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0106-109 (RC) Structural Calcs41 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 STRUCTURAL CALCULATIONS of Jensen's Finest Foods 78525 Hwy I I I La Quinta, CA 92253 Prepared for: . MCG Architects 200 South Los Robles Avenue, Suite 300 Pasadena, CA 91 101 (With Plan Check Responses 7/20/01) "(8 -515 �w Ill S-tti _ CITY OF LA QIJII 1; _ — BUILDING & SAFETY D, APPROVEE FOR CONSTRUCTIOri DATE 11 Q BY Prepared by:��« SAI FUL/BOUQUET CONSULTING STRUCTURAL ENGINEERS, INC. 150 East Colorado Boulevard, Suite 350 Pasadena, California 91 105 Tel: (626) 304-2616 SBI Job No. 01521 June 4, 2001 1 1 1 1. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SAI FUUBOUQUET CONSULTING STRUCTURAL. ENGINEERS. INC. STRUCTURAL CALCULATIONS TENANT IMPROVEMENTS JENSEN'S FINEST FOODS (WITH PLAN CHECK RESPONSES) July 20, 2001 Introduction The following are structural engineering calculations for the installation of new ceiling soffits plus partition walls for the Jensen's store located at 78525 Highway I I I in La Quinta, California. The design is based on the structural core and shell construction documents prepared by Manning Engineering dated 12/12/00 and from discussions with the Engineer of Record Mr. Ted Anvick., Contractor is to verify all existing construction conditions prior to work as noted on the general notes of the accompanied drawing S-1. All calculations based on the 1997 edition of the Uniform Building Code. Refer to architectural drawings for balance. Table of Contents Responses to Plan Check Comments New Metal Stud Soffit Designs A L SO 083 n Exp. S- -�- ct'lq �gUCTv�Q, TF �F CAS-�F�� L._____ Plan check No. 0106-109 VCA File No.LQ -13208 THE FOLLOWING CORRECTIONS ARE REQUIRED; a 1. Specify on plans that the governing. codes for this project are the 1998 California Building (CBC), Electrical (CEC), Energy (T-24-6), Mechanical (CMC), and Plumbing (CPC) with local amendments. a 2. Note all plans for additions, alterations; and structural repairs are required to comply with accessibility (handicapped) regulations as stipulated in Section 101.17.11 of the California amendments. S3 1 Provide a structural plan showing al].framing elements designed in calculations. Show span, location, size and spacing per calculations. Show how the joists are supported. 4. The details called out in the calculations do not show the designed structural member size and spacing. Revise -details to show this information. 3 5. Provide a detail showing connection of soffit to roof joists. Indicate hardware to be used for the connection. S 6. Provide details showing each connection calculated on page 11 of calculations. END CORRECTION LIST. 2 SAI FUL./BOUQUET CONSULTING STRUCTURAL ENGINEERS, INC. F- f� to • t I-v�°•D Fla 'M E. 0-. R. �� Ca`� PS.i M i3 o Prl"zl� 2' �b phrr pvl 6-L CS20P I, F To ►,-.T > LN V e Imo. 1 gal TSM APPRoK., TOTA,%. 4> -(,JD ' � %�I'2.OX, 'jc7{✓a��(-i`1"M r'sD� l-E.�(aikt /' S�F-�l`j' 1'I.R�C.E� o pt P up X 22 �'tii' �F a �zwr► 5015-C S w� - C2���5� x��•1)-(- r- 2 MI`s E E. AT -r^ W _ y Z:, . PL -P �'o PL -r - DESIGN: W.O. NO.: CHECK: DATE: SHEET NO.: 72.00 #/ft / 1 1 '33. 10 #/ft 1 33.10 #/ft 50.00 ft M— = 27.87 k -ft Dmax = -78.6884 ui Rmax = 2.420 k Vmax @ left = 2.420 k x R To to?T CNEC, - i -11 1 1 1 1 1 "1 1 1 1 1 1 1 72.00 #/ft Rmax = 2.006 k Vmax @ rt = 2.006 k 1 1 1 1 1 1 1 1 1 1 1 1 1 t 1 1 1 1 SAI FUL/BOUQUET CONSULTING STRUCTURAL ENGINEERS, INC. (4?F_E l7LTAI F5 sci�-cf •1 t' 4 l q- 1 AML OX, S'tvp LENLiXti At'PlZox. !a`lP P5-[<0"lo$ PLF K t5,9 ) X �b�� -(�'2``at'�SP Xt�•sLX.Z�X'l�41¢= 1 t2 * M N► Ax �. Z.'ij . 4�.Yj IL _ ¢� C� EE A'[ -r A�t-1 �. j� J �C23 • 'N L>X 1 0 0 TO t ij•T �-l1 E C K- - �i.F 9 STA t %. 3 SOS--) o' pc> C°•GIOl' PL -f- 1( ?V, 2B P"7FX7,�)(12?2 1l lit4.=1`�c}•21 AfW-M `�?QO l_fr tiZH- 'PtLOx, tri?, RO , Lfwi,Tw- MMA9C. (1'':� FT 7cE ,�-r-tAct-�� W 1 Y.1tij to°° _ 3�y • � �°►�1� �t_F L�1-i . v P�.F' c>11- DESIGN: ILDESIGN: W.O. NO.: CHECK: DATE: SHEET NO.: 1�7 To 4;�N 50.00 ft Mmax = 23.98 k -ft Dmax = -67.3317 in • Rmax = 1.859 k Vmax @ rt = 1.859 k SAIFUUBOUQUET CONSULTING STRUCTURAL ENGINEERS, INC. TO tST C Ik q- C,e;, EF-- I. 1 A -r Myo rottAT) 2(0" Tj^ @ -LA4 0,C. l zc, I- o" �PPQ . STSo L�NIa"M P5 =�(oz4 o $ PLt xq�'� ARPRaX, &A'T. 'LS F X'LI�C'�4�2, l•. �1-k4- J'A Aon = 24 `` �� - �-T .. (`F- E A-rr A -r- to E T.-)> _ � �C 24•�'�.ko X t o0 0 s0 1) P� 24"T3'LAl1"o. L, 1 414- FPR-oX, �jZ.1p 1.�1C;CN ���20K. C3+`�t2. 1��0, LEtJC�Tlst N J �rj CU °l o $ PLF- K �a��)X ' b<< -} 2 lbPSF x 21 x lt(�6� MPA & ' w %10 Cl-- LS.yole- 'PROJECT: DESIGN: W.O. NO.. CHECK: DATE: ' SHEET NO.: Ce h Rmax = 1.870 k Vmax @ left = 1.870 k 141.10 lbs 50.00 ft Mmax = 24.26 k -ft Dmax = -67.9741 in 72.00 #/ft Rmax = 1.870 k Vmax @ rt = 1.870 k 1 t 1 1 l 1 1 i 1 1 1: 1 1 1 1. i 1 1 118.5T lbs 72.00 #/ft r I 1 j 72.00 #/ft ' 1 25.00 ft �G.36 k-ftk-ft Dmax = -4.4187 in • Rmax = 0.959 k Vmax @ left = 0.959 k Rmax = 0.959 k Vmax @ rt = 0.959 k 1 1 J t t 1 t. i t 'I i i I I i I I I .1 I i I I i i I F1 i I f 1 1 l7 toad Tables/Hon-Snow ( 125%) Allowable Uniform Load (plf) TIMTM8 TIHTM Series Parallel Chord • Open -Web Series TJM'm Seriesl I FL=Flat roof less than Ya" in 12" slope. SL=Sloped roof greater than Va" in 12" slope. TJH` Series Depthy 24 x �� ;27 1N,30s33m'PF 36 MW 32 x745" .36 , .38 X40 x X424;a x 44 x 46 `,Depth Depth Span FLt SLF F, S- FL, Sd�FLjSL F SC; FC,SL.:.FL; kSL; +FL. SL,tiFL 5FL S. .`fLrSL SLv, 1FLS": _ FC`,dSL' L� ,,1,; ,FL! SLs 0,FI,---_SE :. F Lil„_SL_. FL„nSC 4 X.St;` 1430",” 24 397 397 411 411 417 417 423 423 428 428 434 434 443 443 449 449, 452 452 456 456 458 458 452 452 443 443 433 433 1424 ' '26 339 339 377 377 383 383 388 388 393 393 397 397 402 402 409 409 415 415 419 419 423 423 425 425 428 428 422 422 ' 26 279 292 328 328 354 354 359 359 363 363 367 367 371 371 374 374 381 381 385 385 391 391 394 394 397 397 399 399 • 28s1 36 x:30:°' 229 r- • , 255 283 286 317 317 333 333 337 337 341 341 344 344 347 347 350 350 355 355 360 360 364 364 367 367 371 371 30:' 38'<i 32 190 224 235 251 279 279 306 306 315 315 318 318 321 321 324 324 327 327 329 329 332 332 338 336 341 341 345 345 ?*3B ('40 ' 159 1 199 197 223 239 247 271 271 295 295 298 298 301 301 303 303 306 306 308 308 311 311 313 313 316 316 321 321 34i —� 170 177 167 199 203. 221 348 242 264 264 281 281 283 283 285 285 288 288 290 290 292 292 294 294 296 296 297 297 `;;42 148 154 143 179 173 198 206 217 237 237 256 256 267 267 269 269272 349 272 274 274 275 275 277 277 279 279 280 280 '=44 130 132 123 161 150 179 178 196 209 214 231 231 249 249 255 255 257 257 259 259 261 261 262 262 264 264 265 265 46 =t48 115 114 107 142 130 162 155 178 181 194 210 210 226 226 242 242 244 244 246 246 247 247 249 249 251 251 251 251 48 ' t58 100 93 124 113 148 135 162 159 177 184 191 206 206 220 220 232 232 234 234 235 235 237 237 238 238 239 239 '' S0 52'' 91 88 82 109 100 133 119 149 140 162 162 175 185 188 202 202 215 215 223 223 224 224 226 226 227 227 227 227 :.54. 81 77 68 72 64 96 85 88 78 117 104 105 136 124 123 110 149 137 143 127 161 148 164 146 173 159 185 165 185 171 197 182 197 182 210 193 210 193 215 204 215 204 216 207 216 207 217 208 217 208 217 208 217 208 56 73 97 61 57 76 69 93 83 111 98 127 113 137 130 147 148 158 166 168 179 179 189 189 198 198 199 199 199 199 '58., 66 41 54 51 68 62 83 74 99 87 117 102 127 117 137 132 146 149 156 166 166 175 266 185 185 191 191 191 191 54' 59 5 37, 49 46 61 56 74 67 89 79 105 91 118 105 127 119 136 134 145 150 154 163 .175 163 172 172 181 181 184 184 56rs. 54 ;586• 44 41 55 50 67 60 80 71 95 82 110 95 119 108 127 121 135 136 144 151 152 160 160 169 169 177 177 64 49 6 40 37 50 46 61 55 73 64 86 75 100 86 111 98 119 110 126 123 134 137 142 150 150 158 158 165 165 60; 45 ;4".6 '644 36 80 45 41 55 50 66 58 78 68 90 78 104 89 111 100 118 112 126 125 133 138 140 148 148 155 155 ..: 41 55 55 73 41 38 50 45 60 53 71 62 82 71 95 81 104 91 111 102 118 114 125 126 132 138 139 145 145 64'<•. 38 6 50 67 38 86 46 41 55 49 65 56 75 65 87 74 98 64 104 94 111 104 117 115 124 126 130 137 137 '�4 66s t.. 42 38 50 44 M. 59 52 69 60 79 68 90 77 98 86 105 95 111 106 117 116 123 127 129t68f S¢�Q•' 38 35 41 54 48 63 55 73 62 83 70 93 79 99 88 104 97 110 107 116 117 122 'i.70 z TJH` Series Depthy 24 x �� ;27 1N,30s33m'PF 36 3942.. x745" 48 51.j-54 x •:57 x 60 x 63 ::: Depth Span FLt SLF rFI ` SL , ,,FL S <'. F SC; r FL kSL; +FL. '$L 5FL S FL SLv, FL F SL FL: L� ,,1,; ,FL! SLs 0,FI,---_SE :. F Lil„_SL_. FL„nSC 'Span. 1430",” 447 1 467 1.4.78 478 487 487 495 495 505 505 510 510 512 512 506 506 498 498 _. 488 488 477 477 467 467 455 455 , 443 443 30.. 372 412 447 447 455 455 463 463 469 469 479 479 484 484 486 486 485 485 477 477 467 467 458 458 447 447 436 436 `, 32 . 313 365 410 420 427 427 434 434 440 440 446 446 453 453 458 458 462 462 462 462 458 458 449 449 439 439 429 429 ;-334::`.: 36 265 326 349 379 402 402 409 409 414 414 419 419 424 424 430 430 436 436 438 438 441 441 441 441 432 432 422 422 X36';” 38'<i 227 293 299 .340 378 380 386 386 391 391 396 396 400 400 405 405 410 410 415 415 418 418 420 420 421 421 416 416 ?*3B ('40 ' 195 261 258 307 327 350 366 366 371 371 375 375 379 379 383 383 387 387 391 391 395 395 399 399 401 401 403 403 =:'A0'": :••" 42':s 170 226 224 279 285 318 348 348 352 352 356 356 360 360 364 364 367 367 370 370 374 374 378 378 381 381 383 383 `;;42 148 197 196 254 249 290 308 325 336 336 339 339 343 343 346 346 349 349 352 352 355 355 359 359 362 362 364 364 '=44 130 173 172 230 219 265 271 298 320 320 324 324 327 327 330 330 333 1 333 336 336 338 338 341 341 345 345 346 346 46 =t48 115 153 152 203 194 244 240 274 290 303 310 310 313 313 316 316 318 318 321 321 323. 323 325 325 328 328 327 327 48 ' 102 136 135 180 172 225 214 252 258 280 297 297 300 300 302 302 305 305 307 307 309 309 312 312 314 314 311 311 '' S0 52'' 91 121 120 161 154 205 191 233 231 259 274 284 288 288 290 290 292 292 295 295 297 297 299 299 301 301 298 298 :.54. 81 108 108 144 138 t84 171 216 207 240 246 264' 276 276 279 279 281 281 283 283 285 285 287 287 289 289 286 286 56 73 97 97 129 124 165 154 201 187 223 222 245 260 266 268 268 270 270 272 272 274 274 276 276 278 278 275 275 .54 56 '58., 66 88 87 117 112 149 139 186 1 169 208 201 229 1 235 249 1 259 259 261 62 262 264 264 266 266 268 268 265 265 . `58 59 79 79 106 101 135 126 168 153 195 182 214 214 233 247 250 252 3 253 255 255 257 257 258 258 256 256 60 62'` 54 72 72 96 92 123 115 153 139 182 166 200 195 218 225 236 243 q235237 5 245 246 246 248 248 249 249 247 247 62 64 49 66 65 87 84 112 105 139 127 169 152 188 178 205 205 222 235 237 238 238 240 240 241 241 239 239. 64 " 66 45 60 60 80 77 102 96 127 1161155 139 177 163 193 188 208 215 224 229 229 231 231 232 232 233 231 231 66 68 41 55 55 73 70 94 88 117 10142 127 166 149 181 '173 196 198 211 222 222 223 223 225 225 226 .233 226 '224 224 68 70 38 50 50 67 65 86 80 107 9131 117 156 137 1 171 159 185 182 199 206 214 217 217 218 218 219 219 217 217 70 1- Values shown are maximum allowable load capacities. Open -web trusses will be custom designed to the specified loads. 2. Straight line interpolations may be made between depths and spans. 3. Values shown are maximum allowable load capacities of the trusses in pounds per lineal foot (plf) based ori: • simple span, uniformly loaded conditions. • an assumed 38% ratio of dead load to total load (eg.: 20 psf live/12 psf dead). These tables maybe non -conservative if the actual ratio is higher than 38%. A more accurate analysis can be obtained by using the TJ -Beam`" software program. • top chord Z bearing clips. Higher values may be possible with other types of bearing clips. 4. These tables may also be used for bottom chord bearing trusses (maximum bottom chord slope of 1 "/12") with or without cantilevers - at one or both ends. Cantilevers are limited to 1/7 of the main span provided the inboard shear for cantilevered conditions is limited to 4,900 lbs. for TJM`" Series and 7,400 lbs. for TJH`" Series. 5. Repetitive member usage increases are not allowed with values in tables above. REV. 1/98 W 1.7 5.11 Load Tables/Hon-Snow (125%) THM S TIIMXTM Series Allowable Uniform Load (plf) Parallel Chord • Open -Web Series FL=Flat roof less than Ya" in 12" slope. SL=Sloped roof greater than Ya" in 12" slope. CTJ��Serjes _j, t t t TJ LXm Series Check with your local Trus Joist MacMillan representative on availability of theTJLX" Series in your area. Depth i14n16 26,28s�30y X92 4. 36 4}0 Depth; Span FLM SL ;,FL' Sl ,. UFL�' SL. ,�FLirSL' �FL�cSL FL SL ptlr FL SSL`,. nFt�"SL, AFL :SL, „FL' �$L F 'SL_Q FL SG">' Spant; J4 , 393 393393 393 389 389 381 381 370 370 358 ..:: 344 344 330 330 317 317 S Sera . 304 359 293 393 393 389 389 381 381 370 370 358 358 344 344 330 330 317 317 304 304 293 293 281 281 270 270 259 259 296 282 286 319 275 354 354 361 361 353 353 343 343 332 332 320 320 308 308 296 296 286 286 275 275 265 265 255 255 235 289 267 280 298 269 328 328 338 338 330 330 320 320 310 310 299 299 289 289 280 280 269 269 260 260 250 250 291 195 195 223 273 249 264 275 255 300 300 317 317 309 309 300 300 291 291 281 281 273 273 264 264 255 255 246 246 283 157 161 184 267 207 259 228 250 250 242 270 291 291 291 291 283 283 275 275 267 267 259 259 250. 250 242 242 273 122 133 160 160 180 261 200 253 219 246 238 238 256 •26 273 273 273 273 268 268 261 261 253 253 246 246 238 238' 254 96 114 128 132 153 254 169 249 186 241 234 234 218 28 '. 233 108 249 249 254L36 148 254 254 249 249 241 241 234 23477 236 236 99 103 115 132 136 151 236 166 236 180 230 195 :., 02i3`y 209 66 223 223 236236 113 129 236 236 236 236 236 230 23063 9;tf 205 84 84 101 108 117 130 130 143 220 156 220 168 220 181 ;32 _ 193 73 205219 98 94 219 220 220 220 220 220 220 169'.. 52 69 70 88 89 101 111 113 129 129 141 206 153 32 164 46 175 61 186 79 191 98 203 203 206 206 206 206 162 44 .58 58 78 75 89 93 100 111 111 123 193 134 £ 34 144 39 154 52 164 66 175 83 179 101 185 185 193 193 134 37 49 49 66 63 79 79 89 96 98 108 108 122 179 132 38.,' 141 44 150 59 155 76 165 90 171 171 174 174 120 120 42 42 56 54 71 67 79 82 88 97 97 105 38 114 127 38 136 49 143 61 147 74 156 89 161 161 108 117 36 36 48 46 62 58 75 71 83 84 91 98 98 106 42 113 121 44 130 56 136 70 139 82 144 90 ..: 98 105 106 41 40 53 50 67 61 77 73 84 86 91 98 98 105 112 116 37 122 _ 130 56 132 67 ''"' 79 89 92 36 35 47 44 58 53 67 64 73 75 80 86 86 95 95 101 109 ' .• 114 54 117124 66 59 75 69 82 81 84 93 95 41 38 51 47 60 56 66 66 72 77 78 83 83 89 95 103 35 110 43 112 52 69 61 75 71 81 82 36 93 45 41 55 49 60 58 66 68 71 77 77 82 88 93 99 42 106 51 46 61 54 69 63 75 73 81 40 37 49 44 56 52 60 60 65 69 70 75 75 80 85 90 37 96 46 41 55 48 64 56 69 65 75 . 35 80 43 39 51 46 56 54 60 62 65 69 69 74 78 83 87 :+ 37 49 43 58 50 64 58 69 66 39 35 47 41 51 48 55 55 59 63 64 68 68 72 :_ 76 81 ? 37 44 39 52 45 60 52 64 35 69 42 37 47 43 51 50 55 57 59 62 62 67 71 75 40 35 47 41 55 47 60 54 38 61 44 39 48 45 51 51 55 58 59 62 62 66 70 ,. 36 42 37 49 43 56 49 60 40 35 45 41 48 46 52 52 55 58 58 62 62 65 } 6 38 45 39 52 44 37 50 42 37 45 42 49 48 52 53 55' 58 58 61 6 .: 35 41 35 47 40 53 39 56 43 38 46 43 49 49 52 54 55 58 58 6�4 6.6 37 43 37 35 42 41 35 43 40 46 44 49 50 51 54 54 66 6 45 37 50 41 36 43 41 46 45 49 50 51 `68 •- "° ��" 41 35 39 33 41 37 44 42 46 46 . 48 70, TJ LXm Series Check with your local Trus Joist MacMillan representative on availability of theTJLX" Series in your area. Depth i14n16 26,28s�30y X92 X34 y 36 4}0 Depth; Span FLM SL ;,FL' Sl FL SL UFL�' SL. ,�FLirSL' �FL�cSL FL SL FLS$ FL SSL`,. nFt�"SL, AFL :SL, „FL' �$L F 'SL_Q FL SG">' Spant; J4 , 393 393393 393 389 389 381 381 370 370 358 358 344 344 330 330 317 317 304 304 293 293 281 281 270 270 259 259 `aE1A; ; 3]6rzZ 319: 359 359 366 366 361 361 353 353 343 343 332 332 320 320 308 308 296 296 286 286 275 275 265 265 255 255 X16 ;T;185 266 ; 302 336 336 343 343 338 338 330 330 320 320 310 310 299 299 289 289 280 280 269 269 260 260 250 250 J •.s:% j 20;t. 218 221252 ;:?2 282 310 310 318 318 317 317 309 309 300 300 291 291 281 281 273 273 264 264 255 255 246 246 _A20 k4 165 181 209 209 234 258F 282 282 294 294 293 293 291 291 283 283 275 275 267 267 259 259 250 250 242 242 24 $1 128 152 170 177 204 204 226 248 x`298 268 268 274 274 273 273 273 273 268 268 261 261 253 253 246 246 238 238 Y22' 24 •26 101 130 135 151 172 172 192 �k!92r 210 210 229 246 246 254 254 254 254 254 254 254 254 249 249 241 241 234 234 26,;:t 28 '. 81 108 108 130 139 148 166 166 188 1 i 20420 4 220 220 236 236 236 236 236 236 236 236 236 236 236 236 230 230 :., 02i3`y :30 = 66 88 88 114 113 129 141 145 161 161 176r1Z6 191 9;tf 205 `2115 219 219 220 220 220 220 220 220 220 220 220 220 f:t30 ;32 _ 55 73 73 98 94 114 117 127 141 141 155 1155 169'.. 186�f 199 199 206 206 206 206 206 206 206 206 206 206 32 ;34 46 61 61 82 79 101 98 113 119 125 137 137 150 5u 162 162' 174 * 185 185 194 194 194 194 194 194 193 193 £ 34 36 `: 39 52 52 69 66 89 83 101 101 112 121 123 134 134 145 , 45 156 z156 166 `_1;86 175 175 183 183 182 182 179 179 38.,' 44 44 59 57 76 71 90 86 100 103 110 120 120 130 ' t30 140 140 14949- 162 V162" 166 166 174 174 169 169 38 :.40'.. '. 38 38 50 49 65 61 81 74 91 89 99 104 108 117 117 126 .126. 135 35 144 144r 154 a54 157 157 159 159 46 42 44 42 56 53 70 64 82 77 90 91 98 105 106 114 114 122 t22 130 T130s. 138 :138. 147 147 150 150 ",42. ;44 38 37 49 46 61 56 75 67 82 79 89 92 97 104 104 112 n$12 119 X119' 126 ,126; 133 141 141 46 '. 43 40 54 49 66 59 75 69 82 81 84 93 95 102 102 110 f 116 116? 125 € 127 122 f� 38 35 47 43 58 52 69 61 75 71 81 82 88 93 94 100 100 106 1061 112 •"• 120 "50.. 42 38 51 46 61 54 69 63 75 73 81 83 86 92 92 98 98 103 : Q3Y 109 09 ` 50 ' .-,52'r.' 37 34 46 41 55 48 64 56 69 65 75 . 74 80 83 85 90 90 96 101 61. 54' 41 37 49 43 58 50 64 58 69 66 74 75 79 84 84 89 z 89 94 56 37 44 39 52 45 60 52 64 60 69 67 73 75 78 82 82 87 87 s:50 58 40 35 47 41 55 47 60 54 64 61 68 68 7376 77 81 81 L 58 60 36 42 37 49 43 56 49 60 55 64 62 68 69 72 76 76 x'60'' 62 .; 38 45 39 52 44 56 50 60 56 64 62 67 69 71 62.i 35 41 35 47 40 53 46 56 51 60 57 63 63 67 66 ' 37 43 37 49 42 53 47 56 1 52 59 58 63 '` �' 1 45 38 50 43 53 48 56 53 59 70 41 35 47 39 50 1 44 53 49 56 1. Values shown are maximum allowable load capacities. Open -web trusses will be custom designed to the specified loads. 2. Straight line interpolations may be made between depths and spans. 3. Values shown are maximum allowable load capacities of the trusses in pounds per lineal foot (plf) based on: • simple span, uniformly loaded conditions. • an assumed 38% ratio of dead load to total load (eg.: 20 psf live/12 psf dead). These tables maybe non -conservative if the actual ratio is higher than 38%. A more accurate analysis can be obtained by using the TJ -Beam" software program. • top chord no -notch bearing clips with 13/4" bearing. Higher values may be possible with other types of bearing clips. 4. These tables may also be used for bottom chord bearing trusses (maximum bottom chord slope of 1 "/12") with or without cantilevers - at one or both ends. Cantilevers are limited to 1/3 of the main span provided the inboard shear for cantilevered conditions is limited to 2,500 lbs. 5. Values in gray shaded areas may be increased 7% for repetitive member usage if the criteria on page 9.7 are met. REV. 6/97 W 5.9 ?7 CEIi1C0 Structural Steel Framing TABLE 1 SECTION PROPERTIES SECTION DESIGN WEIGHT GROSS SECTION PROPERTIES EFFECTIVE SECTION ALLOWABLE TORSIONAL SECTION DESIGNATION THICKNESS (lbs/ft) PROPERTIES MOMENT IPROPERTIES Area I r M (orches) Gia) in= in° in n' 6n) �(in)n') (in. lbs.) (�) (�n°) (n°) (n) B "CS" - PUNCHED "C" STUDS & JOISTS, 1-5/8" FLANGES 250CS20 0.0346 0.775 0.228 0.239 1.023 0.092 0.633 0.239 0.182 0.202 3,590 -1.543 0.000091 0.1645 1.957 0.378 250CS18 0.0451 1.003 0.295 0.306 1.018 0.117 0.629 0.306 0.245 0.262 4,838 -1.533 0.000200 0.2073 1.944 0.379 250CS16 0.0566 1.244 0.366 0.375 1.012 0.142 0.623 0.375 0.300 0.324 8,985 -1.525 0.000391 0.2504 1.933 0.378 250CS14 0.0713 1.547 0.455 0.458 1.004 0.172 0.615 0.458 0.367 0.401 10,977 -1.515 0.000770 0.3002 1.919 0.377 350CS20 0.0346 0.894 0.263 0.517 1.403 0.104 0.627 0.517 0.282 0.196 5,580 -1.391 0.000105 0.3022 2.073 0.550 350CS18 0.0451 1.156 0.340 0.665 1.398 0.132 0.623 0.665 0.380 0.266 7,509 -1.381 0.000231 0.3824 2.061 0.551 350CS16 0.0566 1.438 0.423 0.818 1.391 0.161 0.617 0.818 0.468 0.338 14,000 -1.372 0.000452 0.4635 2.049 0.552 350CS14 0.0713 1.788 0.526 1.005 1.382 0.195 0.609 1.005 0.5740.419 17,189 -1.361 0.000891 0.5584 2.033 0.552 362CS20 0.0346 0.908 0.267 0.561 1.449 0.105 0.626 0.561 0.296 0.196 5,846 1.375 0.000107 0.3234 2.093 0.569 362CS18 0.04511.176 0.346 0.721 1.444 0.134 0.621 0.721 0.398 0.267 7,865 -1.364 0.000235 0.4094 2.081 0.570 362CS16 0.0566 1.462 0.430 0.888 1.437 0.163 0.615 0.888 0.490 0.345 14,668 -1.355 0.000459 0.4965 2.069 0.571 362CS14 0.0713 1.819 0.535 1.091 1.428 0.197 0.607 1.091 0.602 0.428 18,018 -1.344 0.000906 0.5984 2.053 0.571 400CS20 0.0346 0.952 0.280 0.705 1.586 0.108 0.622 0.705 0.337 0.196 6,665 -1.327 0.000112 0.3928 2.160 0.622 400CS18 0.0451 1.234 0.363 0.907 1.581 0.138 0.617 0.907 0.453 0.268 8,961 -1.317 0.000246 0.4976 2.148 0.6.24 400CS16 0.0566 1.533 0.451 1.117 1.574 0.168 0.611 1.117 0.559 0.347 16,728 -1.308 0.000482 0.6042 2.135 0.625 400CS14 0.0713 1.911 0.562 1.374 1.564 0.204 0.603 1.374 0.687 0.453 20,574 -1.296 0.000952 0.7291 2.119 .0.626 t550CS20 0.0346 1.129 0.332 1.486 2.115 0.120 0.601 1.486 0.520 0.193 10,270 -1.170 0.000133 0.7605 2.491 0.779 SSOCSI8 0.0451 1.465 0.431 1.916 2.110 0.153 0.596 1.916 0.697 0.269 13,770 -1.160 0.000292 0.9659 2.480 0.781 SSOCSI60.0566 1.822 0.536 2.368 2.101 0.186 0.590 2.368 0.861 0.344 25,777 -1.151 0.000573 1.1762 2.467 0.783 550CS14 0.0713 2.271 0.668 2.922 2.091 0.226 0.581 2.922 1.063 0.459 31,817 1 -1.139 0.001133 1.4251 2.451 0.784 600CS20 0.0346 1.186 0.349 1.827 2.287 0.123 0.593 1.827 0.586 0.192 11,587 1.126 0.000139 0.9169 2.617 0.815 600CS18 0.0451 1.540 0.453 2.357 2.280 0.157 0.588 2.357 0.786 0.269 15,523 -1.116 0.000307 1.1653 2.606 0.817 600CS16 0.0566 1.917 0.564 2.914 2.272 0.191 0.582 2.914 0.971 0344 29,079 -1.107 0.000603 1.4201 2.594 0.818 600CS14 0.0713 2.393 0.704 3.600 2.261 0.232 0.574 3.600 1.200 0.459 35,924 -1.095 0.001193 1.7222 2.577 0.819 800.0451 1.846 0.543 4.713 2.945 0.169 0.558 4.713 1.178 0.271 23,284 -0.974 0.000368 2.1962 3.152 0.905 �OAOCS14 0.0566 2.305 0.678 5.839 2.935. 0.206 0.552 5.839 1.460 0.347 43,708 -0.965 0.000724 2.6819 3.139 0.906 0.0713 2.880 0.847 7.234 2.923 0.250 0.543 7.234 1.808 0.467 54,145 -0.953 0.001435 3.2614 3.122 0.907 1000CS18• 0.0451 2.155 0.634 8.157 3.588 0.178 0.530 8.157 1.444 0.274 28,535 7866 0.000430 3.6213 3.729 0.946 1000CS16 0.0566 2.689 0.791 10.121 3.577 0.217 0.524 10.121 1.815 0.353 54,346 -0.857 0.000845 4.4280 3.716 0.947 1000CS14 0.0713 3.362 0.989 12.56213.; 0.263 0.516 12.562 2.512 0.477 75,223 -0.846 0.001676 5.3939 3.699 0.948 1200CS16' 0.0566 1 3.073 0.904 15.985 4.205 0.225 0.499 15.243 2.150 0.358 64,376 -0.772 1 0.000965 6.6843 4.304 1 0.968 1200CS 14 0.0713 3.848 ' 1.132 19.870 4.190 0.273 0.491 19.870 3.016 0.486 1 90,293 -0.761 0.001918 i 8.1512 4.287 fO.969 Seepage 10 for footnotes. • Indicates hit >200 c 6 1 1 OF 14 tlCO Structural Steel Framing TABLE 1 SECTION PROPERTIES SECTION I DESIGN WEIGHT DESIGNATION THICKNESS (Ibs/fa) Area (inches) (inches) i:_z� 362XDLT20 0.0346 9 362XDLT18 0.0451 362XDLT16 0.0566 362XDLT14 0.0713 �- 400XDLT20 0.0346 400XDLT18 0.0451 - 400XDLT16 0.0566 '- 400XDLT14 0.0713 550XDLT20 0.0346 550XDLTI8 0.0451 550XDLTI6 0.0566 550XDLTI4 0.0713 600XDLT20 0.0346 600XDLT18 0.0451 600XDLT16 0.0566 1 600XDLT14 0.0713 800XDLT20' 0.0346 1 800XDLT18 0.0451 1 800XDLT16 0.0566 2 - 800XDLT14 0.0713 2 1000XDL18' 0.0451 2. 1000XDLT16 0.0566 2, 1000XDLT14 0.0713 3. 1200XDLTl6' 0.0566 3, 1200XDLTI4 0.0713 4. Seepage 10 for footnotes. *Indicates h/,, GROSS SECTION PROPERTIES 1,. 1 r EFTECTIVE SECTION ALLOWABLE PROPERTIES MOMENT M. 1� g A in.) (n.lbs.) X it TORSIONAL SECTION PROPERTIES J C 7 R B XDLT" - UNPUNCHED DEEP LEG TRACK, 2" FLANGES 0.904 0.266 0.637 1.548 0.110 0.644 0.508 0.193 0.136 3,810 -1.275 0.000106 0.2763 2.106 0.634 1.173 0.345 0.822 1.544 0.142 0.642 0.719 0.273 0.218 5,387 -1.272 0.000234 10.3551 12.101 0.633 1.465 0.431 1.019 1.538 0.177 0.641 0.934 0.343 0.319 10,275 -1.272 0.000460 0.4394 2.096 0.632 1.832 0.539 1.264 1.531 0.220 0.638 1.201 0.468 0.467 14,000 -1.272 0.000914 0.5430 2.090 0.630 0.948 0.279 0.788 1.682 0.113 0.638 0.643 0.222 0.132 4,396 1.233 0.000111 0.3442 2.181 0.680 1.231 0.362 1.018 1.677 0.146 0.636 0.901 0.313 0.213 61190 -1.230 0.000245 0.4429 2.175 0.680 1.537 0.452 1.263 1.672 0.182 0.635 1.171 0.394 0.308 11,807 -1.230 0.000483 0.5480 2.170 0.679 1.924 0.566 1.568 1.665 0.226 0.632 1.498 0.535 0.456 16,029 1.230 0.000959 0.6778 2.164 0.677 1.122 0.330 1.598 2.199 0.124 0.612 1.237 0.307 0.1.26 6,074 -1.092 0.000132 0.7061 2.530 0:814 1.462 0.430 2.069 2.195 0.160 0.610 1.693 0.498 0.205 9,844 -1.089 0.000291 0.9099 2.525 0.814 1.825 0.537 2.572 2.189 0.199 0.609 2.122 0.627 0.282 18,773 -1.088 0.000573 2.288 0.673 3.201 2.181 0.248 0 1.1277 2.519 0.813.607 2.790 0.841 0.429 25,194 -1.087 0.001140 1.3979 2.511 0.813 1.183 0.348 1.948 2.367 0.127 0.603 1.713 0.334 0.125 6,604 -1.052 0.000139 0.8605 2.660 0.844 1.537 0.452 2.523 2.362 10.164 0.602 2.341 0.568 0.204 11,218-I.O50. 0.000307 1.1092 2.654 0.844 .921 0.565 3.138 2.356 0.203 0.600 2.999 0.714 0.279 21,390 -1.048 0.000604 1.3753 2.648 0.843 2.410 0.709 3.908 2.348 0.253 0.598 3.798 0.956 0.426 28,618-1.047 0.001201 1.7057 2.640 .418 0.417 3.804 3.021 0.135 0.570 2.743 0.440 0.126 81701 0.920 0.000166 1.6581 3.209 p .842 0.542 4.932 3.016 0.175 0.568 4.692 0.745 0.207 14,715 -0.918 0.000368 2.1395 3.203 0.918 .305 0.678 6.143 3.009 0.218 0.567 5.957 0.961 0.283 28,786 -0.916 0.000724 2.6555 3.196 0.918 893 0.851 7.665 3.001 0.271 0.565 7.511 1.474 0.436 44,138 -0.915 0.001442 3.2981 3.188 0.918 148 0.632 8.426 3.650 0.183 0.538 8.129 0.915 '0.212 18,076 -0.817 0.000429 3.5614 3.779 0.953 692 0.792 10.506 3.643 0.228 0.537 10.269 1.180 0.293 35,333 -0.815 0.000845 4.4230 3.772 0.953 379 0.994 13.125 3.634 0.284 0.535 13.041 1.899 0.452 56,846 -0.813 0.001684 5.4976 3.762 0.953 267 0.961 18.536 4.391 0.445 0.681 18.082 1.416 0.276 42,402 -1.046 0.001027 12.3144 4.565 0.947 107 1.208 23.191 4.382 0.566 0.679 22.800 2.241 0.428 67,102 1.044 0.002046 15.3460 4.556 0.947 Ici >200 GROSS SECTION PROPERTIES 1,. 1 r EFTECTIVE SECTION ALLOWABLE PROPERTIES MOMENT M. 1� g A in.) (n.lbs.) X it TORSIONAL SECTION PROPERTIES J C 7 R B XDLT" - UNPUNCHED DEEP LEG TRACK, 2" FLANGES 0.904 0.266 0.637 1.548 0.110 0.644 0.508 0.193 0.136 3,810 -1.275 0.000106 0.2763 2.106 0.634 1.173 0.345 0.822 1.544 0.142 0.642 0.719 0.273 0.218 5,387 -1.272 0.000234 10.3551 12.101 0.633 1.465 0.431 1.019 1.538 0.177 0.641 0.934 0.343 0.319 10,275 -1.272 0.000460 0.4394 2.096 0.632 1.832 0.539 1.264 1.531 0.220 0.638 1.201 0.468 0.467 14,000 -1.272 0.000914 0.5430 2.090 0.630 0.948 0.279 0.788 1.682 0.113 0.638 0.643 0.222 0.132 4,396 1.233 0.000111 0.3442 2.181 0.680 1.231 0.362 1.018 1.677 0.146 0.636 0.901 0.313 0.213 61190 -1.230 0.000245 0.4429 2.175 0.680 1.537 0.452 1.263 1.672 0.182 0.635 1.171 0.394 0.308 11,807 -1.230 0.000483 0.5480 2.170 0.679 1.924 0.566 1.568 1.665 0.226 0.632 1.498 0.535 0.456 16,029 1.230 0.000959 0.6778 2.164 0.677 1.122 0.330 1.598 2.199 0.124 0.612 1.237 0.307 0.1.26 6,074 -1.092 0.000132 0.7061 2.530 0:814 1.462 0.430 2.069 2.195 0.160 0.610 1.693 0.498 0.205 9,844 -1.089 0.000291 0.9099 2.525 0.814 1.825 0.537 2.572 2.189 0.199 0.609 2.122 0.627 0.282 18,773 -1.088 0.000573 2.288 0.673 3.201 2.181 0.248 0 1.1277 2.519 0.813.607 2.790 0.841 0.429 25,194 -1.087 0.001140 1.3979 2.511 0.813 1.183 0.348 1.948 2.367 0.127 0.603 1.713 0.334 0.125 6,604 -1.052 0.000139 0.8605 2.660 0.844 1.537 0.452 2.523 2.362 10.164 0.602 2.341 0.568 0.204 11,218-I.O50. 0.000307 1.1092 2.654 0.844 .921 0.565 3.138 2.356 0.203 0.600 2.999 0.714 0.279 21,390 -1.048 0.000604 1.3753 2.648 0.843 2.410 0.709 3.908 2.348 0.253 0.598 3.798 0.956 0.426 28,618-1.047 0.001201 1.7057 2.640 .418 0.417 3.804 3.021 0.135 0.570 2.743 0.440 0.126 81701 0.920 0.000166 1.6581 3.209 p .842 0.542 4.932 3.016 0.175 0.568 4.692 0.745 0.207 14,715 -0.918 0.000368 2.1395 3.203 0.918 .305 0.678 6.143 3.009 0.218 0.567 5.957 0.961 0.283 28,786 -0.916 0.000724 2.6555 3.196 0.918 893 0.851 7.665 3.001 0.271 0.565 7.511 1.474 0.436 44,138 -0.915 0.001442 3.2981 3.188 0.918 148 0.632 8.426 3.650 0.183 0.538 8.129 0.915 '0.212 18,076 -0.817 0.000429 3.5614 3.779 0.953 692 0.792 10.506 3.643 0.228 0.537 10.269 1.180 0.293 35,333 -0.815 0.000845 4.4230 3.772 0.953 379 0.994 13.125 3.634 0.284 0.535 13.041 1.899 0.452 56,846 -0.813 0.001684 5.4976 3.762 0.953 267 0.961 18.536 4.391 0.445 0.681 18.082 1.416 0.276 42,402 -1.046 0.001027 12.3144 4.565 0.947 107 1.208 23.191 4.382 0.566 0.679 22.800 2.241 0.428 67,102 1.044 0.002046 15.3460 4.556 0.947 Ici t t the nominal lag screw lateral design values, Z, shall be the lesser of: Z _ Dts Fes 4Ke _ kFerns Fe Z 28(2- +Re�Ka Z = D21.75 Fem Fyb 3Ke 3(1+R where YIELD MODES MODE Is •MODE III, MODE IV. k=-1+FRe +Re�+Fyb(2=�p2 2Femt 2 s Table 9.2A Lag Screw witnclrawal Design Values (W)1 Tabulated withdrawal design values (W) are in pounds per inch of thread penetration into side rain of main member. Length of thread penetration in main member shall not include the length of the tapered tip 'gee Appendix Q. Specific � ' Gravity Lag Screw Unthreaded Shank Diameter, D G 1/4" 5/16" 3/8" 7/16" 1/2" 5/8" 3/4" 7/8 1•' 1-1/8 1-1/4 - 0.73 397 469 538 604 668 789 905 1016 1123 0.71 ' 381 450 516 579 640 757 868 974 1077 1126 1327 0.68 357 -422 484 543 600 709 813 913 1009 1103 1193 0.58 349 413 473 531 587 694 796 893 987 1078 1167 0.58 281 332 381 428 473 559 0.55 260 307 352 395 437 516 592 719 795 '86 9 940 0.51 232 274 314 353 664 734 802 868 0.50 390 461 528 593 656 716 775 225 ..266 305 342 378 .447 513 576 636 695. 752 0.49 218 258 296 332 367 434 498 559 617 0.47 ~..- ::'x;205...: 242 ... 278 312 345 408 467." 674 730 0.46 199 235 269 302 334 395 453 508 562 634.. 686:. ..<k.,186 .. 220 .: r.:252:� Y283 .312 613 664 0.43 Y 475 525:; 179 212 243 273 302 357 0:42 a 17.,3= ;205 409 459 508 554. 600 235 ;264 . 0.41 167 198 226 254 281 34� 381 4. g 4W:-: 516 559 :190. f '218:. ' 245 271 ' `320; : 36.7'..: 412.. 455 0.39 155 183 210 236 261 497' 538 .1.49.. x;';176 202 308 353 397 438 479 518 0.37 227 251 285 340 _. 381- 422 ' 461: 498- 0.36 169 194 218 241 285 326 367 405 0.36.:. 137 `163 186 209 231 273 313 352 443 479 0.35 132 156 179 200 222 262 300 337 389 425 460 0.31 110 130 149 167 373 407 441 I. Tabulated withdrawal design values B 185 218 250 2$1 311 g ' (W) for la screw connections shall be multiplied by all applicable ad' 339 " 367 (9.3-1) (9.3-2) (9.3-3) Re = Fm/Fs is = thickness of side member, inches Fem = dowel bearing strength of main member , (member holding point), psi (see Table 9A) 3 Fes =, dowel bearing strength of side member, psi (see Table 9A) Feg = 11200 G Fel = 610OG 1.45 �- Fyb = bending yield strength of lag screw, psi D = unthreaded shank diameter of lag screw, inches, or = root diameter of the threaded portion of the lag ' screw when the thread length is such that the threads will extend into the shear plane of the connection, inches Kq = 1 + (emax/360°) emax = maximum angle of load to grain (0o:5 0:5 90°) for any member in a connection - ad; factors (see Table 7.3.1). AMERICAN WOOD COUNCIL `t b f t( U- -.. I'' lj l " Table 11.36 Cut Thread Wood Screw Design Values (Z)1,2,3 1�• ou�vL,1r, 311r.Ax (two member) CONNECTIONS with AST A653, Grade 33 steel side plate Steel Wood _ Wood G=0.67 Side G=0.55 G=0.50 G=0.49 Screw Screw Red Oak G=0.46 Plate Diameter Mixed Maple Douglas Fir-Larch Douglas Fir-Larch(N) Douglas Fir (S) Gage Southern Pine Hem-Fir (N) D Z Z inches lbs. 1s_ Z Z lbs. lbs. lbs. 16 0.242 148 276 241 3 gage 0.268 225 221 211 1=0.239" 0.294 8 315 275 g 349 256 252 241 0.320 20g 400 304 283 278 267 0.372 248 467 40i 379 319 305 0'190 108 2dU 372 356 0.216 184 128 234 171 168 161 .7 gage 0.242 204 190 186 178 t=0.179" 0.268 14g 247 215 200 1% 16B 286 248 0.320 0.294 188 318• 276 231 227 288 0.372 241 248 4325252 1 320 97 92 279 0.138 374 347 341 326 0.151 7g 147 1311 114 107 105 100 0.164 12811117 112 0.177 9g 187 147 137 134 129 10gage 0.190 162 151 148 t =0.134" 0.216 1 192 166 155 142 0.242 128 217 188 152 145 0.268 16g 271 199 185 182 172 234 j� 0.320 74 0.294 18g 301 260 241 217 213 204 24g 413 356 0.372 20g 353 304 237 226 282 277 265 0.138 330 324 0.151 68 142 110 103 101 96 309 0.164, 88 164 124 115 113 108 0.177. 9g 182 143 133 130 125 I I gage 0.190 158 147 144 138 t=0.120" 41 0.216 108 187 162 151 148 0.242 148 226 2g 13 1! 171 168 I� i 0.268 16g 267 230 182 178 170 0.294 188 297 214 210 200 0.320 256 0.372 24g 408 349 301 Zjg4 223 0.138 6g 122 106 32b 320 306 0.151 7g 138 99 97 93 0.164 119 111 88 160 138 129 109 104 0.177 98 178 1 126 121 12 gage 0.190 108 183 143 140 134 t x.105" 0.216 158 147 0.242 g 209 12 181 144 138 0.268 16g 264 192 178 65 157 0.294 188 294 227 211 207 167 0.32020g 253 234 230 197 0.372 24g 405 298 276 271 219 258 0.138 6g 116 348 323 317 02 0.151 7g 131 100 93 91 113 105 103 87 0.164 8g F153 132 98 14 gage 0.177 9g 172 148 122 120 115 t,=0.075" 0.190 `, 10g . ; 177 137 135 128 0.216 . 152 12g 205 . 141 138 132 0.242.-,.-,t.:,: , '::...14g 219..: - <. s ::;... 176 163 160. 152 0 268 168 261 188.. ...174 170 ;:y::. 0.294-,1-'-­` 223 207 163 , 90 .188 ::,. F,. 203 193 249236 0.138 6g 114 226 215'7 16 gage 0151- '.: : , 9890 t=0:060" 0.164 ; 7B.;.:w. •:: 'i.. , >=.129. ..."n., 111", ...:.. 103. 89 85 8B 151 130 :: 120 r .... 101 "e :• _ • ' ' 0 177 -, 118 0.190 i� 08 175 146 135. C. „ ...: " 133. 113 150 139 136 127 0.138r„`,• .. 130 --�' I8 gage 0.151 68. : ' 113:: 97 _ 89 7g 128 110 l 88 84 t,=O.048" 0.164. 8g 151.129 99 95 " . 117 1. Tabulated lateral design values (Z) for wood screw connections shall be multiped by all applicable adjustment factors (see Table 7.3.1). 112 li 2. Tabulated lateral design values (Z)'are for cut thread wood screws inserted in side grain with wood screw axis perpendicular to wood fibers, and with the following wood screw bending yield strengths (Fyb): Fye = 100,000 psi for 6g wood screws Fyb = 70,000 psi for 14g and 16g wood screws t Fyb = 90,000 psi for 7g, 8g and 99 wood screws Fyb = 80,000 psi for I Og and 12g wood screws Fyb = 60,000 psi for 18g and d scr wood screws 3. Tabulated lateral design values (Z) are based on a dowel bearing strength (F,) of 45,000 pst i for ASTM r 24g A 53,Grade 33 steel. AMERICAN WOOD COUNCIL (, U, t SIMPSON Typical PHD Installation as a Holdown i HANGER NOT SHOWN u r F r° PHDS (others similar) Patent Pending PHDHOLDOWNS ED The Predeflected Holdown (PHD) is a revolutionary development in holdown connections. This connector is predeflected during manufacturing, to virtually eliminate deflection from material stretch. SPECIAL FEATURES: • Wood screws reduce slip due to overdrilled bolt holes. • The slot in the seat provides • Smaller centerline reduces eccentricity in the stud. anchor bolt adjustment. • No stud bolts to countersink. • Fits easily on a 4x stud. MATERIAL: See table FINISH: Galvanized INSTALLATION: • Use all specified fasteners. See General Notes. • Place the PHD over the anchor bolt. • Install Simpson's code -recognized SDS'/4X3 wood screws, which are provided with the holdown. • For an improved connection, use a steel nylon locking nut or a thread adhesive on the anchor bolt. • See SSTB Anchor Bolts for anchorage options. The design engineer may specify any alternate anchorage calculated to resist the tension load for a specific job. Anchorage length should take the bearing plate height of 15/e° into account, to ensure adequate length of threads to engage the nut. • To tie double 2x members together, the designer must determine the fasteners required to bind members to act as one unit without splitting the wood. CODES: City of L.A. RR 25300; ICBO 5328. MNodell Ga I W Top View Typical Concrete PH02 Wall PHD Offset rPHD8 Installation Identification on all screw heads SDS'/4X3 Screw Patent Pending Dimensions Allowable Fasteners static load test conducted on a steel jig. 6. Installs best with a low speed 1h' right Loads Deflection No. of H B CL Anchor Simpson Diameter SOS};X3 Allowable 6.1 x 50.8 Vertical Wood TO ORDER DISPLAY PACKS: Wood Member Load Screws Is�ie 2'/e 15,670 % 10 1�e 21% 1% % 14 3 rife 6730 1 % 18 7�% 4.1 x 31.7 13e % 24 2r/e 2r/e 1� 1.Allowable loads have been increased 4. Loads are based on static tests on wood studs, 33% for earthquake or wind loading limited by the lowest of 0.125' deflection, ultimate Allowable Holdown 4 static load test conducted on a steel jig. 6. Installs best with a low speed 1h' right Loads Deflection Avg 2-2x and at Highest Ult Greater Allowable 6.1 x 50.8 Vertical Design TO ORDER DISPLAY PACKS: Wood Member Load 12,520 3610 .033 15,670 4685 .047 18,250 5860 .045 21,243 6730 .051 1.Allowable loads have been increased 4. Loads are based on static tests on wood studs, 33% for earthquake or wind loading limited by the lowest of 0.125' deflection, ultimate to the holdown deformation under a with no further increase allowed; divided by 3, or the wood screw value. reduce where other loads govern. 5. Deflection at Highest Allowable Design Load: The static load test conducted on a steel jig. 6. Installs best with a low speed 1h' right 2. The anchor embedment and configu- deflection of a holdown measured between the ration must be specified. See the angle drill with a 3/e' hex head driver. TPHD installed raised off the sill plate anchor bolt and the strap portion of the holdown SSTB Anchor Bolts. when loaded to the highest allowable load listed may have greater deflection values. 3. See pg 24 for anchor bolt retrofit. in the catalog table. This movement is strictly due SCREWS y," x 2° Wood screw 6.1 x 50.8 The Simpson Strong -Drive® wood screw has a hex washer head for easy driving with a socket wrench. The built-in reamer and type 17 tip cuts TO ORDER DISPLAY PACKS: a hole to allow installation without predrilling. Predrilling may be necessary depending on the type and moisture content of wood. SD8X1.25 MSTR CTN- 24 packs of 100 screws. The Strong -Drive SD8X1.25 screw has a needle point for fast starts; a 12 packs ofIVI50 CTN- 12 Packs of screws. double thread shank that reduces installation time and cost; a #2 deep Phillips drive to reduce stripping, and a wafer head with low profile finish. xe Bulk Boxes -available CODES: ICBO No 5268; City of L.A. RR 25281. for for 950 SDS /4x3 screws. Model I I Metric I I Fastene No. Description Equivalent Finish, per (mm) carton SDSyx1y y,' x 1y" Wood screw 6.1 x 38 SDSyx1/ y,° x 1/" Wood screw 6.1 x 44.5 SDSyx2 y," x 2° Wood screw 6.1 x 50.8 SDSy,x2y y,° x 2y' Wood screw 6.1 x 63.5 VZINC ,SDS)/x3 ° x 3° Wood screw 6.1 x 76.2 SDS};x6 ;;° x 6" Wood screw 6.1 x 152.4 SD8X1.25 #8 x 1Y," Tapping Screw. 4.1 x 31.7 EG - 1.Allowable loads are based on the 1997 NDS. Adjustments are made for use with metal side plates, Fes = 45 ksi. Loads under light gauge are for gauges listed through 22 gauge. Allowable loads for gauges not indicated must be calculated according to the code. Contact factory for more details 2. Metric equivalents are listed by Diameter x Length. 3 Zinc = Yellow zinc dichromate. Doug fir-Larch/So. Pine Spruce -Pine -Fir Allb owale Loads' Allowable Loads' Light Gauge 3 Gauge Light Gauge 3 Gauge '(100) Gauge. X100) (100) Gauge �100r ) 268 10 290 231 10 251 303 10 327 261 10 284 303 10 327 261 10 284 303 10 327 261 10 284 303 10 327 261 10 284 303 10 327 261 10 284 76 18 - 65 18 4. Installs best with a low speed 1h* right angle drill with a fie' hex head driver. 5. For wood -to -wood applications, call Simpson for load values and minimum required penetration. 6.SDS'/.X3 are required for PHD's. Call Simpson for PHO values using SDS'/.X11k"screws for 2x application. is I Cl Q-34 nia Department of Conservation n of Mines and Geology LEGEND See expanded legend and index map Shaded zones are within 2 km of known seismic sources. A fault B fault Contours of closest horizontal distance to known seismic sources. ----------------• 5 km ............. a—.......... 10 km -------------- 15 km 0 5 10 Kilometers 1/4° is approximately equal to 1 km August, 1997 2 .n CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION 5-5�2" 6,_4 >LOA DATE ,BY O N OFWca, S ET 0CAS: MCA lin N o W Wheelchair Cir. � not to encroach m more than 12° o in rr Q m r_-� LADIES ROOM PLAN - AlO L6'S PRIME:STEAKHOUSE PROPOSED_ LADIES_RDOM CM -525 HWY 111 SUE.100 LITA-OUINTA GAL`IPORNIA DRAWN 5Y 508 SIPOVAO 51POVAC GON5TRUGTION 72651 THEODORA LN. PALM DE5ERT GA. 82260 760-SOg-7538