AIR 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, 5TH 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 26,440 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 SPECIMEN(S) 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 ML-CTR-04 0 10/4/04 FG RAYMOND E. GREENE, PE Metallurgical Engineer 23304 Orchard Avenue Carson, California 90745 ( 310) 922-4991 A I.L R EPORTS AR E SI.m,fITTED AS THE CONFIDENTIAL PROPERVE OF CLIENTS. AL-1*HORIZATION FOR PUBLICATION OF REP€)14-1-%. EXTRACTS FROM. OR CONCLUSIONN IN RESERVICD PENDING MY WIU-1-rev API'l{OVAL,13 A Merl!,U. PROTECTION TO CLIENTS, THE PLFULIC, ANDin'NEI.F, F[LE NO: U0005 DATE: July 18, 2018 LAB NO: 18113 URBAN TESTING & INSPECTION, INC. 22138 Vermont Avenue Suite G Torrance, California 90502 ATTN: Mr. Tom Miller SUBJECT : Measurement and Field Brinell Hardness Testing of first floor slab reinforcing steel bars 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 of reinforcing 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 ASTM A 615 Deformed And Plain Carbon Steel Bara For Concrete Rejnforcement 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 the adjacent concrete. The bar sizes were determined by measuring the diameter of the exposed bars using 6-in. calipers. Hardness of the steel bars was determined with a Telebrineller Field Brinell Hardness Tester. The hardness results were converted to approximate tensile strength in accordance with Table 2B of the ASTM A 370 Standard: LOCATION OF TESTS: TEST NO.LOCATION IN STRUCTURE 1 2nd Floor Column NS Vertical #11 Reinforcing Steel Bar, South Face, 53-inch Above Deck 3rd Floor Column J 13 Vertical #9 -Reinforcing Steel Bar, lEast Face, 56- Inch Above Deck REPORT OF TESTS Hardness ofReinforcing Steel Bar: ID No.Bar Size Hardness. BRIN Conversion To Tensile Strength, PSI 1 11 193 91,0002 9 248 I j 9,000 ASTM A 6 I 5 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 1: 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 of record 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 suuctural steel) and 3) hard (similar to Grade 60 reinforcing steel bar). In ]958 two additiona] 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 A 615. 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 strength determination of the tested bars indicates that the I 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, Metallurgical Engineer lut 1681 9% 4 'ALLURGS*4;7 4120«-fr/urr44 Or©,-LA i.tr i Raymond E. Greene, PE BRINELL HARDNESS TEST LOCATIONS CARIBU INDUSTRIES 888 North Main Street Santa Ana, California 2nd Floor Test Location r f - Test Location 1 .. ,-1 - --:'.El ; • D imj 0 1 6 U 0/0 8hi ' i : 3. eli 3 211 1® If:.6,-4 7 -4- i A h., 1 2 .. T : 1 O : 1 0 .6 ... if 1 2-41 1 1 1 T' \ €Pi 6 C.En -r ::1 ·r · R. 1 12:• - , .iXI 4. 1 1L 1-1 6 igi!2 0 I il b 0 t: 2 5 4 3 L ( KC H C. G F D DC : 1 1] r 0 t . 1 0 516 0 1 0 1 FC C i B 13 1/f?· ·· - - i.. t-.. 12 11 10 9 8 7 1 BRINELL HARDNESS TEST LOCATIONS CARIBU INDUSTRIES 888 North Main Street Santa Ana, California 3rd Floor Test Location r ' :) r ·1... t. : ' 1., - 1 0. .. . 0 NC M 0 U' b 1 6 & i ij h m:1 ®911 1 K .La . U--1 - i al-11!U e 1 1,11 6 ......4 .1 6« a r= C.· 0 0 m G> I L X 0 _ w . n : , n - 1.- .-€ I-- . r- ... Test Location 2 S -·----7 .1 t i I 0 4/ it li 2.71 0 2 3 6. C 15 0 e 1 135 1 . :j I t. 4 11 10 9 8 7 6 5 4 U 09 9.-2