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0909-198 (ELEC) Structural CalcsSHUCRI �/Vorl(ftrbera'j"Ij°3 ; Consulting EnFe,CA rs: Rein�ialcial i�(� ��/fl������� 112 E. Chapman Ave, Suite C, Oran 92866 L: 7 /g '4 RhKT74j�'3A STRU JOB NUMBER: l 2 S DATE: % O PROJECT: A i IQ TO UC � FOR -ONSTR) RAL CACAW2j 0.,�SL�► �'; "� �� ,ALL APFLICAaLE CODES 0 CLIENT: C., i2 C. " WG "I fj rQ C.G� . , BUILDING CODE: UNIFORM BUILDING CODE 1994 EDITION/L.A.C. CODE 1996 EDITION MATERIALS: Except as otherwise specified herein: • Concrete 2,500 PSI at 28 days. • Concrete Block Grade N. Light Weight Units, ASTM C-90 • Brick Masonry Grade MW, 2,500 PSI Units, ASTM -62 • Reinforced Steel 20,000 PSI (ASTM A615, Grade 40) • Structural Steel 24,000 PSI (Compact) (ASTM A-36) • Structural Pipe 22,000 PSI (ASTM A-36) • Plywood Sheathing D.F.P.A., Structural II, INTR., P.S.1-74 • Glu -Laminated Beams 2,400 PSI (D.F.- Larch Comb."A" or Comb. 24F) • Lumber Grade Marked D.F.-Larch, W.C.L.B. Grading Rule 16. • Solid Bearing Pressure 1000 PSI min. unless specified in soils report. DESIGN REFERENCE: (Including Charts & Tables from): • Lumber & Timber Wood Structural Design Data (Volume1) National Lumber Manufacturers Association • Steel -Manual of Steel Construction, AISC • Concrete Reinforced Concrete Design Handbook, ACI: Ultimate Strength Design Handbook, ACI • Concrete Block & Masonry Design Manual, •by_Masonry Brick Masonry Industry F-;,0. . F z --� F4- _o -c> I 7" 2 " RI 4 � f , i I l g �H)GH � _o -c> 4 23. x G .k all X41 23•Ik.�x = II�� 2 3. 1 k 6'k �, � ►l o.q _o -c> 6C 4- -5 n 0 r--6 ✓t-,` T = C- M ► o� + 935 -4- 5- 3 Ss 600 aV .r.c-;± 11ol* 3.v CL M A x , c o r-, c 5's to ,J - v Nt �o C1 p Lt' 4'-� ?U 4- , v 3 "e Sj-D, . fi?.' Lo L, )° . Y Y BEAMS 5 ' `-) SQUARE & RECTANGULAR TUBES - EXTREN' 500 & 525 Y E = 2.6 X 106 psi F, = 30,000 psi T Allowable Uniform Loads in Pounds Per Foot x x 9-35 M LATERALLY SUPPORTED - GOVERNED BY: SPAN Stress Deflection IN 'Fb - FEET or F„ 1/100 1 1/150. 1/180 1./240 1/360 3x3x1A 3 1250 — 885 738 553 369 Wt/ft = 2.01 lbs 4 ' 763 633 422 352 264 176 bf/tf = 12.0 5 ' 489 345 230 192 144 96 Fb = 5782 psi 6 ' 339 207 138 115 86 57" A,= 1.25 int 7 ' 249 133 89 74 55 37 Ix = 3.50 in4 8 ' 191 90 60 50 38 25 Sx = 2.33 in3 9 ' 151 64 43 36 27 18 10 ' 122 47 31 26 20 13 4x4x1/4 5 ' 724 — 531 442 332 221 Wt/ft = 2.74 lbs 6 ' 503 489 326 272 204 136 bf/tf =16.0 7 ' 369 320 213 178 133 89 Fb = 6160 psi 8 ' 283 219 146 122 91 61 A,,, =1.75 int 9 ' 223 157 105 87 65 44 Ix = 8.82 in4 10 ' 181 116 77 64 48 32 Sx = 4.41 in3 11 ' 150 88 59 49 37 24 12 ' 126 68 45 38 28 19 13 ' 107 54 36 30 1 22 15 4x1/8x2xl/4 5 564 403 269 224 .168 112 Wt/ft = 1.37 lbs 6 454 247 165 137 103 69 bf/tf = 8.0 7 ' 334 161 107 89 67 45 Fb = 11,100 psi 8 ' 256 110 74 61 46 31 Aw =.94 int 9 ' 202 79 53 44 33 22 Ix = 4.41 in4 10 ' 164 58 39 32 24 16 Sx = 2.21 in3 11 135 44 29 24 18 12 12 ' 114 34 23 19 14 9 6-1 /2x 1 /4x2x 1 /2 5 1650 — 1307 1089 817 544 Wt/ft = 3.47 lbs 6 1375 1246 831 692 519 346 bf/tf = 4.0 7 1179 834 556 463 348 232 Fb =12,000 psi 8 ' 960 583 389 324 243 162 A,= 2.75 int 9 ' 759 422 281 234 176 117 Ix = 24.97 in4 10 ' 614 314 209 175 131 87 Sx = 7.68 in3 11 ' 508 240 160 133 100 67 12 ' 427 187 125 104 78 52 13 ' 364 149 99 83 62 41 14 ' 313 120 80 67 50 33 15 273 98 65 55 41 27 9-35 M COLUMN SQUARE TUBE _ 3x1/4 Allowable Axial Stresses and Loads r = 1.13 in. A = 2.74 int EFFECTIVE KI EXTREN= 500/525 EXTREN' 625 E = 2.6 x 106 psi E = 2.8 x 105 psi COLUMN LENGTH (ft.) r Fa (Psi) Pa (Ibs) Fa (psi) Pa (Ibs) 0.5 5.3 6553 17955 7057. 19336 1.0 10.6 6553 17955 7057 19336 1.5 15.9 6553 17955 7057 19336 2.0 21.2 6553 17955 7057 19336 2.5 26.5 6553 17955 7057 19336 3.0 31.9 6553 17955 7057 19336 3.5 37.2 6553 17955 7057 19336 4.0 42.5 6553 17955 7057 19336 4.5 1 47.8 6553 17955 7057 19336 Fa, (Psi) Pa. (Ibs) Fa, (Psi) Pa (Ibs) 5.0 53.1 6444 17657 6940 19015 5.5 58.4 5695 .15603 6132 16803 6.0 63.7 5086 13937 5478 15009 6.5 69.0 4584 12561 4937 13527 7.0 74.3 4164 11409 4484. 12287 7.5 79.6 3807 10431 4100 11234 8.0 85.0 3496 9579 .3765 10315 8.5 90.3 3231 8854 3480. 9535 9.0 95.6 3001 8221 3231 8854 9.5 100.9 2797 7665 3012 8254 10.0 106.2 2617 7171 2818 7723 10.5 111.5 2457 6731 2646 7249 11.0 116.8 2313 6337 2491 6824 11.5 122.1 2183 5982 2351 6842 12.0 127.4 2066 5660 2225 6095 12.5 132.7 1959 5368 2110 5781 13.0 138.1 1860 5097 2003 5489 13.5 143.4 1771 4853 1907 5226 14.0 148.7 1690 4630 1820 4986 14.5 154.0 1614 4424 1739 4764 15.0 159.3 1545 4233 1664 4559 15.5 164.6 1481 4057 1594 4369 16.0 169.9 1420 3893 1530 4192 16.5 175.2 1365 3741 1470 4028 17.0 180.5 131.3 3599 1414 3875 17.5 185.8 1265 3466 1362 3732 18.0 191.2 1219 3339 1312 3596 18.5 196.4 1177 3224 1267 3472 10-56 SHORT LONG 06/02/1999 08:39 7145427515 C R CARNEY ARCHITECT PAGE 01 f ^ L I III � �\1 II III I I -I�-- - �I^ilk ---r ---r- ---r-- I �7VV �'1 II I ml III I I 1 I II I II II I- --H 00 I II I ��III 0 �I III I I I _ I o O IIO . j 11 i III 11 rn IlI-- I. I II I II I I II I I LCL r n WQa I I I (Yl I I I L LI I Mft O J I I I • I i , ?X/Sq- • j o I s 7sS�v @ 29' v A4 r 3z�� psG LAf ef 6o�- 0 16 it ��v f i - /2 0 " t M = G 8 4-( JI Z• ? •� 2 ► 0 V 2' 4 7, Z- 2, 6r 2,q- n 2g1Z 2� ir2 c GUJ t /pSU ✓� _ S vo/v 25c� 7 3 14-a X 1( (F, J Ism, T -C' I vJ _ ZZ� G _ � .lr '328 1r F LI✓t-- , 3 4-k l6 ,.s jo. 16 + 14-x 0� J i �4- 43 � to ,?-6 4- Pi �o J64- 21�� � 15yZ CO I )(IsFj Roof- lr�,OOK 16 3 14 - Ism, T -C' I vJ _ ZZ� G _ � .lr '328 1r F LI✓t-- , 3 4-k l6 ,.s jo. 16 + 14-x 0� J i �4- 43 � to ,?-6 4- Pi �o J64- 21�� � 15yZ CO I 16 3 14 - Ism, T -C' I vJ _ ZZ� G _ � .lr '328 1r F LI✓t-- , 3 4-k l6 ,.s jo. 16 + 14-x 0� J i �4- 43 � to ,?-6 4- Pi �o J64- 21�� � 15yZ CO I CO S=• � �- � J l '� TJI8- Joist Design Properties/ Performance Plus® Web Material The stated allowable design properties are for loads of normal duration. Adjustments to the allowable design values shall be in accordance with the applicable code. 1. Maximum Resistive Moment values may be increased 4% for Repetitive Member Usage. See page 9.7 for criteria. 2. For possible increases in shear capability see below. 3. For deflection calculation only. Assumes 3/4' plywood or other wood -based structural use panels. 4. Interpolation between bearing lengths and joist depths is permitted for allowable design reactions. 5. The minimum bearing length is permitted to be reduced for joists supported by hangers if supplemental nail attachment is provided to the web stiffener. 6. Allowable bearing lengths have been determined based on Trus Joist MacMillan products. Allowable bearing on supporting members shall be checked. 7. Shaded areas indicate 5'/4• and 7" bearing lengths at intermediate reactions. 8. Refer to page 9.3c for web stiffener details. TJI° Joist Shear Design When joists are used as simple -span members, the design shear is equal to the shear at the face of the support. When joists up to 24" in depth are used as multiple -span members, the design shear is the calculated shear at the interior support reduced by the following: R= W <18% 19.25 •f Where: R is the percent reduction W is uniform load in pit 9.2c REV. 6/97 W Basic Properties Reaction Properties (4)(5)(6) Joist Depth (in,) Joist Weight (If) Resistive Moment (') I (ft. -lbs.) Vertical Shear (7) (Ibs.) EI x 106 (lbs. in.=) EI (3) TJI Joist with Nailed Plywood Floor Sheathing 106 lbs. in? EI til TJfs Joist with Glue -Nailed Plywood Floor Sheathing 106 lbs. in? End Reaction (Ibs.) Intermediate Reaction (Ibs.) 3'/z" 13/4" 3'/2" 51/4" (') Bearing Length Bearing Length Bearing Length 51/4" 7' K Bearing Length Web Stiffeners (°) Web Stiffeners M Web Stiffeners (11 Web Stiffeners UI No Yes No Yes No Yes No Yes TJI"IIL60 Joist 16 3.4 1 8015 2330 847 I 9261 990 1315 1505 1885 2330 2625 3330 3245 3990 18 3.7 1 8825 I 2535 1 1119 1 1214 1 1290 1315 1 1505 1 1885 i 2535 ! 2625 ; 3330 1 3245 ': 4115 20 3.9 ! 9905 I 2740 i 1437 i 1545 ! 1631 NA '. 1505: NA ! 2740 t NA 3330 : NA 4235 22 4.2 1 10985 1 2935 1 1801 1 1921 I 2016 NA 1 1505 NA 1 2933 1 NA 333011 NA i 4360 24 4.4 j 11635 ! 3060 1 2214 1 2344 I 2447 NA 1 1505: NA 1 3010 ' NA 3330 1 NA 4485 26 4.6 1 12680 2900 I 2678 1 2815 2925 NA 11505 NA 1 2900 NA 4610 1 NA 5225 28 4.9 j 13725 I 2900 1 3196 1 3337 1 3450 1 NA i 1505: NA i 2900 NA 4735 1 NA 5350 • 30 5.1 1 14770 1 2900 1 3769 1 3911 1 4025 NA 1505 1 NA 1 2900 1 NA 1 4840 1 NA 1 5475 TJI®/H60 Joist 117/8 3.2 1 6260 1 1925 1 456 511 1 554 1400 1 1505 1 1885 1 1925 1 3335 1 3335 1 4090 i 4460 14 3.5 1 7695 2125 1 679 751 1 808 1400 1 1505 1 1885 1 2125 j 33351 3335 1 4090 j 4710 16 3.7 1 9055 2330 1 934 1022 1 1093 1400 1 1505 1 1885 1 2330 1 3335 1 3335 1 4090 1 4830 18 3.9 1 10070 2535 1 1236 I 1341 1424 1400 1 1505 1 1885 1 2535 1 3335 i 3335 1 4090 ! 4840 20 4.2 11340 2740 1587 1708 1804 NA 1505 1 NA 12740 NA 1 3335 NA 4840 22 4.4 1 12590 2935 1 1989 1 2124 2233 NA 1505 i NA 1 2933 i NA 1 3335 1 NA 1 4840 24 1 4.7 13350 3060 1 2444 2593 2711 NA 1505 1 NA 1 3010 I NA i 3335 NA 1 4840 26 4.9 14555 2900 2955 3114 3242 NA 1505 1 NA 1 2900 NA •4840 1 NA 5800, 28 1 5.2 15760 2900 I 3523 3691 3824 NA 1505 FNA 72900 NA 1 4840 1 NA 5800: 30 1 5.4 I 16965 I 2900 1 4151 4323 1 4461 NA 1 1505 1 NA 1 2900 NA 1 4840 1 NA 1 5800 TJI0/1-90 Joist 16 4.3 I 12425 I 2330 1 1246 1 1343 1 1420 1400 2030 1 1885 1 2330 3355 1 3985 13970 1 4605 18 4.5 13680 1 2535 1 1635 1 1751 1 1844 1400 2030 1 1885 2515 1 3355 1 3985 3970 4605 20 4.8 1 15360 1 2740 1 2085 1 2219 1 2326 NA 2190 1 NA 1 2675 1 NA 1 4145 I NA 14760 22 5.0 17040 1 2935 1 2597 2748 1 2869 NA 2345 1 NA 1 2830 1 NA 1 5090 NA 5710 24 5.3 I 18060 1 3060 1 3172 3340 1 3474 NA 1 2345 1 NA 1 2830 1 NA 1 5195 1 NA 6025 26 5.5 19680 1 2900 1 3814 3996 1 4141 NA 1 2345 1 NA I 2900 NA 5800 I NA 5800 , 28 5.7 21300 2900 I 4525 4718 4872 NA 12345 NA 12900 NA 5800 NA 5800'' 30 6.0 22925 2900 1 5306 5507 5668. NA 2345 I NA 2900 NA 5800 NA 5800-.. TJh/H9O Joist 11'/s 4.2 9730 1 1925 1 687 751 1 801 1400 1715 1 1885 1 1925 1 3495 1 3810 1 4100 1 4420 14 4.5 11975 2125 1 1015 1100 1167 1400 1875 1 1885 1 2125 1 3495 3970 4100 1 4575 16 4.7 I 14100 2330 1 1389 1493 1577 1400 2031 1885 2330 1 3495 4130 4100 1 4735 18 5.0 15685 2535 1 1827 1952 I 2053 1400 12031 11885, 1 2515 13495 1 4130 4100 1 4735 20 5.2 17670 2740 1 2331 2478 2595 NA 2190 I NA 1 2675 NA 4285 NA 4890 22 5.4 ! 19625 I 2935 1 2904 3072 3206 NA 2345 1 NA 1 2830 I NA 1 5195 I NA 5840 24 5.7 20810 I 3060 1 3549 3735 3885 NA 2345 t NA 1 2830 NA 5195 NA 6155 26 i 5:9 I 22695 1 2900 1 4266 14471 1 4634 NA i 2345 ! NA 1 2900 NA 5800 NA 1 5800.1 28 6.2 24580 2900 5059 5279 5455 NA 2345 NA 2900 NA 5800 NA 5800 _ 30 6.4 26465 I 2900 1 5930 1 6163 6349 NA 12345 1 NA ' 2900 NA 5800 NA 1 5800' The stated allowable design properties are for loads of normal duration. Adjustments to the allowable design values shall be in accordance with the applicable code. 1. Maximum Resistive Moment values may be increased 4% for Repetitive Member Usage. See page 9.7 for criteria. 2. For possible increases in shear capability see below. 3. For deflection calculation only. Assumes 3/4' plywood or other wood -based structural use panels. 4. Interpolation between bearing lengths and joist depths is permitted for allowable design reactions. 5. The minimum bearing length is permitted to be reduced for joists supported by hangers if supplemental nail attachment is provided to the web stiffener. 6. Allowable bearing lengths have been determined based on Trus Joist MacMillan products. Allowable bearing on supporting members shall be checked. 7. Shaded areas indicate 5'/4• and 7" bearing lengths at intermediate reactions. 8. Refer to page 9.3c for web stiffener details. TJI° Joist Shear Design When joists are used as simple -span members, the design shear is equal to the shear at the face of the support. When joists up to 24" in depth are used as multiple -span members, the design shear is the calculated shear at the interior support reduced by the following: R= W <18% 19.25 •f Where: R is the percent reduction W is uniform load in pit 9.2c REV. 6/97 W SHUCRI "CHUCK" I. YAGHI Consulting Engineers: Residential & Commercial 112 E. Chapman Ave, Suite C, Orange, CA 92866 TEL: 714/997-9120 FAX: 714/744-3676 STRUCTURAL CALCULATIONS JOB NUMBER: q % 2 S DATE: 4 0 1 t PROJECT: 1&5� AS 1r 1 P� , l fs-y �` 0 u CA' t t, W o.� ►' , CLIENT: (:: le -2N£`1 k5 -R CAj . BUILDING CODE: UNIFORM BUILDING CODE 1994 EDITION/L.A.C. CODE 1996 EDITION MATERIALS: Except as otherwise specified herein: • Concrete 2,500 PSI at 28 days. • Concrete Block Grade N. Light Weight Units, ASTM C-90 _ • Brick Masonry Grade MW, 2,500 PSI Units, ASTM -62 FE8IS • Reinforced Steel 20,000 PSI (ASTM A615, Grade 40) �4� GRI I y��, • Structural Steel 24,000 PSI (Compact) (ASTM A-36) �� 5`Z` �� • Structural Pipe 22,000 PSI (ASTM A-36) • Plywood Sheathing D.F.P.A., Structural Il, INTR., P.S.1-74 m La +03205 • Glu Laminated Beams 2,400 PSI (D.F. Larch Comb."A" or Comb. _ . 3/31/00 24F) • Lumber Grade Marked D.F.-Larch, W.C.L.B. �9I�cOFCAI�f�Q�\� Grading Rule 16. • Soils Bearing Pressure 1000 PSF min. unless specified in soils report. DESIGN REFERENCE: (Including Charts & Tables from): • Lumber &Timber Wood Structural Design Data (Volumel ) National Lumber Manufacturers Association • Steel Manual of Steel Construction, AISC • Concrete Reinforced Concrete Design Handbook, ACI: Ultimate Strength Design Handbook, ACI • Concrete Block & Masonry Design Manual, by Masonry Brick Masonry Industry r, r viT IMpt,C5- Lo�ct-.,4 r W I N vL,L Z00 2v�xl-S= 300 D® x _ 12010 + /200 /. _ 12,00 r 4 o, L�xx 5/16 ' A"V-o 3 X 3 k 11.4-, S ,t 1.0 3UO%ir