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Specifications r^ , Bliti9,0---/607-34 /0S75 s .0c94 A ife- / 1Yi ' / REF PLAN \ (N) SLAB 0 HOOKED #4 REF PLAN @ 12" O.C. i . 41— \ 73 - iii !i1- 'i� • • o / • 6" / #4©12" o.c. 7 EACH WAY Val PR Of fs w 60223PE O W \ ..1 I \ 1 t I • , OREGON Q. o F ny M&ER �° ft, co <c , I iii alai e� � ii i • tii •ice• �i V �i�a \ S I Expires 6/30/2007 3 3 a T. PIT SECTION E 9 COLLECTION SCALE: 1 1/2 " =1' -0" S5.1 0 1 V I a C G ,, W O R C 1 2 n O '.g 0 O 3 6 tl tl 1- • EVERGREEN ENGINEERING LLC tl Y 20827 11W Cornell Rd, Suite 200 • Hillsboro OR 97124 - 9808 .•��_,� • .,, � � (503) 439 -8777 • FAX (503) 439 -8767 TRANSMITTAL TO: Eric Watson FROM: Chad Ginther COMPANY: Miller Engineers EVERGREEN ENGINEERING, LLC ADDRESS: Hand Delivered DATE: 6/15/2006 PROJ #: 05107 PHONE: N/A PROJECT: Hemcon R &D SUBJECT: Hemcon R &D Expansion permit application additional information requested TRANSMITTAL ACTION: FOR YOUR USE ❑ FOR YOUR APPROVAL AS REQUESTED ❑ FOR YOUR REVIEW AND RETURN ❑ SETS DESCRIPTION 1 Stamped detail REMARKS: Hemcon R &D Expansion permit application additional information requested COPIES TO: EELLC - File 20827 NW CORNELL RD, SUITE 200 • HILLSBORO, OR 97124 -9808 (503) 439 -8777 • FAX: (503) 439 -8767 /0575 J C.ac e J30 (a) - 1003(e 1161friL CIT1,7 Y ` 1 2006 04/24/06 /) ' , A 'F ..:; Mezzanine for: , 1 �F HEMCON - TIGARD OR 97223 FILE COPY 125 psf Live Load Seismic per 2003 IBC Ss = 106 5 kg S1 = 37 °sg Soil Class "D" Use Grp "1" Design Cat "D" Cs = 0.153 34 ft Wide 41 ft Long 11.33 ft Top of Deck Deck: 4" Concrete over 22GA VL Deck 4 ft Span c ec 1194'. OF 3,1 �� EXP. DATE: 2 / O ' l�� MCE Parameters - Conterminous 48 States Zip Code - 97223 Central Latitude = 45.44033 Central Longitude = - 122.776223 Data are based on the 0.10 deg grid set Period SA (sec) ( %g) 0.2 106.1 Map Value, Soil Factor of 1.0 1.0 037.2 Map Value, Soil Factor of 1.0 MCE Parameters x Specified Soil Factors 0.2 114.6 Soil Factor of 1.08 1 .tscl8`Ij 8. roil Factor of 1.66 IBC 2003 LOADING SEISMIC: Ss= 106.1 % g S1= 37.2 %g Soil Class D Modified Design spectral response parameters Sms= 114.6 % g Sds= 76.4 % g Sm1= 61.8 %g Sd1= 41.2 %g Seismic Use Group 1 Seismic Design Category D or D le = 1 R = 3.5 R = 5 Cs= 0.218 W Cs= 0.153 W Using Working Stress Design V = Cs *W/1.4 V= 0.156W V= 0.109W 1 ' ULCRAFT� s .5 VL 9 V I Maximum Sheet Length 42' - STEEL SECTION PROPERTIES F = 40 ksi • Extra Charge for Lengths Under 6' -0 2h WEIGHT P.S.F. I Sp Sn ICBO Approved (No. 3415) " TYPE THICK Ptd. Galt'. (In° /Ft) (In /Ft) (1n /Ft) L.', , p ° , • • o ° o o U 0 "o ' 22 0.0295 1.68 1.78 0.166 0.178 0.186 VL ' ° ° c ° • O ° O ep ° o • ' a a o - •4. 21 0.0329 1.87 1.97 0.190 0.209 0.215 20 0.0358 2.04 2.14 0.209 0.231 0.240 H H Total 19 0.0418 2.39 2.49 0.250 0.274 0.288 Slab t 1 %" Depth 18 0.0474 2.72 2.82 0.289 0.315 0.327 , • a a • a o ' " • p ° ' :_ . U • o e e . 17 0.0538 3.09 3.19 0.333 0.361 0.371 '' V L I ` ., ° q n a e a , • op ° ° e 4 0 16 0.0598 3.44 3.54 0.373 0.404 0.411 = 00 p p °b q • o • 6 H f i ; , 36" a.' ? (N = 9) NORMAL WEIGHT CONCRETE (145 PCP) ; , SDI Max. r Total - m Unshored Superimposed Live Load PSF Slab m a Clear -Span Depth off 1 2 Clear Span (ft. -in.) Span Span .. 5-0 5 -6 6-0 6 -6 7 -0 7 -6 8 -0 8 -6 9 -0 9 -6 10 -0 10 -6 11-0 11-6 12 -0 5-2 6-11 7-0 NB 230 206 tT ;x� ��� a� �?t , , r 3'/2 5 -9 7 -8 7 -9 ,. _ {' a - 1 �• & r ''< ,-xc t y oat Ft. r 'x A . 243 218 197 179 „,,l 1 :;lh s a 's: U. , =. i!:lt �:. 20 6 -2 8 -3 8 -4 345 306 275 228 206 187 171 a; Til at va ,t 3?c» 1 g j T, E f,-b w . (t =2 °) 19 6 -10 9 -2 9 -4 372 330 296 268 223 203 186 171 157 tiri - `s'' Ic 0i e 6._, is'4 18 7 -6 9 -11 10 -2 395 351 315 285 260 238 199 183 169 156 "' l s''`'4 <+ 33 PSF ® 8 -2 10-6 10 -8 316 286 261 239 1 ��- � t .1 , t 1% 8 -8 • 11 -0 11 -5 _ 316 286 261 239 ® 205 169 183 169 156 146 156 146 135 119 r ® ' 4 -11 6-6 r c 240 r, z,) w € ; ^r , iT F Y'� -� s 5 5 �� its. 4" 20 5 5 7 -3 � �� 253 229 '� �'1 1I -ItWii' a i1 � ,i gn ' t ' r 79 7 t .� a'#� �;��� ��r 295 265 239 217 v; 215 1 ✓ { � 4W' r y l� , } 0= 2'/2") 19 6-6 8-8 8-9 344 311 259 235 215 198 .x3;* + 4 ` t � t, w i � Y - xi r-C 18 7 -0 9 -5 9 -7 365 330 301 251 230 211 195 Ei o� �t-� , ski '�t; ,Y s 39 PSF ® 7 -8 10-0 10-2 366 331 302 ® 230 211 195 181 255 211 194 18 ' 8 -2 10-6 10 -10 KM 1 5 6 3k T � � 4 -8 6-3 6 -4 a 307 331 302 7 21 - 5 11 ` a 4V2 ® 5 -2 6 -11 7-0 307 ?� ic}1.c,f riE'Y e3 3 i: r t9 a`�7Y,,,�� 15 1 ''�Y� s`47 E �T n j-f_.+ n l .; ®8 s j ? . x 324 290 _�� 3 � 'r �y s- � , S �r ! .,1: � � � � m + �^ s+ )�, ' 20 5-6 7-5 7-6 338 303 274 a + � 3r I r ., 1 �; (t = ° ) 19 62 83 84'hr ��,. ,, 394 328 296 269 ®e._7 j_aa- , .,,, w 40 x � 18 6 -8 8 -11 9 -2 • 378 316 287 ` 7 7� -�- F 3 ' r " ' � 45 PSF 18 7 -3 9 -6 9-10 241 r y , ; #ms ! d 4 i f , B 378 288 263 242 223 206 �+ ytr 1, ; ; "' tt 7 -9 10 -0 10-4 r + 3 378 316 263 242 223 206 192 �� g h r ® 4-6 6-0 6 -1 t ilara •'� a.�. ' 3.,�i� ' 5° 5-0 6 -8 6-9 B ®� "y `A A k. 1 f ��0 3 } <�,' � _ 7 2 329 era,�� Ar . j Y k E °` : 20 5 -3 7 -1 343 310 r3'� , r�! 7 d ����')`�� ^,t � 3 �f� ��y - (t= 3'/2 °) 19 5 -10 7-11 8 0 c„,�,c ° 5' 11 ' 18 6 4 371 335 304 ' 9 `). gull 41;,1,:V.0,42•*_ k ' �, yam' M6 8 -7 9 -5 394 357 324 297 3•g 4 i� S ri 1 9/A � it �• 3 1 51 PSF ® 6-11 9 -1 eBeB� 324 297 273 252 ® 25 7-4 9 -7 9 -10 ra �,; .r'l1�„i at � y � `: � '�h�' S� LI q =. 324 297 273 252 ®rgO ,i ! 3 w 4-3 5 -9 5 -10 - - rte' M r, k a PZ; .E 5V2° 49 65 66Ya +� �r ry dasA`?f 3�a ''ate �' 20 5 -1 6-10 5 6 11 ® ®;r 1s,aa � Wi i �a T tc1Li `. £Th 7w t _ k (t =4 °) 19 5-7 7-7 7 -8 ® ® ®® , l ' �i � + ;IF?" r'D� '-a a 7 A ,i'.;, ;J x FTi � � ' 0 zK". d < r 18 6-1 8 -2 8-4 374 340 sa`r 4 r '� , ✓d 3� 5� r k A ,(613 ' � of 6a ,,� > , 399 363 ' 57 PSF ® ®Y,i 9� ik-�l' y ,'=r > -� r t ' s . Z 6 -7 8 -9 9-0 1311311311811 399 , . 3 '2 r j - '_ 7 -1 9 -2 305 � w a�'." r� �� ® 9-2 9 -6 T t • v c c 305 281 �“ r - fk ' �_ i � j .> s 6° 4-7 6 -2 6-3 B® `.bpi �Sati fi , 3 gj1 •w t -'x §`� 7FV � «°R+, e . 1tR SW,1 v 20 4 -10 6-7 6 -8 �� ,,sZ M fiic5 i ; °t k. r, s� '7 � 1 _ $ r -'e; '�z iO i ° ;�+i 11� i .. ,�T2.M.9 ; g1 ;• e ! ti-! � ggra s MX* 1 7 _ -rte; (t=4 19 5 -5 7 -4 7 -5 r+�- r�< �i-�+•; �° J `` 1... e M�i�7 0 i ar`,+.�.K.5'ff- di - 0 5 �i' 18 5 -10 7 -11 8 -1 F, �� � s �,�� -�,� � ��' , � � c� = � 'y ', 63 PSF 6-4 8-5 8 -8 ® "r'I'a� in `i ) : : :pr? 7 „ .' ` �. F 1_ � sE ' I ® BEIBB� • 367 iT- g"iiiii . � i 7 ` 'f Pte" f U'in' u r 6 -9 8 -10 9 -2 400 367 ;`1�. 1 • Indicates live loads in excess of 400 P.S.F.? {- # a f Unshored spans computed with F =40 ksi. See page 21 for web crippling data. IF I Light blue shading indicates no shoring required for 2 or more deck spans, simple spans require shoring. Dark blue shading indicates no shoring required for 3 or more deck spans, simple and 2 span conditions require shoring. Gray shading indicates shoring required for all deck span conditions. 12 Always contact Vulcraft when using loads above 200 P.S.F. Such loads often result from concentrated, dynamic or "long term" load cases for which reductions for bond breakage, concrete creep, etc. should be evaluated. All fire rates assemblies are subject to an upper live load limit of 250 P.S.F. 7i, Inquire about material availability of 17, 19 & 21 gauge. �/ 4 • Steel Wide Flange Beams Fy = 50 ksi Dead Span = 8 ft 0 Partition � A { Spacing = 4 ft OC 40 Deck ��i ) "' S ( • ° "J 0.0 Joists Reduce Live Load? NO 0 Mech G� Live = 125 psf 2 Sprinkler / R = 0 % 0 Insulation 0 Ceiling OA 2 Assume Beam wt = 10 plf Total dead = 178.1 plf 42.0 Total Load Cond w V M Defl I req'd Defl Defl (plf) (kips) (k -ft) (L / ?) (in4) (in) (L / ?) Dead 178 0.7 1.4 180 1.1 0.02 5225 Live 500 2.0 4.0 360 6.0 0.05 1861 Dead +Live 678 2.7 5.4 240 5.4 0.07 1372 W 8x10 25% Bending 2.52 psf I = 30.8 in4 Steel Wide Flange Beams Fy = 50 ksi Dead Span = 16 ft 0 Partition Spacing = 2 ft OC 40 Deck 0.0 Joists Reduce Live Load? NO 0 Mech Live = 125 psf 2 Sprinkler R = 0 % 0 Insulation 0 Ceiling Assume Beam wt = 10 plf Total dead = 94.1 plf 42.0 Total Load Cond w V M Defl I req'd Defl Defl (plf) (kips) (k -ft) (L / ?) (in4) (in) (L / ?) Dead 94 0.8 3.0 180 4.5 0.16 1236 Live 250 2.0 8.0 360 23.8 0.41 465 Dead +Live 344 2.8 11.0 240 21.9 0.57 338 W 8x10 51% Bending 5.03 psf I = 30.8 in4 • 4 Steel Wide Flange Beams Fy = 50 ksi Dead Span = 16 ft 0 Partition Spacing = 4 ft OC 40 Deck J - 3 g 0.0 Joists ) Reduce Live Load? NO 0 Mech Live = 125 psf 2 Sprinkler R = 0 % 0 Insulation 3,. 4, 0 Ceiling /� a /3 Assume Beam wt = 15 plf Total dead = 183.1 plf 42.0 Total Load Cond w V M Defl I req'd Defl Defl (plf) (kips) (k -ft) (L / ?) (in4) (in) (L / ?) Dead 183 1.5 5.9 180 8.7 0.19 990 Live 500 4.0 16.0 360 47.7 0.53 363 Dead +Live 683 5.5 21.9 240 43.4 0.72 265 W 8x15 67% Bending 3.77 psf I = 48 in4 Steel Wide Flange Beams Fy = 50 ksi Dead Span = 11 ft 0 Partition Spacing = 4 ft OC 40 Deck 0.0 Joists .. Reduce Live Load? NO 0 Mech '�� O� Live = 125 psf 2 Sprinkler R = 0 % 0 Insulation 0 Ceiling Assume Beam wt = 10 plf Total dead = 178.1 plf 42.0 Total Load Cond w V M Defl I req'd Defl Defl (plf) (kips) (k -ft) (L / ?) (in4) (in) (L / ?) Dead 178 1.0 2.7 180 2.8 0.07 2010 Live 500 2.8 7.6 360 15.5 0.18 716 Dead +Live 678 3.7 10.3 240 14.0 0.25 528 W 8x10 48% Bending 2.52 psf I = 30.8 in4 Avi L) 0 g gi _ /n��q''�4 P Z i 9 %' Y �i v Z Cvb �/ 7� Ile_ '0 10A R I fig 9 Steel Wide Flange Beams Fy = 50 ksi Dead Span = 11.3 ft 0 Partition Spacing = 3 ft OC 40 Deck 4.0 Joists 50 .,sue Reduce Live Load? NO 0 Mech Live = 125 psf 2 Sprinkler R = 0 % 0 Insulation 0 Ceiling Assume Beam wt = 10 plf Total dead = 148.1 plf 46.0 Total Load Cond w V M Defl I req'd Defl Defl (plf) (kips) (k -ft) (L / ?) (in4) (in) (L / ?) Dead 148 0.8 2.4 180 2.5 0.06 2230 Live 375 2.1 6.0 360 12.6 0.15 880 Dead +Live 523 3.0 8.3 240 11.7 0.21 631 W 8x10 39% Bending 3.35 psf I = 30.8 in4 Steel Wide Flange Beams Fy = 50 ksi Dead Span = 10.4 ft 0 Partition Spacing = 13.5 ft OC 40 Deck 4.0 Joists yg - Reduce Live Load? NO 0 Mech Live = 125 psf 2 Sprinkler R = 0 % 0 Insulation 0 Ceiling Assume Beam wt = 15 plf Total dead = 636.1 plf 46.0 Total Load Cond w V M Defl I req'd Defl Defl (plf) (kips) (k -ft) (L / ?) (in4) (in) (L / ?) Dead 636 3.3 8.6 180 8.3 0.12 1038 Live 1688 8.8 22.8 360 44.2 0.32 391 Dead +Live 2324 12.1 31.4 240 40.6 0.44 284 W 8x15 97% Bending 1.12 psf I = 48 in4 `f' Steel Wide Flange Beams Fy = 50 ksi Dead Span = 11.4 ft 0 Partition Spacing = 9 ft OC 40 Deck 1 `4' 4.0 Joists Reduce Live Load? NO 0 Mech Live = 125 psf 2 Sprinkler R = 0 % 0 Insulation 0 Ceiling Assume Beam wt = 15 plf Total dead = 429.1 plf 46.0 Total Load Cond w V M Defl I req'd Defl Defl (plf) (kips) (k -ft) (L / ?) (in4) (in) (L / ?) Dead 429 2.4 7.0 180 7.4 0.12 1168 Live 1125 6.4 18.3 360 38.8 0.31 445 Dead +Live 1554 8.9 25.2 240 35.7 0.42 322 W 8x15 78% Bending 1.68 psf I = 48 in4 Steel Wide Flange Beams Fy = 50 ksi Dead Span = 10.4 ft 0 Partition Spacing = 13.5 ft OC 40 Deck 4.0 Joists � Reduce Live Load? NO 0 Mech Live = 125 psf 2 Sprinkler R = 0 % 0 Insulation 0 Ceiling Assume Beam wt = 15 plf Total dead = 636.1 plf 46.0 Total Load Cond w V M Defl I req'd Defl Defl (plf) (kips) (k -ft) (L / ?) (in4) (in) (L / ?) Dead 636 3.3 8.6 180 8.3 0.12 1038 Live 1688 8.8 22.8 360 44.2 0.32 391 Dead +Live 2324 12.1 31.4 240 40.6 0.44 284 W 8x15 97% Bending 1.12 psf I = 48 in4 i Steel Wide Flange Beams Fy = 50 ksi Dead Span = 9.9 ft 0 Partition Spacing = 17.5 ft OC 40 Deck 4.0 Joists Q Reduce Live Load? NO 0 Mech y �J r Live = 125 psf 2 Sprinkler R = 0 % 0 Insulation 0 Ceiling Assume Beam wt = 18 plf Total dead = 822.9 plf 46.0 Total Load Cond w V M Defl I req'd Defl Defl (plf) (kips) (k -ft) (L / ?) (in4) (in) (L / ?) Dead 823 4.1 10.1 180 9.3 0.10 1199 Live 2188 10.8 26.8 360 49.4 0.26 451 Dead +Live 3010 14.9 36.9 240 45.3 0.36 328 W 8x18 88% Bending 1.02 psf I = 61.9 in4 Steel Wide Flange Beams Fy = 50 ksi Dead Span = 8 ft 0 Partition Spacing = 17.5 ft OC 40 Deck 5 �_, / 4.0 Joists 1S Reduce Live Load? NO 0 Mech Live = 125 psf 2 Sprinkler R = 0 % 0 Insulation 0 Ceiling Assume Beam wt = 15 plf Total dead = 820.1 plf 46.0 Total Load Cond w V M Defl I req'd Defl Defl (plf) (kips) (k-ft) (L / ?) (in4) (in) (L / ?) Dead 820 3.3 6.6 180 4.9 0.05 1768 • Live 2188 8.8 17.5 360 26.1 0.14 663 Dead +Live 3008 12.0 24.1 240 23.9 0.20 482 W 8x15 74% Bending 0.86 psf I = 48 in4 �y x /60,5)!0.) = Z,13 ea Iti/t/ r -T--. 0-- 5t (ts' ic 8 R ,,�Z g __ .Z .. �"' t' p off Y o,t Steel Wide Flange Beams Fy = 50 ksi Dead Span = 4 ft 0 Partition Spacing = 17.5 ft OC 40 Deck Sig_ 4.0 Joists Reduce Live Load? NO 0 Mech Live = 125 psf 2 Sprinkler R = 0 % 0 Insulation 0 Ceiling Assume Beam wt = 10 plf Total dead = 815.1 plf 46.0 Total Load Cond w V M Defl I req'd Defl Defl (plf) (kips) (k -ft) (L / ?) (in4) (in) (L / ?) Dead 815 1.6 1.6 180 0.6. 0.01 9132 Live 2188 4.4 4.4 360 3.3 0.01 3403 Dead +Live 3003 6.0 6.0 240 3.0 0.02 2479 W 8x10 28% Bending 0.58 psf I = 30.8 in4 Steel Wide Flange Beams Fy = 50 ksi Dead Span = 10.4 ft 0 Partition Spacing = 8 ft OC 40 Deck 4.0 Joists C "{4� j Reduce Live Load? NO 0 Mech Live = 125 psf 2 Sprinkler /4 /7 R = 0 % 0 Insulation 4 / 3 0 Ceiling 9 Zo Assume Beam wt = 10 plf Total dead = 378.1 plf 46.0 Total Load Cond w V M Defl I req'd Defl Defl (plf) (kips) (k -ft) (L / ?) (in4) (in) (L / ?) Dead 378 2.0 5.1 180 4.9 0.11 1120 Live 1000 5.2 13.5 360 26.2 0.29 423 Dead +Live 1378 7.2 18.6 240 24.1 0.41 307 W 8x10 87% Bending 1.26 psf I = 30.8 in4 T7617.7) 7 4 t N 7 , 400/4) 0 . -K " Den = • y //AN& (' COLUMN LOADS 125 psf LIVE LOAD 20% REDUCTION 52 psf FRAMING LOAD DIM1 DIM2 AREA P FTG • COLUMN (FT) (Fr) %LOAD FT2 (KIPS) # C -1 14.00 4.00 25% 14.0 2.1 1 C -2 14.00 4.00 50% 28.0 4.3 1 C -3 23.00 12.00 30% 82.8 12.6 2 C -4 20.20 23.00 25% 116.2 17.7 2 C -5 19.00 18.00 25% 85.5 13.0 3 C -6 19.00 11.50 25% 54.6 8.3 3 C -7 19.00 4.00 25% 19.0 2.9 3 C -8 12.00 17.50 50% 105.0 16.0 3 C -9 20.20 17.50 50% 176.8 26.9 3 C -10 18.00 17.50 50% 157.5 23.9 3 C -11 11.50 17.50 50% 100.6 15.3 2 C -12 4.00 17.50 50% 35.0 5.3 3 C -13 8.00 12.00 50% 48.0 7.3 3 C -14 11.00 12.00 25% 33.0 5.0 3 C -15 20.40 19.00 25% 96.9 14.7 3 C -16 18.00 19.00 25% 85.5 13.0 2 C -17 8.00 19.00 50% 76.0 11.6 2 FOOTING © 2500 PSF 1 2.00 FT X 2.00 10.0 kips 2 3.00 FT X 3.00 22.5 kips 3 4.00 FT X 4.00 40.0 kips /0 g G v� 3/a9(4.7`-11 -f- I 7-SC zs) (137P- / /4 2- a - o I yZ 1 (,) bj z —r,o — 1a. 6 1L- 2 '= g LL iV4 = /• 4 4c /044(0164.) 044 -ki1/42 LI — 9•sx S3 1c, z 6 -7k- amp r AvG 6eS o) k4-/ /6477 /e/ ' c a¢(4) 4 x4 x 2¢" f- tecae,ww C 9 r L, ¢K It