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HomeMy WebLinkAboutCOM Engineering / Geo-Tech Reports - 4/26/2001 iondn PRO ECT: SHEET NO. ouc CONSULTING ENGINEER _ BY: DATE: JOB NO. Q�� I� 12202 PACIFIC AVE.S. •TACOMA,WA 98444 •(253)537.8128•FAX 531•1.285 1.0 Construction Notes. 1.01 Codes. I997 All methods, materials, and workmanship shall conform to the ^ Uniform Building Code (UBC) as amended and adopted by the al building authority. All reference to other codes and standards, (ACI, ASTM, etc. , ) , shall be for the latest or most current edition available_ 1.02 Design criteria. Uniform loads: Loads Live load Dead load Roof 25 psf* actual Case 1 Roof 40 psf* actual Case 2 � loe�— ----- � Jna 1 �7 U 11�797 Lateral loads*: � Wind (UBC 2311) Basic wind speed: 80 MPH Exposure: B and C Importance factor: 1 .. ' 0. 134 G r �4 Seismic (UBC 2312) : Zone: 3 f3 O�\ Importance factor: 1 *for design allow 33-1/3% stress increase for loads frnm W. seismic origin. EXPIA2 4/ 611219 5.0 Metals. 5.01 Metal Stud and Joists Metal joists 16 GA and heavier shall be formed of steel corresponding to ASTM A 446, Grade C, and ASTM A 570 with minimum yield of 40,000 psi. Joists 18 GA and lighter shall be formed of steel corresponding to requirements of ASTM A 446, Grade A, ASTM A 527; and ASTM A 570 with minimum yield of 33,000 psi. All metal framing shall be constructed in accordance with ICBO report #4389, and detailed per the "Steeler" Catalog. 5.02 Metal Roofing and Siding Material shall be formed from ASTM A 446 steel rub-formed with a bonded polyester paint finish providing minimum 5 year warrantee against peeling and flaking. Provide corrosion resistant fasteners with permanent weather seal gasket. Roof seams shall be formed metal standing seam with concealed fasteners. Thicknesses shall be as follows: Roofing: 24 GA Steel Siding: 30 GA Steel 'jondn PROJECT: SHEET NO. O '� roc a CONSULTING ENGINEER BY: DATE: JOB NO. 2 �J 12202 PACIFIC AVE.S. •TACOMA.WA 98444 • (253)537-812B•FAX.531-1285 6.0 Wood. 6.01 General. Framing lumber shall be as shown on the drawings. All 2" lumber shall be kiln dried (KD) . Each piece of lumber shall bear stamp of West Coast Lumber Inspection Bureau (WCLIB) and/or Western Wood Products Association (WWPA) showing grade mark. Treat all wood in contact with concrete, mortar, grout, masonry, and within 12" of earth; all wood over water; and all wood in contact with earth; with pentachlorophenol in light mineral oil or waterborne preservatives, in accordance with APWA specifications for the pressure treatment of western woods, latest edition. Retention to be as follows: In contact with earth 0.60 Where possible, pre-cut material before treatment. All field cuts and drilled holes shall be field treated in accordance with APWA M-4. 6.02 Accessories. Anchors and connections shall be Simpson, Teco, Lumberlok or other ICBO approved products. All fasteners shall be installed per manufacturers recommendations unless otherwise shown. 6.03 Minimum nailing. Minimum nailing shall be per UBC table 25Q - nailing schedule. 6.04 Sheathing (plywood/osb) . Each sheet shall bear the trademark of the American Plywood Association. All grading shall conform to PS 1-83 and Report No. NER-108. Thickness and layup shall be as shown. All plywood shall be group I or II species. Unless otherwise shown, provide the following minimum fastening: Panel edges 8d at 6" on center Intermed. Support 8d at 12" on center iondn PROJECT: SHEET NO. o c pe Y CONSULTING ENGINEER BY: DATE: JOB N�7OQ� 12202 PACIFIC AVE. S. •TACOMA,WA 98444 •(253)537.8128• FAX 531-1285 Q M �� 3 - Y � < -2 00 � M � ,u 2 oin S vJ Id Z 3 n I kp IL bl �1 •�1 jondn PROJECT: SHEET NO. Oyc , CONSULTING ENGINEER BY: DATE: JOB NO. �G 12202 PACIFIC AVE.S. • TACOMA,WA 98444•(253)537-8128• FAX 531-1285 M n k a � � �\j xn 3 tr ,n fit iondn PROJECT: SHEET NO. o c pe � CONSULTING ENGINEER BY: DATE: JOB NO. / �2go 12202 PACIFIC AVE. S. • TACOMA,WA 98444 •(253)537-8 128• FAX 53'-1285 r � 1- 1 2 J � s J a N� x � N � jondn PROJECT: SHEET N0. o c � CONSULTING ENGINEER BY: GATE: JOB NO. 12202 PACIFIC AVE.S. •TACOMA.WA 98444 • (253)537-8128•FAX 531-1285 C : 318 "(plow) 05 6 Iz" % r�s_.�p � 3o G� ►�2�E FoIRu.,Q.D 8`l rz JJG 5,4/4x) re- �' 6V�c_ 1!E_,Dr Z I 1 1 I I S� r o� jondn PROJECT: SHEET NO. ouc pe 7/I CONSULTING ENGINEER BY: DATE: JOB NO. f 12gJ 12202 PACIFIC AVE. S. •TACOMA,WA 98444 • (253)537-8128 • FAX 531-1285 I 1 I jondn PROJECT: SHEET NO. o c pe 8 CONSULTING ENGINEER BY: DATE: JOB NO. � 1280 12202 PACIFIC AVE.S.•TACOMA,WA 98444•(253)537-812B• FAX 531-1285 1/ !9 4 1--, �.3 i .0�3 �� �y 9 g 6 ( eow-�� Zo.B 90 �,,p I, — (.3 cu�r�oa Z J3:;, (1--t P4 w go Qc-'4-.�> G .go ,��-;�� �c �o�s 1`S e � Go•.� �Roc_ . h• �o _ IL (C ,O 2"Z(�) `� Z O • S�J -- Co . y-7) 0 s 2L IM I--, 4 L 5 i 1?�r� ��•^�-.�G�� � C >� i � •�7 1 3'3 x Zo 1 0 5 �--2 # �"r Q em u- S4--C4 �►J� - jonan PROJECT: SHEET NO. ouc pc O. CONSULTING ENGINEER BY: DATE: JOB NO. � (2$D 12202 PACIFIC AVE-S. •TACOMA, WA 98444 •(253)537-8128•FAX 531.1285 �--r✓t94 ice. x epct2s c1s 7: L V- 4 I>-, �s 8 Ac aoir�- (c CJ = (0, 1 -t- D.00Z) / g cum 9.a8 xc�� Q.3Zw 1 d1.1,3 K 43 00 14 r2 f:T: P F o 9-7 `r---3 d S ?-S QL t� t� C?U A- r^� . oondn PROJECT: SHEET NO. ouc i CONSULTING ENGINEER BY: DATE: JOB NO. 12202 PACIFIC AVE.S. •TACOMA,WA 98444 •(253)537-8128• FAX 531-1285 �c c- �L 20 � �,, •rA v � �-tD Za h-� � z_ C 2 L U5 c� s 2 x 16 CA- tE:A-posUge. F=o f2.- Co "4 z Z�D 41-t':> Zoo#llsl IZ� sTA 2oo-w �lc, Z _ >c- jonan SHEET NO. PROJECT: SH Ode pe tf CONSULTING ENGINEER BY: DATE: IJOBNO. �j Zgo Y 12202 PACIFIC AVE.S.• TACOMA,WA 98444 •(253)537-8128• FAX 531-1285 Au c- It 40 (' Z,-,, t E�1 L l 2- A L,L,n co ke-s-uQ ( Q,. P c- F—lJ-c) ��, w ` I �r�F > 1 oO O L F-o �Z 2 0 cv; Ta e V �l J1i i S 21 , sImCZ x�. � 3,33i2 33.1 ``cc x S u o + Z K1 o o x l 2 = (90 �2) 27Li x C. ?Jt3 40 TABLE NO. XIV r ALLOWABLE WALL HEIGHTS (CONTINUED)I = SS SECTION (1-1/4" FLANGE) - ALLOWABLE WALL HEIGHT IN FEET (Ft.) CLADOWO ON BOTH SIDES OF WALL (SEE NOTE 3) DEFLECTION LIMIT - L 1120 DEFLECTION LIMIT = L/240 (WIND LOUD ONLY - NO AXIAL LOAD) WM LOAD ONLY - NO AXIAL LOAD) 5 PSF 15 PSF 20 PSF 25 PSF 30 PSF 40 PSF 5 PSF 15 PSF 20 PSF 25 PSF 30 PSF 40 PSF DEPTH STUD SPACING STUD SPACING STUD SPACING STUD SPACING STUD ACING STUD SPACING DEPTH STUD SPACWD STUD SPACMM STUD SPACING! STUD SPACMK3 STUD SPACING STUD SPACSNO (IN.) 12' 18' 24' 12' 18' 24' 12' 16' 24' 12' 16' 24' 12' 8' 24' 12' 16. 24' ON.) 12' 16' 24' 12' 18' 24' 12' 18' 24' 12' 18' 24' 12' 18' 24' 12' 18' 24' 20 GAUGE Fy = 33 KSY 20 GAUGE Fy • 33 KSI 1.826 12.3 11.1 9.7 6.6 7.7 6.7 7.7 7.0 8.0 7.2 8.6 5.4 .7 6.0 4.9 0.0 6.2 4.3 1.626 9.7 8.9 7.7 6.7 &1 5.4 0.1 5.8 4.9 S.7 &2 4.6 &4 4.2 4.2 4.9 4.4 3.9 2.600 17.0 15.4 13.6 11.6 10.7 9.2 IO.7 9.7 7.9 9.9 8.7 9.2 7.9_ 6.S 7.9 8.9 5.8 2.WO 13.6 12.3 10.7 9.4 8.S 7.4 8.6 7.7 8.7 7.9 7.2 8.3 7.4 8.7- 5.0 67 &1 6.4 3.500 27-0 20.0 11.6 16.3 13.9 11.4 13.9 12.1 2.9 12.5 10.9 6.9 11.4 9.9 6.1 9.9 5.8 7.0 3.600 17.6 16.9 13-9 12.1 11.0 9.8 11.0 10.0 6.7 10.2 9.3 8.1 - 9.8 8.7 1.8 9.7 7.6 6.9 3.626 22.6 20.6 18.0 16.7 14.3 11.1 14.3 12.4 10.1 128 11.1 9.1 11.7 10.1 8.3 10.1 5.8 7.2 3.626 15.0 16.3 M3 17-5 It.3 0.9 11.3 14.3 9.0 10.6 9.6 8.3 9.9 9.0 1.6 9-0 82 7.1 4.000 24.6 22.2 19.4 17.0 16.3 12S 16.3 13.3 10.0 13.7 11.9 9.7 126 10.0 8.9 10.9 9.4 7.7 4.000 19.4 17.6 16.4 115 12.2 10.7 12-2 11.1 9.7 11.4 10.3 9.0 10.7 9.7 3.6 0.7 9-6 7.7 6.000 1 33.8 30.7 28.6 23.S 20.4 16.7 20.4 17.7 14.4 18.3 15.6 12.9 16.7 14.4 11.8 14.4 12.6 10.2 6.000 1 26.6 24.4 21.3 18.8 t6.9 14.8 18.0 16.4 13.4 1S.7 14.3 126 14.8 13.4 11.7 13.4 122 10.2 18 GAUGE Fy a. 33 KSI 18 GAUGE Fy = 33 KSI 2.500 18.4 16.7 14.6 12.$ 11.8 10.1 11.6 10.S 9.1 10.8 11.11 11.2 10.1 0.1 7.5 1.1 7.9 8.6 2.500 14,6 t3.3 11.8 10.1 9.2 6.0 02 6.4 7.3 8.5 7.8 6.8 4.0 7.3 &4 7.3 6.6 S.8 3.S0o 23.9 21.7 19.6 16.6 1&1 13.2 ISA 13.7 11.4 14.4 125 10.2 13.2 11.4 9.3 11.4 9.9 6A 3.SW 10.0 17.3 15.1 13.2 12.0 10.5 120 10.9 9.5 11.1 10.1 6.3 10.6 9.6 8.3 9.S 61 7.6 3.626 24.8 223 1e.6 17.1 16.6 13.5 16.5 14.1 11.7 14.4 12.3 10.6 13.5 11.1 9.6 11.7 10.2 8.3 3.626 19.6 17.7 16.5 13.6 123 10.7 t23 t1.2 9.6 11.4 10.4 9.1 10.1 9-6 6.6 0.6 3.9 7.7 4.000 26.6 24.2 21.1 18.4 10.7 14.5 18.7 15.2 12.6 15.5 13.7 11.2 14.6 12.6 10.2 12.6 10.9 8.9 4.000 21.1 19.2 18.7 14.5 13.3 11.6 13.3 12 1 10.6 12.3 11.2 9.8 11.6 10.6 9.2 10.6 9.6 6.4 6.000 36.8 33.6 29.2 2S.5 23.2 19.3 23.2 20.4 18.7 21.1 18.3 14.9 19.3 16.7 13.6 16.7 14.6 11.0 0.000 29.2 26-6 23.2 20-3 10.4 1&1 18.4 18.7 14.6 17.1. MS t3,6 18.1 MG 12-9 14.6 13.3 11A 8.000 40.7 424 37.1 32.4 29,2 23.8 29.2 25.3 20.0 2&1 22.0 18.6 23 20.6 MS 20.8 17.9 14.8 8.000 31.t 33.7 29.4 25.7 23.4 20.4 23.4 21.2 16.S 21.7 19.7 17.2 20.4 18.S 1&2 78.6 M$ 14.6 10.000 66.4 S1.2 44.8 37.2 322 Z6.3 32.2 27.9 2-a 26.8 26.0 20 4 .3 22-8 18.6 22e 19.7 16.1 10.000 44.8 40.7 35.6 31.0 26.2 24.6 282 25.8 22a 20.2 23.8 20.4 224 18.6 22.4 59.7 16.1 12.000 66.6 69.S 49.5 40.4 35.0 26.6 35.0 30.3 24.7 31.3 27.1 28.6 24.7 20.2 24.7 ZIA 17.5 12.000 S2.0 47.2 41.3 3a1 34.0 29.8 32-8 29.8 24.7 30.4 VA 28.6 24.7 M2 24.7 21.4 17.6 18 GAUGE 50 KSt 1 16 GAUGE KSI 2.500 19.8 14.0 1S.7 13.7 125 10.9 12.S 11.3 9.9 11.6 10. 9.2 10.9 9.9 8.7 9.2 9.0 7.9 2.500 16.7 14.3 12.S 10.9 1.9 8.7 9.9 9.0 7.9 92 2.4 11 7.3 8.7 7.9 e.9 7.9 7.1 62 3.500 25.8 23.4 20.6 17.9 16.3 t4.2 16.3 14.8 12.9 16.1 117 12.0 14.2 12.9 11.3 12-9 11.7 10.2 3.500 20.5 18.6 18.3 14.2 129 11.3 129 11.7 10.2 120 10.9 9.6 11-3 10.2 6.9 10.2 9.3 6.1 3.62S 20.5 24.1 21.1 18.4 W7 14.6 16.7 15.2 13.3 16.6 14.1 12.3 14.8 13.3 11.6 13.3 12.0 10.5 3.626 21.1 19.1 16.7 t4A 13.3 11.6 13.3 12.0 10.5 12.3 11,2 9.6 11.6 10.5 9.2 10.6 0.6 8.4 4.000 26.7 26.1 22.6 19.0 16.1 ISA 18.1 16.4 14.3 1IiA 16.2 13.3 15.6 14.3 12.5 14.3 13.0 11.4 4.000 226 20.7 16.1 t5.6 14.3 126 14.3 13.0 11.4 13.3 12.1 10-8 12.5 11.4 0.9 11.4 10.3 9.0 6.000 39.8 36.1 31.6 27.6 2S.0 21.9 26.0 22.3 19.9 23.3 21.1 16.6 21.0 19.9 17.4 19.9 18.1 16.8 6.000 31.8 28.7 25.0 21.0 19.9 17.4 19.9 18.1 15.8 18A 16.3 14.5 17.4 15.8 118 15.3 14.3 126 8.000 60.4 45.9 40.0 35.0 31.8 27.8 31.3 26.9 26-2 29.6 26.6 23.4 27.6 26.2 Z2.0 25.2 Z2.9 20.0 8.000 40.0 30.4 31.9 27.8 25.2 22-0 25.2 229 20.0 23.4 21.3 15.6 22.0 20.0 17.5 20.0 18.2 1&0 10.000 60.0 6S.3 48.4 42.2 36.4 33.6 36.4 34.9 30.5 35.6 32.4 20.3 33.6 30.6 25.9 30.5 27.6 22-4 10.000 48.4 43.9 38.4 33.6 30.5 MO 30.6 27.7 24.2 26.3 26.7 22.4 28.8 242 21.1 24.2 220 12.2 12.000 1 71.1 $4.6 64.41 49.3 44.6 39.1 1 44.8 40.7 34.41 41.8 37.7 30.e 1 39.1 34.4 28.1 1 34.4 29.9 24.4 12.000 1 Se.4 5t.2 44.6 1 39.1 3S.S 31.0 1 36.5 323 29.2 1 33-0 30.0 24.21 31.0 29.2 24.6 25-2 2S.6 224 14 GAUGE Fy = 50 KSI 14 GAUGE Fy 50 KSI 3.SW 27.7 2S.2 22.0 192 17.6 15.3 17.6 ISA 13.9 18.2 14J 129 16.3 13.9 12.1 13.9 12.6 11.0 3.600 22.0 20.0 17.S 16.3 Mil 12.1 13.9 t26 11.0 12.9 11.7 10.2 121 11.0 9.6 11.0 10.0 6.7 3.625 24.S 25.9 22.6 19.5 16.0 16.1 13.0 16.3 14.3 MI 15.2 13.2 16.7 14.3 12.6 14.3 13.0 11.3 3.626 22.6 20.6 10.0 15.7 14.3 12.6 14.3 13.0 1t.3 13.2 12.0 10.6 I2.S 11.3 9.9 11.3 10.3 9.0 4.000 30.6 26.0 24.6 21.4 10.4 17.0 19.4 17.7 ISA 18.0 18.4 14.3 17.0 16.4 13.6 ISA 14.0 12.2 4.000 24.6 22.2 19.4 17.0 16.4 13.6 16.A 14.0 122 14.3 13.0 11.4 MS 12.2 10.7 122 11.1 9.7 6.000 426 36.9 34.0 29.7 Z7.0 23.8 27.0 24.6 21.4 2S.0 22.6 10.9 23.6 21.4 16.7 21.4 19.6 17.0 5.000 34.0 30.9 27.0 23.6 21.4 13.7 21.4 10.6 t7,0 /9.9 18.1 15.8 18.7 17.0 14.3 17.0 16.4 13.6 8.000 64.4 49.4 432 37.7 34.3 29.9 34.3 31.1 27.2 31.6 26.9 26.2 29.2 27.2 23.8 27.2 24.7 21.6 6.000 43.2 39.2 34.3 29-9 27.2 218 27.2 24.7 21.8 2S.2 22.9 20.0 23.3 21.6 13.9 21.8 19.6 17.1 10.000 6G7 50.7 62.1 45.6 41.4 36.2 41.4 37.6 32.8 38.4 34.9 30.6 36.2 32.9 26.1 32.8 29.6 26.1 10.000 62.1 47.4 41.4 36-2 32.8 28.7 326 29.6 26.1 30.5 27.7 24.2 20.7 26.1 226 2d1 23.7 20.7 12.000 76.9 $9.6 81.0 63.3 49.4 42.3 48A 44.0 38.4 46.0 40A 35.7 42.3 38.4 33.6 36.4 34.9 29.3 12.000 61.0 55.4 46.4 423 3e.4 33.6 J 38.4 34.9 30.6 36.7 32.4 28.3 33.6 30.S 20.7 30.S 27.7 24.2 12 GAUGE Fy = 50 KSI 12 GAUGE Fy - 50 KSI 3.600 30.9 26.1 24.6 21.4 19.5 17.0 19.6 17.7 16.6 18A 16.4 14.3 17.0 16.6 13.S 15.6 14.0 12.3 3.600 24.6 223 19.5 17.0 1S.S 13.6 15.6 14.0 123 14.3 13.9 11.4 M6 12.3 10.7 123 11.1 9.7 3.025 31.0 Z8.8 25.2 Z2.0 20.0 17.6 20.0 18.2 16.9 18.6 10.9 14.9 17.6 16.9 13.9 16.9 14.4 12.6 3,026 25.2 22.9 20.0 17.S 16.9 119 16.9 14.4 126 14.6 13.4 1t.7 13.9 12.6 MO 12.6 11,S 10.0 4,000 34.4 31.3 27.3 23.9 21.7 16.0 21.7 19.7 17.2 20.1 18.3 16.0 16.9 17.2 1S.0 17.2 16.6 13.7 4.000 27.3 24.8 21.7 15.9 17.2 16.0 17.2 MO 13.7 1&0 14.6 12.7 1S.0 117 11.9 13.7 12.4 10.9 6.0 00 47.9 43.6 30.0 33.2 30.2 20.4 30.2 27.4 24.0 26.0 26.6 22.3 20.4 24.0 20.9 24.0 21.6 19.0 amo 3e.o 34.0 30.2 26.4 24.0 20.9 24.0 21.8 19.0 223 202 17.7 20.9 MO 18.6 19.0 17.3 1Fit 8.000 61.0 66.4 48.4 42.3 38.4 33.6 36.4 34.9 30.6 36.6 32.4 26.3 33.5 30.5 26.6 30.6 27.7 24.2 8.D00 48.4 44.0 38.4 33.5 30S 26.6 30.6 27.7 24.2 26.3 2S.7 22 S 28-8 24.2 21.1 24.2 220 192 10.000 n7 67.0 66.6 61.1 48.4 40.6 48.4 42.2 30.9 43.1 30.2 34.2 40.8 34.9 32.2 36.2 33.5 29.3 10.000 68.6 63.2 46.4 40.6 3" 32.2 38.9 316 29.3 342 31.1 272 322 22.3 26,8 29.3 26.8 232 12.000 88.3 78.4 56.6 60.6 64.4 47.6 1 64.4 40.4 43.2 60.6 45.9 40.1 47.5 43.2 37.7 1 43.2 39.2 34.2 1 12-000 68.5 622 64.4 47.5 432 37.7 1 432 39.2 34.21 40.1 30.4 31.8 37.7 342 29-21 34.2 31.1 272 NOTES 1. The erld reaction mast not*me"reactions set forth 1n the Movable Web C4Vpeng Table, - 2. The tabulated yysr1N10r1 heights we based on the latest of the toqullemenfe of flexure or deflection,with a load duration Increase of 33-173 Percent.pa~M.4 of 1991 U.B.C.SUnoard No.21-9. Load duration N10feeee not applied In deM1ecOon calculations.Where web aWfonsta are not provided.the and rescllon must be Mocked jointure mrtlp9ance wtM eactlon C3.4 of 1901 U!B.C.Standard No.27-9. 3.The tabulated heights am based on 316'to 616'Thick gypsum wallboard fastened 10.r shill on earn ride. 41nbnum fastening N No.a Type S-121-4-4(91n9 drywat pan-nead or bu91.-ft-d--leaunad.r 8 jncf-•on ea(fl crud flange. n 1ADLC Ie V. /v Vt AXIAL LOAD TABLES FOR STUDS ALLOWABLE AXIAL LOAD KIPS!STUD (1000 LBS PER STUD) (GYPSUM CLADDING ON BOTH SIDES OF WALL AND PROVIDES LOAD CAPACITY WITH STUD) 3.5 INCH STUDS AT SPACING SHOWN WINO LOAD 1 0 PSF 1 5 PSF 15 PSF 20 PSF 25 PSF Z30 PSF 40 PSF STUD SPACING 12" 15- 24"112" 16-1 24" 12" 15- 24" 12" 16" 24" 12' 16" 24'- 2" 16" 24" 12" SHAPE I GA K51 STUD HEIGHT e 0 FEET -- 1. 1, 1.5- t. 1. 1. .1 T/ J7 2.9 2.9 29 29 2.9 2.9 2.6 2.6 20 2.5 2.2 L6 2.J 1.9 V 2.0 1.01 0.1 1.5 5.0 SS 16 60 4.6 4.9 5.1 4.6 a,9 6.1 4.6 4,9 4.7 4 6 4.7 4.t 4 S 4.4 3.7 4.3 4.0 3.2 3.6 3.4 2.a p•9N•FW+GE) 14 SO 6.J 0.0 6.6 5.3 8.0 6.S S.3 4.0 6.4 5.3 60 S9 6.3 5.9 5.3 5.3 5.5 4.5 S.0 4.9 3.9 12 50 4.0 7.3 8.0 8.0 7.3 8.6 6.0 7.3 a6 6.0 7.3 86 6.0 7.3 8.2 0.0 7.3 7.8 6.0 7.0 6.6 0 33 2.1 7.1 -1 1 7 2.1 1.$ 1. 1.1 1.6 1.3 0. 1.3 0.9 .2 1.10.6 0.6 0.1 16 33 3.0 3.1 3.1 3.0 3.1 3.1 3.0 2.0 23 2.0 24 1.58 26 21 1.3 2.2 1.8 0.9 1.0 1.2 0.1 HS 16 SO 4.7 5.1 5.3 4.7 S.1 5.3 4.7 5.1 6.1 4.7 5.0 4 5 4.7 47 4.0 4.5 4.3 3.0 4.1 3.7 2.7 41.24-FLANGE) 14 50 5,4 6.2 6.9 5.4 6.2 6.9 5.4 5.2 6.9 5.4 6 2 8.4 54 8 2 5.9 5.4 5.9 5.4 5.2 5.3 44 12 SO 6.1 7.4 a.9 6.1 7.4 8.9 5.1 7.4 0.9 1 6.1 1 7 a /9 1 a.t 1 7.4 1 8.6 6.1 1 7.4 6.1 1 6.1 1 7.3 7.1 0 3 .1 .t 2.t 2.1 2.1 2.1 IA 1.7 1. 1.7 1 4 0.8 1 s 33 3.2 J.3 3.4 3.2 3.3 3.4 3.2 3.1 2 5 ] 1 2.8 2 1 2/ 2.4 1.1 2.8 2.1 1.2 2.1 1.5 0.4 WC 16 SO 4.a 5.4 5.6 4.8 54 50 4.8 54 S7 40 6a 5.2 a0 52 47 4./ 4,8 4.2 4.4 4.2 3J p.SWFLLNOE) 14 50 5.4 0.4 7.3 S.4 6.4 7.3 5.4 8.4 7 3, 5 4 e.a 7.2 SA 6.4 6.7 5.s 04 6.2 5.4 5.a 5 .3 12 SO 6.3 7.5 9.3 6.3 7.5 9.3 6.3 75 9.3 63 7.5 93 63 7.5 9.3 6.3 7.S 9.0 6.3 7.5 6.1 SHAPE GA KS{ STUD HEIGHT a 12 FEET 0 33 1.7 1.7 7 1. %.3 1 0 16 33 2.3 2.3 2.3 2.2 2.0 1,7 1.3 0.9 03 0.9 05 05 0A 02 SS 16 60 7.0 3.1 3.3 3.0 3.1 3.1 2.5 2.2 1.7 2 t i.a 1.1 1.8 1.4 1.6 1.1 1.1 (1.im-n LNGE) 14 50 3.5 3.8 4.0 3.5 3.0 40 3.2 3 0 2.5 2 9 2 5 1 9 2 8 2.2 1.4 2.3 1 9 0.9 1.8 1.2 12 50 4.5 4.9 5.3 4.3 4.9 S.3 45 4.6 41 42 4.1 35 39 3.7 2.9 38 3.3 2.4 3.1 20 14 20 1.7 1.8 1.0 1.6 1.4 1.1 06 0.3 0 3 HS 16 533 0 2.4 2.4 2.5 2.4 2.2 1.9 1.4 1.0 0.4 1.0 0.6 0.7 0.2 1 7 7.1 3.3 3.5 3.1 3.3 3.3 2.7 2.4 1 9 2.3 2.0 1.3 2.0 1 a 0.9 1.7 1.3 1.2 p an'FvwGE) 14 50 3.7 4.0 4.3 3.7 4.0 4.3 3.5 3.3 2.8 3.1 2.9 2.2 2 8 2.5 1.7 2.5 2.1 1 2 2.0 1.5 12 SO 4.5 5.0 1 5.5 1 4.5 5.0 1 5.5 4.5 1 4 8 1 4.4 1 4.4 4.4 1 3.8 1 4.1 3 9 2.2 3.8 3.6 2.7 3.3 2.6 1.7 20 33 12.1 1,9 1. 1. 1.0 1. 0.8 O a o a 0 t 10 33 2.a 2.7 2.8 1.6 2 a 2.7 1.7 1.3 0.6 1 3 0.6 0 9 0.4 0.6 WC 16 50 3.3 3.5 3.0 3.3 35 3.8 2.1 2.8 2.3 26 2.3 1.7 2.3 19 1.2 2.0 1.6 1.4 1.9 (I-SM-FL FLANGE) 14 50 3.a 4,2 4.6 3.8 4.2 4.6 3.5 3.7 3.4 3.5 3.3 2.8 3.2 2.9 2.2 2.9 2.8 t.7 2.a 1.9 12 SO 4.7 5.2 5.2 4.7 5.2 5.9 4.7 5.2 6 2 4.7 4.9 4.5 4.5 4.5 3.9 4.3 4.1 3 a 3.6 J 4 2.4 SHAPE GA KSI STUD HEIGHT a 16 FEET 20 33 1.1 1.1 1. SS 19 33 1.5 1.S 1.S 1.1 I.0 0.7 0.3 1.8 1.9 1.9 1.8 La 1.4 1 0 O.a 0 8 (1.1N•FLANGE) 14 50 2.2 2.3 2.4 2.2 2.2 1.9 1.5 1.2 1.2 0.9 12 SO 2.9 3.1 3.2 2.9 3 1 3.0 2A 2.1 1.8 2.1 1.7 1.6 1.4 1.S 20 33 1,2 1.2 1.2 0.7 0.6 0.3 18 33 1,a 1.6 1.7 1.2 1.1 0.8 0.4 HS 15 50 1.9 2" 2.1 1.9 1.8 1.6 1.2 0.9 09 (I.3 r FLANGE) 14 SO 2.4 2.4 2.5 2.4 2.4 2.2 1.7 1.1 1 4 1 A 1.1 12 SO 3.1 3.2 3.4 1.1 3.2 J.2 26 2.7 1 a 2.3 1.9 2.o 1.6 t.7 20 33 1.3 1.4 1.4 0.9 0.7 0.4 18 33 t.d 1-5 1.9 1.4 1.3 1,0 0.5 WC 16 50 2,1 2.2 2.3 2.1 2.1 1.8 1.4 1.1 1.1 p.srs•FLANGEI 14 SO 2.5 2.7 2.6 2.6 2.7 2.5 2.0 1.7 1.2 1.7 1 4 1 4 1.1 12 50 3.3 3.5 3.a 3.3 3.5 1 3.0 2.5 2.3 2.7 2.4 1 1.7 1 2.4 2.0 1 1 2.1 1.7 1.6 SHAPE GA KSI STUD HEIGHT • 20 FEET . 78 33 1.0 1.0 t 0.0 0.5 0.4 SS 16 50 1.2 1.2 1.2 I'D 0.9 0.7 (1.1N'FLANGE) 14 $O 1.5 1.5 1.5 1.3 1.2 1.0 12 50 2.0 2.1 2.1 2.0 1.9 1.6 1.3 20 1 33 0.8 0.8 0.6 0.3 0. 18 33 1.1 1.1 T.I 0.6 0.5 HS 4 50 1.3 1.3 1.3 1.1 1.0 O.a pJ UI A"FNGE) 14 SO 1.6 1.6 1.7 1.5 1.4 1.1 12 So 2.1 2.2 2.2 2.1 2.0 1.a 1A 0 33 1.0 A 0.2 WC 1E 50 1'2 1 2 1.2 0.7 0.6 0.3 I'4 t.5 1.5 0.3 t.1 0.9 It.W FUWOE) 14 SO 1.6 l.a 1,9 1.7 t.6 14 1.0 12 50 2.3 2.5 2.8 2.3 2.4 2.2 t.7 1.4 1 4 SHAPE GA KSI I STUD HEIGHT 24 FEET 20 33 SS 16 SO p.u4'FUWOE) 14 SO 12 50 _ 20 13 33 HS 1168 so (1.34-FLANOE) 14 SO 12 SO 20 ] WC +S 18 It W FLANGE) I 50 12 SO SHAPE GA KSI I STUD HEIGHT " 28 FEET SS 16 SO (I 104'FL/WOE) 14 SO 12 SO 20 33 33 HS 16 So (1-Yr FLAY E) 14 SD 12 So 20 3 WC 15 50 (I-wo-FLANGE) 14 SO 12 50 1 t NOTES: 1. Loads based oil 318'to S16'thick gypsum wafiboard loshen4d to each Stud on each side. Mrnimurn fastening is No.6 Type S-12 self.drilUng drywall pan,haad of bugle-he ad screw&fattened at S'on center t6 each Blvd 118tga.Gypsum sheathing provides strength along with metal stud. 2. The end reaction must not exceed reactions set forth in the Allowable Web Crippling Table, 3. For combined aeial and wind load values.the allowable Stresses hsys been mwsaae6 33.1/3 percent.in accordance with 1991 V.6.C. Standard No.27.9.No additional toed increases ere allowed. 4. The allowable bsda are based on the elowable susases except where ilia values have been ommod due to a detisction in ucses of Ut 20. For abwsbte wktd bsda whh 91v9"da6ectforl tknhs&as the A/owsbls Wall He1gM 7ablts. PAGE 29 JOIST SPAN"TABLES (CONTINUED) , : 2 . ALLOWABLE UNIFORM LOADS (PLF) FOR SINGLE SPAN WC SECTION (1-5184 FLANGE) DEFLECTION LIMIT - L 1240 DEFLECTION LIMIT. L 13W DEPTH LENGTH (FT.1 DEPTH LENGTH (FT.) (IN.) 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 (IN.) 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 20 GAUGE 33 KSI 20 GAUGE 33 KSI 2.50 67 42 29 20 1S 11 7-60 46 29 19 14 3,50 89 65 60 40 32 24 18 16 12 3.60 60 62 42 29 21 16 12 3.63 93 69 63 41 34 26 20 16 13 10 3.63 93 67 45 32 23 17 13 10 4.00 107 70 80 47 30 32 26 20 16 13 11 4.00 107 78 68 40 29 22 17 13 11 6.00 162 133 102 61 66 64 45 39 33 29 26 23 19 16 14 12 11 6.001 182 133 102 81 65 54 43 34 27 22 18 1S 13 11 8.00 236 173 133 106 66 70 69 60 43 38 33 29 26 24 21 19 18 16 16 14 13 12 10 8.00 236 173 133 10S 66 70 59 60 43 38 33 29 20 22 19 1a 14 12 11 18 GAUGE 33 KSI 18 GAUGE 33 KSI 2.60 63 66 31 26 10 14 It 2.S0 59 37 25 16 13 3.S0 127 93 72 S7 41 31 24 19 15 12 10 3.50 127 81 54 36 26 21 16 13 10 3.63 133 98 75 69 4S 34 26 20 16 13 11 3.63 133 87 69 41 30 23 17 14 11 4.00 162 111 65 67 6S 42 33 20 21 17 14 11 4.00 152 110 73 52 30 28 22 17 14 11 8.00 283 193 148 111 95 78 86 66 46 42 36 30 25 21 16 16 14 12 11 8.00 263 193 148 117 06 73 67 44 36 29 24 20 17 14 12 11 8.001 291 222 Ile 142 118 99 64 73 63 56 49 44 39 38 32 28 24 21 t9 17 16 13 12 11 8.00 291 222 176 142 118 99 64 71 56 48 40 34 29 24 21 18 16 t4 13 11 10.00 269 213 172 143 120 102 6e 77 87 00 53 46 43 39 34 33 30 26 26 24 22 21 19 10.00 2e9 213 172 143 120 102 66 77 67 80 63 46 42 37 32 26 25 22 19 17 16 14 13 12.00 252 204 166 142 121 104 91 80 71 a3 56 51 46 42 39 3S 33 30 28 26 24 23 12.00 2S2 204 168 142 121 104 91 80 71 63 56 51 46 42 30 35 33 30 27 24 22 20 16 GAUGE 50 KSI 18 GAUGE 50 KSI 2.S0 111 70 Q 33 24 18 14 11 2.50 74 47 31 22 16 12 3.50 241 161 101 71 52 39 30 24 15 13 11 3.50 160 101 68 4a 36 26 20 16 13 10 3.63 262 164 110 77 58 42 21 17 14 11 3.93 174 110 73 62 36 28 22 17 14 11 4.00 2117 207 138 91 7 32 20 21 17 14 12 10 4-GO 210 138 92 66 47 35 27 22 17 14 12 6.00 251 180 1 107 84 67 55 4S 38 32 27 23 20 17 16 13 12 11 6.00 240 169 123 92 71 58 46 3a 30 25 21 18 15 13 12 10 3.00 2 225 189 191 135 110 90 75 64 54 40 40 35 30 27 24 21 10 17 16 14 6.00 247 188 143 112 90 73 60 50 42 3a 31 27 23 20 18 t8 14 13 11 10 10.00 274 23t 196 169 148 130 116 102 92 80 69 80 53 47 41 37 33 29 26 24 10.00 274 231 195 166 127 105 87 74 63 64 46 40 36 31 27 24 22 20 16 1! 12.00 273 232 200 174 163 136 121 109 08 89 81 74 68 63 68 62 46 42 38 12.00 273 232 200 174 153 138 Ile 99 85 73 64 58 49 43 39 34 31 26 2f 14 GAUGE 50 KSI 14 GAUGE 50 KS1 2.So 138 87 66 41 30 22 17 14 11 2 50 92 58 30 27 20 16 11 3.50 190 127 69 66 49 38 30 24 19 16 13 11 3.50 201 126 85 59 43 33 25 20 16 13 11 3.63 208 136 91 71 63 41 32 26 21 17 14 12 10 3.63 21a 137 92 66 47 36 27 21 17 14 11 4.00 2" 114 122 69 67 51 40 32 26 22 15 15 13 11 4.00 274 173 118 81 59 46 34 27 22 16 14 12 10 6.00 292 233 17S 136 106 86 89 67 47 40 34 29 26 22 19 17 16 t3 12 11 6.00 213 16S 117 90 71 67 48 36 32 27 23 19 17 16 13 1t 8.00 295 2" 211 170 139 114 95 50 68 68 60 44 38 34 30 27 24 21 19 17 0.00 234 180 142 114 92 76 63 S3 46 39 34 29 26 23 20 18 16 14 13 1; 10.00 293 253 220 194 166 139 118 102 86 76 67 69 62 46 41 37 33 30 10.00 247 197 lei 132 1t0 93 79 86 58 SI 46 39 36 31 28 2S 22 1 12.00 263 231 206 183 164 1" 134 121 106 93 82 73 95 S9 S3 46 12.00 2S4 200 175 147 125 107 93 61 70 62 SS 49 44 39 36 3: 12 GAUGE 50 KSI 12 GAUGE 50 KSI 2.S0 189 119 80 66 41 31 24 19 15 12 2.50 128 79 53 37 27 20 16 12 3.S0 203 176 124 90 68 52 41 33 27 22 16 15 13 11 3.50 278 176 117 63 60 45 35 27 22 to 16 12 10 3.63 280 191 134 98 74 67 45 30 29 24 20 17 t4 12 11 3.83 191 126 90 65 49 38 30 24 19 16 13 11 4.00 242 170 124 93 72 68 46 37 30 26 21 to 16 13 12 10 4.00 24t 161 113 03 62 48 3a 30 24 20 17 14 12 10 6.00 244 189 149 119 97 80 87 58 46 41 36 31 27 24 21 19 17 16 13 12 6.00 299 218 164 128 99 79 65 63 u 37 32 27 24 20 16 16 14 12 11 8.00 2W 241 196 161 134 113 96 63 71 62 64 48 42 38 34 30 21 24 5-00 256 200 160 130 107 90 75 64 SS 48 41 36 32 28 25 22 20 16 1 10.00 274 234 197 168 144 124 108 95 63 74 85 68 62 47 43 10.00 279 227 187 156 132 112 90 83 72 63 SS 49 " 39 35 31 2 12.00 286 267 228 197 171 150 132 117 104 93 83 75 68 $2.00 1 297 247 209 177 152 t3t 114 100 86 76 89 82 SS SO 4 NOTES y1.The allowable loads are based on the compression flange having continuous support and are limited to 300 PLF total load. 2.The end reaction must not exceed,without edifoning,reactions set forth in the Allowable Web Crippling Table. M 3.Joide having concenuated loads,and other loading conditions other than those covered by this table,ellall be evaluated per 1991 U.B.C. Standard No.27-0 using properties Irom the Structural Property Tables. 4.Values below line and shown shaded Indicate hA ratios greats(than 200.Provide stiffeners per paragraph 81.2 of U.B.C.Standard No.27-9 at all bearing W Provide stiffeners at all bearing points and at Intermediate points per paragraph B6.1 and 86.2 of U.S.C.Standard No.27-9 where the ratio is 260<h/t<points ( 300 AHA ratios eater then 300 not allowed. S.Values are for studs with standard punchouls(see figure on page 2.Table 11).If punchout occurs at reactions or concentrated loads,a web stiffener may be required to adequately transfer loads. TABLE NO. XIX ALLOWABLE WEB CRIPPLING LOAD TABLE 1 2 ALLOWABLE LOAD VALUES (IN POUNDS) PER USC STANDARD 274, TABLE C3.44 - STIFFENED FLANGE ALLOWAGLE CONZENTRATtL) ALLOWABLE CONCENTRATED Fy. GAUGE NOMINAL WEB RADIUS WEB hit R!t LOAD 1N POUNDS 31 LOAD IN POUNDS 4 KSI WEB THICKNESS IN, HEIGHT, RATIO RATIO END 6EAMINO Mil INCHES IM7LRIOR SEA14INO 11 1N 1CNE! OEP7N.tN. t, IN. !+. IN. 1.000 1.625 2.600 3.600 4.000 $.000 1.000 1.625 2.500 3.500 4.000 6.000 IS 22 3.62S 0.0293 0.0625 3.44 122 1 2 21 101 117 140 167 too 232 179 201 232 266 294 187 2S 22 4.000 0.0183 0.0425 3.62 1J3 2.7t 98 114 136 let 174 229 175 197 227 262 2. 3.9 28 12 $.NO 0.0213 0.0425 1.12 206 2.21 11 94 111 133 144 ISO 1S4 173 200 131 144 307 25 20 3,025 0.034E 0.0625 3.43 99 1.61 162 155 217 253 272 344 275 304 344 390 413 509 29 20 4.000 0.03t6 00 625 3 61 1l0 1.$1 ISO lei 212 247 249 336 270 299 336 364 406 497 25 20 6.000 0.0346 0.0825 5.81 led 1.11 137 156 Ib] 21♦ 210 IOt 2aS 270 704 Jas J88 aSt 26 is 3.625 0.0451 0.0937 3.33 74 2.00 243 293 ]35 363 407 $02 458 197 331 612 641 766 29 to 4.000 0.0451 0.0937 3.72 6] 2.08 2S9 266 320 376 400 493 4S2 400 544 604 63S 7S6 26, 19 6.000 O.OAS1 00931 S.72 127 2.06 234 260 297 340 361 "a 411 457 506 S63 $91 704 33 26 1.625 0.0172 0.0626 1 47 66 1.63 43 53 66 62 90 121 g0 106 129 135 lee 220 33 26 2.500 0.0172 0.0625 2.34 136 3.63 38 47 59 73 80 108 63 91 119 143 ISS 203 33 26 3.625 0.0172 0.0423 3.47 201 3.43 32 31 49 41 17 9'0 7• !T 1t)• 127 13! 710 13 24 4.000 0,0172 0.0626 3.84 223 3.83 30 37 46 57 63 16 71 03 101 121 132 173 r33 25 1.425 0.0161 0.0625 1.46 7o 3.32 54 66 12 101 110 149 108 117 153 182 197 136 26 2.500 0.0188 0.062E 2.34 124 3.22 49 59 74 91 99 133 101 lts 142 let 163 237 25 3.62E 0018E 0.062E 34E 1as 3.3I 42 6t 63 78 Ss 114 9t 106 128 152 Ise 214 28 4.000 gaol// 0,062E 3.84 2043.22 39 4/ so 74 10 108 07 102 123 147 111 204 22 1.925 00283 0.0625 1.44 61 2.21 144 147 200 238 257 332 251 282 325 37S 400 499 22 2.500 0.0283 0.0426 2.32 82 2 21 130 157 the 223 240 311 239 269 310 Me 342 476 33 22 3.SDO 0.0283 0.0525 3.32 117 2.21 125 14S 173 206 222 287 226 254 293 339 341 450 33 22 3.625 0.0283 0.0425 3.44 122 221 123 1.43 171 204 220 284 22S 2S2 291 336 3S6 447 33 22 4.000 0.0293 0.062S 3.92 135 2.21 lie 139 166 197 213 275 220 247 285 328 330 Alf 33 22 6.000 0.02" 0.062E S.12 266 2.21 g9 Its 137 103 174 227 193 217 291 2" 309 38s 33 20 1.82S 0.0344 00625 1.43 41 1 61 224 256 300 350 375 476 376 415 471 534 See 692 33 20 2.500 0.034E 0.0625 2.31 67 1.61 213 243 285 332 356 452 362 4DO 4S3 614 S4S 467 33 20 3.500 0.0346 0.0629 3.31 96 1.81 200 226 267 312 333 424 346 393 434 492 S21 $38 33 20 3.62E 0.0346 0.0525 3.A3 99 1.41 198 226 265 310 332 421 344 360 411 489 Sig 634 33 20 4.000 0.0346 0.0625 3.81 110 1_81 194 221 259 302 324 Olt 336 374 424 481 SOO 623 33 20 6.000 0.0346 0.0625 9.81 lee 1 61 tell 191 224 262 251 356 307 339 384 436 461 Ses 33 20 1.000 0.0344 0.0425 7.81 226 1.91 142 102 190 121 237 301 275 304 344 391 414 too 33 1s 2.500 0.0451 0.0937 2.12 49 2.08 339 377 431 A23 $24 647 596 646 716 797 637 997 33 1s 3.500 0.0451 0.0937 3.22 71 2.08 324 341 412 471 Soo 616 577 $29 592 770 $02 964 33 10 3.625 0.04S1 0.0937 3.3S 74 2.05 322 358 410 458 497 sit 574 623 490 767 006 960 33 16 4.000 0.0461 0.0937 3.72 83 2.08 316 352 402 400 469 $03 567 915 Sol tS7 799 948 33 1s 6.000 0.0,451 0.0937 5.72 127 2 04 266 318 363 419 "1 54S 528 572 634 70S 741 all 33 1s 8.000 0.0451 0.0937 1.72 i7t 2 08 255 284 325 371 394 467 489 53D see as) see b18 33 19 10.000 0.0451 0.0937 0.71 216 2.09 221 290 266 327 347 429 450 4" S41 401 421 757 33 18 12.000 0.0451 0.0937 11.72 260 2.01 194 216 147 162 310 411 446 494 649 677 607 s0 16 2.500 O.OS66 0.0937 7.20 39 1.66 710 777 870 1030 1244 1280 1366 1491 1632 1702 1994 50 16 3.500 0.0S66 0.0937 3.20 S7 1.6E 6e9 7SO $40 9A3 9'4 1200 1247 1333 1453 1590 16S9 1932 55 is 3.625 0.0566 0.D937 3.32 59 1.66 6a2 746 931 %0 1194 1143 f726 144E 1555 1653 t927 SO 16 4.000 0.0596 0.0937 3.70 65 1.66 673 7 lf1• 926 976 1178 1230 1315 1434 1562 1617 t909 SO 16 6.ON 0.0566 0.0937 5.70 101 1_66 627 62 793 657 904 t091 1/6S 1245 1357 1465 1549 180E SO 16 8.000 0.0566 0.0937 7.70 136 1.56 573 6 702 788 831 1004 1099 1175 1261 1402 1462 170a SO 16 10.000 0.0568 0.0937 9.70 171 1.66 923 S73 641 720 759 916 1033 1105 1204 1318 1373 1602 50 16 12.000 0.05" 0.0937 11.70 20T 1.66 474 611 Soo 667 807 529 268 1034 1122 1234 1217 logo 50 14 1.625 0.0713 0.0237 1.30 19 1.31 1202 1294 1423 1571 1645 1941 1068 220S 2368 2SSS 264E 3021 50 14 2.500 0.0713 0.0937 2.11 30 1.31 1174 1264 1390 153E 1607 189S 2052 2166 2327 2510 2602 2949 50 14 31500 0.0713 0.0937 3.17 44 1.31 1141 1229 1332 1492 1563 1643 2011 2123 2280 2460 2550 2904 SO 14 3.625 0.0713 0.0937 3.30 46 1.31 1137 1223 1347 1497 ISS7 1937 2005 2117 2274 2454 ZS43 2902_ 50 14 4.000 0.0713 0.0937 3.67 51 1.31 1125 1213 1333 1471 IS41 161E 1990 2101 2257 2435 2924 2879 SO 14 6.000 0.0713 0.0937 5.67 s0 1.31 1061 1143 12S7 1307 1453 1714 1907 2014 2163 2334 7419 2760 SO 14 0.000 0.0713 00237 7.67 106 1.31 997 1073 list 1301 1365 1610 1825 1927 2069 2233 2314 2640 SO 14 10.000 0.0713 O.C937 967 136 1.31 932 1004 110S 1219 1277 ISOS 1742 1840 1976 2132 2202 2621 SO 14 12.000 0.0713 0.0937 11.67 164 1.31 666 935 1021 1133 1109 1402 1660 1732 1881 2031 210S 2401 SO 12 3.500 0.1017 00937 3AI 31 0 92 2413 254E 2737 2953 3051 3493 4140 4307 4540 4807 49t0 S473 SO 12 3.62S 0.1017 0.0937 3.23 3I 0 92 2407 2542 2731 2946 3054 348S 4133 4299 4S32 479E 4931 5444 50 12 4.000 0.1017 00937 3 61 36 0 92 2390 2524 2711 2925 3032 3490 4111 4276 450E 4773 490E Sells SO 12 Logo 0.1017 0.0937 5.61 S5 0 92 2297 2426 2604 2811 2914 3323 3994 4155 4380 4637 4768 5200 SO 12 0.000 0.1017 0.0937 7.61 7s 0.92 2204 232E 25DO 2698 2797 3191 3677 4033 42S2 4901 4424 5126 s0 12 10.000 0.1017 0.0937 9.61 94 0.92 2112 2230 2395 2584 2679 3057 3760 3012 4124 4366 4417 4971 SO 12 12.000 0.1017 0.0937 11.61 114 0.92 2019 2132 2290 2471 2561 2123 3644 3790 3999 4230 4348 41t7 NOTES 1.114e•%km apply 1e telM with WMp u'aba artd vAd1 etlNenN Sengee.Ales,velwa er'M aptly fw(t1 a urMorm Itwd en er+Rw�Gard wrooeeb are eppeols Rrroo:w 121 aria eenseno-mod load w raw" eedrq ehhw en the top w bottom Rang..where the dew estano4 tletwoen ft bewMq.do"of Oft end o4ocent epoa4he eonowrset.d leede w resetlwv to gm"w than I ash. 2.H height to width ratio,het,is 9f6olor than 200 then ongineer muet provide sdecusle mare of tro smin'rq concentrated bads"for minions directly +Me the wetla. Shadod tact indicates sochons with hn ratios greelw Ihan 200. 3.Values app8ceble orgy for end reactions of booms of eoncerwotod bade on the w%d of eeneslavwe w-the distance From the steps of bea.kq - to the and of the boom a loss Men 1 Sh. 4,V"s w:i*kablo oNv for reactant and t:a14e141e146 toed@ when the dittanoo from the edge of bowirq to tN arrd of the boom le eeull to or greetw thw/.Sh. At Interior eupperte with combinetbn of bsndirig rrd web taipbfng_aria rr"t varflr the,@act.*.most@ ro4w,omerits of U.B.C.6tondwd 27.0,►ra. C3.5 S.For two or moro webs.the total 010-sbM load she$be the wm of all the individual wob's Allowable Lead voluss. SUGGESTED ALLOWABLE PULLOUT AND SHEAR VALUES FOR SCREWS IN POUNDS 86 SCREW 98 SCREW N10 SCREW N12 SCREW GAUGE THICKNESS, DIA. .135 IN. MIN. DIA. w .161 IN. MIN. DIA. • .183 1N. MIN. DIA. - .209 IN. MIN. INCHES PULLOUT, SHEAR, PULLOUT, SHEAR, PULLOUT, SHEAR, PULLOUT, SHEAR, LBS LBS LEIS LBS L8S LEIS LBS LBS 25 0.0188 37 137 N/A N/A N/A N/A N/A NIA 22 0.0283 52 161 66 194 N/A N/A NIA NIA 20 0.0346 85 C2O 96 251' 129 272 121 287 , 18 0.0451 136 274' 149 327' 184 371' 192 421 16 0.0566 183 320 184 366 241 499 267 625 14 0.0713 NIA N/A N/A N/A 349 517 370 657 12 0.1017 N/A NIA N/A N/A 404 547 509 718 NOTES: I.Values for 25 and 22 gauge are based on ultimate values divided by a safety factor of three. Values for 20 through 12 gauge based on leaser of the ultimate value divided by a safety factor of 3 and the allowable bearing capacity per AISI Para. E3.3 for single sheer and no washer. Pa - Wdia.'thickness/2.22 . Fu - 45 ksi for 25, 22, 20 and 18 gauges and Fu . 65 ksi for 16, 14 and 12 gauges. 2. Values with asterik ('1 indicates bearing capacity governs. Those with N/A indicate screw is not typically used with that gauge thickness. 3. Suggested minimum of 0,50" edge margin and spacing for X6, #8 , #10 and #12 screws. Distances based on AISI paragraph E3.1 . 4. Engineer should confirm screws ultimate failure data and the appropriate factor of safety for a particular loading condition. 5. When joining materials of different gauges the value for the thinner material shall be used. SUGGESTED ALLOWABLE FILLET AND FLARE GROOVE WELD LOADS IN LBS/INCH GAUGE THICKNESS WELD ALLOWABLE LOAD SIZE 20 0.0346 1/8" 467 lb I in , 18 0.0451 1/8" 609 lb /in ' 16 0.0566 1/8, 1 104 Ib/in 14 0.0713 1/8' 1390 lb /in 12 0.1017 5/32' 1983 lb/in NOTES: 1. Values may be increased by 1.33 for wind or seismic. 2. When joining materials of different gauges the value for the thinner material shall be used. 3. Values are based upon Fu, the ultimate tensile strength of the material, with the allowable load 0.75(t)(Fu)/2.5 per AISI Section E2. 4. Fy - 33 ksi and Fu - 45 ksi for 20 and 18 gauge. Fy - 50 ksi and Fu - 65 ksi for 16, 14 and 12 gauge. THIS PAGE IS NOT INCLUDED IN ICSO ES REPORT #4389P PAGE 61