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Specifications
-- ---- -- - - enn - ox - nzlustries Inc. = Produet - Submittal -- - - - - -- - System 14 _RTl4- =13,4 Package Model LGH240H4B Description: PKGGE /20TON /CONFIGURABLE HEATING PERFORMANCE Heat Source Natural Gas Gas Supply Connection 1.00 (in.) H/E Lowlnput 169000 (Btuh) H/E Heat Rise 24.1 ( °F) H/E Highlnput 260000 (Btuh) AFUE/ ThermalEff 80 H/E I- lighOutput 208000 (Btuh) Number of Heating Stages 2 System 1 IeatOutput 208000 (Btuh) Gas Supply Pressure 7 (in.WC) COOLING PERFORMANCE Refrigerant R-410A Number Compressors 4 -__ -_ ARI -EER - -- - -- 12.0 Number of Cooling Stages 2 ARI IEER 13.2 Condensate Drain Size 1.00 (in.) ARI Total Power 19200 (W) Cooling OutdoorDB 95.0 ( °F) ARI GrossTotalCool 238000 (Btuh) Cooling MixedDB 80.0 ( °F) ARI NetTotalCool 230000 (Btuh) Cooling MixedWB 67.0 ( °F) Coil GrossTotalCool 247300 (Btuh) Coil DischargeDB 56.3 ( °F) Coil NetTotalCool 233704 (Btuh) Coil DischargeWB 56.3 ( °F) Coil GrossSensCool 192894 (Btuh) Unit DischargeDB 58.0 ( °F) Coil NetSensCool 179298 (Btuh) Unit DischargeWB 57.3 ( °F) Coil MoistureRemoval 51.3 (Ib /hr) System MoistRemoval 51.3 (Ib/hr) SUPPLY FAN PERFORMANCE Supply Fan Total Air Flow 8000 (cfm) TotalStaticPress 0.91 (in.WC) Supply AirFlow 8000 (cfm) Wet Coil Static Press 0.13 (in.WC) ExtStaticPress Supply 0.50 (in.WC) Gas li/E Static Press 0.11 (in.WC) SupplyFan Req'dPower 4.68 (hp) Added Filter Static Press 0.06 (in.WC) SupplyFan NomPower 5.00 (hp) Economizer Static Press 0.11 (in.WC) Supply Fan Type CAV Belt Drive Air Filter Qty 6 SupplyDriveReq'd RPM 90) (rpm) Air Filter Length 24.0 (in.) SupplyDrive Min RPM 850 (rpm) Air Filter Width 24.0 (in.) SupplyDrive Max RPM 1045 (rpm) Air Filter Thickness 2.0 (in.) ELECTRICAL Voltage 460V 3Ph SupplyFan FLA 7.6 (amp) Frequency 60 (Hz) CondensingUnit FLA 7.8 (amp) System MCA 50.0 (amp) CondenserFan Power 1950 (W) System MOCP 50 (amp) Compressors RLA 32.0 (amp) Cooling FLA Total 47.4 (amp) Unit Oper Range -Nom Voltage +/- 10% DIMENSIONS Cabinet Width 91.1 (in.) Downflow Supply Length 20.0 (in.) Cabinet Length 132.6 (in.) Downflow Supply Width 28.0 (in.) Cabinet Height 54.3 (in.) Downflow Return Length 15.0 (in.) Total Weight 2430 (lb) Downllow Return Width 60.5 (in.) SOUND Outdoor Sound Rating 94 (db) Project 3000243924 TOYS R US #8006 Last Changed MIKE W JOHNSTON .2uote. 4000289401 TOYS R US #8006 Prepared On 2011 -10 -28 Page 3 of 13 Phone 972 -497 -6884 • Len nox- I - ndustri pnc. - = Product System ID:TU - -I ; Package Mo e : UGH2410H4B Description: PKGGE /20TON /CONFIGURABLE • r SYSTEM FEATURES Durable Outdoor Enamel Paint Finish Crankcase Heater Copeland Scroll Compressor Timed Off Control Pre- charged Refrigeration System AGA -CGA Certified Expansion Valves Units will operate cooling down to 0 degrees F ( -17.7 degrees C) without additional controls. High Capacity Driers Redundant Comb. Gas Control Valve Low Pressure Switch Electronic Flame Sensor -- - - High Switch (M Reset) Direct Spark Ignition Totally Enclosed Fan Motor Aluminized Steel Inshot Burners PVC Coated Fan Guard Separate Compressor and Controls Compartment Fan and Limit Controls Limited compressor warranty of 5 years Factory Test Operated Limited warranty on all other components of 1 year Bonded for Grounding See Limited Warranty Certificate included with unit for details Internal Pressure Relief Valve Limited warranty on aluminized heat exchanger of 10 years Overload Protection Limited warranty on Prodigy Unit Controller of 3 years INCLUDED SYSTEM OPTIONS - FACTORY INSTALLED 2 IN MERV8 FILTER DISCONNECT GFCI - FACTORY INSTALLED /FIELD WIRED BY ELECTRICIAN NOVAR ETM -2051 SA SMOKE DETECTOR STANDARD CAP BAROMETRIC RELIEF DAMPERS GLOBAL ECONOMIZER Project: 3000243924 TOYS R US #8006 Last Changed: MIKE W. JOHNSTON Quote. 4000289401 TOYS R US #8006 Prepared On: 2011 -10 -28 . . • Page 4 of 13 Phone: 972 -497 -6884 Lennox Industries Inc. - Product Submittal Sys e TRTU -5___ Package 1VIldeI: LGI-1060H4E Description: PKGGI /5TON /CONFIGURABLE, HEATING PERFORMANCE Heat Source Natural Gas Gas Supply Connection 0.50 (in.) H/E High Input 105000 (Btuh) H/E Heat Rise 38.9 ( °F) `' H/E HighOutput 84000 (Btuh) AFUE /ThermalEff 80 System HcatOutput 84000 (13tuh) Number of Heating Stages 1 Gas Supply Pressure 7 (in.WC) COOLING PERFORMANCE Refrigerant R -410A _ Number Compressors 1 ARI EER 12.7 Number of Cooling Stages 2 ARI SEER 17.1 Condensate Drain Size 1.00 (in.) ARI Total Power 4700 (W) Cooling OutdoorDB 95.0 ( °F) ARI GrossTotalCool 61600 (Btuh) Cooling MixedDB 80.0 ( °F) ARI NetTotalCool 60000 (Btuh) Cooling MixedWB 67.0 ( °F) Coil GrossTotalCool 63300 (Btuh) Coil DischargeDB 56.6 ( °F) Coil NetTotalCool 60917 (Btuh) Coil DischargeWB 56.4 ( °F) Coil GrossSensCool 47475 (Btuh) Unit DischargeDB 57.8 ( °F) Coil NetSensCool 45092 (Btuh) Unit DischargeWB 56.8 ( °F) Coil MoistureRemoval 14.9 (lb/hr) System MoistRemoval 14.9 (lb/hr) SUPPLY FAN PERFORMANCE Supply Fan Total Air Flow 2000 (cfm) TotalStaticPress 0.74 (in.WC) Supply AirFlow 2000 (cfm) Wet Coil Static Press 0.10 (in.WC) ExtStaticPress Supply 0.50 (in.WC) Gas H/E Static Press 0.04 (in.WC) SupplyFan Req'dPower 1.00 (hp) Added Filter Static Press 0.05 (in.WC) SupplyFan NomPower 1.00 (hp) Economizer Static Press 0.05 (in.WC) Supply Fan "I' MSAV Direct pp Type • Drive Air Filter Qty _ 4 SupplyDrivcReq'd RPM 1016 (rpm) Air Filter Length 20.0 (in.) Motor Torque Pct 73 Air Filter Width 20.0 (in.) Air Filter Thickness 2.0 (in.) ELECTRICAL Voltage 208V IPh SupplyFan FLA 7.4 (amp) Frequency 60 (Hz) CondensingUnit FLA 4.1 (amp) System MCA 44.0 (amp) System MOCP 60 (amp) Compressors RLA 25.6 (amp) Cooling FLA Total 37.1 (amp) Unit Oper Range -Nom Voltage +/- 10% DIMENSIONS Cabinet Width 47.0 (in.) Downflow Supply Length 20.0 (in.) Cabinet Length 85.3 (in.) Downflow Supply Width 18.0 (in.) Cabinet Height 46.9 (in.) Downflow Return Length 29.0 (in.) Total Weight 693 (lb) Downflow Return Width 11.0 (in.) SOUND Outdoor Sound Rating 82 (db) ' roject . 3000243924 TOYS R US #8006 Last Changed. MIKE W JOHNSTON Quote 4000289401 TOYS R US #8006 Prepared On 2011 -10 -28 Page 8 of 13 Phone. 972- 497 -6884 • • Lentnox Indust ies - Inc. - Pride ucfS ubmittal - System 11)540.„.., -- - -_. . . - — -- - – Package MliTdel: LGH060H4E Description: PKGGE /STON /CONFIGURABLE SYSTEM FEATURES Durable Outdoor Enamel Paint Finish Crankcase Heater Copeland Scroll Compressor Timed Off Control • Prc- charged Refrigeration System AGA -CGA Certified Expansion Valves Units will operate cooling down to 0 degrees F ( -17.7 degrees C) without additional controls. High Capacity Driers Redundant Comb. Gas Control Valve _ _ _Low Pressure Switch_ _ _____.___ .- .Electronic Flame- Sensor - - - - -- — High Pressure Switch (Manual Reset) Direct Spark Ignition Totally Enclosed Fan Motor Aluminized Steel Inshot Burners PVC Coated Fan Guard Separate Compressor and Controls Compartment Fan and Limit Controls Limited compressor warranty of 5 years Factory Test Operated Limited warranty on all other components of 1 year Bonded for Grounding See Limited Warranty Certificate included with unit for details Internal Pressure Relief Valve Limited warranty on aluminized heat exchanger of 10 years Overload Protection Limited warranty on Prodigy Unit Controller of 3 years INCLUDED SYSTEM OPTIONS - FACTORY INSTALLED 2 IN MERV8 FILTER DISCONNECT GFCI - FACTORY INSTALLED/FIELD WIRED BY ELECTRICIAN • NOVAR ETM -2051 SA SMOKE DETECTOR STANDARD CAP BAROMETRIC RELIEF DAMPERS GLOBAL ECONOMIZER 'roject: 3000243924 TOYS R US #8006 Last Changed. MIKE W. JOHNSTON • • Juote• 4000289401 TOYS R US #8006 Prepared On: 2011 -10 -28 Page 9 of 13 Phone 972 -497 -6884 i r f I V • I ! 1 (1.) ON LONG SIDES, ATTACH HOLD DOWN CLIP TO ROOF CURB OR ADAPTER USING 4 - #14 SELF TAPPING SCREWS PER EACH BRACKET. (2.) AFTER UNIT HAS BEEN POSTION ON TOP OF ROOF CURB OR ADAPTER ATTACH HOLD DOWN CLIP TO UNIT BASE RAIL USINGS 4 -#14 SELF TAPPING SCREWS PER EACH BRACKET. 1 1/4 LENGTH -/ 1/4 LENGTH El 1/4 LENGTH 1 1/4 LENGTH 2 5/16" I n n - 1 11/4" I '-- Q[ ]E INSTALL C Cl E 4 3/4" TO AVOID I CHANNEL I ____4,_ LJ J 1 1/4" U LJ I 2 5/8" • HOLD DOWN CLIP (TYP.) • 1 #14 SELF TAPPING SCREWS 0 PRE PUNCHED HOLES FOR ' EASIER INSTALLATION. id• ' %%°14 CUABS 'PLUS NM! o 1200 Canine Rd. HOLD DOWN CLIP (LENNOX L- SERIES) Phone : 6) 858-1188 / FAX (706) 866 -2339 MOUNTING DETAIL website: www.curbs - plus.com - - -- Curbs Plus, Inc — ._. -- - - 1200 C arline R d Rossvillc, G A 30741 PH (706) 858 - 1 188 / Fax (706) 866 -2339 CPT -1 Transition -Curb System ATTENTION: SEISMIC INSTALLATION NOTES 1. REMOVE EXISTING UNIT 2. CLEAN THE TOP OF THE EXISTING CURB 3. APPLY NEW GASKET ( PROVIDED ) AROUND THE PERIMITER OF THE EXISTING CURB & AROUND THE S /A, & R/A OPENINGS 4. PLACE TRANSITION CURB ON EXISTING CURB. ( CROSS CHANELS ARE SOMETIMES RELOCATED IN CPT'S TO ACCOMODATE AIRFLOW. VERIFY S/A & R/A ORIENTATION TO DUCTWORK ) 5. ATTACH CPT TO CURB WITH # 14 SELF DRILLING r SCREWS ( LENGTH AS REQUIRED) 4 AT DUCT SUPPORT CHANNELS, . AND AROUND PERIMITER NOTE: BE CAREFUL NOT TO PUSH THE ( AT 9" ON CENTER - TYP.) TRANSITION CURB OUT OF • ALLIGNMENT WHEN YOU ATTACH IT TO THE CURB. ' ATTACHMENT AT CURB WALL st G <O l 9 O.C. k (TYP ) GASKET 9" O' ( PROVIDED ) (TY P) GASKET ,441 41 (... _ X , ,,„ R' J �O G G ATTACHMENT Ns‘l ���� AT DUCT OPENING Page Of Bend Structural • Engineering, P.C. 'Memo • To: Bend Heating and Sheet Metal, Inc. Front Sandy Crenshaw CO Briget@Brinco.com Date: 2/21/2012 Ree To R Us store #8006 located at Tigard, Oregon Findings and Determinations: Structural calculations are based upon operating weight of specified new unit, adapter curb, economier, power exhaust accessory (If required). X PASSED ❑ FAILED 0 'VA k. etwee9 5171 4.6 0 6 Pin 4o✓'_ �N 15.� � �,�' C. Cfit� EXPIRES: 12/31416 1 4 :O J% Sandy Crenshaw PE, SE no 00 Jt 541- 977 -3738 February 21, 2012 Wayne Murray Bend Heating and Sheet Metal Inc. 61540 American Lane Bend, OR 97702 Subject: Toys R Us Tigard Store - New Rooftop Mechanical Units 1, 2, 3, 4, 5 10065 SW Cascade Avenue, Tigard, Oregon Re: Structural Review To facilitate replacement of the mechanical equipment, we have visited the site and reviewed as -built plans of the structure and weights of existing and new equipment provided by the client. New RTU 1, 2, 3, and 4 weigh less than existing units and new RTU 5 weighs more than existing. All will be mounted in the same locations with transition curbs to fit existing roof openings. The structure generally appears to coincide with the plans dated 4/20/1981 provided by the Toys R Us construction plans website. Based on the plans and weight of equipment, we find the proposed upgrade of all five mechanical units acceptable for this structure. This review complies with the 2010 Oregon Structural Specialty Code, see attached calculations. Structural evaluation of the building is based on non - destructive visual observation, existing and new equipment weights, and the plan set provided. Only portions of the structure affected by the proposed mechanical unit replacement are addressed by our office at this time. A complete detailed analysis of the gravity and lateral systems was not performed. Connection of new equipment to roof framing was also not addressed. If you have questions or need further engineering, please contact our office at the number above. a /1 Sincerely, ty wre es , BEND STRUCTURAL ENGINEERING, P.C. 51 10 Sandy Crenshaw, PE, SE ' / Q44P President �, v, GON �. � EXPIRES: 12/31415 vr,: ^::.hC;nflyl 1111 ,ori con 6 1538 S.I lwy77 Moll'? '?.‘r 3. nCI. (); .7/702 V VA G\ N e Sandy Crenshaw PE, SE 1 541- 977 -3738 Bend Heating and Sheet Metal, Inc. Structural Calculations for: Toys R Us 10065 SW Cascade Avenue Tigard, Oregon Prepared by: Sandy Crenshaw, PE, SE 51710 'V � � / • , - EGON / n. LC EXPIRES:1241 L January 21, 2012 Job Number: 488 ,:WV, ' IrIlr II i'<11cirr :1 .r: .11' 1 51.'i s, Ir.vy Y7 ;i_riI V 2r77 lit r1(• OR ' /102 0. 9 0 ci ., ci) - 0 92 :,O' T G• . . f 24 io• .. ___,P11........ 21 1 I 23 %5 J, 23 i 24 4' i ZX,1% 24 I /cam' ' T i ' I 5‘2 I [ R6 [ 7[ s' `i [ '� / f ' / • ill'! -- - -- - - - - ` mot. 9 • jl „ I - . t :9u':a '° • r......,...._ _a42 C ^ _ - � .a 10r/ •. w•Lli / - 1 I O✓ar 6. 4.4.10,01 0.414 L i s . / •L / Q I r "� T PI / 0• -ITAN JJ.44 Q- 6 t . rli. r.es,e,0 / D TVA CC I. . MOW VOW El I. :1 LA+pACTOA PAL /.O WOW, 10.46, o,aR .. SNA000 z; RII+e % ✓TJ '� ,6, • G4.t✓rt f 4/2 A Ca w. • A Teo./ - • I N..44.4 A< 7O JIO nat/S I' I /dA /WB/tt ' FTd- .Jile [ - i „19.1 ly • I 9/, [ i . ' i Mall 4WaseRL ` [ ivo rE: . r ' . ST E'I�PEO l 1 7 It '� TOP Ch ALL /NIrEI/OR COL. 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Sheep 52 4/20/131v. t, el PROJECT Toys R Us TIg1.d PAGE : CLIENT : Bend Heating and Sheet Metal DESIGN BY : ;, JOB NO.: 488 DATE : 2f2012012 REVIEW BY : BebelbAiuhsb Deseda0lSC 08 (Matdralatt LatereFForce Procedure, ABCE 745 & Supplemerd INPUT DATA DESIGN SUMMARY Typical floor height h e 10 ft Total base shear Typical floor weight w, a 998 It V e SD) a 351 k (SD) Number of floors n = 1 0.25 W, D) = 251 It, (ASD) Importance factor (ASCE 11.5.1) 10 1 (lac Tab1600.5) Seismic design categ 0 D Building location Zip Code 97223 Latitude: 45.442 Site class (A, B. C, D, E, F) D pt no soil napoi, use o) Longitude: -12277B The coefficient (ASCE Tab 12.8-2) C, = 0A2 Ss. 91.417 %g , S,s, v 1.060 a . F = tin The coelficlent(ASCE Tab. 12.2.1) R • 2 Si a 33.957 xs , S,,,1= 0se4 g , F, . 1.721 Soso 0.708 g , So, a 0.390 g h„ 18.0 ft k e 1.00 . (ASCE +ae.a. pp 110) x .. 0.75 , (ASCE Tab 12.0.2) W e 995 It Lw,h n 17,910 T oC,(h,J'= 0.17 Sec. (ASCE 128.21) VERTICAL DISTRIBUTION OF LATERAL FORCES Level Level Floor to floor Height Weight j•teral force 0 each level IA hraom force No. Name Height h, w, , wit ' C. F, V. O. M. LP, LW, F., It fl k. k k k -ft k k k 1 Roof 18.0 995 17,910 1.000 351.5 351.5 995 281 18.00 351.5 Ground 0.0 6,326 f, dio 1,10kv ,, G v.c. ,„ .vv-tikov- is Tigard Toys R Us Mechanical Units MECHANICAL EQUIPMENT: Unit Existing Unit New Unil Corner Weights (lb) New Unil New Curb Total Curb Weight (lb)* AA BB CC DD Total (lb) Weight (Ili) +equipment 1 3900 617 620 741 738 2716 520 3236 2 3900 617 620 741 738 2716 520 3236 3 3900 617 620 741 738 2716 520 3236 4 3900 617 620 741 738 2716 520 3236 5 600 159 179 289 256 883 185 1068 16200 14012 ROOF LOADS: Roof Dead Load: Per original plan set: buil up roof 7 insulation 2 metal deck 3 joists 3 24H11 @ 6'- 1 "o.c. ceiling 3 no ceiling present, but accounts for lighting /electrical/misc. display 5 TOTAL (psi) = 23 "'per original plan set'° Roof Live Load = 30 psi a 5 poi S nbxr r D IG Building square footage (sf) = 43090 Existing Roof dead (k) = 1007.27 New Roof Dead (k) = 1005.08 Increase = -0.22 % Existing Roof five (k) = 1292.70 New Roof Live (k) = 1292.70 SEISMIC LOADS: Existing seismic load (k) = 0.25W = 251.82 New seismic load (k) = 0.25W = 251.27 -0.22 % Seismic base shear for new equipment is less than a 10% Increase. OSSC Section 3404.4 exception allows for less than 10% increase to any element: therefore new seismic load is acceptable. Wind load remains unchanged. I • • STANDARD LOAD TABLE / OPEN WEB STEEL JOISTS, H SERIES eased on A9oerabb Sims el 30400 p911 e t Adopted by the Steel Joist Institute and American Institute of Steel Construction, Inc., October 1, 1974. „' • Ioersbte total safe bads In pounds per Ilnsar • • • 11 Seth. Steel Jobb - for Jolsl depths 24" to 30" 101S7 771 2418 24117 2410 24119 24510 24111 • 3 26110 781110 26511 4658 2140 210410 26511 301111 18119 60510 301411 MOULD. 24 24 24 24 2 24 26 29 26 25 28 22 28 28 30 30 30 30 Inirfflig I IL 462 679 718 861 • 1106 764 929 1040 1203 648 1000 1124 1300 000 1076 1207 1307 L . rU.ERe IUC. sex sow Sox 7000 6200 6700 7200 7600 8300 6700 7200 7700 6400 6600 7509 6100 8700 505.0 ER71e 197.8 239.8 207.9 330.0 37 . 423.0 333.0 380.0 499 0 5014 389.0 455.0 512.0 586.0 4484 5259 691.0 677.0 Woe _ Imo R1� 10.3 116 127 14.0 1: ` 12 14.8 16.2 174 136 16.2 188 13.3 14.2 16.4 17.3 166 f 79 El 24 467 433 303 583 626 75 448 464 480 560 600 . 26 431 448 482 538 577 631 515 654 586 838 ® 47 375 430 444 510 558 807 402 633 583 615 L . 4e 414 420 500 538 686 479 514 643 593 479 614 550 400 Cs 330 408 29 366 400 414 483 317 566 482 407 524 572 462 497 631 579 303 356 L 30 5 337 400 487 500 647 417 460 507 653 447 490 513 560 453 600 540 580 31 320 374 367 452 484 529 432 485 490 635 432 485 497 542 430 484 523 581 C>7 245 299 373 414 465 416 92 901 393 375 436 489 513 419 450 473 610 410 450 431 526 425 450 602 644 225 272 339 376 423 482 390 445 33 253 352 384 424 456 407 406 432 481 500 408 436 4417 609 412 455 495 527 L 205 249 309 343 336 440 346 405 496 404 34 268 353 412 441 462 394 424 447 483 394 424 453 494 400 441 478 512 108 227 283 314 353 402 317 971 417 476 370 35 231 313 343 400 429 469 383 411 434 474 389 411 440 480 369 429 433 497 172 208 259 288 923 360 290 340 383 497 338 996 30 238 201 95 333 889 417 436 372 400 422 481 372 400 428 407 375 417 450 483 160 191 236 764 79. 339 267 312 35? 401 311 364 410 359 L E7 225 480 324 378 405 443 382 390 411 449 382 389 413 454 383 406 436 470 146 176 219 243 274 312 246 288 324 370 287 33E 375 432 333 387 436 38 213 266 315 336 395 432 353 379 400 437 353 370 405 442 359 385 429 459 135 162 202 225 253 258 22F 266 299 341 255 310 349 399 308 357 402 39 202 252 306 339 365 421 344 339 380 425 344 369 995 431 349 385 415 446 r T 124 150 187 208 234 236 210 248 276 310 245 287 922 369 232 331 372 426 E 40 103 240 350 375 410 390 350 415 336 380 363 420 340 375 405 435 116 139 , 174 193 217 247 104 221 256 293 227 265 299 342 262 308 345 396 41 163 228 234 337 386 400 311 361 371 405 327 351 378 410 332 388 335 424 r_ 107 129 161 179 201 229 191 211 238 272 211 247 278 318 243 285 320 387 I Lrc 42 175 219 771 322 357 390 296 943 362 395 319 343 387 400 324 357 388 414 100 120 160 168 18► 213 165 197 221 253 196 229 258 295 226 255 298 341 43 167 208 253 307 345 381 293 334 353 386 305 335 356 391 318 349 377 405 93 112 140 155 174 leg 158 183 205 235 182 214 241 275 211 247 273 316 44 159 193 247 293 330 373 270 310 946 877 201 327 950 382 300 341 368 396 87 10S 130 145 163 193 148 171 193 220 171 200 225 267 18B 230 259 207 46 152 190 236 290 315 364 256 305 338 300 279 320 342 373 239 333 380 387 81 98 122 135 152 173 137 160 180 205 159 187 210 240 184 215 242 278 48 148 III 228 288 302 345 247 291 326 391 287 19 335 356 263 326 • 352 378 lb 92 114 121 142 128 160 168 13 149 j 3 ... 76 197 223 172 202 22/ 260 139 114 216 257 •‘,� 237 279 314 353 255 302 326 357 274 310 345 370 r 71 88 107 I . 13 120 140 158 180 140 164 184 211 181 ..♦!8 213 244 - 134 167 207 246 227 tea 301 346 245 259 321 350 233 311 398 383 67 61 100 111 125 143 112 192 148 169 III 154 ._±,u. 195 151 177 200 229 �n4 4 218 257 289 334 235 279 312 343 252 208 335 356 106 124 199 159 124 144 163 186 142 167 ,--in.. 215 8 0 4 00 247 277 321 225 257 300 338 242 287 322 348 - 100 117 13 160 116 136 153 175 134 157 177 202 31 201 237 207 308 217 258 288 328 233 275 309 541 94 110 124 141 110 125 144 15 126 140 166 191 G r 62 103 223 235 207 209 247 277 321 224 265 286 335 [1: e8 104 117 133 103 121 136 156 119 139 157 190 63 BB 1� 267 8 :177 112 13 132 148 )711 54 193 729 257 297 208 246 278 319 92 108 121 189 106 126 140 161 65 196 248 287 200 237 286 833 87 102 116 132 101 118 133 152 55 160 213 239 278 193 229 257 297 83 97 109 125 95 112 128 144 51 1 Approximate Weights per Linear Fool of steel joists only. Accessories and nulls/ strip no) Included. 187 421 11 9 737 • 77 For an approximate total load carrying capacity eta maximum albweble tensile stress of 22600ps1. the fatal toad 1 06 119 187 60 wolfing talpimly shown in the load table should lie multiplied by Om ratio 22730. 130 213 436 277 �•1 69 " Section 6.9 or the "Standard Specifications for Open Vyeb Steel Joists. H Sanas" be the design LNE load 86 101 113 130 deflection is fellows' 174 206 231 283 FLOORS. 11360 span. ROOFS. 1/330 span where a ;Heeler ceiling q attached as suspended. 1240 of span ler all 61 95 105 123 99 00151'cues 198 199 224 259 I I I I I I I 1 1 I I I I 77 _ 91 102 117 Lonna ABOVE 711E COLORED LINES ARE GOVERNED 87 EAR. A dead + (eve, = (231.30 (&„ / ) = 322 plc . 334- p1-1 :Ok 13 � s ' ti 1.1306 �' �2�0 Cis = (30 (0108 z' 1 ati ~ I 4 162Plf x1.5 - ZZ IC:.O 0 STANDARD LOAD TABLE Based on Allowable sae.. of 30,000 Mitt OPEN WEB STEEL JOISTS, II SERIES Adopted by the Steel Joist Institute and American Institute of Steel Construction, Inc., October 1, 1974. Standard Load Table, Copyright Steel Joist Institute. Reprinted by permission. The black figures in the following table give the TOTAL safe a deflection of 1/240 of the span may be obtained by multiply- uniformly distributed load- carrying capacities. In pounds per is the figures In blue by 1.5. In no case shat! the total load linear foot. of H Series Steel Joists. The weight of DEAD loads, including the inlets, must be deducted to determine the capacity of the joists be exceeded.** Tests on steel joists designed In accordance with the Standard LIVE load carrying capacities of the joists. The load table may Specifications have demonstrated that the Standard Load Ta- be used for parallel chord joists Installed to a maximum slope bles are applicable for concentrated top chord loadings (such of Vs inch per foot. as are developed In bulb -tee roof construction) when the sum La The figures shown In blue In this load table are the LIVE loads of the equal concentrated top chord loadings does not exceed g the allowable uniform loading for the joist type and span and per linear foot of joist which will produce an approximate de- the loads are placed at spacings not exceeding 33" along the flection of 1/360 of the span. LIVE loads which will produce top chord. Allowable total sale loadsln pounds per linear foot of M Settee Steel Joists - for !Diet de the 9" to 16" L 101ST1YPt INS - 10141 - 10144 - 12111 1214 OHS 12115 14111' 14114 14111 14M5 14117 151(4 lal - 11115 - 11117 ' tell OVERALL 8 10 10 12 12 12 12 14 14 14 14 14 16 1 16 16 18 t3>I RESUMES YOY. E:. .1) 91 116 148 140 180 222 260 165 212 259 307 389 221 28 344 413 478 1.... '[NO'S bedew) 2400 2500 2800 2800 3200 3600 3900 3200 3500 3600 4200 4600 3800 4800 4800 200 ttott 12.3 19.8 24.5 28.9 37.8 44.3 52.6 40.1 52.4 61.4 73.2 88.2 64.5 79. 93.5 ' 12.6 129.5 r at a101n. 5.0 5.0 6.1 5.2 6.2 7.1 8.2 5.6 6.5 7.4 8.6 10.0 6.8 7. 8.8 10.3 11.4 r SPAN , , L_... li 8 533 l._ 10 480 500 580 460 C� . - . L 11 436 455 509 345 12 400 417 487 467 533 600 650 E 13 164 385 431 431 492 554 600 Cm 209 337 417 '; 14 310 357 400 400 457 514 557 457 500 543 600 857 167 270 334 393 15 270 333 373 373 427 480 520 427 467 507 560 813 136 219 271 320 418 ._ _ 16 232 302 350 350 400 450 488 400 438 475 525 576 475 538 675 813 650 L -- 17 112 181 223 345 404 480 366 268 329 378 424 459 378 412 447 494 541 447 508 541 576 812 18 239 288 287 �_� 356 400 433 389 422 487 511 422 478 511 544 576 E 127 157 185 242 284 337 257 338 393 413 19 214 273 259 -- '3i- 379 411 305 388 400 442 484 400 453 484 516 647 r - 108 133 157 208 241 286 218 285 334 399 470 1 432 E 20 193 247 233 300 360 390 275 350 380 420 460 388 430 460 490 520 92 114 135 177 207 246 187 245 287 342 403 301 370 437 21 212 272 336 371 249 320 362 400 438 334 410 438 467 495 117 152 179 212 162 212 248 295 348 280 320 377 454 22 193 248 306 3188555 227 292 345 382 418 304 391 418 445 473 101 133 155 23 176 227 280'28' 208 267 365 400 279 328 00 426 452 89 116 136 182 123 161 189 225 265 198 243 287 348 398 LL... 24 162 208 257 301 191 245 300 350 383 256 334 383 408 433 78 102 120 142 108 142 166 198 233 174 214 304 350 Et: 178 226 278 T 368 238 392 418 96 125 147 175 206 154 190 269 310 183 209 256 303 354 218 285 339 377 400 85 111 131 156 137 169 199 239 275 27 151 194 237 281 202 284 315 363 385 76 99 117 139 164 122 151 177 214 246 • 28 140 180 220 261 314 188 248 283 350 371 68 89 104 125 147 110 135 159 16g, 220 29 - - - - - 175 229 273 33447 359 • t Approximate Weight. per Linea Foot of steel puts only Aeessawne end tuner stop not 99 121 143 172 198 included 30 it For an eppraume a total lead carrying capacity ala maximum allowable wade suet of 22 .000 164 214 255 308 347 I e toted toed carrying capacity shown in the toed table should be multiplied by the ratio 89 89 110 129 156 ` 179 31 " Section 59 of the "Standard Specifications tor Open Web Steel Joists H Series' enrols Ins 153 200 239 287 332 design LIVE load deflection as falowt 81 99 117 141 182 32 FLOORS. ip 960 span. ROOFS 1!380 span where s plater ceding h attached or suspended 144 188 224 269 311 _ _ - - _ - 74 90 _ 107 128 148 WADS ABOVE THE COLORED LIMES ARE (LOVERMED BY SMEAR. dK. t - Lt a 322PI r ED < 3 (o'J OF I • 0k 11 P If s 6 K • CuENT Bend Heating & Sheet Metal Nl CI l C• PROJECT Toys R Us � ` Tigard, Oregon ' � ,... Sandy Crenshaw PE, SE SC 2/21/12 ' 0 I u % ' .d 541 - 977 -3738 BY DATE REV, ‘11.t-' 488 JOB NO. _ SHEET I OF RTO 1,2,a, -- , n Qp- - �O b - J0 ,5 ;5 w/ 04 ani CO 1 0nai'�, (all ..staple spar) J RTU 5 © T L! E 322 9 , o� gl 4, 4 L $ 1 1 i 1 d 4 1 i -1 46,83 i t 1.14,83 1 4(0,83 1 haeb. (23+30P 322Pi f /2 o,st I o 1 pl f J ext51;rie U.ni +6 = (.3 f Zi8 /2 �cr ° 6010# dau. be t pI 4 .4 (it 4 T IA 11145 32349 Lira, L 2 to 5 ratsfiog Iieur Ai Iowa bk. M- y69,34 t'k l e - than 92.17 t'k6 Ok 3, 5 ' S',2 ok F�QCfi�n, 85 g�O eX! 1 ;� �!� g, 2 k� reo efi a tv z 1 4, k o!� ok =b. hl2k G ,Imp/ joist Ant = 3221! Pyksf r r6 = 39004)06)('/4) ig 3i go# exis+irU New' Allowable M = 29'74 ljtbk teas-613n 92.17 bk re o,to -' = 74 Go ak ex l5%1 \ 9 $.2 k. Ole- (ao�imry = g'. 20 k, o k, 212.4- ok, R'YO I , 2, 3, 4 G Lc rxs 8 4, t ac.c- 'Ole SQ me. 24 N I i open we b jo ist,5 Qk, co AedAr tot nc 45 , liplipPP CLIENT Bend Heating & Sheet Metal t 1®' � p IA .e G s R Us • • PROJECT Toys ' „Vk S " tsite ! Tigard, Oregon . Sandy Crenshaw PE, SE SC 2/21/12 a y e, ( { 541-977 -3738 BY DATE REV. \ r; ,J ?��.. 488 JOB NO. SHEET 10 _ OF Open We .6 _Jo 6 ,5 %i// Mee 42 nicer J Ui?t,i. RT0 *5 0 RTU -s c re As' L.L 1 1 I 1 24,153i 1 .tao6 = (234 30p5f�(,3') - kip0 p)f eX& jo)5I a! - 1 Location exiSfIn3 unt 600 /.- (so* apprax tornrr weigh+ new uni4 = 239 + 1 - 335•W t rnox co b ,4 f ) Cyisfln9 tUNT A1 Mom blt✓ M = 1 2.781 t•ka 13, 45 t'k 2g. (0-76t k ✓uo-hon = 2.0244 2,07k 4, & k. .JttactioI) G 2, 23 k 2.55k. 1114k, up 14 (o Open IA), b JoI 0 for npuT nle,,hCtntto l mark+ , • Bend Structural Engineering, PC Title : Toys R Us Job # 488 111P Engineer: SC 5419 3738 Project Desc.: Mechanical unit replacement 541 - 977 -3738 Project Notes : P, ed 21 FEB2012 1511 • Steel Beam Structural Engx urerd Pratects14B8 Toys R us- Bend tieamlgurgend toys m I]dERCALC, INC. 1983-2011, Buld:6.1201.12, Ver4..1201.12 Lic. # : KW- 96006562 Licensee : BEND STRUTURAL ENGINEERING PC Description : Open web joist B. 2 to 5 EXISTING (double pat) U.Se erne t A r z2C-f Oil CM I t M aterial Properties. - - _- _- Calculations per A1SC 360-05, IBC 2009, caCo1o, ASCE 745 Analysis Method : Allowable Stress Design Fy : Steel Yield : 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral - torsional budding E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7 -05 D(0.07 Lr(o.09) 0(0.61) D(0.61) + * i -* -: Ii r 1 / f^ ai•, % • 5pa lAti ege 11 -• • _Applied LOads -. _. _ -- Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.070, 11= 0.090 k/fl. Tributary Width =1.0 ft Point Load: D= 0.610kp39.330ft Point Load : D = 0.610 k @ 46.330 fl • DESIGN SUMMARY ° Maximum Bendin Stress Ratio = MBIIFF-1 Maximum Shear Stress Ratio = 9,96 Section used for this span 4 Section used for this span 1111 95r. Mu : Applied 46.335 k - Vu : Applied 4.662 k Mn / Omega : Allowable 119.461 k -ft Vn/Omega : Allowable 76.464 k Load Combination 40+Lr+H Load Combination +D+Lr+H Location of maximum on span 24.1175 Location of maximum on span 46.830 fl Span # where maximum occurs Span # 1 Span # where maximum occurs Span # i Maximum Deflection Max Downward L +Lr+S Deflection 0.664 in Ratio = 846 Max Upward L +Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.256 in Ratio = 447 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces a Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V minx + Mmax - Ma - Max Max MnxfOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 46.83 ft 1 0.182 0.036 21.71 21.71 199.50 119.46 1.00 1.00 2.75 114.70 76.46 +0+Lrdi Dsgn. L = 48.83 fl 1 0.388 0.084 46.33 46.33 199.50 119.46 1.00 1.00 4.86 114.70 76.46 4040.750Lr+0.750L -H Dsgn. L = 46.8311 1 0.336 0.057 40.17 40.17 199.50 119.46 1.00 1.00 4.34 114.70 7 &46 +040.750Lr40.750L40.750W+H Dsgn. L = 46.83 8 1 0.336 0.057 40.17 40.17 199.50 119.46 1.00 1.00 4.34 114.70 76.46 +D.0.750Lr40.7501.40.5250E+H Dsgn. L = 46.83 ft 1 0.336 0.057 40.17 40.17 199.50 119.48 1.00 1.00 4.34 114.70 76.46 Overall Maximum Deflections - Unfactored Loads - • Load Combination Span Max. '- Deft Location in Span Load Combination Max. '+ Dell Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions • Unfactored Support notation : Far left Is #1 Values in KIPS ✓ ▪ Load Combination Support 1 Support 2 Overall MAXimum 3.851 4.662 D Only 1.743 2.755 LrOrdy 2.107 2.107 D4Lr 3.851 4.882 . Bend Structural Engineering, PC Tile : Toys R Us Job # 488 diP Bend, OR 97702 Engineer. SC 541- 977 -3738 Project Desc.: Mechanical unit replacement 511 - 977 -3738 Project Notes Pmted 21 FEB 2012. 151 PM Steel Beam tuserardiktilocurnerdsiBendStruciiad exptCurred Proiects1488 Toys R Us - Bend Heaurovard toys r us.ec6 ENERCJLLC, INC. 19834011, Bnil4:6.12.01.12. Ver.6.1201.12 Lic. # : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : Open web last line B, 2 (0 s EXISTING (single joist) 06e • tM©rY1erL' - 4 f atho n only Material Properties Calculations per A1SC 360.05, IBC 2009, CDC 2010, ASCE 7 Analysis Method : Stress Design Fy : Steel Yield : 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29.000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7 -05 (x0.141140.182) D(0.366) D(0.366) + ' - . • - - -i - j+ 1_ - s paM ger n Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.140, Lr = 0.1820 k/fl, Tributary Width = 1.0 ft Point Load : D = 0.3660 k offi 39.330 ft Point Load: D = 0.3660 k 411 46.330 ft DESIGNSUMMARY. - ,- - - Maximum B end i ng S R = OVNWP=1 Maximum Shear Stress Ratio = Section used for this span lialen Section used for this span Mu : Applied 89.740 k - ft Vu : Applied 8.209 k Mn / Omega : Allowable 119.461 k - Vn/Omega : Allowable 76.464 k Load Combination +D+Lr+H Load Combination +prLr+} f Location of maximum on span 23.6491t Location of maximum on span 46.830 If Span # where maximum occurs Span # 1 Span # where maximum occurs Span it 1 Maximum Deflection Max Downward L+Lr+S Deflection 1.342 in Ratio = 418 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 2.421 in Ratio = 232 Max Upward Total Deflection 0.000 In Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmuer • !Amax - Ma -Max Mnx Max/Omega Cb Rm Va Max Vnx Vn/OOmega +D Dsgn. L = 46.83 fl 1 0.334 0.052 39.86 39.66 199.50 119.46 1.00 1.00 3.95 114.70 76.46 +D+Lr+H Osgn. L = 46.83 ft 1 0.751 0.107 89.74 89.74 199.50 119.46 1.00 1.00 8.21 114.70 76.46 • 0+0.750Lr+0.750L+H Dsgn. L = 46.83 It 1 0.647 0.093 77.27 77.27 199.50 119.46 1.00 1.00 7.14 114.70 76.46 + 10+0.750Lr+0.750L+0.750W+11 Dsgn. L = 46.83 6 1 0.647 0.093 77.27 77.27 199.50 119.46 1.00 1.00 7.14 114.70 76.46 +0+0.7501.r+0.750L+0.5250E+H Dsgn. L = 46.83 ft 1 0.647 0.093 77.27 77T7 199.50 119.46 1.00 1.00 7.14 114.70 76.46 Overall Maximum Deflections • Unfactored Loads ▪ Load Combination - -- Span Max. '- Deft Location In Span Load Combination Max. '+' Deft Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reaction s - Unfactored Support rotation : Far Iefl hilt Values in KIPS ▪ Load Combination Support 1 Support 2 • Overall MAXimum 7.602 8.209 D Only 3.341 3.948 Lr Only 4.262 4.262 O+Lr 7.602 8.209 .. Bend Structural Engineering, PC Title : Toys R Us Job # 488 ! 1 �1 Bend. OR 97702 Engineer: SC `��''"' // 541- 977 -3738 Protect Desc.: Mechanical unit replacement 541 - 977-3738 Project Roles : Punted line 2012. 152P1,1 Steel Beam > 1488 Tors R Us-Bend Hee5ng 1igard tors r us eo6 EN ERCALC. INC.1983.2011. Bu11d:8.12.01.12, Ver.6.1201.12 Lic. # : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : Open web lobs grids 1 to 2 (Unit #5) EXISTING • u5e Forty Mormt'Xt4- it rertc4ion o vtiy - Material Properties - Calculations per RISC 360-05, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Fy : Steel Yield : 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral - torsional budding E: Modulus : 29,000.0 ksi Bending Axis : Major Ms Bending Load Combination 2006 IBC & ASCE 7 -05 • D(0.15) D(0.15) D(0.069) Lno.09) 1 - + i + - I + Span = 24.830 ft • W16X26 Applied toads Service loads entered. Load Factors will be applied for calculations. Uniform Load : 0 = 0.0690. Lr = 0.090 kilt Tributary Wldlh =1.0 ft Point Load: D = 0.150 k (6) 18.330 fl Point Load : 0 = 0.150 k (24.330 ft _ DESIGN SUMMARY _ 7 ..) K M aximum B ending Stress Ratio = 0W6 -' 1 Maximum Shear Stress Ratio = -0461411 i Section used for this span IMMO Section used for this span 4148N16 Mu : Applied 12.784 k - ft Vu : Applied 2.232 k • Mn / Omega : Allowable 79.401 k ft Vn/Omega : Allowable 56.520 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 12.66311 Location of maximum on span 24.830 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection 0.089 in Ram = 3352 Max Upward L +Lr+S Deflection 0.000 in Ratio = 0 <360 . Max Downward Total Deflection 0.164 in Ratio = 1812 . Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces St Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V , Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Vs Max Vnx Vnx/Omega +0 Dsgn. L = 24.83 fl 1 0.074 0.020 5.86 5.86 132.60 79.40 1.00 1.00 1.11 84.78 56.52 +D+Lr+H Dsgn. L = 24.83 fl 1 0.181 0.039 12.78 12.78 132.60 79.40 1.00 1.00 2.23 84.78 56.52 • +0+0.750Lr+0.750L+H Dsgn. L = 24.83 ft 1 0.139 0.035 11.05 11.05 132.60 79.40 1.00 1.00 1.95 84.78 56.52 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 24.83 ft 1 0.139 0.035 11.05 11.05 132.60 79.40 1,00 1.00 1.95 84.78 56.52 +0+0.7501r+0.7501.+0.5250E+41 Dsgn. L = 24.83 ft 1 0.139 0.035 11.05 11.05 132.60 79.40 1.00 1.00 1.95 84.78 56.52 Overall Maximum Deflections - Untutored Loads Load Combination Span Max. •= Deli Location In Span Load Combination Max. • +' Dell Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values In KIPS . Load Combination Support 1 Support 2 - Overall MAXimum 2.016 2232 D Only 0.899 1.114 LrOnly 1.117 1.117 D+Lr 2.016 2.232 L Bend Structural Engineering, PC Title : Toys R Us Job # 488 0 Bend, 4-9 7- 97702 Engineer SC Project Desc.: Mechanical unit replacement 541-977-3738 1 � 5413773736 Project Notes : Pmhd 2tFEB20I2 152PE1 Steel Beam Maers1R1b0o1DowinenisiBildlitmotwat Engneurrerd Prcfects1488 Toys R Us - Bend tieeti g1rgad toys r us.cca ENERCALC, INC 19832011. Buitd.'6.1201.1a ver.6.12.01.12 Lic. # : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : Open web joists grids 1 to 2 (Unit 115) NEW u5Z 1 m ' moment- 4 readian On Material Propoities _ _ - Calculations per AISC 360.05, IBC 2009, CBC 2010, ASCE 7.05 Analysis Method : Allowable Stress Design Fy : Steel Yield : 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral - torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7 -05 0(0.335) D(0.335) - .._. - ... - - - - -- i ....___b Span = 24.83011: I W 18X26 _ . Applied Loads _ _ Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0690, Lr = 0.090 kin, Tributary Width =1.0 ft Point Load: D = 0.3350 k a 18.330 ft . Point Load : D = 0.3350 k (p), 24.330 ft DESIGN SUMMARY : . ^!t - Maximum Bending Stress Ratio = 1E93=1 Maximum Shear Stress Ratio = ectial4.4 Section used for this span Section used for this span Mu : Applied 13.454 k -ft Vu : Applied 2.550 k Mn / Omega : Allowable 79.401 k -ft Vn/Omega : Allowable 56.520 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 13.036ft Location of maximum on span 24.830 It Span # where maximum occurs Span # 1 Span 11 where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection 0.089 in Ratio = 3352 Max Upward L+Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.174 in Ratio = 1716 • Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span 4 M V Max + ?Amax - Ma - Max Mnx MnxfOmega Cb Rm Va Max Vnx Vnx/Omega 40 Dsgn. L = 24.83 fl 1 0.083 0.025 6.55 6.55 132.60 79.40 1.00 1.00 1.43 84.78 56.52 +O+Lr+H Dsgn. L = 24.83 ft 1 0.169 0.045 13.45 13.45 132.60 79.40 1.00 1.00 2.55 84.78 56.52 +0+0.750Lr+0.750L+H Dsgn. L = 24.8311 1 0.148 0.040 11.72 11.72 132.60 79.40 1.00 1.00 2.27 84.78 56.52 +0+0.750Lr+0.750L+0.750W+H Dsgn. L = 24.83 fl 1 0.148 0.040 11.72 11.72 132.60 79.40 1.00 1.00 2.27 84.78 58.52 +0+0.750Lr+0.750L+0.5250E+41 osgn. L = 24.83 ft 1 0.148 0.040 11.72 11.72 132.60 79.40 1.00 1.00 2.27 84.78 56.52 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max Defl Location in Span Load Combination Max. ' +' Deft Location In Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXImum 2.068 2.550 D Only 0.951 1.432 Lr Only 1.117 1.117 DA" 2.068 2.550 L CUENT Bend Heating & Sheet Metal • �� � ���. PROJECT Toys R Us ,� � ��0 Tigard, Oregon "��. Sandy Crenshaw r r / Sa y PE, SE SC 2/21/12 -: ' fi 5.41 977 -3738 BY DATE REV. - 488 JOB NO. - SHEET OF 1/ 211-X?0. - 5:eA m_a__C rid_ 5. E �o F Q7 I, 2, 3, 4- (Grid 8 EtoF Simi!o r) /toed° (23430 psf)(1- 16.83)= 2422pjr ( o tan AP k Ei x1s -KIli e utpn'1 of = .3900 # 5 1,95k, Rfo RI) I 2 G 0 # (c046P,Nafi V' ye) Neal e* r 4- 32310 . I, 6 k, 3,58 1 6 2 0k, o•n ss ic, 109.0 k 1.0 24 X- MD F,5 = .31: ks; op., wi rieAir Ktuprileii-1 go. ,otressec(, ex istl r15 W21 x50 Beam (- r) D to E _ •Ji,P6b _ (23 +3 4pS()(449. $3' )= 2 4$2 P If l iii u 2Ix 50 = 36ks; t 23,08' It — — - - - -- - - 09. as k. a 9. D- k. • Bend Structural Engineering, PC Tree : Toys R Us Job # 488 6 Bend, OR 97702 Engineer. SC 541 - 977 -3738 Project DesC.: Mechanical unit replacement 541 - 977 -3738 Project Notes : Printed 21 FEB 2012 5 12P1 Steel Beam 1-- t"'a6i fee lP�aCis1088ToysRUs- Bendulealingtipedbyerus.ec6 ENERCALC. INC.1 9832011, Bue:6.1201.1Z Ver.6.12.01.12 Lic. # : KW-06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : W24x76 beam et grid 5, E to F Material Properties _ Calculations per RISC 360-05, IBC 2009, CBC 2010, ASCE 7.05 Analysis Method : Allowable Stress Design Fy : Steel Yield : 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 Icsi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7 -05 011.0771Lr11.4051 0(1`95) 0N 40 Lr16.54) i 4, - + - - -- • e • • t_____,* X Siia It- s I App ed Loads - _ _ - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 1.077, Lr =1.405 IA. Tributary Widlh =1.0 ft PointLoad: D = 1.950 k gil 30.580 ft Load for Span Number 2 Uniform Load : D = 1.077, Lr =1.405 k/ft, Tributary Width =1.0 ft Point Lead : 0 = 12.680. Lr = 16.540 k (a 8.0 ft Point Load: 0 = 1.950 k gil 6.0 ft . DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.911: 1 Maximum Shear Stress Ratio = 0.379: 1 Section used for this span W24X76 Section used for this span W24X76 Mu : Applied 327.324 k -ft vu : Applied 57.369 k Mn / Omega : Allowable 359.281 k -ft Vn/Omega : Allowable 151.43 k Load Combination +D+Lr+H Load Combination +O+tr+H Location of maximum on span 36.580 ft Location of maximum on span 36.580 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection 0.523 in Ratio = 839 Max Upward L•Lr +S Deflection -0.060 in Ratio = 3208 Max Downward Total Deflection 0.966 in Ratio = 453 Max Upward Total Deflection -0.120 in Ratio = 1604 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax • Mmax - Ma - Max Mnx Mu/Omega Cb Rm Va Max Vnx VnxOOmega +0 Dsgn. 1 = 36.58 ft 1 0.418 0.177 129.92 - 150.04 150.04 600.00 359.28 1.00 1.00 26.82 227.15 151.43 Dsgn. L = 8.00 ft 2 0.418 0.158 -150.04 150.04 600.00 359.28 1.00 1.00 23.86 227.15 151.43 40+Lr4H Dsgn. L = 36.58 ft 1 0.911 0.379 284.64 - 327.32 327.32 600.00 359.28 1.00 1.00 57.37 227.15 151.43 Dsgn. L = 8.00 ft 2 0.911 0.341 -327.32 327.32 600.00 359.28 1.00 1.00 51.64 227.15 151.43 +0+0.750Lr+0.750L41 ' Dsgn. L = 36.58 ft 1 0.788 0.328 245.96 - 283.00 283.00 600.00 359.28 1.00 1.00 49.73 227.15 151.43 Dsgn. L = 8.00 ft 2 0.788 0.295 - 283.00 283.00 600.00 35928 1.00 1.00 44.69 227.15 151.43 -.D+0.7501.r+0.750L+0.750W+H Dsgn. L = 36.58 ft 1 0.788 0.328 245.96 - 283.00 283.00 600.00 359.28 1.00 1.00 49.73 227.15 151.43 - Dsgn. L = 8.00 ft 2 0.788 0.295 - 283.00 283.00 600.00 35928 1.00 1.00 44.69 227.15 151.43 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 36.58 ft 1 0.788 0.328 245.96 - 283.00 283.00 600.00 359.28 1.00 1.00 49.73 227.15 151.43 Dsgn. L = 8.00 ft 2 0.788 0.295 - 283.00 283.00 600.00 359.28 1.00 1.00 44.69 227.15 151.43 Overall Maximum Deflection s - Unfactorad Loads Load Combination Span Max.' -' Deft Location In Span Load Combinaton Max. '+' Defl Location in Span 1 0.0000 0.000 0.0000 0.000 2 0.0000 0.000 0.0000 0.000 l • • Bend Structural Engineering, PC Title : Toys R Us Job # 488 (ID Bend, OR 97702 Engineer: SC 541-977-3738 Project Desc.: Mechanical unit replacement 541-977-3738 Project Notes : Pre d 21 FEB2012 512P11 Steel Beam Struxhnat Warned Prolons1488 Toys R Us R. Bend ti�Irgtmgerd lays r us ec6 ENERCJILC, INC. 1983-2011, BuJd:612.01.12. W6.1201.12 Lic. # : KW- 06006582 _ _ Licensed : BEND STRUTURAL ENGINEERING PC Description : W24x76 beam at grid 5, E to F Vertical Reactions - Unfactored Support notation : Far left is i1 Values In KIPS Load Combination Support 1 Support 2 Support 3 0 MAXBmin • D Only 17.311 50.681 Is Only 20.851 58.324 DA: 38.162 109.005 • Bend Structural Engineering, PC Title : Toys R Us Job # 488 Bend, OR 97702 Engineer. SC 541 - 977 -3738 Project Dew.: Mechanical unil replacement 541- 977 -3738 Project Notes : PRetei 21 FEB 2012. 4 53PF4 . .... ... = 18edebuctratEr rtan RU tProjectit488Toyss- Bend HeatinglBged toys rus.ec6 Steel Beam ENERCALC, INC. 19934011. Builda.1Z01.12. Ver:6.1201.12 Lic. # : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : W21x50 beam at grid 5, D to E Material Properties - - _ Calculations per AISC 360 -05, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Fy : Steel Yield : 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral- torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7 -05 D11.077) Lr(1.405) 2 Span = 23.080 ft - O W21X50 APP lied Loads Service loads entered. Load Factors will be applied for calculations. - -- - - - -- - - -- Beam self weight calculated and added to loads Uniform Load : D = 1.077, Lr = 1.405 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY _ Design OK Maximum Bending Stress Ratio = 0.853:1 Maximum Shear Stress Ratio = 0.257 Section used for this span W21X50 Section used for this span W21X50 Mu : Applied 168.598 k -fl Vu : Applied 29.220 k Mn / Omega : Allowable 197.605 k -ft Vn/Omega : Allowable 113.82 k Load Combination +D+Lr +H Load Combination +044.r+H Location of maximum on span 11.54011 Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection 0.317 in Ratio = 874 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.571 in Ratio = 485 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces 8 Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - PM - Max Mu Mnx/Omega CD Rrn Va Max Vnx Vnx/Omega +D Dsgn. L = 23.08 ft 1 0.380 0.114 75.04 75.04 330.00 197.60 1.00 1.00 13.01 170.73 113.82 +O+Lr+4i Dsgn. L = 23.08 R 1 0.853 0.257 168.60 168.60 330.00 197.60 1.00 1.00 29.22 170.73 113.82 +0+0.750Lr+0.750L+H Dsgn. L. = 23.08 ft 1 0.735 0.221 145.21 145.21 330.00 197.60 1.00 1.00 25.17 170.73 113.82 +0+0.7501r+0.750L+0.750W+H Dsgn. L = 23.08 ft 1 0.735 0.221 14521 14521 330.00 197.60 1.00 1.00 25.17 170.73 113.82 +0+0.7501r+0.750L+0.5250E41 Dsgn. L = 23.08 8 1 0.735 0.221 145.21 145.21 330.00 197.60 1.00 1.00 25.17 170.73 113.82 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. '= Deti Location In Span Load Combination Max. '4? Da Location to Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions • Unfactored Support notation : Far left b #1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 29220 29220 D Only 13.006 13.006 Lr Only 16.214 16.214 D+Lr 29220 29220 CLIENT Bend Heating & Sheet Metal l ' E. N Gp ► PROJECT Toys R Us 0FE�o Tigard, Oregon :� SC 2 21 12 ��!' Sandy Crenshaw PE, SE / / ` �, o ;; V 1, , r U: ' 541- 977 -3738 BY DATE REV. ' \ 488 q JOB NO. SHEET I 1 OF 242 - $14 eeQ/.11 6 _C')rid 5 I f V Rru , 2, 3, (irid A to8 Similar) 30,72k (ZtJ ( N� 4 51a1 It�l = 2Lt elf L V"U 1� t (,z1o) ��� _ z� 4 ‘x,5fin6 ell/J./wolf = 3io 0 " = 1,95. T 37, 8, 2 1 Nu+r e-54mert ° 3 1,621 38. st k e ?. G4k, pie. � wg C 8 *siolpee, t n5 e.c'? W 24x$4. F 3&k5; ©k Dui new- ec LtiAr7eo- 22r /r 5 fre55. ed -__W_ __ 2 - 1- 1 4 -_W 21-4>< 55 __Zatal C Grid 5 L to c__ go 1rr — 2282p1F (i& o51Li T , 4 ex t5fic q utprhen f e 1.95k, c ------ 4 2k, k b t 23,08/ T new- Qlu�p rae' i,to 0 ,oechti ‘30 29,79 k W2' = 360145r . [ [ oir w/eprne 41 + 73'? 31 ex►sfirii L • Bend Structural Engineering. PC Title : Toys R Us Job # 488 Z Bend, OR 97702 Engineer. SC 541-977-3738 Project Desc.: Mechanical unit replacement 5419773738 Project Notes : PAC 21 FEB 2012 5 57PM ,,.^rXTw r,.:,. . 88ndu E11�Qment Pmiects1488 Toys R Us- Bend HeatIngUlgaad laps r us.ec6 Steel Beam ENERCALC, INC. 1983-2011, Bald$.12D1.12. Ver•.fi.120t.12 Lic. # : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : W24x84 beam at gild 5. A to B Material Properties _ Calculations per AISC 360 IBC 2009, CBC 2010, ASCE 7.05 - Analysis Method : Allowa S tress Design Fy : Steel Yield : 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral- torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Aids Bending Load Combination 2006 IBC & ASCE 7 -05 bt1 9 14.51)1.x16.21) + • D(1.O77) x(1.405) i 0 (j.0 Lr(1.4 =5) i WT41 in 1 'Mall" Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 1.077. Lr =1.405 klft, Tnbulary Width =1.0 ft Load for Span Number 2 Uniform Load : D = 1.077, Lr =1.405 kit Tributary Width =1.0 ft Point Load: D= 14.510, Lr= 16 .210kg8.0ft PoiniLoad: D= 1.950kO2.0it _ DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.824: 1 Maximum Shear Stress Ratio = 0.346: 1 Section used for this span W24X84 Section used for this span W24X84 Mu : Applied 331.775 k - Vu : Applied 56.439 k Mn / Omega : Allowable 402.395 k - Vn!Omega : Allowable 163.11 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 37.000 ft Location of maximum on span 37.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection 0.499 In Ratio = 889 Max Upward L +Lr+S Deflection -0.076 In Ratio = 2524 Max Downward Total Deflection 0.885 In Ratio = 501 Max Upward Total Deflection -0.102 in Ratio = 1888 Maximum Forces 8 Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span 4 M V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega + D Dsgn. L = 37.0011 1 0.390 0.158 127.89 - 157.13 157.13 672.00 402.40 1.00 1.00 25.75 244.66 163.11 Dsgn. L = 8.00 ft 2 0.390 0.158 - 157.13 157.13 672.00 402.40 1.00 1.00 25.75 244.66 163.11 + D+Lr+H Dsgn. L = 37.00 ft 1 0.824 0.346 288.89 -331.77 331.77 672.00 402.40 1.00 1.00 56.44 244.66 163.11 Dsgn. L = 8.00 ft 2 0.824 0.326 - 331.77 331.77 672.00 402.40 1.00 1.00 53.20 244.66 163.11 + D+0.750Lr+0.750L+1i Dsgn. L = 37.00 ft 1 0.716 0.299 248.63 - 288.11 288.11 672.00 402.40 1.00 1.00 48.76 244.66 163.11 - Dsgn. 1= 8.00 8 2 0.716 0.284 - 288.11 288.11 672.00 402.40 1.00 1.00 46.34 244.66 163.11 +0+0.75011+0.7501.+0.750W41 Dsgn. L = 37.00 ft 1 0.716 0.299 248.63 - 288.11 288.11 672.00 402.40 1.00 1.00 48.76 244.66 163.11 Dsgn. L = 8.00 ft 2 0.716 0.284 - 288.11 288.11 672.00 402.40 1.00 1.00 46.34 244.66 163.11 - +0+0.7501r+0.750L+0.5250E- 41 Dsgn. L = 37.00 ft 1 0.716 0.299 248.63 - 288.11 288.11 672.00 402.40 1.00 1.00 48.76 244.66 163.11 Dsgn. L = 8.00 ft 2 0.716 0.284 - 288.11 288.11 672.00 402.40 1.00 1.00 46.34 244.66 163.11 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. '- Des t3calion In Span Load Combination Max. '+' Dell Location in Span 1 0.0000 0.000 0.0000 0.000 2 0.0000 0.000 0.0000 0.000 • Bend Structural Engineering, PC Title : Toys R Us Job # 488 og!p Bend, OR 97702 Engineer: SC 541-977-3738 Project Desc Mechanical al unit replacement 541-977-3738 Project Notes : Anted 21 FEB 2012. S S7P4 Steel Beam Structural I�rojects1488 - Bend Haab/114adtopsrus.ec6 ENERCALC, INC. 1983-2011, Build.$12.01.12 Ver.6.12.01.12 Lie. # : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : W24184 beam at grid 5. A to B • Vertical Reactions - Unfactored Supped notation : Far left is Al Values in TOPS Load Combination Supped 1 Supped2 Support 3 Overall — 38.506 D Only 17233 51.475 Lr Only 21.273 58.163 D•Lr 38.506 109.638 • • Bend Structural Engineering, PC Title : Toys R Us Job # 488 e Bend, OR 97702 Engineer. SC 541-977-3738 Project Desc.: Mechanical unit replacement 541-977-3738 Project Nolen Pnried 21 FEB 2012 551PIA Steel Beam Alsarendiki0ommentalBerd Structural EngrlCuneM Projectsla88 Toys R the- Bend Hatirgl6gecd lays r us.ec6 SiERCALC, INC. 19832011. BO US.12o1.12, Ver:6.1201.12 Lic. # : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : W24x55 beam at grid 5, B to C Material Properties - Calculations per AISC 360.05, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Fy : Steel Yield : 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral - torsional budding E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7 -05 D(1.95) 1 1.077 1 1.405 • • • Span = 23.080 ft S W24X55 _ Applied Loads _ _ _ - _ _ - Service loads entered. Load Factors will be applied for calculations. Beam self wei calculated and added to loads Uniform Load : D = 1.077, Lr = 1.405 kAL Tributary Width =1.0 ft Point Load : D =1.950 k i 6.0 f DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.726: 1 Maximum Shear Stress Ratio = 0.229 : 1 Section used for this span W24X55 Section used for this span W24X55 Mu : Applied 174.837 k -ft Vu : Applied 30.722 k Mn / Omega : Allowable 240.719 k -ft Vn!Omega : Allowable 134.24 k Load Combination +O+Lr+11 Load Combination +D+Lr+H Location of maximum on span 11.309ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.231 in Ratio = 1199 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.433 in Ratio = 639 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Surmlar/ of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Minas - Ma - Max Mrs( M®JOmega Cb Rm Va Max Vnx Vnx/Omega 4) Dsgn. L = 23.08 ft 1 0.338 0.108 81.35 81.35 402.00 240.72 1.00 1.00 14.51 201.36 13424 +D+Lr+H Dsgn. L = 23.08 fl 1 0.726 0.229 174.84 174.84 402.00 240.72 1.00 1.00 30.72 201.36 134.24 +0+0.750Lr+0.750L41 Dsgn. L = 23.08 ft 1 0.629 0.199 151.46 151.46 402.00 240.72 1.00 1.00 26.67 201.36 134.24 +0+0.750Lr+0.750L+0.750W+H Dsgn. L = 23.08 fl 1 0.629 0.199 151.46 151.46 402.00 240.72 1.00 1.00 26.67 201.36 134.24 +0+0.750Lr+0.750L+0.5250E+11 Dsgn. L = 23.08 fl 1 0.629 0.199 151.46 151.46 402.00 240.72 1.00 1.00 26.87 201.36 134.24 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. '= Dell Location in Span Load Combination Max. '+ Dee Location In Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactore d Support notation : Far left Is 01 Values in KIPS Load Combination Support 1 Support 2 Overall MA)Omum 30.722 29.786 D Only 14.508 13.572 Lr Only 16.214 16214 D+Lr 30.722 29.786 PROJECT Bend Heating & Sheet Metal ° `� itt C. PROJECT Toys R Us S 1 111111 ‘1 4. E E " ' Tigard, Oregon fi' Sandy Crenshaw PE, SE SC 2/21/12 Y 4 �A; T jr- 541-977-37.38 BY DATE REV ;t ; .- JOB NO. SHEET r =�� 488 2 of w214 x'7 Card 2____ t0 13 R r 5 As> = (2. -130p5 2yf.83 +4(0,83) %2= ;900pI f 6greo £06t11 lo ,71eitt bo0 = 3co* pTV 29.M.. 2 s Neur 2t - 1068 534.# 4, 4 4 A '1 37, t 8 eektec 09 (oy ° h.. StreSSeri . C C4 - rPoPiT ; : = 30,45k ►V8x26 wax 31 8l,g7k. N&r (& c, 5sPd reophoo5= 30,99k , 8!,(o k j R = 34k5i Op_ wi neer natorre WSBx14C Ehd 2 8toG .hogh = 1900p I r (io77�.) �. -- - _ _ `'' 23.08' — - - -- - - - - -- -- VA3gk ;,391c W It' x40 6 1 /4.7zD) no Ov �e 112,��L/ 9270 s rssrd • . Bend Structural Engineering, PC Engineer: T : Toys R Us Job # 488 filf, Bend, OR 97702 9 541 - 977 -3738 Project Desc.: Mechanical unit replacement 541 - 977-3738 Project Notes : Pmte4 2f FEB 2012 946PM • ,, :. -- - : , . rr4 EagAQarerd P1°0E135488 Toys R Us - Bend Headngt5gad lays r us.eo6 ▪ Steel B @1r11 u4ERCALC.O4C. 1983-2011, Brrit:6.12.01.12,Ver8.1201.12 Lic. # : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : W24x76 Beam at Grid 2, A to B EXISTING (unit #5) Material Properties _ - Calculations per AISC 360-05, MC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Fy : Steel Yield : 36.0 Its' Beam Bracing : Beam is Fully Braced against lateral - torsional buckling E Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 D(0.3) D(0.3) D(0,825) 0(0.825) Lr(1.076} lit 2.67) • 1 • I * • • • • ‘4fjrY,l t?� • I . I &X ., 1 1 1sps131 B It 1i � 6 J1 Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.8250, Lr = 1.075 kill, Tributary Width = 1.0 ft Point Load: D = 0.30 k (61 8.0 ft Point Load: D= 0.30k( 12.0 ft Load for Span Number 2 Uniform Load : D = 0.8250. Lr =1.075 k/fl. Tributary Width =1.0 ft Point Load: D = 9.720, Lr= 12.670k()8.Oft • DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.675: 1 Maximum Shear Stress Ratio = 0.286 : 1 Section used for this span W24X76 Section used for this span W24X76 Mu : Applied 242.360 k -ft Vu : Applied 43273 k Mn / Omega : Allowable 359.281 k - ft Vn/Omega : Allowable 151.43 k Load Combination +D+Lr+ 1 Load Combination 40+4..r+}i Location of maximum on span 37.000ft Location of maximum on span 37.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection 0.426 in Ratio = 1042 Max Upward L+ir+S Deflection -0.058 in Ratio = 3286 Max Downward Total Deflection 0.813 in Ratio = 546 Max Upward Total Deflection -0.140 in Ratio = 1374 Maximum Forces & St es for Load Combinations Coad Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega 40 Osgn. L = 37.00 It 1 0.304 0.130 109.06 - 106.60 109.06 600.00 359.28 1.00 1.00 19.72 227.15 151.43 Dsgn. L = 8.00 ft 2 0.297 0.112 - 106.60 106.60 600.00 359.28 1.00 1.00 16.93 227.15 151.43 +04Lr4 1 Dsgn. L = 37.00 II 1 0.675 0.286 231.40 - 242.36 242.36 600.00 359.28 1.00 1.00 43.27 227.15 151.43 Dsgn. L = 8.00 ft 2 0.675 0.252 -24236 242.36 600.00 359.28 1.00 1.00 38.20 227.15 151.43 +D+0.750Lr40.750L+H - Dsgn. L = 37.00 ft 1 0.580 0.247 200.82 - 208.42 208.42 600.00 359.28 1.00 1.00 37.38 227.15 151.43 Dsgn. L = 8.00 ft 2 0.580 0.217 - 208.42 208.42 600.00 359.28 1.00 1.00 32.88 227.15 151.43 +040.750Lr40.750L+0.750W+H Dsgn. L = 37.00 ft 1 0.580 0247 200.82 - 208.42 208.42 600.00 359.28 1.00 1.00 37.38 227.15 151.43 • Dsgn. L = 8.0011 2 0.580 0.217 - 208.42 208.42 600.00 359.28 1.00 1.00 32.88 227.15 151.43 40+0 750Lr+0.750L40.5250E+H Dsgn. L = 37.00 ft 1 0.580 0.247 200.82 - 208.42 208.42 600.00 359.28 1.00 1.00 37.38 227.15 151.43 Dsgn. L = 8.00 ft 2 0.580 0.217 - 208.42 208.42 600.00 359.28 1.00 1.00 32.88 227.15 151.43 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' ' Del Location In Span Load Combination Max. '+ Defl Location In Span 1 0.0000 0.000 0.0000 0.000 2 0.0000 0.000 0.0000 0.000 • Bend Structural Engineering, PC TiUe : Toys R Us Job # 488 44 Bend, OR 97702 Engineer.. SC 541 - 977-3738 Project Desc.: Mechanical unit replacement 541-977-3738 Project Notes : Rano 21 rE8 2012. 6 45PM ikelliPaglikagneritiaand Steel Beam Ihojec 4 9ToysRUs-BeedHeadnguigardbye ras.eo6 ENERCALC, INC.1983 -2011, B1dt48.12.01.12, Vera12.01.12 Lit. > : KW-06006582 Licensee : BEND STRUTURAL ENGINEERING PC Desaiplion : W24x76 Beam at Grid 2, A to B EXISTING (unit #5) _ Vertical Reactions - Unfactored Support notation : Far test Is #1 Values In KIPS Load Combination Support 1 Support 2 Support 3 mu 8. 73 D Only 14.230 38.646 Lr Only 16.218 44.827 D+Lr 30.448 61.473 Bend Sbuctural Engineering, PC Title : Toys R Us Job # 488 t''"' Bend, OR 97702 Engineer. Sc - 541- 977 -3738 Project Desc.: Mechanical unit replacemeni 541 - 977 -3738 Project Notes : Pmted 21 FEB 7012. 948P4 Steel Beam saeanai � Toys R Us - Bond Hentingu ed b r us.ec6 ENERG1LC, INC. 1983-2011. Butld6.12.01.12 Ver$1201.12 Lic. # : KW- 06006562 Licensee : BEND STRUTURAL ENGINEERING PC Description : W24x76 Beam at Grid 2. A to B NEW (unit #5) Mater - ial Properties - ` - Calculations per AISC 360-05, MC 2009, CBC 2010, ASCE 7.05 Analysis Method : Allowable Stress Design Fy : Steel Yield : 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral - torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7 -05 D(0.534) D(0.534) Di19 72) Id 2.67) I I 0(0.825 Lr(1.075) D(0.8251 Lr( 1.075 6 WV Applied Loads Service loads entered. Load Factors MU be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.8250. Lr =1.075 klfl. Tnbutary Width = 1.0 ft Point Load : D = 0.5340 k 0) 8.0 ft Point Load: D = 0.5340 kg) 12.0 ft - Load for Span Number 2 Uniform Load : D = 0.8250, Lr = 1.075 k/fl, Tributary Width = 1.0 fl Point Load : D = 9.720, Lr = 12.670 kill) 8.0 ft - DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.675: 1 Maximum Shear Stress Ratio = 0.287 : 1 Section used for this span W24X76 Section used for this span W24X76 Mu : Applied 242.360 k -ft Vu : Applied 43.40 k Mn ! Omega : Allowable 359.281 k -ft Vn!Omega : Allowable 151.43 k Load Combination +D+Lr+H Load Combination +O+Lr+H Location of maximum on span 37.00011 Location of maximum on span 37.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection 0.426 in Ratio = 1042 Max Upward L+LrfS Deflection -0.058 in Ratio = 3286 Max Downward Total Deflection 0.824 in Redo = 539 Max Upward Total Deflection -0.146 in Ratio = 1318 Maximum Forces a Stresses for Load Combinations Load Combination Max Sbess Rados Summery of Moment Values Summary of Shear Values Segment Length Span # M V Mime + Mmax - Ma - Max Max MnxlOmega Cb Rm Va Max Vim VnxlOrn ega +0 Dsgn. L = 37.00 ft 1 0.311 0.131 111.84 - 106.60 111.84 600.00 359.28 1.00 1.00 19.84 227.15 151.43 Dsgn. l. = 8.00 ft 2 0.297 0.112 - 106.60 106.60 600.00 359.28 1.00 1.00 16.93 227.15 151.43 Dsgn. L = 37.0011 1 0.675 0287 234.18 - 242.36 242.36 600.00 359.28 1.00 1.00 43.40 227.15 151.43 Dsgn. L = 8.00 ft 2 0.675 0.252 - 242.36 242.36 600.00 359.28 1.00 1.00 38.20 227.15 151.43 +0+0.750Lr+0.750L+H Dsgn L = 37.00 It 1 0.580 0248 203.59 - 208.42 208.42 600.00 35928 1.00 1.00 37.51 227.15 151.43 Dsgn. L = 8.00 ft 2 0.580 0.217 - 208.42 208.42 600.00 359.28 1.00 1.00 32.88 227.15 151.43 +0+0.750Lr+0.750L+0.750W+H Dsgn. L = 37.00 ft 1 0.580 0248 203.59 - 208.42 208.42 600.00 359.28 1.00 1.00 37.51 227.15 151.43 Dsgn. L = 8.00 ft 2 0.580 0.217 - 208.42 208.42 600.00 35928 1.00 1.00 32.88 227.15 151.43 +D+0.7501.r+0.7501+03250E+H Dsgn. L = 37.0011 1 0.580 0.248 203.59 - 208.42 208.42 600.00 359.28 1.00 1.00 37.51 227.15 151.43 Dsgn. L = 8.00 It 2 0.580 0.217 - 208.42 208.42 600.00 359.28 1.00 1.00 32.88 227.15 151.43 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max Dell Location In Span Load Combination Mu. '+' Dell Location in Span 1 0.0000 0.000 0.0000 0.000 2 0.0000 0.000 0.0000 0.000 Bend Structural Engineering, PC Title : Toys R Us Job # 488 440 Bend, OR 97702 Engineer. SC 541 -977 -3738 Project Desc.: Mechanical unit replacement 541 - 977 -3738 Project Notes : Pr5.d 9 W ilkansTtrbkkarmanbiBand Steel Beam SbuduralEngi scent Projects% 488TaysRUs -BendHenerob8adtoysrosacs ENERCALC. 1/4C. 1993-2011. Bu9d:6.12.01.12, Vec6.12.01.12 Lic. # : KW06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : W24x76 Beam al Grid 2, A b B NEW (. n8 #5) Vertical Reactions - Untactored Supped notation : Far left is #1 Values hi KIPS L o a d Combination Support 1 Support 2 Slrpporl3 — Over .7 1 D Only 14.571 36.773 Lr Only 16218 44.827 D-.Lr 30.790 81.600 • ■ . Bend Structural Engineering, PC Title : Toys R Us Job # 488 G Bend, OR 97702 Engineer. SC 541 - 977-3738 Project Desc.: Mechanical unit replacement 541- 977.3738 Project Nolen P,mbd 21 FEB 2012. 0 41PU Steel Beam r" r 7 """'!' . • stachual EroCurrerd Projead489 Tole R Us - Bend FesatingVigad rammed; ENERCALC, INC. 1983-2011. BuiId5.12.01.12 Ver.8.12.01.12 Lic. # : KW- 06006562 Licensee : BEND STRUTURAL ENGINEERING PC Description : W18x40 Beam at Grid 28 lo C (Unit #5) Material Properties _ _ - - _ -- Calculdbna per AISC 380-05, IBC 2009, CBC 2010, ASCE 7.05 Analysis Method : Allowable Stress Design Fy : Steel Yield : 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7 -05 + + 0(0.825) Lr(1.075) ` i 2 Span = 23.080 R -Y ` _ - W18X40 Applied Loads -- - __ -- Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.8250, Lx = 1.075 kflt, Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Ma Bending Stress Ratio = 0.917:1 Maximum Shear Stress Ratio = 0.276 : 1 . Section used for this span W18X40 Section used for this span WI 8X40 Mu : Applied 129.188 k - ft Vu : Applied 22.390 k Mn / Omega : Allowable 140.838 k - ft Vn/Omega : Allowable 81.194 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 11.54011 Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection 0.390 in Ratio = 710 Max Upward L +Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.704 in Ratio = 393 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces 81 Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 23.08 fl 1 0.409 0.123 57.61 57.61 23520 140.84 1.00 1.00 9.98 121.79 81.19 +O+LnH Dsgn. l = 23.08 fl 1 0.917 0.276 129.19 129.19 235.20 140.84 1.00 1.00 22.39 121.79 81.19 +0+0.750Lr+0.750L+H Dsgn. L = 23.08 ft 1 0.790 0.238 111.29 111.29 23520 140.84 1.00 1.00 19.29 121.79 81.19 +0+0.7501.r+0.750L+0.750W+H Dsgn. L = 23.08 ft 1 0.790 0238 111.29 111.29 235.20 140.84 1.00 1.00 19.29 121.79 81.19 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 23.08 ft 1 0.790 0.238 111.29 111.29 235.20 140.84 1.00 1.00 19.29 121.79 81.19 Overall Maximum Deflections - Unfactored Loads _ Load Combination Span Max. "Deli Location In Span Load Combination Max. '+ Deft Location h Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left b #1 Values in KIPS Load Combination Support 1 Support 2 . Overall MAXmum 22.390 22290 -- - D Only 9.984 9.984 Lr Only 12.406 12.406 Our 22.390 22.390 cuEr,r Bend Heating & Sheet Metal 1 �S�� . �. PROJECT TOYS R US �, Tigard, Oregon '� r -; 1• Sandy Crenshaw PE, SE SC 2/21/12 ° s 1r ,..,- - : ; 541 977 - 3738 BY DATE RE n:, :4:r 488 • l ' J08 NO. SHEET 2q OF In -er,or C(Cumns 140 hi- = 15' fit lava 1ble 4}c-Ata l w /gyp. C3 W8 Y28' 95k /}2 30,79k Ok A5 X45l k C anY31 131 k 1 Wok Ok. C5 S" Std, Ftixd 1 /09 f Ok E5 tog 1 6 - 46+fnc Co(,u mrls Ok AY J el n f • FooA( 119 s 20901Ct.5F Pa' 6/U6 Gila l plan sef Ac1uuL Foohay 4(leivohle, Grid 5 I04,Qk. Fro BY ion vv/ (8)14gEw i!5Rc 9k. Grid 85 109,64k F7 gLiexg' -o"x i& wl (Otte Ew 1V8'k. Olk_. Grid 82 ?I,lak F5 741)(7 "x 15" 01/ 67>ite Ed 1026 Ok. 6 rid 42 30,1g F4 !o'- (o" x klx !I's w/6y) 4(ak Ok. L 4k- far_ 1e5e1en* Bend Structural Engineering. PC Tits : Toys R Us Job # 488 Bend, OR 97702 Engineer: SC 541-977-3738 Project Desc.: Mechanical unit replacement 541 - 977-3738 Project Notes : Polled 21 FEB 2012 10.11PM General footing ShmturalEwe: reMProjects% 488ToysRUs -BendHealireltigeldtoysrlseee 9 ENERCAL , INC. 19B3-2011. BuidS.12A1.12. Vere.1 .o1.12 Lic. # : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : Footing F4 General Information Calculations per Ad 31808, IBC 2009, CBC 2010, ASCE 7.05 Material Properties Soil Design Values Pc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Fooling Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pot Soil/Concrete Friction Coeff. = 0.30 9 Values Flexure = 0.90 Shear = 0 Increases based on footing Depth Analysis Settings Fooling base depth below sod surface = ft Min Steel % Bending Reinf. = 0.00140 Allowable pressure increase per foot of deptl= ksf Min Allow % Temp Reinf. = 0.00180 when Ong base is below = ft Min. Overturning Safety Factor = 1.0 :1 Min. Sliding Safety Factor = 1.0 :1 Increases based on fooling plan dimension Add Ftg W for Soil Pressure Yes Allowable pressure increase per foot of dept = ksf Use fig wt for stability, moments & shears : Yes when maximum length or width is greater* ft Include Pedestal Weight as DL No Dimensions Width parallel to X -X Axis = 6.50 ft z Length parallel to Z-Z Axis = 6.0 ft Fooling Thicknes = 14.O in ■11 ■■■1111■N1 ■1■■ 1111■ •■ ©11■ ■11a ■■ ■fir ■ ■®11n® ■11f1i ■■ ' 1111e■©11t11■ ■1116•® 111111e ®1511 ■ ■11Thili®® Pedestal dimensions... m i° px : parallel to X-X Axis = in ■11■■■ ®�l ■■I® ®1111 pz : parallel to Z-Z Axis = in ■111 ®® ®IE111®IB■■ ®11EWHI x81 ■ ■ID® ■i Height - in 1111 ®11 ■1r11 ■1BEHIM I Rebar Centerline to Edge of Concrete.. ■■ ■ 1111■ 11 ■1111■■ ■ ri al Bottom of footing = 3.0 in ■1 ■■ ■1111 ■ ■11 ■ ■■ I Reinforcing e , ..' Bars parallel to X -X Axis Number of Bars - 14.0 Reinforcing Bar Size = # 5 Bars parallel to Z -Z Axis Nranber of Bars = 14.0 Reinforcing Bar Sizr = # 5 I: hU� Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separatiomg Z -Z Axis # Bars required within zone 96.0 % # Bars required on each side of zone 4.0 % Applied Loads D Lr L S W E H P: Column Load = 0.0 46.0 k OB : Overburden = ins( M-xx = k-ft M-zz = k -ft V -x = k . V -z = k Bend Structural Engineering. PC Title : Toys R Us Job # 488 0 Bend. OR 97702 Engineer. SC 541-977-3738 Project Desc.: Mechanical unit replacement 541 - 977 -3738 Project Notes : Pnntw 21 FEB 2012 10 W General Footing sbuBWrer EngnCunent Pnclects4r8e Toys R Us Bend Hea5ng bye r us.ec8 g ENERCALC. BIC 19832011. Bub: 8.12.01.12. Veal 2.01.12 Lic. # : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : Footing F4 DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.6745 Soil Bearing 1.349 ksf 2.0 ksf +D+Lr+H PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -fl 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 it No Sfiding PASS n/a Uplift 0.0 k 0.0 it No Uplift PASS 0.3016 Z Flexure ( +X) 9.965 k -ft 33.035 k -ft +1.20D+1.60Lr+0.50L PASS 0.3016 Z Flexure ( -X) 9.965 k -ft 33.035 k -ft +1.20D+1.60Lr+0.50L PASS 0.2767 X Flexure ( +Z) 8.491 k -ft 30.691 k -ft +120D+1.60Lr+0.50L PASS 0.2767 X Flexure ( -Z) 8.491 k -ft 30.691 k -ft +120D+1.60Lr+0.50L PASS 0.4461 1-way Shear ( +X) 33.455 psi 75.0 psi +1.20D+1.601r+0.50L PASS 0.4461 1-way Shear ( -X) 33.455 psi 75.0 psi +1.20D+1.60Lr+0.50L PASS 0.3965 1-way Shear ( +Z) 29.737 psi 75.0 psi +1.20D+1.601r+0.501 PASS 0.3965 1-way Shear ( -2) 29.737 psi 75.0 psi +1.20D+1.60Lr+0.50L PASS 0.9920 2-way Punching 148.80 psi 150.0 psi +1.20D+1.601.r+0.50L Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual !Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X -X. +D 2.0 nla 0.0 0.1692 0.1692 n/a n/a 0.085 X -X. +0+Lr+H 2.0 n/a 0.0 1.349 1.349 n/a n/a 0.675 . X -X. +D+0.750Lr+0.750L+H 20 n/a 0.0 1.054 1.054 Na n/a 0.527 X -X. +0+0.750Lr+0.750L+0.750W+H 2.0 n/a 0.0 1.054 1.054 n/a n/a 0.527 X -X. +D+0.7501r+0.750L+0.5250E+H 2.0 n/a 0.0 1.054 1.054 n/a n/a 0.527 Z -Z. +D 2.0 0.0 n/a n/a n/a 0.1692 0.1692 0.085 Z -Z. +O+Ir+H 2.0 0.0 n/a n/a n/a 1.349 1.349 0.675 Z -Z. +0+0.750Lr+0.750L+1-1 2.0 0.0 n/a We n/a 1.054 1.054 0 527 Z -Z. +0+0.750Lr+0.750L+0.750W+H 2.0 0.0 n/a n/a n/a 1.054 1.054 0.527 Z -Z. +D+0.750Lr+0.750L+0.5250E+H 2.0 0.0 n/a n/a n/a 1.054 1.054 0.527 Overturning Stability Rotation Axle & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Fooling Has NO Overturning Sliding Stability AU units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Skiing Footing Flexure _ Flexure Axle & Load Combination Mu Which Tension @ BoL As Req'd Gym. As Actual As PhlMn Status k-ft Side ? or Top ? in"2 in 4 2 in"2 k-fl X -X. +1.40D 0 +Z Bottom 0.3 Bending 0.67 30.691 OK X -X. +1.40D 0 -Z Bottom 0.3 Bending 0.67 30.691 OK X -X. +1.20D+0.50Lr +1.601 +1.60H 2.653 +2 Bottom 0.3 Bending 0.67 30.691 OK X -X. +1.20D+0.5OLr +1.601 +1.60H 2.653 -Z Bottom 0.3 Bendino 0.67 30.691 OK . X -X. +1.20D+1.60Lr+0.50L 8.491 +Z Bottom 0.3 Bending 0.67 30.691 OK X -X. +1.20D+1.60L1+0.50L 8.491 -Z Bottom 0.3 Bending 0.67 30.691 OK X -X. +1.20D+1.60Lr+0.80W 8.491 +Z Bottom 0.3 Bending 0.67 30.691 OK X -X. +1.20D+1.60Lr+0.80W 8.491 -Z Bottom 0.3 Bending 0.67 30.691 OK - X -X. +1.20040.50Lr+0.50L +1.60W 2.653 +Z Bottom 0.3 Bending 0.67 30.691 OK X -X. +1.200+0.50Lr+0.50L +1.60W 2.653 -Z Bottom 0.3 Bending 0.67 30.691 OK Z -Z. +1.40D 0 -X Bottom 0.3 Bending 0.72 33.035 OK Z -Z. +1.400 0 +X Bottom 0.3 Bendino 0.72 33.035 OK Z -Z. +1.200+0.5011 +1.601 +1.60H 3.114 -X Bottom 0.3 Bending 0.72 33.035 OK Z -Z. +1.200+0.50Lr +1.601 +1.60H 3.114 +X Bottom 0.3 Bending 0.72 33.035 OK Z -Z. +1.20D+1.60Lr+0.50L 9.965 -X Bottom 0.3 Bending 0.72 33.035 OK Bend Structural Engineering, PC Title : Toys R Us Job # 488 32 Bend. OR 97702 Engineer. SC 541 - 977 738 Project Dem.: Mechanical un8 replacement 541 - 977-3738 Project Notes : p.m 21 FEB 2012.101 General Footing ilkenAPONLitkanrantsiBend Structural E ENERCALC i ° NC..l9 1 1201i�v�iim I2 Lic. # : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : Footing F4 2 -2. +1.200+1.60Lr40.50L 9.965 +X Bottom 0.3 Bending 0.72 33.035 OK 2 -2. +1.200 +1.601r+0.80W 9.965 -X Bottom 0.3 Bendino 0.72 33.035 OK Z -Z. +1.20D +1.60U+0.80W 9.965 +X Bottom 0.3 Bending 0.72 33.035 OK Bend Structural Engineering, PC Title : Toys R Us • Job 0 488 (S Bend, OR 97702 Engineer. SC 541- 977 -3738 Project Desc.: Mechanical unit replacement 541- 977 -3738 Project Notes : Pmbd 21 FEB 2012 10 IPA' General footing Shi e C. X20» lop 12.0' Lic. # : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : Fooling F4 Footing Flexure Flexure Axle 8 Load Combination Mu Whkh Tension Q Bot. As Req'd Gvm. As Actual As PhrMn Status k-t Side? or Top? In"2 In"2 inA2 kt Z -Z. +1.20D+0.501140.50L +1.60W 3.114 -X Bottom 0.3 Bendina 0.72 33.035 OK Z -Z. +120D+0.50Lr+0.50L +1.60W 3.114 +X Bottom 0.3 Bendlna 0.72 33.035 OK One Way Shear _ Load Combination... Vu @ -X Vu @ +X . Vu Q -Z Vu @ +Z Vu:Max Phi Vn • Vu ! PhrVn Status +1.40D 0 osi 0 psi 0 osi 0 osi 0 osi 75 osi 0 OK +1.20D+0.50Lr+1.60L +1.60H 10.455 osi 10.455 osi 9.293 psi 9.293 osi 10.455 psi 75 osi 0.1394 OK +120D+1.60Lr+0.50L 33.455 osi 33.455 osi . 29.737 osi 29.737 osi 33.455 psi 75 psi 0.4461 OK +1.200+1.60Lr+0.80W 33.455 osi 33.455 osi 29.737 osi 29.737 osi 33.455 osi 75 psi 0.4461 OK +1.20D+0.50Lr+0.50L +1.60W 10.455 psi 10.455 osi 9.293 psi 9.293 osi 10.455 osi 75 osi 0.1394 OK Punching Shear _ _ All units k Load Combination... Vu Phl'Vn Vu ! PhrVn Statue +1.40D 0 osr • 150osi • 0 OK +1.200+0.501r +1.60L +1.60H . 46.498 ow 150osi 0.31 OK +1200+1.60Lr40.50L 148.8 ow 150osi 0.992 OK +120D +1.601.r+0.80W 148.8 osi 150osi 0.992 OK +1.20D+0.50Lr+0.50L +1.60W 46.498 ow 150osi 0.31 OK • • • • Bend Structural Engineering, PC Title Engineer R 8C Job # 488 0 5 8� Project Desc.: Mechanical unit replacement 541 - 977 -3738 Project Notes : Printed 21 FEB 2012 1018PM - General Footing Structural EngnC�eot Pio4ede1488 Toys R Us - Bind rtea6np16gaa toys r us 08 e 9 ENERCALC, WC 19834011. Bu .1201.12. Ver13:1201.12 Lic. # : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : Footing F5 General Information Calculations per AC1318-08, IBC 2009, CBC 2010, ASCE 745 Material Properties Soil Design Values Pc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf Iryv Reber Yield = 60.0 ksi Increase Bearing By Fooling Weight = No cc : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 9 Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = 0.00140 Allowable pressure increase per foot of dept= ksf Min Allow % Temp Reinf. = 0.00180 when fooling base is below = ft Min. Overturning Safety Factor = 1.0 :1 Min. Sliding Safely Factor = 1.0 :1 Increases based on fooling plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per fool of dept = ksf Use fig wt for stability, moments & shears : Yes when maximum length or width is greater4 ft Include Pedestal Weight as DL No Dimensions . width parallel to X -X Axis = 7.50 ft Length parallel to Z-Z Axis = 7.50 ft Footing Thicknes = 15.0 in r--.■■■■■ - ■® i ®o ®.,,® • Pedestal dimensions... 1 px : parallel to X -X Axis = 12.0 in pz : parallel to Z -Z Ards = 12.0 in Height = 1.0 in 111111111111111 Reber Centerline to Edge of Concrete.. 1111.1111111 i at Bottom of footing = 3.0 in :p 41- Reinforcing a : T - Bars parallel to X -X Axis Number of Bars 7.0 Reinforcing Bar Size = # 8 Bars parallel to Z -Z Axis Number of Bars = 7.0 Reinforcing Bar Size = if 8 = == -I ' Mir i - Gu _ Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a ti Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 0.0 102.0 k OB : Overburden = ksf M -tor = k -ft M -zz = k -ft V -x = k V -z = k Bend Structural Engineering, PC Title : Toys R Us Job # 488 6 Bend, OR 97702 Engineer: SC 541 - 977 -3738 Project Desc.: Mechanical unit replacement 541- 977.3738 Project Notes : Ponied 21 FEB 2012 10 18Pu General Footing se'�t"alE"BF'a'" NERN c�PLC.INC. 1� R 9i 1 2.01.12.Ver�9.12.0� Lic. # : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : Fooling F5 DESIGN SUMMARY - _ Design OK Min. Ratio item Applied Capacity Governing Load Combination PASS 0.9975 Soil Bearing 1.995 ksf 2.0 ksf +D+Lr+H PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k-ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4147 Z Flexure ( +X) 15.319 k-ft 36.938 k -ft +1.20D+1.60tr0.50L PASS 0.4147 Z Flexure ( -X) 15.319 k-ft 36.938 k -ft +1.20D+1.60Lr+0.501 PASS 0.4147 X Flexure ( +2) 15.319 k-ft 36.938 k -ft +1.20D+1.60Lr+0.50L PASS 0.4147 X Flexure ( -2) 15.319 k-ft 36.938 k -ft +1.20D+1.60Lr+0.50L PASS 0.6179 1-way Shear ( +X) 46.341 psi 75.0 psi +1.20D+1.60L1+0.50L PASS 0.6179 1-way Shear ( -X) 46.341 psi 75.0 psi +1.20D+1.60Lr+0.50L PASS 0.6179 1-way Shear ( +Z) 46.341 psi 75.0 psi +1.20D+1.60Lr+0.50L PASS 0.6179 1-way Shear ( -Z) 46341 psi 75.0 psi +1.20D+1.60Lr+0.50L PASS 0.8838 2 -way Punching 132.57 psi 150.0 psi +1.20D+1.601r+0.50L Detailed Results Soil Bearing Rotation Axis 8 Actual Soil Bearing Stress Actual /Allowable . Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X -X. +D 2.0 Na 0.0 0.1813 0.1813 n/a n/a 0.091 X-X. +O+Lr*H 2.0 Na 0.0 1.995 1.995 n/a n!a 0 998 ' X -X. +0+0.750Lr+0.750L+H 2.0 n/a 0.0 1.541 1.541 n/a n/a 0.771 X -X. +0+0.750Lr+0.750L+0.750W+H 2.0 Na 0.0 1.541 1.541 n/a n/a 0.771 X-X. +0+0.750Lr+0.750L+0.5250E+H 2.0 n/a 0.0 1.541 1.541 Na Na 0.771 Z -Z. +0 2.0 0.0 Na Na n/a 0.1813 0.1813 0.091 Z-2. +D+Lr+H 2.0 0.0 n/a n/a n/a 1.995 1.995 0.998 Z -Z. +D+0.7501r+0.750141 2.0 0.0 n/a n/a n/a 1.541 1.541 0.771 Z -Z. +D+0.750Lr+0.750L+0.750W+H 2.0 0.0 Na Na n/a 1.541 1.541 0.771 Z -Z. +D+0.750Lr+0.750L+0.5250E+H 2.0 0.0 n/a Na Na 1.541 1.541 0.771 Overturning Stability Rotation Axle & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Fooling Has NO Overturning _ Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatlo Status Footing Has NO Sliding Footing Flexure Flexure Axle 8 Load Combination Mu Which Tension Q BoL As Req'd Gvm. As Actual As Phl'Mn Status k-ft Side 7 or Top 7 t A2 IM2 le2 k -ft X -X. +1.400 0 +Z Bottom 0.32 Bending 0.74 36.938 OK X -X. +1.40D 0 -Z Bottom 0.32 Bending 0.74 36.938 OK X -X. +1.200+0.50Lr +1.601 +1.60K 4.787 +2 Bottom 0.32 Bertdno 0.74 36.938 OK X -X. +1.20D+0.50Lr +1.601 +1.60H 4.787 -Z Bottom 0.32 Bendina 0.74 36.938 OK X -X. +1,200 +1.601r+0.50L 15.319 +Z Bottom 0.32 Bendino 0.74 36.938 OK X -X. +1.200 +1.60Lr+0.50L 15.319 -Z Bottom 0.32 BenNna 0.74 36.938 OK X -X. +1.20D+1.60Lr+0.80W 15.319 +Z Bottom 0.32 Bendino 0.74 36.938 OK X -X. +1.20D+1.60Lr+0.80W 15.319 -Z Bottom 0.32 Bendina 0.74 36.938 OK . X -X. +1.20D+0.50Lr+0.50L +1.60W 4.787 +Z Bottom 0.32 Bendina 0.74 36238 OK X -X. +1.20D+0.50Lr+0.50L +1.60W 4.787 -Z Bottom 0.32 Berechno 0.74 36.938 OK Z -Z. +1.40D 0 -X Bottom 0.32 Bendina 0.74 36.938 OK 2 -2. +1.400 0 +X Bottom 0.32 Bendina 0.74 36.938 OK Z.Z. +1.200+0.50Lr +1.60L +1.60H 4.787 -X Bottom 0.32 Bendino 0.74 36.938 OK Z -Z. +1.20D+0.50Lr +1.60L +1.60H 4.787 +X Bottom 0.32 Bending 0.74 36.938 OK Z -Z. +1.20D+1.60t+0.50L 15.319 -X Bottom 0.32 Bending 0.74 36.938 OK Bend Structural Engineering, PC Title : Toys R Us Job # 488 • (S) Bend. OR 97702 Engineer. SC 541 -977 -3738 Project Desc.: Mechanical unit replacement 541 - 917 -3738 Project Notes : Printed 21 FE82012.101BPM General Footing E z L s48 8 T , RUs. Bend e.$ v3iz.oi i Lic. # : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : Footing F5 Z -Z- +1.20D+1.60Lr•0.50L 15.319 +X Bottom 0.32 Bending 0.74 36.938 OK Z -Z. +1.20D+1.60Lr+0.80W 15.319 -X Bottom 0.32 Bendina 0.74 36.938 OK Z -Z. +1.20D+1.60Lr+0.80W 15.319 +X Bottom 0.32 Bendlno 0.74 36.938 OK • . Bend Structural Engineering, PC Tile : Toys R Us Job # 488 40 Bend, OR 97702 Engineer. SC 541 -977 -3738 Project Desc.: Mechanical unit replacement 541 - 977 -3738 Project Motes : - Prmbd 21 FEB 7012 10 'BOA General Footing morel ErgACumnd ProInclsMBB Toys R Ue - Bend Haeagtupad toys r us ec6 9 EMERCALC, INC. 19832011; Bu84:6.1201.12, Ver.6.12.01.12 Lic. # : KW- 060065B2 Licensee : BEND STRUTURAL ENGINEERING PC Description: Footing F5 . _ Footing Flexure _ Flexure Awls 8 Load Combination Mu Which Tension @ Bot As Req'd Gym. As Actual As Phl'Mn Status k4t Side Z or Top Z In"2 61"2 Inn k-lt Z -Z. +1.20D+0.50Lr+0.50L +1.60W 4.787 -X Bottom 0.32 Bending 0.74 36.938 OK Z -Z. +1.20D+0.50Lr+0.50L +1.60W 4.787 +X Bottom 0.32 Bendina 0.74 36.938 OK One Way Shear - - _ _ Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vii Vu ! Phi'Vn Status +1.40D 0 osi 0 osi 0 osi 0 osi 0 osi 75 osi 0 OK +1.20D+0.50 1.r+1.601.+1.601.1 14.481 osi 14.481 osi 14.481 osi 14.481 osi 14.481 osi 75 osi 0.1931 OK +120D+1.601r+0.50L 46.341 osi 46.341 osl 46.341 osi 46.341 osi 46.341 osi 75 psi 0.6179 OK +1.20D+1.601.r+0.80W 46.341 osi 46.341 osi 46.341 psi 46.341 osi 46.341 psi 75 psi 0.6179 OK +1.20D+0.501r+0.50L +1.60W 14.481 psi 14.481 osi 14.481 psi 14.481 osi 14.481 osi 75 osi 0.1931 OK Punching Shear Al units k Load Combination... Vu Phi'Vn Vu I Phl'Vn Status +1.401) 0 psi 150osi 0 OK +1.201)+0.50Lr +1.60L +1.60H 41.43 psi 150osi 0.2782 OK +1,201)+1.60Lr+0.50L 132.57 osi 150osi 0.8838 OK +1.200+1.60Lr+0.80W 132.57 osi 150osi 0.8838 OK +1.20D+0.50Lr+0.50L +1.60W 41.43 osi 150osi 02762 OK . • Bend Structural Engineering, PC Title : Toys R Us Job # 488 Bend, OR 97702 Engineer. SC 541-977-3738 Project Desc.: Mechanical unit replacement 541- 977 -3738 Project Notes : Pentad 21 FEB 2012 10.20P4 - General footing sUsersireblisiBasensigslilerd Sb"`b°alrn`lCu°'E 8BToys Rcntc alt BU ,s.1 i201.I2 Lic.# : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : Footing F6 _ General information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 74IS M aterial Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy Reber Yield = 60.0 ksi Increase Bearing By Fooling Weight - No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Densily = 145.0 pd SoilConcrete Friction Coeff. = 0.30 cc, Values Flexure = 0.90 Shear = 0.750 Increases based on fooling Depth Analysis Settings Footing base depth below soil surface = 0.0 ft Min Steel % Bending Reinf. = 0.00140 Allowable pressure increase per foot of deptt= 0.0 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min. Overturning Safety Factor = 1.0 :1 Min. Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept = 0.0 ksf Use ftg wt for stability, moments & shears : Yes when maximum length or width is grealer# 0.0 ft Include Pedestal Weight as DL No Dimensions Width parallel to X -X Axis = 8.0 fl 7 Length parallel to Z -Z Axis = 8.0 fl . Footing Thidcnes = 18.0 in I - _ l 1. Pedestal dimensions... x - px : parallel to X -X Axis = 15.0 in pz : parallel to Z -Z Axis = 15.0 in Height - 1.0 in $ Rebar Centerline to Edge of Concrete.. - at Bottom of footing = 3.0 in . - - - - Reinforcing - d.Q" Btnr i L Bars parallel to X -X Axis Number of Bars = 8.0 Reinforcing Bar Size = # 8 Bars parallel to Z-Z Axis Number of Bars = 8.0 Reinforcing Bar Sin = # 8 i - __._.._._.....-- .-- _._._._.� ,tre _ uu .= ..`..._T_. Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 0.0 115.0 0.0 0.0 0.0 0.0 0.0 k OB : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M -xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M -zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V -x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k - V -z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k • Bend Structural Engineering. PC Title : Toys R Us Job # 488 Bend. OR 97702 Engineer: SC 541-977-3738 Project Desc.: Mechanical unit replacement 541- 977 -3738 Project Notes : F4npld 21 FEB 2012,10 20Pk General Footing " .1 � f6.1z d v�12o1�12 Lic. # : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : Footing F6 DESIGN SUMMARY Design OK Mln. Ratio Item Applied Capacity Governing Load Combination PASS 0.9950 Soil Bearing 1.990 ksf 2.0 ksf +D+Lr+H PASS n/a Overturning - X -X 0.0 k-ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k-ft 0.0 k -ft No Overturning PASS Na Sliding - X -X 0.0 k 0.0 k No Siding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Siding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3815 Z Flexure ( +X) 16.372 k-ft 42.911 k-ft +1.200 +1.60Lr+0.50L PASS 0.3815 Z Flexure ( -X) 16.372 k-ft 42.911 k-ft +1.200 +1.60Lr+0.50L PASS 0.3815 X Flexure ( +Z) 16.372 k-ft 42.911 k-ft +1.200 +1.60Lr+0.50L PASS 0.3815 X Flexure ( -Z) 16.372 k-ft 42.911 k -ft +1200 +1.60Lr+0.50L PASS 0.5504 1 -way Shear ( +X) 41.282 psi 75.0 psi +1.200 +1.60Lr+0.501. PASS 0.5504 1-way Shear ( -);) 41.282 psi 75.0 psi +1.200 +1.60Lr+0.50L PASS 0.5504 1-way Shear ( +Z) 41.282 psi 75.0 psi +1.200 +1.60Lr+0.50L PASS 0.5504 1 -way Shear ( -Z) 41.282 psi 75.0 psi +1.200 +1.60Lr+0.50L PASS 0.7764 2 -way Punching 116.47 psi 150.0 psi +1.20D +1.60Lr+0.50L Detailed Results Soil Bearing . Rotation Axis & Actual Soil Bearing Stress Actual ! Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -x -x Ratio X -X. 40 2.0 n/a 0.0 0.1933 0.1933 n/a Na 0.097 X -X. +0+Lr+H 2.0 n/a 0.0 1.990 1.990 n/a n/a 0.995 - X -X. +D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.541 1.541 n/a n/a 0.771 X -X. +0+0.750Lr+0.750L+0.750W+H 2.0 n/a 0.0 1.541 1.541 Na n/a 0.771 X -X. +0+0.7501r+0.750L+0.5250E+t1 2.0 n/a 0.0 1.541 1.541 n/a n/a 0.771 Z -Z. 40 2.0 0.0 n/a n/a Na 0.1933 0.1933 0.097 Z -Z. +D+LrH 2.0 0.0 n/a n/a n/a 1.990 1.990 0.995 Z -Z. +D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.541 1.541 0.771 Z -Z. +0+0.750Lr+0.750L+0.750W+H 2.0 0.0 n/a n/a n/a 1.541 1.541 0.771 Z -Z. +D+0.750U+0.750L+0.5250E+H 2.0 0.0 n/a n/a n/a 1.541 1.541 0.771 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability An units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Siding Footing Flexure Flexure Axle & Load Combination Mu Which Tension @ Bat. As Req'd Gvrn. As Actual As Phl•Mn Status k-It Side 7 or Top 7 In 6h" 2 ire2 k-ft X -X. +1.400 0 +Z Bottom 0.35 Bendina 0.79 42.911 OK X -X. +1.400 0 -Z Bottom 0.35 Bending 0.79 42.911 OK X -X. +1.20D+0.50Lr +1.60L +1.60H 5.116 +Z Bottom 0.35 Bending 0.79 42.911 OK X -X. +1200+0.50Lr +1.60L +1.60H 5.116 -Z Bottom 0.35 Bendina 0.79 42.911 OK - X -X. +1.20D+1.60Lr+0.50L 16.372 +Z Bottom 0.35 Bendina 0.79 42.911 OK X -X. +120D+1.60Lr+0.50L 16.372 -Z Bottom 0.35 Bending 0.79 42.911 OK X -X. +1.201)+1.60Lr+0.80W 16.372 +Z Bottom 0.35 Bending 0.79 42.911 OK X -X. +120D+1.60Lr+0.80W 16.372 -Z Bottom 0.35 Bending 0.79 42.911 OK - X -X. +1.20D+0.50Lr+0.50L +1.60W 5.116 +Z Bottom 0.35 Bending 0.79 42.911 OK X -X. +120D+0.50Lr+0.50L +1.60W 5.116 -Z Bottom 0.35 Bending 0.79 42.911 OK Z -Z. +1.400 0 -X Bottom 0.35 Bendina 0.79 42.911 OK Z -Z. +1.40D 0 +X Bottom 0.35 Bending 0.79 42.911 OK Z -Z. +1.20D+0.50Lr +1.60L +1.60H 5.116 -X Bottom 0.35 Bendina 0.79 42.911 OK Z -Z. +1.20D+0.50Lr +1.60L +1.60H 5.116 +X Bottom 0.35 Bendina 0.79 42.911 OK Z -Z. +1.20D+1.60Lr+0.50L 16.372 -X Bottom 0.35 Bending 0.79 42.911 OK • Bend Structural Engineering, PC Title : Toys R Us Job # 488 Bend, OR 97702 Engineer. SC 541-977-3738 Project Desc.: Mechanical unit replacement 541-977-3738 Project Notes : R. b it FEe 2012. 10 20P General Footing EN Pf*I ING 98 RUs- Be ult6.1�i.12.Yer .iio1 is Lic.# : KW-060065B2 Licensee : BEND STRUTURAL ENGINEERING PC Description : Fooling F6 Z -Z. +1.20D+1.60L1+0.50L 16.372 +X Bottom 0.35 Bendina 0.79 42.911 OK Z -Z +120D+1.60Lr+0.80W 16.372 -X Bottom 0.35 Bendina 0.79 42.911 OK Z -Z. +1.20D+1.60Lr+0.80W 16.372 +X Bottom 0.35 Bendno 0.79 42.911 OK • • . Bend Structural Engineering, PC The: Toys s R Us Job # 488 Te 541-977-373B 02 4 977 -373B� Project Desc.: Mechanical unit replacement 541- 977 -3738 Project Notes : Pmled 21 FEB 7012 10 20PM , General Footing ' � 1 RC Toys R Us-Bend , .1 0 ; 2o ,s Lic. # : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : Footing F6 Footing Flexure Flexure Axle & Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As PAI'Me Status Mt Side 7 or Top Z WV 61"2 in k-R Z -Z. +1.20D+0.50Lr+0.50L +1.60W 5.116 -X Bottom 0.35 Bending 0.79 42.911 OK Z -Z. +120D40.50Lr+0.50L +1.60W 5.116 +X Bottom 0.35 Bendino 0.79 42.911 OK One Way Shear Load Combination -. Vu @ -X Vu @ +X Vu Q -Z Vu @ +Z Vu:Max Phl Vn Yu I Phi'Vn Status +1.400 0 psi 0 osi 0 osi 0 psi 0 osi 75 psi 0 OK +1.20D+0.50Lr +1.60L +1.60H 12.901 osi 12.901 osi 12.901 psi 12.901 psi 12.901 psi 75 psi 0.172 OK ' +1.20D +1.601r+0.501. 41.282 psi 41.282 psi 41.282 psi 41.282 osi 41.282 psi 75 psi 0.5504 OK +120D+1.60Lr+0.80W 41.282 psi 41282 osi 41282 osi 41282 psi 41.282 osi 75 osi 0.5504 OK +1.20D+0.50Lr+0.50L +1.60W 12.901 psi 12.901 psi 12.901 osi 12.901 osi 12.901 psi 75 psi 0.172 OK Punching Shear __ _ All units It Load Combination... Vu Phf'Vn Vu 1 Phi'Vn Status +1.40D 0 osi 150osi 0 OK +120D+0.5OLr +1.60L +1.60H 36.396 osi 150osi 02426 OK +120D+1.60Lr+0.50L 116.47 osi 150osi 0.7764 OK +1200 +1.60Lr40.80W 116.47 osi 150osi 0.7764 OK +1.20D+0.501.r40.50L +1.60W 36.396 psi 150 psi 0.2426 OK . Bend Structural Engineering, PC Title : Toys R Us Job # 488 Bend, OR 97702 Engineer. SC .../ 541-977-3738 Project Desc.: Mechanical unit replacement 541-977-3738 Project Notes pmsed 21 FEB 2012 10 21PM General Footing Webb' Projeals1488 Toys RUUs- Bend Heeringtgard bp ends.1 Vs&12.0 Lic. ft : KW-06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : Fooling F7 General Information Calculations per ACI 318 IBC 2009, CBC 2010, ASCE 7 -05 Material Properties Soil Design Values it : Concrete 28 day strength = 2.50 ksi Allowable Soli Bearing = 2.0 ksf fy Reber Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pct Concrete Density = 145.0 pd Soil /Concrete Friction Coeff. = 0.30 9 Values Flexure = 0.90 • Shear = 0.750 Increases based on footing Depth Analysis Settings Footin' base depth beoow soil surface = 0.0 ft Nei Steel % Bending Reid. = 0.00140 All. e pressure increase per foot of dept= 0.0 ksf Alin Allow % Temp Reinf. = 0.00180 when fooling base is below = 0.0 fl hen. Overturning Safety Factor = 1.0 :1 Min. Sliding Safety Factor = 1.0 :1 Increases based on fooling plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure Increase per t of dept = 0.0 ksf Use fig wt for stability, moments & shears : Yes en9 greater4 0.0 fl Include Pedestal Weight as DL No Dimensions _ Width parallel to X -X Axis = 8.50 ft . Length parallel to Z -Z Axis = 8.50 fl - •. Footing Thidcnes = 18.0 in . Pedestal dimensions... m' - F x • px : parallel to X -X Axis = 15.0 in pz : parallel to Z -Z Axis = 15.0 in Height = 1.0 in 1 Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing a 8:4' 4 c• Bars parallel to X -X Axis Number of Bars = 8.0 Reinforcing Bar Sae = 0 8 Bars parallel to Z -Z Axis Number of Bars = 8.0 Reinforcing Bar Siz' _ 0 8 �,, --,:.:::...,....::::;•-•:".-7.1 _ - Bandwidth Distribution Check (ACI 15.4.4.2) :5 Direction Requiring Closer Separation n/a 0 Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 0 Lr L S W E H P : Column Load = 0.0 128.0 0.0 0.0 0.0 0.0 0.0 k 08 : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k -ft ht-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V -x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k • V -z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k I 1 . Bend Structural Engineering, PC Title : Toys R Us Job # 488 a Bend, OR 97702 Engineer: SC 541-977-3738 Project Desc.: Mechanical unit replacement 541 - 977 -3738 Project Notes : Pulled 21 PE8 7017 1021PM General Footing �'g' s P ec 0$$To RU8 -Ben° d toys rus.e 9 ENERCALC, INC. 1983-2011, 8dd:6.12.01.12, Ver812.01.12 Lic. # : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : Footing F7 DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity .. Governing Load Combination PASS 0.9945 Soil Bearing 1.989 ksf 2.0 ksf +D+1.r+li PASS Na Overturning - X -X 0.0 k-ft 0.0 k -ft No Overturning PASS n/a. Overturning - Z -Z 0.0 k-it 0.0 k-ft No Overturning PASS nla Sliding - X X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 It No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3941 Z Flexure ( +X) 18.624 k-ft 47.261 k-ft +1.20D+1.60Lr+0.501 PASS 0.3941 Z Flexure ( -X) 18.624 k-ft 47.261 k-ft +1.20D+1.60Lr+0.50L PASS 0.3941 X Flexure ( +Z) 18.624 k-fl 47.261 k -ft +1.20D+1.60Lr+0.50L PASS 0.3941 X Flexure ( -Z) 18.624 k-ft 47261 k-ft +1.20D+1.60Lr40.50L PASS 0.4997 1-way Shear ( +X) 37.480 psi 75.0 psi +120D+1.60Lr40.50L PASS 0.4997 1-way Shear ( -X) 37.480 psi 75.0 psi +120D+1.60Lr40.50L PASS 0.4997 1-way Shear ( +Z) 37.480 psi 75.0 psi +120D+1.601r40.50L PASS 0.4997 1-way Shear ( -Z) 37.480 psi 75.0 psi +120D+1.60Lr40.50L PASS 0.6872 2-way Punching 103.08 psi 150.0 psi +120D+1.601r+0.50L Detailed Results Son Bearing Rotation Axis & Actual Soil Bearing Stress Actual !Allowable • Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X -X. +D 2.0 nla 0.0 0.2175 0.2175 Na n/a 0.109 X -X. +0+1.r- H 2.0 n/a 0.0 1.989 1.989 n/a n/a 0.995 - X -X. +0+0.750Lr+0.750L+H 2.0 Na 0.0 1.546 1.546 nla Na 0.773 X -X 4D40.750Lr40.750L+0.750W+H 2.0 Na 0.0 1.546 1.546 n/a n/a 0.773 X -X. +D40.7501r40.750L+0.5250E+H 2.0 nla 0.0 1.546 1.546 Na n/a 0.773 Z -Z +O 2.0 0.0 n/a nla n/a 0.2175 02175 0.109 Z -Z. +D+Lr+H 2.0 0.0 nla n/a n/a 1.989 1.989 0.995 Z -Z. +040.750Lr40.750L+H 2.0 0.0 nla n/a n/a 1.546 1.546 0.773 Z -Z. +040.750Lr40.750L40.750W+H 20 0.0 Na n/a Na 1.546 1.546 0.773 Z Z. +D40.750Lr40.750L40.5250E +H 20 0.0 Na nla nla 1.546 1.546 0.773 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Fooling Has NO Overturning Sliding mobility _ All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatlo Status Footing Has NO Sliding Footing Flexure Flexure Axis 8 Load Combination Mu Which Tension @ Bot. As Req'd Gvm. As Actual As Phl'Mn Status k-fl Side ? or Top 7 IM2 ine2 in"2 k-fl X -X. +1.40D 0 +Z Bottom 0.39 Bendino 0.74 47.261 OK X -X. +1.40D 0 -Z Bottom 0.39 Bendino 0.74 47.261 OK X -X. +120D+0.50Lr +1.60L +1.60H 5.82 +2 Bottom 0.39 Bendino 0.74 47.261 OK X -X. +120D+0.50Lr +1.60L +1.60H 5.82 -Z Bottom 0.39 Bendino 0.74 47.261 OK - X -X. +1.20D+1.60Lr40.50L 18.624 +Z Bottom 0.39 Bendino 0.74 47.261 OK X -X. +1.20D+1.60Lr40.50L 18.624 -Z Bottom 0.39 Bendina 0.74 47.261 OK X -X. +1.20D+1.601r+0.80W 18.624 +2 Bottom 0.39 Bending 0.74 47.261 OK X -X. +1.20D+1.601.r+0.80W 18.624 -Z Bottom 0.39 Bending 0.74 47.261 OK X -X. +120D40.50Lr40.50L +1.60W 5.82 +Z Bottom 0.39 Bandana 0.74 47.261 OK X -X +1200+0.50Lr40.50L +1.60W 5.82 -Z Bottom 0.39 Bendina 0.74 47.261 OK Z-Z. +1.400 0 -X Bottom 0.39 Bendino 0.74 47.261 OK Z -Z. +1.40D 0 +X Bottom 0.39 Bendino 0.74 47.261 OK Z -Z +120D+0.50Lr +1.60L +1.60H 5.82 -X Bottom 0.39 Bending 0.74 47.261 OK Z -Z. +120D40.50Lr +1.601 +1.60H 5.82 +X Bottom 0.39 Bending 0.74 47.261 OK Z -Z. +1.20D +1.60Lr40.50L 18.624 -X Bottom 0.39 Bendina 0.74 47.261 OK Bend Structural Engineering, PC Title : Toys R Us Job # 488 Bend, OR 97702 Engineer. SC 541977738 Project Desc.: Mechanical unit replacement 541 - 977-3738 Project Notes P t d 21 FEB 2012.1021PM General Footing lisondINWOmiononteBoidSbuolund E gnQn►en1 Projaelsi488 T , B o n d H oln .t a s.iz.o Lic. tt : KW-06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : Footing Fl Z -Z. +1.20D +1.601r+0.50L 18.624 +X Bottom 0.39 Bendina 0.74 47.261 OK Z -Z. +1.20D +1.601r+0.80W 18.624 -X Bottom 0.39 Bendina 0.74 47.261 OK Z -Z. +1.20D +1.60Lr+0.80W 18.624 +X Bottom 0.39 Bendma 0.74 47.261 OK • • • Bend Structural Engineering, PC Tide : Toys R Us Job # 488 49 Bend, OR 97702 Engineer. SC 541 - 977 -3738 Project Desc.: Mechanical unit replacement 541 - 9773738 Project Notes : Pmbd 21 FEB 2012.10 21710 General Footing ._ - -- - _ - - s E ` IG 1 2011 .1z �iaoi 2 Lic. # : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : Footing F7 Footing Flexure _ Flexure Ails 8 Load Combination Mu Which Tension @ Sot. As Req'd Gym. As Actual As PhIMn Status k-ft Side 7 or Top 7 in "2 In"2 tn"2 It-fl Z -Z. +1.20D+0.50Lr+0.50L +1.60W 5.82 -X Bottom 0.39 Bendlno 0.74 47.261 OK Z -Z. +1200+0.50Lr40.50L +1.60W 5.82 +X Bottom 0.39 Bendino 0.74 47.261 OK One Way Shear _ Load Combination,.. Vu @ -X Vu it +X Vu @ -Z Vu @ +Z Vu:Max Phl Vn Vu 1 Phi"Vn Status +1.40D 0 osi 0 osi 0 osi 0 osi 0 osi 75 psi 0 OK +1.200+0.50Lr +1.6OL +1.60H 11.712 psi 11.712 psi 11.712 osi 11.712 psi 11.712 osi 75 psi 0.1562 OK +1.200 +1.60Lr40.50L 37.48 osi 37.48 osi 37.48 osi 37.48 psi 37.48 osi 75 osi 0.4997 OK +1,20D +1.60Lr+0.80W 37.48 osi 37.48 osi 37.48 osi 37.48 osi 37.48 osi 75 osi 0.4997 OK +1.20D+0.50Lr+0.50L +1.60W 11.712 psi 11.712 osi 11.712 osi 11.712 osi 11.712 osi 75 osi 0.1562 OK Punching Shear • All units k Load Combination... Vu - Phl'Vn Vu I Phr+Vn Status +1.40D 0 osi 150osi 0 OK +1.20D•0.50Lr +1.60L +1.60H 32.212 osi 150osi 0.2147 OK +1.20D+1.6OLr+0.50L 103.08 osi 150osi 0.6872 OK +1.20D+1.60Lr+0.80W 103.08 osi 150osi 0.6872 OK +1.20D40.50Lr+0.50L +1.60W 32.212 osi 150psi 02147 OK • I • CLIENT Bend Heating & Sheet Metal � G• PROJECT Toys R Us ® Tigard, Oregon 6' ; r �; ,• �, S andy Crenshaw PE, SE SC 2/21/12 ' 1 541- 977 -3738 BY p DATE REV. W t .,.r/d 5 488 !- • -'' JOB NO. SHEET ''j' l/� OF SelSrn.c■ f rre or esw sneni- on per web joi515 5eismib on quipmfnf r45CE 7 -05 ,5eC.hon 13,3 (i+z41) ( P/rp) Fprrmax = I Co Sns I.p +Np �prn�n D.3 Saslp wp 50.5= 0,70k, zp =r.0 4_ _ Table 13,E -t - 6,0 Fp= 0.4 (017o(0 (142 (n/11) = 0, 35w� (O/) Fp max= (, (0.7oro)6,0)Wp= I, rp min = 013 (04706)(,.o) wp= D, 21 Kip Un +s 1 -4 % Fp= 0,35 (32,(D)/, l} = 4 309 t Uriii 6 % Fp= 0,356oc )/ 1= 2.407 • CLIENT Bend Heating & Sheet Metal �0............ PROJECT Toys R Us I N t `S AtO Tigard, Oregon r .- Sandy Crenshaw PE, SE S C 2/21/12 '` i L ` 1 541 977 -3738 BY DATE REV. \ C \ . / , ` R ' � , i,, 488 L417 • \ . ` JOB NO. SHEET OF 3e(5 mi. ed force. cc el.c.cip1►7c lt: o 6 open we b J o15 +,5 On ifs _...1_7 4 5eisryk. _ $094 f - 54 a5urr1e COC? = 'V efru .p, h eI h f- + r2 "Curb Lig" Movr =601 *)64') =- 323C9 t t -r /G = 3230 t _ t 53q_ = 45p1F Co 1w ,. (coirtk a bout 1orii Unl+s I -4 CiXrs Ok n � CnSFp e'ho n 809i ifir H coct, abSkm4 48p II II. j__(9,1, J '��b Cou.b1e AI-1- ft II Jots+ 6- d • o wcI for mee ham ece1 uni+ (45 p l� i C( z) ( - 337# /2 dou blc j D15+ = 1(09 4 4-6,10 = (02(a 6 )00( - (01* -- 366# _ 4697- e Singlt joist / . ` II 1_ �1� le- 8e/ 174-f to `"I emb►n4 °B "d Q. i�o' loleM =g z1 x71 • J12 a2flon6 - 7. &,21' a u vwabltw $.734. O l_ w/ S•. 39 lz. • aura+lon Ortega Di-l• If 11 Open wt b.10i6-4- Ok. co r ntw € pmc r1- W/ 5t 15M ic. load CLIENT Bend Heating & Sheet Metal 1%Cl NG�G• PROJECT Toys R Us `� G ttai Tigard, Oregon p� t Sandy Crenshaw PE, SE SC 2/21/12 ' C `' %' � r ,j 4 ' 541-977-3738 BY DATE REV. o; T ' 4! r' NO. 488 JOB NO SHEET L1 OF ecVmcCI ;we- oc__ _ .prnefil+ 6n o n we b c jc6t5 1)4 14- 6 e ism is., = 240 # G,umf� coU= 2 /5 e m pmen+ heibh+ + 1 b= 43" 3,58' Mo yr = 60 1 5Co 6t'J r/c = q 5c� t��b = 40M 3,3�✓ (o • (o vQ.ttwi ni r{y about (.,6r6 ei x 1s O k ba (A e +loft) 2 - cc 3•581 I I' Th oP:ij)$Je • 1.3At if Joist- ( (D 1-I (o U 0 I S•!'' add 5 e 5 rtn t e, 4o we.ii t1+ 4 nl ao e ket n+'ca I n 04 L i c+ 5e1611116- 207/2 144-* = t3,45 k w /oCorjxrr+beni l tn bcns oad altow4ble M = a8,4,7ot ► • race +ons= 2r1 ! aUowa.ble= �,(ok w /durafien finer S� 2.e J L914 G9 Open MlebJor- t ok - vuprner►+ w/ 5eterolc, Load Bend Structural Engineering. PC Title : Toys R Us Job # 488 0 Bend, OR 97702 Engineer. SC 541- 9773738 Project Desc.: Mechanical unit replacement 541- 977 -3738 Project Notes : Awed 21 FE8 7012 10 56PM akerathiliktocurentstendErimetural Engrained • Steel Beam p01�1488 Toys R Us -Bed ttsa5n ani toys r us ace ENERCALC, INC. 1983-2011, Suite.1201.1Z Ve:8.12.01.12 Lic. # : KVV- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : Open web jobt tine 8, 2 to 5 EXISTING (single joaQ w/ seismic Material Parties . - Calculation per AISC 38005, IBC 2009, CSC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Fy : Steel Yield : 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral - torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7 -05 + + 0(0.14)1140.182) • D(0.36l3 Ett).101) 010.3156) 10.101) Pa QV1 OAF - Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.140, Lr = 0.1820 k/fl, Tributary Width =1.0 fl Point Load: D= 0.3660. E = 0.1010 k 0139.33011 Point Load: D= 0.3660. E= 0.1010k41146.330ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.751: 1 Maximum Shear Stress Ratio = 0.107: 1 Section used for this span W18X35 Section used for this span W18X35 Mu : Applied 89.740 k - ft Vu : Applied 8.209 k Mn / Omega : Allowable 119.461 k - Vn/Omega : Allowable 76.464 k Load Combination +0+Lr+H Load Combination +D+Lr+}f Location of maximum on span 23.64911 Location of maximum on span 46.830 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection 1.342 in Ratio = 418 Max Upward L +Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 2.433 in Ratio = 230 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Comblnalion Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Minx + Mmax - Ma - Max Max Mnx!Ornega Cb Rm Vs Max Vox Vra/Omega 40 Dsgn. L = 46.83 fl 1 0.334 0.052 39.86 39.86 199.50 119.46 1.00 1.00 3.95 114.70 76.46 40+Lr4H Dsgn. L = 46.83 fl 1 0.751 0.107 89.74 89.74 199.50 119.46 1.00 1.00 821 114.70 76.46 +0+0.750Lr40.750L-.H Dsgn. L = 46.83 ft 1 0.647 0.093 77.27 77.27 199.50 119.46 1.00 1.00 7.14 114.70 76.46 4040.70E41 Dsgn. L = 46.83 ft 1 0.336 0.053 40.14 40.14 199.50 119.46 1.00 1.00 4.08 114.70 76.46 40+ 0.750Lr+0.750L40.750W+H Dsgn. L = 46.83 ft 1 0.647 0.093 77.27 77.27 199.50 119.46 1.00 1.00 7.14 114.70 76.46 +040.750Lr+0.750L40.5250E+H Dsgn. L = 46.83 fl 1 0.649 0.095 77.48 77.48 199.50 119.46 1.00 1.00 724 114.70 76.46 +040.7501.40.750340.5250E41 • Dsgn. L = 46.83 ft 1 0.335 0.053 40.07 40.07 199.50 119.46 1.00 1.00 4.04 114.70 76.46 40.60040.70E4H - Dsgn. L = 46.83 ft 1 0.203 0.033 24.20 24.20 199.50 119.46 1.00 1.00 2.50 114.70 76.46 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. •-• Deli Location In Span Load Combination Max. ' +' Deb Location In Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXinum 7.619 8.394 D Only 3.341 3.948 Lr Only 4262 4.262 E Only 0.017 0.185 Bend Structural Engineering, PC Title : Toys R Us Job # 488 Bend, OR 97702 Engineer: SC 541 - 977 -3738 Project Desc.: Mechanical unit replacement 541 -977 -3738 Project Notes : Pallid 21 FEB 2012 10:56PM • Steel Beam - Mane, EngACurronl EN�RP`°cni Toys R m� Bend aiss5n loys ., .;2 ce ▪ Lic. # : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Desaiplon : Open web joist line B, 2 to 5 EXISTING (single joist) wl seismic Vertical Reactions - Unfactored Support notation : Far left Is 41 Values In KIPS Load Combination Support 1 Support 2 D+Lr 7.602 8.209 D+E 3.358 4.132 D+LnE 7.619 8.394 • • • - • Bend Structural Engineering, PC Title : Toys R Us Job # 488 0 Bend, OR 97702 Engineer. SC 541 - 977 -3738 Project Desc.: Mechanical unit replacement 541 - 977 -3738 Project Notes : _ Ftabd I1 FEB 2012.11 12PM * Steel Beam alsersiPubldOacumaida8andtkuctural Engd0neutPr Jeds1488 Toys RUB- Bend Heatinswaard toysrus. c6 ENERCALC, INC. 1983-2011, Bubt6.1201.12. Ver.6.12.01.12 Lic. # : KW- 06006582 Licensee : BEND STRUTURAL ENGINEERING PC Description : Open web jobls grids 1 to 2 (Unft 05) NEW wi seismic Material Properties _ _ - _ Calculations per AISC 350-05, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Fy : Steel Yield : 36.0 ksi Beam Bracing : Beam is Fully Braced against lateral- torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC 8 ASCE 7 -05 D(0.335) E(0.144) D(0.335) E(0.144) i • D(0.069) 110.09) I + • vd-Ty,l,grz Span = 24.830 ft W16X26 Applied Loads _ _ Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0690, Lr = 0.090 klft, Tributary Width =1.0 ft Point Load : D = 0.3350, E = 0.1440 k (a) 18.330 fl Point Load: D= 0.3350, E = 0.1440 k g4 24.330 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.169: 1 Maximum Shear Stress Ratio = 0.045 : 1 Section used for this span W16X26 Section used for this span W16X26 Mu : Applied 13.454 k -ft Vu : Applied 2.550 k Mn ! Omega : Allowable 79.401 k -ft Vn/Omega : Allowable 56.520 k Load Combination 40+Lr+H Load Combination +044/++1 Location of maximum on span 13.036ft Location of maximum on span 24.830 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr+S Deflection 0.089 in Ratio = 3352 Max Upward L+Lr+S Deflection 0.000 In Ratio = 0 <360 Max Downward Total Deflection 0.181 in Ratio = 1649 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx(Omega Cb Rm Va Max Vnx Vnx(Omega +0 Dsgn. L = 24.83 ft 1 0.083 0.025 6.55 6.55 132.60 79.40 1.00 1.00 1.43 84.78 56.52 404Lr4H Dsgn. L = 24.83 ft 1 0.169 0.045 13.45 13.45 132.60 79.40 1.00 1.00 2.55 84.78 56.52 +0+0.750Lr+0.750L+H Dsgn. L = 24.83 ft 1 0.148 0.040 11.72 11.72 132.60 79.40 1.00 1.00 2.27 84.78 56.52 4040.70E4H Dsgn. L = 24.83 ft 1 0.088 0.028 6.95 6.95 132.60 79.40 1.00 1.00 1.81 84.78 56.52 4040.750Lr+0.7501.40.750W+H Dsgn. L = 24.83 ft 1 0.148 0.040 11.72 11.72 132.60 79.40 1.00 1.00 2.27 84.78 56.52 +0+0.750Lr40.750140.5250E4H Dsgn. L = 24.83 ft 1 0.151 0.042 12.01 12.01 132.60 79.40 1.00 1.00 2.40 84.78 56.52 -.0+0.750L+0.750540.5250E4H • Dsgn. L = 24.83 ft 1 0.086 0.028 6.85 6.85 132.60 79.40 1.00 1.00 1.56 84.78 56.52 +0.60D+0.70E4H Dsgn. L = 24.83 ft 1 0.055 0.018 4.33 4.33 132.60 79.40 1.00 1.00 1.03 84.78 56.52 • Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. -' Dell Location In Span Load Combination Max. '+' Deli Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Supped rotation : Far left is #1 Values In KIPS - Load Combination Supped 1 Support 2 Overall MAXimum 2.109 2.797 D Only 0.951 1.432 Lr Ony 1.117 1.117 E Only 0.041 0247 Bend Structural Engineering, PC Title : Toys R Us Job # 488 C ) Bend. OR 97702 Engineer. SC ___._ _..._....... 541 977 - 3738 Project Desc.: Mechanical unit replacement 541- 977 -3738 Project Notes : Pn d 21 FEB 2012 11 12PM tilumatPubtifaccumareASsul Steel Beam Sanctum! F ldan Proiects4488 Toys ft Us - Bad Heardgltlpeod bys rose ENERAALC,'SC 1983.2011, Bated:6.12.01.12, VerS.1201.12 ■ Lic. # : KW- 06006582 Licensee • BEND STRUTURAL ENGINEERING PC Description : Open web jobsb grids 110 2 (UNt 05) NEW wd seismic Vertical Reactions - Uiifaetored Supped notation : Far left Is S1 Values In KIPS Load Combinafmn Support 1 Support 2 D•Lr 2.068 2.550 D+E 0.992 1.680 D't.r+E 2.109 2.797 f i •