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614,0,20/0-6-0/ 3 o Cri cow. 95029 44144% lev( b TIMOTHY G. PLEGER, ARCHITECT Date: 07 -22 -10 Project: Tenant Readiness Improvement Washington Square, Space H08 & W20 9585 SW Washington Square Road Tigard, OR FIELD DIRECTIVE NO.1 ITEM NO. 1: The Contractor shall incorporate the modifications as shown on the "Revised Issue °, Delta 3 drawings, dated 7- 20 -10, and Delta 4 Structural Drawings., dated • 7- 21 -10. Following is a brief description of the revisions that have been made: Sheet Al: • Dimensional adjustments and clarifications made to location(s) of escalator pits, elevator pit and main stair. Note: Contractor shall still be responsible for review of Elevator & Escalator shop drawings to confirm size, location and details for the pits. Sheet A2: • Dimensional adjustments and clarifications made to location(s) of • the floor openings for the elevator and escalators. • Detail 2 has been added for top and bottom support ledge of the escalators. Note: Contractor shall confirm requirements with Escalator shop drawings. • Dimensional clarification has been made for small stair at rear of the space. • Dimension of new opening in the shear wall has been adjusted per H & M requirement. Contractor shall confirm size of opening with the Tenant. • Door D2 has been added in the rear Corridor. • Location of Door D3 has been adjusted as requested by H & M. • • 15640 N 7` Street, Suite B9 Phoenix, AZ 85022 P 602-293-3300 F 602- 293 -3506 • TIMOTHY G. PLEGER, ARCHITECT Sheet A4: • • Adjustments have been made to the Elevator and escalator Sections and reference made to the details added to Sheet A2. Sheet A5: • Enlarged Storeroom Plan has been added. • Shape of the stair nosing has been modified per H & M's request. Sheet SO.0: • Deferred submittal notes and requirements have been removed. Sheet S1.0: • Dimension added for main stair footing and pile location. Sheet 52.1: • ' • Weld symbol added to Detail 9•. Sheet S2.2: • The word "future" has been deleted from the title of Detail 6. Sheet S3.0: • Additional detailing and clarification has been added for new support framing of new rooftop A/C units, per field conditions. • Location of elevator guide posts has been adjusted. Sheet S3.1: • Section B has been added to Detail 1. 15640 N 7 Street, Suite 89 Phoenix, AZ 85022 P 602 - 293 -3300 F 602 - 293 -3506 TIMOTHY G. PLEGER, ARCHITECT • Sheet S5.0: P • Details 3 & 5 have been modified per field conditions. END OF FIELD DIRECTIVE NO.1 Res • = ubmitted •�fy►""� ) 4 R% ' TIMOTHY G. PLEGER of 74. Pleg = , 0 I T 3470 SCOTTSDALE, AZ * OFO • 15640 N 7 Street, Suite B9 Phoenix, AZ 85022 P 602 - 293 -3300 F 602 - 293 -3506 Ridge Engineering LLC P: 503.702.9169 Structural Engineering • Evaluations • Planning F: 503.647.5152 15475 NW Pumpkin Ridge Road • North Plains • OR 97133 ridgeengineering @coho.net STRUCTURAL CALCULATIONS RECEIVED for JUN 15 2010 CITY OFTIGARD :AIMING DIVISION TENANT READINES IMPROVEMENT Suite No. H08 & W20 9585 SW Washington Square Rd. Tigard, Oregon 97224 •0OFboo to -cntaco for City of Tigard • A rov Plans Byd ed Dat 7IW Macerich � t64\70;. 9585 SW Washington Square Rd. Tigard, Oregon 97224 ao-� -/0 OFFICE COPY Al p i r X57 9 :di 9,� qy15 RD M. lam: I* 1 O RE Job Number: 210017 06 -15 -10 II M � 4 k Tenant Readiness Improvement For Suite No. H08 and W20 TC1 TABLE OF CONTENTS Roof Framing RF1 thru RF9 Elevator Penthouse Lateral ELi Mechanical Unit Lateral ML1 Second Floor Lateral SF1 ' thru SF43 Stair Framing ST1 Masonry Wall Opening MO1 Foundation Design FD1 thru FD12 Lateral Design L1 thru L13 • File: C: \ODRAWING\2010\210017 - (L) 14&M Washington Square1Calcualbons4STRUCTURAL CALCULATIONS COVER.doc Page 2 of 2 Printed: June 15, 2010 r! • • Rid E1 . e g . - Job �� z.. r Structural Engineering •'Evaluat • Planning Client 15475 NW Pumpkin Ridge Road.• North Plains • OR 97133 . lob No. Zi 9O I By i '3 . . . P: 503.702.9.169. 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End React. ' 4400 4700. . 5000 5600 5900 6400 rr 5300 ,;6300 • 6800 5700 ,6200 .6600• .7100 5900 6400 6800 7400 ' 'lbs., _ IApproa.Wt. '9.9 11.1 124' 13.3 14.8 , 16.7 122 14.1 ' 154 17.1 ~ 130 El 15.9 11.9 BE 149 16.6 18.3, r lbs. 11 - Span in Feet MI ?4 _— 367 .392 411 467 491 ` 5]3 ' . • 25 ' 352 326 6 400 448 477 ' 512 • • 26 338 362 385 431 454 492 415 454 185 523 • 27 326 348 370 415 437 474 400 437 467 504 . • 28 312 336 357 400 421 457 386 421 450 • 486 407 ' 471 507 29 291 324 345 386 407 441 372 407 434 469 393 455 490 ' 30 212 313 333 173 393 427 0 393 470 453 380 440 473 427 ' '453 493 • . 31 255 303 323 361 381 '413 348 381 406 1 439 368 400 426 458 381 413 439 477 _ _ 248 299 3: 239 294 313 350 369 400 338 369 394 425 356 388 413 444 369 400 425 463 225 -72 33 225 . 282 303 339 358 388 327 358 382 412 345 376 400 430 358 388 412 .448 • -205 248 - 34 212 265 294 329 347 376 318 347 371 400 335 365 388 418 347 376 400 .435 188 227 283 314 317 _ 35 200 250 286 320 331 366 309 337 360 389 326 351 377 106 337 366 389 423 - 172 208 259 288 323 290 • • 36 • 189 7 37 278 311 328 356 295 338 350 378 317 344 367 394 328 356 378 411 _ - 158 191 238 264 297 339 267 31 311 - 31 .179 224 763 303 319 346 2 80 319 341 368 30 335 357 384 319 346 368 400 ' 146 176 219 24 274 312 246 • 288 324 j87 - 33 169 212 . 749 289 31: 33/ 265 311 332 ' 358 781 326 347 .374 308 337 358 389 135 ''162 202 225 253 288 227 266 ' 299 341 265 310 305 39 ..161 202 237 275 303 328 al 299 323 349 272 318 338 364 292 -328 349 379. ' 124 150 187 208 234 266 210 246 216 316 245 287 322 282 - • . 40 •, 153 192 225 2 61 792 320 739 284 315 340 259 307 330 355 278 320 • 340 . 370 - 115 139 174 193 21/ 247 194 228 256 292 227 266 299 342 262 306 ' • • 41 .146 " 182' 214 249 274 312 228 270 303 332 246 792 322 346 265 312 332 361 107 129 161 179 201 229 181 211 238 272 211 ' 247 278 318 243 285 320 • 42 139- 1/4 204 237 265 305 2)7 258 288 324 235 279 EMI 338 152 300 324 352 100 120 150 166 187 2 3 168 197 221 253 196 229 295 226 265 298 341 • • 43 132 166 19 226 252 293 207 246 275 316 224 266 El . 330 240 286 344 • 93 112 (40 155 114 199 (56 183 206 183 214 275 1.11 247 3)8 • 44 126 158 186 216 241 280 198 235 263 305 214 254 Fo ga 230 273 305 336 87 105 130 145 163 186 146 171 193 220 171 200 196 230 259 29 12) 151 r 178 206 731 268 (89 225 '/5) _ 15 291 204 243 271 315 220 261 291 329 81 98 122 135 152 113 137 160 180 205 159 187 210 240 184 215 242 278 • 46 116 145 170 198 7:1 256 181 2 15 740 279 196 760 302 210 250. 279 322 76 92 114 127 (41 162 128 ISO 1� 68 (92 14 9 ® 197 225 (72 202 227 • 4) 111 139 163 189 712 745 1/3 206 230 267 187 722 249 289 201 239 267 311 : . 71 86 107 119 133 152 120 140 '158' 180 '140 -164 184 ' 211 161 ' 189 213 244 - • 48 106 133 156 181 203 735 Ib6 197 221 256 180 213 738 e77 229 2 56 298 67 AI IOU 111 1.'5 143 112 132 148 169 131 154 173 198 ® 177 200 229 49 159 189 212 246 172 205 229 266 • 185 220 246 286 ' • 106 124 139 159 '124 144 163 186 142 167 188 215 ' -_- _. _. . 50 — --1----- 153 182 203 236 166 197 220 •255 178 211 ' 236 274 •100 117 131 150 116 136 153 175 134 151 177 20? ' Sl 147 175 196 117 159 211 245" 171 203 221 264' 94 110 124 . 141 110 144 165 126 148 166 191 52 . 142 168 188 ' 218 153 182 203 236 164 196 218 254 • • • 88 104. 117 133 103 121 136 156 119 139 157 180 53 • 147 175 196 227 158 188 210 244 • — 98 114 128 147 112 132 148 170 • 54 ' 142 168 188 219 152 181 202 235 92 108 • 121. 139 106 125 140 161• • . 55 • . 137 162 182 211 147 175 195 227 • ' 87 102 115 • 132 101 118 133 152• 56 . 132 ® 175 203 142 169 188 219 83 109 - 125 . 95 112 126 144 57 ill 131 163 182 211 90 106 '119 137 `_ 58 -_ 101 113 130 . • 59 152 169 197 95 (08 123 60 . I_® 19) (02 117 Loads Above Heavy Lines Are Governed By Shear. - Tesls cn steel joists designed in accordance with the Standard Specrlrcatiorrs have demonstrated that the Standard Load Tables are applicable for concentrated top chord loadings (such as are developed in bulb•ten root construction. when the sum of the equal concentrated top chord loadings does not exceed the allowable um• form lcading for the joist type and span and the Bads are placed at spacings not exceeding 33' along the top chord. •Indre.••tes Nominal Depth of Steel Joists only. 3$ '(The weights Der foot as shown in these tables are approximate only. Such weights are shown only fur the convenience of the designer. They cannot be • .. . . . . • Rid' e Enghieering LLC Job FA N\ 2 - Z . a Client 1�f"� Structural' Engineering • Evaluations •'Planning c�0 15475 NW Pumpkin.Ridge Road.. North Plains • OR 97133 . Job No. By ,. - P:.503.702.9169 . F: 503.647.5152 . Date o� //u Sheet No. ieFk{ . . „ . ... i ,. 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F - : : � i 040,1 -tr! : 4 : ' •;,:t'Y . a • ? 5 4. , i ; 1 'Ie;:C:0DRAVO;b20, 012,10017' (0 81 17 • 3x4 8u� X00 ee• Con osit Steel Be y Desi e • ' ;..g....: x =� � 1 . E l �tAreNrI tsc x � s v� 9 � kc 1i: , �i 1�y! � . .;F ikt v ?�+ ti� •�` cftg li�flERC�LC11 !983x20;0 V 4 ! 3' N Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : Typical Joist (J -1) . • Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma -Const MnStl I Omega Ma-NonConst MnTr/ Omega Va Vn I Omega - - After Curing : +D+Lr+H . Span L = 30 ft 1 0.354 0.053 41.25 134.73 11.25 237.21 6.93 130.91 • After Curing : +D+S+H ' Span I.= 30 ft 1 0.354 0.053 41.25 134.73 11.25 237.21 6.93 130.91 After Curing : +D+0.750Lr+0.750L+H ' Span L = 30 ft 1 0.591 0.110 41.25 134.73 67.49 237.21 14.43 . 130.91 After Curing : +D+0.750L+0.750S+H Span L =30 ft 1 0.591 0.110 41.25 134.73 67.49 237.21 14.43 130.91 After Curing : +D+W+H Span L = 30 ft 1 0.354 0.053 41.25 134.73 11.25 237.21 6.93 130.91 After Curing : +D+0.70E+H . Span I.= 30 ft 1 0.354 0.053 41.25 . 134.73 11.25 237.21 6.93 130.91 After Curing : +D+0.750Lr+0.750L+0. Span L= 30 ft . 1 0.591 0.110 41.25 134.73 67.49 237.21 14.43 130.91 After Curing : +D+0.750L+0.750S+0.7 • Span I.= 30 ft 1 0.591 0.110 . 41.25 134.73 67.49 237.21 14.43 130.91 After Curing : +13+0.750Lr+0.750L+0. Span L = 30 ft 1 0.591 0.110 41.25 134.73 67.49 237.21 14.43 130.91 After Curing : +0+0.750L+0.7505+0.5 Span L= 30 ft 1 0.591 0.110 41.25 134.73 67.49 237.21 14.43 130.91 After Curing : +0.60D+W+11 Span L = 30 ft 1 0.212 0.032 24.75 134.73 6.75 237.21 4.16 130.91 After Curing : +0.60D+0.70E+H Span L = 30 ft 1 0.212 _ 0.032 24.75 134.73 6.75 237.21 4.16 130.91 i M azimum:Deflectiort. s r Load Combinations Unfactored Loads:• j it Location Dead Load Defl Dead Load Defl Const Loads Non -Dead Total Load Combination Span in Span Before Curing After Curing ' Net Dell Load Defl Deflection • b0c - Used DL on Steel Alone BEFORE Curing Upward 1 15.200 1.0728 0.000 0.000 0.000 1.073 859.26 DL on Steel Alone BEFORE Curing Downward 1 0.000 • 0.0000 0.000 0.000 0.000 0.000 859.26 DL on Steel Alone AFTER Curing Upward 1 15.200 1.0728 -0.378 0.695 0.000 0.895 859.26 DL on Steel Alone AFTER Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 859.26 After Curing : D after + L+S Upward 1 15.200 1.0728 -0.378 0.695 0.493 1.188 859.26 After Curing : D after + L+S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 859.26. After Curing : D after + Lr + L Upward 1 15.200 1.0728 -0.378 0.695 0.493 1.188 859.26 After Curing D after + Lr + L Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 859.26 After Curing : D after + L + S Upward 1 15.200 1.0728 -0.378 • 0.695 0.493 1.188 859.26 After Curing : D after + L + S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 859.26 After Curing : D after + L +W + S Upward 1 15.200 1.0728 -0.378 0.695 0.493 1.188 859.26 After Curing : D after + L + W + S Downward 1 • 0.000 0.0000 0.000 0.000 0.000 0.000 859.26 After Curing: D after + L + S +W Upward 1 15.200 1.0728 -0.378 0.695 0.493 1.188 859.26 After Curing : D after + L + S +W Downward 1 0.000 • 0.0000 0.000 0.000 0.000 ' 0.000 . 859.26 After Curing : D after + L + S + E Upward 1 15.200 1.0728 -0.378 0.695 0.493 • 1.188 859.26 After Curing : D after + L + S + E Downward 1 0.000 0.0000 0.000 0.000 0.000 • 0.000 859.26 r M Vertical Reactions - Unfactored , ; . • i Support notation : Far left is #1 Load Combination Support 1 Support 2 . Overall MAXimum 17.001 17.001 DL Applied Before Curing 9.500 9.500 Lr+L+S 10.001 10.001 (Dbc -Dac) +Lr +L 17.001 17.001 (Dbc-Oac) + L + S 17.001 17.001 (Dbc-Dac) + L +W + S/2 17.001 17.001 (Dbc-Dac) +L +S +W12 17.001 .17.001 • (Dbc -Dac) + L + S +EI1.4 17.001 17.001 . t eel-.SectionProp e rtie s : • W 16X31 ' ' S Depth = 15.900 in I xx = 375.00 InM I yy = 12.400 104 Web Thick _ = 0.275 in S xx = 47.20 I03 S yy = 4.490 InA3 Flange Width = 5.530 In R xx = 6.410 In R yy = 1.170 In Flange Thick = 0.440 In Zx = 54.000 inA3 Zy = 7.030 1nA3 Area = 9.130 InA2 J = 0.461 inM Weight = 31.079 plf 181e Block Line 1 Title: Job # You can changes this area Dsgnr. •' • using the "settings' menu item Project Desc.: and then using the'Pnnting & �� Project Notes Title Block' selection. Title Block Line 6 ninte JUN2010. &21AM t "F'�. on uOS . @S;ee �Bealm'Deig 1,f ," 3� i(e "G�ll1D 4101210017:,t1) �'�'H& asle4ua &mrse & o 0o ec6 scsse��wa� ss�illy��� �.k' +'.E.E � W tyG�1 er' 1.0 i I Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description: Typical Joist (J -1) : omposite�Secfion�Properties_t�� , Span Number Analyst % Shear Plastic NA. Sum On # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k -ft 1-Steel I -Trans l-Lwr Bound Span 1 PNA in Slab 100.0 18.983 456.500 29 456.17 375.0 1,300.6 1,031.4 PNA in Flange 95.0 15.859 433.675 28 477.79 375.0 1,300.6 1,019.7 PNA In Flange 90.0 15.817 410.850 26 468.57 375.0 1,300.6 1,006.9 PNA In Flange 85.0 15.776 388.025 25 459.27 375.0 1,300.6 992.8 PNA In Flange 80.0 15.735 365.200 23 449.90 375.0 1,300.6 977.3 PNA in Flange 75.0 15.694 342.375 22 440.46 375.0 1,300.6 960.4 PNA In Flange 70.0 15.652 319.550 21 430.95 375.0 1,300.6 941.8 PNA In Flange 65.0 15.611 296.725 19 421.37 375.0 1,300.6 921.5 PNA in Flange 60.0 15.570 273.900 18 411.72 375.0 1,300.6 899.3 PNA in Flange 55.0 15.529 251.075 16 402.00: 375.0 1,300.6 875.0 PNA in Flange 50.0 15.487 228.250 15 392.22 375.0 1,300.6 848.3 PNA In Web 45.0 15.178 205.425 13 382.28 375.0 1,300.6 819.0 PNA In Web 40.0 14.348 182.600 12 371.09 375.0 1,300.6 786.9 PNA in Web 35.0 13.518 159.775 11 358.32 375.0 1,300.6 751.7 PNA in Web 30.0 12.688 136.950 9 343.97 375.0 1,300.6 712.8 PNA in Web 25.0 11.858 114.125 8 328.03 ' 375.0 1,300.6 670.0 I Tt'tle8lock Line 1 Title : Job # You can changes this area Dsgnr. • • • using the 'Settings' menu item Project Desc.: 5F 3 and then using the 'Printing & Tide Block' selection. Project Notes Tide Block Line 6 Printed: 3 JUN 2010, 8:21AM ' ':tw ' ryfir' '•a :} . ` . f., : : ,� -1, '' : k -- - .:Fle-OIObRAWINo20.10121 0017 • i °fl' Wes titc Sy�uef°e ' b dti oo e eCompos ... teel� Beam Dest iP. s I_ � ,., :.... t_.1,:, R, I .M. OR :�titsa�m �.= 9c,�R�s�SP;^srs'�rm: �rstrar�+!.'`�• �'•A�xb49.xr:s .. . �' ; •%z ��? �r` �' :�,.a�aic;?,a,;- wkb�?e•..:�+tr : a �.� "�'r�::,�� . r .... {ENE QAL , Q 1 8• 1 0' f,.. Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : Typical Joist (J -1) ' Materiall .Fli ties -' 7:7. 4i - - 7 7.1 Calculations per IBC 2006, CBC 2007,13th AISC Analysis Method : ' . • • : • . ' f 8.8708 1 Beam Bracing : Beam is Fully Braced against lateral - torsion buckling by attached sla • Load Combination 2006 IBC & ASCE 7 -05 I ` • •' •: } : •.... "`........... " .. • , , a I Fy : Steel Yield : ... ksi E: Modulus : .• .• ksi ' • W18101 • Composite Beam Section Data • Beam Is UNSHORED for Concrete Placement Total Slab Thickness 5.01n Concrete Pc 3.50 ksi Stud Diameter 3/4" In Effective Width 6.670 ft Concrete Density 145.0 pd On : Stud Capacity 15.910 k Metal Deck ... Verco, PLW2 Formlok Rib Height 2.0 in Top Width 5.0 in Ribs : Perpendicular Rib Spadng 12.0 in Bim Width 6.0 in • D(0.1998 6667) 115'(b. 68 ) W16X31 - - -I J 30.0 ft jT r^' Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0550 ksf, Tributary Width = 6.667 ft, Applied before curing & not removed • Uniform Load : D = 0.040 ksf, Tributary Width = 6.667 ft, Applied before curing & removed after curing Uniform Load : D = 0.0150, L = 0.10 ksf, Tributary Width = 6.667 ft, Applied after curing :DESIGN kSUMMA17Y • ' . „ t, 9 Desi n OK Maximum Bending Stress Ratio = 0.670:1 Maximum Shear Stress Ratio = 0.130 : • 1 Section used for this span W16X31 Section used for this span W16X31 Percent Composite Action 52 % Vu : Applied 17.001 k - Construction After Curing Vn/Omega : Allowable 130.91 k Mu : Applied 41.245 86.254 k -ft Load Combination span 1 Mn / Omega : Allowable 134.73 237.21 k -ft Location of maximum on span 30.0 ft Load Combination After Curing : +•D+L+} f Span # where maximum occurs Span # 1 Location of maximum on span 15.0ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.493 in Max Upward L +Lr +S Deflection • 0.000 in Live Load Deflection Ratio 730 u(- 'e 0.4;40 Max Downward Total Deflection 1.188 in . Max Upward Total Deflection 0.000 in Total Deflection Ratio 303 I ., .§$1ear *St 1010,0' irements: ., . :? From Support 1 (5 ) to 15.00 ft use 15 studs. From 15.00 ft to Support 2 use 15 studs. ri+MWM.Y.149.iftg,Cfrp4 Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary ■ Span # M V Ma-Const MnStl I Omega Ma- NonConst MnTr / Omega . Va . Vn / Omega 1 DL on SOBm Before Curing . • Span L = 30 ft 1 0.529 0.073 71.25 134.73 237.21 9.50 130.91 1 DL on StBm After Curing Span L = 30 ft 1 0.306 0.042 41.25 134.73 237.21 5.50 130.91 After Curing : +D . Span L= 30 ft 1 0.354 0.053 41.25 134.73 11.25 237.21 6.93 130.91 After Curing : +0+L+H Span L = 30 ft 1 0.670 0.129 41.24 134.73 86.25 237.21 16.93 130.91 • Title Block Line 1 Title : Job # You can changes this area Dsgnr. • • using the 'Settings' menu item Project Desc.: • and then using the 'Printing & SfO Project Notes Titre Block" selection. Title Block line 6 Printed: 31 MAY 2010,1 1:42PM �'� OS'It @ SteQ€ @'8111 a ' a''',' n: n� a ( . " , t' t �,� :3 < . � :.; f1e G:1 Q101210017 = ;(C� 1 _ �r{ 8y V1�es 9�'t ' �,`_ .'�: u BeoO�. , ,�,f : �' • •,.'nKr:l 7 k. d174a 41.., LI",n:i+i ` • . ,saus. a ii;1,...+. ; ; .i . 4i1 „. '4 ENE CAL u '�.. a�ik^• w4� +.x�;1 �•_ ,e. I g: I7(l,1 e 1 • 0 Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC , Description : Typical Joist (J -3) T'Meterlal;Propertiet; • . ■ € r' Calculations per IBC 2006, CBC 2007, 13th AISC • • Analysis Method : : . I 6.870 n Beam Bracing : Beam is Fully Braced against lateral- torsion buckling by attached sla .Load Combination 2006 IBC & ASCE 7 -05 U "` ` >:..'' "`..? `"' "`.... •••. ....:..... . Fy : Steel Yield : .: ksi E: Modulus : . .• .. ksi • Composite Beam Section Data - Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.0 in Concrete ft 3.50 ksl Stud Diameter 3/4" in Effective Width 6.670 ft Concrete Density 145.0 pct On : Stud Capacity • 15.91 k Metal Deck ... Verco, PLW2 Formlok Rib Height 2.0 in Top Width 5.0 in Ribs : Perpendicular Rib Spacing 12.0 In Btm Width 6.0 In • Dt0.1N05 L 0.6667) W16X31 l. • . J 21.50 ft - T ' '* ,.•• I Service loads entered. Load Factors will be applied for calculations. • Load for Span Number 1 . • Uniform Load : D = 0.0550 ksf, Tributary Width = 6.667 ft, Applied before curing & not removed • Uniform Load : D = 0.040 ksf, Tributary Width = 6.667 ft, Applied before curing & removed after curing Uniform Load : D = 0.0150, L = 0.10 ksf, Tributary Width = 6.667 ft, Applied after curing • i"DESIGN$UMMARY: '• 41 ;�'r ,r 1 Design OK Maximum Bending Stress Ratio = 0.367: 1 Maximum Shear Stress Ratio = 0.093 : 1 Section used for this span W16X31 Section used for this span W16X31 Percent Composite Action 33 % Vu : Applied 12.184 k Construction After Curing Vn/Omega : Allowable 130.91 k . Mu : Applied 21.184 44.301 k -ft Load Combination span 1 Mn / Omega : Allowable 134.73 211.24 k -ft Location of maximum on span 21.50 ft Load Combination After Curing : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 10.750ft Span # where maximum occurs Span # 1 . Maximum Deflection Max Downward L +Lr +S Deflection 0.152 in Max Upward L +Lr+S Deflection • 0.000 in d it._ ),I ' Live Load Deflection Ratio 1701 • Max Downward Total Deflection 0.338 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 762 Si earAtudkRequareme t o s , ? , • - ..v. From Support 1 (0 to 10.75 it use 10 studs. • From 10.75 ft to Support 2 use 10 studs. - • � :li axtmum F;orcei Stresses-4.o cad Combinations Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma -Const MnSU I Omega Ma-NonConst MnTr l Omega Va Vn l Omega 1 DL on SUBm Before Curing Span L = 21.5 ft 1 0.272 0.052 36.60 134.73 . 211.24 6.81 130.91 1 DL on SUBm After Curing Span L = 21.5 ft 1 0.157 0.030 21.19 134.73 211.24 3.94 130.91 After Curing : +0 Span L =21.5 ft 1 ' 0.185 0.038 21.19 134.73 5.78 211.24 4.96 130.91 After Curing : +0+L+}1 - Span L = 21.5 ft 1 0.367 0.093 21.18 134.73 44.30 211.24 12.13 130.91 Title Block Line 1 Title : Job # • You can changes this area Dsgnr. . • • using the 'Settings' menu item • Project Desc.: sr '7 and then using the 'Printing & Title Block' selection. Project Notes Title Block Line 6 Pinma: 31 MAY2010,1t42PM `.4 spiyy "...�< ;1 ;b;a+'?+t.; . y . ,, , -,.� ' t . •: c: -.1,1 .. « ... .. ti ._., ry „� N , ...,: A• r s '•'` . 0,1' ' ` •:2.. : tic', • -, �' i 4 C:10DRAWIN G 126 1 012100 if iT Wes qto 'ua "& 5 5 i • ;Com %S teelwBea �u' es`i n • ' . 'A S ' : I ., y .:, 2 - ,, ,. :;1 , .. 4 , 11,4 1,6, , - r +er .9vyat c,.45t. .. a,,1 x-,4*1.. t`..P { i <; ti 0 .∎•;∎• r." % tdN :' ^ x " T. "= = : - a ti : 414; :,64:4 NE C4114 i 10.0 e 6 3 1 ° iifl4 01 :. Lic. # : KW 06008856 License Owner : Ridge Engineering LLC Description : Typical Joist (J-3) Load Comb 8 Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma -Const MnSti l Omega Ma- NonConst MnTr / Omega Va Vn l Omega After Curing : +D+Lr+H Span L = 21.5 ft 1 0.185 0.038 21.19 134.73 5.78 211.24 4.96 130.91 After Curing : +D+S+H Span L = 21.5 ft 1 0.185 0.038 21.19 134.73 5.78 211.24 4.96 130.91 After Curing : +0+0.750Lr+0.750L+H Span L = 21.5 ft 1 0.321 0.079 21.18 134.73 34.67 211.24 10.34 130.91 After Curing : +0+0.750L+0.750S+H Span L = 21.5 ft 1 0.321 0.079 21.18 134.73 34.67 211.24 10.34 130.91 After Curing :+D+W+H Span I.= 21.5 ft 1 0.185 0.038 21.19 134.73 5.78 211.24 4.96 130.91 After Curing : +0+0.70E+H Span L= 21.5 ft 1 0.185 0.038 21.19 134.73 5.78 211.24 4.96 130.91 After Curing : +0+0.750Lr+0.750L+0. Span L = 21.5 ft 1 0.321 0.079 21.18 134.73 34.67 211.24 10.34 130.91 After Curing : +D+0.750L+0.750S+0.7 Span L = 21.5 ft 1 0.321 0.079 21.18 134.73 34.67 211.24 10.34 130.91 After Curing : +0+0.750Lr+0.750L+0. Span L = 21.5 ft 1 0.321 0.079 21.18 134.73 34.67 211.24 10.34 130.91 After Curing : +0+0.750L+0.750S+0.5 Span L = 21.5 ft 1 • 0.321 0.079 21.18 134.73 34.67 211.24 10.34 130.91 After Curing : +0.60D+W+H Span L = 21.5 ft 1 0.111 0.023 12.71 134.73 3.47 211.24 - 2.98 130.91 After Curing : +0.60D+0.70E+H Span L=21.5 ft 1 0.111 0.023 12.71 134.73 3.47 211.24 2.98 130.91 Maximum;Deftections forLoad; Conibinatio ns'v=UnfactoredTLoadsaf; Location Dead Load Dell Dead Load Dell Const Loads Non -Dead Total Load Combination Span In Span Before Curing After Curing Net Dell Load Deb Deflection ha - Used DL on Steel Alone BEFORE Curing Upward 1 10.893 0.2830 0.000 0.000 0.000 0.283 736.57 DL on Steel Alone BEFORE Curing Downward 1 0.000 • 0.0000 0.000 0.000 0.000 0.000 736.57 DL on Steel Alone AFTER Curing Upward 1 10.893 0.2830 -0.096 0.187 0.000 0.187 736.57 DL on Steel Alone AFTER Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 736.57 After Curing : D after + L+S Upward 1 10.893 0.2830 -0:096 0.187 0.152 0.338 736.57 After Curing : D after + L+S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 736.57 After Curing : D after + Lr + L Upward 1 10.893 0.2830 -0.096 0.187 0.152 0.338 736.57 After Curing : D after + Lr + L Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 736.57 After Curing : D after + L + S Upward 1 10.893 0.2830 -0.096 0.187 0.152 0.338 736.57 After Curing : D after + L + S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 736.57 After Curing : D after + L +W +S Upward 1 10.893 0.2830 -0.096 0.187 0.152 0.338 736.57 After Curing : D after + L +W + S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 736.57 After Curing : D after + L + S +W Upward 1 10.893 0.2830 • -0.096 0.187 0.152 0.338 736.57 After Curing : D after + L + S +W Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 736.57 . After Curing : D after + L + S + E Upward 1 10.893 0.2830 -0.096 0.187 0.152 - 0.338 736.57 After Curing : D after + L + S + E Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 736.57 j. Mai oo m y�Y ;e rfi ca l, Reactione,- U l a:. ored ' ": `i.. 1 Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 12.184 12.184 DL Applied Before Curing 6.809 6.809 Lr+L+S 7.167 7.167 (Dbc-Dac) +U +L 12.184 12.184 (Dbc - Dac) +L +S 12.184 12.184 • (Dbc -Dac) + L +W +S2 12.184 12.184 (Dbc-Dac) +L +S + 12.184 12.184 (Dbc-Dac) + L +S + E/1.4 1Z184 12.184 1 Steel'SectiProperties W16X31 • - 7,771 Depth = 15.900 in I xx = 375.00 hr"4 I yy = 12.400 InM Web Thick = 0.275 in S xx = 47.20 In"3 S yy = 4.490 In"3 Flange Width = 5.530 in R xx = 6.410 in R yy = 1.170 in Flange Thick = 0.440 in . Zx = 54.000 In"3 Zy = 7.030 In"3 Area = 9.130 102 J 0.461 led Weight = 31.079 Of Title Block Line 1 Title : Job # • You can changes this area Dsgnr. • • • using the 'Settings' menu Item Project Desc.: and then using the 'Printing & SF Project Notes Title Block' selection. Title Block Line 6 Printed: 31 MAY 2010, 11:42PM ' . ..+31`3 "7: �.. fiY ; '1 , t:. 'x' M: f44... ;: f;: 1 e4C::I I RAWING2:01 0121 0 01 7>=.(L'-1 VV es "in-03. •'a a8 .eb`` "eCli C I L91, ite Stee,I Bea r.k gin R , �Y ° n row�aea � �isrrr►.ra ' ; : :w s:i,u: ' ``.•'1, :i' r.' ititt :7, E.ER :. 09; r.1'we VOI LY :•' j.0;- Lic. # : KW 06008856 License Owner : Ridge Engineering LLC Description : Typical Joist (.1-3) _ - F r Col nposIte; Section li l rgpeities. ,r,' Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity ,' Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k -ft 1-Steel I -Trans I-Lwr Bound Span 1 • PNA In Slab 100.0 18.983 456.500 29 456.17 375.0 1,300.6 1,031.4 PNA In Flange 95.0 15.859 433.675 28 477.79 375.0 1,300.6 1,019.7 PNA In Flange 90.0 15.817 410.850 26 468.57 375.0 1,300.6 1,006.9 PNA In Range 85.0 15.776 388.025 25 459.27 375.0 1,300.6 992.8 PNA In Range 80.0 15.735 365.200 23 449.90 375.0 1,300.6 977.3 PNA In Range 75.0 15.694 342.375 22 440.46 375.0 1,300.6 960.4 PNA In Flange 70.0 15.652 319.550 21 430.95 375.0 1,300.6 941.8 PNA In Flange 65.0 15.611 296.725 19 421.37 375.0 1,300.6 921.5 PNA In Flange 60.0 15.570 273.900 18 411.72 375.0 1,300.6 899.3 PNA in Flange 55.0 15.529 251.075 16 402.00 375.0 1,300.6 875.0 PNA in Flange 50.0 15.487 228.250 - 15 392.22 375.0 1,300.6 848.3 PNA In Web 45.0 15.178 205.425 13 382.28 375.0 1,300.6 • 819.0 PNA In Web 40.0 14.348 182.600 12 371.09 375.0 1,300.6 786.9 PNA in Web 35.0 , 13.518 159.775 11 358.32 375.0 1,300.6 751.7 PNA in Web 30.0 12.688 136.950 9 343.97 375.0 1,300.6 712.8 PNA in Web 25.0 11.858 114.125 8 328.03 375.0 1,300.6 670.0 Title Block Line 1 Title : Job # You can changes this area Dsgnr. • • • using the 'Settings' menu item Project Desc.: SF`r • and then using the 'Printing & . • Title Block' selection. Project Notes Title Block Line 6 Printed: 1 JUN 2010, 8:21PM k04;03 24+ .. ,• :.,:x,11• la,p0 \2010 6 Wi NG121001;Ig:�tL) &' Wigs °" ) t : Dec d iec6 • fiCo polite S e ei�Beam� e sig •• � , �• : q� ,; t ,,:. F 9_ .t. x �eio��z - •s. , .tr f.K...,a�'AG� �.. �. �. ��&�a�id�e:�;4 " :�.; -�E:E � O O 3 Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : Beam (J-4) with Elevator and (G-6) loads r p - .. - ,. 1 Calculations per IBC 2006, CBC 2007,13th AISC =Ma P .: ....., _ ro ertle , ;F • . Analysis Method : • . • . • • • I &340 e I Beam Bracing : Beam is Fully Braced against lateral- torsion buckling by attached sla Load Combination 2006 IBC & ASCE 7 -05 Fy : Steel Yield : .. . ksi E: Modulus : . • . • ksi wlrflcao • . Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thidmess 5.0 in . Concrete Pc 3.0 ksi Stud Diameter 3/4" In Effective Width 3.340 ft Concrete Density 145.0 pcf Qn : Stud Capacity 15.910 k Metal Deck ... Verco, PLW2 Formlok Rib Height 2.0 in Top Width 5.0 in Ribs : Perpendicular Rib Sparing 12.0 in Btm Width 6.0 in • no tai g a) D(0.N .333) no I t 7) W18X60 L 30.0 ft . J l!,!Applied +Loads -,.- , . , . ' Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0550 ksf, Tributary Width = 3.330 ft, Applied before curing & not removed Uniform Load : D = 0.040 ksf, Tributary Width= 3.330 ft, Applied before curing & removed after curing Uniform Load : D = 0.0150, L = 0.10 ksf, Tributary Width = 3.330 ft, Applied after curing Point Load : D = 6.40 k a no ft, Applied before curing & not removed Point Load : D = 4.70 k 6 11.0 ft, Applied before curing & removed after curing Point Load : D = 1.70, L = 11.60 k 0 11.0 ft, Applied after curing Point Load : D = 5.10, L = 7.0 k (a, 22.0 ft, Applied after curing • DESIGN'SU,MjN CRY ' Design OK Maximum Bending Stress Ratio = 0.645:1 Maximum Shear Stress Ratio = 0.109 : 1 Section used for this span W18X60 Section used for this span W18X60 Percent Composite Action 41 % . Vu : Applied 24.588 k Construction After Curing Vn /Omega : Allowable 226.14 k Mu : Applied 63.399 168.17 k -ft Load Combination - • span 1 Mn / Omega : Allowable 306.89 383.26 k -ft Location of maximum on span 30.0 ft Load Combination After Curing : +D+L+# I Span # where maximum occurs Span # 1 Location of maximum on span 11.0ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.533 in Max Upward L +Lr +S Deflection 0.000 in Live Load Deflection Ratio 675 . Max Downward Total Deflection 1.001 .in Max Upward Total Deflection 0.000 in • • Total Deflection Ratio 359 . G!_ §0, rtSttidli 1114 er ;ent 1,444.__. - , ,.Y :k - ; - -:-i . From Support 1 a to 11.00 ft use 8 studs. From 11.00 ft to Support 2 use 8 studs. 1laz m illti comes & tStre4 ,04.1ot1Load :40.nbiOationsl j Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma - Const MnStl I Omega Ma NonConst MnTr / Omega Va Vn / Omega 1 DL on SUBm Before Curing . Span L = 30 ft 1 0.360 0.052 110.39 306.89 383.26 11.78 226.14 1 DL on SIJBm After Curing . Span L = 30 ft 1 0.208 0.030 63.73 306.89 383.26 6.80 226.14 • Tale Block Line 1 ' Title : Job # You can changes this area Dsgnr. using the 'Settings' menu item Project Desc.: SFiO and then using the 'Printing & Project Notes Title Block' selection. Title Block Line 6 Printed: r JUN 2010, 6:21PM f.51"0"4141. y� . _..�:. igr tt ::: n ip -.p iµ ,• _ :.;. -.':< - r;' °; FIeit:IODRAWIN010120b17: (iel 8.9 gto " i iatify • ,flflo'o o imosi .Steel ' Beam D e s ig n . 4 ` � ,, , ' r . 5' ;. 1 . $414; . .. B EN a % is ". -.." . A, .r. naa-� d.+wc >c4.s�x��t•r�1lracW +t$+w,�:a.- w.. �: •'< w «. - t••- -:�-., r� �S';E!xt.'v�iY'�, ERC, Cjl 1983.0 a 03 7 Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : Beam (J -4) with Elevator and (G -6) loads Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma -Const MnSti I Omega Ma- NonConst MnTr I Omega Va Vn / Omega After Curing : +0 Span L = 30 ft .1 0.290 0.044 63.40 306.89 32.02 383.26 9.95 226.14 After Curing : 40+L+H Span L= 30 ft 1 0.645 0.107 63.40 306.89 168.17 383.26 24.16 226.14 After Curing : +D+Lr+H Span L = 30 ft 1 0.290 0.044 63.40 306.89 32.02 383.26 9.95 226.14 After Curing : +0+8+11 Span L = 30 ft 1 0.290 0.044 63.40 306.89 32.02 383.26 9.95 226.14 After Curing : +0+0.750Lr+0.750L+H Span L = 30 ft 1 0.557 0.091 ' 63.40 306.89 134.13 383.26 20.61 226.14 After Curing : +0+0.750L+0.750S+H Span L = 30 ft 1 0.557 0.091 63.40 306.89 134.13 383.26 20.61 226.14 After Curing : +0+W+H Span L= 30 ft 1 0.290 0.044 63.40 306.89 32.02 383.26 9.95 226.14 After Curing : 40+0.70E+H • Span L = 30 ft 1 0.290 0.044 63.40 306.89 32.02 383.26 9.95 226.14 After Curing : +O+0.750Lr+0.750L+0. . Span L = 30 ft 1 0.557 , 0.091 63.40 306.89 134.13 383.26 20.61 226.14 • After Curing : +D+0.750L+0.750S+0.7 • Span L = 30 ft 1 0.557 0.091 63.40 306.89 134.13 383.26 20.61 226.14 . After Curing : +0+0.750Lr+0.750L+0. Span L = 30 ft 1 0.557 0.091 63.40 306.89 134.13 383.26 20.61 226.14 After Curing : +0+0.750L+0.750S+0.5 • Span L = 30 ft 1 0.557 0.091 63.40 306.89 134.13 383.26 20.61 226.14 After Curing : +0.60D+W+H Span L = 30 ft 1 0.174 0.026 38.04 306.89 19.21 383.26 5.97 226.14 After Curing : +0.60D+0.70E+H . Span L = 30 ft 1 0.174 0.026 38.04 306.89 19.21 383.26 5.97 226.14 . iiiiia�c imum D'eflectioriiii :Load Combinations :,Unfactored;Loads [ Location Dead Load Deft Dead Load Dell Const Loads Non-Dead Total Load Combination Span in Span Before Curing After Curing Net Deft Load Deft Deflection bac - Used DL on Steel Alone BEFORE Curing Upward 1 14.400 0.5509 0.000 0.000 0.000 0.551 1,384.05 DL on Steel Alone BEFORE Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,384.05 DL on Steel Alone AFTER Curing Upward 1 14.800 0.5504 -0.082 0.468 0.000 0.468 1,384.05 DL on Steel Alone AFTER Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,384.05 After Curing : D after + L+S Upward 1 14.800 0.5504 -0.082 0.468 0.533 1.001 1,384.05 After Curing : D after + L+S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,384.05 After Cunng:D after +Lr +L Upward 1 14.800 0.5504 -0.082 0.468 0.533 1.001 1,384.05 After Curing :D after +Lr +L Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,384.05 After Curing: Dafter+ L +S Upward 1 14.800 0.5504 -0.082 0.468 0.533 1.001 1,384.05 After Curing : D after + L + S Downward 1 0.000 0.0000 • 0.000 0.000 0.000 0.000 1,384.05 After Curing : D after + L + W + S Upward 1 14.800 " 0.5504 -0.082 0.468 0.533 1.001 1,384.05 After Curing : D after + L + W + S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,384.05 • After Curing : D after + L + S +W Upward 1 14.800 0.5504 -0.082 0.468 0.533 1.001 1,384.05 After Curing : D after + L + S + W Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,384.05 AfterCuring:Dafter +L +S +E Upward 1 14.800 0.5504 -0.082 0.468 0.533 1.001 1,384.05 After Curing : D after +' L +S +E Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,384.05 1 =Reactions = Unfactorjd T Support notation : Far left is #1 . Load Combination Support 1 Support 2 Overall MAXimum 24.195 24.588 • DL Applied Before Curing 11.775 8.815 Lr+L+S 14.208 • 14.382 ' , (Dbc- Dac) +Lr +L 24.195 24.588 (Dbc-Dac) +L +S 24.195 24.588 (Dbc -Dac) +L +W +SI2 24.195 24.588 (Dbc -Dac) + L + S + W/2 • 24.195 24.588 (Dbc -Dac) + L + S +E/1.4 24.195 24.588 TRle Block Line 1 Title : Job # You can changes this area Dsgnr: using the 'Settings' menu item Project Desc.: . and then using the 'Printing & Sf // Title Block' selection. Project Notes • Title Block Line 6 Printed: 1 JUN 2010, 8:21PM ,' N' +.• tiY'' ; ;►.�? :, `. °'�d.i �„ ;, ; i ` . > '�5...« * - FIe 1210017 1 �1 ingion"a4 '8m3'� , polite • ee ... Des g.. , .., ;; ;_:; � .. 1 "� ' , " -• • �I' 4¢" ENE GFINCr�1983 e 10, z': 4 ' i l c��fr�4rt >utaf. ::m ' ' r a i :. i [� Lic. # : KW- 06008856 License Owner :Ridge Engineering LLC Description : Beam (J-4) with Elevator and (6-6) loads �. $S( SeC i n Proper11 8 8.' :`,,. j8X60 -r,- Depth = 18.200 in I xx = 984.00 inM . I yy = 50.100 InM • Web Thldc = 0.415 in S xx = 108.00 iO3 S yy = 13.300 in"3 Range Width = 7.560 in R xx = 7.470 in R yy = 1.680 in Flange Thick = 0.695 in Zx = 123.000 iM3 • Zy = 20.600 103 Area = 17.600 in "2 J = 2.170 InM Weight = 59.910 pit Part Pr'operties4` ii Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 12 Span k-ft I-Steel I -Trans I-Lwr Bound Span 1 . PNA in Web 100.0 16 .349 306.612 20 773.28 984.0 2,185.3 1,706.0 PNA in Web 95.0 15.980 291.281 19 764.54 984.0 2,185.3 1,687.2 • PNA in Web 90.0 15.610 275.951 18 755.33 984.0 2,185.3 1,667.0 PNA in Web 85.0 15.241 260.620 17 745.64 984.0 2,185.3 1,645.4 PNA In Web 80.0 14.871 245.290 16 735.48 984.0 2,185.3 1,622.4 PNA In Web 75.0 14.502 229.959 15 724.86 984.0 2,185.3 1,597.9 • PNA in Web 70.0 14.133 214.628 14 713.75 984.0 2,185.3 1,571.7 PNA in Web 65.0 13.763 199.298 13 702.18 984.0 2,185.3 1,543.9 PNA in Web 60.0 13.394 183.967 12 690.13 984.0 2,185.3 1,514.2 . PNA in Web 55.0 13.024 168.637 . 11 677.62 984.0 2,185.3 1,482.8 . PNA In Web 50.0 12.655 153.306 10 664.62 984.0 2,185.3 1,449.4 PNA In Web - 45.0 12.286 137.975 9 651.16 984.0 2,185.3 1,413.9 PNA In Web 40.0 11.916 122.645 8 637.22 984.0 2,185.3 1,376.4 PNA in Web 35.0 11.547 107.314 7 622.81 984.0 2,185.3 1,336.5 PNA in Web 30.0 11.177 91.984 6 607.93 984.0 2,185.3 1,294.3 PNA in Web 25.0 10.808 76.653 5 592.58 984.0 2,185.3 1,249.7 • • • • Title Block Line 1 Title : • Job # You can changes this area Dsgnr. • • using the "Settings' menu item Project Desc.: and then using the 'Printing & S )'Z Project Notes Title Block' selection. Title Block Line 6 _ veined: 1 JUN2010. ».03PM • :' C � T • N FOSite =Steeis'B @a Desi` h. ' e :. ' • • ; . w , '•3:3 le:•C:10DR4wING1201o121 8 eshing(d- '•u8re'iio ' '�s eb altl if o�ecb' 'N . •V∎r oss• VP*4 ,Ma�er�s � n ali.Ad . `...,,'w � M iaP.I., .:.;5s:w 1. ' Fi :., ir:A..341 ;4yNY4.ENE O.O.IN . .M.9 0, e 6h ;�f @>' Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Desdiption : Beam (J-5) with (G-9) loads 1. jMaterlal Propeities _ -! Calculations per IBC 2006, CBC 2007, 13th AISC • Analysis Method : • . • : . f a 4e ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling by attached sla • Load Combination 2006 IBC & ASCE 7 -05 L .•.... _ • • - ' •..1 Fy : Steel Yield : .. ksi E: Modulus : • . . .• .. ksi wiex31 Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.0 in Concrete Pc 3.50 ksi • Stud Diameter. 3/4" in Effective Width 3.340 ft Concrete Density 145.0 pcf On : Stud Capacity 15.910 k • Metal Deck ... Verco, PLW2 Formlok Rib Height 2.0 In Top Width 5.0 in Ribs : Perpendicular • Rib Spacing 12.0 in Btm Width 6.0 in D(1D 01.6) D(0.'i0! 333) its. (d) • W16X31 • L 26.0 ft i,; Applied1Loads , _ . . . - v . i Service loads entered. Load Factors will be applied for catculatlons. Load for Span Number 1 Uniform Load : D = 0.0550 ksf, Tributary Width = 3.330 ft, Applied before curing & not removed Uniform Load : D = 0.040 ksf, Tributary Width = 3.330 ft, Applied before curing & removed after curing Uniform load : D = 0.0150, L = 0.10 ksf, Tributary Width = 3.330 ft, Applied after curing Point Load : D = 6.40 k (a? 8.50 ft, Applied before curing & not removed • Point Load : D = 4.70 k an, 8.50 ft, Applied before curing & removed after curing Point Load : D = 1.70, L = 11.60 k a 8.50 ft, Applied after curing I °' b GIV1SU0MARY 7 7 . ,''.. ; '' ;j Design OK Maximum Bending Stress Ratio = 0.852: 1 Maximum Shear Stress Ratio = . 0.185 : 1 . Section used for this span W16X31 • Section used for this span W16X31 Percent Composite Action 69 % Vu : Applied 21.611 k Construction After Curing Vn/Omega : Allowable 130.91 k . Mu : Applied 52.802 110.30 k -ft Load Combination span 1 Mn / Omega : Allowable ,13 239.63 k -ft Location of maximum on span 0.0 ft Load Combination After Curing : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 8.587ft Span # where maximum occurs • Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.504 in Max Upward L +Lr +S Deflection 0.000 in , N. ' 0 .c.4t Live Load Deflection Ratio 667 • Max Downward Total Deflection 192__�i�n z . Max Upward Total Deflection �fs0in Total Deflection Ratio 281 liia T' - - :i From Support 1(a, to 8.59 ft use 16 studs. From 8.59 ft to Support 2 use 16 studs. . .; 'urn Forces B44St_er s ess fo_r0LoadtCofnbjnatibrisa Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma -Const MnSU / Omega Ma- NonConst MnTr / Omega . . Va Vn 1 Omega 1 DL on StiBm Before Curing SpanL=28ft 1 0.681 0.093 91.78 134.73 239.63 12.16 130.91 1 DL on StlBm After Curing SpanL=28ft 1 - 0.393 0.054 52.98 134.73 239.63 7.02 130.91 After Curing : +D Tile Block Line I Title : Job # You can changes this area Dsgnr: . • • using the 'Settings' menu item Project Desc.: and then using the 'Printing & and Project Notes Title Block' selection. Title Block Line 6 Pitted: 1 JUN 2010, 11:03PM ri. ,. 4 'r ; , ; :;:., a v,,, .,. , . v t:-: -w- C:IQ f 1201012�00 msi stL)�H 8A1lINes1l gto' r .8 ie"(b d oo` s9C6 r' «. ti ,. ,.. . ' ,t .e DliA - Composite °S 'tei B .d mi{l�De . sj9 � ' - , s • ,.. � .r : ,� N rg nc+a+ 7A uE� titztiIQr e+t: a t"3 +.<> . 4, 44 444 - 1 '. 40 i :; :57� Ait. :'a NE,BeicirehC. O /%6 OITIN 4.0Q Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : Beam (J-5) with (G -9) loads Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnSB / Omega Ma- NonConst MnTr / Omega Va Vn / Omega Span L = 28 ft 1 0.452 0.068 52.98 134.73 14.06 239.63 8.87 130.91 After Curing : +D+L+H Span L = 28 ft 1 0.852 0.165 52.80 134.73 110.30 239.63 21.61 130.91 After Curing : +D+Lr+H Span L = 28 ft 1 0.452 0.068 52.98 134.73 14.06 239.63 8.87 130.91 After Curing : +0+S+H Span L = 28 ft 1 0.452 0.068 52.98 134.73 14.06 239.63 8.87 130.91 After Curing : +0+0.750Lr+0.750L+H Span L = 28 ft 1 0.752 0.141 52.80 134.73 86.27 239.63 18.43 130.91 After Curing : 40+0.750L+0.750S+H Span L = 28 ft 1 0.752 0.141 52.80 134.73 86.27 239.63 18.43 130.91 After Curing : +D+W+H Span L = 28 ft 1 0.452 0.068 52.98 134.73 14.06 239.63 8.87 130.91 After Curing : +0+0.70E+H Span L= 28 ft 1 0.452 0.068 52.98 134.73 14.06 239.63 8.87 130.91 After Curing : +0+0.750Lr+0.750L+0. Span I.= 28 ft 1 0.752 0.141 52.80 134.73 86.27 239.63 18.43 130.91 After Curing :'.0+0.750L40.750540.7 Span L = 28 ft 1 0.752 0.141 52.80 134.73 86.27 239.63 18.43 130.91 After Curing : +D+0.750Lr+0.750L+0. Span L = 28 ft 1 0.752 0.141 52.80 134.73 86.27 239.63 18.43 130.91 After Curing : +0+0.750L+0.750S+0.5 Span L = 28 ft 1 0.752 0.141 52.80 134.73 86.27 239.63 18.43 130.91 After Curing : +0.60D+W+H . Span L = 28 ft 1 0.271 0.041 31.79 134.73 8.43 239.63 5.32 130.91 After Curing : +0.60D+0.70E+H Span L = 28 ft 1 0.271 0.041 31.79 134.73 8.43 239.63 • 5.32 130.91 ,rTMazimum >D'eflectioris for:;Load Combinations • Urifactored4Loadss;7 i.j Location Dead Load Deb Dead Load Deli Const Loads Non -Dead Total Load Combination Span in Span Before Curing After Curing Net Dell Load Deft Deflection bar - Used DL on Steel Alone BEFORE Curing Upward 1 13.253 1.0636 0.000 0.000 0.000 1.084 829.87 DL on Steel Alone BEFORE Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 829.87 DL on Steel Alone AFTER Curing Upward 1 13.253 1.0636 -0.375 0.689 0.000 0.689 829.87 DL on Steel Alone AFTER Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 829.87 After Curing : D after + L+S Upward 1 13.253 1.0636 -0.375 0.689 0.504 1.192 829.87 After Curing : D after + L+S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 829.87 AfterCuring:Dafter+ Lr +L Upward 1 13.253 1.0636 -0.375 0.689 0.504 1.192 829.87 After Curing: D after + Lr + L Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 829.87 After Curing : D after + L + S Upward 1 13.253 1.0636 -0.375 0.689 0.504 1.192 829.87 After Curing : D after + L + S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 829.87 After Curing : D after + L + W + S Upward 1 13.253 1.0636 -0.375 0.689 0.504 1.192 829.87 After Curing : D after + L + W + S Downward 1 0.000 0.0000 0.000 0.000 . 0.000 0.000 829.87 After Curing : D after + L + S + W Upward 1 13.253 1.0636 -0.375 0.689 • 0.504 1.192 829.87 After Curing : Dafter+ L +S +W Downward 1 0.000 0.0000 0.000 0.000 0.000 1000 829.87 After Curing : D after + L + S + E Upward 1 13.253 1.0636 -0.375 0.689 0.504 1.192 829.87 After Curing : D after + L + S +E Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 829.87 Maximum- erfical ;Reactions = Unfact°red . , - i Support notation : Far left is #1 Load Combination Support 1 " Support 2 Overall MAXimum 21.645 13.906 DL Applied Before Curing 12.159 7.799 Lr+L+S 12.741 8.183 (DbcDac) + Lr+ L 21.645 13.906 • (Dbc-Dac) +L + S 21.645 13.906 (Dbc -Dac) + L + W + S/2 21.645 13.906 (Dbc-Dac) + L + S + W/2 21.645 13.906 .. (Dbc- Dac) +L +S +E/1.4 , 21.645 13.906 1r _ Steel Sect oniPrOperties 1 '1N:16X31 - :1 Depth = 15.900 In I xx = 375.00 InM I yy = 12.400 InM Web Thick = 0.275 in S xx = 47.20 inA3 S yy = 4.490 inA3 Flange Width • = 5.530 In R xx = 6.410 in R yy = 1.170 In Flange Thick = 0.440 In be = 54.000 in"3 2y = 7.030 103 Area = 9.130 102 J = 0.461 InM Weight = 31.079 Of • Title Block line 1 Title : Job # You can changes this area • Dsgnr: • • using the 'Settings' menu item Project Desc.: and then using the 'Printing & SF /y Project Notes Title Block' selection. Title Block Line 6 mod: I JUN 2010,11:03PM 4 , >: id t :ka= e i� .y ri; } , e ° i'. „`fi (�•, fl t 01210017,:` L• i&MWkin fon `here steco°dfl' ec6 ,C�`o Ste el Beam� Des`�g'ln �, z ` , , (]�} .r,t. ,k'�lt �. ;. . .t; gig , t b .tA R • +R%1�9i 67�Y nA►Al7Y�fiiR' :,44,1 ,.C,.t' �y�$ 9 ` ;4 , .'. E} c$w�vt .4+��. s �.�xa ;;, . -,•M E. A.j {. : 'ENE C C 9 68-• , 0 0 r }B 3 Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : Beam (J-5) with (G -9) loads Composi4e SectiorPropetties . , Span Number Analysis % Shear Plastic NA. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k -ft I-Steel I -Trans l-Lwr Bound Span 1 PNA in Flange 100.0 15.721 357.714 23 446.81 375.0 1,112.8 900.9 PNA In Flange 95.0 15.689 339.828 22 439.40 375.0 1,112.8 892.5 PNA in Flange 90.0 15.657 321.943 21 431.95 375.0 1,112.8 883.1 PNA In Flange 85.0 15.624 304.057 20 424.46 375.0 1,112.8 872.5 PNA In Flange 80.0 15.592 286.171 18 416.92 375.0 1,112.8 860.7 PNA In Flange 75.0 15.560 268.286 17 409.34 375.0 1,112.8 847.6 PNA In Flange 70.0 15.527 250.400 16 401.72 375.0 1,112.8 833.0 PNA In Flange 65.0 15.495 232.514 15 394.05 375.0 1,112.8 816.8 PNA In Flange 60.0 15.463 214.628 14 386.35 375.0 1,112.8 799.0 PNA In Web 55.0 14.862 196.743 13 378.21 375.0 1,112.8 779.3 PNA In Web 50.0 14.212 178.857 12 369.10 375.0 1,112.8 757.5 PNA In Web 45.0 13.562 160.971 11 359.03 375.0 1,112.8 733.6 PNA In Web 40.0 12.911 143.086 9 347.98 375.0 1,112.8 707.3 PNA in Web 35.0 12.261 125.200 8 335.96 375.0 1,112.8 678.4 PNA In Web 30.0 11.610 107.314 7 322.97 375.0 1,112.8 646.5 PNA in Web 25.0 10.960 89.429 6 309.01 375.0 1,112.8 611.5 • • R Engineering LLC Job • M • • Structural Enginee • Ev • Plann Ctienc' • . 15475 NW Pumpkin Ridge Road . North Plains • OR 97133 Job No. ='UC.)I 7' By ft_"-4 .P: 503.702.9.169.. . . .. F: 503.647.5152 Date 0540 • . • Sheet No. �^'- f-. r M uaY s i� # • I : 7-- . .- - I - : - t t . . .._ . _ _ _ ,. .. - - } - i I - - , - _.-__ — 'sue - --I - ` _ ), - z- � ,s t '_ �! -!` :. ; . _ _ J _ __._ I _ :_'...I..._.....: • -i : .. __ ' t = _I -/ � _ / - 'i ,'' , ' '• • • i ' • , 1 I 1 , �.. M .► �- ..� C �_. . %v. , ; . 5 .) _.. ' 3 ice _ : .. _ _ _ _ i- _TI :' `li�i /,[ ' 3 _ ►' :: • • ' _ •f : • .I r . ` _ g • T / ■ I ' I7 ' ( = $ ,z)', _ • _ __ . ZIc , .... ) ... ' , . . , T } I 1 _ O n ` r l�� t fi• 1 -, - 5 — 1 ! i. _ - -- , - - : - :I -1---:' -- i' , --' 3/ � - '7- -, '• - - ; - '- ' ---- - - • ' • • ) , — • . I • r [— 1 i - I __ -- l $ , - - _ • K� . • : __ _ 1 -. .. i._ • .. • r .. - -i -- - ; _t I. -I' I. • _ .r . - . 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Calculations per IBC 2006, CBC 2007,13th AISC Analysis Method : . ••:: • • :.- :.• r 6.oft Beam Bracing : Beam is Fully Braced against lateral - torsion buckling by attached sla t.. _ ... : ; I L Combination 2006 IBC & ASCE 7 -05 +� r`Z 2 = Fy : Steel Yield : . . ksi E: Modulus : . • ksi • • WHOM Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.0 in Concrete fc 4.0 ksi Stud Diameter 3/4" in Effective Width 5.0 ft Concrete Density 145.0 pcf On : Stud Capacity 19.890 k Metal Deck ... Verco, PLW2 Formlok Rib Height 2.0 in Top Width 5.0 in Ribs : Parallel Rib Spacing 12.0 in Btm Width 6.0 in Of ) 43) • W18X50 • I. J 20.0ft i ' . - , . . . - - , Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 • Uniform Load : D = 0.0550 ksf, Tributary Width = 30.0 ft, Applied before curing & not removed • Uniform Load : D = 0.040 ksf, Tributary Width = 30.0 ft, Applied before curing & removed after curing . • Uniform Load : D = 0.0150, L = 0.10 ksf, Tributary Width = 30.0 ft, Applied after curing t +DES(GNfSUMMA''R.Y-T .`.4 ' ' '` ' r' - ' ? 1, Design OK Maximum Bending Stress Ratio = 0.812: 1 Maximum Shear Stress Ratio = 0.287 : 1 Section used for this span W18X50 Section used for this span W18X50 Percent Composite Action 25 % Vu : Applied 51.0 k • Construction After Curing Vn/Omega : Allowable 191.32 k Mu : Applied 82.485 172.50 k -ft Load Combination span 1 Mn / Omega : Allowable 252.0 355.73 k -ft Location of maximum on span 20.0 ft Load Combination After Curing : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 10.0ft . Span # where maximum occurs Span # 1 • • Maximum Deflection Max Downward L +Lr+S Deflection 0.281 in .1 Max Upward L +Lr +S Deflection 0.000 in DL A c 0,3 Live Load Deflection Ratio 854 • Max Downward Total Deflection 0.582 in • Max Upward Total Deflection 0.000 In Total Deflection Ratio • 412 r - ' - - : - • - � - :.t -r. ter..-- ^r__ - -- -- t. -_ •-- - ill' : Shear , StudiRequlrements : r 2 ._; : ; ,; ,_: ' .1 • From Support 1(dl to 10.00 ft use 10 studs. . From 10.00 ft to Support 2 use 10 studs. r • ;M taxtax mu Fmorcesl &'Stresses for Load'Combinationsj . Load Comb & Design Length Max Stress Ratios Bending Summary • Shear Summary Span ft M V Ma-Const MnSOlOmega Ma-NonConst MnTrlOmega Va VnlOmega 1 DL on SOBm Before Curing . Span L = 20 ft ' 1 0.565 0.149 142.50 252.00 355.73 . 28.50 . 191.32 1 DL on SOBm After Curing Span L = 20 ft 1 0.327 0.086 82.50 252.00 355.73 16.50 191,32 After Curing : +D . ' Span L = 20 ft 1 0.391 0.109 82.50 252.00 22.50 355.73 20.78 191.32 After Curing : +D+L+H Span L = 20 ft 1 0.812 0.265 82.49 252.00 172.50 355.73 50.78 191.32 Tile Block Line 1 Title : Job # You can changes this area Dsgnr. . .. using the 'Settings" menu item Project Desc.: and then using the 'Printing & SF / 7 Title Block' selection. Project Notes Title Block tine 6 Printed: JUN 2010.443PM Qp ''if{t�:i.'J ,L. ' r,. sip.. b- - i.J� .' �,-, \' P*.!:: f,:"_ s .�w.wx o6 , ‘•Com ositeiS eel B�e�a `° e a ,. .; ig ,..Dr • G120 ., ( :& ifs u. `& d, oo «, ..„ '`, 0440, 4.41 9 ;:: %1 ' :7fw `': : 3 ?` Yi: ILis :P i % ?. k: N ER � 0 O,.VB 'hi?4 >�Y+� Y :'r : � : �.w � e..� 3 �... �9 .- .. F� i ,) 0.1 - .710E Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : (G -1) Middle Girder Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma -Const MnStl I Omega Ma- NonConst MnTr I Omega Va Vn I Omega After Curing : +D+Lr+H Span L = 20 ft 1 0.391 0.109 82.50 252.00 • .22.50 355.73 20.78 191.32 After Curing : +O+S+H Span L = 20 ft 1 0.391 0.109 82.50 252.00 22.50 355.73 20.78 191.32 After Curing : +0+0.750Lr+0.750L+41 Span L = 20 ft 1 0.707 0.226 82.49 252.00 135.00 355.73 43.28 191.32 • After Curing : +040.750L-'0.750S+H Span L=20 ft 1 0.707 0.226 82.49 252.00 135.00 355.73 43.28 191.32 After Curing :+O+W+H Span L= 20 ft 1 0.391 0.109 82.50 252.00 22.50 355.73 20.78 191.32 After Curing : +0+0.70E+H Span L= 20 ft 1 0.391 0.109 82.50 252.00 22.50 355.73 20.78 191.32 After Curing : +0+0.750Lr+0.750L+0. Span L = 20 ft 1 0.707 0.226 82.49 252.00 135.00 355.73 43.28 191.32 After Curing : +0'0.7501_+0.750540.7 Span L= 20 ft 1 0.707 0.226 82.49 252.00 135.00 355.73 43.28 191.32 After Curing : +0+0.750Lr-.0.750L+0. Span L= 20 ft 1 0.707 0.226 82.49 252.00 135.00 355.73 43.28 191.32 After Curing : +0+0.750L+0.750S+0.5 Span L = 20 ft 1 0.707 0.226 82.49 252.00 135.00 355.73 43.28 191.32 After Curing : +0.60D+W+H Span L = 20 ft 1 ' 0.234 0.065 49.50 252.00 13.50 355.73 12.47 191.32 After Curing : -'0.60D+0.70E+H Span L= 20 ft 1 0.234 0.065 49.50 252.00 13.50 355.73 12.47 191.32 ;; Maximum,Deflections for Load•,Combinations. • Unfactoredi.eads` :,;4.. ; Location Dead Load Dell Dead Load Dell Const Loads Non -Dead Total Load Combination Span In Span Before Curing After Curing Net Deft Load Deft Deflection . lxx - Used DL on Steel Alone BEFORE Curing Upward 1 10.133 0.4470 0.000 0.000 0.000 0.447 1,339.76 DL on Steel Alone BEFORE Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,339.76 DL on Steel Alone AFTER Curing Upward 1 10.133 0.4470 -0.146 0.301 0.000. 0.301 1,339.76 DL on Steel Alone AFTER Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,339.76 After Curing : D after + L+S Upward 1 10.133 0.4470 -0.146 0.301 0.281 0.582 1,339.76 After Curing : D after + L+S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,339.76 After Curing : D after + Lr + L Upward 1 10.133 0.4470 -0.146 0.301 0.281 0.582 1,339.76 After Curing : D after + Lr + L Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 .1,339.76 After Curing : D after + L + S Upward 1 10.133 0.4470 -0.146 0.301 0.281 0.582 1,339.76 • After Curing : D after + L + S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,339.76 After Curing : D after + L + W + S Upward 1 10.133 0.4470 -0.146 0.301 0.281 0.582 1,339.76 After Curing : D after + L + W + S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,339.76 After Curing : D after + L + S + W Upward 1 10.133 0.4470 -0.146 0.301 0.281 0.582 1,339.76 After Curing : D after + L +S +W Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,339.76 After Curing : D after + L + S + E Upward 1 10.133 0.4470 -0.146 0.301 0.281 0.582 1,339.76 After Curing : D after + L + S + E Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,339.76 I. , M#I.MP ; ArticalAeactions • Unfactored . 7 Support notation : Far left is #1 Load Combination ) Support 1 Support 2 Overall MAXimum 51.000 51.000 DL Applied Before Curing 28.500 28.500 Lr+L+S 30.000 30.000 (Dbc-Dac) + Lr + L 51.000 51.000 (Dbo-Dac) +L +S 51.000 51.000 (Dbc-Dac) + L + W + Sri 51.000 51.000 1 (Dbc-Dac) + L + S + W/2 . 51.000 51.000 (Dbc-Dac) + L + S + EI1.4 51.000 51.000 r, r _ _._ - Steel <Seetion: Properties' :. W48)(40 9 Depth = 18.000 in I xx = 800.00 inM I yy = 40.100 InM Web Thick = 0.355 in S xx = 88.90 InA3 S yy = 10.700 inA3 Flange Width = 7.500 In R xx = 7.380 In R yy = t650 In Flange Thick = 0.570 In Zx = 101.000 in"3 Zy ' = 16.600 In"3 . Area = 14.700 IO2 J = 1.240 inM Weight = 50.039 Of . • Tine Block Line 1 Title : • - Job # You can changes this area Dsgnr. using the 'Settings' menu item Project Desc.: Sr1 g and then using the 'Printing & Project Notes : Title Block' selection. Title Block Line 6 Printed r JUN 2010, 0.43PM '; ';hir 4'earn '+ •' e- ,,krviZ -. * e • • e fir. • ile3C ; 8 - INeshl gto 6::: a',�$ Vii- i o r iti I. e St I B' a ignom.. : . .,',;is . :r .. .sew.; ,,: -4 N . 1- "4 3i :+:: ; .::;.4:4 �'Pa i 1 • :,id.ENRC:: d C ` BS-'`' 0 l .', -6, �1 NCO 0 Lic. # : KW-06008856 W - 06008856 License Owner : Ridge Engineering LLC Description : (G -1) Middle Girder Fligipositel.SegpmE ropert es ; . Span Number Analysis % Shear Plastic N.A. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k -ft • I-Steel I -Trans I -Lwr Bound s 1 PNA In Slab 100.0 19.397 735.000 37 747.16 800.0 2,245.7 1,893.7 PNA In Flange 95.0 17.951 698.250 36 830.10 800.0 2,245.7 1,881.5 PNA In Flange 90.0 17.902 661.500 34 815.37 800.0 2,245.7 1,867.0 PNA In Flange 85.0 17.853 624.750 • 32 800.50 800.0 2,245.7 1,850.1 PNA in Flange 80.0 17.804 588.000 30 785.49 800.0 2,245.7 1,830.5 PNA In Flange 75.0 17.755 551.250 28 770.33 800.0 2,245.7 1,808.0 PNA In Flange • 70.0 17.706 514.500 26 755.04 800.0 2,245.7 1,782.3 PNA in Flange 65.0 17.657 477.750 25 - 739.61 800.0 2,245.7 1,753.1 PNA in Flange 60.0 17.608 . 441.000 23 724.04 800.0 2,245.7 1,720.1 . PNA in Flange 55.0 17.559 404.250 21 708.34 800.0 2,245.7 1,682.8 PNA in Flange ' 50.0 17.510 367.500 19 692.50 800.0 2,245.7 1,640.8 • PNA In Flange 45.0 17.461 330.750 • 17 676.53 800.0 2,245.7 1,593.6 PNA In Web 40.0 17.050 . 294.000 15 660.22 800.0 2,245.7 1,540.6 PNA In Web 35.0 16.015 257.250 13 641.34 800.0 2,245.7 1,481.2 PNA in Web 30.0 14.979 220.500 12 619.29 800.0 2,245.7 1,414.5 PNA in Web 25.0 13.944 183.750 10 594.07 800.0 2,245.7 1,339.8 • • • • • Title Block Line 1 Title : Job # You can changes this area Dsgnr. • • using the 'Settings' menu item Project Desc.: 5f t q and then using the 'Printing & Project Notes : Title Block' selection. Title Block Line 6 Printed: I JUN2010• 9:47PM ie trlu 41 Zh'• ' -;1•.. t{ ;r, r, _y.�f 'File clotikWiNciVbt2100116;i ie.' as g ∎ ir k i .. 9 i s i . . �'.� ,•py': o� :�:a..s� }�'`-i�.‘w�x :C�wt�ct!At�.:' ¢ c i � . �,• i � g Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : (G - Muddle Girder Next Escalator Opening I f Material PrOpertles '' • :<<•. 7 '..7 °J l'f. :t • ; Calculations per IBC 2006, CBC 2007,13th AISC Analysis Method : • .. • : • r 15 " 1 Beam Bracing : Beam is Fully Braced against lateral- torsion buckling by attached sla Load Combination 2006 IBC & ASCE 7 -05 Fy : Steel Yield : .: ksi E: Modulus : . • ksi W1W 40 Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.0 in Concrete fc 4.0 ksi Stud Diameter 3/4" in Effective Width 1.50 ft Concrete Density 145.0 pd On : Stud Capadty 15.910 k Metal Deck ... Verco, PLW2 Formiok Rib Height 2.0 in Top Width 5.0 in Ribs : Parallel Rib Spadng 12.0 in Btm Width 6.0 in Dro4(' .5) L\ W16X40 I 20.0 ft I C ; ;Pli d LOads: ' y , `• ; +i , Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0550 ksf, Tributary Width =15.0 ft, Applied before curing & not removed Uniform Load : D = 0.040 ksf, Tributary Width = 15.0 ft, Applied before curing & removed after curing Uniform Load D = _ 0.0150, L = 0.10 ksf, Tributary Width = 15.0 ft, Applied after curing • i'`;'DOSIdpituM�iAR;Y - 7 7: 1 Design OK Maximum Bending Stress Ratio = 0.605: 1 Maximum Shear Stress Ratio = 0.175: 1 Section used for this span W16X40 Section used for this span W16X40 Percent Composite Action 33 % Vu : Applied 25.50 k Construction After Curing Vn/Omega : Allowable 146.11 k Mu : Applied 41.243 86.250 k -ft Load Combination span 1 Mn / Omega : Allowable 182.14 227.87 k -ft Location of maximum on span 20.0 ft Load Combination After Curing : +D+L+ii Span # where maximum occurs Span # 1 Location of maximum on span 10.0ft Span # where maximum occurs Span # 1 Maximum Deflection • Max Downward L +Lr +S Deflection 0.257 in Max Upward L +Lr +S Deflection 0.000 in ' Live Load Deflection Ratio 932 Max Downward Total Deflection 0.496 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 483 F., -S ea at'yd Raqul ements' 7,7 ' '' 1 • From Support 1 @) to 10.00 ft use 5 studs. From 10.00 ft to Support 2 use 5 studs. - M`azmumo e s Otresses ;fog >Load;.Combinatiotisl Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnStl I Omega Ma- NonConst MnTr I Omega Va Vn I Omega 1 DL on SUBm Before Curing Span L = 20 ft 1 0.391 0.098 71.25 182.14 227.87 14.25 146.11 1 DL on StiBm After Curing . Span L = 20 ft 1 0.226 0.056 41.25 182.14 227.87 8.25 146.11 After Curing : +D Span L = 20 ft 1 0.276 0.071 41.25 182.14 11.25 227.87 10.39 146.11 After Curing : +D+L+H Span L = 20 ft 1 0.605 0.174 41.24 182.14 86.25 227.87 25.39 146.11 Tale Block Line 1 Title : • Job # You can changes this area Dsgnr: ' - using the 'Settings' menu item Project Desc.: $/20 and then using the 'Printing & Project Notes : Title Block' selection. Title Block Line 6 Pi1nmd: 1 JUN 2010, e:47PM x :: i . � � �r�.rare - l.o-, .,vr - ",/�`r1y+rWitli: :1:> 0 " _.;C'.;r,: .0 , .9 ';.ui try e.4, .., Jle�O ADRAWING( 2di012j00 1;7,8ii & _oo +`i9t Os`Ite -- t ee] Bea , we_ Sl n +[+jy .: , '' � E ` NE � R { ` �i`rSIll4 4.8 2n10 e 6 fl < 7. �'�At.�16�2�J�MY � ". �F k�iS��� .RNIk�N6��i.N@•?ia'A.a f. ,. 1r 01�hW'{t °. �nY +.�E .,. �C�/11Y� w ... 4d:AJ'� i �' Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : (G -2) - Muddle Girder Next Escalator Opening • Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnStl I Omega Ma- NonConst MnTr/ Omega Va Vn I Omega After Curing : +D+Lr+H Span L= 20 ft 1 0.276 0.071 41.25 182.14 11.25 227.87 10.39 146.11 After Curing : +D4641 Span L= 20 ft 1 0.276 0.071 41.25 182.14 11.25 227.87 10.39 146.11 After Curing : +D+0.750Lr+0.750L+H Span L = 20 ft 1 0.523 0.148 41.24 182.14 67.50 227.87 21.64 146.11 After Curing : +D+0.750L+0.750S+H Span L = 20 ft 1 0.523 0.148 41.24 182.14 67.50 227.87 21.64 146.11 After Curing : +D+W+H • Span L= 20 ft 1 0.276 0.071 41.25 182.14 11.25 227.87 10.39 146.11 After Curing : +0+0.70E+H Span L = 20 ft 1 0.276 0.071 41.25 182.14 11.25 227.87 10.39 146.11 After Curing : +0+0.750Lr+0.750L+0. Span L = 20 ft 1 0.523 0.148 41.24 . 182.14 67.50 227.87 21.64 146.11 After Curing : +0+0.750L+0.750S+0.7 Span I.= 20 ft 1 0.523 0.148 41.24 182.14 67.50 227.87 21.64 146.11 After Curing : +D+0.750Lr+0.750L+0. Span L = 20 ft 1 0.523 0.148 41.24 182.14 67.50 227.87 21.64 146.11 After Curing : +D+0.750L+0.750S+0.5 Span L = 20 ft 1 0.523 0.148 41.24 182.14 67.50 227.87 21.64 146.11 After Curing : +0.60D+W+H Span L= 20 ft 1 0.166 0.043 24.75 182.14 6.75 227.87 6.23 146.11 After Curing : +0.60D+0.70E+H Span L = 20 ft 1 0.166 0.043 24.75 182.14 6.75 227.87 6.23 146.11 ;:: iim im;Def!ections Combinations Unfactnted;°L'oads' `;i Location Dead Load Defl Dead Load Dell Const Loads Non -Dead Total Load Combination • Span in Span Before Curing After Curing Net Defl Load Dell Deflection lo c- Used DL on Steel Alone BEFORE Curing • Upward 1 10.133 0.3451 0.000 0.000 0.000 0.345 730.90 DL on Steel Alone BEFORE Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 730.90 DL on Steel Alone AFTER Curing Upward 1 10.133 0.3451 -0.107 0.238 0.000 0.238 730.90 DL on Steel Alone AFTER Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 730.90 After Curing : D after + L+S Upward 1 10.133 0.3451 -0.107 0.238 0.257 0.496 730.90 . After Curing : D after + L+S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 730.90 After Curing : D after + Lr + L Upward 1 10.133 0.3451 -0.107 0.238 0.257 0.496 730.90 After Curing : D after + Lr + L Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 730.90 After Curing : D after + L + S Upward 1 10.133 0.3451 -0.107 0.238 0.257 0.496 730.90 After Curing :0 after + L + S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 730.90 After Curing : D after + L +W + S Upward 1 10.133 0.3451 -0.107 ' 0.238 0.257 0.496 730.90 After Curing : D after + L +W + S Downward 1 0.000 0.0000 0.000 . 0.000 0.000 0.000 730.90 After Curing : D after + L + S + W Upward 1 10.133 0.3451 -0.107 0.238 0.257 0.496 730.90 After Curing : D after + L + S +W Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 730.90 After Curing : D after + L + S + E Upward 1 10.133 0.3451 -0.107 0.238 0.257 0.496 730.90 After Curing : D after + L + S + E Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 730.90 7Mazimum;.V,ertical,Reactions - Unfactored : , ;;' i Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 25.500 25.500 DL Applied Before Curing 14.250 14.250 Lr+L+S 15.000 15.000 (Dbc-Dac) + Lr + L 25.500 25.500 (Dbc-Dac) + L + S 25.500 25.500 (Dbc.Dac) +L + W + S/2 25.500 25.500 (Dbc•Dac) +L +S +W/2 . 25.500 25.500 (Dbc.Dac) + L + S + E/1.4 25.500 25.500 • Y,.S.f gl Secton";Propect'ies . WT6),(40 .."' Depth • = 16.000 in I xx = 518.00 104 I yy = 28.900 inM Web Thick = 0.305 in S or = 64.70 I03 S yy = 8.250 in"3 . Flange Width = 7.000 in R or = 6.630 in R yy = 1.570 in Flange Thick . = 0.505 in Zx = 73.000 inA3 Zy = 12.700 InA3 Area = 11.800 in"2 J = 0.794 iM4 Weight = 40.167 elf Title Block Line 1 Title : Job # You can changes this area Dsgnr. ' ' using the 'Settings' menu item • Project Desc.: SA-Z-1 and then using the 'Printing & Project Notes : Title Block' selection. Title Block Line 6 • Printed: 1 JUN 2010, 9:47PM :50 '.4, L• • 4:.. ;:Z'.,: '- j, ' p9a e: DRAWING1201012 :1001717,(0 -11 /A0ing 0, ua e " '$ ±se"eara oo ei:6 �o ` . `N osite S tee B aim . : W ' - ,, , ' ver 4,942A� .posit�: das!�d t. o a { i7s n r.. ,., -... f: ti ; �e ; ,, ` SS y:n ,; v. ENERCAL IJ'C 1983`2 Veff6 M.Oit Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : (G-2) - Middle Girder Next Escalator Opening r �` ' 'T it ijpQslte SecfiofiiP1;operties : : ' :, Span Number Analysis % Shear Plastic NA. Sum On # Studs per Mn - Capacity Moment of Inertia . Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k -ft I -Steel I -Trans I -Lwr Bound S pan 1 PNA In Flange • 100.0 15.500 239.700 16 483.92 518.0 1,136.5 933.6 PNA in Web 95.0 • 15.207 227.715 15 478.63 518.0 1,136.5 925.8 PNA in Web 90.0 14.814 215.730 14 • 472.97 - 518.0 1,136.5 917.0 . PNA in Web 85.0 14.421 203.745 13 466.90 518.0 1,136.5 907.2 PNA In Web 80.0 14.028 191.760 13 460.45 518.0 1,136.5 896.4 PNA in Web 75.0 ' 13.635 179.775 12 453.60 518.0 1,136.5 884.4 PNA in Web • 70.0 13.242 167.790 11 446.36 518.0 , 1,136.5 871.3 PNA In Web 65.0 12.849 155.805 10 438.73 518.0 1,136.5 857.0 PNA In Web 60.0 12.456 143.820 10 430.70 518.0 1,136.5 841.4 PNA In Web 55.0 12.063 . 131.835 9 422.28 518.0 1,136.5 824.4 PNA in Web 50.0 11.670 119.850 8 413.46 .518.0 1,136.5 805.9 PNA in Web • 45.0 11.277 107.865 7 404.25 518.0 1,136.5 785.9 PNA In Web 40.0 10.885 95.880 7 394.65 518.0 1,136.5 764.2 PNA In Web 35.0 10.492 83.895 . 6 384.66 518.0 1,136.5 740.8 PNA In Web 30.0 10.099 71.910 5 374.27 518.0 1,136.5 715.5 PNA in Web 25.0 9.706 59.925 4 363.48 518.0 1,136.5 688.3 • • • • • • • Title Plod( Une 1 : Title : Job # You can changes this area - Dsgnr. • • using the 'Settings' menu item Project Desc.: and then using the 'Printing & 5F2 Z. Title Blodk' selection. Project Notes Title Block Line 6 Pdnld: 1 JUN 2010, 9:58K1 "��+ y 8 eft t1 At' , 1 - .: ��° {` +,: eG`• +File >C:COORAWING1201012 00.17'- L ) 1$`i` Cal il"gtc 4 Sa'ai eT • m . d j. �!COmm O t @e -'-Bed ` o @ �+ s • :i is. +:.•. a+0;. -,��' gh._ .. �'A+teseM�ep+epaip� - � ,. - ,, , (a�� •. �r 3�� ; _ _ "�: �'� .iaiw:Z?';St2;t•'•�t�if.,_ -t"':vk }: ER C( c -ve (' rOA „'.C,3 Lic. # : KW - 06008856 License Owner : Ridge Engineering LLC • Description : (G-3) Grid Une 38 With NO (J -4) Point Load • Wade OW §l a e: b , ` t` ` "' ': ,. w °, 1 Calculations per IBC 2006, CBC 2007,13th AISC Analysis Method : .• . . .. . • r 5.0^ 1 • Beam Bracing : Beam is Fully Braced against lateral- torsion buckling by attached sla • Load Combination 2006 IBC & ASCE 7-05 .I:_r� Fy : Steel Yield : .. . ksi E: Modulus : . • ksi mom Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.0 in Concrete fc 4.0 ksi Stud Diameter 3/4" In Effective Width 5.0 ft Concrete Density 145.0 pd On : Stud Capacity 15.910 k Metal Deck ... Verco, PLW2 Formlok Rib Height 2.0 in . Top Width 5.0 in Ribs : Parallel Rib Spacing 12.0 in Btm Width 6.0 in 2 ) . W16X31 l . 20.0 ft J k �I i L• 08dS -, ',� ; ; .• Service loads entered. Load Factors will be applied for calculations. .,:ARP_. - , � Load for Span Number 1 Uniform Load : D = 0.0550 ksf, Tributary Width = 11.0 ft, Applied before curing & not removed Uniform Load : D = 0.040 ksf, Tributary Width = 20.0 ft, Applied before curing & removed after curing Uniform Load : D = 0.0150, L = 0.10 ksf, Tributary Width = 20.0 ft, Applied after curing • G SUMMARY' w � . , .... , 4 .. ' : . Design OK Maximum Bending Stress Ratio = 0.774: 1 Maximum Shear Stress Ratio = 0.222 : 1 Section used for this span . W18X31 Section used for this span W16X31 • Percent Composite Action 32 % Vu : Applied 29.050 k dbstruction After Curing Vn/Omega : Allowable 130.91 k Mu : Applied 30.245 115.0 k -ft Load Combination span 1 • Mn / Omega : Allowable 134.73 209.09 k -ft Location of maximum on span 20.0 ft Load Combination After Curing : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 10.0ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.346 in • . Max Upward L +Lr +S Deflection 0.000 in Live Load Deflection Ratio 694 Max Downward Total Deflection 0.600 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 400 Shear4Stud, Requiremenits�r T ri ;'t - -- j From Support 1(ril to 10.00 ft use 10 studs. From 10.00 ft to Support 2 use 10 studs. ` "M a�yTtium'Forces#y Stresses:for Load Combina,i ons Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnSfd I Omega Ma- NonConst MnTr I Omega Va Vn l Omega 1 DL on SUBm Before Curing Span L =10 ft 1 0.521 0.107 70.25 134.73 209.09 14.05 130.91 1 DL on StiBm After Curing Span L = 20 ft 1 0.225 0.046 30.25 134.73 209.09 6.05 130.91 After Curing : +0 Span L = 20 ft 1 0.296 0.069 30.25 134.73 15.00 209.09 8.97 130.91 After Curing :+D+L+H Span L = 20 ft • 1 0.774 0.221 30.24 134.73 115.00 209.09 28.97 130.91 TiDe Block tine 1 Title : Job # You can changes this area Dsgnr. ' using the 'Settings' menu item Project Desc.: and then using the 'Printing & and 2 3 Project Notes Title Block' selection. Title Block Line 6 rte: 1 JUN 2010.9:58PM a-.. r;4s 4W4/A vi "- . '2'�,_, :. • „ . ; :A y ' ";pw, '":∎. �•;•: : ; P^ ` ..; '; :....1 ;; °' • :,�:} . - ; a ttz, :.`jFllea,C:1ODRAVVI G1 0101Nobt5`='�Lp • 81Ad�1Neshl'gio' S itiN Bm se co dilliirec6 a Of�17p .S @@ ? B i @a1�1i � r1} E± t ky"� :.* # r`° d` > fly + NZw:: NEQe ! OTMEMOS.Ikrafganergni ' Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC ' Description : (G-3) Grid Line 38 With NO (J-4) Point Load Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma -Const MnSti l Omega Ma- NonConst MnTr l Omega Va Vn l Omega ' After Curing : +D+Lr+H Span L = 20 ft 1 0.296 . 0.069 30.25 134.73 15.00 209.09 8.97 130.91 After Curing : +D+S+H Span L = 20 ft 1 0.296 0.069 30.25 134.73 15.00 209.09 8.97 130.91 After Curing : +D+0.750Lr+0.750L+H Span L = 20 ft 1 • 0.655 0.183 30.24 134.73 90.00 209.09 23.97 130.91 After Curing : 90+0.750L+0.750S+H Span L = 20 ft 1 0.655 0.183 30.24 134.73 90.00 209.09 23.97 130.91 After Curing : +0+W+14 Span L= 20 ft 1 0.296 0.069 30.25 134.73 15.00 209.09 8.97 130.91 After Curing : +D+0.70E+H Span L = 20 ft 1 0.296 0.069 30.25 134.73 15.00 209.09 8.97 130.91 After Curing : +040.750Lr+0.750L+0. Span L = 20 ft 1 0.655 0.183 30.24 134.73 90.00 209.09 23.97 130.91 After Curing : +0+0.750L+6750S+0.7 Span L = 20 ft 1 0.655 0.183 30.24 134.73 90.00 209.09 23.97 130.91 After Curing : +0+0.750Lr+0.750L+0. Span L= 20 ft 1 0.655 0.183 30.24 134.73 90.00 209.09 23.97 130.91 After Curing : +0+0.750L+0.750S+0.5 • Span L= 20 ft 1 0.655 0.183 30.24 134.73 90.00 209.09 23.97 130.91 After Curing : +0.60D+W+H Span I.= 20 ft 1 0.178 0.041 18.15 134.73 9.00 209.09 5.38 130.91 After Curing : +0.60D+0.70E+H Span L = 20 ft 1 0.178 0.041 18.15 134.73 9.00 209.09 5.38 130.91 5 . Combin ations :r!Urifactor`..e0Lo'ads;,', Location Dead Load Deft Dead Load Dell Const Loads Non -Dead Total Load Combination Span in Span Before Curing After Curing Net Defl Load Dell Deflection In - Used • DL on Steel Alone BEFORE Curing Upward 1 10.133 0.4701 0.000 0.000 0.000 0.470 725.94 DL on Steel Alone BEFORE Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 725.94 DL on Steel Alone AFTER Curing Upward 1 10.133 0.4701 -0.216 0.254 0.000 0.254 725.94 DL on Steel Alone AFTER Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 725.94 After Curing : D after + L+S Upward 1 10.133 0.4701 -0.216 0.254 0.346 0.600 725.94 After Curing : D after + L Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 725.94 After Curing : D after + Lr + L Upward 1 10.133 • 0.4701 -0.216 0.254 0.346 0.600 725.94 After Curing : D after + Lr + L Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 725.94 After Curing : D after + L +S Upward 1 10.133 0.4701 -0.216 0.254 0.346 0.800 725.94 After Curing : D after + L + S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 725.94 After Curing : D after + L +W + S Upward 1 10.133 0.4701 -0.216 0.254 0.346 0.600 725.94 After Curing : D after + L +W + S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 725.94 After Curing : D after + L +S +W Upward 1 10.133 0.4701 -0.216 0.254 0.346 0.600 725.94 After Curing : D after + L + S + W Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 725.94 After Curing : D after + L + S + E Upward 1 10.133 0.4701 -0.216 0.254 0.346 0.800 725.94 After Curing : D after + L + S + E Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 725.94 f. -M azll'mum VerticaI.Reactions_ Unfa ed Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 29.050 29.050 DL Applied Before Curing 14.050 14.050 • Lr+L+S 20.000 20.000 (Dbc.Dac) +Lr +L 29.050 29.050 (Dbo•Dac) +L +S 29.050 29.050 (Dbc -Dac) + L +W + S/2 29.050 29.050 (Dbc-Dac) +L +S +W/2 29.050 29.050 (Dbc-Dac) + L + S + E/1.4 29.050 29.050 . ! ",Steel Section:Propert es W1031 . i Depth = 15.900 In hot = 375.00 iO4 I yy = 12.400 104 Web Thick = 0.275 in S xx = 47.20 in"3 S yy = 4.490 InA3 Flange Width = 5.530 in R m = 6.410 in R yy = 1.170 in Flange Thick = 0.440 In Zx = 54.000 inA3 Zy = 7.030 103 Area = 9.130 inA2 J = 0.461 mM4 Weight = 31.079 pit Tile Block Line 1 Title : • Job # You can changes this area Dsgnr: using the 'Settings' menu Item Project Desc.: 5FZ-N and then using the 'Printing & • Project Notes : Title Block' selection. • Title Block Line i • � 6 t Printed 1 JUN 2010, B58PM r �. - ", : 4N i� �ti4 4“ :r ;(4. v ), fyt'y •;,1.,..; ',i °t � �� � � r . �, � � :ia - 4^, p ,•;.. , (e('G Ol)RA NG12010(2f001.7• (q° - 8. es mgton - �'Sa .1 8 u sec �ec6�f t w o poslte .tee B Al. .0 es1g . ,..-!..11,.. a "`'r - iir,!; 1 : �'�, " ENE IN 9 : IY0; e, 6 03 1Y• w t0 Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : (G Grid Line 38 With NO (J -4) Point Load •F "Co O;SI a ection:P� eo rtles Span Number Analysis % Shear Plastic NA. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-ft I-Steel I -Trans I-Lwr Bound Span 1 PNA In Slab 100.0 18.662 456.500 29 450.08 375.0 1,250.6 1,014.0 PNA In Flange 95.0 15.859 433.675 28 475.64 375.0 1,250.6 1,003.5 PNA in Flange - 90.0 15.817 410.850 26 466.53 375.0 1,250.6 991.9 PNA in Flange 85.0 15.776 388.025 25 457.35 375.0 1,250.6 979.0 PNA In Flange 80.0 15.735 365.200 23 448.10 375.0 1,250.6 964.7 • PNA In Flange 75.0 15.694 342.375 22 438.77 375.0 1,250.6 948.9 PNA In Flange 70.0 15.652 319.550 21 429.37 375.0 1,250.6 931.5 PNA In Flange 65.0 15.611 296.725 19 419.91 375.0 1,250.6 912.3 PNA In Flange 60.0 15.570 273.900 18 410.37 375.0 1,250.6 891.2 PNA in Flange 55.0 15.529 251.075 16 400.76 375.0 1,250.6 . 867.9 PNA In Flange 50.0 15.487 228.250 15 391.09 375.0 1,250.6 842.2 PNA in Web • - 45.0 15.178 . 205.425 13 381.26 375.0 1,250.6 813.9 PNA In Web 40.0 14.348 182.600 12 370.19 375.0 1,250.6 782.7 PNA in Web 35.0 13.518 159.775 11 357.53 375.0 1,250.6 748.3 PNA in Web 30.0 12.688 136.950 9 343.29 375.0 1,250.6 710.3 PNA In Web 25.0 11.858 . 114.125 8 327.47 375.0 1,250.6 668.1 • • • • • • Tine Block Line 1 Title : Job # You can changes this area Dsgnr: ' using the 'Settings' menu item Project Desc.. and then using the Printing & SF25 • Project Notes Title Block' selection. • Title Block Line 6 Printed: 1 JUN 2010,10:39PM FIeKc- DRA G1201012100 as I to �, u ~ � ,_.._. ._. ,.. .. G 9 " .ate• ; t ',Ss•�t.r� "'�`. g' . ,, 98 � 01,CT6('t1�9; i ' Lic. # : KW-0 License Owner : Ridge Engineering LLC Description : (G -4) Grid Line 38 With (J -4) Loading I Material ,��Ope,_ ruff �,,�; ,t ; %`� : r �= •7:T," - Calculations per IBC 2006, CBC 2007,13th AISC • Analysis Method : : f 15.0 e 1 • Beam Bracing : Beam is Fully Braced against lateral- torsion buckling by attached sla Load Combination 2006 IBC & ASCE 7 -05 Fy : Steel Yield : - .. ksi E: Modulus : . • . ksi WImuo Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.0 in Concrete Pc 4.0 ksi Stud Diameter 3/4" In Effective Width 5.0 ft Concrete Density 145.0 pcf Qn : Stud Capadty 15.910 k Metal Deck ... Verco, PLW2 Formlok Rib Height 2.0 in • Top Width 5.0 in Ribs : Parallel Rib Spacing 12.0 in Btm Width 6.0 in D(Q. 02) W16X40 20.0ft Service loads entered. Load Factors will be applied for calculations. t "�APplied�Loads° . ... ..�: , _ . .`�:�- .'v .. , i PP Load for Span Number 1 Uniform Load : D = 0.0550 ksf, Tributary Width = 20.0 ft, Applied before curing & not removed Uniform Load : D = 0.040 ksf, Tributary Width = 20.0 ft, Applied before curing & removed after curing Uniform Load : D = 0.0150, L = 0.10 ksf, Tributary Width = 20.0 ft, Applied after curing • Point Load : D = 6.80 k A 1.50 ft, Applied before curing & not removed Point Load : D = 5.0 k aa 1.50 ft, Applied before curing & removed after curing Point Load : D = 3.20 k an 1.50 ft, Applied after curing Point Load : L =14.20 k A 1.50 ft, Applied after curing 200. G y Si1 IrRY _;' .g Design OK Maximum Bending Stress Ratio = 0.798: 1 Maximum Shear Stress Ratio = 0.385: 1 Section used for this span W16X40 Section used for this span W16X40 Percent Composite Action 32 % Vu : Applied 56.238 k Construction After Curing Vn /Omega : Allowable 146.11 k Mu : Applied 60.216 128.42 k -ft Load Combination span 1 Mn / Omega : Allowable 182.14 274.73 k -ft Location of maximum on span 0.0 ft Load Combination After Curing : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 9.467ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.292 in Max Upward L +Lr+S Deflection 0.000 in Live Load Deflection Ratio 820 Max Downward Total Deflection 0.635 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 377 S ea ud Re rements From Support 1 na, to 9.47 ft use 12 studs. From 9.47 ft to Support 2 use 12 studs. [ "fie is•L^:SPS'.�; taut; :.. .n <.' - . T.�.. � Stresses ;:fo�wLoadl,Cojnbi:aton Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnSti l Omega Ma.NonConst MnTr l Omega Va Vn / Omega 1 DL on SUBm Before Curing Span L = 20 ft 1 0.571 0.205 104.05 182.14 274.73 29.92 146.11 1 DL on SOBm After Curing Span L = 20 ft 1 0.331 0.118 60.22 182.14 274.73 17.29 146.11 Title Block Line 1 Title : Job # You can changes this area Dsgnr ' • • using the 'Settings' menu item Project Desc.: and then using the 'Printing &zO• Title Block' selection. Project Notes Title Block Line 6 Printed: I JUN 2010.1a34PM ,t c.p `4 a ;W .w z .., � '' r ::a i' ,a -,xw� W'444 :�'�x• ' �.t i;i ?s+ra -, i: t�� ';f:•; . e�`C10DRR �G1 10017 =:j§ -0 104are wooi..eece �°i'011l e S $e B @1 _ D g$i n x. , , g � ` . kii v ..yUS?,.f':. A �'�. • _>, eW�! i�:BL'tt�lti'� +a + kt t�,+'�4+�'�i- E w�.�.. .C 9.�;010� er, G,51 U'(�':�'Fhl(�1 Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : (G-4) Grid Line 38 With (J-4) Loading Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnSti / Omega Ma- NonConst MnTr l Omega Va Vn / Omega After Curing : +D . Span L = 20 ft 1 0.394 0.158 60.22 182.14 17.49 274.73 23.10 146.11 After Curing : 404L4H Span L = 20 ft 1 0.798 0.385 60.22 182.14 128.42 274.73 56.24 146.11 After Curing : 404Lr4H Span I.= 20 ft 1 0.394 0.158 60.22 182.14 17.49 ' 274.73 23.10 146.11 After Curing : +D4641 Span L = 20 ft 1 0.394 0.158 60.22 182.14 17.49 274.73 23.10 146.11 After Curing : 4040.750Lr40.750L+H Span L = 20 ft 1 0.697 0.328 60.22 182.14 • 100.69 274.73 47.95 146.11 After Curing : 4040.750L+0.750S.H Span L= 20 ft 1 0.697 0.328 60.22 182.14 100.69 274.73 47.95 146.11 After Curing : +D+W4H Span L= 20 ft 1 0.394 0.158 60.22 182.14 17.49 274.73 23.10 146.11 After Curing : +D40.70E+H Span L = 20 ft 1 0.394 0.158 60.22 182.14 17.49 274.73 23.10 146.11 After Curing : +D40.750Lr40.750L40. Span L = 20 ft 1 0.697 0.328 60.22 182.14 100.69 274.73 47.95 146.11 After Curing : 4040.7501.40.750540.7 Span L = 20 ft 1 0.697 0.328 60.22 182.14 100.69 274.73 47.95 146.11 After Curing : +D40.750Lr40.750L40. Span L = 20 ft 1 0.697 0.328 60.22 182.14 100.69 274.73 47.95 146.11 After Curing : 4040.750L+0.750S+0.5 Span L = 20 ft 1 0.697 0.328 60.22 182.14 100.69 274.73 47.95 146.11 After Curing : 40.60D+W.H • Span L = 20 ft 1 0.237 0.095 36.13 182.14 10.50 274.73 13.86 146.11 After Curing : +0.600+0.70E4H ' Span L = 20 ft 1 0.237 0.095 36.13 182.14 10.50 274.73 13.86 146.11 •Mazirnu111it)eflect1ons: Load Combinat a UnfactoredLoads i , Location Dead Load Dell Dead Load Dell Const Loads Non-Dead Total Load Combination Span In Span Before Curing After Curing Net Dell Load Deli Deflection bar - Used DL on Steel Alone BEFORE Curing Upward 1 9.867 0.5117 0.000 0.000 0.000 0.512 967.64 DL on Steel Alone BEFORE Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 967.64 DL on Steel Alone AFTER Curing Upward 1 9.867 0.5117 -0.169 0.342 0.000 0.342 967.64 DL on Steel Alone AFTER Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 967.64 After Curing : D after + L+6 Upward 1 9.867 0.5117 -0.169 0.342 0.292 0.635 967.64 After Curing : D after + L+S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 967.64 After Curing : Dafter+ Ls 41 Upward 1 9.867 0.5117 -0.169 0.342 0.292 0.835 967.64 After Curing : D after + U + L Downward 1 0.000 0.0000 0.000 0.000 0.000 • 0.000 967.64 After Curing : D after + L + S Upward 1 9.867 0.5117 -0.169 0.342 0.292 0.635 . 967.64 After Curing : D after + L + S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 967.64 After Curing : D after + L +W + S Upward 1 9.867 0.5117 -0.169 0.342 0.292 0.635 967.64 After Curing : D after + L +W +S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 967.64 . After Curing : D after + L +S +W Upward 1 9.867 0.5117 -0.169 0.342 0.292 0.635 967.64 After Curing : D after + L + S +W Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 967.64 After Curing : D after + L + S + E Upward 1 9.867 0.5117 -0.169 0.342 0.292 0.835 967.64 After Curing : D after + L + S + E Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 967.64 iiii r Support notation : Far left is #1 Maximum >eitcal Reactions - Unfacto� red - ' ; Ply Load Combination Support 1 Support 2 . • Overall MAXimum 56.385 35.815 DL Applied Before Curing 29.915 19.885 Lr4L+6 33.135 21.065 (Dbc-Dac) +Lr +L 56.385 35.815 (Dbc -Dac) + L + S 56.385 35.815 (Dbc -Dac) + L +W + S/2 56.385 35.815 (Dbc-Dac) + L + S +W/2 56.385 35.815 (Dbc -Dac) + L + S + E/1.4 56.385 35.815 Tale Block Line 1 Title : Job # You can changes this area Project Desc.: using the 'Settings' menu item St Z 7 and then using the 'Printing & Project Notes : Title Block' selection. Title Block Line 6 Printed: 1 JUN 2010, 1019PM ■ rn -rc, , • : i 7 �l ul , li1!i, �i�'� P �� �`wil.� ���: q ,� :,� 18 C' DR11111�( G�20 1)1210017• -(L�) n8� e5il t0i` ;•• i O t t @ @' 111 eS: . � i+ - - Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : (G Grid Line 38 With (J-4) Loading • E3teeliSecfion= PrQpeitles ,�,•.a.;W16M* , t . - :. Depth = 16.000 In 1 xx = 518.00 inM I yy = 28.900 iM4 . Web Thick = 0.305 in S xx = 64.70 inA3 S yy = 8.250 iO3 Flange Width = 7.000 In R roc = 6.630 in • R yy = 1.570 In Flange Thick = 0.505 In Zx = 73.000 In"3 Zy = 12.700 fn"3 Area = 11.800 In "2 • J = 0.794 inM Weight = 40.167 plf . 6 posits /S OCIb=Properties ,- k' Span Number Analysis ' % Shear Plastic NA. Sum Qn # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span • k-ft I-Steel I -Trans I-Lwr Bound Span 1 • PNA In Slab 100.0 18.108 590.000 • 38 568.07 518.0 1,574.8 1,305.6 . PNA In Flange 95.0 15.958 560.500 36 617.19 518.0 1,574.8 1,295.0 PNA In Flange 90.0 15.916 531.000 34 605.40 518.0 1,574.8 1,283.0 PNA In Flange 85.0 15.874 501.500 32 593.51 518.0 1,574.8 1,269.2 PNA in Flange 80.0 • 15.831 472.000 30 581.53 518.0 1,574.8 1,253.6 PNA in Flange 75.0 15.789 442.500 28 569.45 518.0 1,574.8 1,236.0 PNA In Flange 70.0 15.747 413.000 26 557.28 518.0 1,574.8 1,216.2 PNA in Flange • 65.0 15.705 383.500 25 545.02 518.0 1,574.8 1,194.1 PNA in Flange 60.0 15.663 354.000 23 532.66 518.0 1,574.8 1,169.3 • PNA In Flange 55.0 15.621 324.500 21 520.21 518.0 1,574.8 1,141.7 PNA In Flange 50.0 15.579 295.000 19 507.67 518.0 1,574.8 1,110.8 PNA in Flange 45.0 15.536 265.500 17 495.04 518.0 1,574.8 1,076.5 PNA In Flange 40.0 15.494 236.000 15 482.32 518.0 1,574.8 1,038.2 PNA In Web 35.0 14.511 206.500 13 468.33 518.0 1,574.8 995.5 PNA in Web 30.0 13.544 177.000 12 451.96 518.0 1,574.8 948.0 PNA In Web 25.0 12.577 147.500 10 433.21 518.0 1,574.8 895.0 • • v Title Block Line 1 - Title : • Job # You can changes this area Dsgnr. • • using the 'Settings' menu item Project Desc.: and then using the 'Printing & SF ZQ Project Notes Title Block' selection. Title Block Line 6 Prinmd: 1 JUN 2010. 10:16PM ;rr e! i 'T• ?ac�y <�. ;:6J,:. 1 - -'` :?C' ""'`4...5r yFIIe; C: IOD ;RAVII1NG12U1012;b017 . gg E1 !� &ur 3 i po si" t e St weearn D.es .. / ' ° . :#„{ :� ' 1 : ` . " Tu e. Y , , a, .�a+�saa -� .�l�:' ..r�e .: � �'?, : m�3.' 3, ` �' �+ i 4�h `.LL�i IET '�i ` �i1� ZSJ,. filC: Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : (G - Grid Line 38.3 with 5 Trib ;Mate ial i opeit es : _?r. i Calculations per IBC 2006, CBC ,....... , C 2007,13th AISC Analysis Method : ' ' . . - . . : . F.. . • f 5.e e 1 Beam Bracing : Beam is Fully Braced against lateral - torsion buckling by attached sla : . Load Combination 2006 IBC & ASCE 7 -05 �;r"� i � � r ice: rte. Fy : Steel Yield : .. ksi E: Modulus : . • ksi • meal Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.0 in Concrete f c 4.0 ksi Stud Diameter • 3/4" In Effective Width 5.0 ft Concrete Density 145.0 pd On : Stud Capacity 15.910 k Metal Deck ... Verco, PLW2 Formlok Rib Height 2.0 in Top Width 5.0 in Ribs : Parallel Rib Spadng 12.0 in Btm Width 6.0 in D(0. 7 (0.5) W16X31 - L . - . . J 20.0 fl L "Appiiedlo7ds • ; •: - . • , _ .. Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0550 ksf, Tributary Width = 20.0 ft, Applied before curing & not removed Uniform Load : D = 0.040 ksf, Tributary Width = 20.0 ft, Applied before curing & removed after curing • Uniform Load : D = 0.0150, L = 0.10 ksf, Tributary Width h = 5.0 ft, Applied after curing .4107011sS1/MN1i0 :. ',.....S.:7 Design OK Maximum Bending Stress Ratio = 0.705: 1 Maximum Shear Stress Ratio = 0.145: 1 Section used for this span W16X31 • Section used for this span . W16X31 Percent Composite Action 32 % Vu : Applied • 19.0 k Construction After Curing Vn /Omega : Allowable 130.91 k Mu : Applied 95.0 0.0 k -ft Load Combination D- Before Mn / Omega : Allowable 134.73 209.09 k -ft Location of maximum on span 0.0 ft Load Combination 1 DL on SUBm Before Curing Span # where maximum occurs Span # 1 Location of maximum on span 10.0ft Span # where maximum occurs Span # 1 - Maximum Deflection ' Max Downward L +Lr+S Deflection 0.086 in Max Upward L +Lr+S Deflection 0.000 in • • • Live Load Deflection Ratio 2777 Max Downward Total Deflection 0.636 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 377 . ' . i 7.: Shear aiRequirements^ -- - .;-. From Support 1 A to 10.00 ft use 10 studs. From 10.00 ft to Support 2 use 10 studs. • t [ �;Ma�cim tfiiF�orces�BtStresses�fo ,r.Load�,Comtiina_tions I • Load Comb & Des Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnSti I Omega Ma- NonConst MnTr I Omega Va Vn I Omega 1 DL on StlBm Before Curing Span L = 20 ft 1 0.705 0.145 95.00 134.73 . 209.09 19.00 130.91 1 DL on StiBm After Curing . Span L = 20 ft 1 0.408 0.084 55.00 134.73 209.09 11.00 130.91 After Curing : +D Span L = 20 ft 1 0.426 0.089 55.00 134.73 3.75 209.09 11.60 130.91 After Curing : 40+4.•H Span I.= 20 ft 1 0.546 0.127 55.00 134.73 28.74 209.09 16.60 130.91 Title Block Line 1 Title : Job # You can changes this area Dsgnr. '. • using the 'Settings' menu item Project Desc.: and then using the 'Printing & Sr Zq'1 Project Notes : Title Block' selection. Title Block Line 6 Printed: 1 JUN 2010,10:16PM ` ?'+ + /11 .1: :/' �. }•‘. 04 er.; rr ., . :42,144t"..,.'. `FIlke:10DRA d1 lft141201210Q17 ��(C) FIfl' 166 fo t ;i7a`I S ri dtflb ,, " '� C o Pos to St ee l ,� B e ' am g D sr $ 4 . T, , With, Y . 45 rr�..aa2- ra+..erd�� 4�A ad! X111 : {st.�sv� �� h' �+ Li � g, ' � tAG%:•: ; ":'1.; '?Irr•'L•::' ? ' c.. vL;` - �E��S�� ?U �"c, ��(� :''yell' Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : (G-5) Grid Line 38.3 with S Trib • Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnSti / Omega Ma- NonConst MnTr / Omega Va Vn / Omega After Curing : +D+Lr+H Span L = 20 ft 1 ' 0.426 0.089 55.00 134.73 3.75 209.09 11.60 130.91 After Curing : +D+S+H Span L= 20 ft 1 0.426 0.089 55.00 134.73 3.75 209.09 11.60 130.91 After Curing : +0+0.750Lr+0.750L+H Span L = 20 ft 1 0.516 0.117 55.00 134.73 22.50 209.09 15.35 130.91 After Curing : +D+0.750L+0.750S+H Span L= 20 ft 1 0.516 0.117 55.00 134.73 22.50 209.09 15.35 130.91 After Curing : +O+W+H Span L = 20 ft 1 0.426 0.089 55.00 134.73 3.75 209.09 11.60 130.91 After Curing : +0+0.70E+H Span L= 20 ft 1 0.426 0.089 55.00 134.73 3.75 209.09 11.60 130.91 After Curing : +0+0.750Lr+0.750L+0. Span L = 20 ft 1 0.516 0.117 55.00 134.73 22.50 209.09 15.35 130.91 After Curing : +O+0.750L+0.750S+0.7 . Span L= 20 ft 1 0.516 0.117 55.00 134.73 22.50 209.09 15.35 130.91 After Curing : +D+0.750Lr+0.750L+0. Span L = 20 ft 1 0.516 0.117 55.00 134.73 22.50 209.09 15.35 130.91 After Curing : +0+0.750L+0.750S40.5 Span L = 20 ft 1 0.516 0.117 55.00 134.73 22.50 209.09 15.35 130.91 After Curing : +0.60D«W+H Span L = 20 ft 1 0.256 0.053 33.00 134.73 2.25 209.09 6.96 130.91 After Curing : +0.60D+0.70E+H Span L = 20 ft 1 - 0.256 0.053 33.00 134.73 2.25 209.09 6.96 130.91 r, Maidmum;Deflections fo Load:Combiinations = ,Linfactored.Loads {: j Location Dead Load Dell Dead Load Deft Const Loads Non -Dead Total • Load Combination Span In Span Before Curing After Curing Net Dell Load Deft Deflection Ixx - Used DL on Steel Alone BEFORE Curing Upward 1 10.133 0.6357 0.000 0.000 0.000 0.636 725.94 DL on Steel Alone BEFORE Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 725.94 DL on Steel Alone AFTER Curing Upward 1 10.133 0.6357 -0.255 0.381 0.000 0.381 " 725.94 • DL on Steel Alone AFTER Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 725.94 After Curing : D after + L+S Upward 1 10.133 0.6357 -0.255 0.381 0.086 0.467 725.94 After Curing : D after + L+S Downward 1 0.000 0.0000 0.000 0.000 ` 0.000 0.000 725.94 After Curing : D after + Lr + L Upward 1 10.133 0.6357 -0.255 0.381 0.086 0.467 725.94 After Curing : D after + Lr + L Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 725.94 After Curing : D after + L + S Upward 1 10.133 0.6357 -0.255 0.381 0.086 0.467 725.94 After Curing : D after + L + S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 " 725.94 After Curing : D after + L + W + S Upward 1 10.133 0.6357 -0.255 0.381 0.086 0.467 725.94 • After Curing : D after + L + W + S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 725.94 After Curing : D after + L +S +W Upward 1 10.133 0.6357 -0.255 0.381 0.086 0.487 725.94 After Curing : D after + L + S +W Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 725.94 After Curing : D after + L + S + E Upward 1 10.133 0.6357 -0.255 0.381 0.086 0.487 725.94 After Curing : D after + L + S + E Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 725.94 TIC- ilmUrri Vei iailaf OM0n0 - .Unfadoted' • .i Support notation : Far left is #1 Load Combination Support 1 Support 2 - Overall MAXimum 19.000 19.000 DL Applied Before Curing 19.000 19.000 Lr+L+S 5.000 5.000 (Dbc-Dac) + Lr + L 16.750 16.750 - (Dbc- Dac) +L +S 16.750 16.750 (Dbc -Dac) + L +W +S/2 16.750 16.750 (Dbc-Dac) + L +S +W/2 16.750 16.750 (Dbc-Dac) + L +S +E11.4 16.750 16.750 L 4,teel Set _ , ionfProperties` Wt6X31 , Depth = 15.900 in I xx = 375.00 inM I yy = 12.400 in"4 Web Thick = 0.275 in S xx = 47.20 I03 S yy = 4.490 InA3 Flange Width = 5.530 In R xx = 6.410 in R yy = 1.170 In Flange Thick = 0.440 in 7x = 54.000 103 Zy = 7.030 103 Area = 9.130 102 J = 0.461 IM4 Weight = 31.079 plf Tale Block Line 1 Title : Job # You can changes this area . Dsgnr. • • using the 'Settings" menu item Project Desc.: r and then using the 'Printing & Project Notes : • Title. Block' selection. . Title Block Line 6 Printed: 1 JUN 2010,10:16PM ��o I , te St �� ^PP ����Q 71 �. I� •��"•; t ' ;r".;r; • L �;h ' � � . .;�IerCaODfvA.WfN 010(210017!��(�Lk' & "�Ni"es��ri toy uaie • `8' ., • o0 p naie�a s� e1► 1. .. .rik 5 i*, M r f: ��f •11 #E it NC : 9 8 O e� - •� ,:4 •' 0 Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : (G-5) Grid Une 38.3 with 5' Trib -s .+ � - ..- ',''' - °_ Com po s i t e�Se c SSTs • Span Number Analysis % Shear Plastic NA. Sum On # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k -ft I -Steel I -Trans I-Lwr Bound Span 1 PNA In Slab 100.0 18.662 456.500 29 450.08 375.0 1,250.6 1,014.0 PNA in Flange 95.0 15.859 • 433.675 28 475.64 375.0 1,250.6 1,003.5 PNA in Flange 90.0 15.817 410.850 26 466.53 375.0 1,250.6 991.9 PNA in Flange 85.0 15.776 388.025 25 457.35 375.0 1,250.6 979.0 PNA In Flange • 80.0 15.735 365.200 23 448.10 375.0 1,250.6 964.7 PNA in Flange 75.0 15.694 342.375 22 438.77 375.0 1,250.6 948.9 PNA in Flange 70.0 15.652 319.550 21 429.37 375.0 1,250.6 931.5 PNA in Flange 65.0 15.611 296.725 19 419.91 375.0 • 1,250.6 912.3 PNA in Flange 60.0 15.570 273.900 18 410.37 375.0 1,250.6 891.2 PNA In Flange 55.0 15.529 251.075 16 400.76 375.0 1,250.6 867.9 PNA in Flange 50.0 15.487 228.250 15 391.09 375.0 1,250.6 842.2 PNA in Web 45.0 15.178 205.425 13 381.26 375.0 1,250.6 813.9 PNA in Web 40.0 14.348 182.600 12 370.19 375.0 1,250.6 782.7 PNA in Web 35.0 13.518 159.775 11 357.53 375.0 1,250.6 748.3 PNA in Web 30.0 12.688 136.950 9 343.29 375.0 1,250.6 710.3 PNA In Web 25.0 11.858 114.125 8 327.47 375.0 1,250.6 668.1 • • Title Block Line 1 Title : Job # • You can changes this area Dsgnr. using the 'Settings' menu item Project Desc.: and then using the 'Printing & SP' 3 Title Block' selection. Project Notes Title Block Line 6 31 MAY 2010.10:35PM ' "* .:0 ^�: } .: r .: . ;,, o tS :v . • + . � 7 Na.... 1-a4,.... • : 4 ri , ;.. , agi le: C:10DR 612010121 1. A ( 14: rJ • i 7= .. `e to ste I Btea ` , esign4 ! �. ,., , :-,. . R,:,, - � 1 & as, ° � U ,, a '' llppr, , :.x. A K! o f ,ttr, ,..,„! : t it , . r"IA :feackA i; :3.01ERe x .,,41 .4 0.i. _ IA , kr , s E % 1 Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : (G.6) 40' Girder Next to Escalator Opening r 'Material;l?roperties • • .. Calculations per IBC 2006, CBC 2007,13th AISC Analysis Method : ' ' :. : . • ... • r 6.0 Beam Bracing : Beam is Fully Braced against lateral- torsion buckling by attached sla Load Combination 2006 IBC & ASCE 7 -05 Fy : Steel Yield : ... ksi E: Modulus : . . .• .. ksi • Wlexaa Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.0 in Concrete fc 4.0131 Stud Diameter 3/4" in Effective Width 5.0 ft Concrete Density 145.0 pd Qn : Stud Capadty 15.910 k Metal Deck ... Verco, PLW2 Formlok Rib Height 2.0 in Top Width 5.0 in Ribs : Perpendicular Rib Spadng 12.0 in Btm Width 6.0 in D(0 116) W18X55 J ijjL 40.0 ft •Applied•Loads ' , '• : Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0550 ksf, Tributary Width = 6.0 ft, Applied before curing & not removed Uniform Load : D = 0.040 ksf, Tributary Width = 6.0 ft, Applied before curing & removed after curing Uniform Load : D = 0.0150, L = 0.10 ksf, Tributary Width = 6.0 ft, Applied after curing DESIGNFSUMNIAR:Y -' . : .. , _ _ 1 Design OK Maximum Bending Stress Ratio = 0.554: 1 Maximum Shear Stress Ratio = 0.097 : 1 Section used for this span - W18X55 Section used for this span W18X55 Percent Composite Action 51 % Vu : Applied 20.40 k Construction After Curing Vn /Omega : Allowable 211.35 k Mu : Applied 65.988 138.0 k -ft Load Combination span 1 Mn / Omega : Allowable 279.44 434.04 k ft Location of maximum on span 40.0 ft Load Combination After Curing : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 20.0ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.715 in . Max Upward L +Lr+S Deflection • in Live Load Deflection Ratio 6 71 LS Ai_ �' �� Max Downward Total Deflection 1.566 in Max Upward Total Deflection 0.00 in Total Deflection Ratio 306 l S 1011 S.tudal equirements • .. From Support 1 Q to 20.00 ft use 20 studs. > yv - 7b3. . From 20.00 ft to Support 2 use 20 studs. _MazirnumiFojcesk&Stresses forLoad,Combinatiorfs; Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma -Const MnStl I Omega Ma- NonConst MnTr I Omega Va Vn / Omega 1 DL on Stem Before Curing • Span L=40 ft 1 0.408 0.054 114.00 279.44 434.04 11.40 211.35 1 DL on StlBm After Curing • Span L = 40 ft 1 0.236 0.031 66.00 279.44 434.04 6.60 211.35 After Curing : +D • Span L = 40 ft 1 0.278 0.039 66.00 279.44 18.00 434.04 8.31 211.35 After Curing : 40+4 Span L= 40 ft 1 0.554 0.096 65.99 279.44 138.00 434.04 20.31 211.35 Title 8lodk Line 1 Title : Job # You can changes this area Dsgnr. • ' using the 'Settings' menu Item Project Desc.: and then using the 'Printing & Sr 32 Project Notes Title Block' selection. Title Block Line 6 31 MAY 2010,10:35PM , o'f -, s�x' a 0 04 26 - . '^- r .4 i+ t ' - Ji:.:iif..:- - � - •.r i. • ' y .., .f ile CAODRAGVI 0 0 • 100 1 , 71 L ' 8 a9` m u a � . . Gom p osite ° Ste'el 0 9 . , � ; -, , a . . ( -, .. . � r� . �: t �f, 1 3' • 0 J Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : (G -6) 40' Girder Next to Escalator Opening Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma -Coast MnSti / Omega Ma- NonConst MnTr / Omega Va Vn / Omega After Curing : +D+Lr+H Span L= 40 ft 1 0.278 0.039 66.00 279.44 18.00 434.04 8.31 211.35 After Curing : +O+S+H Span L = 40 ft 1 0.278 0.039 66.00 279.44 18.00 434.04 8.31 211.35 After Curing : +O+0.750Lr+0.750L+H Span L = 40 ft 1 0.485 0.082 65.99 279.44 108.00 434.04 17.31 211.35 After Curing : +0+0.750L+0.750S+H Span L= 40 ft 1 0.485 0.082 65.99 279.44 108.00 434.04 17.31 211.35 . After Curing : 40+W+H Span L= 40 ft 1 0.278 0.039 66.00 279.44 18.00 • 434.04 8.31 211.35 After Curing : +D+0.70E+H Span L= 40 ft 1 0.278 0.039 66.00 279.44 18.00 434.04 8.31 211.35 After Curing : +D+0.750Lr+0.750L+0. Span L= 40 ft 1 0.485 0.082 65.99 279.44 108.00 434.04 17.31 211.35 After Curing : +0+0.750L+0.750S+0.7 Span L = 40 ft • 1 . 0.485 0.082 65.99 279.44 108.00 434.04 17.31 211.35 After Curing : 40+0.750Lr+0.750L-'0. Span L= 40 ft 1 0.485 0.082 65.99 279.44 108.00 434.04 17.31 211.35 After Curing : +0+0.750L+0.750S+0.5 Span L= 40 ft 1 0.485 0.082 65.99 279.44 108.00 434.04 17.31 211.35 After Curing : +0.60D+W+H Span L = 40 ft 1 0.167 0.024 39.60 279.44 10.80 434.04 4.99 211.35 After Curing : +0.600+0.70E41 Span L= 40 ft 1 0.167 0.024 39.60 279.44 10.80 434.04 4.99 211.35 Or'Mazimum;Defiecti Coinbinations 1.1,6faotored =:1 Location Dead Load Dell Dead Load Deft Const Loads Non -Dead Total Load Combination Span In Span Before Curing After Curing Net Deft Load Deft Deflection lxx - Used DL on Steel Alone BEFORE Curing Upward 1 20.267 1.2856 0.000 0.000 0.000 1.288 1,685.28 DL on Steel Alone BEFORE Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,685.28 DL on Steel Alone AFTER Curing Upward 1 20.267 1.2856 -0.434 0.852 0.000 0.852 1,685.28 DL on Steel Alone AFTER Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,685.28 After Curing : D after + L+S Upward 1 20.267 1.2856 -0.434 0.852 0.715 1.566 1,685.28 After Curing : D after +L+S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,685.28• After Curing : D after + Lr + L Upward 1 20.267 1.2856 -0.434 0.852 0.715 1.566 ' 1,685.28 After Curing : D after + Lr + L Downward 1 0.000 0.0000 0.000 . 0.000 0.000 0.000 1,685.28 After Curing : D after + L + S Upward 1 20.267 1.2856 -0.434 0.852 0.715 1.566 1,685.28 After Curing : D after + L + S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,685.28 After Curing : D after + L + W + S Upward 1 20.267 1.2856 -0.434 0.852 0.715 1.566 1,685.28 After Curing : D after + L + W + S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,685.28 After Curing : D after + L + S +W Upward 1 20.267 1.2856 -0.434 0.852 0.715 1.566 1,685.28 After Curing : D after + L + S + W Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,685.28 After Curing : D after + L +S + E Upward 1 20.267 1.2856 -0.434 0.852 0.715 1.566 1,685.28 After Curing : D after + L + S + E Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 1,685.28 Max m ,g1 tcal • U , •L . Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 20.400 20.400 DL Applied Before Curing 11.400 11.400 Lr+L+S 12.000 12.000 • (Dbc-Dac) + Lr + L 20.400 20.400 (Dbc-Dac) +L +S 20.400 20.400 (Dbc Dac) + L +W +S/2 20.400 20.400 (Dbc -Dac) + L +S +W12 20.400 " 20.400 (Dbc-Dac) + L + S +E11.4 20.400 20.400 1,. Steei Section Properties • W18X55 , :: Depth = 18.100 in I xx = 890.00 In"4 I yy = 44.900 IMb . Web Thick = 0.390 in S xx = 98.30 InA3 S yy = 11.900 InA3 Flange Width = 7.530 In R xx = 7.410 In R yy = 1.670 in Flange Thick = 0.630 in Zx = 112.000 InA3 Zy = 18.500 inA3 Area = 16.200 i02 J = 1.660 In"4 Weight = 55.145 plf • The Block Line 1 Title : Job # • You can changes this area Dsgnr. • • • using the 'Settings' menu item Project Desc.: • and then using the 'Printing & $r 33 Title Block' selection. Project Notes Title Block Line 6 Primed 31 MAY 2010,10:35PM - ,i.: s. if.# ` xw. U pfiettth ; =? • .p,,, ki e . ,i.:5ikt' '? ilthe:a0DRA N„_ 16,14001.7 :0 H8 14obon . El 8u'skoI •tom -. 0 6 C 4 osite��. Bea eS_g . : � , x, : �� � �� ...- a`�at =; : • � 'v iii��iw� .:z <:Set��'+�d`'+ -� V.,P :.6,I�E. r 0'.`e :�; �Lu3:G�:• '.pia Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : (G - 40' Girder Next to Escalator Opening 7 C iiiiiisi si S iaion 5e.Ofi tie s; T' ; Span Number Analysis % Shear Plastic NA. Sum On # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1)2 Span k -ft . I-Steel I -Trans I-Lwr Bound Span 1 PNA In Flange 100.0 17.837 612.000 39 856.29 890.0 2,393.7 1,988.1 PNA in Flange 95.0 17.796 581.400 37 843.36 890.0 2,393.7 1,968.9 PNA in Flange • 90.0 17.756 550.800 35 830.33 890.0 2393.7 1,947.6 PNA In Flange 85.0 17.715 520.200 33 817.21 890.0 2,393.7 1,923.9 PNA in Flange 80.0 17.675 489.600 31 803.99 890.0 2,393.7 1,897.8 PNA in Flange 75.0 17.634 459.000 29 . 790.67 890.0 2,393.7 1,868.9 PNA in Flange 70.0 17.593 428.400 27 777.25 890.0 2,393.7 . 1,837.1 PNA in Flange 65.0 17.553 397.800 26 763.74 890.0 2,393.7 1,802.2 • PNA In Flange - 60.0 17.512 367.200 24 750.13 890.0 2,393.7 1,763.8 PNA in Flange 55.0 17.471 336.600 22 736.43 890.0 2,393.7 1,721.8• PNA in Web 50.0 16.711 306.000 20 721.74 890.0 2,393.7 1,675.7 PNA in Web 45.0 15.926 275.400 18 705.05 890.0 2,393.7 1,625.3 PNA in Web 40.0 15.142 244.800 V 16 686.36 890.0 2,393.7 1,570.1 PNA in Web 35.0 14.357 214.200 14 665.66 890.0 2,393.7 1,509.8 PNA In Web 30.0 13.572 183.600 12 642.96 890.0 2,393.7 1,443.7 . PNA in Web 25.0 12.788 153.000 10 618.25 890.0 2,393.7 1,371.3 • • • • • • • • • • • • 0 Title Block Line 1 Title : - ' Job # You can changes this area Dsgnr: , ' using the 'Settings' menu item Project Desc.: and then using the 'Printing & Project Notes : 5 - 3‘f Title Block' selection. Title Block Line 6 • rya 1 JUN 2010, ra44PM ,, Fle: C;IOD-jtAWING120fo121 17, (LI,H$ as' gM " 1. A a a B `" a "' sell. (o i i` ii Des',( , C: � . 1 . ; :�: , S.ek+Anmp ... ,: ..,. ;oKe,, �''r,.ae,....,,10...bur,r r. , !r,„ : .: ;y e, . . ., ! .,...,4%,. . ,. :ti•. - .... ?`�'- E K@s. 8 . o , pit ' 03:'i /0 Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : (G -7) Grid Line 37 With (J -4) Loading 'aterlal ;Pro erties + �M .. - � ._. P _ . - :.. • • • - � • - : - • • ; Calculations per IBC 2006, CBC 2007, 13th AISC Analysis Method : ' • • • • . : • Y.• • r 6 OR 1 Beam Bracing : Beam is Fully Braced against lateral- torsion buckling by attached sla Load Combination 2006 IBC & ASCE 7 -05 _r`�t_. --_ r-� °; : � i_: . r 4 _� Fy : Steel Yield : . • . ksi E: Modulus : . . . • ksi • WImuo Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.0 in ' Concrete fc 4.0 ksi Stud Diameter 3/4° In Effective Width 5.0 ft Concrete Density 145.0 pcf On : Stud Capacity - 15.910k • Metal Deck ... Verco, PLW2 Formlok Rib Height 2.0 in Top Width 5.0 in • Ribs : Parallel Rib Sparing 12.0 in Btm Width 6.0 in ) D .? 41 �� W16X40 • I . J 20.0 ft . :: dppfed::Loads - ••'� S loads entered. Load Factors will be applied for calculations. • . Load for Span Number 1 Uniform Load : D = 0.0550 ksf, Tributary Width = 25.50 ft, Applied before curing & not removed Uniform Load : D = 0.040 ksf, Tributary Width = 20.0 ft, Applied before curing & removed after curing Uniform Load : D = 0.0150, L = 0.10 ksf, Tributary Width = 20.0 ft, Applied after curing Point Load : D = 6.80 k (x,1.50 ft, Applied before curing & not removed Point Load • D = 5.0 k aa, 1.50 ft, Applied before curing & removed after curing Point Load : D = 3.20 k na,1.50 ft, Applied after curing Point Load : L = 14.20 k 8 1.50 ft, Applied after curing _ ;DE IGNS _ �' UMMARY •. ' . •,- _ - - Design OK Maximum Bending Stress Ratio = 0.909: 1 Maximum Shear Stress Ratio = 0.405 : 1 Section used for this span W16X40 Section used for this span W16X40 Percent Composite Action 25 % Vu : Applied 59.223 k • Construction After Curing Vn/Omega : Allowable 146.11 k Mu : Applied . 75.317 128.42 k -ft • Load Combination span 1 . Mn / Omega : Allowable 182.14 259.40 k -ft Location of maximum on span 0.0 ft Load Combination After Curing : +D+L+ii Span # where maximum occurs Span # 1 Location of maximum on span 9.467ft . Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.316 in . Max Upward L +Lr +S Deflection 0.000 in Live Load Deflection Ratio 758 . • Max Downward Total Deflection 0.736 in Max Upward Total Deflection 0.000 in • Total Deflection Ratio 326 Sftiear;�StudtRequirements; .- . ; i . From Support 1 a to 9.47 ft use 10 studs. From 9.47 ft to Support 2 use 10 studs. ,:; MaximumForces;& Stressesrfor;Load:Combinations Load Comb & Design Length Max Stress Ratios Bending Summary • Shear Summary . . Span # M V Ma-Const MnStl / Omega Ma- NonConst MnTr / Omega Va Vn / Omega 1 DL on StiBm Before Curing Span L = 20 ft 1 0.654 0.225 119.15 ' 182.14 259.40 32.94 146.11 1 DL on StiBm After Curing Span L = 20 ft 1 0.414 0.139 75.32 182.14 259.40 20.32 146.11 Title Block Line 1 Title : Job # You can changes this area Dsgnr. • • using the 'Settings' menu item Project Desc.: and then using the 'Printing & SC 35 Project Notes Title Block' selection. • Title Block Line 6 Printed: 1 JUN 2010, 10:44PM � l "9 '.h ;,;∎.; '•'' ,;:`a 6 . '4't' . ,$ `1 x,iFl iC:10DftA N611000121t1 - 171(L F'8 1N, s t 'Me re " a � ' a Sty B ea ° e r 9 . ;:,... '' ` K „ : m = '41 1,, 141 ' N u� ! Alsz�. oho i, I U-1( Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC • Description : (G - Grid Line 37 With (J-4) Loading Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma -Const MnSti I Omega Ma- NonConst MnTr I Omega Va Vn / Omega After Curing : +D Span I.= 20 ft 1 • 0.481 0.179 75.32 182.14 17.49 259.40 26.09 146.11 After Curing : +D+L+H Span L = 20 ft 1 0.909 0.405 75.32 182.14 128.42 259.40 59.22 146.11 After Curing : +D+Lr+H Span L = 20 ft 1 0.481 0.179 75.32 182.14 17.49 259.40 26.09 146.11 • After Curing :+0+S+H Span L = 20 ft 1 0.481 0.179 75.32 ' 182.14 17.49 259.40 26.09 146.11 After Curing : +0+0.750Lr+0.750L+H . Span L= 20 ft 1 0.802 0.349 75.32 • 182.14 100.69 259.40 50.94 146.11 After Curing : +1D+0.750L+0.750841 Span L = 20 ft 1 0.802 0.349 75.32 182.14 100.69 259.40 50.94 146.11 After Curing : +O+W+H Span L = 20 ft 1 0.481 0.179 75.32 182.14 17.49 259.40 26.09 146.11 After Curing : +0+0.70E+H Span L = 20 ft 1 0.481 0.179 75.32 182.14 17.49 259.40 26.09 146.11 After Curing : +0+0.750Lr+0.750L+0. Span L = 20 ft 1 0.802 0.349 75.32 182.14 100.69 259.40 50.94 146.11 After Curing : +0+0.750L+0.750S+0.7 Span L= 20 ft 1 0.802 0.349 75.32 182.14 100.69 259.40 50.94 146.11 After Curing : +D+0.750Lr+0.750L+0. Span L = 20 ft 1 0.802 • 0.349 75.32 182.14 100.69 259.40 50.94 146.11 After Curing : +D+0.750L+0.750S+0.5 Span L = 20 ft 1 0.802 0.349 75.32 182.14 100.69 259.40 50.94 146.11 After Curing : +0.60D+W+H Span L = 20 ft 1 0.289 0.107 45.19 182.14 10.49 259.40 15.65 146.11 After Curing : +0.60D+0.70E+H Span L= 20 ft 1 0.289 0.107 45.19 182.14 10.49 259.40 15.65 146.11 . .Max um.,Deflections foptoad Combinations . L j Location Dead Load Dell Dead Load Dell Const Loads Non -Dead Total Load Combination Span In Span Before Curing After Curing Net Deft Load Deft Deflection box - Used DL on Steel Alone BEFORE Curing Upward • 1 10.000 0.5849 0.000 0.000 0.000 0.585 894.97 DL on Steel Alone BEFORE Curing Downward 1 0.000 0.0000 - 0.000 0.000 0.000 0.000 894.97 DL on Steel Alone AFTER Curing Upward 1 10.000 0.5849 -0.165 0.419 0.000 0.419 894.97 DL on Steel Alone AFTER Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 894.97 After Curing : D after + L+S Upward 1 9.867 0.5849 -0.165 0.419 0.316 0.736 894.97 After Curing : D after + L+S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 894.97 After Curing : D after + Lr + L Upward • 1 9.867 0.5849 -0.165 0.419 0.316 0.736 894.97 After Curing : D after + Lr + L Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 894.97 After Curing : D after + L +S Upward 1 9.867 0.5849 - 0.165 0.419 0.316 0.736 894.97 After Curing : D after + L + S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 894.97 After Curing : D after + L + W + S Upward 1 9.867 0.5849 -0.165 0.419 0.316 0.736 894.97 • After Curing : D after + L + W + S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 894.97 After Curing : D after + L + S + W Upward 1 9.867 0.5849 -0.165 0.419 0.316 0.736 894.97 After Curing : D after + L + S + W Downward 1 0.000 0.0000 0.000 • 0.000 0.000 0.000 894.97 After Curing : D after + L + S + E Upward 1 9.867 0.5849 -0.165 0.419 0.316 0.738 894.97 After Curing : D after + L + S + E Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 894.97 '�I�I,ax m01Y-ertical ?Reactions - yUnfactored " : Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 59.410 38.840 DL Applied Before Curing 32.940 22.910 Lr+1.+S 33.135 21.065 (Dbc-Dac) + Lr + L 59.410 38.840 (Dbc-Dac) + L + S 59.410 38.840 (Dbc-Dac) + L +W + S/2 59.410 38.840 . (Dbc -Dac) + L + S +W/2 59.410 38.840 (Dbc-Dac) + L +S + E/1.4 59.410 38.840 - Title Block Line 1 Title : Job # You can changes this area Dsgnr. using the 'Settings' menu item - Project Desc.: and then using the 'Printing & a- O Project Notes : Title Block' selection. Title Block line 6 ,an h r • Printed: 1 JUN 2010,10:44PM ,gtlriti-'^ j +li � ' !`d,Y 1,%"-' ,� �` ' „ e iler lOD { WINGt2r 0 001'7 ,(L r . .8 , 8 , .1-dm a- ` C� , 1. 1 '4, posife tees B .eatm D g n ' . _ '> � . Y; 1, " r' , a s s�eerr�etra llA�� j : ;.X , 4:; ; ;; : i,i4' .i'p > ,,, E. Effie• a _ '911 0Ve e 41- f q6d, r' Lic. # : KW- 06008856 License Owner Ridge Engineering LLC Description : (G -7) Grid Line 37 With (J-4) Loading lia S eelt§gction Prope ties : ; 1.06X40 `'' , . Depth • = 16.000 in I roc = 518.00 inM . I yy = 28.900 InM Web Thick = 0.305 in S xx . = 64.70 I03 S yy = 8.250 In"3 Flange Width = 7.000 in R roc = 6.630 In R yy = 1.570 In Flange Thick = 0.505 in Zx = 73.000 inA3 Zy = 12.700 103 Area = 11.800 in"2 J = 0.794 inM Weight = 40.167 pH - . ';: ompo §jtegSectionSPrOpertieS . • , ,' Span Number Analysis % Shear Plastic NA • Sum On # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 1/2 Span k -ft I-Steel I -Trans I-Lwr Bound Span 1 . PNA in Slab 100.0 18.108 590.000 38 568.07 518.0 1,574.8 1,305.6 PNA in Flange 95.0 - 15.958 560.500 36 617.19 518.0 1,574.8 1,295.0 PNA in Flange 90.0 15.916 531.000 34 605.40 518.0 1574.8 1,283.0 PNA In Flange 85.0 15.874 501.500 32 593.51 . 518.0 1,574.8 1,269.2 • PNA In Flange 80.0 15.831 472.000 30 581.53 518.0 1,574.8 1,253.6 PNA in Flange 75.0 15.789 442.500 28 . 569.45 518.0 1,574.8 1,236.0 PNA In Flange 70.0 15.747 413.000 26 557.28 518.0 1,574.8 1,216.2 PNA In Flange 65.0 15.705 383.500 25 545.02 518.0 1,574.8 1,194.1 PNA In Flange 60.0 15.663 354.000 23 532.66 518.0 1,574.8 1,169.3 PNA in Flange 55.0 15.621 324.500 21 520.21 518.0 1,574.8 1,141.7 PNA In Flange 50.0 15.579 295.000 19 507.67 518.0 1,574.8 1,110.8 PNA In Flange 45.0 15.536 265.500 17 495.04 518.0 1,574.8 1,076.5 PNA In Flange 40.0 15.494 236.000 15 482.32 518.0 1,574.8 1,038.2 PNA In Web 35.0 14.511 206.500 13 468.33 518.0 1,574.8 995.5 • PNA In Web 30.0 13.544 177.000 12 451.96 518.0 1,574.8 948.0 PNA In Web 25.0 12.577 147.500 10 433.21 518.0 1,574.8 895.0 • • • • • • • • Title Block Line 1 Title : Job # You can changes this area Dsgnr: . • using the 'Settings' menu item Project Desc.: and then using the 'Printing & • 5f 37 Title Block' selection. Project Notes Title Block Line 6 Primed: 3 JUN 2010, 9:15AM Calregi 4, :( X" ' ¢!� ', '- 'FIB *C D ING120 Oi2100 L`47. •Zi8i` i. r t o i . r, '. • � � S " el Beam DQS� 93,1;:,.:.,;,:,v,,. ' : -5 r .' 'axe •,ravra � i 4 •.: ;�I:�•, 2 '��c9� ` '� '', i ; 13, ,'d'" . .0 E 7, - 0/ - 0 T' i c S • ? • . � 6 51 O i'•.:4' i c Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : (G -8) Grid Line 37 With (J -4) Loading I ' Il�,la l a tila p �tle8 ;:: "' - . ; . ,'.•.. Calculations per IBC 2006, CBC 2007,13th AISC Analysis Method : F.- . • f 15.00 I Beam Bracing : Beam is Fully Braced against lateral - torsion buckling by attached sla Load Combination 2006 IBC & ASCE 7 -051:Lt_ ii rte";:." Fy : Steel Yield : ksi E: Modulus : . . • . • ksi WI15xw . CCICCIP Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.0 in Concrete Pc 4.0 ksi Stud Diameter 3/4" in Effective Width 5.0 ft Concrete Density 145.0 pd On : Stud Capacity 15.910 k Metal Deck ... Verco, PLW2 Formlok Rib Height 2.0 in Top Width 5.0 in Ribs : Parallel Rib Spadng 12.0 In Btm Width 6.0 in mmimiii) . Iii D(0. ��j L7{ W18X40 L J 20.0 ft . r �.� Service loads e ntered. Load Factors will be applied _ . ,, • •� r PP lied for calculations. Load for Span Number 1 Uniform Load : D = 0.0550 ksf, Tributary Width = 20.0 ft, Applied before curing & not removed Uniform Load : D = 0.040 ksf, Tributary Width = 20.0 ft, Applied before curing & removed after curing Uniform Load : D = 0.0150, L = 0.10 ksf, Tributary Width =15.0 ft, Applied after curing Point Load : D = 6.80 k an 1.50 ft, Applied before curing & not removed Point Load : D = 5.0 k (011.50 ft, Applied before curing & removed after curing Point Load : D = 3.20 k x01.50 ft, Applied after curing Point Load : L =14.20 k x01.50 ft, Applied after curing ; PfS.1.0 S'UMMA'RY*:"Y ` •= ; ? :7 -. im Vi ti Design OK Maximum Bending Stress Ratio = 0.715:1 Maximum Shear Stress Ratio = 0.346 : 1 . Section used for this span W16X40 Section used for this span W16X40 Percent Composite Action • 25 % Vu : Applied 50.488 k Construction After Curing Vn /Omega : Allowable 146.11 k Mu : Applied . 60.216 99.787 k -ft Load Combination span 1 Mn / Omega : Allowable 182.14 259.40 k -ft Location of maximum on span 0.0 ft Load Combination After Curing : +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 9.333ft Span # where maximum occurs Span # 1 Maximum Deflection • Max Downward L +Lr +S Deflection 0.246 in Max Upward L +Lr +S Deflection 0.000 in Live Load Deflection Ratio 974 - Max Downward Total Deflection 0.582 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 412 j 'SearStdlequjt';e t::;: From Support 1 (0 to 9.33 ft use 10 studs. . From 9.33 ft to Support 2 use 10 studs. rc v .� „ P.- q.'c •-�r!� itStreess ry � ''rC .._ _._ r• Oazlmiiiiiaoy es�;�8es,fort.oad C;omt inatIons Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma -Coast MnSU l Omega Ma- NonConst MnTr l Omega Va Vn / Omega 1 DL on StlBm Before Curing Span L= 20 ft 1 0.571 0.205 104.05 182.14 259.40 29.92 146.11 1 DL on StlBm After Curing Span L = 20 ft 1 0.331 0.118 60.22 182.14 259.40 17.29 146.11 Title Block Line 1 Title : Job # You can changes this area Dsgnr. •' using the''Settings' menu item Project Desc.: and then using the 'Printing & Project Notes : 5r 31 Title Block' selection. Title Block Line 6 _ meted: 3JUN 2010, 415AM O . e ©� N gill as 1 s h ? 4` 3;y le C - N G1 2 0 012 r 4 L ) a T 1i, ,___ 6 -' =& .. , R +' i „ ; -1 d'r 1 l' 7' '"iii:' ENI & I E 1 9 20 !, °e 103 '• ]ig9 Lic. # • KW- 06008856 License Owner : Ridge Engineering LLC Description : (G Grid Line 37 With (J -4) Loading Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnStl I Omega Ma-NonConst MnTr I Omega Va Vn / Omega After Curing : +D Span L = 20 ft 1 0.384 0.153 60.22 182.14 13.76 259.40 22.35 146.11 After Curing :+O+L+H Span L= 20 ft 1 0.715 0.346 60.22 182.14 99.79 259.40 50.49 146.11 After Curing : +D+Lr+H Span L = 20 ft 1 0.384 0.153 60.22 182.14 13.76 259.40 22.35 146.11 After Curing : +0+S+H ' Span L = 20 ft 1 0.384 0.153 60.22 182.14 13.76 259.40 22.35 146.11 After Curing : +0+0.750Lr+0.750L+H Span L= 20 ft 1 0.632 0.297 60.22 182.14 78.28 259.40 43.45 146.11 • After Curing : +0+0.750L+0.750S+H Span L = 20 ft 1 0.632 0.297 60.22 182.14 78.28 259.40 43.45 146.11 After Curing : +D+W+H Span L= 20 ft 1 0.384 0.153 60.22 182.14 13.76 259.40 22.35 146.11 After Curing : +0+0.70E+H • Span L = 20 ft 1 0.384• 0.153 60.22 182.14 13.76 259.40 22.35 146.11 After Curing : +0+0.750Lr+0.750L+0. Span L = 20 ft 1 0.632 0.297 60.22 182.14 78.28 259.40 43.45 146.11 After Curing : +0+0.750L+0.750S+0.7 Span L = 20 ft 1 0.632 . 0.297 60.22 182.14 78.28 • 259.40 43.45 146.11 After Curing : +0+0.750Lr+0.750L+0. Span L = 20 ft 1 0.632 0.297 60.22 182.14 78.28 259.40 43.45 146.11 After Curing : +0+0.750L+0.7505'0.5 Span L = 20 ft 1 0.632 0.297 60.22 182.14 78.28 259.40 43.45 146.11 After Curing : +0.60D+W+H Span L = 20 ft 1 0.230 0.092 36.13 182.14 8.26 259.40 13.41 146.11 After Curing : +0.60D+0.70E+H Span L = 20 ft 1 0.230 0.092 36.13 182.14 8.26 259.40 - 13.41 146.11 f: Maxi um Deflect o s for kLoad,Combineti�ons= Un E'`'4 `a . i m_ n � fa cto�et l oads, . "' Location Dead Load Deft Dead Load Defl Const Loads Non-Dead Total Load Combination Span In Span Before Curing After Curing Net Deft Load Deft Deflection bot - Used DL on Steel Alone BEFORE Curing Upward 1 9.867 0.5117 0.000 0.000 0.000 0.512 894.97 DL on Steel Alone BEFORE Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 894.97 DL on Steel Alone AFTER Curing Upward 1 9.867 0.5117 -0.176 0.336 0.000 0.338 894.97 DL on Steel Alone AFTER Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 894.97 After Curing : D after + L+S Upward 1 9.867 0.5117 -0.176 0.336 0.246 0.582 894.97 After Curing : D after + L+S Downward 1 0.000 0.0000 0.000 0.000 . 0.000 0.000 894.97 After Curing : D after + Lr + L Upward 1 9.867 0.5117 -0.176 0.336 0.246 0.582 894.97 After Curing : D after + Li + L Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 894.97 After Curing : D after+ L +S Upward 1 . 9.867 0.5117 -0.176 0.336 0.246 0.582 894.97 After Curing : D after + L + S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 894.97 After Curing : D after + L + W +S Upward 1 9.867 0.5117 -0.176 0.336 0.246 0.582 894.97 After Curing : D after + L + W + S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 894.97 After Curing : D after + L + S + W Upward 1 9.867 0.5117 -0.176 0.336 0.246 0.582 894.97 After Curing : D after + L + S + W Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 894.97 After Curing : D after + L + S + E Upward 1 9.867 0.5117 -0.176 0.336 0.246 0.582 894.97 After Curing : D after + L + S + E Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 894.97 i N 01NI, 4011aI :RO4C ionst kU a to ; red l'''', 1 Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXImum 50.635 30.065 • DL Applied Before Curing 29.915 19.885 Lr+L+S 28.135. 16.065 (Dbc-Dac) + Is+ L 50.635 30.065 (Dbc•Dac) +L +S 50.635 30.065 (Dbc -Dac) + L + W + S/2 50.635 30.065 (Dbc-Dac) +L +S +W/2 50.635 30.065 (Dbc-Dac) + L + S + EE/1.4 . 50.635 30.065 • • Title.Block Line 1 Title : Job # You can changes this area Dsgnr. • •' using the 'Settings' menu item Project Desc.: and then using the 'Printing & 5FHc. Title Block' selection. Project Notes Title Block Line 6 _ Printed: 3 JUN 2010, e15AM C o e T OS e : �L - , _IJU 0 ? . ti r e'rCH`GDRA s('�12010 j(n` 1�^ashi gi•i fTi Si;(, L�f47 ." j 6 R N r 42! 0 ACSL Cl0 1 Ci I Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : (G-8) Grid Line 37 With (J-4) Loading • Steeli$ec lonsP110 ernes 5! rillig t.Q;;;". _ . „ , . - Depth = 16.000 In I xx = 518.00 In"4 I yy = 28.900 IM4 Web Thick = 0.305 in S roc = 64.70 InA3 S yy = 8.250 In "3 Flange Width = 7.000 in R roc = 6.630 In R yy = 1.570 In Flange Thick = 0.505 In Zx = 73.000 In"3 Zy = 12.700 103 Area = 11.800 102 J • = 0.794 104 Weight = 40.167 Of aCo p_i to SegiOn2Properties` ;:r, • .,, Span Number Analysis % Shear Plastic NA. Sum On # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) 112 Span k-tt I -Steel I -Trans I -Lwr Bound S pan 1 PNA in Slab 100.0 18.108 590.000 38 568.07 518.0 1,574.8 1,305.6 . PNA in Flange 95.0 15.958 560.500 36 617.19 518.0 1,574.8 1,295.0 PNA In Flange 90.0 15.916 531.000 34 605.40 518.0 1,574.8 1,283.0 PNA In Flange 85.0 15.874 501.500 32 593,51 518.0 1,574.8 1,269.2 PNA In Flange 80.0 15.831 472.000 30 581.53 518.0 1,574.8 1,253.6 PNA In Flange 75.0 15.789 442.500 28 569.45 518.0 1,574.8 1,236.0 PNA in Flange 70.0 15.747 413.000 26 557.28 . 518.0 1,574.8 1,216.2 PNA in Flange 65.0 15.705 383.500 25 545.02 518.0 1,574.8 1,194.1 PNA In Flange 60.0 15.663 354.000 23 532.66 518.0 1,574.8 1,169.3 PNA In Flange 55.0 15.621 324.500 21 520.21 518.0 1,574.8 1,141.7 PNA In Flange 50.0 15.579 295.000 19 507.67 518.0 1,574.8 ' 1,110.8 PNA In Flange 45.0 15.536 265.500 17 495.04 518.0 1,574.8 1,076.5 PNA In Flange ' 40.0 15.494 236.000 15 482.32 518.0 1,574.8 1,038.2 PNA In Web 35.0 14.511 206.500 13 . 468.33 518.0 1,574.8 995.5 PNA in Web 30.0 13.544 177.000 12 451.96 518.0 1,574.8 948.0 PNA in Web 25.0 12.577 147.500 • 10 433.21 518.0 1,574.8 895.0 • • • Title Block Line 1 Title : Job # You can changes this area Dsgnr. • • using the 'Settings' menu Item Project Desc.: • • and then using the 'Printing & • Project Notes : • S. Li I Title Block' selection. Title Block Line 6 Printed: 1 JUN2010, 6s to t ete'I' B'ef D ' ; �.: ooir.;(L1 c , in, a� : �� x .. is � t� tES'1`'� iir (Cis. ``��, � >f :�� �ti File:cctogw,',+1Mif��2o,0,2, .. - . ,A: - of 4 :t -. :6 ;x .: ' J ;zs: ,' ` :.- 3i' t: '... ' «: • , . Ai a 1.9 A 0 I.': 4`e . 2e1 ,il l Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : (G -9) Next to Elevator • ,: ;MaterlaltPcpprtle8•t: - 'i, • • . j • Calculations per IBC 2006, CBC 2007,13th RISC Analysis Method : • • . • - I 2.011 1 Beam Bracing : Beam is Fully Braced against lateral- torsion buckling by attached sla • Load Combination 2006 IBC & ASCE 7 -05 MEWS Fy : Steel Yield : :ksi E: Modulus: .• .• ksi wIexst Composite Beam Section Data Beam is UNSHORED for Concrete Placement Total Slab Thickness 5.0 in ' Concrete fc 4.0 ksl Stud Diameter 3/4" in Effective Width 2.0 ft Concrete Density 145.0 pd Gin : Stud Capacity 15.910 k Metal Deck ... Verco, PLW2 Formlok Rib Height 2.0 in Top Width 5.0 in Ribs : Parallel Rib Spacing 12.0 in Bin Width 6.0 in D(0. 7 (0.5) W16X31 • L • 20.0 ft • F ''App d Loads:. . , - ' i , ;,.:. ; ; Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 • Uniform Load : D = 0.0550 ksf, Tributary Width = 10.0 ft, Applied before curing & not removed Uniform Load: D = 0.040 ksf, Tributary Width = 20.0 ft, Applied before curing & removed after curing Uniform Load : D = 0.0150, L = 0.10 ksf, Tributary Width = 5.0 ft, Applied after curing . - '. D • . .. " SUMM , , ; ,: . , :: , z : - - , Design OK Maximum Bending Stress Ratio = 0.501:1 Maximum Shear Stress Ratio = 0.103 : 1 . Section used for this span W16X31 Section used for this span W16X31 Percent Composite Action 48 % Vu : Applied 13.50 k Construction After Curing Vn /Omega : Allowable 130.91 k Mu : Applied 67.50 0.0 k -ft Load Combination D -Before Mn / Omega : Allowable 134.73 209.44 k -ft Location of maximum on span 0.0 ft Load Combination 1 DL on StIBm Before Curing Span # where maximum occurs . - Span # 1 Location of maximum on span 10.0ft Span # where maximum occurs Span # 1 • Maximum Deflection Max Downward L +Lr +S Deflection 0.090 in Max Upward L +Lr +S Deflection 0.000 in . Live Load Deflection Ratio 2670 • Max Downward Total Deflection 0.452 in Max Upward Total Deflection 0.000 in Total Deflection Ratio 531 . . Sh r S .:.! r':- t, :; -- From Support 1( to 10.00 ft use 10 studs. • From 10.00 ft to Support 2 use 10 studs. i-, axim ir For B Stresses; Load Comtiili bops Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnStllOmega Ma- NonConst MnTrlOmega Va VnlOmega 1 DL on StlBm Before Curing Span L = 20 ft 1 . 0.501 0.103 67.50 134.73 209.44 13.50. 130.91 1 DL on StlBm After Curing Span L = 20 ft 1 0.204 0.042 27.50 134.73 209.44 5.50 130.91 After Curing : +D Span L= 20 ft 1 0.222 0.047 27.50 134.73 3.75 209.44 6.18 130.91 After Curing : +D+L+H Span L= 20 ft 1 0.341 0.085 27.50 134.73 28.74 209.44 11.18 130.91 Tile Block Line 1 Title : Job # You can changes this area Dsgnr. • using the 'Settings' menu item - Project Desc.: Sr-• z and then using the 'Printing & Title Block' selection. Project Notes Title Block Line 6 Pad: I JUN 2010.10:48PM t Fg Aire 1 '�'r�%G�' a. "'`^ 't' -� •: ; ::a * 'Sr;�r •.ii•� z'""�:e?v�•: �.: s 'ile:4Gs10DRA1NII�GV2 T21(10�;0- L• 8` • e`s�li to uare & ■'I�J eC6 C. o . : _ lte eei lB D . • s .; �,, . ."� e ., sa s - �-� po � � esig . �a���S�". 7�:. ��fl. �t '�be',.r.. 'k�ee�a�`L6�ri�:l'r iuts� N�.�. I■ a, 13g O O;. 1 _1)1: �'44i0 Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : (G -9) Next to Elevator Load Comb & Design Length Max Stress Ratios Bending Summary Shear Summary Span # M V Ma-Const MnSU l Omega Ma- NonConst MnTr / Omega Va Vn / Omega After Curing : +D+Lr+H Span L = 20 ft 1 0.222 0.047 27.50 134.73 3.75 209.44 6.18 130.91 After Curing : +D+S+H Span L = 20 ft 1 0.222 0.047 27.50 134.73 • 3.75 209.44 6.18 130.91 After Curing : +0+0.750Lr+0.750L+4-1 . Span L = 20 ft 1 0.312 0.076 27.50 134.73 22.50 209.44 9.93 130.91 After Curing : +D+0.750L+0.750S+H Span L = 20 ft 1 0.312 0.076 27.50 134.73 22.50 209.44 9.93 130.91 After Curing : +D+W+H Span L= 20 ft 1 0.222 0.047 27.50 134.73 3.75 209.44 6.18 130.91 After Curing : +0+0.70E+H • Span L= 20 ft 1 0.222 0.047 27.50 134.73 3.75 209.44 6.18 130.91 After Curing : +D+0.750Lr+0.750L+0. Span L = 20 ft 1 0.312 0.076 27.50 134.73 22.50 209.44 9.93 130.91 After Curing : +D+0.750L+0.750S+0.7 Span L= 20 ft 1 0.312 0.076 27.50 134.73 22.50 209.44 9.93 130.91 After Curing : +0+0.750Lr+0.750L+0. Span L = 20 ft 1 0.312 0.076 27.50 134.73 22.50 209.44 9.93 130.91 After Curing : +0+0.750L+0.750S+0.5 • Span L = 20 ft 1 0.312 0.076 27.50 134.73 22.50 209.44 9.93 130.91 After Curing : +0.60D+W+H Span L = 20 ft 1 0.133 0.028 16.50 134.73 2.25 209.44 3.71 130.91 After Curing : +0.60D+0.70E+H Span•L = 20 ft 1 0.133 0.028 16.50 134.73 2.25 209.44 3.71 130.91 :NJax rnunDeflec of ns for, Load;Combiriations 4 L s';:2 Location Dead Load Dell Dead Load Deft Const Loads Non -Dead Total Load Combination Span In Span Before Curing After Curing Net Dell Load Deft Deflection box - Used DL on Steel Alone BEFORE Curing Upward 1 10.133 0.4517 0.000 0.000 0.000 0.452 697.89 DL on Steel Alone BEFORE Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 697.89 DL on Steel Alone AFTER Curing Upward 1 10.133 0.4517 -0.254 0.197 0.000 0.197 697.89 DL on Steel Alone AFTER Curing Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 697.89 After Curing : D after + L+S Upward 1 10.133 0.4517 -0.254 0.197 0.090 0.287 697.89 After Curing : D after +L+S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 697.89 After Curing : D after + Lr + L Upward 1 10.133 0.4517 -0.254 0.197 0.090 0.287 697.89 After Curing : D after + Lr + L Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 697.89 After Curing : D after + L + S Upward 1 10.133 0.4517 -0.254 0.197 0.090 0.287 697.89 After Curing : D after + L + S Downward 1 0.000 • 0.0000 0.000 0.000 0.000 0.000 697.89 After Curing : D after + L + W + S Upward . 1 10.133 0.4517 -0.254 0.197 0.090 0.287 697.89 After Curing : D after + L + W + S Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 697.89 After Curing : D after + L + S + W Upward 1 10.133 0.4517 -0.254 0.197 0.090 0.287 697.89 After Curing : D after + L + S + W Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 697.89 After Curing : D after + L + S +E Upward 1 10.133 • 0.4517 -0.254 0.197 0.090 0.287 697.89 After Curing : D after + L + S + E Downward 1 0.000 0.0000 0.000 0.000 0.000 0.000 697.89 < iiii.E m Ve fical Reactions.• U;nfa Cored. Support notation : Far left is #1 L. Load Combination Support 1 Support 2 Overall MAXimum 13.500 13.500 DL Applied Before Curing 13.500 13.500 Lr+L+S 5.000 5.000 (Dbc -Dac) + lx + L . 11.250 11.250 (Dbc -Dac) + L +S 11.250 11.250 (Dbc -Dac) + L +W +S/2 11.250 11.250 (Dbc-Dac) + L +S +W/2 11.250 11.250 (Dbc-Dac) + L +S +E/1.4 11.250 11.250 Steel:Section Propertles :. W46X31 • • c. Depth = 15.900 in I xx = 375.00 InM • I yy = 12.400 inM Web Thick = 0.275 in S xx = 47.20 In"3 S yy = 4.490 in"3 Flange With = 5.530 in R xx = 6.410 in R yy = 1.170 in Flange Thick = 0.440 in Zx = 54.000 103 Zy = 7.030 In"3 Area = 9.130 1M2 J = 0.461 inM Weight = 31.079 plf . Title j3lock Line 1 Title : • Job # You can changes this area Dsgnr. • using the 'Settings' menu item Project Desc.: and then using the 'Printing & 5Py3 Title Block' selection. Project Notes Title Block Line 6 Prince 1 JUN 2010.10:48PM 1k t ; ;o a ;: :, • #.le'C DR t 10 017 " uc i t°11 Ta 8 ru oo ec6 O osi S ee l B eam ' B � es IY f� fi Q3 i0 ' Lic. # : KW- 06008856 License Owner : Ridge Engineering LLC Description : (G-9) Next to Elevator co ._ dill' Sectroo_Propetties Span Number Analysis %Shear Plastic NA. Sum on # Studs per Mn - Capacity Moment of Inertia Plastic N. A. Location Type Connection from Bottom Shear (k) ` 1R Span k-ft I-Steel I- Trans I-Lwr Bound Span 1 . PNA in Flange 100.0 15.652 319.600 21 429.39 375.0 1,003.8 829.2 PNA in Flange 95.0 15.624 303.620 20 422.77 375.0 1,003.8 823.5 PNA In Flange 90.0 15.595 287.640 19 416.12 375.0 1,003.8 816.7 PNA in Flange 85.0 15.566 271.660 18 409.43 375.0 1,003.8 808.8 PNA In Flange 80.0 15.537 255.680 17 402.71 375.0 1,003.8 799.7 PNA in Flange 75.0 15.508 239.700 16 395.95 375.0 1,003.8 789.4 PNA in Flange 70.0 15.479 223.720 15 389.16 375.0 1,003.8 777.6 PNA In Flange 65.0 15.450 207.740 14 382.34 375.0 1,003.8 764.3 PNA in Web 60.0 14.681 191.760 13 374.82 375.0 1,003.8 749.5 ' PNA in Web 55.0 , 14.100 175.780 12 366.57 375.0 1,003.8 732.8 PNA In Web 50.0 13.519 159.800 11 357.54 375.0 1,003.8 714.2 PNA in Web 45.0 12.938 143.820 10 ' 347.74 375.0 1,003.8 693.6 PNA in Web 40.0 12.357 127.840 9 337.17 375.0 1,003.8 670.7 PNA in Web 35.0 11.776 111.860 8 325.81 . 375.0 1,003.8 645.3 PNA in Web 30.0 11.195 95.880 7 313.68 375.0 1,003.8 617.2 PNA In Web 25.0 10.613 79.900 6 300.78 375.0 1,003.8 586.2 • • • • . 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