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HomeMy WebLinkAbout3803 Orlando Dr 90-170, 90-171 New constr. load calcs1901 WEST CYPRESS CREEK, SUITE 102 FORT LAUDERDALE, FLORIDA 33309.1809 LETTER OF AUTHORIZATION September 12, 1990 RE: Mobil Service Station # 02-HHD 3803 Orlando Dr. Sanford, FL 32773 To whom it may concern, Please be advised that Mr. Frederich G. Morse, P.E. of Greenhorne O'Mara, Inc., Consulting Engineers is authorized to act as agent on behalf of Mobil Oil Corporation in any -matter associated with applying for and obtaining permits as well as negotiating conditions of permits for constructing the Mobil service station at the above address. This includes transferring permits if required. ii T. E. Davidson Project Engineer II Mobil Oil Corporation 1901 WEST CYPRESS CREEK, SUITE 102 FORT LAUDERDALE, FLORIDA 33309-1809 LETTER OF AUTHORIZATION September 12, 1990 RE: Mobil Service Station # 02-HHD 3803 Orlando Dr. Sanford, FL 32773 To whom it may concern, Please be advised that Mr. Frederich G. Morse, P.E. of -Greenhorne O'Mara, Inc., Consulting Engineers is authorized to act as agent on behalf of Mobil Oil Corporation in any matter associated with applying for and obtaining permits as well as negotiating conditions of permits for constructing the Mobil service station at the above address. This includes transferring permits if required. T. E. Davidson Project Engineer II FORM 8 OOC- 86 FLORIDA MODEL ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION SECTION 8 -- SIMPLIFIED ANNUAL ENERGY METHOD AOMIN18TERQD BY THE DEPARTMENT OF COMMUNITY AFFAIRS C STATISTICS NON RESIDENTIAL BUILDINGS PROJECT NAME PERMITTING OFFICE,(' ADDRESS: to r rt JURISDICTION CITY, ZIP CODE AN Al1 PERMIT NO., BUILDER o=anQZONE, C- OWNER BUILDING CLASSIFICATION(S) S OrTt•- RL`I-t6 ` ' BUILDING VALUE SYSTEMS AIR CONDITIONING UNIT NUMBER TYPE EER SEER COP TONS SEE t C a CENTRIFUGAL' I P - POSITIVE DISPLACEMENT , ENVELOPE Net Area U WALL NO. 1 S 9 o202 N0. 2moo_ o ROOF CA RAISED FLA / INT WALL GLASS 32 1•01 i TOTAL COND. FLOOR AREA-2aZ81 S.F. LIGHTING TOTAL KW = 4.0.5 Compliance with Section 8 was demonstrated by a Prescrip- tive Measures methodology or by Dual Calculation. C 807.2 Supermarkets C 809.2 Basic Features 807.3 Restaurants C 809.3 Dual Calculation 807.4 Kitchens. Budget 8-65 HEATING TYPE UNIT; , MUMBER COP BTUH SA16 7{ E E..a F Et E C T.R.[C_A L __._.R E.SJS TAW C-E __ HP —HEAT PUMP; G -'GAS ' i 1.0 s OIL ' s COR PLIANCE - ' SECTION8 ` BUDGET BUILDING MBTU/SF n 0•S1 SECTION 4 BUILDING MBTU/SF CALCULATION METHOD - to accordance with Section 553.907 F.S., I hereby ckly.that, the plans and specifications covered by this calculation are in Con!i?iarce with the Florida EnergyCON r} OVAdMAGENT: DATE: Review of the plans and specifications.Covered by this eaicu!ation indi- cate compliance with the Florida Energy,Cnde. Eefoie construction is completed, this building will be'ins cted !or compliance in accordance with Section 553.908 F.S. BUILDING OFFICIAL: I "i C A DATE: — FORM 800A-86 FLORIDA MODEL ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION SECTION 8 -- SIMPLIFIED ANNUAL ENERGY METHOD ADMINISTERED er THE DEPARTMENT OF COMMUNITY AFFAIRS ENERGY CONSUMING , WINTER SUMMERSPRINGANDFALLELEMENTSrneEU• AREA MTR - MBTU U• T AREA . MTR T M13TU AREA x MTR MBTU UWALLSAOSI TE W u-sl Uw Aw WWM z 55 9 o 7888 iI I I UwUw Aw. Aw WSMWSM 2 2 5.7878 3.2 606 B ROOF Ur pr RWM Ur 74r gRSFMT Ur ° Ar RSM I + aPce 1,,042116031 17--5 1 1 k,042 11 C331 120,91 140 2 C RAISED FLOOR & Ut * At FWM- Ut At FSFM + Ut -At - INTERIOR WALLS —o .— GLASS SOLAR OR. L Tr izt=lLtA N G 4 ° OUE2t+NGS W. CONDUCTION jGLASSElillEkLhep KhTe OUTSIDE AIR F 2 cfi 7 o IL&-r &X 4. G PEOPLE HEAT CH LIGHTING HEAT HVAr MOTOR HEATBINSI •OND. SPACE i - N ./ l DED IN C.O.P. i I M010 NEW Ug Ag C lDUI Z WM- I 4! CFM VWM 73S -5.1 - At ' PWMm 2t )28 2 , a 4 05 62 WATTS LWM 4os40_ 1 ,-74.7os 74 SHP MWM- 5,98 11440 18 Ew U I Ag 1,CSFMr 61 Z3Z j CFM VSFM- s 4G so At PSFM+ Zo28I 3.3 6 2_ ATTS LSFM- OS6O Z, s tt C Z4 SHP YMSFM, S .98 2.4co 1 143 S Z rd 1 Ug Ag :-CSM- 1,0( 7. / 66 23 i CFM p VSM At x PSM o 0281 12-6 1 5Z7A I WATTSA LSM$ 1 SHP p MSM IaE I ) C WINTER SUBTOTAL choose Heat . L START-UP HEAT At SUH 2o28l 14- 128 2 3 Cool Heat SUBTOTALS I HH or © H 2 93 C `n x x x NJHEAT/COOL SYS. MTR HSM , CSM ,3 HSM P SEASONAL SUBTOTALS H C 4 0224 add ENERGY SUMMARY LIGHTING RAW ENERGY LRE x WATTS n MBTU o.57 o 5 h o ZC7G 4-7 D WATER HEATING HW OR BUHW Af MBTU HVAC MOTOR RAW ENERGY DEVICE MRE it BHP MBTU COOLING TWR PUMPS AHUS - VAV AHUS - CV 5% a S, 9 4 S oC OTHER TOTAL 4S-b5 TOTAL MBTU _ FLOOR AREA At DESIGN ENERGYRG689 S 202_1 — N 30e sr choose Cool 25S 2/6 Coo i 2A2 x CCM .38 x CSM 6 97r92 ci 07sr HEATING Z r,b95 I COOLING d S oS , R TOTAL MBTU S( a Gu ALLOWABLE ENERGY BUDGET -Table 8-1 E40. o i EQUIPMENT LIST FOR CODISCO PROJECT - AIR CONDITIONING SEER UNIT NUMBER TYPE EER TONS A/C 1 U 9.7 2.0 A/C 2 U 9.7 2.5 A/C 3 U 9.0 3.0 A/C 4 U 9.15 3.5 A/C 5 U 9.20 4.0 A/C 6 U 9.10 5.0 A/C 7 U FUTURE A/C 8 U 9.0 1.5 A/C 9 U 9.0 2.0 A/C 10 U 9.0 2.5 A/C 11 U 9.0 0 A/C 12 U 9.0 0 A/C 13 U FUTURE HEATING UNIT NUMBER TYPE COP BTUH A/C 1 HP 2.84 23,400 A/C 2 HP 2.90 27,800 A/C 3 HP 2.90 34,600 A/C 4 HP 2.82 39,000 A/C 5 HP 2.86 46,500 A/C 6 HP 2.80 56,000 A/C 7 FUTURE --------------------- A/C 8 HP 2.80 17,400 A/C 9 HP 2.85 22,000 A/C 10 HP 2.80 27,000 A/C 11 HP 2.90 47,000 A/C 12 HP 2.85 54,000 A/C 13 FUTURE--------------------- Job.#4588-90 City of Sanford September 11, 1990 DATE Building Department Gentlemen: Power of Attorney is hereby granted Arthur A. Ash for the specific purpose and the specific purpose only, of signing in my stead for permits and or license for work at Mobil Oil Corporation site at 3803 Orlando Drive, Sanford, Florida 32773 Arthur A. Ash's signature is as follows Signed Bobby L# Moore State Certificate #CBC000313, PCC045039 State of Florida Sworn to before me as a specific purpose and Power of Attorney for purpose stated above and subscribed in'my presence this lith day of September 19 990 A.D. Nolfory Pub16c, Sias© 09 Floz Commission E j . o 3 1994MyCorm; s i on €rals _ Expires 2 oc f N 00 MC64L OIL CORP. hkl(. 40rsF Sam 2+'- O' • 4d- Sid MOGUL AR. P'1A2K.cT It n'Mx. Yb PsF wwm Wl. 100''SF k pC Tue.1v-ky•wAC*-x. FL OFL. , SEMI.r1oo• • w/o'copx. vt-conp,N XCOF LOADS: 4ar.4 LL W oot o PTS t a4 eccFlti1CD FOWL W-O,. V 2P 4 t crnx e PrSZocrntsc.., MOO uyt 1.5 $ zo C.N Dft c- FY - 13 6.,. miozo Q Vi,XLeAFT I.15aZO VL-e-co . HS8 No a ZOC>A C A1YSO t FOe.J`1% ' 'TYPE B 20 G+ L Sfcfc. 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USk C4xS.4- fL tJK tY . r 1 el et aulnM a lee eeau K ea My"s ' • - - — - - - , weer"ee l mew W IPM uw ren w J n4euaru - cum n.ee" r 4o• i:re ----- r 4ennnrepetee1WT3 OF 6 - VC* t- N/ &Vak-L-S raw* Chm fts FL1 L. L DPID bJ L 1s7T. 10• s Ou 442.4ft4 *- 3rc4y(,) t GSra4xI0.Si 20 a 450,,14 1._-'G•LGS IDS iil.S t-l(0730• , Ate• 1.--- rM = 0.099L(tpSD(i0•i s = 11530'A , ++' 1 I-)S+t G2.420.1 OA 4510 R DL 1700a R L - e —_1733 a _ !K N- 4 A834 FbL ZOOOt RA, 7400* wL V—MZIA - 23S'1, t Ls 1 s4$& %36L St3 O F1 OSAzr pt., 134 tom.: c Ft.- 11.4 4 s •, .. v-, O 8110a tbt- 21(00• RLL 1418a VjbL* .. 2(DA4 FCI. S400& f tl D / p¢Za R &L. 21oS6+ [ LL. X46t rPL. L.to4S+ !u S-m + a•l- _ . as lr* f t vim. 71d1 1-FDL r •s () It2t` F U- s c *AR 64'ivk +'k- 1L ww P tA n+ a A k.Ti ftek Ull-t- COOn kX.)Cx.)S FOOT) 111 USE. I' ' vet PIC, , eb = Bz(O 1-14 <SOC:t-' j"1Fra, 1104 PQ IIS t 10 " 14(000'A VSr- 8' bEkP GeAOE a(_Am w i ' Nt:JCkY DyL wwt4r. a filese3u i gal Irma e tea wwti `. a•Kn• ew *^ ownfn - - v aasarao• nu SW 4 OF g a Kb9) P O 14b1 e r-bL* ts, O l/ot7S0 F tx_eL1` 14ple l890a w aL 91" F tom, U 14000a b+ L 888Sr IkL.U. 1937J. Fpt1LL r 171 SOS F nu tL 34920• n•.t.. e 18Pf0®' vJ a8740 e F ,t>u u` 010 f r LS tkQo.' ('Z2310 IZ1 a sK ev S sF a.-T Foor,s SQ K Jt o _ c0 3 - • SQ < I'- p• E,P 3•- 3 5q „ '_ . ALL_ PANS a W 1 VI 0 2'- 3' SQ 1'- O tI SC4 -C I - p• tXcte' Q D• c 1=Cj' 1 P APRB- i9 uee et autne o< uurm eee eaue a amwa ear p ginner 1" 1 '?ems?JyJcY Y n/ SKI 7 a 8 ee® ne en+ OVA eu e M en on K t+nuu tao i wsea anewna we nm n a•eee I 9 i I I r . r I - — 2S 2 t sTt L ZDit# o a T tE-L a' =JT. SAIL_ • DO..c SCXXaK a VS `8 - faT. f uP AS saw J o sue'. i APR 181990 On OF is a uw a NUMM r in omw w L -- — wn wea wr r - ---. --- — _ v esani a e Km n.r n9*1w+ Maosrwl filiol•uM ULCRAFT 5 , ®I BA, BIA Maximm Sheet Lengti Extra Charge for Lengths under 6'-0 Factory Mutual Approved (No. OCS47AM and OG1A4.AK 16CO Approved (Na 3415) 6" 2% 8 1 JUtl 36- SECTION PROPERTIES Type Nd Design Thick Weight l t?D^ In/Fl In J/fldint 1. 4 QO?39 138 1.46 F 0.123 0.134 1.S822 0.0295 1.68 1.78 0.186 0.194' 15821 6.0329 1,87 1.97 0.211 0.224 t.5f320 00356 2.04 2.14 0210 0.232 0.245 11'3819 0.0418 2.39 2.49 02S1 0275 0.286 14818 0.0474 2.72 242 0290 0.316 0.325 15.916 0.0598 44 3.54 0.370 0.407 0.410 ACOUSTICAL DATA Ale ion Cosfficlents I Noise Reduction Coefficient14r8U 31 95 1. A8 82 27 .90 w insulation• AO ,86 1.0 .96 .55 .19 .85 w/o insutation Sowce. RiverbankAcoustical Laboratories (test A78.1 S) Test hed small flutes haw of fiberglass Insutatkm All tests were performed with Y 89b Insuatloft VERTICAL LOADS TYPE 1.58 Type 9 " rib) deck" provides excellent structural bad carrying capacity per pound of steel utilized, and its nestable design eliminates the need for die -set ends. 1 • or more rigid Insulation Is required .for Type 8 deck _ Acoustical deck (Type BAD 81A) Is particutarfy suitable . in structures such as auditoriums, schools. and theatres where sound control 4 desirable. Acoustic perforations are located in the vertical webs where the load carrying properties are negtigi* affected (loss than 5%y Inert. non -organic lass fiber sound absorbing balls are placed in the rib openings to absorb up to 90% of the sound striking the deck. Span Type Max Span SDI Conat. load Avowable Total (Dead . Uve) Unllorm lad (Lb&Aq Ft) Condition Na Spun(ft-iry e- S- 0 5-0 6-0 6-0 7-0 7.8 8-0 6-6 90 94 10-0 10-4 110 11.6 120 StressW41015824 9'-9 4'-7 66 62 42 35 30 26 24 21 20 I. SB22 8'-3 S'-7 , 1139 9171 57 47 39 34 30 26 24 22 20 1. 5821 9'-4 6'-0 104 80 64 63 44 38 33 29 26 24 22 20 ONE 1.5820 10'•3 6'-4 115 89 71 58 48 41 36 31 28 25 23 21 20 1. 5819 1. 5818 1. 5816 12'• 2 14'- 0 181- 0 i- 1 T- 08'- 8 161 204 107 124 156 84 98 122 69 79 98 57 65 61 48 55 68 41 47 61 36 41 50 32 36 43 29 32 38 26 29 34 24 26 3/ 22 24 28 21 22 26 21 24 1. 5824 1. 5822 12'- 0 10'- 1 S'- 10 C- 10 129 103 106 86 89 72 76 61 65 53 SS 46- 47 40 41 36 36 32 32 29 29 26 26 23 24 21 22 20 21 TWO 1. 5821 1. 5820 1. 5819 11'- 6 12'- 7 4% 11 T- 4 - re 9- 5 119 131 153 99 108 126 83 91 106 71 77 90 61' 67 78 63 58 68 47 51 60 41 45 53 37 40 47 33 36 42 30 33 38 27 30 35 2S 27 32 23 25 29 21 23 26 1. 5818 1. 5816 1T- 2 22'- 2 9'- 1 19- 3 173 219 143, 181 120 152 J 103 129 da 112 77 97 68 85 60 76 53 67 48 61 43 551 39 501 36 45 33 41 30 38 1. 5824 12'-0 S•10 129 99 79 64 63 45 39 34 30 27 25 23 21 20 1. 5B22 10'-1 6'-10 129 107 90 77 68 57 50 44 38 34 31 28 26 24 22 1. 5821 11'-6 T-4 149 123 104 88 76 66 56 48 42 37 33 30 28 25 24 THREE 1.5820 12'•7 T-6 163 11351 113 97 83 71 61 52 46 40 36 32 29 27 25 1. 5819 14'•11 8'-5 191 158 132 113 97 84 71 61 63 46 41 37 33 30 28 1. 5818 17'-2 9'-1 217 179 150 128 111 95 80 68 59 52 46 41 37 34 31 1. 5816 22'-2 10'-3 1273 226 1190 162 139 1118 1 991 85 731 63 56 50 44 1 40 36 Notes: 1. load tables are calculated using sectional properties based on the steel design thicknesses shown In the Steel Deck: InWNtute ( S Q Design Manual 2. loads shown In the shaded areas are governed by We Wd'deflection not in excess of I n40 of the span. A dead load of 10 PSI has been included ULCRAFT 1.6 (®.F•A•I ZO DIAPHRAGM SHEAR STRENGTH (PL F) SUPPORT FASTENERS: • 12 TEKS SIDELAP FASTENERS 012 TEK$ f t r K VAN K•k) 0 3-0 1 4-0 4 64 4 d-0 64 7-0 7.6 6-0 84 0--0 10-0. 11-0 12-0 am? 0 376 326 267 263 226 203 184 189 166 143 133 124 116 102. 01 82M1791456309354313285237234214108183170159149132116107 Ab007 2 929 457 416 376 341 312 284 260 240 223 207 194 182 162 145. 132 04?Op 695 629 476 430 392 360 333 308 283 262 245. 229 215 192 173 167 038V 4 953 686 529 481 440 405 376 349 326 302 282 284 248 221 200 182 3ai7 03192 6 416 388 363 34/ 319 99 281 251 227 206 02847 6 399 376 354 334 314 281 254 231 r02570 7 386 365 347 311 281 258 02342 6 376 34111 308 281 02181 0 367 336 3060198910ILti, 380 33t 01850 11 I --l331 09879 0 332 292 260 234 209 188 170 165 143 132 122 114 106 94 84 76 07093 1 399 355 319 289 264 242 220 201 195 172 159 149 139 124 111 100 AP45U 21 456 411 372 339 311 287 2" 247 228 211 197 184 173 163 138 125 04810 8 603 458 419 384 355 328 306 266 268 251 234 219 206 183 16S 160 03924 4. 642 498 460 425 394 367 343 321 302 284 269 254 239 213 192 175 34/5 AM17 6 377 354 334 315 299 264 270 243,219 1" . 030?6 6 364 327 311 296 271 22- 02714 1 1345 354 337 322 29S 1246271 24 02461 9 346 318 293 272 02261ull 339 314 292 A2074 334 311133001923 12104 0 254 224 200 177 158 141 126 116 106 N 90 84 78 68 so 64 A8299 1 319 265 267 233 213 195 177 162 149 137 126 119 111 98 87 79 46314 2 369 336 306 281 256 239 222 206 19/ 177 186 154 144 126 116 104 A5096 3 409 377 3e7 321 228 278 259 243 229 216 202 189 177 158 142 128 04271 4 439 409 382 356 333 312 293 276 260 246 233 222 210 187 169 163 36/4 03877 I I 1 0 3231 305 289 274 1261 248 237 217 198 178 03227 6 316 300 286 273 261 240 221 203 Qf676 7 309 298 284 261 242 226 693 6 305,282 262 244 02361 0 301 280 262 02187 10 I LU 1 298 279 0?003 11 1 295 16135 0 212 190 171 156 141 126 114 103 94 86 80 74 89 60 63 47 10016 1 260 236 218 201 186 173 161 149 137 126 117 109 102 89 80 72 07261 1 293 273 254 237 222 206 195 184 173 164 154 144 135 119 tOt 98 05895 3 316 298 281 266 251 237 224 212 202 192 182 174 M 149 134 121 A404 4 330 316 302 287 274 261 248 237 226 216 206 197 189 174 161 146. 36/3 03976 6 268 257 247 237 1227 218 210 194 181 1 169 03457 03057 6 7 264 254 245 236 228 212 198 1" Q740 8 261 252 244 229 216 2 258 243 229 2 82482 AM9 0 0 256 243 230 02089 11 254 242 253 Number of IM" =MOM 001 *Pan 53 i yR ULCRQA FT 1.5 VL,VLI Maximum Sheet length 42'-0 Extra Charge for length$ Under 6'-0 2W ICBQ Approved (No. 3415) VL I I'- slab 1 11r.• aptVLtej ITT STEEL SECTION PROPERTIES Type T1+ w.pw r.aF. 1 M P10 I Gay. 22 0295 1.6e 1 1_78 149 161 189 2,04 14 194 22 43 19 0418 2.39 49 238 272 265 16 0474 2.72 2.82 51 313 324 1 7 41 3.54 370 N S) NORMAL WEIGHT CONCRETE (145 PCF.) SDI Max Sup)ertmposed Live Load PSF saab Unshored Clear $pan ( L4NDepth, OWSM r Span Span Span 647,b-e 6-0 641 7.0 7-6 6-0 94 6-0 9-0 100 10.6 11O 11.6 120 6.11 70 7.1 314 279 230 20e 1869 104 70 IE2 8.3 345 306 276 249 227 167 171 CI-2-) 19 7.10 9.2 P3 372 330 2" 268 244 224 IS$ 171 167 Iiiilt 33 PSF 17 9-4 104 1010 397 353 316 66 12 221 206 191 167 146 131 16 a10 110 11J 397 3S3 316 286 221 206 191 176 146 138 11! 22 6-6 0-764 366 325 267 240 QW TOT' 4• 20 6.7 74 7-10 0 356 319 289 239 217 j66 166 1 1 1 4 2%01 19 74i 6.6 6 9 363 344 311 263 23s 216 1" 1t;t' 1 1 1 16639PSF178-10 11 10.3 s 0 3"I 302 277 268 237 195 161 16 9.4 6 10.9 0 0 366 30? 277 25s 237 220 161 166 68 22 63 8-4 6-6 0 345 307 1 14A• 11 2 24 20 64 70 70 3" 303 Z74 1 41-3•) 1! 7-1 i3 64 394 366 325 q32 ZOi 1641 6!"/ 7 4148PSF176449-9 378 34S 24Z 223166.11 611 10.3 376 34s 270 2?3 206 192 1 22 62 0.1 0.2 391 347 261 Z 96 1 1 i 6• 7 29 1 1 7•t 7-2 31p 1 t1••3x7 i! 6 9 7.11 64 335 304 236 tM 6 1n s s 4 61 PSF 17 6-1 P1 9 s s 390 357 330 273 252 1 1 16 64 94 9.10 0 0 0 390 357 330 304 252 233 216 t l6s 1 1 22 60 6.10 S11 0 s 346 3141 236 218 202 167 173 161 446 136 6M0 21 64 6i 6.6 0 0 s 3" 332 301 276 262 132 114 104 164 111 169 146 a-•i 19 64 7-7 7a 374 340.ZU 2" 63 244 224 210 196 183 111 16 7.1 2 . 04 o s 363 332 Z 260 1 18467PSF1ss61260242221 16 6-3 f12 6 0 1 0 399 367 305 281 260 242 226 210 1196 184 22 4.10 64 6.9 242 2?4 w- 102 176 1" 164 61 1 67 7 1 17 164 20 6e 1 x1 19 6.3 7.3W"4• 316 292 270 260 233 211 M ins s 6 3 PSF 17 74 0.4• s 367 338 311 266 Z68 249 233 1 0 Indkates live loads le ears- of 4t10 P.S.F. Lkwhored spans computed with Fy40 kal. tight blue shading indicates no shoring required for 2 Or more deck spans. simple spans require shoring. Dark blue shading Ir kata no shoring required for 3 or more deck span& simple and 2 span conditiona require slroring. 8 Gray shading k4katn shoring required for all deck span conditions, Always contact Vukralt when using bads above 200 PSF. Such loads often result from concentrated. dynamic or I" Wm- bW caseskwwhichreductionsbrbondbreakape. concrete creep. etc. Mould be sraivated. 11 e Dunn iTAWbARD SHEAR MALL OSSI4u: THE asmaL SHEAR TALL IS COMPOSED OF 3" DaEP, 16" WIDE . INTERLOCKING PANELS. BACK PANEL It ATTACHED TO THE STRUCTUREKITH2-110 SCREWS AT THE TOP AND DATTON OF BACN PANEL. THE STITCH SCREWS, SEMEN PANELS, ARE #10 OR #14 'Tgnr. THE SPACING OF THE STITCH SCREWS VARIES WITH THE TYPE OF SCREWUSEDAND "I THICK"'368 OF THE BASE MATERIAL. DOTS iSTM A446'GRADE D AND GRADE D MATERIAL MAT ®a USED INSHEARMALL. FOR PURP08a_O-DESIGN' GRADS D PROPERTIES ARE USED REF. AISI COLD -FORMED SPECIFICATION, 1986 SD.,pp.I-32. SEC.C3.2rye .37000 psi E• 29S00000 psi kv= 5.34 FOR wmzrNFORCSD WEBS as 16 in. XMINAL is 0.0239 in. FOR 24 GA. 0.0299 in. FOR 22 GA. 0.03S9 in. FOR 20 GA. 0.0478 in. FOR 18 GA. h/t>1.38(Z*kv/Fy)'1/2. 90.04S05 h/to 334.7280 MIN., THEREFORE USE SQ. C3.2-2 - - Va•0.53*a*kv*t"3/h 1Ds. PER 16" PANEL 33% INCREASE FOR WIND OR SEISMIC Vsau1.33*Va/1.33it. GAGE a " 24 Vmax 10 CAP. SPACING 14 CAP. SPACING 22 71.24 139.49 369.33 369.33 32 30 SS5.34 32 20 241.44 369.33 18 644.00 64.00 32 3218669.91 369.33 7 644.00 12 SCUMS: ALLOWABLE SHEAR BASED ON AMS ICBO NO. 2392P20TERSALLOWABLESHEAR= 277# DIA.w.188" 14 TERS ALLOWABLE SHEAR= 483# DIA.m.248" 3REF. AISI COLD -FORMED SPBCIFICATION,1986 SD•,D9.I-SS,SEC.E3.3 01. BEARING FORCE= 3.00*Fu*d*t/2.22 AISI EQ.E3.3-2, Fu=52ksi t SCREW CAPACITY IS THE LESSER OF ALLOWABLE SHEAR OR BEARINGMULTIPLIEDBY2.33 FOR WIND OR SEISMIC. SPACINGlinjo (SCREW CAPACITY/Vaax) r!_ 12 In./it. TITLE: mr.wu "" s+.... wr rs.r a xuw twren... a w WwR "ar }n er,. No. ASIS-24 RIEvIsiow e..s ss n I t 32"Pax.. I t L 1 NOS L OIL CORP. 30/35304--x Me To %si CJ mop`j (3To5 23'3" RECESSED RING, SIMPLIFIED FRAMING ROOF LOADS : 30ps f LL s"Z - 3psf Deck : o CEILING LOADS: 3psf Deck 40.5psf Uplift 8 ( FASCIA: 2'-6" High, 8plf ROOF DECK: (SEE ARC 80 D) USE 20 GA. GR.D DECK N o MOH=158ft-lb/f t !l) p fb=(158)(16)/0.287-8.8ksi(30ksi MSP(780ft-lb/ft , fb-(780)(16)/0.441-28.30ksi(30ksi CEILING DECK: (SEE ARC 80 D) p ! USE 20 GA. GR.O DECK CONTINUOUS OVER 2-SPANS s i MUP-505ft-lb/f t fb-(505)(16)/0.287-28.20ksi(1.33X30ksi CEILING SUPPORT: USE L3X3X0.25 w/ L2X2X0 1875 SUPPORTS ! 4'0"oc V 558plf-Splf-553pif M=1106ft-lb/f t fb-(1106)(12)/0.577-23.0ksi(1.33X21.6ksi Pa-(553)(4)-2212# L2X2X0.1875 OK BY INSPECTION USE N14X22 (REF. AISC pg.2-63) Aa 1 ?A. 1-14.83, Wd-89plf VI-373plf Ww--590plf Rd-660# R(d+l)-3426# R(d+w)- -3715# M(d+1)-12.7'k, lu-0 M(d+w-13.77•k, lu-3.2' APR 19go 1"" 11..a4 • r4W to "to N IDa" s .au • my • tKaw b am% Im•n 1 11t !F! all%so &a w 1-"\ 6 1 MI I of S p B 2: USE W10X22 (REF. AISC p9.2-64) 1=24.83' Wd=30plf Pd-660# P(d+l)=3426# P(d+a)=-3715# Rad=667# Ra(d+l)=1901# Rbd=738# Rb(d+l)-2270# M(d+l)=21.2'k,lu=13.75' M(d+w)=20.51'k, 1u=13.75' B-3: USE W14x26 (REF. AISC b p pg.2-62), D+L Controls -"-- Wd=95pif W1=297plf Pd=667# P(d+l)-1901# r MOH=71300'#, lu=3.2' MSP(max)=53741'#, lu=0i SPAN LENGTH Rad Ra(d+l) Rbd Rb(d+l) ft) (#) (#) (#) (#) 28 604 4762 4132 15749 32 884 5636 4231 16214 36 _1145 6491 4351 16751 B-4: 1-28'to 36' simple span (REF. AISC pg. 2-62, 2-63) Wd-67plf+BEAM WEIGHT W1=373plf Ww=- 590p1f SPAN LENGTH Rd R(d+l) M(d+l) lu M(d+w) lu Beamft) (#) (#) ('k) (') .('k) (1) 28 1246 6468 45.3 0 49.1 4.75 W14x22 o 32 1488 7456 59.14 0 63.6 8.75 W1_4x26 36 1746 8460 76.14 0 79:8 12.75 W14x30 B-5: 1,281to 36' simple span -(REF. RISC pg 2-62, 2-63) Wd=69plf+BEAM WEIGHT W1=297plf Ww=-401plf SPAN LENGTH Rd R(d+l) M(d+l) lu M(d+w) lu Beamft) (#) (#) ('k) (') ('k) (•) 28 1274 5432 38.0 0 30.4 4.75 Wl_ 4x22 32 1520 6272 50.2 0 39.2 8.75 W14x22 36 1782 7128 64 0' ' 49,.'6 12.75 W14x30 s e - Awiru APR 181990 law pg R we•w CA Pe wn "M +a g e ma aaaw me M ne am $ ORESCO REtOkODUCT*N o1C. 98140 — --- _ _ MIPS B-6: (REF. RISC pq.2-60, 2-61) A1.9 4.116 CIA(, SPAN LENGTH Pa(d+l) Pb(d+l) Pc(d+l) MOH lu Beam ft) (#) M (#) ('k) (1) 28 15749 9894 14839 160.1 9.96 W14x61 32 16214 10880 '15210 164.5 9.96 W14x61! 36 16751 11890 15660 169.19 9.96 W14x61 REF. AISC pg42-60, 2-61) SPAN LENGTH Pa(d+l) Pb(d+l), -Pc(d+l) MOH lu Beam ft) M (#) M ('k) 28 10860 9524 9604 110.3 9.96 W14x43 32 12420 11270 10980 126.1 9.96 W14x48 36 14260 12980 12640 145.1 9.96 W14x61 COLUMNS: USE 2-TS8x3x.250's w/3"x 318" BARS 0 418"oc max Maximum.load case: 36'span w/ 14'10"overhang P(d+l)=22430# For unbalanced LL: Pa-16751# Pb=7438# -Pc-4200# Rmax=44660# Rmin--14760# Transverse wind: (27psf)(1.3)-35psf Mwind=351(2.5) (33) (15)+(1.42) (14) (7)+(23.25) (1-17) (14)1/2co1'S 30760'# Kl/rx=(2)(14)(12)/2.72=123.5 Fa=9.79ksi Kl/ry=(l) (4-67) (12) /1.25=44.8<123.5 OR fa=(22430) (9)/(5-09) (14)=2.83ksi (fa max=5.'64ksi OK) fa/Fa=0.289 fb=(30760),(12)/('2) (9.40)=l9.63ksi<l.33Fb=36.7ksi ftun"D a M W" a mom MWAMW 0 "to Womm as lead. lOY 1Ftl dth U&MI a 9MIRM RM MVIW-M WISP dob SM-M UIL Oftsma 49 0340 NOWA"Is Mt ne ftrn A"Grum.e— A"Al APR LIR S 41 'I OF 5 Mow-)-) 100 COLUMNS (CONT' D COMBINED: 0.289 + (0.85)(19.63) - 0.80 c 1.0 OR 1.330 (1 - 0.289) 36.7 1.330 UPPER CONNECTION: USE 8"x 3/4" PLATE w/2- 3"x 3/8" STIFFENERS Ixx=7.72 Sxx-2.70 M= (44660) (5/14) [ (11-bf ) /2 + 21=39.88"k fb=(39.88)/2.70=14.77 ksi < 21.6ksi OR P Vmax=22.33k fw=(22.3)(6)(0.515)/(7.72)(4)-2.23k/in Use 1/4" fillet weld fv=(22.33)/(2)(3)(0.375)=9.92kai < 14.4ksi OR FOUNDATION CONNECTION: USE 1.25" THICK BASE PLATE 1"DIA BOLTS P(Bolt)-(30760)(12)/(2)(12)=15..4k/Bolt < 15.7xl.33 OR S(plate)-(8)(1.25)(1.25)/6=2.083 fb=(15.4) (2) (2)/2.083-29.53ksi < 1.33x27ksi OR S(weld)=(8)(3) + (8)(8)/3 - 45. Use 1/4" fillet weld fbw=(30760)MUM (45)-4.lk/in < 3.6k/in x 1.33 OR CONNECTIONS: 0-1 6 B-2: USS 2- 5/8" DIA. A30719., SINGLE SHEAR B-3: USE 6- 5/8" DIA. A30719, SINGLE SHEAR B-4 & B-5: USE 3- 5/8" DIA. A3071S,-SINGLE SHEAR FOOTINGS: (Restrained at grade) Use 4'x 8' x 5'9" deep footing M(wind)=61520' Lateral pressure =(4.25),(61520)/(4)(1.41)(5.75)(5.75) 1398psf Allowable pressure = 200pcf x 5.75 x 1.33= 1530psf OR As(req'd.)=(61520)(12)/(1.33)(2 0)(.875)(92.75)=0.342 As(pov'd)= 3 x 0.20 0.60 OK` s 0 24"oc I I \- wpglt l "Pa I M fir " I h 1Nt1 4 ¢ 5 L —... OREsco Impmonu[i3O" 1W u11;e 100 MD(,I T) s =9•' V jgiG 240 ,V Rl 1.. II 8=0~ ITYPIGAt. FOCST PSG a iw-3C"(4 Ae A SA< SACri a APR 1 aw ft."NO • mucus M • mu twt S a S swam a am Rya w w wa r w lwom isn OM w4.iw 4 LOW%2 iLhl(L = • C)EAC LOAD • t'S ' UPLIFT r 4114 Nf0trTO JEA. e I a 1 uw.w t l00.4 ltf I D+ w • i1o0.4)(5.3 -Ave, t 215'sr t LrA- 4.7-KZs IB 6 19. tog tii, c 73. L K 1.'T 3 . • cg+-t— irJeTl LAL_ A iCj_IL P o•4 szz 3ZZ4L Yam. C24 61% ZOO :. pw- i •y • CJ-a CX -rC>P OF FASG,1 A At\) c-, LI: foe- W i N(> Q ;531oj ..s Sr ' 046Z$ osag s,.,+ 0 zslG.zs 3,.zs AL im It au2m n ur HIM at MOBIL u annaanry nnu n Dui of nano vlR ns+ni n cunuA MS8 "IT wolfs. halt IU11 Won aio u m rw uarn, pin eamin IAse'IA a e i i B i T D E c x G a 22 Gage Grade as" Deck c F1 = 37.00 ksi t _ Thickness DIMENSIONS SECTION PROPERTY RESULTS a_a 0.257 in POSITIVE NEGATIVE b 0.760 in I(x) = 0.9515 I(x) = 0.3837 c 2.930 in d 15.970 in x = 0.6978 x = 1.6297--._ e a 3.000 is f 1.020 in Smin = 0.3683 Smin = 0.2354. 9 s 0.750 in t 0.030 in Area = 0.7381 Urea = 0.3076 POSITIVE BENDING ELEMENT N t N/t' b eff h x a SHEAR 0.030 0.257 2.802 b 0.760 0.030 25.418 0.760 0.030 2.915 c SHEAR 0.030 2.930 1.465 d 15.970 0.030 TENSION 15.970 0.030 0.015 SHEAR 0.030 3.000 1.500 i f 1.020 0.030 34.114 1.020 0.030 2.985 Q SHEAR 0.030 0.750 2.625 NEGATIVE BENDING ELEMENT H t W/t b eff h a a SHEAR 0.030 0.257 2.802 b 0.760 0.030 TENSION 0.760 0.030 2.915 c SHEAR 0.030 2.930 1.465 d 15.970 0.030 534.114 1.570 0.030 0.015 e SHED 0.030 3.000 1.500 f 1.020 0.030 TENSION 1.020 0.030 2.985 0 SHEAR 0.030 0.750 2.625 MATERIAL:'A446 Grade"B" Ty = 37 ksi -> Fb 0.6Fy 22.2 ksi NOMINAL THICKNESS: t nom. = 0.0299 in. (22 Gage) Where, _ - APR j, 81990 253t 1 55.3 1 b eff =--------- I 1 ----------- 1 (AISI 2.3.1-1) Fb'.5 1 22 GA. GRI e 1 °i 1josslixeaeattaue+eo a a eeeen n m, a meek SECTION PROP TI eeeeem.ne a sereeeea eenoefeaefmwn+ - - grin eysate IL eaewa epee a aa p"mm ns umul eos STANDARD t-.A O 6 1 L- Oil. C.,v i hSt 6NL SURE DeS1C,t.S 9"O"Iffs t'S s . g. 4... tot. • tell. `. R.R t4 Tj rE I LL 30 Psf PMKIs V. ( s F Roo F Dom- ' to v- LDA 0 t- S a.3. -_.$ MRf. t7s PL * A T f Fa IX. w I w 0 t-4k0 •. 3S P S STOCTU" HT. -0 3//. . s l o P s F r.. - IoI-8 M « o.{.V -,33 * q fir. + USA to (qa. top , 1,4D01 p F6 Zt, ° 5 t (SEC A e.c.. t O Q) rt DeLic- SvPfvrLT OSE C. 4> S-721 1 `t% Vto-o Ps1 ow wki. L 'PAW61 .S V % S S/4-" THICK- rAh4t5LS C-AIFA 3LE o[= SPANN I N(ry Q 1- 0" PC(z MAt.1U F. CALC, ' C. 6`( TF,3 , Go t. t r tsS (W I a O L o A, 0 e-n v %/ tuL tJ S > V = G • I/ t • 3 10'S r i-r- to 7 616 r LA Sz u S E T.S. 3 I q- ._ Tt = -egg . %1 I- 113ZO rt I < OL vic_ i3r 0 10 1 IJ APR I p'ON 4%9-ov T W ..wuEtf1{ c. c"If tin. •..tires. oI)nr. w. N...«aa"Lee lNrw.l. ry.tAw i J, -9*QRP0*TS +-9~' Wjorw Doom. ! W'f A5 ry ' a j 4 ^] Q 1 r `• tit T.S. '.- o1L g"j Bvr AN 7 t+U*VIM Sex-T10N3 MA 3e vim To- e;L4 M I N kT(5 tN o g f& t, 6 /k N p o fL D6rF IJDC 710 rJ fig Foo"rl u GZS u s E -Z, w p x I'L i•o tl N Gt Onw eN ro ti-o , "Lt S Cootie L-A-t, PO estvt,u COB"' • S, s3'iS sF < Z• .ss z.ao• s;ter Coo c.. oK- UrL.Ifl If ovezTvQW1 6I Coo.!% o uw...!ttJAL1"331 1Nto%IssasyP.v, tat1t too" syt 1<sy Its M r ruu O111nsuw ML W . )YM 10111 Matt"a"11 j aft .•ww. w t 04 O.M Us 1q1 Mp Ue 17N y•.t ISO •Nl, a Mew .r.<••w tnt•v IV I k APR 181990 OF -L zZ me Li B -D _ G dG_--'"le,l Lai• aias• _. li!_VS:: .•A __/'a ICS . - --1.? ;Q_ at . C 4, ale UIA, n*__e 1111c. yCoro to 4. PR 181990 SHT OFz z 1199STIV. CA 01... w ....... 3421 it MIAMIABES7=4 251 ., WOULTEXASMIllIff3l213-1 St CAAILIXA t1488 11141 ul-1107 0031 $31-2351 P171131-1215 JOB 1,1119 us go c- rz—; RE, 111FAIRWANIF 101/0) 4 APR 18 1990 al T___:7 OF 311 RECUR AN. SH 11 ROM CA 11741 WATER tell 12131283-1251 AN. CAROLINA 21481 WD N. TEXAS 7 3421 NO. SYLVANIA FORT IT 1111 71411211-1117 P031531-2351 131-1215 XY6 JOB/l/ u d CLl SC CSn tea/' GCJa/ ..dfi r /S+L7 C " rq'/+ r G II _ p. I r 5-7 c On/it/CfiD'io/V A 0:7 O l -., i litl ° j P I It 221 11COIO 11. H,l1AII 3421 U. fll AOIA II0011IT. CA I111/ WATE11010 MIT IIIITI. TEXAS 71111 Ritltp-I2i1 014121FT107, IS. p02 p1.2711 pill$31.1211 e SHTJ OF e 1op,0 d I CAD n//C G7' n/ Q 1 ZLZ al'9(2/,MW {• OGGU GZ1,4i /* se- cc La..c.b`, b. & 4cei tJGxot,3'3 0 m m i i o tj Z et• B® 1;;Na Mural AL 320 IECOLO AL 341110.31LVANIA - - Z BESTEE I1p3TIT.CAf1T10 WATER/010 FOOT 1011`O. TE3A3 III I I12131213J231p14 1H•1111 30. CAROLINA 29/0 013) p1.23OI 01171 "1.1210 APR , 8 eo D 4 1 RISA-2D (R). Version 1.03 04/05/90`-----=--------------------------------------------------- PagecMOBILOIL18X48CARWASH 1 Load Combination is 1 : DL+WIND Nodal Displacements Node Global X Global Y Rotation in) ---------------- in) ---------------- rad)---------------- 1 0.00000 0.00000 0.01277 2 1.50225 0.00078 0.00575 3 1.50147 0.20125 0.00452 4 1.50069 0.00153 0.00322 5 0.00000 0.00000 0.01402 Load Combination is 1 : DL+WIND Spring Reactions Node Global X Global Y Moment K)----------------- (K)----------------- (K-ft)--------------- 1-1.04954 1.15226 0.00000 5-1.61446 2.25701 0.00000 Totals-2.66400 3.40927 0.00000 Load Combination is 1 : DL+WIND Member End Forces Memb. Nodes =_______== I -End ---------- J-End---------- No. I J Axial Shear Moment Axial Shear Moment K)-------- (K)------ (K-ft)------- K)-------- (K)------ (K-ft)-- 1 1- 2 1.15 1.05 0.00 1.15, -1.05 12.59 2 2- 3 1.61 -0.68 12.59 1.61 2.26 0.00 3 3- 4. 1.61 -2.26 0.00 1.61 2.26 19.37 4 4- 5 2.26 1.61 19.37 2.26 -1.61 0.00 Load Combination is 1 : DL+WIND kISC Code Checks Menb. Nodes Member Quarter Points No. I J Maximum 0 1/4 1/2 3/4 L Shear 1 1- 2 0.3222 0.0086 0.0870 0.1654 0.2438 0.3222 0.0268 2 2- 3 0.3235 0.3235 0.2767 0.2089 0.1199 0.0099 0.0576 3 3- 4 0.4922 0.0099 0.1305 0.2511 0.3716 0.4922 0.0576 4 4- 5 0.4992 0..4992 0.3786 0.2580 0.1374 0.0169 0.0412 FUILERTON R4 320 RECOLD SO. 3421 NO. SYLVANIA SHT G OF ESTEEL INDUSTRY. CA 91748 WALTERBORO FORT WORTHIqi13) 283-8251 30. CAROLINA 29488 TEXAS 76111 AWI ( 7141b2B-1R07, 0031 B3Rd3R1 017) 831-1105 J0E1/7Q B E S T D E C R IS a 20 Gage Grade "B" Deck c Fy = 37.00 ksi e t = Thickness d DIMENSIONS SECTION PROPERTY RESULTS a 0.257 in POSITIVE NEGATIVE b 0.7,60 in I(x) = 1.0192 I(x) = 0.4874 c 2.930 in d 15.970 in x = 0.6895 x = 1.5830 e 3.000 in f 1.020 in Smin = 0.4411 Smin = 0.3079 g 0.750 in t 0.036 in Area = 0.8863 Area = 0.3803 POSITIVE BENDING ELEMENT W t W/t b eff h x a SHEAR 0.036 6.257 2.802 b 0.760 0.036 21.170 0.760 0.036 2.912 c SHEAR 0.036 2.930 1.465 d 15.970 0.036 TENSION 15.970 0.036 0.018 e SHEAR 0.036 3.000 1.500 f 1.020 0.036 28.412 1.020 0.036 2.982 g SHEAR 0.036 0.750 2.625 NEGATIVE BENDING ELEMENT W t W/t b eff h x a SHEAR 0.036 0.257 2.802 b 0.760 0.036 TENSION 0.760 0.036 2.9.12 c SHEAR 0.036 2.930 1.465. d 15.970 0.036 444.847 1.877 0.036 0.018 e SHEAR 0.036 3.000 1.500 f 1.020 0.036 TENSION 1.020 0.036 2.982 g SHEAR 0.036 0.750 2.625 MATERIAL: A446 Grade"B" Fy 37 ksi -> Fb = 0.6Fy = 22.2 ksi NOMINAL THICKNESS: t nom. 0.0359 in. (20 Gage) Where, 253t 55.3 b eff =--------- I 1 ----------- i (AISI 2.3.1-1) Fb".5 I /t Fb".5 20 G)A. , B DEC:C 8(' 0 1HI$0. FIEEE1T1111 IEI IECIl1 It 34211/. IT111111 SECTION. T,.IES BE% IUI{TIT. 3- 111N NIEII/IC F/IT •11T11. TEll. I1111R111nru1111. cunnl:uu 0 1114152"111 pp151147i1 pl11411-IE06 i APR 1 81990 SHT 1 OF 1 1 roe STANDARD f BESTEEL STANDARD SHEAR WALL DESIGN: THE BES.TEEL SHEAR WALL IS COMPOSED OF 3" DEEP, 16" WIDE INTERLOCKING PANELS. EACH PANEL IS ATTACHED TO THE STRUCTURE WITH 2-#10 SCREWS AT THE TOP AND BOTTOM OF EACH PANEL. THE STITCH,SCREWS, BETWEEN PANELS, ARE #10 OR #14 "TEKS". THE SPACING OF THE STITCH SCREWS VARIES WITH THE TYPE OF SCREW USED AND THE -THICKNESS OF THE BASE MATERIAL. BOTH ASTM A446 GRADE B AND GRADE D MATERIAL MAY BE USED IN THE SHEAR WALL. FOR PURPOSE OF DESIGN, GRADE B PROPERTIES ARE USED REF. AISI COLD -FORMED SPECIFICATION, 1986 ED.,pg.I-32, SEC.C3.2 Fy= 37000 psi E= 29500000 psi kv= 5.34 FOR UNREINFORCED WEBS h= 16 in. NOMINAL t=- 0.0239 in. FOR 24 GA. 0.0299 in. FOR 22 GA. 0.0359 in. FOR 20 GA. 0.0478 in. FOR 18 GA. h/t>1.38(E*kv/Fy)"1/2= 90.04505 h/t= 334.7280 MIN., THEREFORE USE EQ. C3.2-2 Va=0.53*E*kv*t"3/h lbs. PER 1611 PANEL WITH 33% INCREASE FOR WIND OR SEISMIC Vmax=1.33*Va/1.33ft. GAGE "t" Vmax 10 CAP. SPACING 14 CAP. SPACING 24 71.24 369.33 32 555.34 32 22 139.49 369.33 30 644.00 32 20 241.44 369.33 18 644.00 32 18 569.91 369.33 7 644.00 12 SCREWS:., ALLOWABLE SHEAR BASED ON AMS ICBO NO. 2392P 10 TEKS ALLOWABLE SHEAR= 277# DIA.=.188" 14 TEKS ALLOWABLE.:SHEAR= 483# DIA.=.248" REF. AISI COLD -FORMED SPECIFICATION,1986 ED.,pg.I-55,SEC.E3.3 MAX. BEARING FORCE= 3.0.0*Fu*d*t/2.22 AISI EQ.E3.3-2, Fu=52ksi SCREW CAPACITY IS THE LESSER OF ALLOWABLE SHEAR OR BEARING MULTIPLIED BY•1.33 FOR WIND OR SEISMIC. SPACING(in.)= (SCREW CAPACITY/Vmax)*12 in./ft. < 32"max. q A Unto./DtMaxao. QDOl W43ffi4UluT. CA el mWtuslDn 3"mitot011o. At111UOAD X. l:ALTERIA71/N Mi1pL:7.1 1.2tno. 1itvM1A 011T ROM•i1fA3 HIfl 231-12011 ginTH.TXTITLE:SIiEAIt l! LL No. AS18 4 REVISION: 0 tc w ol o bi 3FSD3 9rla,wdo L r goiTo #oi l