The URL can be used to link to this page

0312-167 (COMB) Structural Calcsti KNAPP & TANG STRUCTURAL ENGINEERS, INC. 408 S. Stoddard Ave, San Bernardino, CA 92401 IL Phone: (909) 889-0115 Fax: (909) 889-0455 E-mail: abarajas@knapptang.com April 1, 2004 Page 3 of 38 Re: A Custom House for: Mr. & Mrs. Frank Wade The Quarry La Quinta, California 92253 Plan- Check -#0312-029 (V check) Revision louds Address to Interior Design Plan check corrections -------Description 1 See pages 9 thru 13 of the package submitted. 2 Yes, detail 1 thru 3 sheet S2.0 shows the metal deck.connection and it's bearing condition to block wall along with the correct dowel requirements. .3 Yes, see detail '15-S 1.0 .clouded. 4 Retaining wall coordinated with revision.3 dated January 15, 2004. 5 Yes, revised pad .footing schedules sheet S2.0 & S2.1 and see page 14 of the package submitted. 6 Yes, clouded sheet S2.1 and refer to detail 6 thru 9 sheet.S3.1 ,also clouded sheet S4.0 and refer to detail 14 thru 18 sheet S5.4. 7 See page,l4 of the package submitted and pages 56 thru 70 of the original calculations. 8 See page 15 of the package submitted regarding load to post. 9 & 10 Tji / steel K3 joists worst case design included into package see sheets 6 and 7 for all information. 11 Seepage 15 of package for floor design breakdown calculations. 12 See pages 16 & 17 of package for beam reaction. 13 See pages 18 .&'19 of package for beam RB 31 of the original calculations. 14 See pages 20 thru 23 of package regarding frame design at foundation. 15 -See details 3 & 9 sheet S5.4 for beam connection to fireplace. 16 See pages 24 thru 31 of package for design of "rho". 17 See page 32 of -package for moment frame joint connections. 18 See page 32 of package for drift design for frame. 19 See page 33 of package for steel column design. 20 Typical detail 11-S3.1 for foundation and 3=S3.4 for steel beam. 21 Revised sheet S4.0 and added detail 16-S5.0 and 14-S5.1 to the area. 22 Yes, see revised calculation sheet 8 and structural plan sheet S2.1. 23 Yes, new note added #23 to sheet S2.0 clouded. If you have any question, please.contact us at the above telephone numbers. Sincerely, ALB. KNAPP & TANG STRUCTURAL ENGINEERS, INC. 408 S. Stoddard Ave, San Bernardino, CA 92401 Phone: (909) 889-0115 Fax: (909) 889-0455 E-mail: abarajas@knapptang.com April 1, 2004 Page 4 of 38 Re: A Custom House for: Mr. & Mrs. Frank Wade The Quarry La Quinta, California 9.225 Interior Design Revision louds Address to Interior Design Clarifications and Changes ------- Description 1 Kitchen / Butler area on sheet S2.1 clouded for the clarification to shear wall / holdown per design change by interiors. 2 See page 34 of the submitted package for new shear wall design. 3 See page 32 & 33 of the submitted package for the B-1 and. B-2 new beam design for kitchen./ butler area change. 4 Kitchen / Butler area on sheet S4:0 clouded for the clarification to shear wall relocation and beams locations per design change by interiors. If you have any question, please contact us at the above telephone numbers. Sincerely, AL B. KNAPP & TANG STRUCTURAL ENGINEERS, INC. 408 S. Stoddard Ave, San Bernardino, CA 92401 Phone: (909) 889-0115 Fax: (909) 889-0455 E-mail: abarajas@knapptang.com SUBMITTING REVISED CALCULATIONS . For A Custom House for: Mr. &. Mrs. FRANK. WADE . The Quarry 79-720 (Lot 64) Tom Fazio Lane La Quinta, California 92253 ZlqHESS 0 4 d Exp. 3-5 1 " CMN- �rF OF C A� Date: April 1, 2004 Prepared By: AL B. Page 5 of 38 STANDARD LOAD TABLE/OPEN WEB STEEL JOISTS, K -SERIES Based on a Maximum Allowable Tensile Stress of 30 ksi 41 Joist Desi nation 18K3 18K4 18K5 18K6 18K7 18K9 18K10 20K3 20K4 20K5 20K6 20K7 20K9 20K10 22K4 22K5 22K6 22K7 22K9 22K10 22K11 Depth In. 18 18 18 18 18 18 18 20 20 20 20 20 20 20 22 22 22 22 Approx. Wt.22 22 22 lbs./ft. 6.6 7.2 7.7 8.5 9 10.2 11.7 6.7 7.6 8.2 8.9 9.3 10.8 12.2 8 8.8 9.2 9.7 11.3 12.6 13.8 Span (ft.) +18 550 550 550 550 550 550 550 550 550 550 550 550 550 550 19 514 550 550 550 550 550 550 494 523 523 523 523 523 523 20 463 550 550 550 550 550 550 517 550 550 550 550 550 550 423 490 490 490 490 490 490 517 550 550 550 550 550 550 21420 506 550 550 '5' 550 550 468 550 550 550 550 550 550 364 426 460 460 460 460 460 ii 453 520 520 520 520 520 520 22 382 460 518 550 550 550 550 426 514 550 550 550 550 550 550 550 550 550 550 550 23 316 349 370 420 414 438 438 438 438 393 461 490 490 490 490 490 548 548 548 548 548 548 550 548 276 323 473 362 516 393 550 550 550 389 469 529 550 550 550 550 518 550 550 550 550 550 550 24 320 385 434 473 418 526 418 550 418 344 402 451 468 468 468 468 491 518 518 518 518 518 518 242 284 318 345 382 396 550357 396 430 485 528 550 550 550 475 536 550 550 550 550 550 25 294 355 400 435 485 550 550 302 329 353 396 396 430 448 448 448 431 483 495 495 495 495 495 214 250 281 305 337 377 377 266 312 446 350 486 380 541 550 550 438 493 537 550 550 550 550 26 272 328 369 402 448 538 550 304 366 412 449 421 500 426 550 426 550 381 427 464 474 474 474 474 190 222 249 271 299 354 361 236 277 310 337 373 405 405 404 455 496 338 379 550 550 550 550 27 252 303 342 372 415 498 550 281 339 382416 463 550 550 411 454 454 454 454 374 422 169 198 222 241 267 315 347 211 247 277 301 333 389 389 459 301 337 367 512 550 550 550 28 234 282 318 346 385463 548 261 315 355 386 430 517 550 348 392 427 406 432 432 432 151 1 77 199 216 239 282 331 189 221 248 269 296 353 375 270 302 326 475 364 550 550 550 29 218 263 296 322 359 431 511 243 293 330 360 401 482 550 324 365 398 443 413 413 413 f 136 159 179 194 215 254 298 170 199 223 242 268 317 359 242 272 295 327 532 550 550 ^( 30 203 245 276 301 335 402 477 227 274 308 3361 3741 450. 533 302 341 371 387 399 399 31 123 190-1 144 161 175 194 229 269 153 179 201 1 218 242 286 336 219 245 266 413 295 497 349 550 385 550 385 111 229 130 258 281 313 376 446 212 256 289 314 350 421 499 283 319 347 387 465 550 550 32 178.. 21&% 146 242 158 264 175 207 243 138 162 182 198 219 259 304 198 222 241 267 316 369 369 101'" 118 132 144 294 159 353 188 418 :, 221 199s 240 271 295 326 395 468 265 299 326 363 436 517 549 33 168'..202; :. 228:•, 248 276 332 393 126;' 187 147 226 165 254 179 199 235 276 180 201 219 242 287 337 355 92 106'" 1Z1- 131 145 171 201 11�% 134 150 277 163 309 181 371 214 440 251 249 281 306 341 410 486 532 34 1585 :' 1'9a3 ', 214R 233 260 312 370 176 . 21Zc x239- 261 290 349 414 164 183 199 235> 265 288 221 261 307 334 321 386 458 120 132 156 184 105',' 122 137' 149 165 195 229 149P 167 182 516 35 149? _ 1Z9 ::202; ; 220a 245 294 349 1661 ' 200'-'' 2261 246 274 329 390 202 239 280 314 22:T:. 249a 272 303 364 36 7T 141 90 101"' 110x" 169: 191:" 208 ? 121 143 168 98 112" '•- 126': 137 151 179 210 137,"' ' 153?- 167 185 219 432 257 494 292 70.82: ' _, 92. := 101".: 232 111 278 330 157', b 189x ' 2.13 ; 232 259 311 369 ; 209E `' 236»;; 25T . 286 344 408 467 37 132 154 8& 103 11'5 125:" 139 164 193 , 1261 "1'44F v 153x' 169 201 236 269 148; 1791 20zv; ; ' 220.": 245 294 349 198` -223». '. 243x 271 325 386 442 38 81' 95. ' 106, 115•:• 128 151 178 116' 130> 141; 156 185 217 247 141' . 170. ` ' 191';' 208`-1' 232 279 331 187: , 211a;., ; 23a+i 256 308 366 419 39 74 87 98 106x` 118 139 164 107+ = 1'19+' 131T# 144 170 200 228 69 161'-1 ?„ 81. ' 18.1:." ',198.°- 90-`. ' ?:220x` 9w" :`1091' :266,; 314 178. 200 ,` 21Sa r• 243 292 347 397 40 129TC 151 98." 110' c 12W,'= 133 157 185 211 12T ..:153• .•.17T.!' ; 188 . 209.' 2513;. 298 169=• 190x.:• 20T • 23t' ,.27 330 377 a1 64 75 84s 94" .101:" 119 � 140 91 102:: 111`'.: 123''s < 148+ 171 195 16T. ' 18 I: ; • 197,:, 220. ;, 264:.314 359 42 8S " 95 10341'x.114, `'135:^. 159 181 153 : 173 '180 209u 25Z; 299 342 43 79 88. `° 96" ` 1061• 126= 148 168 146' 165• 179.- 200? `•.240; 285 326 44 73' 82 89 ` 99 ° 117 1.1 157 139:- 157. " 171" � 191.1 ;,229= 272 311 68 76 83' } 92, :' 1094 128 146 41 Slope Factors How to Use These Tables 1. Calculate actual total load in pounds per linear foot (pit). 2. Select appropriate ROOF JOIST HORIZONTAL CLEAR SPAN. For slopes greater than 2" per foot, approximate the increased dead load by multi - Plying the joist horizontal clear span by the SLOPE FACTOR above. 3. Scan down the column to find a TJI® joist that meets or exceeds actual total load. TOTAL LOAD values are limited to deflection of U180. For stiffer deflection criteria, use the LIVE LOAD U240 values. 12 9 in 12 10 12 1.250 1 General Notes • Tables are based on: — Uniform loads. — No composite action provided by sheathing. — More restrictive of simple or continuous span. — Minimum roof surface slope of 1/4" in 12". • TOTAL LOAD limits joist deflection to U180. Roof Joist Horizontal Clear Span Roof Load Tables 21 ` Trus Joist • TJI® Joist Specifier's Guide 2025 • September �• Roof -115% and 125% Load Duration (PLF) 20' _T .22' ! 24' 7 (2003 a1 30 --- ` D.epth TJI® —Total Load Roof Joist Horizontal Clear Span .Tot_a_I Load :Defl. Total Load Defl. 1 'Total Load Defl. 1 Total Load Defl. Total Load Deft. _1062F 6' `Snow 8' Live Load ;:.Snow 10' Non- Snow 12' .Non- .Snow '.Live i Load Snow 14' "Live Load :'SnowSnow 'Non- 16' . Depth TJI® LO Defl. ! Total Load Defl. Total Load Deft. ' Total Load Deft. Total Load Defl. Total Load Defl. 125% L/240 Snow Non- Snow Live Load, Snow Non- Live 1 Snow Load Snow Non- Snow Live Load Snow Non- Snow Live Load . Snow Non- Snow Live Load Snow Non- Snow Live Load 115% 125% U240 ; 115% 125% '1/240 115% 125% U240 : 115% 125% U240 ; 115% 125% L/240 ; 115% 125% L/240 _110 289 314 i 218 237 i 175 190 ' 146 159155 '. 109 118 101 ! 83 91 69 9'/z" _210 321 349 242 263 i 194 211 162 176 i 131 142 118 100 108 81 82 '• 230 360 392 ' 272 295 ` 218 237 ` 182 198 196 145 158 128 112 118 88 101 ^110 289_ 314 218 237 175 190 146 159 ' 125 136 ' 106 115 ' 117% 210 321 349 ' 242 263 194 211 162 176 ' 139 151 ' 122 132 ' ".11'/e" 230 360 392 ; 272 295 j 218 237-182 105 198 ' 156 170 i 137 149 146 360 368 400 277 301 " 223 242 " 186 202 135 159 173 1 140 152 ' 79 560 449 488338 110 368 272 295 227 246 '; 195 212 1 170 185 ' 110 289_ 314 ' 218 237 ` 1175 210 190 _ ' 146 159 ' 1 125 136 80 110 119 1 210 321 349 j 242 263 ' 1 194 211 162 176 ' 1 139 151 " 122 132 ' 14" _230 360 392 ! 272 295 1 218 237 - 1 182_ 198 - 1 '156 170 ' 1 137 149 ' 102 360 368 400 ' 277 301 223 242 " 1 186 202 ' 1 159 173- i 140 152 -- 148 560 449 488 " 338 368 ' ; 272 295 " 227 246 '98 195 212 ! 170 185 ' " 210 321 _349 I "_ _242 263 " I 194 211_'_! 162 176_ ! 139 151 122 132 230_ 122 230 160 360 368 392 400 i 272 295 218 237 " 1277 301 223 242 182 198_ ' 1156 1 85 170 ' 1 ' 137 149 72 .366 124 135 1 1 186 202 ' 1:_9 159 173 ! 140 152 ' 94' 560 449 488 ; 338 368 j 272 295 ' i 227 246 ' i 196_ 212 ` 170 185 124 Slope Factors How to Use These Tables 1. Calculate actual total load in pounds per linear foot (pit). 2. Select appropriate ROOF JOIST HORIZONTAL CLEAR SPAN. For slopes greater than 2" per foot, approximate the increased dead load by multi - Plying the joist horizontal clear span by the SLOPE FACTOR above. 3. Scan down the column to find a TJI® joist that meets or exceeds actual total load. TOTAL LOAD values are limited to deflection of U180. For stiffer deflection criteria, use the LIVE LOAD U240 values. 12 9 in 12 10 12 1.250 1 General Notes • Tables are based on: — Uniform loads. — No composite action provided by sheathing. — More restrictive of simple or continuous span. — Minimum roof surface slope of 1/4" in 12". • TOTAL LOAD limits joist deflection to U180. Roof Joist Horizontal Clear Span 18' ? 20' _T .22' ! 24' 26' 28' ` D.epth TJI® —Total Load Defl. .Tot_a_I Load :Defl. Total Load Defl. 1 'Total Load Defl. 1 Total Load Defl. Total Load Deft. `Snow Non- :Snow Live Load ;:.Snow Non- Snow ',Live 1 :Load ';Snow .Non- .Snow '.Live i Load Snow •Non- -Snow "Live Load :'SnowSnow 'Non- Live Load.Snow "Non- Live '115% 125% L/240 115% 125% .11240 115% 125% 1/240 j 1.15% 125% L/240 .1.15% 125% 1/240 115% :Snow '.125% .Load <IJ240 .. 110 [ I .' 11h" .• .._210 77 77 : 58 ! — 230 `84 84 63 _110 84 91 82 '• I. — I 210 101 109 96 1 82 89 Z-1 ! j 117% :230 '112 121 105.E jr:91"Iss 98' " 78'"t .75 .79 59 •360 124 135 112 122 103 '102. 105 78 82 82 61 560 152 165 :' 137 148 ' '124 135 117 '114 122 91 1 97 97 73 1 79 79 59 110 98 106 80 87 210 '108 118 ' I 97 105 -103 1 80 87 79 1 1 I 14" .230 122 132 1 107 117 112 j 89 •96 86 75 '81 67 ; ; 360 124 135 1 .112 122 '. 102 111 1 93 101 88 I 86 94 70 76 76 57 550 152 165 ' 137 148 j 124 135 1 114 124 ' 105 114 104 i '98 106 85 210_ 108 118 " 97 106 I 89 96 77 83 i 1 16° 230_ 122 132 i 110_ :' 100 108 1 85 93 90 •, 79_ 72 .366 124 135 1 112 _119 122 _ ' 1:_9 102 111 ' 3 _ 101 j 86 94' ' ! 80 87 76 560 152 165 " 137 148 ' 1 124 135 ; 114 124 1105 114 ' 98 106 ' ' Indicates TOTAL LOAD value controls. Slope Factors How to Use These Tables 1. Calculate actual total load in pounds per linear foot (pit). 2. Select appropriate ROOF JOIST HORIZONTAL CLEAR SPAN. For slopes greater than 2" per foot, approximate the increased dead load by multi - Plying the joist horizontal clear span by the SLOPE FACTOR above. 3. Scan down the column to find a TJI® joist that meets or exceeds actual total load. TOTAL LOAD values are limited to deflection of U180. For stiffer deflection criteria, use the LIVE LOAD U240 values. 12 9 in 12 10 12 1.250 1 General Notes • Tables are based on: — Uniform loads. — No composite action provided by sheathing. — More restrictive of simple or continuous span. — Minimum roof surface slope of 1/4" in 12". • TOTAL LOAD limits joist deflection to U180. STRUCTURAL ENGINEERS, INC 408 SOUTH STOODARD, AVENUE SAN BERNARDINO, CA. 9 4;01 TELE:. -9:09) 8.89-0.1 15. FAX (909) 8-89-0455 E-MAIL (KNAPPAECAOLCOM) :2 - 5Al,')':rW11 076S—) /vo uP/!� Z�:e Mott/ (L 14 -7L/d = 5p- / WAP 6t!5;F (�� o ;>)-742.) It SHT'M of LS Of '? tb-r ve �--- : ---) .... 14-3 x1d1617 0 V= 7/ /70W ROMEVELD IAQ4 IIALLEY )W o A" GM. SLAB OVER COMPOSITE F=R ow'r, PM M.A* h TS 2 VW V2xMb OL SETMENJOV57 PER 1 PLANS wl Wo x W AB.'s32 of -94 SLAB Da*Lq��' 0 16" OL. -i�124 2' 2- 85 Caff. o TOP OF WALL GLR 87 VERTS a 16" C r (BASEMENT SM PROVIOE'NATER PROOFINS: PER ARCRL 17 WK. 13LOOK NAIL pit 2- WHORIZ. d '24' Of,.' salp 6p4w., SPECK, DSFEV ON --'�09 VERTS 0 16" (Plltr Simi, 5-185 coff. TOP 4 amom 2' DLR: uu� UK ti\RETAININQ WALL. ' FUDDLE MELD U2'm b• � 1•'�5 GONi. GONG. SLAB OVER GOPPO'SITE RX DEGK PER FLAlF S. a• TS 2 V23L2 U2x3/W BLK1S. IN EETMEEN JOISTS PER FLANS rd 5/6'm x b• AB: I-32' OL 2- 15 GOVT. • EXT. 4' GONG. SLAB ON 6RADE 12' a• 1 TOP OF IY HAL 2- 15 DONT. • TOP OF WAIL STL. BAR.JOISTS •-46' OL: PER PLANS 94 SLAB DOMELS 2•'CL . CLR •-Ib' Of.. . x ' rl VEMS • Ib' C L. (BASEMENT SIDE) PROVIDE WATER INS;' ' PER AWK. 4 n W CONG. M= WALL W 2- 65 NORM. 4 24' OL. SOLID GROUT; SPEUAL NWWl ON x5 VERTS • Ib' C 4. (DIRT Saw 4WCONT. PVC F ERFORATED „ PIPE WITH 2 CA). -I T. OF• 0MIED'ROM PERFORATION . FACE DOHN RUN TO DATLKW 5- 55 CONT. TOP'I BOTTOM 2' GLR 4--0" /T\RETAININ WALL - KN PO & TANG STRUCTURAL ENGINEERS, INC. Title WADE RESIDENCE Page: . %30,b 'OUTH STODDARD AVENUE Allowable = Job Dsgnr: HW Date: NOV 18',2003 SAN,BERNARDINO, CA 92401 ACI.Factored @ Heel = Description.... Footing Shear @ To = 22.1 psi OK _.._...__. PHONE: 909-889-0115- - - _......_ ...__.. 1T -RETAINING WALL ... 93.1 psi FAX: 909-889-0455 792.0 lbs Reaction at Bottom = 4,219.9 lbs ' 8.72 psi Allow 1 -Way Shear = 93.11 'This Wall in File: C:IRETAIN PRO-61EXAMPLES.RP5 RetainPro Version 6.0 Restrained Retaining Wall Design ft-# Stem Weight = - Build Date : 10 -SEP -2001, (c) 1989-2001 2.75 ft 4,092.0ft-# Soil Over Heel = 990.0 lbs I Criteria L 3,588.8 ft-# ' I Soil Data 900.0 lbs i Footing Strengths & Dimensions Retained Height = 12.00 ft Allow Soil Bearing = 3,000.0 psf Toe Width 2.25 ft Wall height above soil ' = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 1.75 Total Wall Height = 12.00 ft Heel Active Pressure = 55.0 psf/ft Total Footing Widt =0� Toe Active Pressure = 55.0 psf/ft Footing Thickness = 18.00 in To Support Height = 12.00 ft Top pp 9 Passive Pressure Water height over heel = 300.0 psf/ft = 0.0 ft Key Width _ - 0.00 in Slope Behind Wal = 0.00: 1 FootingIlSoil Frictio = 0.400 Key Depth Key Distance from Toe = 0.00 in = 0.00 ft Height of Soil over To = 0.00 in Soil height to ignore Soil Density = 110.00 pcf for passive pressure = 12.00 in fc = 3,000 psi 'Fy = 60,000 psi Footing Concrete Densit - 150.00 pcf Wind on Stem = 0.0 psf Min. As % = 0.0018 Cover @'Top = 2.00 in @ Btm.= 3.00 in n Summary Total Bearing Loa = 3,378 Ib ...resultant ecc. = 12.83 in Soil Pressure @ To = 2,419 psf OK Soil Pressure @ Hee = 0 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,387 psf ACI.Factored @ Heel = 0 psf Footing Shear @ To = 22.1 psi OK Footing Shear @ Hee = 8:7 psi OK Allowable = 93.1 psi Reaction at Top = 792.0 lbs Reaction at Bottom = 4,219.9 lbs Sliding Calcs Slab Resists All Sliding I Lateral Sliding Forc = 4,219.9 lbs J Footing Design Results »> S Load & Moment Summary For i Oe eel Factored Pressure = 3,387 0 psf Mu': Upward = 7,426 0 ft-# Mu': Downward = 984 1,082 ft-# Mu: Design = 6,441 1,082 ft-# Actual 1 -Way Shear = 22.08 ' 8.72 psi Allow 1 -Way Shear = 93.11 93.11 psi onry Thickness = 12.00 in Wall Weight = 124.0 pcf Stem is FIXED to top of footing Block Type = Medium Weight Solid Grouted '.Design height Rebar Size Rebar Spacing Rebar Placed a Rebar Depth 'd' .Design Data on fm = 1,500 psi Fs = 24,000 psi @ Top Support fb/FB + fa/Fa = Moment .... Actu = Moment..... Allowable = Shear Force @ this height = Shear..... Actual = Shear..... Allowable = Rebar Lap Required = Rebar embedment into footing Stem OK 12.00 ft # 5 16.00 in Center 5.75 in 0.000 0.0 ft-# 2,371.7 ft-# 0.0 lbs. 0.00 psi 38.73 psi 25.00 in Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Heel: None Spec'd -or- Key: No key defined -or- Short Term Factor = 1.000 Equiv. Solid Thick. = 11.600 in n Ratio (Es/Em) = 25.778 Use Special Inspection Mmax Between Top &. Base @ Base of Wall Stem OK 6.65 ft, # 7 16.00 in Edge 9.00 in 0.437 2,833.5 ft-# 6,477.9 ft-# 35.00 in Not req'd, Mu < S ' Fr Not req'd, Mu < S " Fr No key defined Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing rurces dcang on Tooang Tor sou pressure »> S Load & Moment Summary For Footing : For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem = -6,336.1 ft-# Surcharge Over Heel = lbs ft ft-# Adjacent Footing Load = lbs ft ftp#. Axial Dead Load on Stem = lbs ft ftp# Soil Over Toe = lbs ft ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 1,488.0 lbs 2.75 ft 4,092.0ft-# Soil Over Heel = 990.0 lbs 3.63 ft 3,588.8 ft-# Footing Weight = 900.0 lbs 2.00 ft 1,800.0 ft-# Total Vertical Force = 3,378.0 lbs Base Moment 3,144.6 ft-# Soil Pressure Resulting Moment = 31611.41:4 Stem OK 0.00 ft 7 16.00 in Edge 9.00 in 0.978 6,336.1 ft-# 6,477.9 ft-# 3,168.0 lbs 33.28 psi 38.73 psi 13.42 in' Forces are restrained by the adjacent slab GY//a!iCl . A S- rS CONT. TOP a BOTTOM r LCR. S LLR: 4'-4- 2 \RETAININQ7 '-0'\RETAINING WALL - r.r-o• • �oDLe reLD • b' OL. Vrm 5 Vr Om SLM &AR' 4' GOMG. SLAB ' 0; MFSRE LOGFLOOR DECK- ' PER PLANS TS 2 V2x2 V2x5M OLKS. IN BETWIN JOISTS, PER M." W/ 3/6'm x b' A8. • ar OL. 2. 15 CONT. • TOP OP HALL lr LONG: BLOCK MALL W SLAB DOP65 w 2- .S NORlL 1;24' O t I6' Of.. SOLID GR=., SPELLIL DalwTION PROVIDE MATER PROOF Wr PER ARUR.. b r VA LCR: n VERTS • 16' OL. 0000l (BASE1Eli� 5�PJ :r 16' LONG. BLOCK MALL TOP OP 16' Kau W2- 15 NOM • 24' O SOLID EROVF, SPE6AL R6PELTI011 GY//a!iCl . A S- rS CONT. TOP a BOTTOM r LCR. S LLR: 4'-4- 2 \RETAININQ7 '-0'\RETAINING WALL - r.r-o• KNAPP & TANG STRUCTURAL ENGINEERS, INC. Title ; WADE RESIDENCE X408 Page: S-OUTH STODDARD AVENUE Job Dsgnr: Date: NOV 18,2003 + `03AN BERNARDINO, CA 92401 Description.... ft-# .. _. .. PHONE: 909-889-0115 ` "' """ _ --~ -1-3-.V--RETAINING WALL - - .... FAX: 909-889-0455 ft ft # ' This Wall in File: C:IRETAIN PRO-61EXAMPLES.RP5 RetainPro Version 6.0 Restrained Retaining Wall Design ft - Build Date: 10 -SEP -2001, (c) 1989-2001 Stem Weight = 1,674.0 lbs 2.75 ft Criteria' I Soil Data I Footing Strengths & Dimensions , Retained Height = 13.50 ft Allow Soil Bearing = 3,000.0 psf Toe Width 2.25 ft Wall height above soil = 0.00ft Equivalent Fluid Pressure Method Heel Width = 2.30 Total Wall Height = 13.50 ft Heel Active Pressure = 55.0 psf/ft Total Footing Widt Toe Active Pressure = 55.0 psf/ft Footing Thickness = 18.00 in To Support Height = 13.50 ft Top pp 9 Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Key Width _ - 0.00 in Slope Behind Wal = 0.00 : 1 Key Depth FootingIlSoil Frictio = 0.400 Key Distance from Toe = 0.00 in = 0.00 ft Height of Soil over To = 0.00 in Soil height to ignore Soil Density = 110.00 pcf for passive pressure = 12.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Densit = 150.00 pcf Wind on Stem = 0.0 psf Min. As"% = 0.0018 Cover @ Top = 2.00 in @ Stm.= 3.00 in ;Design Summary Masonry Stem Construction --- --- ' Total Bearing Loa = 4,628 lbs Thickness = 12.00 in fm = 1,500 psi Short Term Factor = 1.000 ...resultant ecc. = 13.20 in Wall Weight = 124.0 pcf Fs = 24,000 psi Equiv. Solid Thick. = 11.600 in Soil Pressure @ To = 2,625 psf OK Stem is FIXED to top of footing n Ratio (Es/Em) = 25.778 Soil Pressure @ Hee = 0 psf OK Block Type = Medium Weight Use Special Inspection Allowable = 3,000 psf Solid Grouted Mmax Between Soil Pressure Less Than Allowable @'Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 3,675 psf ACI: Factored @ Heel = 0 psf. Stem OK Stem OK Shear NG! Footing Shear @ To = 28.3 psi OK Design height = 13.50 ft 7.48 ft Rebar Size # 0.00 ft Footing Shear @ Hee = 16.5 psi OK = 7 # 7 Rebar Spacing = 16.00 in 8.00 in # 7 16.00 in Allowable = 93.1 psi Rebar Placed a = Center Edge Edge Reaction at Top = 1,002.4 lbs Reaction at Bottom = 5,185.1 lbs. Rebar Depth 'd' _ 5.75 in 9.00 in 9.00 in Design Data Sliding Calcs Slab Resists All Sliding ! fb/FB + fa/Fa = 0.000 0.503 Moment.... Actu = 0.0 ft-# 1.393 = Lateral Sliding Forc 5,185.1 lbs 4,034.4 ft-# 9,021.6 ft-# Moment..... Allowable = 3,047.0 ft-#. 8,014.1 ft-# 6,477.9 ft-# Shear Force @ this height = 0.0 lbs 4,009.5 lbs Shear..... Actual = 0.00 psi 42.12 psi Shear..... Allowable = 38.73 psi 38.73 psi Footing Design Results , Rebar Lap Required = 35.00 in 35.00 in eel Rebar embedment into footing = 13.42 in: Factored Pressure = 3,675 0 psf Other Acceptable Sizes& Spacings: Mu': Upward = 7,324 4 ft* Mu': Downward = 797 2,023 ft-# Toe: None Spec'd -or- Not req'd, Mu < S ' Fr Mu: Design = 6,527 2,019 ft-# Heel: None Spec'd -or- Not req'd, Mu < S " Fr Actual 1 -Way Shear = 28.29 16.52 psi Key: No key defined -or- No key defined Allow 1 -Way Shear = 93.11 93.11 psi i Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing Load &.Moment Summary For Footing : For Soil Pressure Calcs >>> Sliding Forces are restrained by the adjacent slab Moment @ Top of Footing Applied from Stem =9,021.6 ft -# Surcharge Over Heel = lbs ft ft-# Adjacent Footing Load = lbs ft ft-# Axial Dead Load on Stem = lbs ft ft # Soil Over Toe = lbs ft ft.# Surcharge Over Toe = lbs ft ft-# Stem Weight = 1,674.0 lbs 2.75 ft 4,603.5 ft-# Soil Over Heel = 1,930.5 lbs 3.90 ft 7,529.0 ft-# Footing Weight = 1,023.8 lbs 2.28 ft 2,329.0 ft-# Total Vertical Force = 4,628.3 lbs Base Moment = 5,439.9 ft-# Soil Pressure Resulting Moment = 5,089.3t-# X'NAP P) 8c d AN STRUCTURAL ENGINEERS, INC, 2105 NORTH ARROWHEAD AVENUE . . . . . . . . . . SAN BERNARDINO CA 92405 7 BB 4 --MAIL (KNAPPAEOAOL.COf ') 4,M /,lo - 5• • - 6 MAX Pae� ad 621 -v �aj-& d6ae em O �� 6 Od R13 �e A/67Qrr9/n•P 7o BY: D A T =: SHT.-__O.:7- 14 4 30, i � `. KNA P P 8c d"A"N G -Pl ,— f_11:: STRUCTURAL ENGINEERS INC, u/ADE 8Y: 21 05 NORTH ARROWHEAD AVENUE a� 4 ih SAN BERNARDWO CA. 92405 DAi.=: _.. tars :n - r may- - _1 (909 883-497L __. _ SAY, (909' 883-784-5 • Y" _-MAIL (KNAPPAE®AOL_COM) ,! � SHI O r_ C. A16 D- 2 -Qd Alo. GxG Pis f• C Au I05 Rr' morel ) 9 Oren oW4 Vii- B �. pod 4�m /Vp l KNAPP & TANG STRUCTURAL ENGINEERS INC 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 ' TEL: (909) 889-0115 FAX: (909) 889-0455 MULTI -SPAN TIMBER BEAM DESIGN. WADE RESIDENCE Date: 03129104 Page: 16 s v' LL Total ROOF BEAM 0.45 1.15 ' 1.09 2.80 GENERAL DATA o - 1 2 3 -4 - 4- All AII Spans Simple Support ?? 0.66' YES LL Total k : k : 0.45 1.15 Spans Length ft : 8.00 11.00 19.50 7.50 End Fixity: -0.071 Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 5.125 5.125 5.125 5.125 Beam Depth in : 12.00 12.00 12.00 12.00 CALCULATED VALUES L•U dL h -OK- -OK- -OK- -OK- F'b-Modified Allow. psi : 2400.0 2400.0 2400.0 2400.0 fb - Actual. psi : 224.0 • 423.5 1330.9 196.9 F'v-Modified Allow. psi : 165.0 165.0 165.0 165.0 _ fv (actual) " 1.5 psi : 20.9 31.3 61.0 19.2 Moment @ Left k -in : 0.0 0.0 0.0 0.0 Moment @ Right k -in : 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span k -in : 27.6 52.1 163.7 24.2 .• X -Dist ft : 4.00 5.50 9.75 3.75 Shears: Left k : 1.15 1.58 2.80 1.08 Right k : -1.15 -1.58 -2.80 -1.08 Reaction @ Left DL k.: 0.70 0.96 1.71 0.66 Page: 16 s v' LL Total k : k : - 0.45 1.15 0.62 1.58 1.09 2.80 0.42 1.08 o Reaction @ Right DL k : 0.70 0.96 1.71 0.66' psi :„ LL Total k : k : 0.45 1.15 0.62 1.58 1.09 2.80 0.42 1.08 4 �a 9C �,o , J Max. Defl. @'Mid Span in : -0.020 -0.071 -0.703 -0.015 V 1.00 X -Dist ft : 4.00 5.50 9.75 3.75 DESIGN DATA Use Live Load on This Span ? Yes Yes Yes Yes L•U dL h plf : 175.0 175.0 175.0 ' LL. ea nsupporte engt ft . 2.00 2.00 2.00 2.00 Fb:Basic Allowable ..psi : 2400.0 2400.0 2400.0 2400.0 Fv:Basic Allowable psi :„ 165.0 165.0 165.0 165.0 Elastic Modulus ksi :. 1800 1800 1800 1800 Load Duration Factor 1.00 1.00 1.00 1.00 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Uniform...... OL plf : 175.0 175.0 175.0 175.0 LL. plf : 112.0 112.0 ` 112.0 112.0 " QUERY VALUES Location ..... ft : 0.00 0.00 0.00 0.00 Shear # : 1.15. 1:58 2.80 1.08 _ Moment k -in : 0.00 0.00 0.00 0.00 ........_..... Deflection in' :... 0.000.- 0.000 0.000 0.000 V4.413 (c) 1983.95 ENERCALC (continued on next page....) Knapp Architectural Engineers, Inc, KwO601567 KNAPP & TANG STRUCTURAL ENGINEERS INC 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 Date: 03129104 Page: MULTI -SPAN TIMBER BEAM DESIGN WADE RESIDENCE (.....continued) 287 11111 111111111287 11111287 8.00 11.00 19.50 T 7.50 J 7�ivr /\/,6 /2 `i V4.4B (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567 -� r= KNAP P =�: �8c 'TAN STRUCTURAL ENGINEERS, INC. 2 05 NORTH ARROWHEAD AVENUE max: SAN BERNARDINO CA. 92405 3-4974 (909 88 FAY (909) 883-7545 -MAIL (KNAPPAE®AOL.COM) u1�1 D E �PFsio �v'c� )A * , /vo /3. s p/3 - 3 / SFan BY: DATE* . Sn I Or_ 18x.39 ICNAPP & TANG STRUCTURAL ENGINEERS INC 408 SOUTH STODDARD AVE. SAN BERNARDINO'CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 SINGLE SPAN BEAM ANALYSIS WADE RESIDENCE NEW BEAM SPAN DATA Center Span 10.50 ft Left Cantilever 0.00 ft Right Cantilever = 3.50 ft UNIFORM LOADS Center Span #1 = 0.03 klft Center Span N2 = 0.08 klft Right Cant #1 = 0.03 klft Right Cant #2 = 0.08 klft CONCENTRATED LOADS N 1 = 12.530k at 14.00ft Moments Max. Span Moment Max. Mom. Location Min. Span Moment Min. Mom. Location Max @ Left Support Max @ Right Support MAXIMUM MOMENT _ 0.00 k4t 0.00 ft _ -44.54 k -ft 10.50 ft 0.00 k ft -44.54 k -ft 44.54 k -ft I:Inertia E:Elastic Modulus End Fixity Date: 03129104 MEMBER DATA 2491.000 in4 All distances for load locations refer 1800000 psi to left support. Neg ('-') distances Pin/Pin means load is on left cantilever TRAPEZOIDAL LOADS SUMMARY Shears Left Support = 3.65 k Right Support 12.92. k Reactions APPLIED MOMENTS Deflections — Max. @ Span = 0.115 in at 6.10 ft Right Cant = -0.272 in at 14.00 ft Left Support = -3.65 k Right Support = 17.75 k Query Values Between Supports @ X = 0.00 ft, M = 0.00 k -ft, V = -3.654 k, Defl. = 0.000 in At Right Cantilever @ X = 0.00 ft, M = 0.00 k -ft, V = 0.000 k, Oefl. = 0.000 in m N N /f %3 is Igt/ 10.50 3.50 , 4t n,- , , /-, " /. 3 QQPage: �1 oc 36 I V4.413(c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567' RISA -2D (R) Version 3.03 Job Page Date WADE RESIDENCE RD -35 % 6vq t / /\l Units Option : US Standard r RISC Code Checks : 9th Edition ASD Shear Deformation: No M P -Delta Effects No co/ T5. 17tY 2 Redesign No $m WioX�� Edge Forces : No A.S.I.F. : 1.333 ------------------------------------ Node Boundary Conditions No X-Coord Y-Coord' X-dof Y-dof Rotation Temp. -------- --- (ft) -----:--- (.ft) -- -- (in, K/ in) ---- (in, K/in) --- (r, K-ft/r) ----- (F) - 1 0.00 0.00 R R R 0.00 2 0.00 1.3.00 0.00 3 --5.00 13.00 0.00 ------------------------------ Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) ----------=--- (Ksi)------------------------(F)--------(K/ft3)------(Ksi)---- STEEL .29000.00 0.30000 0.65000 0.490 36.000 -- - - - - - - - - - - -- - -- - - - -- - - - - - - - Section Database Matl. Area Moment of As y/y Label. Shape Set Inertia Coef ---------------------------------------- (in"2)--------- (in"4)---------------- BM W10X22 STEEL 6.49 118'000 1.20 COL TU5X5X8 STEEL 8.36 27.000 1.20 ----•-------------- I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length ------------------------ - (in) ---- (in)------�(ft) -------------------- 1 _1 - 2 COL 2 .. 2- 3 B13.00M 5.00 --------------------------------------------------- I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb --------------------(ft)-----(ft)-----(ft)------------ 1 1 - 2 2. 2 - 3 RISA -2D (R) Version 3.03 Job Page Date WADE RESIDENCE RB -35 ------------------------------------------------------------------ BLC Basic Load Case Load Totals No. Description Nodal Point Dist. ---------------------------------------------------------------- 1 D+L 1 Nodal Loads, BLC.1: D+L ------------------------------------------------------------ Node Number Global X Global Y Moment ------------------------(K)------------------(K)------------------(K-,ft)---- 3 0.000 -1.255 0.000 ------------------------------------------- Load Combination Self Wt BLC BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac. DYNA S V -------------------------------------- 1 .D+L Y -1 1 1 Dynamic Analysis.Data Number of modes (frequencies) 3 Basic Load Case for masses None BLC mass direction of action X only Acceleration o.f Gravity 32.20 ft/sec'**2 Load Combination is 1 D+L Nodal Displacements Node Global X Global Y Rotation --------------------=(in)-----------------(in)----------- ----- (rad) --------- 1 -0.00000 -0.00000 0..00000 2 --1.22166 -0.00100 0.01'.566 3 -1..22166 -0.9-68-01 0.01634 Load Combination is 1,: D+L Reactions ------------------------------------------------------------------------i---- Node Global X Global Y Moment ----------------------(K)------------------(K)---------------(K-ft)--------- 1 0.00000 1.73523 -6.55105 Totals 0.00000 1.73523 -6:55105 RISA -21) (R) Version 3.03 WADE RESIDENCE RB -35 Job P a g 0Z Date Load Combination is 1 D+L Member End Forces Nodes =________= I -End =_=------- --------------------------------------- -------- J -End =.. - No I J Axial Shear Moment Axial Shear Moment --------------=`('K) -------- (K) ------ (K -f t) ------- (K) -------- (K) ------ (K -ft) -- 1 1- 2 1.74 -0.00 -6.55 -1.37 0.00 6.55 2 .2- 3 -0.00 -1.37 -6.55 0.00 1.25 -0.00 Load Combination is 1 D+.L AISC Code Checks Nodes --------------------- Member Quarter Points No .I. J Maximum 0 1/4 1/2 ------------------------------ 3/4 L Shear 1 1- 2 0.3206 .0.3.206 0.3198 0..3191 0.3183 0.3176 0.0000 2 2- 3 0..1426 0.14.26 0.1058 0.0698 0.0345 0.0000 0.0388 L 0 KNAPP & TANG STRUCTURAL ENGINEERS INC 408 SOUTH STODDARD AVE SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 DESIGN OF EMBEDDED POLE FOOTINGS WADE RESIDENCE RB -35 Allow Passive Max Passive Load Duration Factor Point Load Load Height Dist. Load Start Height End Height Pole Type WidthlDiameter Surface Restraint Date: 03129104 Page: is 4 _V DESIGN DATA 1 — 300.0 psf 2000.0 psf 1.000 500.0 # 13.00 ft 0.0 plf 0.00 ft 0.00 ft Rectangular 36.0 in ? Restrained SUMMARY Moments @ Surface... 1 — Point Load 6500.0 ft-# Uniform Load 0.0 ft-# ... Total Moment 6500.0 ft-# Total Lateral Load 500.0 # - NON -RESTRAINED RESULTS - Min. Req'd Embedment All +0 +4.36h IA►".5)12 A=2.34PI(S 1 b) Press @ 113 Embed Actual Allowable — RESTRAINED RESULTS'— Min. Req'd Embedment (4.25'P"hIS3"b)".5' Pressure @ Bottom Actual Allowable Surface Restraint Force 2.79 ft 837.7 psf 837.7 psf 3217.7 N . V4.4B (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567 Knapp Architectural Engineers, Inc. tiG�i n!� WADE RESIDENCE Date: 3/30/04 2105 N. Arrowhead Ave. San Bernardino, CA 92405 39 Reliability / Redundancy Factor Ground floor area A b := 9022•ft2 p shall not be taken less than 1.0 and need not be greater than 1.5 Total story shear V:=50995 -lb For Grid Line "a" Moment frame Maximum horizontal force component in a single brace element r i - 1882 -lb r r max := V r max = 0.037 p:=2- 20 -ft p=-3.705 r max. A b Therefore p = 1.0 For Grid Line "b" moment frame Maximum horizontal force r i :=1882•lb component- in a single brace element. ri r max : = V r max = 0.037 p:=2- 20 -ft p=-3.705 r max Therefore P = 1.0 For Grid Line "A" Plywood shear wall Length of shear wall L W:= 14 -ft Maximum shear wall force r i :=7771 -lb r i 10•ft r max = V • L r max = 0.109 w 20 -ft p�=2- p=0.066 r max'4A b Therefore P = 1.0 • Knapp Architectural Engineers, Inc. 2105 N. Arrowhead Ave. San Bernardino, CA 92405 For Grid Line `A.4" Plywood shear wall Length of shear wall Maximum shear wall force ri 10•ft r max V' —L7— r max = 0.073 W p:=2— 20 -ft p =-0.883 r max*4A b Therefore P 1.0 For Grid Line "A. 6" Plvwood shear wall Length of shear wall Maximum shear wall force ri 10•ft r max V ' L w r max = 0.234 20 -ft p:=2— p = 1.099 r max'4A b . Therefore P = 1.0 - For Grid Line T & 8.1 " Plywood shear wall Length of shear wall Maximum shear wall force ri 10•ft . rmax :=V' L rmax= 0.066 w 20 -ft p:=2— p=-1.205 r max'NFA b Therefore p = 1.0 WADE RESIDENCE Date: 3/30/04 02154 Lam,:=8-ft ri :=2980•lb LN,:=6.5•ft ri := 7743-1b Lam,:=29.5•ft ri :=9884•lb Knapp Architectural Engineers, Inc. 2105 N. Arrowhead Ave. San Bernardino, CA 92405 For Grid Line "C" Plvwood shear wall Length of shear wall Maximum shear wall force r i 10•ft r max -V'-C-- r max = 0.086 w p:=2- 20 -ft p=-0.453 r max'A b Therefore P = 1.0 WADE RESIDENCE For Grid Line "C.1 " Plywood shear wall Length of shear wall Maximum shear wall force ri 10•ft r max V' Lw r max = 0.033 p :=2- 20 -ft p = -4.71 r max• A b Therefore P = 1.0 For Grid Line "D" Plywood shear wall Length of shear wall Maximum shear wall force ri. 10•ft rmax,=V L rmax =0.024 W p:=2- 20 -ft p=-6.73 r max. A b Therefore P = 1.0 Lam,:=15•ft ri :=6567 -Ib L W:= 17 -ft ri:=2865-Ib LW:=25•ft r i := 3075•lb Date: 3/30/04 �S � 3�-- I Knapp Architectural Engineers, Inc. 2105 N. Arrowhead Ave. San Bernardino, CA 92405 WADE RESIDENCE For Grid Line "D.1 & E.1 " Plvwood shear wall Length of shear wall L W:= 14 -ft Maximum shear wall force r i:= 1913 -lb r i 10•ft r max V ' L w r max = 0.027 20 -ft p:=2— p = -5.858 r max' A b Therefore P = 1.0 For Grid Line "E" Plywood shear wall Length of shear wall Maximum shear wall force r i 10•ft r max = V ' L r max = 0.017 W p:=2— 20 -ft p=-10.102 r max.4A b Therefore P = 1.0 For Grid Line "E.2" Plywood shear wall Length of shear wall Maximum shear wall force r i 10•ft r max :=V' L r max = 0.044 W p:=2— 20 -ft p=-2.766 r max'NFA b Therefore o = 1.0 Lam,:=16.5-ft r i := 1464 -lb Lam,:=13•ft ri :=2929.Ib Date: 3/30/04 17 CP �' Knapp Architectural Engineers, Inc. WADE RESIDENCE Date: 3/29/04 2105 N. Arrowhead Ave. San Bernardino, CA 92405ZO • Reliability / Redundancy Factor Ground floor area A b := 9022.112 p shall not be taken less than 1.0 and need not be Total story shear V:= 45076-lb greater than 1.5 For Grid Line "l " P/vwood shear wall Length of shear wall Maximum shear wall force ri 10•ft r max V ' Lw r max = 0.028 p :=2— 20.11 p = -5.515 r max' A b Therefore P =-1.0 For Grid Line "2" Plywood shear wall Length of shear wall Maximum shear wall force r i 1.0 • ft r max V' L r max = 0.132 w p:=2— 20.11 p=0.404 r max A b Therefore P = 1.0 For Grid Line "3" Plywood shear wall Length of shear wall Maximum shear wall force ri 10•ft r max -V' L r max = 0.173 w p:=2— 20.11 p=0.786 r max._[A b Therefore P = 1.0 L W :=40•ft_ ri :=5052•lb L w :=6.11 ri :=3569•lb Lam,:=6.5•ft ri := 5080•lb A Knapp Architectural Engineers, Inc. 2105 N. Arrowhead Ave. San Bernardino, CA 92405 For Grid Line "3.4" Plywood shear wall Length of shear wall Maximum shear wall force ri 10•ft r max 7'-C— r max = 0.197 w 20 -ft p:=2– p=0.932 r max' A b Therefore p = 1.0 For Grid Line "3.8" Plvwood shear wall Length of shear wall Maximum shear wall force ri 10•ft r max V ' L r Max = 0.024 w 20 -ft p:=2— p=-6.927 rmaxAb Therefore P =-1.0 - For Grid Line "4" Plywood shear wall Length of shear wall Maximum shear wall force --- ..._.._..........._.. ... ri.l0,ft.. r max V ' L w r max = 0.01 20 -ft p =2— p=-18.133 r max'4A b Therefore P = 1.0 WADE RESIDENCE Lam,:=8.5•ft' ri :=7551•lb Lam,:=19•ft ri :=2020•lb Lam,:=7•ft ri :=330•lb R Date: 3/29/04 t�q 09Der 4 Y Knapp Architectural Engineers, Inc. 2105 N. Arrowhead Ave.' San Bernardino, CA 92405 For Grid Line "4.6" Plvwood shear wall Length of shear wall Maximum shear wall force r i 10•ft r max = V' L r max = 0.154 W 20 -ft p:=2— p=0.635 r max' '°` b Therefore P = 1.0 For Grid Line "4.7" Plvwbod shear wall WADE RESIDENCE Length of shear wall Maximum shear wall force ri 10•ft rmax:=V L rmax =0.018 w p :=2— 20 -ft p = -9.56 r max' A b Therefore t) =• 1.0 For Grid Line "5" Plywood shear wall Length of shear wall Maximum shear wall force __ ._... ... r i 10•ft r max = V' L r max = 0.033 W p:=2— 20 -ft p=-4.34 r max' A b Therefore Q = 1.0 Lam,:=4•ft r i :=2782•lb L W:= 19 -ft r i := 1560 -lb L W: = 67•ft r i :_ 10030 -lb Date: 3/2n9/04 fd�Icr A Knapp Architectural Engineers, Inc. 2105 N. Arrowhead Ave. San Bernardino, CA 92405 For Grid Line "6" Plvwood shear wall Length of shear wall Maximum shear wall force ri 10•ft r max -V'-C-- r max = 0.049. W 20•ft p:=2- p=-2.277 r max'4A b Therefore P 1.0 WADE RESIDENCE Date - 3/29/04 L W:= 32•ft ri :=7102•lb 8 ) fw A/0 / 7> )'es 'VIADF- 9 Y: SHT.----Q F q2,J 32 vv r) Are Z;,// er-15C ad 13 o/ bf 7 4�- 1,44 7 kw 4. o, ei.;s-17 -s d" o 4- X/6 x /a �' _ �'� r J ?-47 T/I,,N STRUCTURAL ENGINEERS, INC, 05 NORTH ARROWHEAD AVENUE . . . . . ."y SAN BERNARDINO, CA. 92405 (909) . ... . FAX (909), 883-754 'E-MAIL (KNAPPAEO AOLCOM) ) fw A/0 / 7> )'es 'VIADF- 9 Y: SHT.----Q F q2,J 32 vv r) Are Z;,// er-15C ad 13 o/ bf 7 4�- 1,44 7 kw 4. o, ei.;s-17 -s d" o 4- X/6 x /a �' _ �'� r J ?-47 � If: WADE RESIDENCE Alo ��: ala y ?O/c FM4, Steel Column Design: F 6" Diameter Ex. Strong Steel Column P:= 941 -lb L:= 11 -ft 1:= 40.5•in4 S := 12.2•in3 M:= P•L M.= 10.35-kip•ft M T. T 7 7), fb = 7.66 -ksi P•L3 0:=T A=0.61 -in Hallow := L•.005 Hallow = 0.66 -in Footiniz: Le := 3 -ft Soil := 200•psf t 4.25 •M•ft 3 d:= d=3.39ft Soil. 3•l. el Use 3'-0" sq. x 4'-0" deep footing Anchorage: Lp := 8 -in Tension : _ �p_ Tension = 7.76 -kip Shear : = p Shear- 0.24 -kip Use 4-1 1/2" diameter A307 fully thr'd steel rod with 18" min. embedment. Base plate: width := 10 in dist := 2 -in Tension -2 -dist sx :=• csi •0.75—sx = 1.15 -in3 Fs6th:_ th = 0.83 -in Base plate: Use 10" sq. x 1 1/2" thk. base plate 3 .k .15TRUCTURAL ENGINEERS INC, 2105 NORTH ARROWHEAD AVENUE BERNARDINO ria 05 FAX (909) 883-7543 =-Mat L (KNAPPAE®AOL_COM) Gtr CT "'16 a((7 jar Alf_ &64p' - ' 7,K - 3�S,' P , - -:- -��k 6 �,) A 13 - -4 «KNAPP & TANG STRUCTURAL ENGINEERS INC ' 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 511UVLt tiPAN Ht:AM ANALYSIS WADE RESIDENCE NEW RB -24 SPAN DATA Center Span = 27.50 ft Left Cantilever = 0.00 ft Right Cantilever 0.00 ft UNIFORM. LOADS Center Span #1 = 0.34 klft CONCENTRATED LOADS # 1 = 1.260k at 2.50ft # 2 - 9.290k at 14,00ft Moments Max. Span Moment = 97.21 k -ft Max. Mom. Location 14.02 ft Min. Span Moment _ -0.00 k -ft Min. Mom. Location = 27.50 ft- tMax Max@ Left Support = 0.00 k -ft Max @ Right Support - 0.00 k -ft MAXIMUM MOMENT = 97.21 k -ft O.JJ Date: 03130104 Page: 2 36 o-� 38, MEMBER DATA (:Inertia 11530.000 in4 All distances for load locations refer E:Elastic Modulus 1800000 psi to left support. Neg ('-') distances End Fixity Pin/Pin means load is on left cantilever - TRAPEZOIDAL LOADS SUMMARY Shears Left. Support 10.35 k Right Support 9.49 k Reactions APPLIED MOMENTS Deflections Max. @ Span = -0.557 in at 13:75 ft Left Support 10.351' Right Support 9.49 k. Query Values Between Supports @ X - 0.00 ft, M = 0.00 k -ft, V = 10.353 k, Oefl.. = 0.000 in. V4.4B (c) 1983.95 ENERCALC Knaoo Architectural Enoineers. Inc. Kw0601987 STRUCTURAL ENGINEE ti ERS, INC, 2105 NORTH ARROWHEAO AVENUE • SAN BERNARD INO, CA. ..... . TELE. (909 9240�; . . . . . . . . . . 88.3-4-97- x (909 . . . . . . E MAIL (KNAPPAECAOLCOM) Z /3". . -3 17W J_k KNAPP & 'TANG STRUCTURAL ENGINEERS, INC.. 408 S. Stoddard Ave, San Bernardino, CA 92401 Phone: (909) 889-0115 Fax: (909) 889-0455 E-mail: abarajas@knapptang.com April 1, .2004 Page 38 of 38 Re: A Custom House for: Mr. & Mrs. Frank Wade The Quarry La Quinta, California 92253 Plan. Check #0312-029 (Vt plan check) Structural Sheet Index: Sheet # Description S1.0 General Notes and. Typical Details S2.0 Garage / Basement foundation plan and details S3.0 Foundation Details S3.1 S3.2 " S3.3 " S3.4. S4.0 Roof Framing Plan S5.0 Framing Details S5.1 S5.2 " S5.3 cc S5.4 " If you have any question, please contact us at the above telephone numbers. Sincerely, k KNAPP & TANG STRUCTURAL ENGINEERS, INC. 408 SOUTH STODDARD AVENUE, SAN BERNARDINO, CA 92401 Phone: (909) 889-0115 Fax: (909) 889-0455 : Email: knappae@aol.com STRUCTURAL CALCULATIONS For MR. AND MRS. FRANK. WADE RESIDENCE 79-720 ( LOT 64) TOM FAZIO LANE LA QUINTA, CA. 92253 Prepared By 11/26/03 PREPARED BY HW a KMAP P Sic. MA" G STRUCTURAL ENGINEERS, INC, y _ 408 SOUTH STODOARD AVENUE ` SAN BERNAROINO, CA. 92401 TELE. (909) 88.9-0115 FAX (909 889-0455 E-MAIL (KNAPPAE®AOL.COM) 19di�7x t(2s5 ID'5ii/c_F_ 76 i 4r Z BY: DATE: SHT. —OF _ }." STRUCTURAL ENGINEERS, INC. 40.8 SOUTH S.TO.D:QARQ AVENUE SAN BERNARD.INO, CA. 9:240.1 TELE. (909) 889-0115 "= FAX (909) 889-045.5 E-MAIL (KNAPPAE®AOLCOM) WAPr-- ,QE-5JD v 17JW • e �g �S �� e _ /3 �- _ BY: DATE: SHT. / OF m / lob rlr-) STRUCTURAL ENGINEERS, INC. 40.8 SOUTH STODDARD -A -EN.UE SAN BERNARDINO, CA. 9,240.1 TELE. (90.9-) 889-0115 FAX (9 93 8]89-0455 =E-MAIL I (KNAPPAECAOL-COM) WAPa ��C)zas� zzsF- 6x/� �4- .4 - of 6 t� �' 0 's- J-6 7* &z7 9 x / 77.6 7 d 7 Kia =1676,7 161— �!6 tA SAA /s BY: CA TIE: SHOF T. .5 KNAPP 8c T,/\"G STRUCTURAL ENGINEERS, INC. 40.8 SOUTH S.TO.DDARD AVENU= SAN BERNARDINO, CA. 9:240.1 TELE. (9:09 889 -0 1 15. - FAX (909J 889-04-55 E-MAIL (KNAPPAE®AOLCOM) WAP ,2E -5i0 ECIC,= BY: OAT -E: SHT. 4 OF 3 6797 X le ., KNAF' P 8.-- TAN.:G STRUCTURAL ENGINEERS, INC. 408 SOUTH S.TODDARD AVENUE -' SAN BERNARDINO, CA. 9:240.1 -' TELE. (909 889-0115 FAX (9093 889-04-55 E-MAIL (KNAPPAE®AOLCOM) BY: WADa ,2E -5i0 -E,yc,=- DATE: SHT. SOF 7.297 117 40. V ,g = D, 032= a, �• 5�x 162'1 h . = a764 /,I= 1'6, �' `k 5/- = 43,44 /39 3 -77 rl -9 CL= 9'-�� a� a60ve =Y7o 4 Kr-A./\P P Sc TAN.<G STRUCTURAL ENGINEERS, INC. 408 SOUTH STO.DDARD AVENUE ;. SAN BERNARDINO, CA. 9:24`0.1 f TELE. (909) 8'89-0115 "M FAX (909 589-045.5 E—MAIL (KNAPPAE(OAOLCOM) WA 0 i=- i2E-Vi0 -Ex1c2=-7 _ 7,�6 649- d, 7c� 7" o ti)(Id' (L = /q L el ) _ 7K0 x'52 = # --/= p7 ps 'ok ,�-= ,¢/'r op ZISZ- t$'/' [3 � X ao ;��j c ---A /; � - 2/ M—/:2 (L= A? 6" ) w = (>t-/- /6 )x 7 = 2g7 4/A- -7 ld,6 3 187K UY: F DATE: SHT. 6 OF u KP,-J,,a,PP 8c T./\"Gl STRUCTURAL ENGINEERS, INC. rt 408 SOUTH STODAVENUE A .ENUE SAN BERNARDINO, CA. 9-.240-1 TELE. (909� 889-0-11 5. FAX 90 889-0455 E-MAIL (KNAPPAEIZACLCOM) m)'Y, WAPa ?eE-510 -El-lc.=- Kit) x 7, a- a C 1-= � -71P, PAN '4A 17e OKI ay-: OAT E- SHT. 7 OF KrV.Z\PP 8,r- Tl/\"G STRUCTURAL ENGINEERS, INC. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA. 9..2401 TELE. (9:0.9-) 889-01 1 5. FAX (909J 889-0455 E-MAIL (KNAPPAECAOLCOM) 3f M -=�:3/o ""' 5 "</� OA- MW6) �3 31 ISI /13 C -49d) WAP,=-- YeE-V1,0'Esk1c.=- 0 6X12 - b a -y: DATE: SHT 06 OF C11071w z4 s- e;' 6. ?, 31� // coy k ? -113 Kr*--J,,in,,PP 8c T/\P-slG STRUCTURAL ENGINEERS, INC. y"" 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA. 9-24:0.1 TELE. (9109) 889-01154- 89-01 1 5 '`1-_'� FAX - 909) 889 -04-55 E-MAIL (KNAPPAECAOLCOM) WAPa-, RE -51,0 ExlcF 57, U J -76b )yv-xg Z 1677 7-o4 -3 K St-- f" cm 3 1 z tg 16.1 f --7F /7J. 31 7A* ^77* 16770 -7 7' BY: DATE. S HT 7 OF Kr,sJ,4,,PP 8c STRUCTURAL ENGINEERS, INC. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA. 9,240.1 TELE. (909) 8-89-0-115. FAX 09) 889-0455 MAIL (KNAPPAEZAOL-COM) 0't C,>t-*,e6 x 7 IAJ 3 (,d- 4- A) x // WAPa RE-51,0-Exlc,� Ria - 4- ( 2 --) 7 � 9'' ) -74 = 74ID5 t!' ok pat< 5-r = 3g3 14 3 (70-) .A = , 5�' ce If A Eni cW -)qg l 11,839 q")Ilr 5TY: DATE: SHT 10 OF 141 13 7 /,00 -= (d"41- o // 3 KN.A� F' 8� TA1\1:G STRUCTURAL ENGINEERS, INC. 408 SOUTH STO.D'DARD AVENUE SAN BERNARDINO, CA. 9:240.1 TELE. (909 889-0115 FAX (909 j 889-0455 E-MAIL (KNAPPAE®AOLCOM) ox Gtfa = CT;y6 )X %o =416 usZ 13, le8 -2 8 ffs-F�- 6'cla elt 3 /o CG=4 :.: BY: DATE. SHT. / /.OF KNAP P 8c STRUCTURAL ENGINEERS, INC. r � 408 SO.U.TH S.TO.DDARD AVENUE SAN BERNARDINO, CA. 9:2401 TELE. (909) 889-0.1 1 5 .• -i FAX (909) 889 -0455 E-MAIL (KNAPPAEOAOLCOM) 13. .Y` x /32 Db' --b" ("TWOO /2 27-/f- CIZ crSz- lel 61/s p- X293- .A_ 7.)" ( yel) :7e RY: i CA TEE: SHT. OF STRUCTURAL ENGINEERS, INC, 08 SOUTH STODDARD AVENUE SAN BERNARDINO, CA. 9-2401 TELE. (9-09) 8'89-0115 FAX '909) 889-0455 E MAIL (KNAPPAECAOLCOM) lee- Otf /10 5 = d31 WAPa OJ 63 P.5 eg- 6/-(F-7 e$,413, x1d 37 3 a /I- tsS Ki / o � 2-Z 7,) t> BY: D'A Ti E: SHT 0F i KiVAP P cuc �A1�i:G STRUCTURAL ENGINEERS, INC, � 408 SOUTH S.100.OARD AVENUE SAN BERNARDINO, CA. 9:24:0.1 TELE. (909 889-0115 :. FAX (909) 889-0455 E-MAIL (KNAPPAEZAOI_CC)M) yS/AD r_- ,2E- 5/ D -EA Re- ( L ='li! d/) naA 53 3 0 5Y: O'A c: SHT. 14OF KNAPP & TANG STRUCTURAL ENGINEERS INC r 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 SINGLE SPAN BEAM ANALYSIS Date: 11120103 WADE RESIDENCE...:......_ _...... _ .__ ............... RB -3 . SPAN DATA MEMBER DATA Center Span = 16.00 ft (:Inertia 2491.000 in4 All distances for load locations refer Left Cantilever 0.00 ft E:Elastic Modulus = 1800000 psi to left support. Neg ('-') distances Right Cantilever = 0.00 ft End Fixity PinlPin means load is on left cantilever UNIFORM LOADS TRAPEZOIDAL LOADS Center Span #1 = 0.03 klft # 1: 0.090kift @ Left, 0.090kift @ Right, Start @ 0.00it -> 16.00ft CONCENTRATED LOADS APPLIED MOMENTS # 1 = 10.707k at 8.00ft SUMMARY Moments Shears Deflections — Max. Span Moment = 46.67 k -ft Left Support 6.31 k Max. @ Span = -0.392 in at 8.00 ft Max. Mom. Location = 8.00 ft Right Support 6.31 k Min. Span Moment = 0.00 k -ft Reactions Min. Mom. Location 0.00 ft Left Support = 6.31 k Max @ Left Support = 0.00 k -ft Right Support = 6.31 k '" e Max @ Right Support 0.00 k -ft Query Values MAXIMUM MOMENT 46.67 k -ft Between Supports. @ X = 0.00 ft, M = 0.00 k -ft, V = 6.313 k, Defl. = 0.000 in o h 0 0.091111111111111111111111111111111111111111111111111111111 11ME330MENTM0.09 0.03 1 ,6.00 - Page: Ir V4.4B (c) 1983.95 ENERCALC Knapp. Architectural Engineers, Inc, Kw0601567 KNAPP & TANG STRUCTURAL ENGINEERS INC 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 SINGLE SPAN BEAM ANALYSIS WADE RESIDENCE RB -5 SPAN DATA Center Span = 21.00 ft Left Cantilever = 0.00 ft Right Cantilever 3.00 ft UNIFORM LOADS Center Span #1 = 0.03 klft Right Cant #1 = 0.03 klft CONCENTRATED LOADS # 1 = 5.187k at 24.00ft Moments Max. Span Moment 18.39 k -ft Max. Mom. Location = 8.73 ft Min. Span Moment = -17.73 k -ft Min. Mom. Location = 21.00 ft Max @ Left Support = 0.00 k -ft Max @ Right Support -17.73 k -ft MAXIMUM MOMENT = 18.39 k -ft Date: 11120103 Page: /(. MEMBER DATA I:Inertia 2491.000 in4 All distances for load locations refer E:Elastic Modulus = 1800000 psi to left support. Neg ('-') distances End Fixity Pin/Pin means load is on left cantilever TRAPEZOIDAL LOADS 1E 1: 0.451 klft @ Left, 0.451 klft @ Right, Start @ 0.00ft - > 24.00ft APPLIED MOMENTS SUMMARY Shears Deflections - Left Support = 4.21 k Max. @ Span = -0.284 in at 9.64 ft Right Support 6.61 k Reactions Right Cant = 0.052 in at 24.00 ft Left Support = 4.21 k Right Support 12.52 k Query Values Between Supports @ X = 0.00 ft, M - 0.00 k -ft, V = 4.206 k, Defl. = 0.000 in At Right Cantilever @ X = 0.00 ft, M - 0.00 k -ft, V = 0.000 k, Oefl. = 0.000 in -7 21.00 1 3.00 1 T V4.413 (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567 N 0.45111111111111111111111111111111 0.45 0.03 ) 0.03 -7 21.00 1 3.00 1 T V4.413 (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567 KNAPP & TANG STRUCTURAL ENGINEERS INC • '408 SOUTH STODDARD AVE. 1 16.00 SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 Date: 11120103 SINGLE SPAN BEAM ANALYSIS WADE RESIDENCE. _... SPAN DATA MEMBER DATA Center Span 16.00 ft (:Inertia 2491.000 in4 All distances for load locations refer Left Cantilever = 0.00 ft E:Elastic Modulus 1800000 psi to left support. Neg ('-') distances Right Cantilever, 0.00 ft End Fixity PinlPin means load is on left cantilever UNIFORM LOADS TRAPEZOIDAL.LOADS Center Span #1 0.03 klft # 1: 0.090kift @ Left, 0.090kift @ Right, Start @ O.00ft -> 16.00ft CONCENTRATED LOADS APPLIED MOMENTS # 1 = 12.520k at 6.00ft SUMMARY Moments Shears Deflections Max. Span Moment = 50.48 k -ft Left Support = 8.78 k . Max. @ Span = -0.418 in at 7.49 ft Max. Mom. Location 6.02 ft Right Support 5.65 k Min. Span Moment = 0.00 k -ft Reactions.. Min. Mom. Location = 0.00 ft . Left Support = 8.78 k Max @ Left Support = 0.00 k'ft Right Support 5.65 k Max @ Right Support = 0.00 k -ft Query Values MAXIMUM MOMENT = 50.48 Ot Between Supports @ X = .0.00 ft, M = 0.00 k -ft, V = 8:785 k, Defl. = 0.000 in N, N' N 0.09 0.09 0.03 V4.48 (c) 1983.95 ENERCALC Page: /:7 Knapp Architectural Engineers, Inc, Kw0601567 • 1 16.00 V4.48 (c) 1983.95 ENERCALC Page: /:7 Knapp Architectural Engineers, Inc, Kw0601567 KNAPP & TANG STRUCTURAL ENGINEERS INC , 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 SINGLE SPAN BEAM ANALYSIS WADE RESIDENCE. .-.. RB -7 SPAN DATA Center Span = 7.50 ft Left Cantilever 2.50 ft Right Cantilever = 0.00 ft UNIFORM LOADS Center Span #1 = 0.03 klft Center Span #2 = 0.29 klft Left Cant #1 = 0.03 klft Left Cant #2 0.29 klft CONCENTRATED LOADS # 1 = 1.490k at-2.50ft Moments Max. Span Moment Max. Mom. Location Min. Span Moment Min. Mom. Location Max @ Left Support Max @ Right Support MAXIMUM MOMENT m a = 0.49 k -ft 5.74 ft -4.72 k -ft = 0.00 ft -4.72 k -ft 0.00 k -ft 4.72 k -ft 1111111111110.3111 111111111flJ11111 I III I 11111111111110.31 (:Inertia E:Elastic Modulus End Fixity Date: 11120103 Page: d MEMBER DATA 738.000 in4 All distances for load locations refer 1800000 psi - to left support. Neg ('-') distances Pin/Pin means load is on left cantilever TRAPEZOIDAL LOADS SUMMARY Shears Left Support = Right Support = Reactions APPLIED MOMENTS Deflections — 2.28 k Max. @ Span = 0.007 in at 2.00 ft 0.56 k Left Cant = -0.032 in at-2.50,ft Left Support 4.10 k Right Support 0.56 k Query Values Between Supports @ X = 0.00 ft, M = -4.72 k -ft, V = 1.817 k, Dell. = 0.000 in At Left Cantilever @ X = 0.00 ft, M = 0.00 k -ft, V = 0.000 k, Defl. = 0.000 in 1 2.50 1 7.50 l V4.413 (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567 KNAPP & TANG STRUCTURAL ENGINEERS INC 1408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 Date:11120103 SINGLE SPAN BEAM ANALYSIS WADE RESIDENCE_..-.._.__.-... RB -8 SPAN DATA MEMBER DATA Center Span = 15.00 ft I:Inertia = 738.000 in4 All distances for load locations refer Left Cantilever = 0.00 ft E:Elastic Modulus = 1800000 psi to left support. Neg ('-') distances Right Cantilever = 0.00 ft End Fixity Pin/Pin means load is on left cantilever UNIFORM LOADS TRAPEZOIDAL LOADS Center Span #1 = 0.03 klft it 1: O.000klft @ Left, 0.205k/ft @ Right, Start @ 2.50ft 15.00ft - - Center Span #2. = 0:14 klft .> CONCENTRATED LOADS. APPLIED MOMENTS ff 1 = 2.760k at 2.50ft SUMMARY Moments . Shears Deflections Max. Span Moment = 10.86 k -ft Left Support 3.96 k Max. @ Span = -0.342 in at ' 7.23 ft Max. Mom. Location = 6.24 ft Right Support 2.69 k Min. Span Moment -0.00 k -ft Reactions Min. Mom. Location = 15.00 ft Left Support = 3.96 k b Max @Left Support 0.00 k•ft Right Support 2.69 k Max @ Right Support = 0.00 k -ft Query Values MAXIMUM MOMENT = 10.86 k -ft Between Supports . @ X = 0.00 ft, M = 0.00 k -ft, V = 3.961 k, Defl. = 0.000 in r , N 0.00 0.20 Page: /q V4.4B (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567 KNAPP & TANG STRUCTURAL ENGINEERS INC 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 SINGLE SPAN BEAM ANALYSIS WADE RESIDENCE RB -10 SPAN DATA Center Span = 14.00 ft (:Inertia Left Cantilever = 0.00 ft E:Elastic Modulus Right Cantilever = 0.00 ft End Fixity UNIFORM LOADS Center Span #1 = 0.14 klft # 1: #2: CONCENTRATED LOADS - # 1 = 2.760k at 2.50ft Date: 11121103 MEMBER DATA = 738.000 in4 All distances for load locations refer 1800000 psi to left support. Neg ('-') distances Pin/Pin means load is on left cantilever TRAPEZOIDAL LOADS 0.000kIft @ Left, 0.2O5kift @ Right, Start @ 2.50ft -> 11.50ft O.2O5kIft @ Left, 0.2O5kIft @ Right, Start @ 11.50ft -> 14.00ft APPLIED MOMENTS - SUMMARY Moments Shears Deflections - Max. Span Moment 9.70 k -ft Left Support 3.68 k Max. @ Span = -0.266 in at 6.75 ft Max. Mom. Location = 5.63 ft Right Support 2.53 k Min. Span Moment = -0.00 k -ft Reactions Min. Mom. Location 14.00 ft Left Support = 3.68 k s Max @ Left Support = 0.00 k -ft Right Support = 2.53 k Max @ Right Support = 0.00 k -ft Query Values MAXIMUM MOMENT = 9.70 k -ft Between Supports @ X = 0.00 ft, M = 0.00 k -ft, V = 3.683 k, Defl. = 0.000 in 0.14 4:�;' z '3- �- i 5e /�' 14.00 Page:2a V4.46 (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw06O1567 KNAPP & TANG STRUCTURAL ENGINEERS INC ' 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 Date: 11121103 SINGLE SPAN BEAWANALYSIS y WADE RESIDENCE __._.... _..... RB -10 SPAN DATA Shears Deflections — MEMBER DATA Center Span 19.50 ft (:Inertia 5904.000 in4 All distances for load locations refer Left Cantilever 7.50 ft E:Elastic Modulus 1800000 psi to left support. Neg ('-') distances Right Cantilever = 0.00 ft End Fixity Pin/Pin means load is on left cantilever UNIFORM LOADS = 16.63 k TRAPEZOIDAL LOADS Center Span 111 = 0.45 klft = 0.00 k -ft Center Span #2 = 0.03 klft t. Left Cant a1 = 0.45 klft @ X = 0.00 ft, M = -54.93 k=ft, V = 7.507 k, Defl. = 0.000 in Left Cant #2 = 0.03 klft @ X'= 0.00 ft, M = , 0.00 k -ft, V = 0.000 k, Defl. = 0.000 in CONCENTRATED LOADS 'APPLIED MOMENTS # 1 = 5.520k at-7.50ft SUMMARY Moments Max. Span Moment Max. Mom. Location Min. Span Moment Min. Mom. Location Max @ Left Support Max @ Right Support MAXIMUM MOMENT N N N 0.48 0.48 Shears Deflections — = 3.65 k -ft Left Support = 9.10 k Max. @ Span = 0.082 in at 5.83 ft = 15.61 ft Right Support = 1.87 k Left Cant = -0.412 in at-7.50,ft _ -54.93 k -ft Reactions 0.00 ft Left Support = 16.63 k _-54.93.k-ft Right Support = 1.87 k = 0.00 k -ft Query Values = 54.93 k -ft Between Supports @ X = 0.00 ft, M = -54.93 k=ft, V = 7.507 k, Defl. = 0.000 in At Left Cantilever @ X'= 0.00 ft, M = , 0.00 k -ft, V = 0.000 k, Defl. = 0.000 in 0.48 0.48 V4.413 (c) 1983.95 ENERCALC. Page: a/ Knapp Architectural Engineers, Inc, Kw0601567 l7.50 1 19.50 l V4.413 (c) 1983.95 ENERCALC. Page: a/ Knapp Architectural Engineers, Inc, Kw0601567 KNAPP & TANG STRUCTURAL ENGINEERS INC 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 Date: 11121103 Page: 2-2 SINGLE SPAN BEAM ANALYSIS WADE RESIDENCE RB -18 SPAN DATA 0.32 MEMBER DATA Center Span = 32.50 ft (:inertia 5904.000 in4 All distances for load locations refer Left Cantilever = 0.00 ft E:Elastic Modulus = 1800000 psi to left support. Neg ('-') distances Right Cantilever = 0.00 ft Eod Fixity Pin/Pin means load is on left cantilever UNIFORM LOADS TRAPEZOIDAL LOADS Center Span #1 = 0.03 klft # 1: 0.000kIft @ Left, 0.328k/ft @ Right, Start @ 0.00ft -> 8.50ft li 2: 0.328kift @ Left, 0.328k/ft @ Right, Start @ 8.50ft - > 32.50ft CONCENTRATED LOADS APPLIED MOMENTS SUMMARY Moments Max. Span Moment Max. Mom. Location Min. Span Moment Min. Mom. Location Max @ Left Support Max @ Right Support MAXIMUM MOMENT Shears Deflections 45.31 k -ft Left Support 4.55 k Max. @ Span - -0.804 in at 16.38 ft 16.57 ft Right Support = 5.70 k -0.00 k -ft Reactions 32.50 ft Leet Support 4.55 k 0.00 k -ft Right Support = 5.70 k 0.00 k -ft Query Values = 45.31 k -ft Between Supports @ X = 0.00 ft, M = 0.00 k -ft, V 4.545 k, Defl. = 0.000 in 0.32 0.000.32 0.32 0.03 (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567 KNAPP & TANG STRUCTURAL ENGINEERS INC • 1 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 s TEL: (909) 889-0115 , FAX: (909) 889-0455 Oate:.11121103 SINGLE SPAN BEAM ANALYSIS - WADE RESIDENCE.__._._.,.._.. RB -19 Page:2.3 SPAN DATA MEMBER DATA Center Span = 40.50 ft (:Inertia = - 19930.000 in4 All distances for load locations refer Left Cantilever = 0:00 ft E:Elastic Modulus = 1800000 psi to left support. Neg I' '1 distances Right Cantilever' = 0.00 ft End Fixity Pin/Pin means load is on left cantilever UNIFORM LOADS i- TRAPEZOIDAL LOADS Center Span #1 = 0.03 klft # 1: 0.533kift @ Left, 0.533k/ft @ Right, Start @ 0.00ft -> 30.50ft # 2: 0.308k1ft @ Left, 0.308k/ft @ Right, Start @ 30.50ft -> 40.50ft CONCENTRATED LOADS APPLIED MOMENTS # 1 = 7.530k at 30.50ft SUMMARY Moments Shears Deflections Max. Span Moment = 149.68 k -ft Left Support = 12.98 k Max. @ Span = -1.239 in at 20.82 ft Max. Mom. Location = 23.08 ft Right Support 15.10 k Min. Span Moment 0.00 k -ft Reactions Min. Mom. Location 0.00 ft Left Support = 12.98 k s Max @ Left Support 0.00 k -ft Right Support = 15.10 k Max @ Right Support = 0.00 k=ft Query Values MAXIMUM MOMENT = 149.68 k -ft Between Supports @ X = 0.00 ft, M = 0.00 k -ft, V = 12.982 k, Defl. = 0.000 in M Ln r 0.30®0.30 • 11111111111111111110.031111111111111111111111111111111111111111111111111111111 a Ile V4.4B Icl 1983-95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567' KNAPP & TANG STRUCTURAL ENGINEERS INC , 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 Date: 11121103 Page: SINGLE SPAN BEAM ANALYSIS WADE RESIDENCE RB -20 SPAN DATA MEMBER DATA Center Span = 23.00 ft I:Inertia = 8406.000 in4 All distances for load locations refer Left Cantilever = 0.00 ft E:Elastic Modulus = 1800000 psi to left support. Neg ('-') distances Right Cantilever 0.00 ft End Fixity PinlPin means load is on left cantilever UNIFORM LOADS TRAPEZOIDAL LOADS Center Span #1 0.03 klft 1: 0.246k/ft @ Left, 0-246k/ft @ Right, Start @ 0.00ft -> 23.00ft CONCENTRATED LOADS APPLIED MOMENTS b 1 = 12.980k at 11.00ft SUMMARY Moments Shears Deflections — Max. Span Moment 92.67 k -ft Left Support = 9.95 k Max. @ Span = -0.490 in at 11.36 ft Max. Mom. Location = 10.99 ft Right Support = 9.38 k Min. Span Moment 0.00 k -ft Reactions Min. Mom. Location = 0.00 ft Left Support = 9.95 k Max @ Left Support = 0.00 k -ft Right Support = 9.38 k Max @ Right Support = 0.00 k -ft Query Values MAXIMUM MOMENT = 92.67 k -ft Between Supports @ X = 0.00 ft, M = 0.00 k -ft, V = 9.946 k, Defl. = 0.000 in m m N 0.2411111111111 0.24 /3 a7 23.00 1 V4.4B (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567 KNAPP & TANG STRUCTURAL ENGINEERS INC 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: -(909) 889-0115 FAX: (909) 889-0455 SINGLE SPAN BEAM ANALYSIS WADE RESIDENCE- .......... SPAN DATA MEMBER DATA Center Span 22.00 ft Idnertia 2491.000 in4 All distances for load locations refer Left Cantilever = 0.00 ft E:Elastic Modulus 1800000 psi to left support. Neg ('-') distances Right Cantilever = 0.00 ft End Fixity PinlPin means load is on left cantilever UNIFORM LOADS TRAPEZOIDAL LOADS Center Span #1 0.03 klft N 1: 0.144k/ft @ Left, 0.144k/ft @ Right, Start @'0.00ft > 22.00ft CONCENTRATED LOADS APPLIED MOMENTS # lc= 1.080k at 7.00ft # 2 = 1.080k at 14.00ft SUMMARY Moments Shears Deflections Max. Span Moment = 18.63 k -ft Left Support 3.04 k Max. '@ Span = -0.364 in at 11.00 ft Max. Mom. Location 11.26 ft, Right Support = • 2.94 k Min. Span Moment 0.00 k -ft Reactions Min. Mom. Location = 0.00 ft Left Support = 3.04 k s Max @ Left Support 0.00 k -ft Right Support 2.94 k Max @ Right Support 0.00 k -ft Query Values MAXIMUM MOMENT = 18.63 k -ft • Between Supports @ X = 0.00 ft, M - 0.00 k4t, V = 3.043 k, Defl. = 0.000 in ao ao o �o 0.14 0.14 0.03 22.00 1 - V4.4U IC► 1t1?JJ-yG tNtK1;ALI: Knapp Architectural Engineers, Inc, Kw0601567 KNAPP & TANG STRUCTURAL ENGINEERS INC 408 SOUTH STODDARD AVE. SAN BERNARDINO,:CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 Date: 11121103 SINGLE SPAN BEAM ANALYSIS WADE RESIDENCE ... . RB -23 SPAN DATA MEMBER DATA ' 1 Center Span = 27.00 ft I:Inertia 5904.000 in4 All distances for load locations refer Left Cantilever 0.00 ft E:Elastic Modulus 1800000 psi to left support. Neg ('-') distances Right Cantilever = 0.00 ft End Fixity Pin/Pin means load is on left cantilever UNIFORM LOADS TRAPEZOIDAL LOADS Center Span N1 0.03 klft # 1: 0.298k/ft @ Left, 0.298klft @ Right, Start @ 0.00ft -> 27.00ft # 2: 0.451kift @ Left, 0.287kift @ Right, Start @ 2.00ft -> 27.00ft CONCENTRATED LOADS APPLIED MOMENTS N 1 = 3.04Ok at 2.00ft SUMMARY Moments Shears Deflections - Max. Span Moment = 66.80 k -ft Left Support = 11.83 k Max. @ Span = -0.830 in at 13.34 It Max. Mom. Location 12.96 ft Right Support = 9.29 k Min. Span Moment = 0.00 k -ft Reactions Min. Mom. Location 0.00 ft Left Support = 11.83 k i Max @ Left Support 0.00 k -ft Right Support = 9.29 k Max @ Right Support = 0.00 k -ft Query Values MAXIMUM MOMENT = 66.80 k -ft Between Supports @ X = 0.00 ft, M = - 0.00 k -ft, V = 11.830 k, Oefl. = 0.000 in a • o m 0.45 0.28 0.29 0.29 I 27.00 f . V4.4B (c) 1983.95 ENERCALC Page: 96 Knapp Architectural Engineers, Inc, Kw0601567 KNAPP & TANG STRUCTURAL ENGINEERS INC 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 Date: 11121103 Page: 27 SINGLE SPAN BEAM ANALYSIS WADE RESIDENCE RB -24 SPAN DATA MEMBER DATA Center Span 27.50 ft (:Inertia = 11530.000 in4 All distances for load locations refer Left Cantilever 0.00 ft E:Elastic Modulus = 1800000 psi to left support. Neg ('-') distances Right Cantilever 0.00 ft End Fixity Pin/Pin means load is on left cantilever UNIFORM LOADS TRAPEZOIDAL LOADS Center Span #1 = 0.03 klft # 1: 0.308kIft @ Left, 0.308kift @ Right, Start @ 0.00ft -> 27.50ft CONCENTRATED LOADS APPLIED MOMENTS N 1 = 9.290k at 14.00ft SUMMARY Moments Shears Deflections — Max. Span Moment 95.67 k -ft 1 -aft Support = 9.21 k Max. @ Span = -0.545 in at 13.80 ft Max. Mom. Location = 14.02 ft Right Support = 9.38 k Min. Span Moment -0.00 k -ft Reactions Min. Mom. Location 27.50 ft Left Support 9.21 k Max @ Left Support = 0.00 k -ft Right Support 9.38 k Max @ Right Support 0.00 k -ft Query Values MAXIMUM MOMENT 95.67 k -ft Between Supports @X = 0.00 ft, M = 0.00 k -ft, V = 9.208 k, Dell. - 0.000 in 0 N Ot 0.30 0.30 0.03 ! 27.50 1 V4.413 (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567 KNAPP & TANG STRUCTURAL ENGINEERS INC T . ,408 SOUTH STODDARD AVE. Deflections SAN BERNARDINO, CA 92401 = 0.00 k -ft Left Support . -i TEL: (909) 889-0115 Max. @ Span = 0.034 in at 2.48 ft Max. Mom. Location FAX: (909) 889-04'5.5: ;. t. f Right Support 5.27 k Left Cant = 0.203 in at 4.00 ft' Min. Span Moment Date: 11121103 SINGLE SPAN BEAM ANALYSIS 0.03 Min. Mom. Location y. i. WADE RESIDENCE ..._.,- e Max @ Left Support RB -24 Right Support -5.27 k SPAN DATA Max @ Right Support MEMBER DATA Center Span 6.00 ft (:Inertia = 2491.000 in4 All distances for load locations refer Left Cantilever 4.00 ft E:Elastic Modulus 1800000 psi to left support. Neg ('-') distances Right Cantilever' = 0.00 ft End Fixity PinlPin means load is on left cantilever . UNIFORM LOADS At Left Cantilever @ X = TRAPEZOIDAL LOADS Center Span #1 = 0.03 klft # 1: 0.451kIft @ Left, 0.533k/ft @ Right, Start @-4.00ft -> 6.00ft Left Cant #1 = 0.03 klft CONCENTRATED LOADS APPLIED MOMENTS # 1 = 9.380k at-4.00ft SUMMARY" Page: 2$ . Moments Shears Deflections Max. Span Moment = 0.00 k -ft Left Support . -i 11.36 k Max. @ Span = 0.034 in at 2.48 ft Max. Mom. Location = 0.00 ft Right Support 5.27 k Left Cant = 0.203 in at 4.00 ft' Min. Span Moment = -41.46 k -ft Reactions 0.03 Min. Mom. Location 0.00 ft Left Support 19.87 k e Max @ Left Support = -41.46 k -ft Right Support -5.27 k Max @ Right Support 0.00 k -ft Query Values MAXIMUM MOMENT 41.46 k -ft Between Supporits @ X = 0.00 ft, M = .-41.46 k4t, V-= 8.500 k, Defl. = 0.000 in At Left Cantilever @ X = 0.00 ft, M =' 0.00 Wt, V = 0.000 k, Defl. = 0.000 in ro rn T , 0.45 0.53 0.03 0.03 V4.46 (c) 1983.95 ENERCALC Y C�03. 6 :C 8 Knapp Architectural Engineers, Inc, Kw0601567 T Knapp Architectural Engineers, Inc, Kw0601567 KNAPP & TANG STRUCTURAL ENGINEERS INC 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 SINGLE SPAN BEAM ANALYSIS WADE RESIDENCE RB -27 SPAN DATA - Center Span = Left Cantilever = Right Cantilever = UNIFORM LOADS Center Span #1 = 21.00 ft (:Inertia 0.00 ft E:Elastic Modulus 0.00 ft End Fixity 0.02 klft # 1: #2: #3: CONCENTRATED LOADS # 1 = 5.520k at 2.00ft # 2 = 5.520k at 11.00ft Moments Max. Span Moment = 49.01 k -ft Max. Mom. Location - 11.00 ft Min. Span Moment -0.00 k -ft Min. Mom. Location = 21.00 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft MAXIMUM MOMENT = 49.01 k -ft Date: 11124103 MEMBER DATA = 118.000 in4 All distances for load locations refer 29000000 psi to left support. Neg ('-') distances PinlPin means load is on left cantilever TRAPEZOIDAL LOADS 0.082kift @ Left, 0.082kIft @ Right, Start @ 0.00ft -> 2.00ft 0.082kIft @ Left, 0.082k1ft @ Right, Start @ 11.00ft -> 21.00ft 0.410k1ft @ Left, 0.410k1ft @ Right, Start @ 2.00ft -> 11.00ft - APPLIED MOMENTS SUMMARY Shears Deflections Left Support 10.75 k Max. @ Span = -1.038 in at 10.25 ft Right Support 5.42 k Reactions Left Support = 10.75 k Right Support 5.42 k Query Values Between Supports @ X - 0.00 ft, M = 0.00 k -ft, V = 10.753 k, Oefl. = 0.000 in N N N V7 N Vj 0.41 0.41 0.0811111 MMI0.08 0.08®0.08 EEMEOMMITM5.5 ( 21.00 1 V4.413 (c) 1983.95 ENERCALC W !d )(22 Page: Knapp Architectural Engineers, Inc, Kw0601567 KNAPP & TANG STRUCTURAL ENGINEERS INC 408 SOUTH STODDARD AVE. - SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 Date: 11124103 SINGLE SPAN BEAM ANALYSIS WADE RESIDENCE RB -30 SPAN DATA MEMBER DATA Center Span = 20.00 ft I:Inertia = 118.000 in4 All distances for load locations refer. - Left Cantilever = 0.00 ft E:Elastic Modulus 29000000 psi. to left support. Neg ('-') distances Right Cantilever = 0.00 ft End Fixity PinlPin means load is on left cantilever UNIFORM LOADS ' . TRAPEZOIDAL LOADS Center Span #1 = 0.02 klft # 1: 0.082k/ft @ Left, 0.082kIft,@ Right, Start @ 0.00ft -> 15.00ft # 2: 0.615k/ft @ Left, 0.615kift @ Right, Start @ 15.00ft -> 20.00ft CONCENTRATED LOADS APPLIED MOMENTS # 1 = 9.240k at 15.00ft SUMMARY Moments ' Shears Deflections Max. Span Moment = 43.55 k -ft Left Support 3.68 k Max. @ Span = -0.733 in at 1 1.04ft Max. Mom. Location = 15.00 ft Right Support 10.30 k Min. Span Moment 0.00 k -ft Reactions -. Min. Mom. Location = 0.00 ft Left Support , '' = 3.68 k b Max @ Left Support = 0.00 k -ft Right Support 10.30 k Max @ Right Support = 0.00 k -ft Query Values MAXIMUM MOMENT = 43.55 k'ft Between Supports @ X = 0.00 ft, M = 0.00 k -ft, V = 3.683 k, Defl. _. 0.000 in # N a, 0.61®0.61 0.02 22 I 20.00 a V4.46 (c) 1983-95 ENERCALC Page: 3d Knapp Architectural Engineers, Inc, Kw0601567 KNAPP & TANG STRUCTURAL ENGINEERS INC 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 SINGLE SPAN BEAM ANALYSIS WADE RESIDENCE RB -34 SPAN DATA Center Span = 21.00 ft LInertia Left Cantilever = 0.00 ft E:Elastic Modulus Right Cantilever = 0.00 ft End Fixity UNIFORM LOADS Center Span #1 = 0.02 klft rr 1: #2: CONCENTRATED LOADS # 1 = 6.649k at 6.O0ft Date: 11124103 MEMBER DATA 118.000 in4 All distances for load locations refer 29000000 psi to left support. Neg ('-') distances Pin/Pin means load is on left cantilever TRAPEZOIDAL LOADS 0.451kIft @ Left, 0.451kIft @ Right, Start @ 0.00ft -> 6.00ft 0.082k/ft @ Left, 0.082k/ft @ Right, Start @ 6.00ft -> 21.00ft APPLIED MOMENTS SUMMARY Moments Shears Deflections Max. Span Moment = 37.91 k -ft Left Support 7.74 k Max. @ Span = -0.722 in at 9.58 ft Max. Mom. Location = 6.01 ft Right Support 3.31 k Min. Span Moment = 0.00 k -ft Reactions Min. Mom. Location = 0.00 ft Left Support 7.74 k Max @ Left Support = 0.00 k -ft Right Support 3.31 k Max @ Right Support 0.00 k -ft Query Values MAXIMUM MOMENT = 37.91 k -ft Between Supports @ X = 0.00 ft, M = 0.00 k -ft, V = 7.739 k, Defl. = 0.000 in l21.00 1 W /OAC 22 Page: 3 / V4.413 (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567 RISA -2D (R) Version 3.03 Job Page 32 Date WADE RESIDENCE RB -35 Units Option US Standard AISC Code Checks 9th Edition ASD Shear Deformation: No P -Delta Effects No (3� Redesign No Edge Forces No 4- 4 A.S.I.F. 1.333-61 /aaC22 ----------------------------------------------- Node BoundaryConditions -No- X-Coord Y-Coord X-dof Y-dof Rotation Temp. ------- (ft) -------- (ft) ----- (in, K/in) ---- (in, K/in) --- (r, K-ft/r) ----- (F) - 1 0.-00 0.00 1 1 1 0.00 2 0.00 13.00 0.00 3 -5.00 13.00 0.00 --------------- Material Elastic. Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) --------------- (Ksi)----------------------- (F)---. ----- (K/ft3)------ (Ksi)---- STEEL 29000.00 0.30000 0.65000 0.490 36.000 -------------------------------- -------------- Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef -------------------------------------- (inA2)--------- (in�4)----------------- BM W10X22 STEEL 6.49 118. 000 1 . 20' COL TU6X6X8 STEEL 10.40 50.500 1.20 ----------------------------- I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length -------------------------------------- 1 1 - 2 COL 13.00 2 2 - 3 BM 5.00 ------------------------ ___ I J Unbraced Lengths g K Factors Bending Coefs __..,.. No Node Node Lb -in Lb -out Lc In Out Cm Cb -------------------- ( 1 t) ----- ( f t) ----- ( f t ) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- 1 1 - 2 2 2 _ 3 RISA -2D (R) Version 3.03 Job Page_ 33 Date WADE RESIDENCE RB -35 --------------------------------------------7--------- BLC Basic Load Case Load Totals No. Description Nodal Point Dist. ------------------------------------------------- 1 D+L 1 Nodal Loads, BLC 1: D+L ------------------------------------------ Node Number Global X Global Y Moment ------------------------(K)------------------(K)------------------(K,-ft)---- 3 0.000 -1.255 0.000 — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — b - - — — — — — — — — — — Load Combination Self Wt BLC BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V ------------------------------------------- 1 D+L Y -1 1 1 Dynamic Analysis Data Number of modes (frequencies) 3 Basic Load Case for masses None BLC mass direction of action X only Acceleration of Gravity 32.20 ft/sec**2 Load Combination is 1 D+L Nodal Displacements ---------------------------------------------- Node Global X Global Y Rotation ---------------------(in)-----------------(in)---------------- (rad)--------- 1 0.00000 0.00000 0.00000 2 -0.65316 -0.00083 0.00837 3 -0.65316 -0.53054 0.00905 Load Combination is 1 D+L Member End Forces ---------------------------------- Nodes=________= I-EndJ-End ------------- No I J Axial Shear Moment Axial Shear Moment ---------------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 1- 2 1.83 -0.00 -6.55 -1.37 0.00 6.55 2 2- 3 0.00 -1.37 -6.55 0.00 1.25 -0.00 RISA -2D (R) Version 3.03 WADE RESIDENCE RB -35 ------------------ Job Page 3 Date Load Combination is 1 D+L AISC Code Checks ------------------------------------------------------------------------- Nodes Member Quarter Points No I J Maximum 0 --------------------------------------------------------------- 1/4 1/2 1 3/4 L Shear 1 1- 2 0.2073 0.2073 0.2066 0.2059 0.2053 0.2046 0.0000 2 2- 3 0.1426 0.1426 0.1058 '0.0698 0...0345 0.0000 0.0388 s AN\ cft WADE - ---------------- -- m KIVAP P gc TAPl.G STRUCTURAL ENGINEERS, INC, 408 SOUTH S:TODDARD AVENUE V/AD RE -510 EX/GE h SAN BERNARDINO', CA. 9:240.1 1.. TELT. (909) 889-0.115 ` FAX (909 889-0455 —MAIL (KNAPPAE®AOL_COM) s w BY: DATE: SHT. OF G ' 'ya Alvl G��L-Ja�c�oxidx.g. i 3a -x X, J -A 16 k\143 7.31 3 KNAP P <8c �AIV:G STRUCTURAL ENGINEERS, INC, 04- 40.8 SOUTH S:TO.D:DARD AVENUE - SAN BERNARDINO, CA. 9.2401 ;`. TELE. (909 889-0-11 5 FX (9093 _ E-MAIL (KNAPPAE® OLOCOM) WAPa ,'E- 5/P -E-A /c=- S# V 32 x 14 3 LS' i1 -x 64 X' 143...=�3y3 fyo4� �= 919' ��/� c syr -s, iii) A,0144 4�6 _ 01`6 Alo No 4�0 .� mall V%- �3a 7' i° LY: , SHT. 3% OF STRUCTURAL ENGINEERS, INC, 408 SOUTH STOCIDARD AVENUE SAN BERNARDINO, CA. 92401 TELE. (9:09-) 889-0115. 889-C4.55 -MAIL (KNAPPAE(ZAOLCOM) 761-) 2 -, Iq / q-1 's.-'herw I�`all 61-7 14 WA 01 =_ , eE- 51, 0 -Exl c =- 5AI x? �a#J_W7 sem Te4 'V== 3d )(�/>(, 1-Y /43 = /Jyc x 1<)le7 7/6) BY: DATE: !� A SHT,�l 0 OF KNAP P 8c STRUCTURAL ENGINEERS, INC, 40.8 SOUTH S.TOODARD AVENUE SAN BERNARDINO, CA. 9.2401 TELE. (909 859-0115 FAX (9-093 889-0455 ( ) Nlme�lf �ii� 6Q BY: - DATE: SHT. 97 DF _ ��- v. / RISA -2D (R) Version 3.03 Job Page jZ- Date WADE RESIDENCE MOMENT FRAME a@ Units Option : US Standard AISC Code Checks : 9th Edition ASD Shear Deformation: No P -Delta Effects No Redesign : No Edge Forces : No A.S.I.F. : 1.333 ---------------------------------------------------------------------------- Node Boundary Conditions No X-Coord Y-Coord X-dof . Y-dof Rotation Temp. ----------- (ft) -------- (ft) ----- (in,K/in)----(in,K/in)--- (r,K-ft/r)----- (F)- 1 0.00 0.00 R R R 0.00 2 21.50 0.00 R R R 0.00 3 0.00 11.00 0.00 4 21.50 11.00 0.00 ------------------------------------------------------------------------- Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density I (Fy) --------------- (Ksi)----------------------- (F) -------- (K/ft3)------ (Ksi)---- STEEL 29000.00 0.30000 0.65000 0.490 .36.000 ------------------------------------------------------------------------ Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef --------------------- ----------------- (in^2)--------- (in�4)------ ---- COL PI6X.5 STEEL 8.64 32.938 1.20 BM W14X34 STEEL 10.00 340.000 1.20 ---------------------------------------------------------------------------- I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length ----------------------------------------------(in)----(in)------(ft) 1 1- 3 COL 11.00 2 2 - 4. COL 11.00 3 3 - 4 BM 21.50 ----------,------------------------------------------------------------------ I J Unbraced Lengths K Factors Bending Coefs . No Node Node Lb -in Lb -out Lc In Out Cm Cb -------------------- (ft) ----- ( f t) ----- ( f t ) ----------------------------------- 3 ----------------------•---------- 3 ti RISA -2D (R) Version 3.03 Job Page �( Date WADE RESIDENCE MOMENT FRAME aO ------------- ------------------------------------------------------------------- I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb --------------------(ft)-----(ft)-----(ft)-------------- -------------------- 2 2 - 4 3 3 - 4 2.00 2.00 2.00' --------------------------------------------------------------------- BLC Basic Load Case Load Totals No. Description Nodal Point Dist. ---------------------------------------------------------------- 1 D+L+S 1 3 Nodal Loads, BLC 1: D+L+S ------------------------------------------------------------- Node Number Global X Global Y Moment ------------------------(K)------------------(K)------------------(K-ft)---- 3 1.882 0.000 0.000 Member Distributed Loads,3LC 1: D+L+S Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location ---------------------(K/ft,F)-----(K/ft,F)---------(ft)---------(ft)---- 3 3 - 4 Y -0.103 -0.103 0.000 21.500 3 3 - 4 Y 0.000 -0.226 0.000 10.750 3 3 - 4 Y -0.226 0.000 10.750 21.500 Load -----------------.------------------------------------------- Combination Self Wt BLC BLC BLC BLC BLC W E No. Description Dir Fac Fac ---------------------------------------------------------- Fac Fac Fac Fac DYNA S V 1 D+L+S Y -1 1 1 Dynamic Analysis Data Number of modes (frequencies) 3 Basic Load Case for masses None BLC mass direction of action X only Acceleration of Gravity 32.20 ft/sec**2 Load Combination is 1 D+L+S Nodal Displacements ----------------------------------------------------------------------- Node Global X Global Y Rotation ---------------------(in)-----------------(in)----------------(rad)--------- 1 0.00000 -0.00000 -0.00000 r RISA -2D (R) Version 3.03 Job Page 4 -7 - Date WADE RESIDENCE MOMENT. -FRAME. -&.1 - Node . Global:X Global Y Rotation ------------------ .----(in) ----------------- (in) ---------------- (rad)--------- 2 0.00000 -0.00000 -0.00000 3 0.20686 _0.00126 -0.00149 4 0.20567 -0.00175 0.00096 Load Combination is 1 D+L+S Reactions ---------------------------------------------------------------------------- Node Global X Global Y Moment ----------------------(K)------------------(K)---------------(K-ft)--------- 1 -0.54185 2.54457 3.87685 2 -1.34015 3.47779. 6.79304 Totals -1.88200 6.02235 10.66989 Load Combination is 1 D+L+S Member End Forces ---------------------------- Nodes, _________= ----------------------------------------------- I -End =_________ _________= J-End No I J Axial Shear Moment Axial Shear Moment --------------- (K) --- - ---- (K) ------ (K -ft) ------- (.K) -------- (K) ------ (K -ft) -- 1 1- 3 2.54 0.54 3.88 -2.22 -0.54 2.08 2 2- 4 3.48 1.34 6.79 -3.15 -1.34 7.95 3 3- 4 1.34. 2.22 -2.08 -1.34 3.15 -7.95 Load Combination is 1 D+L+S AISC Code Checks ---------------------------------------------- Nodes ------------------------------ Member Quarter Points No I J ---------------------------------------------------------------------------- Maximum 0 1/4 1/2 3/4 L Shear 1 1- 3 0.1960 0.1960 0.1269 0.0578 0.0433 0.1113 0.0044 2 2- 4 0.3875 0.3.366 0.1665 0.0496 0.2186 0..3875 0.0108 3 3- 4 0.1486 0.0281 0.1258 0.1486 0.0737 0.0890 0.0550 RISA -2D (R) Version 3.03 Job Page_ 43 Date WADE RESIDENCE MOMENT FRAME Units Option US Standard AISC Code Checks 9th Edition ASD Shear Deformation: No P -Delta Effects No Redesign No Edge Forces No A.S.I.F. 1.333 --------------------------------- Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. ----------- (ft) -------- (f=) ----- (in,K/in)---- (in,K/in)---(r,K-ft/r)----- (F)- 1 0.00 0.00 R R R 0.00 2 21.50 0.00 R R R 0.00 3 0.00 11.00 0.00 4 21.50 11.00 0.00 ------------------------------------- Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) --------------- (Ksi)----------------------- (F) -------- (K/ft3)------ (Ksi)---- STEEL 29000.00 0.30000 0.65000 0.490 36.000 ------------------------------ Section Database Matl. Area Moment of As Label Shape Set Inertia Coef -------------------------------------- (in A2) --------- (in�4)----------------- COL' PI6X.5 STEEL 8.64 32.938 1.20 BM W14X34 STEEL 10.00 340.000 1.20 ------------------------------- I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length ------------------------------------------------------(in)----(in)------(ft) 1 1 - 3 COL 11.00 2 2 - 4 COL 11.00 3 3 - 4 BM 21.50 -------------------------------------------- I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb -----------------(ft)-----(ft)-----(ft)---------------------------------- 1 1 - 3 RISA -2D (R) Version 3.03 r Job Page Date WADE RESIDENCE MOMENT FRAME---------------- ---------------------------------------------------------=-- -- I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb- ----(---------------- ft)-----(ft)-----(ft)----------------------- ------------ 2 2 4 3 3 - 4 2.00 2.00 2.00 --------------------------------------------------=------ BLC Basic Load. Case Load Totals No. Description Nodal Point Dist. ------------------------------------------------------ 1 D+L+S 1 3 Nodal Loads, BLC 1: D+L+S ---------------------------------- Node Number Global X Global Y Moment ------------------------(K)------------------(K)-------------------(K-ft)---- 3 5.270 0.000 1 1 0.000 Member Distributed Loads,BLC 1: D+L+S Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location --------------- --'- ------- (K/ft', F) ----- (K/ft, F) --------- (ft) --------- (ft) ---- 3 3 - 4 Y -0".103 -0.103 0.000 21.500 3 3 - 4 Y 0.000 -0.226 0.000 10.750 3 3 - 4 Y -0.226 0.000 10.750 21.500 Load Combination Self ---------------------------- Wt BLC BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V 1 D+L+S Y -1 ------------------------------- 1 1 Dynamic Analysis.Data Number of modes (frequencies) 3 Basic Load Case for masses None BLC mass direction of action X only Acceleration of Gravity 32.20 ft/sec**2 Load Combination is 1 D+L+S Nodal Displacements ----------------------------------------------------------------------------- Node Global X Global Y Rotation ---------------------(in)-----------------(in)----------------(rad)--------- 1 0.00000 -0.00000 -0.00000 RISA -2D (R) Version 3.03 Job Page_ Date WADE RESIDENCE MOMENT FRAME Oa _ C2 _ c;1 66N,l/. BNG Node Global X Global Y Rotation ---------------------(in)-----------------(in)----------------(rad)--------- ---------------------- 2 0.00000 -0.00000 -0.00000 3 0.57894 -0.00081 -0.00197 4 0.57624 -0.00219 0.00048 Load Combination is 1 D+L+S Reactions ------------------------------------------------------- Node Global X Global Y Moment ---------------------- (K) ------------------ (K) --------------- (K=ft)--------- 1 -2.23883 1.70457 13.49867 2 -3.03117 4.31778 16.37929 Totals -5.27000 6.02235 29.87796 Load Combination is 1 D+L+S Member End Forces Nodes =________= ---------------------------------- I -End =--------- -- = J -End =----------- No I J Axial Shear Moment Axial Shear Moment ---------------- (K) -------- (K) ------ (K -ft) ------- (K) -------- (K) ------ (K -ft) -- 1 1- 3 1.70 2.24 13.50 -1.38 -2.24 11.13 2 2- 4 4.32 3.03 16.38 -3.99 -3.03 16.96 3 3- 4 3.03 1.38 -11.13 -3.03 3.99 -16.96 Load Combination is 1 D+L+S AISC Code Checks Nodes ------------------------------------ Member Quarter Points No I J Maximum 0 ------------------------------------------------ 1/4 1/2 3/4 L Shear 1 1- 3 0.6328 0.6328 0.3490 0.0652 0.2388 0.5215 0.0180 2 2- 4 0.8081 0.7834 0.3994 0.0423 0.4252 0.8081 0.0244 3 3- 4 0.1907 0.1301 0.1810 0.1568 0.0351 0.1907 0.0696 1. 0 RISA -2D (R) Version 3.03 Job Page Date WADE RESIDENCE MOMENT FRAME b ------------ Units Option US Standard AISC Code Checks 9th Edition ASD. Shear Deformation: No P -Delta Effects No Redesign No Edge Forces No A.S.I.F. 1.333 -------------------------------------------------------- Node Boundary.Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. ----------- (ft) -------- (ft)-----(in,K/in)---- (in,K/in)--- (r,K-ft/r)----- (F)- 1 0.00 0.00 R R R 0.00 2 21.50 0.00 R R R 0.00 3 0.00 11.00 0.00 4 21.50 11.00 0.00 ------------------------------ -- Material Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) --------------- (Ksi)----------------------- (F) -------- (K/ft3)------ (Ksi)---- STEEL 29000.00 0.30000 0.65000 0.490 36.000 ----------------7---------- Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef ------------------------------------ ^ ^ COL PI6X.432 STEEL 7.56 29.461 1.20 BM W16X31 STEEL 9.12 375.000 1.20 --------------------------------------------------- I J I Releases J End Offsets -No-Node Node Section x y z x y z Sec Sway I J Length --------------------------------------------------(in)----(in)--.----(ft) 1 1 - 3 COL 11.00 2 2 - 4 COL 11.00 3 3 - 4 BM 21.50 ------------------------------------------------- I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb -------------------- (ft) ----- (.c ----- (ft) ---------------------------------- 1 1 - 3 RISA -2D (R) Version 3.03 WADE RESIDENCE MOMENT FRAME b Job Page ¢7 Date ----------------------------------------------------------- I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb --------------------(ft)-----(ft)-----(ft)---------------------------------- 2 2 - 4 3 3 - 4 2.00 2.00 2.00 ------------------------------------------------------- BLC Basic Load Case Load Totals No. Description Nodal Point Dist. --------------------------------------------------- 1 D+L+S 1 1 Nodal Loads, BLC 1: D+L+S ---------------------------------------------------- Node Number Global X Global Y Moment ------------------------ (_{)------------------ (K) ------------------ (K -ft) ---- 3 1.882 0.000 0.000 Member Distributed Loads,BLC 1: D+L+S Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location ------------------------- (K/ft,F)----- (K/ft,F)--------- (ft) --------- (ft) ---- 3 3 - 4 Y -0.226 -0.226 0.000 21.500 ------------------------------------------- Load Combination Self Wt BLC BLC BLC BLC BLC W E No. Description Dir Fac Fac Fac Fac Fac Fac DYNA S V ------------------------------------------------ 1 D+L+S Y -1 1 1 Dynamic Analysis Data Number of modes (frequencies) 3 Basic Load Case for masses None BLC mass direction of action X only Acceleration of Gravity 32.20 ft/sec**2 Load Combination is 1 D+L+S Nodal Displacements -------------------------------------------------- Node Global X Global Y Rotation ---------------------(in)-----------------(in)----------------(rad)--------- 1 0.00000 -0.00000 -0.00000 2 0.03000 -0.00000 -0.00000 3 0.22765 -0.00147 -0.00132 RISA -2D (R) Version 3.03 Job Page Date WADE RESIDENCE MOMENT FRAME b --------------------------------- Node Global X Global Y Rotation ---------------------(in)-----------------(in)----------------(rad)--------- 4 0.22643 -0.00203 0.00084 Load Combination is 1 D+L+S Reactions Node Global X Global Y Moment ----------------------(K)------------------(K)---------------(K-ft)--------- 1 -0.62603 2.57664 4.15591 2 -1.25597 3.51528 6.45570 Totals -1.88200 6.09192 10.61160 Load Combination is 1 D+L+S Member End Forces Nodes _________= ------------------------------------- I-EndJ-End No I J Axial Shear Moment Axial Shear Moment ---------------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 1- 3 '2 2.58 0.63 4.16 -2.29 -0.63 2.73 2- 4 3.52 1.26 6.46 -3.23 -1.26 7.36 3 3- 4 1.26 2.29 -2.73 -1.26 3.23 -7.36 Load Combination is 1 D+L+S AISC Code Checks Nodes ------- ------- ----------------- Member Quarter Points ______ No I J Maximum 0 1/4 1/2 3/4 -------------------- L Shear 1, 1- 3 0.2341 0.2341 ---------------------- 0.1450 0.0559 0.0706 0.1585 0.0058 2 2- 4 0.4041 0.3598 0.1816 0.0499 0.2270 0.4041 0.0115 3 3- 4 0.1408 0.0359 0.1280 ' 0.1408 0.0741 0.0854 0.0514 RISA -2D (R) Version 3.03 Job Page Date WADE RESIDENCE No Edge Forces No MOMENT FRAME b /2- =&1-2 7 -ITA "AlAl, Units Option AISC Code Checks : US Standard 9th Edition ASD Shear Deformation: No P -Delta Effects : No Redesign No Edge Forces No A.S.I.F. 1.333 Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. ----------- (ft) -------- (ft) ----- (in, K/in) ---- (in,K/in) --- (r, K-ft/r) ----- (F) - 1 0.00 0.00 R R R 0.00 2 21.50 0.00 R R R 0.00 3 0.00 11.00 0.00 4 21.50 11.00 0.00 Material Elastic ------------------------------------- Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) --------------- (Ksi)----------------------- (F) -------- (K/ft3)------ (Ksi)---- STEEL 29000.00 0.:0000 0.65000 0.490 36.000 Section Database ------------------------------------------- Matl. Area Moment of As Label Shape Set Inertia Coef --------------------- ^ COL PIGX.432 STEEL 7.56 29.461 1.20 BM W16X31 STEEL 9.12 375.000 1.20 I J ----------------------------------------- I Releases J End Offsets No -Node --------------------------------------------------(in)----(in)------(ft) Node Section x y z x y z Sec Sway I J Length 1 1 - 3 COL 2 2 - 4 COL 11.00 3 3 - 4 BM 11.00 21.5 0 I J Unbraced ------------------------------------------------ Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb --------------------(ft)-----(ft -----(ft)---------------------------------- 1 1 - 3 RISA -2D (R) Version 3.03 Job Page s5z� Date WADE RESIDENCE MOMENT FRAME b ------------------------------------------------------------- I . J Unbraced Lengths K Factors Bending Coefs No Node Node Lb -in Lb -out Lc In Out Cm Cb -------------------- (ft) ----- (ft) ----- (ft) ---=------------------------------ 2 2 - 4 3 3 - 4 2.00 2.00 2.00 --------------------------------------------------------- BLC Basic Load Case Load Totals No. Description Nodal Point Dist. ----------------------------------------------------------- 1 D+L+S 1 1 Nodal Loads, BLC 1: D+L+S y ------------------------------------------------------------ Node Number Global X Global Y Moment -------------------- - --(K) ---------- ------ (K) ---- --- --------------- 3 5.270 0.000 0.000 Member Distributed Loads,BLC 1: D+L+S Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location -------------------------(K/ft,F) ----- (K/ft,F)--------- (ft) --------- (ft) ---- 3 3 - 4 Y -0.226 -0.226 0.000 21.500 Load Combination ------------------------------------' Self Wt BLC BLC BLC BLC BLC W E No. Description Dir Fac Fac --------------------------------------------------- Fac Fac Fac Fac DYNA S. V 1 D+L+S Y -1 1 1 Dynamic Analysis Data Number of modes (frequencies) 3 Basic Load Case for masses . None BLC mass direction of action X only Acceleration of Gravity 32.20 ft/sec**2 Load Combination is 1 D+L+S Nodal Displacements -------------------------------------------------- Node Global X Global Y Rotation ---------------------(in)-----------------(in)----------------(rad)--------- 1 0.00000 -0.00000 -0.00000 2 0.00000 -0.00000 -0.00000 3 0.63720 -0.00096 -0.00176 RISA -2D (R) Version 3.03 Job Page Date WADE RESIDENCE MOMENT FRAME b Q,VL ------------------------ Node Global X ------------------------- Global Y ------------------- Rotation --------------------- (in) ----------------- (in) ----------------- (rad) --------- 4 0.63433 -0.00254 0.00041 Load Combination is 1 D+L+S Reactions ------------------------------------------------------------= Node Global X Global Y Moment ----------------------(K)------------------(K)---------------(K-ft)--------- 1 -2.32306 1.73176 .13.72532 2 -2.94694 4.36016 15.98942 Totals -5.27000 6.09192 29.71474 Load Combination is 1 D+L+S Member End Forces Nodes =________- I -End ------------------------------------------- =________- J -End No I J Axial Shear Moment Axial Shear Moment ---------------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 1- 3 1.73 2.32 13.73 -1.45 -2.32 11.83 2 2- 4 4.36 2.95 15.99 -4.08 -2.95 16.43 3 3- 4 2.95 1.45 -11.83 -2.95 4.08 -16.43 Load Combination is 1 D+L+S AISC Code Checks Nodes ---------------------------------------------------- Member Quarter Points No I J Maximum 0 --------------------------------------------------- 1/4 1/2 3/4 L Shear 1 1- 3 0.7196 0.7196 0.3905 0.0613 0.2918 0.6198 0.0213 2 2- 4 0.8770 0.8568 0.4394 0.0446 0.4608 0.8770 0.0271 3 3- 4 0.1914 0.1422 0.1858 0.1499 0.0347 0.1914 0.0648 K MAP P 8c TA1\i G STRUCTURAL. ENGINEERS, INC, �408 SOUTH S:TO.DDARD AVENUE SAN BERNARDINO, CA. 9:2401. TELE. (909 889-0115 FAX (909 � 889 -045.5 E-MAIL (KNAPPAE®AOL.COM) BY: WAP eE- /D. ExIcQATE: SHT. . OF ......... .. . 14.3 X/%'x 3v' x /43= 0334 - 777/ # 144 S4 Cs -3 JT- -32-147 x s 7a-/-, /4 3 7743 -'4 /3/ 64 fflJ /4A I Kr,--J./\P P 8c STRUCTURAL ENGINEERS, INC, 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA. 9:24401 TELE. (909 889-0115. FAX (9093 889-0455 E-MAIL (KNAPPAE®AOLCOM) WAP a 8'Y: DATE: SHT. 53 OF -)t7 L-i7�tx/¢3=12,147# STRUCTURAL ENGINEERS, INC, 40.8 SOUTH H S.TCD:DARD AVENUE SAN BERNARDINO, CA. 9;44:01 TEL-. (909 889-0115. _ r FAx (909J 889-0455 . E-MAIL (KNAPPAECAOLCOM) D v-. 13711 6-147 s � V = 3jx 4bl,:-,x 3d -,K. 14- = _)fa� BY: OAT -E: SHT. , G i KNAPP & TANG STRUCTURAL ENGINEERS INC 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 DESIGN OF EMBEDDED POLE FOOTINGS Date: 12111103 WADE RESIDENCE DESIGN DATA 1 — Allow Passive 300.0 psf Max Passive 2000.0 psf Load Duration Factor 1.330 Point Load 1391.0 # Load Height 11.00 ft Dist. Load 0.0 plf Start Height 0.00 ft End Height 0.00 ft Pole Type : Rectangular Width/Diameter 36.0 in Surface Restraint ? Restrained SUMMARY Moments @ Surface... 1 — Point Load 15301.0 ft-# Uniform Load 0.0 ft-# ... Total Moment 15301.0 ft-# Total Lateral Load 1391.0 # - NON -RESTRAINED RESULTS - Min. Req'd Embedment A0 +0 +4.36h IA)".5)12 A=2.34P1(S 1 b) Press @ 113 Embed Actual Allowable — RESTRAINED RESULTS — Min: Req'd Embedment (4.25`P"h/S3'b)".5 3.38 ft Pressure @ Bottom Actual 1347.6 psf Allowable 1347.6 psf Surface Restraint Force 6679.9 # Page:. V4.46 (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567 I I I I I I I I I I I I 1 KNdf%,PP <S.-- Tl/\"G STRUCTURAL ENGINEERS, INC. 40.8 SOUTH STODAVENUE A --ENUE SAN BERNARDINO,' CA. 9..24G-1 T —LE. (909 8.89-0.1 15. FAX (909) 889-045.5 MAIL (KNAPPAECAOLCOM) -XI yA 1,Z = 46 yw- a,4 WA) z=- RE -51,0 sk/c,=.- Vu/GYq,�" /�� k JatSfi �r�"�"oc,. 4- (-�4 x D/ -= 16 3/� 1� in ) de 0 x sl-iT.,U C STRUCTURAL ENGINEERS, INC. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA. 9.2401 TELE.09? 889-0115 FAX (V0 9 389-0455 E-MAIL (KNAPPAEOAOL.COM) ... . ...... 14- Jt 71 Sr = -P-6, 3 M ti O 96 �r- 44; pi --r BY: DATE: �'SHTSI? OF KIVAP P 8c TA1�1<G' STRUCTURAL ENGINEERS, INC. 40.8 SOUTH STOD:DARD AVENUE SAN BERNARDINO, CA. 9:240.1 TELE. (909:) 889-0.115. FAX (9093 889-0455 E-MAIL (KNAPPAE®AOLCOM) WAPa 0 Az K LISA W 14)( �.- &4 o" 5r=z:>"l MP 'e- /J-�t 41- -7 318 -P' 8Y: DATE: SHT. $2, OF STRUCTURAL ENGINEERS, INC. 40.8 SOUTH STODDARD AVENUE SAN BE,RNARDINO, CA. 92401 w TELE. (9.09) 889-01 15 FAX (909) 889-0455 E-MAIL (KNAPPAE®AOL.COM) 7._ CZ._ ., _ 6__,, �...._.....:..... merle Pot P7 ��-r0 CL = . 41 6 Pd 6/, 14 =t212.3"l hB-// CL = ;12'- 6" 3 -1�4ve-.) 7?K0 CiPf3-.-o,-G 106 #1 1,1 k/ 14 x a,) c?'M rix �� Cil ?47- 2 47.2 -3 0,', r4 43, BY: DATE: SHT. 40 OF - Kr,-JAP P sc STRUCTURAL ENGINEERS, INC, tier: 408 SOUTH STODDARD AVENUE ` s.. SAN BERNARDINO, CA. 92401 TELE. (909 889-0115 �., FAX (909) 889-0455 X e.rn E—MAIL (KNAPPAECAOL.COM) ��:• :may; �/- 6 F& �.. . w pclfCo 4 a 7i? (,' 37) Al= ?f o� Sr —?4,t -oh 3 ( 70,A3) ,F13 13 CL = ar ) = 13, f r AFB -/a, 44��) H= X3,/7 tic <r-ih3 Z/Sl& V/14x43 -� 775-14 (L- /a L6 "' ) (6/4 -7t-.46 ) ,Y' 2= :pox W,4 0� 62s510VWcr le'J7r` BY: - DATE: SHT. 1 -/OF _ e�fl/s p 40( 7oofK CaiS �-76 97lrX STRUCTURAL ENGINEERS, INC. 40.8 SOUTH STODDARD AVENUE VIA0� e'�F510 1FC(Gr SAN BERNARDINO, CA. 92401 DATE: ,.r 5. TELE. (9 '889-0115 F FAX j 889`-0455 rSHT. OF E-MAIL (KNAPPAE.®AOL.COM) _ L )Xr'4 = 4/� `7a77 75B-ib CZ(= jS�= 3 Zjf��-- KNAPP & TANG STRUCTURAL ENGINEERS INC 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 SINGLE SPAN BEAM ANALYSIS WADE RESIDENCE FB -3 SPAN DATA 0 Center Span = 21.50 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft UNIFORM LOADS 0.00 ft Center Span #1 = 0.09 klft CONCENTRATED LOADS # 1 = 4.000k at 3.50ft MAXIMUM MOMENT # 2 = 4.000k at 8.00ft # 3 = 4.000k at 12.50ft # 4 = 4.000k at 17.00ft Moments 0 Max. Span Moment = 55.71 k -ft Max. Mom. Location = 12.47 ft Min. Span Moment = 0.00 k -ft Min. Mom. Location 0.00 ft Max @ Left Support = 0.00 k -ft Max @ Right Support = 0.00 k -ft MAXIMUM MOMENT 55.71 k -ft (inertia E`.Elastic Modulus End Fixity Date: 12101103 MEMBER DATA 3620.000 in4 All distances for load locations refer 29000000 psi to left support. Neg I'-') distances PinlPin means load is on left cantilever TRAPEZOIDAL LOADS — SUMMARY Shears APPLIED MOMENTS Deflections — Left Support = 9.34 k Max. @ Span = -0.044 in at 10.75 ft Right Support = 8.60 k . . Reactions Left Support = 9.34 k Right Support 8.60 k Query Values Between Supports @ X = 0.00 ft, M = 0.00 k -ft, V = 9.340 k, Defl. = 0.000 in 0 0 0 0 0 0 0 0 T 1111111111111111111111111111311111111111111111111110 -0911111111111111111111111111 ITFFMM 1 21.50 1 k/ 3 4 k qo Page: O V4.4B (c) 1983-95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567 KNAPP & TANG STRUCTURAL ENGINEERS INC .408 SOUTH STODDARD AVE. , SAN BERNARDINO, CA 92401 . TEL: (909) 889-0115 FAX:' (909) 889-0455 t Date: 12101103 Pa SINGLE SPAN BEAM ANALYSIS ., WADE RESIDENCE ` FB -4 SPAN DATA MEMBER DATA Center Span = . 16.50 ft (:Inertia = .485.000, in4 All distances for load locations refer Left Cantilever = 0.00 ft E:Elastic Modulus 29000000 psi to left support. Neg ('-') distances Right Cantilever = 0.00 ft End Fixity PinlPin means load is on left cantilever UNIFORM LOADS TRAPEZOIDAL LOADS Center Span #1 = 0.05 klft Center Span #2 = 0.21 klft CONCENTRATED LOADS 'APPLIED MOMENTS H 1 12.200k at 2.50ft SUMMARY ' Moments Shears I Deflections Max. Span Moment 30.36 k -ft ' Left Support = 12.46 k Max. @ Span = -0.093 in at 7.49 ft Max. Mom. Location = 2.51 ft Right Support _ 3.96-k Min. Span Moment 0.00 k -ft Reactions. Min. Mom. Location = 0.00 ft, Left Support = 12.46 k Max @ Left Support = 0.00 k -ft Right Support = 3.96 k Max @ Right Support = 0.00 k -ft Query Values MAXIMUM MOMENT 30.36 k -ft Between Supports @ X = 0.00 ft, M = 0.00 k -ft, V = 12.464 k, Defl. = 0.000 in oNJ_ k/ X�� .16.50 V4.413 (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567 KNAPP & TANG STRUCTURAL ENGINEERS INC 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 SINGLE SPAN BEAM ANALYSIS WADE RESIDENCE FB -6 SPAN DATA Center Span = 14.50 ft Left Cantilever = 0.00 ft Right Cantilever = 4.00 ft UNIFORM LOADS Center Span #1 = 0.23 klft Right Cant N1 0.04 klft CONCENTRATED LOADS # 1 = 5.577k at 2.50ft # 2 = 6.864k at 6.50ft # 3 = 6.864k at 10.50ft # 4 = 6.864k at 18.50ft Moments Max. Span Moment Max. Mom. Location Min. Span Moment Min. Mom. Location Max @ Left Support Max @ Right Support MAXIMUM MOMENT 38.10 k -ft 6.51 ft -27.78 k -ft 14.50 ft = 0.00 k -ft -27.78 k -ft = 38.10 k -ft (:Inertia E:Elastic Modulus End Fixity Date: 12102103 MEMBER DATA 291.000 in4 All distances for load locations refer 29000000 psi to left support. Neg ('-') distances Pin/Pin means load is on left cantilever TRAPEZOIDAL LOADS - SUMMARY - Shears Left Support = 10.05 k Right Support = 12.59 k APPLIED MOMENTS Deflections - Max. @ Span = -0.144 in at 6.77 ft Reactions Right Cant = 0.049 in at 18.50 ft Left Support = 10.05 k Right Support = 19.62 k Query Values Between Supports @ X = 0.00 ft, M = 0.00 k -ft, V = 10.048 k, Defl. = 0.000 in At Right Cantilever @ X = 0.00 ft, M = 0.00 k -ft, V = 0.000 k, Defl. = 0.000 in 10 1 lull) ro m 111111111111111111111 0.23 I I I I 1111H1111111 III I I 111111111111111111111111111110.04 111111 W!¢x3o 1 14.50 1 4.00 M Page: 0 MAB (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567 KNAPP & TANG STRUCTURAL ENGINEERS INC 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 Date: 12102103 SINGLE SPAN BEAM ANALYSIS WADE RESIDENCE FB -9 SPAN DATA SUMMARY MEMBER DATA Center Span = 14.50 ft (:Inertia. = 199.000 in4 All distances for load locations refer Left Cantilever = 1.00 ft E:Elastic Modulus = 29000000 psi to left support. Neg ('-') distances Right Cantilever = 0.00 ft End Fixity PinlPin means load is on left cantilever UNIFORM LOADS 6.63 k TRAPEZOIDAL LOADS Center Span #1 = 0.02 klft Left Cant #1 = 0.02 klft Left Support = CONCENTRATED LOADS APPLIED MOMENTS # 1 = 4.160k at -1.00ft Right Support = 6.63 k # 2 = 1.870k at 2.50ft = 0.00 k -ft # 3 = 4.160k at 3.50ft Query Values # 4 = 4.160k at 7.50ft = 29.31 k -ft Between Supports @ X = # 5 = 4.160k at 11.50ft -4.17 k -ft, V = 8.005 k, Defl. = 0.000 in At Left Cantilever @ X = 0:00 ft, M = 0.00 k -ft, V = 0.000 k, Defl. = 0.000 in Moments Max. Span Moment Max. Mom. Location Min. Span Moment .Min. Mom. Location Max @ Left Support Max @ Right Support MAXIMUM MOMENT II.ao1 14.0 1 Page: 61. V4.413 (c) 1983.95 ENERCALC , Knapp Architectural Engineers, Inc, Kw06OI567 SUMMARY Shears Deflections - - 29.31 k -ft Left Support = 8.00 k Max. @ Span = -0.183 in at 7.28 f1 - 7.50 ft Right Support = 6.63 k Left Cant = 0.038 in at -1.00 ft _ -4.17 k -ft Reactions = 0.00 ft Left Support = 12.18 k _ -4.17 k -ft Right Support = 6.63 k = 0.00 k -ft Query Values = 29.31 k -ft Between Supports @ X = 0.00 It, M = -4.17 k -ft, V = 8.005 k, Defl. = 0.000 in At Left Cantilever @ X = 0:00 ft, M = 0.00 k -ft, V = 0.000 k, Defl. = 0.000 in II.ao1 14.0 1 Page: 61. V4.413 (c) 1983.95 ENERCALC , Knapp Architectural Engineers, Inc, Kw06OI567 KNAPP & TANG STRUCTURAL ENGINEERS INC 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 SINGLE SPAN BEAM ANALYSIS WADE RESIDENCE FB -10 SPAN DATA Center Span = 24.50 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft UNIFORM LOADS 0.00 ft Center Span #1 0.05 kift CONCENTRATED LOADS # 1 = 5.340k at 3.50ft MAXIMUM MOMENT #2 = 5.340k at 7.50ft N # 3 = 5.340k at 11.50ft N # 4 = 5.340k at 15.50ft T # 5 = 5.340k at 19.50ft # 6 = 16.630k at 10.O0ft # 7 = 5.598k at 21.50ft Moments Max. Span Moment = 202.31 k -ft Max. Mom. Location = 10.00 ft Min. Span Moment = 0.00 k -ft Min. Mom. Location 0.00 ft Max @ Left Support = 0.00 k -ft Max @ Right Support = 0.00 k -ft MAXIMUM MOMENT 202.31 k -ft LInertia E:Elastic Modulus End Fixity Date: 12102103 MEMBER DATA = 723.000 in4 All distances for load locations refer 29000000 psi to left support. Neg ('-') distances PinlPin means load is on left cantilever TRAPEZOIDAL LOADS - SUMMARY Shears Left Support 25.28 k Right Support = 24.82 k Reactions APPLIED MOMENTS Deflections - Max. @ Span = -0.968 in at 12.00 ft Left Support 25.28 k Right Support 24.82 k Query Values Between Supports @ X = 0.00 ft, M = 0.00 k -ft, V = 25.283 k, Defl. = 0.000 in 111111111111111111111111 1111111111 Ilo-0411 1111111111 11111111H I 11111111111111111111111111 1 24.50 Page: 4j, V4.46 (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567 r ro ro ro In N Ill Ill N In N N T 111111111111111111111111 1111111111 Ilo-0411 1111111111 11111111H I 11111111111111111111111111 1 24.50 Page: 4j, V4.46 (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567 KNAPP & TANG STRUCTURAL ENGINEERS INC ,408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 . SINGLE SPAN BEAM ANALYSIS Date: 12102103 Page: WADE RESIDENCE -,FB -1 1 ' SPAN DATA MEMBER DATA Center Span = 24.50 ft (:Inertia = 485.000 in4 All distances for load locations refer Left Cantilever, 0.00 ft E:Elastic Modulus = 29000000 psi to left support. Neg'('-') distances Right Cantilever = 0.00 ft End Fixity PinlPin means load is on left cantilever UNIFORM LOADS TRAPEZOIDAL LOADS Center Span N1 = 0.05 klft Center Span H2 = 0.41 klft CONCENTRATED LOADS. APPLIED MOMENTS N 1 = 26.560k at '5.50ft a 2 = 7.360k at 10.00ft SUMMARY Moments Shears Deflections Max. Span Moment = 163.44 k -ft Left Support = 30.54 k, Max. @ Span = -1.163 in at 11.27 ft. Max. Mom. Location = 8,72 ft Right Support = 14.55 k Min. Span Moment = 0.00 k -ft Reactions Min. Mom. Location = 0.00 ft Left Support = 30.54 k Max @ Left Support = 0.00 k -ft Right Support = 14.55 k Max @ Right Support = 0.00 k -ft Query Values MAXIMUM MOMENT = 163.44 k -ft Between Supports @ X = 0.00 ft, M = 0.00 k -ft, V = 30.539 k, Defl. = 0.000,in p N D ,il m N r4 0.45 V4.413 (c) 1983-95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567 KNAPP & TANG STRUCTURAL ENGINEERS INC 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 SINGLE SPAN BEAM ANALYSIS WADE RESIDENCE FB -12 SPAN DATA Center Span = 24.50 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft UNIFORM LOADS = 0.00 ft Center Span #1 = 0.05 klft Center Span #2 = 0.91 klft CONCENTRATED LOADS # 1 = 14.259k at 21.50ft Moments Max. Span Moment = 95.01 k -ft Max. Mom. Location 14.06 ft Min. Span Moment = 0.00 k -ft Min. Mom. Location = 0.00 ft Max @ Left Support = 0.00 k -ft Max @ Right Support 0.00 k -ft MAXIMUM MOMENT = 95.01 k -ft 0.96 Date: 12102103 MEMBER DATA I:Inertia = 485.000 in4 All distances for load locations refer E:Elastic Modulus 29000000 psi to left support. Neg ('-') distances End Fixity Pin/Pin means load is on left cantilever TRAPEZOIDAL LOADS APPLIED MOMENTS SUMMARY - Shears Deflections — Left Support = 13.51 k Max. @ Span = -0.748 in at 12.69 ft Right Support 24.27 k Reactions Left Support = 13.51 k Right Support 24.27 k Query Values Between Supports @ X = 0.00 ft, M = 0.00 k -ft, V = 13.506 k, Defl. = 0.000 in N N d 1 24.50 f W/ /4 x 49 Page: 47 V4.413 (c) 1983.95 ENERCALC Knapp Architectural Engineers, Inc, Kw0601567 KNAPP & TANG STRUCTURAL ENGINEERS INC' • 408 SOUTH STODDARD AVE. SAN BERNARDINO, CA 92401 TEL: (909) 889-0115 FAX: (909) 889-0455 Date: 12102103 SINGLE SPAN BEAM ANALYSIS WADE RESIDENCE FB -13 SPAN DATA MEMBER DATA Center Span = 14.00 ft Hnertia = 485.000 in4 All distances for load locations refer Left Cantilever = 0.00 ft . E:Elastic Modulus = 29000000 psi to left support. Neg (Y) distances Right Cantilever = 0.00 ft End Fixity Pinipin means load is on left cantilever UNIFORM LOADS TRAPEZOIDAL LOADS Center Span #1 = 0.05 klft Center Span #2 = 0.24 klft CONCENTRATED LOADS APPLIED MOMENTS # 1 = 13.510k at 8.00ft SUMMARY Moments Shears Deflections Max. Span Moment = 53.17 k -ft Left Support = 7.81 k Max. @ Span = -0.110 in at 7.25 ft Max. Mom. Location 8.01 ft Right Support = 9.74 k Min. Span Moment = 0.00 k -ft - Reactions Min. Mom. Location = 14.00 ft Left Support = 7.81 k e Max @ Left Support = 0.00 k -ft Right Support = 9.74 k Max @ Right Support = 0.00 k -ft Query Values MAXIMUM MOMENT = . 53.17 k -ft Between Supports @ X = 0.00 ft, M = 0.00 k -ft, V = 7.806 k, Defl. = 0.000 in 0.2U V4.413 (c) 1983.95 ENERCALC 1/4X49 a Page: Knapp Architectural Engineers, Inc, Kw0601567 .-- 5ofid Grout, all ho=rei" | KNAPP & TANG STRUCTURAL ENGINEERS, INC. Title : WADE RESIDENCE Page: 7.� ,., 409 SOUTH STODDARD AVENUE Allowable Job Dsgnr: HW Date: NOV 18,2003 SAN BERNARDINO, CA 92401 ACI Factored @ Heel Description.... Footing Shear @ To = 7.7 psi OK PHONE: 909-889-0115 = 1.7 psi OK T-9" WALL = 76.0 psi Wall Stability Ratios FAX: 909-889-0455 Overturning = 1.64 OK Sliding = 2.41 OK Sliding Calcs (Vertical Component NOT Used) This Wall in File: C:IRETAIN PRO-61EXAMPLES.RP5 RetainPro Version 6.0 Cantilevered Retaining Wall Design - 0.0 lbs less 100% Friction Force= - 329.7 lbs Build Date : 10 -SEP -2001, (c) 1989-2001 = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results , I _Criteria s LSoii Data j 1,912 0 psf Footing Dimensions & Strengths Retained Height = 0.50 ft Allow Soil Bearing 1,800:0 psf Toe Width = 0.67 ft -- - Wall height above soil = 5.75 ft Equivalent Fluid Pressure Method Heel Width = 1.33 Slope Behind Wal = 0.00: 1 Heel Active Pressure = 35.0 psf/ft Total Footing Widt = ------- ._.._2 -00 - Height of Soil over To = 0.00 in Toe Active Pressure Passive Pressure = 35.0 psf/ft = 300.0 psf/ft Footing Thickness = 12.00 in Soil Density 110.00 pcf Water height over heel = _ 0.0 ft Key Width = 0.00 in Wind on Stem = 20.0 psf i Design Summary Total Bearing Loa = 824 lbs ...resultant ecc. = 7.17 in Soil Pressure @ To = 1,365 psf OK Soil Pressure @ Hee = 0 psf OK Allowable = 1,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,912 psf ACI Factored @ Heel = 0 psf Footing Shear @ To = 7.7 psi OK Footing Shear @ Hee = 1.7 psi OK Allowable = 76.0 psi Wall Stability Ratios Design Data Overturning = 1.64 OK Sliding = 2.41 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Forc = 136.9 lbs less 100% Passive Force= - 0.0 lbs less 100% Friction Force= - 329.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results , I 3.0 Toe Heel Factored Pressure = 1,912 0 psf Mu' : Upward = 511 0 ft-# Mu': Downward _ 73 100 ft-# Mu: Design = 438 100 ft-# Actual 1 -Way Shear = 7.67 1.68 psi Allow 1 -Way Shear = 76.03 76.03 psi Toe Reinforcing = # 7 @ 31.75 in Heel Reinforcing = # 6 @ 18.00 in Key Reinforcing = None Spec'd FootingIlSoil Frictio = 0.400 Key Depth = 0.00 in Soil height to ignore Key Distance from Toe = 0.00 ft for passive pressure = 12.00 in fc = 2,000 psi Fy = 60,000 psi Footing Concrete Densit = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in ( Stem Construction ■ Top Stem Design height ft= Bar Lap/Emb 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 24.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.738 Total Force @ Section lbs = 119.4 Moment.... Actual ft-#= 388.9 Moment..... Allowable = 527.1 Shear..... Actual psi = 3.0 Shear..... Allowable psi = 19.4 Lap Splice if Above in= 30.00 Lap Splice if Below in= 11.74 Wall Weight = 78.0 Rebar Depth 'd' in = 3.75 Masonry Data fm psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio 'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Concrete Data fc Psi= - - ---- Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S " Fr Key: No key defined KNAPP & TANG STRUCTURAL ENGINEERS, INC. Title ; WADE RESIDENCE Page: 77. 408 SOUTH STODDARD AVENUE Job Dsgnr: HW Date: NOV 18,2003 SAN BERNARDINO, CA 92401 Description.... PHONE: 909-889-0115 5'-9" WALL FAX: 909-889-0455 This Wall in File: C:IRETAIN PRO-61EXAMPLES.RP5 RetainPro Version 6.0 Cantilevered Retaining Wall Design Build Date: 10 -SEP -2001, (c) 1989-2001 Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 39.4 0.50 19.7 Soil Over Hee = 36.7 1.67 61.1 Toe Active Pressure = -17.5 0.33 -5.8 Sloped Soil Over Hee = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Ste = 0.00 Load @ Stem Above Soi = 115.0 4.38 503.1 Soil Over To _ Surcharge Over Toe Total = 136.9 O.T.M. = 517.0 Stem Weight(s) - Earth @ Stem Transition _ 487.5 1.00 487.5 Resisting/Overturning Ratio 1.64 Footing Weigh Vertical Loads used for Soil Pressure = 824.2 lbs = Key Weight = 300.0 1.00 300.0 Vert. Component Vertical component of active pressure NOT used for soil pressure Total = 824.2 lbs R.M. 848.6 �2e�'ere�ce Al KNAPP & TANG STRUCTURAL ENGINEERS, INC. 408 SOUTH STODDARD AVENUE SAN BERNARDINO, CA 92401 I �+ PHONE: 909-889-0115 1 FAX: 909-889-0455 fV�.gl V RetainPro Version 6.0 Build Date: 10 -SEP -2001, (c) 19E rl Retained Height Wall height above soil Slope Behind Wal Height of Soil over To Soil Density p+Title WADE RESIDENCE apits Job Dsgnr: HW Description.... RETAINING WALL Page: j.. . Date: NOV 20,2003 This Wall in File: CARETAIN PRO-61EXAMPLES.RP5 Cantilevered Retaining Wall Design ;Soil Data = 813 psf OK A low Soil bearing =U17 = 1,800.0 psf = Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft = 0.00 in Passive Pressure = 300.0 psf/ft = 110.00 pcf Water height over heel = 0.0 ft Wind on Stem = 20.0 psf _Design Summary II Total Bearing Loa = 1,617 lbs ...resultant ecc. = 4.12 in Soil Pressure @ To = 813 psf OK Soil Pressure @ Hee = 182 psf OK Allowable = 1,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,138 psf ACI Factored @ Heel = 255 psf Footing Shear @ To = 7.8 psi OK Footing Shear @ Hee = 3.9 psi OK Allowable = 76.0 psi Wall Stability Ratios Min. As % = Overturning = 3.27 OK Sliding = 1.62 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Forc 400.3 lbs less 100% Passive Force= - 0.0 lbs less 100% Friction Force= - 646.9 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK j Footing Design Results Shear..... Actual Toe eel Factored Pressure = 1,138 255 psf Mu': Upward = 703 633 ft-# Mu': Downward = 143 1,147 ft-# Mu: Design = 560 514 ft-# Actual 1 -Way Shear = 7.77 3.87'psi Allow 1 -Way Shear = 76.03 76:03 psi Toe Reinforcing = # 7 @ 31.75 in Heel Reinforcing = # 6 @ 18.00 in Key Reinforcing = None Spec'd Footing11Soil Frictio Soil height to ignore for passive pressure = 0.400 = 12.00 in Footing Dimensions 8� Strengths Toe Width = 1.00 ft Heel Width = 2.25 Total Footing Widt = sm- Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Pc = 2,000 psi Fy = 60,000 psi Footing Concrete Densit = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in 1 Stem Construction; Top Stem Design height ft= Bar Lap/Emb - - ---- 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = f# 5 e Rebar Spacing = 16.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.475 Total Force @ Section lbs = 277.8 Moment.... Actual ft-#= 572.5 Moment..... Allowable = 1,206.1 Shear..... Actual psi = 7.1 Shear..... Allowable psi = 38.7' Lap Splice if Above in = 30.00 Lap Splice if Below in = 11,74 Wall Weight = 78.0 Rebar Depth 'd' in = 3.75 Masonry Data Pm psi= 1,500 - - Fs psi = 24,000 Solid Grouting = Yes Special Inspection = Yes Modular Ratio 'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data fc psi = --- - Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S " Fr Key: No key defined KNAPP 8i TANG STRUCTURAL ENGINEERS, INC. Title WADE RESIDENCE Page: „ 4Q3 SOUTH STODDARD AVENUE SAN Job Osgnr: HW Date: NOV 20,2003 BERNARDINO, CA 92401 Description.... PHONE: 909-889-0115 � RETAINING WALL FAX: 909-889-0455 This Wall in File: CARETAIN PRO-61EXAMPLES.RP5 RetaBuild Version 6.0 Cantilevered Retaining Wall Design Build g at Date : 10 -SEP 2001, (c) 1989-2001 9 Summary of Overturning & Resisting Forces & Moments - -- :::..CVERTURNING:..:. Force Distance Moment •-••• RESISTING ..... Force Distance Moment Item lbs ft ftp lbs ft ft-# Heel Active Pressure = 354.4 1.50 531.6 Soil Over Hee = 609.6 2.46 - 1,498.6 Toe Active Pressure = -17.5 0.33 ' -5.8 Sloped Soil Over Hee – Surcharge Over Toe = 'Surcharae Over Heel = Adjacent Footing Load = Adjacent Footing Load.Added Lateral Load = Axial Dead Load on Ste = 0.00 Load @Stem Above Soi = -63.4- 6.09 385.8 Soil Over To _ Surcharge Over Toe _ Total = 400.3 O.T.M. = 911.5 Stem Weight(s) 520.3 Earth @ Stem Transition _ 1.33 693.7 Resisting/Overturning Ratio 3.27 Footing Weigh = Vertical Loads used for Soil Pressure- 1,617.3 lbs 487.5 Key Weight = 1.63 • 792.2 Vert. Component Vertical component of active pressure NOT used for soil pressure Total = 1,617.3 lbs R.M. b — 2,984.4 77 8 -in Mas w/ #G @ I G.in o/c 5olid Grout, 5pc In5p #7@3 1.751n @Toe Designer =elect #G@ 18.in all honz. reinf. @ Heel 5ee Appendix A 7,-0 5'-G" �Jefence 5 r x- 1,2 KNAPP & TANG STRUCTURAL ENGINEERS, INC. Title WADE RESIDENCE Page: T05 4G6 SOUTH STODDARD AVENUE Allowable = Job Dsgnr: HW Date: NOV 24,2003 SAN BERNARDINO, CA 92401 1,576 psf Description.... 362 psf Footing Shear @ To = PHONE: 909-889-0115 Footing Shear @ Hee = RETAINING WALL 76.0 psi, FAX: 909-889-0455 7.03 psi Overturning = 3.63 OK Sliding = 1.54 OK Sliding Calcs (Vertical Component This Wall in File: C:IRETAIN PRO-61EXAMPLES.RP5 RetainPro Version 6.0 Build Cantilevered Retaining Wall Design less 100% Passive Force= - 0.0 lbs Date : 10 -SEP -2001, (c) 1989-2001 1,155.3 lbs - Bar ft= Lap/Emb 0.00 _Criteria ' Soil Data Masonry i Footing Dimensions & Strengths `i Retained Height = 5.50 ft Allow Soil Bearing = 1,800.0 psf oe Width = 0.67 ft - Wall height above soil = 1.50 ft Equivalent Fluid Pressure Method Heel Width = 3.50 Slope Behind Wal = 0.00:1 Heel Active Pressure = 35.0 psf/ft Total Footing Widt = 4.1'7- Height of Soil over To = 0.00 in Toe Active Pressure Passive Pressure = 35.0 psf/ft = 300.0 psf/ft Footing Thickness = 12.00 in Soil Density = 110.00 pcf Water height over heel = 0.0 ft Key Width = 0.00 in Wind on Stem = 20.0 psf I Design Summary iii Total Bearing Loa = 2,888 lbs ...resultant ecc. = 5.23 in Soil Pressure @ To = 1,125 psf OK Soil Pressure @ Hee = 259 psf OK Allowable = 1,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,576 psf ACI Factored @ Heel = 362 psf Footing Shear @ To = 8.3 psi OK Footing Shear @ Hee = 7.0 psi OK Allowable = 76.0 psi, Wall Stability Ratios 7.03 psi Overturning = 3.63 OK Sliding = 1.54 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Forc 751.9 lbs less 100% Passive Force= - 0.0 lbs less 100% Friction Force= - 1,155.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK 1 Footing Design Results 0.400 Toe Heel. Factored Pressure = 1,576 362 psf Mu' : Upward = 523 2,946 ft-# Mu': Downward = 74 4,767 ft-# Mu: Design = 450 1,821 ft-# Actual 1 -Way Shear = 8.33 7.03 psi Allow 1 -Way Shear = 76.03 76.03 psi Toe Reinforcing = # 7 @ 31.75 in Heel Reinforcing = # 6 @ 18.00 in Stem Construction■y Key Reinforcing = None Spec'd - Design height FootingIlSoil Frictio = 0.400 Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Soil height to ignore for passive pressure = 12.00 in fc = 2,000 psi Fy = 60,000 psi Footing Concrete Densit = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Stem Construction■y Top Stem - Design height - Bar ft= Lap/Emb 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 6 Rebar Spacing = 16.00 i Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.863 Total Force @ Section lbs = 559.4 Moment.... Actual ft-#= 1,158.0 Moment..... Allowable = 1,341.6 Shear..... Actual psi = 14.5 Shear..... Allowable psi = 38.7 Lap Splice if Above in= 36.00 Lap Splice if Below in= 14.09 Wall Weight = 78.0 Rebar Depth 'd' in= 3.75 Masonry Data fm psi= 1,500 Fs psi= 24,000 Solid Grouting = Yes Special Inspection = Yes Modular Ratio 'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data fc psi = --- Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S " Fr Heel: Not req'd, Mu < S " Fr Key: No key,defined KNAPP'& TANG STRUCTURAL ENGINEERS, INC. Title WADE RESIDENCE Page:%� 408 SOUTH STODDARD AVENUE Job Dsgnr: HW Date: NOV 24,2003 SAN BERNARDINO, CA 92401 Description.... PHONE: 909-889-0115 RETAINING WALL FAX: 909-889-0455 This Wall in File: C:IRETAIN PRO-61EXAMPLES.RP5 RetainPro Version 6.0 Cantilevered Retaining Wall Design Build Date : 10 -SEP -2001, (c) 1989-2001 j Summary of Overturning & Resisting Forces & Moments Total = 751.9 O.T.M. = 1,813.6 Resisting/Overturning Ratio 3.63 Vertical Loads used for Soil Pressure = 2,888.2 lbs Vertical component of active pressure NOT used for soil pressure Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 739.4 2.17 1,602.0 Toe Active Pressure = -17.5 0.33 -5.8 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soi = 30.0 7.25 217.5 Total = 751.9 O.T.M. = 1,813.6 Resisting/Overturning Ratio 3.63 Vertical Loads used for Soil Pressure = 2,888.2 lbs Vertical component of active pressure NOT used for soil pressure .....RESISTING..... Force Distance Moment lbs ft ft-# Soil Over Hee = 1,716.2 2.76 4,728.1 Sloped Soil Over Hee = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Ste = 0.00 Soil Over To _ Surcharge Over Toe Stem Weight(s) = 546.0 1.00 547.8 Earth @ Stem Transition _ Footing Weigh = Key Weight _ 626.0 2.09 1,306.3 Vert. Component Total = 2,888.2 lbs R.M. s 6,582.2 P ; �6 5.in Mas w/ #G @ I G.in o/cix _ • solid Grout, 5pc In5p r `�— IN 'j s a .ri �k'z •�"L�; xeN x\�y� �- a t. --„"rxxT ,x`K. } .., 5 � �'. �� mal �7ssf�S?,•w".”,c?,.;`ac;"'szifr�rr.,''>`.:s?i"� .,,n. 3�� .. "7@31 .75in @Toe � Designer select i ,••. • —�•�� 1 �' F• j , #G@ 18:in all honz. reinf. i @ Heel See Appendix A I x+ P-4" j —® 2 _g� 2.0" KNAPP & TANG STRUCTURAL ENGINEERS, INC. Title "' Page: 00-/ 408 SOJTH STODDARD AVENUE Job Dsgnr: HW Date: JUN 30,2393 SAN OERNARDINO, CA 92401 Description.... PHONE: 909-889-0115 11' RETAINING WALL FAX: 909-889-0455 Wind on Stem = 20.0 psf Design Summary I Total Bearing Loa = 2,705 lbs ...resultant ecc. = 4.68 in Soil Pressure @ To = 850 psf OK This Wall in File: C:IRETAIN PRO-61EXAMPLES.RP5 RetainPro Version 6.0 Build Date Allowable Cantilevered Retaining Wall Design Soil Pressure Less Than Allowable : 10 -SEP -2001, (c) 1989-2001 = 1,190 psf ACI Factored @ Heel _Criteria Footing Shear @ To oil Data Footing Dimensions & Strengths Retained Height = 7.00 ft AlJow Soil Bearing = 1,800.0 psi Toe WT = 2.7 5 rt Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 2.00 Slope Behind Wal = 0.00:1 Heel Active Pressure = 35.0 psf/ft Total Footing Widt Height of Soil over To = 6.00 in Toe Active Pressure = 35.0sf/ft P Passive Pressure = 300.0 psf/ft Footing Thickness = 14.00 in Soil Density = 110.00 pcf Water height over heel = 0.0 ft Key Width = 8.00 in Wind on Stem = 20.0 psf Design Summary I Total Bearing Loa = 2,705 lbs ...resultant ecc. = 4.68 in Soil Pressure @ To = 850 psf OK Soil Pressure @ Hee = 289 psf OK Allowable = 1,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,190 psf ACI Factored @ Heel = 405 psf Footing Shear @ To = 14.0 psi OK Footing Shear @ Hee = 7.8 psi OK Allowable = 76.0 psi Wall Stability Ratios fc = 2,000 psi Overturning = 2.70 OK Sliding = 2.18 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Forc = 1,118.5 lbs less 100% Passive Force= - 1,354.2 lbs less 100% Friction Force= - 1,082.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results Stem Construction Toe eel Factored Pressure = 1,190 405 psf Mu' : Upward = 4,378 548 ft-# Mu': Downward = 1,370 1,488 ft-# Mu: Design = 3,008 940 ft-# Actual 1 -Way Shear = 13.98 7.81 psi Allow 1 -Way Shear = 76.03 76.03 psi Toe Reinforcing = # 7 @ 31.75 in Heel Reinforcing = # 6 @ 18.00 in Key Reinforcing = None Spec'd FootingiiSoil Frictio = 0.400 Key Depth = 18.00 in Key Distance from Toe = 2.75 ft Soil height to ignore for passive pressure = 12.00 in fc = 2,000 psi Fy = 60,000 psi Footing Concrete Densit = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Stem Construction Top Stem 2nd Design height ft= Stem OK Bar Lap/Emb 3.34 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 8.00 Rebar Size = # 6 # 6 Rebar Spacing = 16.00 16.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.120 0.842 Total Force @ Section Itis = 234.4 853.1 Moment.... Actual ft-#= 286.0 2,000.1 Moment..... Allowable ft-#= 2,374.3 2,374.3 Shear..... Actual psi = 4.3 15.5 Shear..... Allowable psi = 38.7 38.7 Lap Splice if Above in= 36.00 36.00 Lap Splice if Below in = 36.00 14.09 Wall Weight psf= 78.0 78.0 Rebar Depth 'd' in = 5.25 5.25 Masonry Data fm psi= 1,500 1,500 _ Fs psi = 24,000 24,000 Solid Grouting = Yes Yes Special Inspection = Yes Yes Modular Ratio 'n' = 25.78 25.78 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in = 7.60 7.60 Masonry Block Type = Medium Weight Concrete Data _ fc psi = -- Fy psi = Other Acce table Sizes & Spacings Toe: #43 10.75 in, #5@ 16.50 n, #6@ 23.50 in, #7@ 31.75 in, #8@ 42.00 in, #9@ 4 Heel: Not req'd, Mu < S ' Fr Key: #4@ 22.25 in, #5@ 34.50 in, #6@ 48.25 in, #7@ 48.25 in, KNAPP & TANG STRUCTURAL ENGINEERS, INC. TitlePage: 414. ,• 404 SOUTH STODDARD AVENUE Job Dsgnr: HW Date: JUN 30,2003 SAN'F3ERNARDINO, CA 92401 Description.... PHONE: 909-889-0115 1T RETAINING WALL FAX: 909-889-0455 This Wall in File: C:IRETAIN PRO-61EXAMPLES.RP5 RetainPro Version 6.0 , Cantilevered Retaining Wall Design Build Date : 10-SEP-2001, (c) 1989-2001 Summary of'Overturning & Resisting Forces &. Moments ...OVERTURNING .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft Heel Active Pressure = 1,167.2 2.72 3,177.2 Soil Over Hee = 1,026.7 4.08 4,192.2 Toe Active Pressure = -48.6 0.56 -27.0 Sloped Soil Over Hee = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Ste = 0.00 Load @ Stem Above Soi = 8.17 Soil Over To = Surcharge Over Toe 151.3 1.38 208.0 Total = 1,118.5 O.T.M. = 3,150.2 Stem Weight(s) - Earth @ Stem Transition 546.0 3.08 1,683.5 Resisting/Overturning Ratio 2.70 Footing Weigh Vertical Loads used for Soil Pressure = 2,705.2 lbs = Key Weight = 831.3 150.0 2.38 3.08 1,974.2 462.5 Vert. Component Vertical component of active pressure NOT used for soil pressure Total = 2,705.2 lbs • R.M. b 8,520.4 8 -In Mas W/ #G CCD I G.Iri OIC 5olid Grout, I 2.in Mas wl #G ( 5olid Grout, 5 I G.in Mas w/ #G (( 5olid Grout, 5 k7@31 .751n @Toe L)C51cjner 5electl 4r-@ 1,5.,n all honz. reini. @ Heel 5ee Appendix Al 7-3-- je s(ei\ cc � 3'-4" 13'-4- 10.-0.' 2'-4" 2'-4" KNAPP & TANG STRUCTURAL ENGINEERS, INC. Title WADE RESIDENCE Page: 40.3 SOUTH STODDARD AVENUE Job Dsgnr: HW Date: NOV 20,2003 SAN BERNARDINO, CA 92401 Description.... PHONE: 909-889-0115 RETAINING WALL FAX: 909-889-0455 This Wall in File: C:IRETAIN PRO-61EXAMPLES.RP5 RetainPro Version 6.0 Cantilevered Retaining Wall Design Build Date : 10 -SEP -2001, (c) 1989-2001 Crlterta Soil Data �. ! Footing Dimensions & Strengths Retained Height _` 10 -60 -ftp) -'Allow Soil Bearing = 1,800.0 psf Toe Width Wall height above soil =34 h Equivalent Fluid Pressure Method Heel Width = 8.25 Slope Behind Wal = 0.00:1 Heel Active Pressure = 35.0 psf/ft Total Footing Widt = 9.2, Height of Soil over To = 6.00 in Toe Active Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Footing Thickness = 18.00 in Soil Density = 110.00 pcf Water height over heel = 0.0 ft Key Width = 12.00 in FootingIlSoil Frictio = 0.400 Key Depth = 18.00 in Wind on Stem = 20.0 psf .Soil height to ignore Key Distance from Toe = 1.00 ft for passive pressure = 12.00 in fc = 2,000 psi Fy = 60,000 psi Footing Concrete Densit = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Design Summary + Stem ConstructionTop Stem 2nd 3rd Total Bearing Loa = 11,795 lbs Desi n hei ht Stem OK 9 9 ft = 4.67 Stem OK 2.33 0.00 -- ...resultant ecc. = 7.38 in Wall Material Above "Ht" = Masonry Masonry Masonry Soil Pressure @ To = 1,784 psf OK Thickness = 8.00 12.00 16.00 Soil Pressure @ Hee = 766 psf OK Rebar Size = # 6 # 6 # 6 = Allowable 1,800 psf Rebar Spacing = 16.00 16.00 16.00 Soil Pressure Less Than Allowable = Edge Rebar Placed atDgn Edge Edge ACI Factored @ Toe = 2,397 psf esig Design Data ACI Factored @ Heel = 1,029 psf + fa/Fa = 0.569 0.615 0.850 Footing Shear@To = 11.1 psi OK Total Force @ Section lbs= 564.0 1,096.3 1,812.4 Footing Shear@ Hee = 11.7 psi OK Moment.... Actual ft-#= 1,350.9 3,256.0 6,612.2 = Allowable 76.0 psi Moment..... Allowable ft-#= 2,374.3 5,294.8 7,778.7 Wall Stability Ratios. Shear..... Actual psi = 10.3 11.3 12.8 . Overturning = 5.87 OK Shear..... Allowable psi = 38.7. 38.7 38.7 Sliding = 2.77 OK Lap Splice if Above in= 36.00 36.00 36.00 Sliding Calcs (Vertical Component NOT Used) Lap Splice if Below in= 36.00 36.00 14.09 Lateral Sliding Forc 2,311.2 lbs Wall Weight psf= 78.0 124.0 164.0 less 100% Passive Force= - 1,687.5 lbs Rebar Depth 'd' in = 5.25 9.00 13.00 less 100% Friction Force= - 4,717.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= 1,500 1,500 1,500 ....for 1.5 : 1 Stability = 0.0 lbs OK Fs psi = 24,000 24,000 24,000 _ Solid Grouting = Yes Yes Yes Footing Design Results �; Special Inspection = Yes Yes Yes Modular Ratio 'n' = 25.78 25.78 25.78 Toe- Heel Factored Pressure = 2,397 1,029 psf Short Term Factor = 1.000 Equiv. Solid Thick, in = 7.60 1.000 1.000 Mu': Upward = 2,072 0 ft-# Masonry Block Type = Medium Weight 11.60 15.60 Mu': Downward = 348 0 ft-#. Concrete Data Mu: Design = 1,724 11,241 ft-# fc psi= -- -- ----- Actual 1 -Way Shear = 11.10 11.69 psi Fy psi = Allow 1 -Way Shear = 76.03 76.03 psi Toe Reinforcing @ = # 7 31.75 in Other Acceptable Sizes &Spacings Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = # 6 @ 18.00 in Key Reinforcing = None Spec'd Heel: #4@ 7.25 in, #5@ 11.25 in, #6@ 16.00 in, #7@ 21.75 in, #8@ 28.50 in, #9@ 36 Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, KNAPP &TANG STRUCTURAL ENGINEERS, INC. Title WADE RESIDENCE Page: W� 408 SOUTH STODDARD AVENUE Job Dsgnr: HW Date: NOV 20,2003 SAN BERNARDINO, CA 92401 Description.... PHONE: 909-889-0115 RETAINING WALL FAX: 909-889-0455 This Wall in File: C:IRETAIN PRO-61EXAMPLES.RP5 RetainPro Version 6.0 Cantilevered Retaining Wall Design Build Date : 10 -SEP -2001, (c) 1989-2001 Summary of Overturning & Resisting Forces & Moments :....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,314.4 3.83 8,871.8 Toe Active Pressure = -70.0 0.67 -46.7 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 0.00 Load @ Stem Above Soi = 66.8 13.17 879.8 Total = 55.0 O.T.M. = 27.5 2,311.2 9,704.9 Resisting/Overturning Ratio 1,973.8 Earth @ Stem Transition 5.87 Vertical Loads used for Soil Pressure = 11,794.8 lbs Vertical component of active pressure NOT used for soil pressure Soil Over Hee = 7,608.3 5.79 44,064.9 Sloped Soil Over Hee = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Ste = 0.00 Soil Over To = Surcharge Over Toe 55.0 0.50 27.5 Stem Weight(s) = 1,348.5 1.46 1,973.8 Earth @ Stem Transition = Footing Weigh 476.7 2.03 967.6 = Key Weight 2,081.3 4.63 9,625.8 = Vert. Component 225,0 1.50 337.5 Total= 11,794.8 lbs R.M. a 56,997.1 6" #5@18. in @Toe #5@18.in @ Heel 8.in Mas w/ #5 (cD 24 -in nIr 5'-6" 12'-6" T -O" Designer select all horiz. reinf. See Appendix A i T -O" V-011 P e�e C e V\Ct �(2/ A1,2 rIPTA E -M KNAPP & TANG STRUCTURAL ENGINEER INC Title 7' HIGH Page: 0-7 ' 408 South Stoddard Ave. Job # Dsgnr: Date: NOV 19,2003 San Bernardino, CA 92401 Description.... Phone: (909) 889-0115 Fax: (909) 889-0455 This Wall in File: D:IPROJECTIHOME1Tessier.RP5 RetaBuild Pro Version 6.0 Cantilevered Retaining Wall Design Build Date : 10 -SEP -2001, (c) 1989-2001 9 9 Criteria = 1,797 psf OK Retained Height = Wall height F.� 7:00 IfARKtt above soil = 5ry/ft Slope Behind Wal = 0:00: 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem = 20.0 psf Design Summary 11 Total Bearing Load = 2,565 lbs ...resultant ecc. = 12.58 in Soil Pressure @ Toe = 1,797 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,390 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 12.8 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 76.0 psi Wall Stability Ratios = Overturning = 1.51 OK Sliding = 1.71 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,304.4 lbs less 100% Passive Force= - 1,200.0 lbs less 100% Friction Force= - 1,025.9 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK i Footing Design Results 1,030.0 Toe Heel Factored Pressure = 2,390 0 psf Mu' : Upward = 0 0 ft-# Mu': Downward = 0 0 ft-# Mu: Design = 5,223 0 ft-# Actual 1 -Way Shear = 12.85 0.00 psi Allow 1 -Way Shear = 76.03 0.00 psi Toe Reinforcing = # 5 @ 18.00 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = # 5 @ 10.25 in Soil Data Allow Soil Bearing = 1,800.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft FootingilSoil Frictior = 0.400 Soil height to ignore Rebar Spacing for passive pressure = 12.00 in Stem Construction I Top Stem Design height ft = Stem OK 3.50 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 24.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.910 Total Force @ Section lbs = 324.4 Moment.... Actual ft-#= 937.6 Moment..... Allowable ft-#= 1,030.0 Shear.....Actual psi = 8.1 Shear..... Allowable psi = 38.7 Lap Splice if Above in= 30.00 Lap Splice if Below in= 30.00 Wall Weight psf= 84.0 Rebar Depth 'd' in= 3.75 Masonry Data fm psi= 1,500 Fs psi= 24,000 Solid Grouting = Yes Special Inspection = Yes Modular Ratio 'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight Concrete Data fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S " Fr Key: Not req'd, Mu < S " Fr Footing Dimensions & Strengths Toe Width = 3.00 ft Heel Width = 1.00 Total Footing Width = 4.00 Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth = 12.00 in Key Distance from Toe = 3.00 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in 2nd Stem OK 0.00 Masonry 12.00 # 5 16.00 Edge 0.973 963.1 3,072.6 3,159.4 9.8 38.7 25.00 7.83 133.0 9.00 1,500 20,000 Yes Yes 25.78 1.000 11.60 • KNAPP & TANG STRUCTURAL ENGINEER INC Title • 7' HIGH Page: O 46 South Stoddard Ave. Job #Dsgnr: Date: NOV 19,2003 San Bernardino, CA 92401 Description.... Phone: (909) 889-0115 Fax: (909) 889-0455 This Wall in File: D:IPROJECTIHOMEITessier.RP5 RetainPro Version 6.0 Caritilevered- Retaining ` Wall Design g g Build Date : 10 -SEP -2001, (c) 1989-2001 ! Summary of Overturning & Resistinq Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance oment M Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,264.4 2.83 3,582.4 Soil Over Heel = _ 4.00 Toe Active Pressure = -70.0 0.67 -46.7 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = 110.0" 11.25 1,237.5 Soil Over Toe = Surcharge Over Toe _ 165.0 1.50 247.5 Total = 1,304.4 O.T.M. = 4,773.2 Stem Weight(s) Earth @ Stem Transitions= 1,221.5 3.40 4,149.3 Resisting/Overturning Ratio = 1.51 Footing Weight 128.3 3.83 491.9 Vertical Loads used for Soil Pressure = 2,564.8 lbs = Key Weight = 900.0 150.0 2.00 3.50 1,800.0 525.0 Vert. Component Vertical component of active pressure NOT used for soil pressure Total = 2,564.8 lbs R.M.= , 7,213.7 12.1 1 2." Masonry wl 412'(pu JIG." 2.* Masonry w/ #7 @ 116.° Sliding Restraint #0@ 16.m @Toe ;"0@ 15. in @ Heel a 12 10-01, \j, V N \N N 2" T 2--3- 4--0" a KNiiNP & TANG STRUCTURAL ENGINEERS, INC. Title WADE RESIDENCE Page: 466 ,OUTH STODDARD AVENUE Job Dsonr: HW Date: NOV 18,2003 SAN UERNARDINO, CA 92401 Descriotion.... 'PHONE: 909-889-0115 12' RETAINING WALL FAX: 909-889-0455 0 This Wall in File: C:IRETAIN PRO-61EXAMPLES.RP5 Build Date : 10 -SEP -2001, (c) 1989-2001 Restrained Retaining Wall Design = 3,387 psf Criteria = 0 psf 1 Soil Data = 22.1 psi OK Footing Strengths & Dimensions Retained Height = 12.00 ft -" Allow Soii Bearing = 3,000.0 psf Reaction at Top = Toe Width = 9,25 r Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 1.75 Total Wall Height = 12.00 ft Heel Active Pressure = 55.0 psf/ft Total Footing Widt = 4 -60 - ft Surcharge Over Toe = lbs Toe Active Pressure = 55.0 psf/ft Footing Thickness = 18.00 in Top Support Height = 12.00 ft Passive Pressure = 300.0 psf/ft Soil Over Heel = 990.0 lbs 3.63 ft 3,588.8 ft-# Water height over heel = 0.0 ft Key Width = 0.00 in Slope Behind Wal = 0.00 : 1Key FootingllSoil Frictio = 0.400 Depth = 0.00 in Height of Soil over To = 0.00 in Key Distance from Toe= 0.00 ft Soil Density = 110.00 pcf Soil height to ignore - for passive pressure - 12.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Densit = 150.00 pcf Wind on Stem = 0.0 psf Min. As % = 0.0018 Cover @.Top = 2.00 in @ Btm.= 3.00 in `Design Summary , Masonry Stem Construction -- Total Bearing Loa ...resultant ecc. = 3,378 lbs = 12.83 in Thickness 12.00 in fm = 1,500 psi Short Term Factor = 1.000 Wall Weight = 124.0 pcf Fs = 24,000 psi Equiv. Solid Thick. = 11.600 in Soil Pressure @ To = 2,419 psf OK Stem is FIXED to top of footing n Ratio (Es/Em) = 25.778 Soil Pressure @ Hee = 0 psf OK Block Type = Medium Weight Use Special Inspection Allowable = 3,000 sf Solid Grouted Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,387 psf ACI Factored @ Heel = 0 psf Footing Shear @ To = 22.1 psi OK Footing Shear @ Hee 8.7 psi OK Allowable = 93.1 psi Reaction at Top = 792.0 lbs Reaction at Bottom = 4,219.9 lbs Sliding Caics Slab Resists All Sliding I Lateral Sliding Forc = 4,219.9 lbs i Footing Design Results Mmax Between Top & Base Factored Pressure = 3,387 eel 0 psf Mu' : Upward = 7,426 0 ft_# Mu': Downward = 984 1,082 ft-* Mu: Design = 6,441 1,082 ft-# Actual 1 -Way Shear = 22.08 8.72 psi Allow 1 -Way Shear = 93.11 93.11 psi Design height Rebar Size Rebar Spacing Rebar Placed a Rebar Depth 'd' Design Data fb/FB + fa/Fa Moment .... Actu Moment..... Allowable @ Top Support Mmax Between Top & Base @ Base of Wall Stem OK • Stem OK _ Stem OK _ 12.00 ft 6.65 ft 0.00 ft - 5 # 7 # 7 = 16.00 in 16.00 in 16.00 in = Center Edge Edge = 5.75 in 9.00 in 9.00 in Shear Force @ this height = Shear..... Actual = Shear..... Allowable = Rebar Lap Required = Rebar embedment into footing 0.000 0.0 ft-# 2,371.7 ft -- 0.0 x0.0 lbs 0.00 psi 38.73 psi 25.00 in 0.437 2,833.5 ft -- 6,477.9 x6,477.9 ft4 35.00 in Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Not reo'd, Mu < S ' Fr Heel: None Spec'd -or- Not req'd, Mu < S - Fr Key: No key defined -or- No key defined 0.978 6,336.1 ft-# 6,477.9 ft-# 3,168.0 lbs 33.28 psi 38.73 psi 13.42 in Summary of Forces on Footing : Slab [STSsliT1'ng, stem is FIXED at footing - " ---- rorces acting on rooting Tor son pressure Load & Moment Summary For Footing : For Soil Pressure Calcs >>> Sliding Forces are restrained by the adjacent slab Moment @ Top of Footing Applied from 'Stem= Surcharge Over Heel = lbs ft 6,336.1 t Adjacent Footing Load = lbs ft ft Axial Dead Load on Stem = lbs ft ft_ Soil Over Toe = lbs ft ft Surcharge Over Toe = lbs ft ft Stem Weight = 1,488.0 lbs 2.75 ft ft -f 4,092.Oftx Soil Over Heel = 990.0 lbs 3.63 ft 3,588.8 ft-# Footing Weight = 900.0 lbs 2.00 ft 1.800.0 ft-# Total Vertical Force = 3,378.0 ibs Base Moment 1.144.6 ft� Soil Pressure Resulting Moment = 3,611.4t-4 8." K&-j5Dnqj yd # 24 Lateral Restraint 269.5 # Masonry w/ #!7'@"24.' JI N I P, !N X\1 N 8. Masonry w/ #5 @ 24. fi 3. 7'-0" 7 7'-0' KNAPP & TANG STRUCTURAL ENGINEERS, INC. Title WADE RESIDENCE Page: 9Z 08 SOUTH STODDARD AVENUE Allowable Job Dsgnr: HW Date: NOV 18,2003 SAN BERNARDINO, CA 92401 ACI Factored @ Heel Description.... Footing Shear @ To = 7.9 psi OK PHONE: 909-889-0115 = 3.6 psi OK 7'-0' RETAINING WALL = 76.0 psi FAX: 909-889-0455 = 269.5 lbs Reaction at Bottom = 1,640.2 lbs Sliding Stability Ratio = 1.53 OK Sliding Calcs This Wall in File: C:IRETAIN PRO-61EXAMPLES.RP5 RetainPro Version 6.0 Restrained Retaining Wall Design less 100% Friction Force= - 1,034.7 lbs B,jild Date : 10 -SEP -2001, (c) 1989-2001 = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK , Footing Design Results �. Criteria ^ 'Soil Data ' Footing Strengths & Dimensions Retained Height= 7.00 ft Allow Soil Bearing "= 1,800:0 psf Toe Width = 1.42 ft Wall height above soil = <0.00 ft Equivalent Fluid Pressure Method Heel Width = 2.08 Total Wall Height = 7.00 ft Heel Active Pressure = 55.0 psf/ft Total Footing Widt = -S.5-9- .5-Toe 2.79ft ToeActive Pressure = 55.0 psf/ft Footing Thickness = 16.00 in To Support Height = 7.00 ft Top pp g Passive Pressure Water height over heel = 200.0 psf/ft = 0.0 ft Key Width _ - 8.00 in Slope Behind Wal = 0.00: 1 FootingijSoil Frictio = 0.400 Key Depth Key Distance from Toe = 30.00 in = 1.42 ft Height of Soil over To = 0.00 in Soil height to ignore Soil Density = 110.00 pcf for passive pressure = 0.00 in psi _ Fy 650.00 0,000 si Footing Concrete,000 Densit psf Wind on Stem = 0.0 psf Min. As % = 0.0018Cover @ Top = 2.00 in @ Btm.= 3.00 in In Summary oiai bearing Loa = 2,5bf it) .resultant ecc. = 0.95 in Soil Pressure @ To = 839 psf OK Soil Pressure @ Hee = 639 psf OK Allowable = 1,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,175 psf ACI Factored @ Heel = 895 psf Footing Shear @ To = 7.9 psi OK Footing Shear @ Hee = 3.6 psi OK Allowable = 76.0 psi Reaction at Top = 269.5 lbs Reaction at Bottom = 1,640.2 lbs Sliding Stability Ratio = 1.53 OK Sliding Calcs ft Lateral Sliding Forc = 1,640.2 lbs less 100% Passive Force= - 1,469.4 lbs less 100% Friction Force= - 1,034.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK , Footing Design Results �. ft# loe Meal Factored Pressure = 1,175 895 psf Mu': Upward = 1,141 936 ft# Mu': Downward = 281 1,363 ft-* Mu: Design = 860 427 ft-# Actual 1 -Way Shear = 7.92 3.56 psi Allow 1 -Way Shear = 76.03 76.03 psi Thickness = 8.00 in frn = Wall Weight = 78.0 pcf Fs = Stem is FIXED to top of footing Block Type = Medium Weight Solid Grouted Design height Rebar Size Rebar Spacing Rebar Placed a Rebar Depth 'd' Design Data fb/FB + fa/Fa Moment .... Actu Moment..... Allowable 1,500 psi 24,000 psi @ Top Support Stem OK 7.00 ft # 5 = 24.00 in Edge 5.25 in Short Term Factor = 1.000 Equiv. Solid Thick. = 7.600 in n Ratio (Es/Em) = 25.778 Use Special Inspection Mmax Between Load & Moment Summary For Footing : For Top & Base @ Base of Wall Stem OK Stem OK 3.88 ft 0.00 ft #' 5 # 5 24.00 in 24.00 in Center Edge 3.75 in 5.25 in = 0.000 0.546 0.0 ft-# 562.4 ft-# _ 1,465.7 ft-# 1,030.0 ft-# Shear Force @ this height = 0.0 lbs Shear..... Actual = 0.00 psi Shear..... Allowable = 38.73 psi 0.858 _ 1,257.7 ft-# 1,465.7 ft -#- 1,078.0 #1,078.0 lbs 18.88 psi 38.73 psi Rebar Lap Required = 25.00 in 25.00 in Rebar embedment into footing = 11.74 in Other Acceptable Sizes & Spacings: Toe: # 5 @ 18.00 in -or- Not req'd, Mu < S ' Fr Heel:# 5 @ 18.00 in -or- Not req'd, Mu < S " Fr Key: #4@ 22.25 in, #5@ 34 -or- #4@ 22.25 in, #5@ 34.50 in, #6@ 48. Summary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing `Forces acting on rooting For snaing & soil pressure.... Sliding Forces Load & Moment Summary For Footing : For Soil Pressure Calcs Stem Shear @ Top of Footin = -1,078.0 lbs Moment @ Top of Footing Applied from Stem -1,257.7ft# Heel Active Pressure = -562.2 Sliding Force = 1,640.2 lbs Surcharge Over Heel = lbs ft ft-# Adjacent Footing Load = lbs ft ft-# Net Moment User For Soil Pressure Calculations Axial Dead Load on Stem = lbs ft ft# 204.4 ft-# Soil Over Toe = lbs ft ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 546.0 lbs 1.75 ft- 955.5ft-# Soil Over Heel = 1,090.8 lbs 2.79ft 3,045.2ft-# Footing Weight = 950.0 lbs 1.66 ft 1,579.5ft-# Total Vertical Force = 2-,-58-68-lbs Base Moment 4,322.6ft# #7@3 1.75in @Toe 5.m Mas wl #5 @ 24.in o/c 5olid Grout, 5pc In! Designer 5CIeCt 1'-0 112- 1'-5 112* all horiz. reir,f. Do- 5ce Appendix A 4'- 10" 3'-3- 2- 3" a KNAPP & TANG STRUCTURAL ENGINEERS, INC. Title WADE RESIDENCE Page: 9Y .4:NB SOUTH STODDARD AVENUE Job Dsgnr: HW Date: NOV 18,2003 SAN BERNARDINO, CA 92401 Description.... PHONE: 909-889-0115 3'-3" RETAINING WALL FAX: 909-889-0455 This Wall in File: C:IRETAIN PRO-61EXAMPLES.RP5 RetainPro Version 6.0 Cantilevered Retaining Wall Design Build Date : 10 -SEP -2001, (c) 1989-2001 unterla �.. Retained Height - = 34257ft Wall height above soil = 4.83 ft Slope Behind Wal =. 0%0 : 1 Height of Soil over To = 0.00 in Soil Density = 110.00 pcf Allow Son hearing , ' = 1,800.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft FootingIlSoil Frictio Wind on Stem = 20.0 psf Soil height to ignore for passive pressure Design Summary iI Total Bearing Loa = 1,484 lbs ...resultant ecc. = 6.75 in Soil Pressure @ To = 1,218 psf OK Soil Pressure @ Hee = 0 psf OK Allowable = 1,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,705 psf ACI Factored @ Heel = 0 psf Footing Shear @ To = 9.1 psi OK Footing Shear @ Hee = 4.3 psi OK Allowable = 76.0 psi Wall Stability Ratios. Rebar Placed at Overturning = 2.05 OK Sliding = 1.56 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Forc • = 414.2 lbs less 100% Passive Force=- - 54.2 lbs less 100% Friction Force= - 593.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results Moment..... Allowable Toe Heel Factored Pressure = 1,705 0 psf Mu' : Upward = 1,039 84 ft-# Mu': Downward = 179 544 ft-# Mu: Design = 860 461 ft-# Actual 1 -Way Shear = 9.06 4.28 psi Allow 1 -Way Shear = 76.03 76.03 psi Toe Reinforcing = # 7 @ 31.75 in Heel Reinforcing = # 6 @ 18.00 in Key Reinforcing = None Spec'd = 0.400 = 12.00 in Footing Dimensions8� Strengfhs -, Toe Width = 1.04 ft Heel Width = 1.71 Total Footing Widt =-----2-75- Footing Thickness = 14.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Densit = . 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in I Stem Construction Top Stem Design height ft= Bar Lap/Emb - - - - - .-.-- 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 24.00 Rebar Placed at = Edge Design Data -- fb/FB + fa/Fa = _ 0.510 Total Force @ Section lbs = 281.4 Moment.... Actual ft-# 747.5 Moment..... Allowable = 1,465.7 Shear..... Actual psi = 4.9 Shear..... Allowable psi = 38.7 Lap Splice if Above in= 30.00 Lap Splice if Below in= 11.74 Wall Weight = 78.0 Rebar Depth 'd' in= - 5.25 Masonry Data fm psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection = Yes Modular Ratio 'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Concrete Data fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S " Fr Heel: Not req'd, Mu < S " Fr Key: No key defined KNAPP & TANG STRUCTURAL ENGINEERS, INC. Title WADE RESIDENCE Page: • 408 oOUTH STODDARD AVENUE Job Dsgnr: HW Date: NOV 18,2003 SAN BERNARDINO, CA 92401 Description.... PHONE: 909-989-0115 X-3" RETAINING WALL FAX*. 909-889-0455 RetaThis Wall in File: C:IRETAIN PRO-61EXAMPLES.RP5 Build Date Version 6.0e : 10 -SEP -2001, (c) 1989-2001 Cantilevered Retaining Wall Design Build Summary of Overturning & Resisting Forces & Moments -� .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# neer,Ncuve r-ressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soi = 341.4 1.47 502.6 -23.8 0.39 -9.3 96.6 6.83 659.9 Total = 414.2 O.T.M. = 1,153.3 Resisting/Overturning Ratio 2.05 Vertical Loads used for Soil Pressure = 1,483.9 lbs Vertical component of active pressure NOT used for soil pressure Soil Over Hee = 372.4 2.23 830.1 Sloped Soil Over Hee = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Ste = 0.00 Soil Over To _ Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transition _ 630.2 1.38 866.6 Footing Weigh = Key Weight 481.3 1.38 661.7 = Vert. Component 2.00 Total = 1,483.9 lbs R.M. 2,358.4 6n #7@31 .751 @Toe 5 -in Mas w/ #6 @ 16.in o/c Designer select I 1 #6@ 18.in ! ! all horiz. reinf. @ Heel 5ee Appendix A I Z -a I 8" �u I i 46 , i KNAPP & TANG STRUCTURAL ENGINEERS, INC. Title WADE RESIDENCE Page: 9i 408 S0,07-1 STODDARD AVENUE Allowable = Job Dsgnr: HW Date: NOV 16,220_3 SAN BERNARDINO, CA 92401 1,922 psf Description.... 0 psf Footing Shear @ To = PHONE: 909-889-0115 Footing Shear @ Hee = 8'-8" RETAINING WALL Allowable = FAX: 909-889-0455 Wall Stability Ratios 10.98 psi Overturning = 1.80 OK Sliding = 1.58 OK This Wall in File: C:IRETAIN PRO-6lEXAMPLES.RP5 RetainPro Version 6.0 Cantilevered Retaining Wall Design 1,070.1 lbs less 100% Passive Force - Build Date : 10 -SEP -2001, (c) 1989-2001 less 100% Friction Force= - 904.8 lbs Added Force Req'd = 0.0 lbs OK _Criteria !Soil Data = 0.172 Footing Dimensions &Strengths Retained Height = 6.83 ft Allow Soil Bearing = 1,800.0 psf Toe Width 2.00 ft --- Wall height above soil = i 1.83 ft Equivalent Fluid Pressure Method Heel Width = 1.75 Slope Behind Wal = 0.00: 1 Heel Active Pressure = 35.0 psf/ft Total Footing Widt = ,_--3775- Height of Soil over To = 6.00 in Toe Active Pressure Passive Pressure = 35.0 psf/ft = 300.0 psf/ft Footing Thickness = 12.00 in Soil Density = 110.00 pcf Water height over heel = 0.0 ft Key Width = 8.00 in Wind on Stem = 20.0 psf LDesign Summary 1 Total Bearing Loa = 2,262 lbs ...resultant ecc. = 9.32 in Soil Pressure @ To = 1,373 psf OK Soil Pressure @ Hee = 0 psf OK Allowable = 1,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,922 psf ACI Factored @ Heel = 0 psf Footing Shear @ To = 20.6 psi OK Footing Shear @ Hee = 11.0 psi OK Allowable = 76.0 psi Wall Stability Ratios 10.98 psi Overturning = 1.80 OK Sliding = 1.58 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Forc = 1,070.1 lbs less 100% Passive Force - 787.5 lbs less 100% Friction Force= - 904.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Footing Design Results , / oe Heel Factored Pressure = 1,922 0 psf Mu' : Upward = 3,522 49 ft-# Mu': Downward = 674 986 ft-# Mu: Design = 2,849 937 ft-# Actual 1 -Way Shear = 20.62 10.98 psi Allow 1 -Way Shear = 76.03 76.03 psi Toe Reinforcing = # 7 @ 31.75 in 16.00 Heel Reinforcing = # 6 @ 18.00 in = Key Reinforcing = None Spec'd Design Data FootingIlSoil Frictio Soil height to ignore for passive pressure = 0.400 Key Depth = Key Distance from Toe = 12.00 in fc = 2,000 psi Footing Concrete Densit Min. As % Cover @ Top = 2.00 in Fy 12.00 in 2.00 ft 60,000 psi 150.00 pcf 0.0018 @ Btm.= 3.00 in i Stem Construction , Top Stem 2nd Stem OK Bar Lap/Emb -- Design height ft = 3.34 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 8.00 Rebar Size = # 6 # 6 Rebar Spacing = 16.00 16.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.172 0.902 Total Force @ Section lbs = 249.8 848.6 Moment.... Actual ft-#= 409.2 2,141.3 Moment..... Allowable ft-#= 2,374.3 2,374.3 Shear..... Actual psi = 4.5 15.4 Shear..... Allowable psi = 38.7 38.7 Lap Splice if Above in= 36.00 36.00 Lap Splice if Below in = 36.00 14.09 Wall Weight psf= 78.0 78.0 Rebar Depth 'd' in= 5.25 5.25 Masonry Data fm psi= 1,500 1,500 Fs psi= 24,000 24,000 Solid Grouting = Yes Yes Special Inspection = Yes Yes Modular Ratio 'n' = 25.78 25.78 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in= 7.60 7.60 Masonry Block Type = Medium Weight Concrete Data fc psi = --- Fy psi = Other Acceptable Sizes & Spacings Toe: #4@ 13.25 in, #5@ 20.50 in, #6@ 29.00 in, #7@ 39.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S ' Fr Key: #4@ 22.25 in, #5@ 34.50 in, #6@ 48.25 in, #7@ 48.25 in, K•N',,P-P & TANG STRUCTURAL ENGINEERS, INC. Title WADE RESIDENCE" Page: / 6 498 SOUTH STODDARD AVENUE Job Dsgnr: HW Date: NOV 18,2003 SAN BERNARDINO, CA 92401 Description.... PHONE: 909-889-0115 8%8" RETAINING. WALL FAX: 909-889-0455 This Wall in File: C:IRETAIN PRO-61EXAMPLES.RP5 RetaBuild at Version 6.0 Cantilevered Retainin Wall Design Build Date : 10 -SEP -2001, (c) 1989-2001 g. 9 Summary of Overturning & Resisting Forces & Moments ...OVERTURNING"'..--- ..... RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soi = 1,072.9 2.61 2,800.3 -39.4 0.50 -19.7 36.6 8.75 320.1 Total = 1,070.1 O.T.M. = 3,100.7 Resisting/Overturning Ratio 1.80 Vertical Loads used for Soil Pressure = 2,261.9 lbs Vertical component of active pressure NOT used for soil pressure Soil Over Hee = 813.9 3.21 2,611.3 Sloped Soil Over Hee = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Ste = 0.00 Soil Over To = Surcharge Over Toe _ 110.0 1.00 110.0 Stem Weight(s) 675.5 2.33 1,576.1 Earth @ Stem Transition _ Footing Weigh = Key Weight 562.5 1.88 1,054.7 = Vert. Component _ 100.0 2.33 233.3 Total = 2,261.9 lbs R.M. 5,585.4 5.in Mas w/ a5 @ I G.in dr- 5ohd Grout: 5pc Ins #7@3 1 .75in @Toe Designer 5electl i #6@ 18.m P -O" all hor¢. re nf. —► .�---►� @ heel See Appendix A 2'-3" 2" r I A-R/hI,2 2'-2" r 0 KNAPP & TANG STRUCTURAL ENGINEERS, INC. Title WADE RESIDENCE Page: �ba x4,08 SOUTH STODDARD AVENUE Job Dsgnr: HW Date: NOV 20,2003 SAN BERNARDINO, CA 92401 Description.... PHONE: 909-889-0115 "'' RETAINING WALL FAX: 909-889-0455 Reta g g This Wall in File: C:IRETAIN PRO-61EXAMPLES.RP5 Build Date version 6.oe : 10 -SEP -2001, (c) 1989-2001 Cantilevered Retaining Wall Design Build _ i-5oil Data --- Footing Dimensions 8� Strengths Retained Hei � ht � g _ . " 2.16 ft Allow Soil Bearing = 1,800.0 psf Toe Width = 1.U0 ft Wall height above soil = . 3 ft Equivalent Fluid Pressure Method Heel Width = 1.25 Slope Behind Wal = 0.00:1 Heel Active Pressure = 35.0 psf/ft Total Footing Widt = 2-2-5 Height of Soil over To = 0.00 in Toe Active Pressure Passive Pressure = 35.0 psf/ft - P 300.0 psf/ft Footing Thickness = 12.00 in Soil Density. = 110.00 pcf Water height over heel = 0.0 ft Key Width = 0.00 in 16.00 L FootingIlSoil Frictio = 0.400 Key Depth = 0.00 in Wind on Stem = 20.0 psf P Soil height to ignore Key Distance from Toe = 0.00 ft 0.081 for passive pressure = 12.00 in fc = 2,000 psi Fy = 60 000 psi I Design Summary Total Bearing Loa = 787 lbs ...resultant ecc. = 2.24 in Soil Pressure @ To = 524 psf OK Soil Pressure @ Hee = 176 psf OK Allowable = 1,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 734 psf ACI Factored @ Heel = 246 psf Footing Shear @ To = 4.1 psi OK Footing Shear @ Hee = 1.2 psi OK Allowable 76.0 psi Wall Stability Ratios Overturning = 3.26 OK Sliding = 1.62 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Forc =. 193.8 lbs less 100% Passive Force= - 0.0 lbs - less 100% Friction Force= - 314.9 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results oe eel Factored Pressure = 734- 246 psf Mu'.: Upward = 0 84 -ft-.# Mu': Downward = 0 153 ft-# Mu: Design = 291 68 ft-# Actual 1 -Way Shear = 4.07 1.19 psi Allow 1=Way Shear = 76.03 76.03 psi Toe Reinforcing = *7 @ 31.75 in Heel Reinforcing = # 6 @ 18.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S ' Fr Key: No key defined Footing Concrete Densit = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Stem Construction -' Top Stem Design height ft= Bar Lap/Emb 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 16.00 L Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.081 Total Force @ Section lbs = 118.2 Moment .... Actual ft-#= 171.3 Moment..... Allowable = 2,115.9 Shear..... Actual psi = 2.1 Shear..... Allowable psi = 38.7 Lap Splice if Above in = 30.00 Lap Splice if Below. in = 11.74. Wall Weight = 78,0 Rebar Depth 'd' in= 5.25 Masonry Data fm psi= 1,500 Fs psi= 24,000 Solid Grouting = Yes Special Inspection = Yes Modular Ratio 'n' = 25,78 Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60' Masonry Block Type = Medium Weight Concrete Data fc psi= Fy osi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S ' Fr Key: No key defined KNAPP & TANG STRUCTURAL ENGINEERS, INC. Title WADE RESIDENCE 408 SOUTH STODDARD AVENUE Page:' Job Dsgnr: HW Date: NOV 20,2003 SAN BER`NARDINO, CA 92401 Description.... PHONE: 909-889-0115 RETAINING WALL FAX: 909-889-0455 This Wall in File: C:IRETAIN PRO-61EXAMPLES.RP5 Build Date Version 6.0e : 10 -SEP -2001, (c) 1989-2001 Cantilevered Retaining g Wall Design Build Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... Force Distance Moment RESISTING..... Item lbs ft ft-# Force Distance Moment Heel Active Pressure = 174.7 lbs ft ft-# 1.05 184.1 Toe Active Pressure = -17.5 0.33 -5.8 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soi = 36.6 4.08 149.1 Total = 193.8 O.T.M. = 327.4 Resisting/Overturning Ratio 3.26 Vertical Loads used for Soil Pressure = 787.3 lbs Vertical component of active pressure NOT used for soil pressure Soil Over Hee = 138.6 1.96 271.4 Sloped Soil, Over Hee = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Ste = 0.00 Soil Over To _ Surcharge Over Toe Stem Weight(s) _ Earth @ Stem Transition = 311'2 1.33 415.0 Footing Weigh _ Key Weight - 337.5 1.13 379.7 Vert. Component _ Total = 787.3 lbs R.M. + 1,066.1 - 8 -in Mas w/ #5 @ 24.in o/c Solid Grout, Spc Insp 12.in Mas w/ #5 @ 16.in o/c Solid Grout, Spc Insp 16.in Mas w/ #5 @ 16.in o/c Solid Grout, Spc Insp 20.in Conc w/ #8 @ 16.in o/c 6'-0" 1 5'-6" 3" -3" 14'-0" 2 1/2" 5'-6" 6": #5@9.in v @Toe Designer selectl i 2'-10"' #5@10- in all horiz. reinf.1 (0 Heel See Appendix Al 8'-4" V-8" 8'-4" -8" 101-01, KNAPP & TANG STRUCTURAL ENGINEER INC Title 14'H -a 408 South Stoddard Ave. Job # Dsgnr: San Bernardino, CA 92401 Description.... Phone: (909) 889-0115 Fax: (909) 889-0455 Page: 2e _ , , Date: NOV 19,2003 FootingilSoil Frictior Wind on Stem = 20.0 psf Soil height to ignore for passive pressure _Design Summary Total Bearing Load = 7,281 lbs ...resultant ecc. = 11.63 in Soil Pressure @ Toe = 1,152 psf OK This Wall in File: D:IPROJECTIHOME1Tessier.RP5 RetainPro Version 6.0 Allowable Cantilevered Retaining Wall Design Soil Pressure Less Than Allowable Build Date : 10 -SEP -2001, (c) 1989-2001 ACI Factored @ Heel = 399 psf Criteria = 24.4 psi OK LSoil Data Footing Dimensions & Strengths Retained Height= 14:00 ft, Allow Soil Bearing = 1,800.0 psf Toe Width = 8.33 ft Wall height above soil = , , 5.50'ft Equivalent Fluid Pressure Method Heel Width = 1.67 Slope Behind Wal = "0.00 : 1 Heel Active Pressure = 35.0 psf/ft _ Total Footing Widtt = 10.00 Height of Soil over Toe = 6.00 in Toe Active Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Footing Thickness = 20.00 in Soil Density = 110.00 pcf Water height over heel = 0.0 ft Key Width = 20.00 in FootingilSoil Frictior Wind on Stem = 20.0 psf Soil height to ignore for passive pressure _Design Summary Total Bearing Load = 7,281 lbs ...resultant ecc. = 11.63 in Soil Pressure @ Toe = 1,152 psf OK Soil Pressure @ Heel = 305 psf OK Allowable = 1,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,508 psf ACI Factored @ Heel = 399 psf Footing Shear @ Toe = 24.4 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 76.0 psi Wall Stability Ratios # 5 Overturning = 2.20 OK Sliding = 1.51 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 4,323.1 lbs less 100% Passive Force= - 3,600.0 lbs less 100% Friction Force= - 2,912.5 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results 0.277 Toe Heel Factored Pressure = 1,508 399 psf Mu' : Upward = 41,638 0 ft-# Mu': Downward = 14,815 0 ft-# Mu: Design = 26,823 0 ft-# Actual 1 -Way Shear = 24.43 0.03 psi Allow 1 -Way Shear = 76.03 76.03 psi Toe Reinforcing = # 5 @ 9.00 in Heel Reinforcing = # 5 @ 10.00 in Key Reinforcing = # 5 @ 10.25 in = 0.400 Key Depth = 34.00 in Key Distance from Toe = 8.33 ft = 12.00 in fc = 2,000 psi Fy Footing Concrete Density Min. As % Cover @ Top = 2.00 in I Stem Construction in= Top Stem 2nd__ Design height ft = Stem OK 13.50 Stem OK 10.17 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 12.00 Rebar Size = # 5 # 5 Rebar Spacing = 24.00 16.00 Rebar Placed at = Center Edge Design Data 25.78 Short Term Factor = fb/FB + fa/Fa = 0.348 0.277 Total Force @ Section lbs = 114.4 366.7 Moment.... Actual ft-#= 358.2 1,051.5 Moment..... Allowable ft-#= 1,030.0 3,791.3 Shear..... Actual psi = 2.8 3.7 Shear..... Allowable psi = 38.7 38.7 Lap Splice if Above in= 30.00 Lap Splice if Below in= 30.00 Wall Weight psf= 84.0 Rebar Depth 'd' in = 3.75 Masonry Data 16.00 Edge fm psi= 1,500 Fs psi= 24,000 Solid Grouting = Yes Special Inspection = Yes ModularRatio'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight Concrete Data fc psi = Fy psi = 30.00 30.00 133.0 9.00 60,000 psi 150.00 pcf = 0.0018 @ Btm.= 3.00 in 3rd 4th Stem OK _ _ Bar Lap/Emb 5.50 0.00 Masonry Concrete 16.00 20.00 # 5 # 8 16.00 16.00 Edge Edge 0.867 1,374.4 4,819.9 5,558.5 9.6 38.7 30.00 43.60 175.0 13.00 0.684 6,010.6 30,342.3 44,329.2 28.6 76.0 87.21 18.78 250.0 17.50 1,500 1,500 24,000 24,000 Yes Yes Yes Yes 25.78 25.78 1.000 1.000 11.60 15.60 2,000.0 60,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 5.00 in, #5@ 7.50 in, #6@ 10.75 in, #7@ 14.50 in, #8@ 19.25 in, #9@ 24. Heel: Not req'd, Mu < S ' Fr Key: #4@ 6.75 in, #5@ 10.25 in, #6@ 14.50 in, #7@ 19.75 in, KNAPP & TANG STRUCTURAL ENGINEER INC Title 14'H-a Page: f 403 Sou.h Ctoddard Ave. Job # - Dsgnr: Date: NOV 19,2003 San Bernardino, CA 92401 Description.... Phone: (909) 889-0115 ` Fax: (909) 889-0455 This Wall in File:. D:IPROJECTIHOME1Tessier.RP5 RetainPro Version 6.0 Cantilevered. Retainin Build Date Wall Desi n g g : 10-SEP-2001, (c) 1989-2001 Summary of Overturning & Resisting Forces & Moments OVERTURNING.....' .....RESISTING..... Force' Distance oment M Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 4,295.3 5.22 22,430.9 Soil Over Heel = 5.1 10.00 51.3 Toe Active Pressure = -82.2 0.72 -59.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0.00 Load @ Stem Above Soil = 110.0 18.42 2,025.8 Soil Over Toe = Surcharge Over Toe = 458.2 4.17 1,908.2 Stem Weight(s) Total = 4,323.1 O.T.M. = 24,397.4 Earth@ Stem Transitions= 3,139.1 8.99 28,229.1 Resisting/Overturning Ratio = 2,20 Footing Weight 470.4 9.70 4,565.3 Vertical Loads used for Soil Pressure = 7,281.2 lbs = Key Weight = 2,500.0 708.3 5.00 9.16 12,500.0 6,490.7 Vert.. Component _ Vertical component of active pressure NOT used for soil pressure. Total.= 7,281.2 lbs R.M.= , 53,744.7 8.in Mas w/ #5 @ 24.in o/c Solid Grout, Spc Insp 12.in Mas w/ #5 @ 16.in o/c Solid Grout, Spc Insp 16.in Mas w/ #5 @ 16. in o/c Solid Grout, Spc Insp 20.in Conc w/ #8 @ 16.in o/c 6" Q F -O" 3'-4" i 14'-O"l #5@9.in 3 @Toe 2'-4" Designer select! #5@10.in all h oriz. reinf.1 @ Heel See Appendix Al 4 -8" 3--7" 4'-9" 5'-3" 101-01, e� teAC C 2-��. � � � 2C KNAPP & TANG STRUCTURAL ENGINEER INC Title 14' high Page: /06 403 South Stoddard Ave. Job # Dsgnr: Date: NOV 19,2003 San Bernardino, CA 92401 Description.... Phone: (909) 889-0115 Fax: (909) 889-0455 This Wall in File: D:IPROJECTIHOME1Tessier.RP5 d version 6.0 BuilCantilevered Retaining Wall Design Build Date : 10 -SEP -2001, (c) 1989-2001 Criteria Retained Height Wall height above soil Slope Behind Wal . Height of Soil over Toe Soil Density Wind on Stem Soil Data = 14.00 ft' Allow Soil Bearing • = 11800.0 psf = ft Equivalent Fluid Pressure Method (""55o Heel Active Pressure - 35.0 psf/ft = 0.00 : 1 Toe Active Pressure = 35.0 psf/ft = 6.00 in Passive Pressure = '300.0 psf/ft = 110.00 pcf Water height over heel = 0.0 ft FootingIlSoil Frictior 20.0 psf Soil height to ignore for passive pressure Surcharge Loads Design Summary Total Bearing Load = 12,652 lbs ...resultant ecc. _ 6.25 in Soil Pressure @ Toe = 1,661 psf OK Soil Pressure @ Heel = 870 psf OK Allowable = 1,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,238 psf ACI Factored @ Heel = 1,172 psf Footing Shear @ Toe = 27.8 psi OK Footing Shear @ Heel = 20.9 psi OK Allowable = 76.0 psi Wall Stability Ratios 12.00 Overturning = 3.15 OK Sliding = 1.74 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 4,572.4 lbs less 100% Passive Force= - 2,887.5 lbs less 100% Friction Force= - 5,060.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK ! Footing Design Results �- Edge Toe Heel Factored Pressure = 2,238 1,172 psf Mu' : Upward = 23,348 8,344 ft-# Mu' : Downward = 4,817 16,538 ft-# Mu: Design = 18,531 8,195 ft-# Actual 1 -Way Shear = 27.81 20.95 psi Allow 1 -Way Shear = 76.03 76.03 psi Toe Reinforcing = # 5 @ 9.00 in Heel Reinforcing = # 5 @ 10.00 in Key Reinforcing = # 5 @ 10.25 in = 0.400 l Footing Dimensions & Strengths Toe Width = 4.75 ft Heel Width - 5.25 Total Footing Widtt _ = 10.00 Footing Thickness = 20.00 in Key Width = 20.00 in Key Depth = 28.00 in Key Distance from Toe = 4.75 ft 12.00 in fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Over Heel = 50.0 psf Surcharge Over Toe 1 0.0 psf Used To Resist Sliding & Overturning Used for Sliding & Overturning Stem Construction L j Top Stem 2nd 3rd Design height ft= Stem OK 13.50. Stem OK - 10.17 _ Stem OK 5.50 Wall Material Above "Ht" = Masonry Masonry Masonry Thickness = 8.00 12.00 16.00 Rebar Size = # 5 # 5 # 5 Rebar Spacing = 24.00 16.00 - 16.00 Rebar Placed at = Center Edge Edge Design Data Masonry Block Type = Normal Weight Concrete Data fb/FB + fa/Fa = 0.350 0.308. 0.971 Total Force @ Section lbs= 122.3 427.6 1,509.6 Moment.... Actual ft-#= 360.2 1,168.2 5,394.6 Moment..... Allowable ft-#= 1,030.0 3,791.3 5,558.5 Shear..... Actual psi = 3.0 4.4 10.5 Shear..... Allowable psi = 38.7 38.7 38.7' Lap Splice if Above in= 30.00 Lap Splice if Below in= 30.00 Wall Weight psf= 84.0 Rebar Depth 'd' in = 3.75 Masonry Data 15.60 - fm psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection = Yes Modular Ratio 'n' = 25.78 Short Term Factor _. 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Normal Weight Concrete Data fc psi= Fy psi = 30.00 30.00 133.0 9.00 30.00 43.60 175.0 13.00 4th Bar Lap/Emb 0.00 Ccncrete 20.00 # 8 16.00 Edge 0.744 6,389.2 32, 992.8 44, 329.2 30.4 76.0 87.21 18.78 250.0 17.50 1,500 1,500 24,000 24,000 Yes Yes Yes Yes 25.78 25.78 1.000 1.000 11.60 15.60 2,000.0 60,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 6.75 in, #5@ 10.50 in, #6@ 15.00 in, #7@ 20.25 in, #8@ 26.75 in, #9@ 33 Heel: #4@ 6.50 in, #5@ 10.00 in, #6@ 14.00 in, #7@ 19.25 in, #8@ 25.25 in, #9@ 31 Key: #4@ 6.75 in, #5@ 10.25 in, #6@ 14.50 in, #7@ 19.75 in, KNAPP & TANG STRUCTURAL ENGINEER INC Title 14' high 8.21 Page:/67 408 South Stoddard Ave. Job # Dsgnr: Date: NOV 19,23" San Bernardino, CA 92401 Description.... 2.38 620.5 Phone: (909) 889-0115 5.41 16,991.0 Fax: (909) 889-0455 6.12 2,881.2 This Wall in File: D:IPROJECTIHOME1Tessier.RP5 12,500.0 RetainPro Version 6.0 Cantilevered Retaining Wall Design Build 5.58 3,256.9 Date : 10 -SEP -2001, (c) 1989-2001 R.M.= 83,016.6 ' Summary of Overturning & Resisting Forces & Moments ....OVERTURNING:.. - 'Moment .....RESISTING..... Force Distance Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 4,544.5 5.37 24,383.3 Soil Over Heel = 5,518.3 8.21 45,296.3 Toe Active Pressure = -82.2 0.72 -59.3 Sloped Soil Over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 110.0 18.42 2,025.8 Total = 4,572.4 O.T.M. = 26,349.8 Resisting/Overturning Ratio = 3.15 Vertical Loads used for Soil Pressure = 12,651.7 lbs Vertical component of active pressure NOT used for soil pressure Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= Soil Over Toe _ Surcharge Over Toe _ Stem Weight(s) Earth @ Stem Transitions__ Footing Weight _ Key Weight _ Vert. Component Total = 179.2 8.21 1,470.7 0.00 261.3 2.38 620.5 3,139.1 5.41 16,991.0 470.4 6.12 2,881.2 2,500.0 5.00 12,500.0 583.3 5.58 3,256.9 12,651.7 lbs R.M.= 83,016.6 r68 I FeJ e reA cc 2-- -11, -/- - p, r2. f KNAPP & TANG STRUCTURAL ENGINEERS, INC. Title 408 SOUTH STODDARD AVENUE Job Dsgnr: HW SAN BERNARDINO, CA 92401 Description.... PHONE: 909-889-0115 5'-0" RETAINING WALL FAX: 909-889-0455 Date: MAY 8,2 03 i Design Summary �� Masonry Stem Construction This Wall in File: CARETAIN PRO-61EXAMPLES.RP5 RetainPro Version 6.0 Restrained Retaining Wall Design Total Bearing Loa ...resultant ecc. = 986 lbs = 0.88 in Build Date : 10 -SEP -2001, (c) 1989-2001 Short Term Factor = 1.000 Adjacent Footing Load = lbs ft Criteria Soil Data 7.600 in Footing Strengths & Dimensions Retained Height = 3.67 ft Allow Soil Bearing = 1,500.0 psf Toe Width U.67 ft Wall height above soil = 1.67 ft Equivalent Fluid Pressure Method Heel Width = 1.33 Total Wall Height = 5.34 ft Heel Active Pressure = 55.0 psf/ft Total Footing Widt = 2 -00 - Than Allowable @ Toe Active Pressure = 55.0 psf/ft Footing Thickness = 12.00 in Top Support Height = 5.33 ft Passive Pressure Water height over heel = 300.0 psf/ft = 0.0 ft Key Width = 0.00 in Slope Behind Wal = 0.00 :1 Footing��Soil Frictio _ - 0.400 Ke Depth y p Key Distance from Toe - - 0.00 in = 0.00 ft Height of Soil over To = 0.00 in Soil height to ignore 0.00 ft Footing Shear @ Hee = 1.1 psi OK Soil Density = 110.00 pcf for passive pressure = 0.00 in fc = 2,000 psi Fy = 60,000 psi Rebar Spacing = 16.00 in 16.00 in 16.00 in Footing Concrete Densit = 150.00 pcf Wind on Stem = 0.0 psf Center Center Min. As % = 0.0018 Rebar Depth 'd' = 3.75 in 3.75 in 3.75 in Cover @ Top = 2.00 in @ Btm.= 3.00 in Design Summary �� Masonry Stem Construction >>> Sliding Forces are restrained by the adjacent slab Load & Moment Summary For Footing : For Soil Pressure Calcs Total Bearing Loa ...resultant ecc. = 986 lbs = 0.88 in Thickness = 8.00 in fm = 1,500 psi Short Term Factor = 1.000 Adjacent Footing Load = lbs ft Wall Weight = 78.0 pcf Fs = 24,000 psi Equiv. Solid Thick. = 7.600 in Soil Pressure @ To = 601 psf OK Stem is FIXED to top of footing Surcharge Over Toe = lbs n Ratio (Es/Em) = 25.778 Soil Pressure @ Hee = 385 psf OK Block Type = Medium Weight Soil Over Heel = 269.1 lbs Use Special Inspection Allowable = 1,500 psf Solid Grouted 300.0 ft-# Mmax Between Base Moment Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 841 psf ACI Factored @ Heel = 539 psf Stem OK Stem OK Stem OK Footing Shear @ To = 3.8 psi OK Design height = 5.33 ft 2.50 ft 0.00 ft Footing Shear @ Hee = 1.1 psi OK Rebar Size = # 6 # 6 # 6 Allowable = 76.0 psi Rebar Spacing = 16.00 in 16.00 in 16.00 in Reaction at Top = 37.9 lbs Rebar Placed a = Center Center Center Reaction at Bottom = 561.9 lbs Rebar Depth 'd' = 3.75 in 3.75 in 3.75 in Design Data Sliding Calcs Slab Resists All Sliding ! fb/FB + fa/Fa = - Moment 0.000 0.069 0.187 Lateral Sliding Forc = 561.9 lbs .... Actu = 0.0 ft-# 92.5 ft-# 251.3 ft-# Moment..... Allowable = 1,341.6 ft-# 1,341.6 ft-# 1,341.6 ft-# Shear Force @ this height = 0.0 lbs 332.5 lbs Shear..... Actual = 0.00 psi 8.63 psi Shear..... Allowable = 38.73 psi 38.73 psi Footing Design Results Rebar Lap Required = 30.00 in 30.00 in I 8T eel Rebar embedment into footing = 14.09 in Factored Pressure = 841 539 psf Other Acceptable Sizes & Spacings: Mu': Upward = Mu': Downward = 179 127 ft-# 47 172 ft-# Toe: # 5 @ 18.00 in -or- Not req'd, Mu < S * Fr Mu: Design = 133 45 ft-# Heel:# 5 @ 18.00 in -or- Not req'd, Mu < S * Fr Actual 1 -Way Shear = 3.80 1.09 psi Key: No key defined -or-. No key defined Allow 1 -Way Shear = 76.03 76.03 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at'footing -- Forces acing on tooting or soi pressure >>> Sliding Forces are restrained by the adjacent slab Load & Moment Summary For Footing : For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem = 251.3 ft-# Surcharge Over Heel = lbs ft ft-# Adjacent Footing Load = lbs ft ft-# Axial Dead Load on Stem = lbs ft ft-# Soil Over Toe = lbs ft ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 416.51bs 1.00 ft 416.5 ft-# Soil Over Heel = 269.1 lbs 1.67 ft 448.6 ft-# Footing Weight = 300.0 lbs 1.00 ft 300.0 ft-# Total Vertical Force = 985.7 lbs Base Moment 913.7 ft-#. Soil Pressure Resulting Moment = 71.9t-# r