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PROJECT MANUAL - 06-00453 - BYUI LDS Church Building - 8th Stake Center
PROJECT BYU1 8th CUSTOM STAKE CENTER Rexburg, ID PROJECT N.. 06397 CLIENT. Nielson Bodily and Associates DATE Match 16, 2007 0600453 BYU 18th Stake Center Sheet Index Drift Load Calculations .................................... I .................. I RoofFraming Key Plan .......... ........................ ........ I .......... 2 Roof Framing Calculations ....................................................... 3 Floor Framing Key Plan ....................................................... 8 Floor Framing Calculations ....................................................... 9 Wood Stud Key Plan ............................... I ....................... 18 Wood Stud Key Design ......................................... I ............. 19 Steel Column Key Plan -1 ..................... — ................. I . .......... 26 Steel Column Design ..................................................... 27 LateralAnalysis .........:........................I.................... 33 ShearWall Key Plan ...... 1.11.11, ................ ........................ 66 Shear Wall Design ............................... I ................... 67 ChordDesign ................................... I .... ......... 70 Diaphragm Calculations .................................... I ....... .......... 74 Truss Drag Calculations .............................. I ............. .......... 76 Steeple overturning Calculations — ............................ I ............ .......... 77 Foundation Key Plan ........... ....... .......................78 Foundation Calculations E MM H1 MAR 2 1� 2WO0�FrJ L.-C.ITY OF REXBURG I SEAL: M9A 4943 NORTH 29TH EAST, STE A ''NAL Fti IDAHO FALLS, IDAHO 83401 0 oralST",,, Phone: (208) 552-9874 Fax: (208) 552-9302 ............ . 4YUI WIT CUSTOM STAKE CENTER 03/1612007 BB 06397 COVER REXBURG, IDAHO I I DRIFT LOADS ON LOWER ROOFS, DECKS AND ROOF PROJECTIONS (ASCE 7-98)• Difference in ht between upper / lower roof: Horiz, dist. of upper roof normal to drift: Basic ground snow load: Snow exposure coefficient: Snow thermal coefficient: Importance factor: Drifting Calculations: Roof snow load: Snow density (35 psf max): D:= if(D535•pcf,D,35•pcf) Height of balance snow load: Check if drift load is required: Height of drift surcharge: Maximum intensity of snow w/ drift: Max intensity; Pm: Effective width of snow drift: Check width: hr:= 7.33 -ft Wb 30•ft (50 ft min, 500 ft max) Pg := 50•psf Ce 1.0 Ct:= 1.0 I:= 1.1 Pf:= .7•Ce•Ct•I•Pg .13 D 0ft -Pg + 14-pcf D=20.5 pcf hb:= Pf D hr — hb = 2.903 hb Pf = 38.5 psf D = 20.5 pcf If < 0.2 neglect drifting Wb:= Wb P Pg ft psf psf hd:= 143•[Wb0.33 (Pg + 10)0.25 —1.5 hd:= hd•1•R Pm := D•(hd + hb) Pm = 83.122psf (< Pml := D•hr Pml = 150.265ps)f Pm:=if(Pm<Pm1,Pm, Pm1) Wdl := 4•hd Wdl = 8.707ft Project Name: Project #: Initials: Date: Sheet: Check width: Use width: wa PI .i, Pf Low R or De c DRIFTING AT LOW RO 0 FS AND DECKS Wd2:= 4 -(hr — hb) Wd2 = 21.808 ft Wd:=if(Wdl<Wd2,Wdl,Wd2) /—Roo( Projection M777 Pt Of ft Surcharge DRIFTING AT RO 0 F PRO JECTIO NS IProject Nam Project #: Sheet: I � DIMENSIONAL FRAMING IBC 2003 ALLOWABLE STRESS DESIGN Projeci'1IcRIN!. Project #: Initials: Date: She Loads JOIST MARK: OVERBUILD DL LL w Lumber gmde (1 thm 8): 1 Loads (PaF) : 20 52 144 (OF L.r N.. 2) MISC(PSF): 0 0 0 Span (ft): 12 w (uniform load): 144 pif Spacing (In): 24 A< U: 240 N (psi) @ d: 65 f,/F,,: 0.36 A (in): 0.24 CD: 1.00 fb (psi): 983 fb/Fb: 0.95 spard& L/610 R (lb): 864 M(lb-fl): 2592 O RBUILD LIGE 2 X 12 Q 24 D.C. 1 Of L.... No. 21 Projeci'1IcRIN!. Project #: Initials: Date: She WOOD SCAM NMA SWEe9DESIGN SM MARKT R81 span (10: 3.5 Lu (ft): 2.0 TL def. < u 240 LL def. x U 350 Co: 1.00 K 1.0 LL Red. (YM)T. N Loess Reactions ((be) A B (2) 2 x 8 (3) 2x 6 DL IPSO LL 050 R(p,,L tn'b (ft) Wn (P8) wu (Pft) Left Right 1126 <.clasx roof 20 30 39 17 1003 663 595 BOB DL mof/8r 35 35 35 0 0 0 1297 1297 LL floor 20 40 40 0 0 0 1892 1892 TL wal8misc 0 39 - 2 78 78 floor 35 40 40 0 0 0 WUN Me1C1e(plf): 1081 741 Co: 1.00 waNmiso. M(8M): 1655 - 2 DL LL 78 Comments K: 1.0 P n.lc.o (Ibs): 0 0 fmm left and: 0.0 741 No. of Rich v 2 A B (2) 2 x 8 (3) 2x 6 F (2)13/4x 6.500 0 5-118 x 72 N (psi) ® d: 85 85 109 20 @(psi): 758 876 1126 161 ATL Qn): 0.02 OA4 0.04 OAO 60 6n): 0.01 0.01 0.01 0.00 spw& 1764 1149 1081 15286 Beam selection (A -F):8 ae+ ueu r;taxa 20 39 eM MARK: R82 twos Reactions Qbs) DL LL Comments P rt.mw(lbs): 0 0 fmm left and: 0.0 No. of 9lcaol s:2 A B (2) 2 x 10 (3) 2x 8 F (2)13/4x 6.500 OL (pal LL(psQ Red.LL III, (it) wR(08) Wu (08) Left Right 476 Span (ft): 4.6 0.11 - 0.02 (P50 0.03 0.01 speNd 1714 1238 499 3034 W(it): 2.0 roof 20 39 39 17 1003 883 765 1 765 DL TL del. <L/240 mo0fir 0 128 128 0 0 0 1687 1667 LL LL def. <U 360 floor 35 40 40 0 0 0 24M 2432 TL Co: 1.00 waNmiso. 0 39 - 2 78 78 K: 1.0 w u5ecse. (pB): 4081 741 M (lb4t): 2736 LL Red. (YM)?: N DL LL Comments P rt.mw(lbs): 0 0 fmm left and: 0.0 No. of 9lcaol s:2 A B (2) 2 x 10 (3) 2x 8 F (2)13/4x 6.500 5-1/8 x 9 N (p;) a di 88 82 151 53 to(pep: 768 833 1881 476 ATL(in): 0.03 0.04 0.11 - 0.02 AD (In): 0.01 0.01 0.03 0.01 speNd 1714 1238 499 3034 Beam SelecBon(A-F): B Re; ues:1 tat ax e 0.78 BM MARK: RB3 Loads Reactions (lbs) DO $pan (R): 19.0 Lu (fl): 2.0 TL def, <U 240 LL def,< V 380 Co: 1.00 K 1.0 LL Red. (YIN)?: N OL(psf) LL(PSO Red.L (PaDL tnb(it) Wn(p8) Wu(01) Left Right roof 20 39 39 4 236 158 760 760 DL mofMr 0 126 128 0 0 0 1482 1482 LL floor 35 40 40 0 welVmisc. 10 0 - 0 W ex'.. (p10: 236 156 DL LL Comments P rt. w.a(Ibs): 0 0 from left entl: 0.0 2242 2242 TL M(lb ft): 10650 No. ofIecsoG s: 3 Beam selection (A -F): G F7777Rea ua[: rar 1 -ars x ...... PrajB IVa E 07""B"a" Project #: Initials: Date: Sheet: L 3-118x 12 5-118 x 101/2 63/4 x 9 (3)1314x 11.260 (3)1.3/4 x 11.875 N(Osi)ad: 80 57 51 51 48 fb("l): 1704 1357 - 1402 1154 1038 ATL (In): 0.85 0.78 0.94 0.56 DO AD (in): 0.29 0.26 0.32 0.20 0.17 SRN& 267 293 243 390 469 Beam selection (A -F): G F7777Rea ua[: rar 1 -ars x ...... PrajB IVa E 07""B"a" Project #: Initials: Date: Sheet: L N Wi WOOD SCAM KLMABLE SMESS DESIGN ISM MAR Ki RIM (3) 2x 12 3.1/8 x 9 (2)13Mx 7.250 (2)13/4 x 9.5 Loads 71 135 168 Reaction Obs) ft, (psi): 795 1789 2461 DL(psf) LL (ps0 Red(De0 LL Mb (fl) wn (0) WL' (pa) Left Right 0.10 Span (ft): SO speruA 1132 453 280 630 2655 Beam Selecllon(A-F):a I Rea at, tat l-a/4aVIA 9000 DOW DL Lu (fl): 2.0 roof 20 39 39 12 708 488 980 980 DL TL def. < U 240 moimr 35 35 35 0 0 0 2184 2184 LL LL def. < U 360 Hoof 20 40 40 0 0 0 3144 3144 TL co: I.M wallmIse. 0 39 - 2 78 78 Right M(I"r. 141600 K 1.0 Span (fl): 2 (Dell w"Ifoeu w.o(plfl: 788 546 A1"): 6288 LL Red. (YIN)?: N 52 18 1152 OL LL DL Comments TL def. < U 600 roofmr 20 39 39 30 1770 rolN*wnn-+ Pn..aw (lbs): DL LL from left and: 17.0 Comments 40 0 0 No. of MICRowns:2 TL P m.mw obs): 0 0 from left end: 0.0 0 No. of MlcRo :2 VIM MARK, RBB Loads Reactions Obs) (3) 2x 12 3.1/8 x 9 (2)13Mx 7.250 (2)13/4 x 9.5 N (psi) a d: 71 135 168 114 ft, (psi): 795 1789 2461 1433 ATL (n): 0.08 0.21 0.34 0.15 AD (in): 0.03 0.08 0.10 0.05 speruA 1132 453 280 630 2655 Beam Selecllon(A-F):a I Rea at, tat l-a/4aVIA 9000 DOW DL VIM MARK, RBB Loads Reactions Obs) Proj c ora /Ra aR Project 4: Initials: Date: Sheet: 5 3-118x491/2 5.1/8x341/2 DL(pa) LL(ps0 Red.L bib (ft) Wn(Pa) wu(Pat Left Right 183 Span lft): 20.0 164 (Ps0L N.G. ib(ps): 1331 1671 1880 Lu (B): 2.0 roof 20 39 39 46 2655 1765 9000 DOW DL TL def. +U 240 mofmr 0 128 128 0 0 0 18826 21135 LL LL def. <U 360 Boor 35 40 40 0 0 0 27625 30135 TL co: 1.00 walumise. 0 39 - 2 78 78 - Loads Reactions Obs) K 1.0 wum,..(p1): 2733 1833 Right M(I"r. 141600 LL Red. (Y/N)91 N Span (fl): 2 (Dell Lu (fl): 2.0.0 roof 20 52 52 18 1152 OL LL DL Comments TL def. < U 600 roofmr 20 39 39 30 1770 rolN*wnn-+ Pn..aw (lbs): 0 3300 from left and: 17.0 SNOWDRIFT 40 0 0 No. of MICRowns:2 Proj c ora /Ra aR Project 4: Initials: Date: Sheet: 5 3-118x491/2 5.1/8x341/2 8314x2812 6.1/8x9 N (ps) ad: 183 189 164 913 N.G. ib(ps): 1331 1671 1880 24558 N.G. AR (m): 0.18 0.32 0.44 12.52 AD (m): 0.06 0.10 0.14 5.78 spaNE 1331 739 549 19 NG Boom Setection(A-F). E Res u6e: a-a/+x OR ,/a o1.0 -M IM MARK, RBB - Loads Reactions Obs) DL(psn LL(psi) RBd. LL tdb(ft) wn(Pi) wu(put Left Right Span (fl): 2 (Dell Lu (fl): 2.0.0 roof 20 52 52 18 1152 832 12810 12810 DL TL def. < U 600 roofmr 20 39 39 30 1770 1170 21021 21021 LL LL det.<U 600 Boor 35 40 40 0 0 0 33631 33831 TL Co: 1.00 wall1miso. W 0 - 6 300 0 K 1.0 wuRKRR.m+(ixn: 3222 2002 MOW): 177613 LL Red. (YIN) -r. N DL LL Comments P n. low (lbs): 0 0 from left and: 0.0 No. of MICISCI 3 C D E G 3-118 x 51 5-1/8 x 37 12 8314 x 33 (3)1314 If 11.875 N (Pan ad: 190 185 188 737 N.G. fib (pal). - 1573 1774 1740 17273 N.G. ATL (in): 0.23 0.35 0.39 8.29 AD (In): 0.09 0.13 0.15 3.84 Stand& 1111 725 850 40 NO Beam Selection (A -F): E Ree uae, a-a/+x as nwuM Proj c ora /Ra aR Project 4: Initials: Date: Sheet: 5 WOOD BEAM BM MARK, R89 DL LL DL(psQ LLW Red.LL bib (it) wn(A ALLOWABLE VTRESS DESIGN Left Right Span (R): 23.0 Span (R): 21.0 DL(Psf) LL(pSQ BM MARK, RST (psi) E G Loads 5-1/8x33 Lu Oft): 2.0 roof ReacNons Obs) 70 5 450 §Pen (fl): 24.6 10500 OL(PSQ LL(psQ Red.pLL (pa tnb Off wn.(0) Wu(Pfl) 39 30 Left Right 1170 15960 Lu (ft): 2.0 roof 20 52 52 10 720 520 20400 13475 13475 DL CD: 1.00 TL def. < U 600 rcofmr 20 39 39 30 1770 1170 K: 1.0 20703 20703 LL w cs. Lao (piQ: LLdef.<U 600 floor 20 40 40 0 0 0 34178 34178 TL Co: 1.00 "wise. 50 0 - 6 300 0 K 1.0 wvx,..(pIf: 2790 1690 M(Ib-ft): 209337 LL Red. (YIN)?. N DL LL Oommenls P rt. Lan (IDs): 0 0 from left end: 0.0 MATCH RBS No. of micRo.ANs: 2 C 0 E G 31/8x5512 5.1/8x4012 63/4x36 8314x30 fvfps) 49 d: 184 179 159 202 N.G. fl1(psq: 1508 1793 1723 24M N.O. ATL On): 0.20 0.44 0.40 0.83 AD On): 0.11 0.17 0.19 0.33 span/& 1042 654 614 355 NG Beam Selection (A-F):E Re7 u9E, B -3/4x 3e pLY,.AM •M MARK: RBB Loads Reactions Obs) BM MARK, R89 DL LL DL(psQ LLW Red.LL bib (it) wn(A WL'(pli) Left Right Span (R): 23.0 Span (R): 21.0 DL(Psf) LL(pSQ C (psi) E G b118 45 5-1/8x33 Lu Oft): 2.0 roof 20 70 70 5 450 350 10500 10WO DL TL def. < U 000 roofmr 20 39 39 30 1770 1170 15960 15960 LL LL tleL <U 600 Boor 35 40 40 0 0 0 20400 26460 TL CD: 1.00 walVmiec. 50 0 - 0 300 0 wuRwmuon(pii): 3281 2041 K: 1.0 MOb4o: 216955 LL Ree. (YM)7. N w cs. Lao (piQ: 2520 1520 M (W -R): 138915 LL Red. (YM)?: N BM MARK, R89 DL LL Comments P rt.. Obs): 0 0 from ]offend: 0.0 Span (R): 23.0 NO. Of MoRo4Ms: 2 DL(Psf) LL(pSQ C D E G b118 45 5-1/8x33 S3/4x 30 6-1/8x9 fv Ipso ®d: 181 173 149 799 N.G. fb(psil: 1581 1782 1845 24093 N.G. ATL (in): 0.26 0.40 BAD 11.87 AD (in): 0.10 0.16 0.16 7.81 SPSWA: 976 631 625 21 NG 0 Beam Selection (A -F): E Ron uan a -3/4x sn owuM BM MARK, R89 DL LL Loads Reactions ODs) from left and: 0.0 Span (R): 23.0 No. of mrc a s: 3 DL(Psf) LL(pSQ R(:. L Idb(A) (psQ wn(I'll) -L' (0) Left Right Lu Oft): 2.0 root 20 52 52 16 1152 832 14260 14260 DL TL tleL <U 800 rco0flr 20 $9 39 31 1829 1209 23472 23472 LL LL def.<U 600 floor 35 40 40 0 0 0 37732 37732 TL CD: 1.00 welvmiso. 50 0 - 6 30D 0 Beam Selection (A-F):E Rea use, K 1.0 o�uuM wuRwmuon(pii): 3281 2041 MOb4o: 216955 LL Ree. (YM)7. N Pr0j@9eP�W4&:01P Project #: nitials: Date: Sheet: / DL LL Comments P vr.,av Obs): 0 0 from left and: 0.0 No. of mrc a s: 3 C D E G 3.1/8 x 57 6118 x 42 834 x 38 (3)13/4 x 11.875 A,(fall ®d: 185 183 172 830 N.G. fo(psi): 1538 1728 1766 2110D N.G. ATL On): 0.24 0.38 0.44 9.23 AD(in): 0.09 0.14 0.17 5.61 sp w& 1180 761 631 30 NO Beam Selection (A-F):E Rea use, a -374x34 o�uuM Pr0j@9eP�W4&:01P Project #: nitials: Date: Sheet: / WOOD BEAM P 0WAsMeMESe OE50N eM MARK. RB1B Loads Reaclions(Ibs) EM MARKI RB11 DL LL DL(psO LL (pe) Retl.LL yip (fl) wn (PII) wu(0) Left Right Span( ): 18.0 DL (PaA LL (Psf) C (C B B G 420 3-118x51 5.118x3712 LU (fl): 2.0 roof 20 52 52 15 1080 780 10980 10980 DL TL del. <U 600 roofiflr 20 39 39 M 1829 1208 22068 18734 LL LL def. <U 60D floor 20 40 40 0 0 D 33046 29714 TL Ca: 1.00 walVmisc 50 0 - 6 3DO 0 - 15 150 0 K 1.0 Re13 K 1.0 w umwwawn (pif): 3209 1989 582 352 M (lb4t): 137465 LL Red (YM)?: N LL Red. (Y/N)?: N EM MARKI RB11 DL LL DL (Psf) LL (Ps9 Comments W. (PV) rover LoA- Prt.uxo(lbs): 0 5000 horn left end: 3.0 No. of MicR0um:.2 DL (PaA LL (Psf) C D B G 420 3-118x51 5.118x3712 8914x30 83/4x38 fv (psi) ®d: 183 180 185 145 0(psi): 1218 1373 1629 1131 ATL lin): 0.13 0.20 D.30 0.17 0.05 60 (in): 0.05 0.07 0.11 730 1282 si 1681 Wes 40 0 0 0 Beam Selec60n(A-F ):G I Met user 6.314x36 walymisc EM MARKI RB11 DL LL Comments DL (Psf) LL (Ps9 Loads W. (PV) p rt. two (lbs): 0 0 frau left end: 0.0 Reactions obs) Right Span (fl): 21.0 DL (PaA LL (Psf) Rad.LL t b o (M1 ) Wn(Plf) WL (pit) Left Right 420 Span(ff): 3.5 DL 121 I-V4x 5.500 (Vsf) 8314 x 1012 (21 2 x 6 (3) 2x 6 0 0 LU (ft): 2.0 <.Dheak roof 20 88 58 4 432 352 403 403 DL TL del. <U 240 roo0flr 20 39 39 0 0 0 616 816 LL LL def. <U 36D floor 35 40 40 0 0 0 1019 1019 TL Cd 1.00 walymisc 10 0 - 15 150 0 LL Red. (YIN)?: N Re13 K 1.0 WUR. wsr(PIQ: 582 352 M(Ib-M1): 891 LL Red. (Y/N)?: N BM MARKI R812 Loads Reactions(Ibs) DL LL Comments DL (Psf) LL (Ps9 Red.LL Wb (It) W. (PV) p rt. two (lbs): 0 0 frau left end: 0.0 No. of MER s: 2 Right Span (fl): 21.0 F O (ate 77 2 A B 154 420 420 DL 121 I-V4x 5.500 8.118 x9 8314 x 1012 (21 2 x 6 (3) 2x 6 0 0 fv (psi) ad: 68 46 59 19 155 fb(psp: 707 471 0.02 0 ATL (in): 0.03 0.02 .08 0.01 0.00 0.00 .00 AD (in): 0.01 O.D1 1971 11978 SPSN1 1422 2134 342 394 348 Beam Seleglon(A-F): B RBII URtr 1913x 671 413 span/A: BM MARKI R812 Loads Reactions(Ibs) Prof c alSre. Project #: Initials: Date: Sheaf: DL LL DL (Psf) LL (Ps9 Red.LL Wb (It) W. (PV) WLL(Pit)) Left Right Span (fl): 21.0 20 77 (ate 77 2 194 154 420 420 DL Lu (fl): 2.0 roof 8314 x 1012 35 0 0 0 1617 1617 LL TL def. <U 240 LL def. <U 360 roof/fir floor 20 35 35 40 40 0 0 0 2037 2037 TL CD: 1.00 wal9misc. 50 0 - D 0 0 342 394 348 K 1.0 413 span/A: w U... (pit): 194 154 M (148): 10694 LL Red. (YIN)?: N Re13 urea las s.314x 11.07Is Prof c alSre. Project #: Initials: Date: Sheaf: DL LL Comments P rt.Iwa (lbs): 0 0 from tell end: 0.0 No. d Micaowss: 3 C D E F 0 3-118x 1312 5.118 x 12 8314 x 1012 (3)13/4x 11.260 (3)1914 x 11.875 N (psi) ®d. 65 45 40 1035 47 1159 44 1040 fb(ps): 1352 0.74 1043 0.64 0.72 0.72 0.61 ATL on): 0.15 0.13 0.15 0.15 0.13 AD on): 342 394 348 351 413 span/A: Beam Selection(A-F): G I Re13 urea las s.314x 11.07Is Prof c alSre. Project #: Initials: Date: Sheaf: f6zl rlo©Vi FcamtNti 4 -_ HmOrrcnl oto,44- 0. of 6K/loin7, Project Name: Project #: Initials: Date: Sheet: 2 TJI JOIST Readons(lba) JOIST MARK: FJ1 DL mac LL mel W. on W. (PH) Reactions ([be) Span (ft): 18.0 DL rc.O LL tpao wn on wu(p8) Left Right Span (ft): 10.0 roof 0 0 0.0 0 133 133 DL TL def, < V 240 floor 20 50 93.3 66.667 333 333 LL LL der. <U 360 wall 0 0 0.0 - 467 467 TL Spacing (in): 18 misc 0 0 0.0 0 Beanlg TypeQWw): H Bearing Type(hM): H 80.0 67 wUMUonm mm(pf: 93.3 67 Web StiBner(y/n): Y M(lb-ft): 1167 Web Stiftner(y/n): Y Selection No: 5 Selection No: 1 OL DL LL Co: 1.00 PIT. I..D(lbs): 0 0 from leftend: 0.0 V,a„.(lb): 885 V.e,(lb): 1340 Au(in): 0.11 Au(in): 0.57 An(in): 0.16 AT,(1n): 0.68 Mo,.(Ibft): 2380 M..M.(Ibft): 3620 span/ALC. 1066 sparfAu: 379 span/en: 762 spardAT,: F-1- USE: 9-IIW TJ1TIO @I wOO 11-9/E' JOIST MARKT FJ2 Readons(lba) DL mac LL mel W. on W. (PH) Left Right Span (ft): 18.0 roof 0 0 0.0 0 120 120 OL TL def. <U 240 floor 10 50 80.0 66.667 600 600 LL LL def. <U 360 wall 0 0 0.0 - 720 720 TL Spacing (in): 16 misc 0 0 0.0 0 Beanlg TypeQWw): H wU.".I. m.o(pn: 80.0 67 M(lb-ft): 3240 Web StiBner(y/n): Y Selection No: 5 OL LL CD: 1.00 PIT..Qbs): 0 0 from left end: 0.0 V.e,(lb): 1340 Au(in): 0.57 AT,(1n): 0.68 M..M.(Ibft): 3620 sparfAu: 379 spardAT,: 316 FJ1 UBEI 11-9/E' TJI 81O Q10IN OC JOIST MARK: FJ3 Reactions (lbs) DLr o LL me) wn mro -a (PID Left Right Span (ft): 15.0 roof 0 0 0.0 0 100 100 DL TL def. <Ll 240 floor 10 50 800 66.667 500 500 LL LL def. <U 360 wall 0 0 0.0 - 600 600 TL Spacing(in): 16 misc 0 0 0.0 0 Searing Typo(h1w): h wUNeovMw D(pn: 80.0 67 M(bft): 2250 Web Stilfner(y/n): Y Selection No:2 DL LL CD: 1.00 PIT. 1. (lbs): D 0 from left and: 0.0 V,m,(Ib): 1225 l ft): 3015 Au(in): 033 span/Au: 547 FJ3 USE. 11-')/S' TJI I IO ®IS iN On An(in): 0.39 span/dm: 458 WOOD BEAM NLMABIESi RSSDESIG4 9M MARKS FBI Leads Reedions(to$) LL Red. (Y)N)7. N DL OL(pst) LL(pso R6tl.(papLL Idb(R) w,c(0) wu(Plo LaR Right No. of RICROLAxs: 2 Span (ft): 12.0 F B C F 0 1'4L(Pfl) (3) 2x 12 3-1/ax 9 Lu (1t): 2.0 mot 20 52 52 0 0 0 720 720 DL TL EEL < U 240 mofmr 20 39 39 0 0 0 1440 1440 LL LL def. 4 U 360 floor 20 40 40 8 360 240 2160 2160 TL Cp 1.0) w Vmisc. 50 0 - 0 0 0 2DG0 LL LL tlef. < U 480 K 1.0 20 40 wv...(plp: 360 240 4440 Mgb-M1): 6180 LL Red. (Y)N)7. N ISM MARK: F82 DL LL Comments Loads wLL (Pip F rt.lnn (lbs): 0 0 from left end: 0.0 No. of RICROLAxs: 2 Span(M1): 85 F B C F 0 1'4L(Pfl) (3) 2x 12 3-1/ax 9 (2)1314x 9.250 834 x30 N (Psi) Q d: 54 101 87 9 m(ps0: 819 1843 1558 77 Art. (in): 0.20 0.49 0.39 0.01 AD on): 0.07 0.18 0.13 0.00 spaNA 732 293 376 23441 39 Beam Selection (A -F): f Fal Y6E: (2) 1-3/4x 9 1/4 LVL 0 ISM MARK: F82 OL LL Comments DL(psp LL(psp R;� tdb(fl) Loads wLL (Pip Left Right Reaclons(lbs) Span(M1): 85 F 0 DL(psf) LL(Pso Rad.LL trib(ft) 1hL(PB) 1'4L(Pfl) N (psi) ® d: Left Right roof Span (R): 18.5 77 2 194 154 Ipso 585 DL TL tlef.<U 240 roof/flr 20 35 35 0 Lu (ft): 2.0 mol' 20 Be 68 0 0 0 20 40 1480 1460 OL 280 TL def. <U 360 nxAflir 20 39 39 0 0 0 0 2950 2DG0 LL LL tlef. < U 480 floor 20 40 40 8 480 320 4440 4440 TL LL Red. (YIN)7. N Co: 1.00 wal0misc. 10 0 - 0 0 0 K 1.0 we.. Lom(pio: 480 320 Mrb-ft): 20535 LL Red. (YIN)?: N OL LL Comments P rt.Lwo(lbs). 0 0 Rom left and: 0.0 No. of=Ro st2 C D E F G 3.118. 1818 fi-Le x 15 83/4 x 1312 (2)13/4x 18.000 5.118 x N (psi) ad: 110 75 64 102 80 he (psi): 1738 1282 1202 1650 890 ATL(in): 0.60 0.49 0.61 0.56 0.28 AD (in): 0.20 0.16 0.17 0.19 0.09 spard& 370 455 437 398 787 Beam Selection (A-F):D rise uecL 15-1mK I. eLULAM RM MARKS FBS Loads Reactions (lbs) Beam Selection (A-F):G FRa uecs n11 -a/4 K 9.5 Pro jec a e: Project #:Ritials: Date: Sheet: �O OL LL Comments DL(psp LL(psp R;� tdb(fl) wn(PR) wLL (Pip Left Right Span(M1): 85 F 0 (2)2x10 (3)2x0 (1)1314x9.250 (1)1314x9.6 N (psi) ® d: 82 75 Lu(M1): 2.0 roof 20 77 77 2 194 154 535 585 DL TL tlef.<U 240 roof/flr 20 35 35 0 0 0 1411 1411 LL LL daf.K U 360 floor 20 40 40 7 420 280 1996 1995 TL Co: 1.00 wa0/misc. SD 0 - 0 0 0 K 1.0 w uavaRSLe n (pip: 614 434 M 0"): 3243 LL Red. (YIN)7. N Beam Selection (A-F):G FRa uecs n11 -a/4 K 9.5 Pro jec a e: Project #:Ritials: Date: Sheet: �O OL LL Comments P n. LO.D (Ibs): 0 0 from left end: 0.0 No. of KlcRcl w 1 A B F 0 (2)2x10 (3)2x0 (1)1314x9.250 (1)1314x9.6 N (psi) ® d: 82 75 141 138 is(pso: 910 907 1659 1478 ATL (In): 0.00 0.11 0.11 0.10 AD on): OU 0.03 - 0.03 0.03 spaNA toot 723 894 761 Beam Selection (A-F):G FRa uecs n11 -a/4 K 9.5 Pro jec a e: Project #:Ritials: Date: Sheet: �O WOOD BEAM G MABLE STRESS oesi IMM MARK, FBI Loads R6acaGns(its) SIM MARK, FBS Beam Selection (A-F):A 1a4 usm to, axa Loads Reactions (lbs) DL LL Comments DL(ps0 LL(psq RedI.LL win (it) wnA wu(0) Left Right Span (fl): 3.8 F G (DsB (2) 2x 6 (3) 2x 6 (2)13/4x 5.500 69,I x W A,(psi) ad. 63 42 Lu (ft): 2.0 �cneok ma! 20 62 20 52 0 0 0 304 301 DL TL def. <U 240 roof& 20 39 39 0 0 0 809 808 LL LL del. < U 360 floor 20 40 40 3 480 320 912 912 TL Co: 1.00 walvmlac. 50 0 - 0 0 0 DL TL def. < U 240 mofmr K 1.0 35 35 wUxIW Lora (PH): 480 320 720 720 M(Ib4t): 868 LL Red,(Y/N)7: N floor 20 40 40 3 180 120 1060 SIM MARK, FBS Beam Selection (A-F):A 1a4 usm to, axa Loads Reactions (lbs) DL LL Comments DL(W LL(psf) Rad.LL bib(ft) wn(Plf) P rr.. Qbs): 0 0 from left and: 0.0 No. of Ricaowns:2 R19M A 8 F G (DsB (2) 2x 6 (3) 2x 6 (2)13/4x 5.500 69,I x W A,(psi) ad. 63 42 54 .2 fb(psl): 687 458 609 10 ATL (in): 003 0.02 0.02 000 AD (in): 0.01 0.01 0.01 0.00 spaNS 1348 2021 1857 553652 SIM MARK, FBS Beam Selection (A-F):A 1a4 usm to, axa Loads Reactions (lbs) DL LL Comments DL(W LL(psf) Rad.LL bib(ft) wn(Plf) wu(PV) Left R19M Span (fl): 7.0 F G (DsB (2) 2 x 3 (3) 2x 5 (2) I-U4x 5.500 5.1/8 x 18 N(ps) ®d: 60 55 Lu (11); 2.0 roof 20 SS 88 0 0 0 350 3W OL TL def. <U 360 roof/9r 20 39 39 0 0 0 700 700 LL LL der. < U 480 floor 20 40 40 5 300 200 1050 tow TL Co: 1.60 wal9miso. 10 0 - 0 0 0 DL TL def. < U 240 mofmr K 1.0 35 35 wuxlroeew.n(p8): 300 200 720 720 M 0 1838 LL Red. (Y/N)7: N floor 20 40 40 3 180 120 1060 DL LL Comments Fee P rt. too (Ibs): 0 0 from left end: 0.0 No. of sucaoMl9: 2 tvL A B F G (2) 2 x 3 (3) 2x 5 (2) I-U4x 5.500 5.1/8 x 18 N(ps) ®d: 60 55 71 10 %(psi): 339 972 1250 90 ATL (in): 0.11 0.15 0.13 0.00 AD (n): 0.04 0.05 0.08 0.00 spaNA: 760 517 473 23240 Beam Selection(A-F): F Fee uae, ref 1-214x a Iia tvL eM MARK, FBS F G (2)2x10 (3)28 Loads (1)13/4x9.5 N(psi) ad: Readlons(Ibs) - 87 86 lo(psp: OL (psry LL (psq Red. bib (ft) wn(P11) wLL (PR) Left Right 0.09 0.12 Span (fl): 12.0 0.12 SPW& S43 392376 TEST)LL 007 Beam Selector, (A -F): G roe uec, (If I.3f+x a.e LU (11Y. 2.0 roof 20 77 77 0 0 0 360 300 DL TL def. < U 240 mofmr 20 35 35 0 0 0 720 720 LL LL def.<U 350 floor 20 40 40 3 180 120 1060 1000 TL Co: 1.00 wallImlec. 50 0 - 0 0 0 K: 1.0 wUxlrax .(PIf): 180 120 M(N-fl): 3240 LL Rod. (YIN)T. N DL LL Comments P rn. (bs): 0 0 from left ane'. 0.0 No. of Mlcnouus: 1 A B F G (2)2x10 (3)28 (1) 1-314X 9.260 (1)13/4x9.5 N(psi) ad: 51 45 - 87 86 lo(psp: 909 986 1558 1477 ATL (N): 0.27 0.37 0.38 0.35 AD (in): 0.09 0.12 0.13 0.12 SPW& S43 392376 007 Beam Selector, (A -F): G roe uec, (If I.3f+x a.e WOOD BEAM OL (ps0 LL (ps0 OL LL Red LL trite (ft) wn(P8) We. (pit) Left Right 0 from left end: 0.0 Spin (ft): 21.0 DL (Pe9 LL(PSI) PILCWPBLE&1AE53 DESIGN (Pa0 C D BM MARK, FBI 0 5-118 x 712 Leads mot 20 88 Reactions ([be) 0 0 DL(psi) LL(psf) 210 R(%.0 L Iib(fl) W. (A w" (A Left Right 39 0 Span (ft): 7.0 0 630 lW LL LL tleL <U 350 floor 10 30 Lu (fl): 2.0 rool 20 62 52 0 0 0 420 420 DL "111misG TL def. <U 240 roo/Or 20 39 39 0 0 0 840 840 LL K 1.0 LL def. K U 36D floor 20 40 40 B 350 240 1260 1250 TL M(0 -ft): 4410 CP: 1.00 walDmis9. SD 0 - 0 0 0 K 1.0 wuxmnnww(ptt): 360 240 M(Ib-fl): 2205 LL Red. (Y1N)7: N DL LL Comments P er..an Obs): 0 0 from left and: 0.0 No. of MwectAMs: 1 A B F G (2)2x8 (3)2x8 (1)1314x7.250 (1)1314x9.5 N (psi) ® d: 72 66 123 88 @(psi): 1007 1166 1728 1005 ATL 01 0.13 0.19 0.18 6OB AD on): 0.04 0.05 0.06 0.03 speNA: 658 431 456 1026 Beam Selection (A -F):0 FB7 IIB.: 1111.3/9X9.3 OM MARK, FBS Loads Reactions Oe.) BM MARK: F89 OL LL Red LL trite (ft) wn(P8) We. (pit) Left Right 0 from left end: 0.0 Spin (ft): 21.0 DL (Pe9 LL(PSI) Red.LcsLL Mb Oft) (Pa0 C D F 0 5-118 x 712 Lu Or): 2.0 mot 20 88 8s 0 0 0 210 210 OL TL def. < U 240 mo mr 20 39 39 0 0 0 630 630 LL LL tleL <U 350 floor 10 30 30 2 s0 50 me 840 TL Co: 1.00 "111misG 10 0 - 0 0 0 318 641 0 K 1.0 I Fee uasl wu...(PIQ: 80 60 420 280 M(0 -ft): 4410 LL Rod. (YM)?: N LL Red. (Y/N)t N BM MARK: F89 OL LL Loads Commanm Reactions Obs) P Fr.w.e(Ibs): .0 0 from left end: 0.0 No. of MICROA14s:2 DL (Pe9 LL(PSI) Red.LcsLL Mb Oft) A B C D F 0 5-118 x 712 (2) 2 x 12 (3) 2x 10 398 x 1012 5-118 x 9 (2)13/4x 9.250 61/Bx 10.5 N (psi) Q d: 34 28 35 25 38 21 fib (psi): 836 825 922 765 1050 552 ATL (in): 0.81 0.74 0.65 0.62 0.80 0.39 AD On): 0.15 0.18 0.15 0.18 0.20 0.10 spanJ& 410 342 391 403 318 641 0 Beam Selection (A -F): F I Fee uasl la1 t-a/4x 9 1/4 IAS BM MARK: F89 DL LL Loads Reactions Obs) from left and: 0.0 No. of wcRowxs: 2 DL (Pe9 LL(PSI) Red.LcsLL Mb Oft) W. OFF) wu (Pi0 Lon Right Span 0112.0 5-118 x 712 (2)1314x 9.250 g N (Psi) ® o: 118 68 102 Lu (ft): 2.0 roof 20 77 77 0 0 0 640 840 DL TL tleL K U 240 mofttlr 20 35 35 0 0 0 1880 1580 LL LL def.<U 360 floor 20 40 40 7 420 280 2520 2520 TL Ce: 1.OD welVmise. 50 0 - 0 0 0 K1.0 wuxvaw Lcn(PH): 420 280 Mob -R): 7660 LL Red. (Y/N)t N PrO��axa:rFelseq DL LL Comments P rr. mso Obs): 0 0 from left and: 0.0 No. of wcRowxs: 2 C D F G 3-118 x 9 5-118 x 712 (2)1314x 9.250 s-va x 10.5 N (Psi) ® o: 118 68 102 60 fb(pso. 2150 1888 1818 963 ATL On): 0.57 0.60 0.45 0.22 AD On): 0.19 0.20 0.15 0.07 span/A: 251 238 322 859 Beam Selepbn I A -FhF FB9 uve, 1.11-a/4a 9,/4 lvL PrO��axa:rFelseq WOOD BEAM pLLOWPHlE 5iflE55 GE51GN (2) 2 z 6 (3) a 6 (4)13/4x 5.500 5.118 x 10.5 Loads 29 15 122 Reactions(lbs) 01 0.01 6M MARK. F810 AT, On): 0.04 0.03 . 0.00 40 (m): 0.01 0.01 3220101 15150 apaNA 1155 1733 4690 DL DL(ps) LL(PSO all use. rm ax 6 Red.LL Mb(ft) (pet) wn(Pi) wu Off, Left Right 7851 LL Span (ft)[ 7.0 LL del.<U 700 52 52 0 0 0 560 550 DL 12541 TL Lu (ft): 2.0 road 20 walUmisc. 50 0 - 6 30D 0 n dot. <U 240 rootb9 20 39 39 0 0 0 1120 1120 LL MOb4): LL tlet < U 360 floor 20 40 40 8 48D 320 1680 1680 TL Op: 1.W welUmisc. 50 0 - 0 0 0 Comments K 1.0 P rt.lwo (Ibs): w uxiR.wa n (PY): 48) 320 M (Ib -ft): 2940 LL Red. (YIN)?. N c D E F G DL LL 1912 6.1/8 x 131/2 Comments (3)1314x 11.250 (3)1314 z 11.875 P rt.lao (lbs): 0 0 from left end: 0.0 ISO No. Of lacaowNs: 1 216 fv(ps) Cd: 1330 1692 1826 F G fib (psi): A B 0.06 CIAO 0.11 0.16 0.14 ATL (in): 0.02 0.04 0.04 (1)1314x7.260 (1)13/4x9.5 (2)2x10 (3)2x8 1508 821 759 514 SO4 spar& 164 117 N(psi) ad: 71 84 (A-F):G Feta uea. 1011-3/4K 11.096 2301 1340 to(PB): 825 895 0.26 0.11 ATL (in): 0.06 0.11 0.08 0.04 AD (n): 0.03 0.04 342 770 spardA: 1026 741 Beam Selection (A -F): B L Fe to uea. la. 2x a 9M MARK: Fait Loads Reactions (lbs) OIL (PA LL (Par) Retl.Ll bit, (ft)wR (pl) wu (PB) Left Rlghl Span (ft): 4.0 (P� Lu (ft): 2.0 mof 20 88 88 0 0 0 320 320 DL TL def. <U 240 road/Br 20 39 39 0 0 0 640 e40 LL LL dot. <U 360 floor 20 40 40 8 400 320 900 980 TL Co: 1.Do walumisa 10 0 - 0 0 0 K: 1.0 w uxiwm.lda (p10: 480 320 M (b*): 980 LL Red. (YIN)7. N ' DL LL Comments P n.. Obs): 0 0 from left end: D.O No. of MPROWbs:4 (2) 2 z 6 (3) a 6 (4)13/4x 5.500 5.118 x 10.5 N(p) @d: 67 45 29 15 122 fo(ps): 762 508 01 0.01 0.00 AT, On): 0.04 0.03 . 0.00 40 (m): 0.01 0.01 3220101 15150 apaNA 1155 1733 4690 DL Beam Selection (A -F): B all use. rm ax 6 20 39 SM MARK. F612 Loads Reactions (lbs) Projec Gm 7 � Project #: Initials: Date: Sheet: 1� OL(Ps9 LL(Ps0 Rad.LL bib(ft) wn(Plf) wu(PH) Left Right Bean (ft): 7.0 20 53 (p ) S3 15 1095 795 4690 4690 DL Lu (ft): 2.0 TL der. < U 240 roof rooffllr 20 39 39 32 1888 1248 7851 7851 LL LL del.<U 700 Boor 20 40 40 5 300 200 12641 12541 TL Ca: 1.00 walUmisc. 50 0 - 6 30D 0 K: 1.0 W..,. ww(PIQ: 3583 2243 MOb4): 21948 LL Red. (YIN)?: N DL LL Comments . P rt.lwo (Ibs): 0 0 from left and: 0.0 No. Of yici, a% 3 c D E F G 3.118 x 1912 6.1/8 x 131/2 8314 x 12 (3)1314x 11.250 (3)1314 z 11.875 165 184 ISO 233 216 fv(ps) Cd: 1330 1692 1826 2378 2134 fib (psi): 0.06 CIAO 0.11 0.16 0.14 ATL (in): 0.02 0.04 0.04 0.06 0.05 AD (in): 1508 821 759 514 SO4 spar& Beam Selection (A-F):G Feta uea. 1011-3/4K 11.096 Projec Gm 7 � Project #: Initials: Date: Sheet: 1� w WOOD BEAM 4 ABLE STRESS DESIGN BM MARKI FB13 Loads Reactions (11n) aM MARK! FB14 Beam Seleceon(A-F):G I vera uses en4e K to Loads Reactions (lost DL LL Comments DL(psQ LL(ps0 Red.Ll Mo (fl) w,,lWi) wu (P* Left Right Right Span (ft): 7.0 F G (ps0 (2)2x10 (3)2x8 (1)154X7.250 5.1/9x12 fv (ps0 ®d: 71 64 Lu (ft): 2.0 roof 20 62 62 0 0 0 580 560 DL TL def. � U 240 mot/2r 20 39 39 0 0 0 1120 1120 LL LL M. K U 360 floor 20 40 40 8 480 320 1680 1680 TL Co: 1.00 wdvmisc. 50 0 - 0 0 0 0 AD (n): K 1.0 0.04 OAS wuxiwxN ras(Dlf): 480 320 3681 1491 M(b40: MO LL Red. (Y84)7: N Beam Selection(A- F): E vete user 4 -vox se Tia eusuM aM MARK! FB14 Beam Seleceon(A-F):G I vera uses en4e K to Loads Reactions (lost DL LL Comments DL(Psf) LL(Psf) RW.LL t6l wn(PB) P rt.w.n (lbs): D 0 from left end: 0.0 No. of receaARs: 1 Right Right A B F G (Psi) (2)2x10 (3)2x8 (1)154X7.250 5.1/9x12 fv (ps0 ®d: 71 64 164 29 to (Pie: 825 895 2301 287 ATL (n): 0.08 0.11 0.25 0.08 0.02 0.01 AD (n): 0.03 0.04 342 4303 spar& 1D26 741 640 LL aM MARK! FB14 Beam Seleceon(A-F):G I vera uses en4e K to Loads Reactions (lost BM MARKT F1316 Beam Selection (A -F): B' vasa user 13l sX 6 Loads Reactions (lbs) DL LL Comments DL(Psf) LL(Psf) RW.LL t6l wn(PB) wu(PIf) Left Right Right Span (R): 4.0 F G (Psi) (2)2X8 (3)2x6 141 15I4 5.500 6-118x10.5 fv (pal) ® d: 67 45 Lu (ft): 2.0 roof 20 BB 88 0 0 0 320 320 DL TL def. <U 240 mftflr 20 39 39 0 0 0 640 640 LL LL def. <U 360 floor 20 40 40 8 480 320 960 980 TL Co: 1.00 "Ynni= 10 0 - 0 0 0 0 AD (n): K 1.0 0.04 OAS wuxvoeiwm(Plo: 480 320 3681 1491 M(lb-ft): 960 LL Red. (YIN)?: N Beam Selection(A- F): E vete user 4 -vox se Tia eusuM BM MARKT F1316 Beam Selection (A -F): B' vasa user 13l sX 6 Loads Reactions (lbs) DL LL Comments DL(Psi) LL(pei) RIed. Ino (ft) P rt.. (Ib6): 0 0 from left end: 0.0 No. of Mwaow $: 4 Left Right A 8 F G P`9LL (2)2X8 (3)2x6 141 15I4 5.500 6-118x10.5 fv (pal) ® d: 67 45 29 15 fl, (psi): 762 508 326 0.01 122 ODD ATL (n): 0.04 0.03 0.00 0.00 AD(in): 0.01 0.01 3201 15460 spaw& 1155 1733 14675 7630 LL BM MARKT F1316 Beam Selection (A -F): B' vasa user 13l sX 6 Loads Reactions (lbs) K 1.0' DL(Psi) LL(pei) RIed. Ino (ft) ftlPfll wu (P8) Left Right Span (fl); 15.0 P`9LL OL LL Comments Lu(f0t 15.0 •Check roof 20 39 39 2 118 78 6840 3640 DL TL def. � U 240 roofMr 20 39 39 0 0 0 14675 7630 LL LL def.<U 350 floor 20 40 40 0 0 0 21515 11470 TL Co: 1.00 waNmLvo. 12 0 - 6 72 0 AD (n): K 1.0' w ux,.. (Pv): 190 78 M (lb -ft): 105200 LL Red. (YIN)?: N OL LL Comments PPRtlo4P-+ Prt. w.0 (lbs): 9000 21135 from left and: 5.0 No. of NICROlAM6.3 C 0 E G 3.118 x 52 In 5.1/8 X 33 6514 x 25112 (3)154 X 11.875 N (psi) ® d: 189 188 184 513 N.G. ib(Par. 879 1357 1726 10231 N.G. An (in); 0.0.5 0.12 0.20 1.64 AD (n): 0.02 0.04 OAS 0.78 110 NO SPWV& 3681 1491 908 Beam Selection(A- F): E vete user 4 -vox se Tia eusuM WOOD BEAM ALLOWABLE STRESS OEesN eM MARK, MIS Loads Reactions Obs) LL Red. (Y/N)7: N DL DL(psQ LL(psf) Red.0LL Mbit) Wn(0) Wu(0) Left Right No. of Mcaauae: 2 Span (R): 10.0 P , L. Obs): 0 0 (p5 it (PH) Left Right No. of mcROLaMs: 1 Span (R): 18.0 6314 x 9 Lu OR): 2.0 roof 20 52 52 0 0 0 600 600 DL TL def. < U 240 m9mr 20 40 40 0 0 0 1200 1200 LL LL def. < U 360 loot 20 40 40 6 360 240 1800 1800 Ti. Co: 1.00 waNmis0. 50 0 - 0 0 0 2184 2051 ATL On): K 1.0 K 1.0 w ua.. (P10: 360 240 0.37 0.34 M (lb4t): 4500 LL Red. (Y/N)7: N DL LL Comments MW LOno-+ P m.iao (iba): 600 1200 from left and: 1.5 No. of McnouKs: 2 A B F G (2) 2X 8 (3) 2x 6 (2)1-314x 5.500 6-118 x 10.5 N(psi) ad: 101 91 118 39 fb(psi): 976 1131 1454 272 ATL on): 0.03 0.05 0.08 0.01 AD On): 0.01 0.02 0.02 0.00 spew&. 1414 926 855 8267 Beam Seledlon(A-F): F vete U.C! (m 1-3/4x . 11.Lv, eM MARKI FBI$ DL LL Loads Comments Reactions Qbs) No. of Mcaauae: 2 P , L. Obs): 0 0 Isom left and: 0.0 it (PH) Left Right No. of mcROLaMs: 1 Span (R): 18.0 6314 x 9 A B (psQ N (psi) ® d: 81 fig 45 67 F G (2)2x12 (3)2x10 0 0 BOO BOO DL TL del. < U 240 (1)14VU 9.250 (1)1-314x9.5 N (PSQ ad: 55 55 0 1200 1200 LL LL tlef.<U 38D Boor 141 137 Po(paQ: 853 841 2000 2000 TL Co: 1.00 wall/mise. 50 0 2184 2051 ATL On): 0.14 0.17 K 1.0 wuwva .(PR): 0.37 0.34 AD On): 0.05 0.06 LL ROO. (YIN)2 N 0.12 0.11 R,eNA: 844 704 325 352 Beam Seledlon(A-F): F vete uen nl 1-314a a 114 w�L eM MARKL F017 Loads Reactions Obs) DLOW LL(W Red.LL Mbit) Wn(M wu(Pft) Left Right Span (it): 4.0 (psQ Lu (it). 2.0 roof 20 88 Be 0 0 0 535 386 DL TL def. <U 240 mof/Or 20 39 39 0 0 0 1070 770 LL LL def. < U 360 door 20 40 40 4 240 ISO 1605 1155 TL Co: 1.00 weNmisc. 10 0 - 0 0 0 K 1.0 waRRemL ofpIQ: 240 160 M(Ib-ft): 2138 LL Red. (YIN)?: N DL LL Comments MW LOno-+ P m.iao (iba): 600 1200 from left and: 1.5 No. of McnouKs: 2 A B F G (2) 2X 8 (3) 2x 6 (2)1-314x 5.500 6-118 x 10.5 N(psi) ad: 101 91 118 39 fb(psi): 976 1131 1454 272 ATL on): 0.03 0.05 0.08 0.01 AD On): 0.01 0.02 0.02 0.00 spew&. 1414 926 855 8267 Beam Seledlon(A-F): F vete U.C! (m 1-3/4x . 11.Lv, eM MARKI FBI$ DL LL Commams Loads Reactions Qbs) No. of Mcaauae: 2 DL(psf) LL(psQ ROQ LL Mb(R) wn(0) it (PH) Left Right Span (R): 18.0 6314 x 9 (2)1-314x 11.250 (psQ N (psi) ® d: 81 fig 45 67 Lu (it): 2.0 mof 20 53 63 0 0 0 BOO BOO DL TL del. < U 240 mofhlr 20 39 39 0 0 0 1200 1200 LL LL tlef.<U 38D Boor 20 30 30 5 250 150 2000 2000 TL Co: 1.00 wall/mise. 50 0 - 0 0 0 K 1.0 wuwva .(PR): 260 ISO - MObM): 5000 LL ROO. (YIN)2 N Beam Seledon(A-F):G I F.I. .... ta11'.14 x 11.131. Projec Gm°e°°. °' ` B1e' Project #: Initials: Date: Sheef: 1r DL LL Commams P rt. LMe Obs): 0 0 from left end: 0.0 No. of Mcaauae: 2 C D E F G 3.118 x 10112 5.118 x 9 6314 x 9 (2)1-314x 11.250 (2)1.314 x 11.875 N (psi) ® d: 81 fig 45 67 63 fb(psi): 1872 1388 1053 1300 1167 ATL On): 0.68 0.88 0.50 0.47 0.40 AD (in): 0.27 0.26 0.20 0.19 0.18 span/A: 283 292 384 411 483 Beam Seledon(A-F):G I F.I. .... ta11'.14 x 11.131. Projec Gm°e°°. °' ` B1e' Project #: Initials: Date: Sheef: 1r WOOD BEAM PLLMAM.E STRESS DESIGN SIM MARK: FB1G LOads Reactions OOs) BM MARK: FB20 Span (ft): 32.0 Lu (A): 2.0 TL del. <U 600 LL def. <U 600 Co- 1.00 K 1.0 LL Red. (YINI N Beam Selection (A -F): G FBI user a-aia n re-va Loads Reactions III DL (psq LL (psi) RI, dNLL tib (ft) wn (Plf) w8 (Pn) Left Right roM DL LL DL(psn LL (psi) Rad.LL OR, III wn(00 wu(pl0 Left Right floor Span (ft): 15.0 40 C (ps0 E G - 4 3.1/8x12 6.118x9 I(ft): 15.0 .•Chea mof 20 39 39 5 295 195 1290 1290 OL TL def. <U 240 mofmr 20 39 39 0 0 0 1463 1463 LL LL def. < U 360 Door 20 40 40 0 0 0 2753 2753 TL Co: 1.00 wawmisc. 12 0 - 6 72 0 420 DL TL def. <U 600 K 1.0 20 39 wumwwtan(plf): 357 195 0 0 1(1"r 10322 LL Red. (V/NI N LL deI U 600 floor 20 40 40 0 0 0 BM MARK: FB20 Span (ft): 32.0 Lu (A): 2.0 TL del. <U 600 LL def. <U 600 Co- 1.00 K 1.0 LL Red. (YINI N Beam Selection (A -F): G FBI user a-aia n re-va Loads Reactions III DL (psq LL (psi) RI, dNLL tib (ft) wn (Plf) w8 (Pn) Left Right roM DL LL 88 Comments mcfttP 20 P n.wn 111 0 0 from left and: 0.0 floor NO. of MK8Cw48: 1 40 C D E G - 4 3.1/8x12 6.118x9 8314x9 83//x10.12 N (Poi) ® d: 95 81 61 51 0 (ISSI 1852 1790 1359 999 ATL (in): 0.52 0.75 0.57 0.36 AD On): 0.24 0.35 0.27 0.17 SpaI 349 241 318 505 BM MARK: FB20 Span (ft): 32.0 Lu (A): 2.0 TL del. <U 600 LL def. <U 600 Co- 1.00 K 1.0 LL Red. (YINI N Beam Selection (A -F): G FBI user a-aia n re-va Loads Reactions III DL (psq LL (psi) RI, dNLL tib (ft) wn (Plf) w8 (Pn) Left Right roM 20 88 88 0 mcfttP 20 39 39 0 floor 20 40 40 0 wal0miac. 10 0 - 4 (4)13/Ox 11.250 (2)13/4 19.5 N(psp 0 d: W UNII rwo (pft): 0 0 640 640 DL 0 0 0 0 LL 0 0 640 640 TL 40 0 40 0 M 111 5120 Beam Selection( A -F):E veal uasr q w4( t VV eNeencr:r- Pro j SII. 07 B(FBI "Sri Project #: Initials: Date: Sheet: I� PPT,: 111 0 0 fmm left end: 0.0 No. of RIC wi.Ams: 2 No. Of IACRCUBs:4 uasr A B C D E F G &1/Bx 1012 5.118x9 3-118 x 15 5.116 x 131/2 111 x 12 (4)13/Ox 11.250 (2)13/4 19.5 N(psp 0 d: 19 13 11 - 11 27 @(psp: 524 395 379 416 1157 ATL(in): 0.60 0.50 0.54 0.60 011 AD (in): 0.60 0.50 0.54 0.80 1.99 speNA: 644 770 712 642 9DIV101 WkWA Beam Selection( A -F):E veal uasr q w4( t VV eNeencr:r- Pro j SII. 07 B(FBI "Sri Project #: Initials: Date: Sheet: I� Beam Selection (A -F): B 0 from kft end: 0.0 No. of RIC wi.Ams: 2 rose uasr A B C D F 0 BM MARK: F821 (2)2x12 (3)2x10 &1/Bx 1012 5.118x9 (2)1314x9.250 (2)1314x14 Loads 17 14 18 13 Reactions(Ibs) 11 m(Paq: 418 412 DUDS!) LL (Pat) RB(Oed.LL bib (it) wR(PIO wu(PIG Left Right AD (in): Span (1 21.0 0.32 0.31 0.40 0.12 n 820 684 781 807 631 001VAI BYMR0 Lu (it): 15.0 .=Cneak mof 20 39 39 0 0 0 420 420 DL TL def. <U 600 rooflllr 20 39 39 0 0 0 0 0 LL LL deI U 600 floor 20 40 40 0 0 0 420 420 TL Co: 1.00 welllmisc. 10 0 - 4 40 0 K 1.0 weNII LOAD (pr: 40 0 1(110: 2205 LL Red. (Y/N)7: N Beam Selection( A -F):E veal uasr q w4( t VV eNeencr:r- Pro j SII. 07 B(FBI "Sri Project #: Initials: Date: Sheet: I� P rt. w.o (11 0 0 from kft end: 0.0 No. of RIC wi.Ams: 2 A B C D F 0 (2)2x12 (3)2x10 &1/Bx 1012 5.118x9 (2)1314x9.250 (2)1314x14 N (Psi) a d: 17 14 18 13 18 11 m(Paq: 418 412 461 382 530 231 ATL (In): 0.31 0.37 0,32 0.31 0.40 SDIV/01 AD (in): 0.31 0.37 0.32 0.31 0.40 0.12 111 820 684 781 807 631 001VAI BYMR0 Beam Selection( A -F):E veal uasr q w4( t VV eNeencr:r- Pro j SII. 07 B(FBI "Sri Project #: Initials: Date: Sheet: I� w WOOD BEAM ..LONMLE 6iPE6a 0 -o -N IS MARKS nu (1)1-314x7.250 (2)13r4x 11.875 N(Ps0 ®d: 20 17 Leads 9 184 ft; (p); 093 595 Rini (INS) 0.05 ATL (in): O8B 0.48 0.43 DI -0.01100)s0 Be (In): ON 0.48 R:L dblfU tsls fPM wu (PIO LaR RqM 8eam8el9S%oO(A•F):G $peP (f4: 16.0 Is(psi) ad: 0.04 0.03 0.03 30 0 0 0 300 300 OL Wftt): 15.0 -n Sick roof 20 39 0 0 1800 1800 OL TL der <V 500 TL der. < V 240 mo118r 20 39 39 0 0 0 0 0 LL LL def.<V 350 no. 20 40 40 0 0 0 300 Ni) TL Cy 1.00 weIvmisc. 10 0 - 4 40 0 759 K 1.0 K 1.0 772 wwrwvwm(p10: ww°onuw.n (yt0: 40 0 Beam Selectlon(A-F):D M(Ib8): 67M MM -ft): 1125 LL Red. (YM)?: N ue2, e-11Cx to BLuuM IS MARKS FB24 DL DL LL Canmend Command ReaCion,(Ib5) p m.L-PSI: p n. in. (,be); 0 0 from len end 00 Lett No. of w0e0 s:4 No. of wcecaws: 1 (2)2xB (3)2x8 (1)1-314x7.250 (2)13r4x 11.875 N(Ps0 ®d: 20 17 m 881 9 184 ft; (p); 093 595 0.43 0.05 ATL (in): O8B 0.48 0.43 0.05 Be (In): ON 0.48 417 9008 RYM% spaNn 283 394 Len Rpm 8eam8el9S%oO(A•F):G F022 1.121ir Lm 1•m4x 11.e1e Is(psi) ad: !M MARK. FB23 (3)2x10S118x 10112 5-1/0x0 C Loads NIPsi) ®d: 08 00 Re.,:Mns los) 83 1188 1 ' OL(psf) LL(ps0 RadLL INS (A) wn (P81 wu(P10 Len Rpm (4)1314X11.250 Span (N: 15.0 Is(psi) ad: 0.04 0.03 0.03 (b 30 SSP4NA: 724 027 34 Lu (Nd roo : 15.0 <.OB.t 20 B8 be0 0 0 1800 1800 OL TL der <V 500 rooflnr 20 39 39 0 0 0 0 0 LL LL def <V 000 noor 20 40 40 0 0 0 1800 1800 n Co- 100 walVmisa 12 0 - 20 240 0 759 K 1.0 772 wwrwvwm(p10: 240 0 Beam Selectlon(A-F):D M(Ib8): 67M LL Red (YM)2 N reaa ue2, e-11Cx to BLuuM IS MARKS FB24 DL LL Lead, Canmend ReaCion,(Ib5) p m.L-PSI: 0 0 from left end: 0.0 Lett No. of w0e0 s:4 Project Project #: IniiiGls: Date: Sheet: 1^ (3)2x10S118x 10112 5-1/0x0 C 0 NIPsi) ®d: 08 00 ° 83 1188 1 ' 909 1010 843 0.18 3-118x 13 112 5-116x12 0.15 0.13 6314x1012 (4)1314X11.250 S11 12 Is(psi) ad: 0.04 0.03 0.03 m 30 SSP4NA: 724 027 34 30 35 10(01): F -e24 uYKi Sell 1.21+x es 853 659 853 549 859 A% (in): 024 0.21 023 0.17 %DIV/01 AD (in): 014 0.21 0.23 0.17 0.21 apanle: 759 875 772 1039 NDIVI01 #kKWI Beam Selectlon(A-F):D reaa ue2, e-11Cx to BLuuM IS MARKS FB24 Lead, ReaCion,(Ib5) pL(pa0 LL(pd) I=L WIS (n) -1, (0) e,,,(P19 Lett Rigm Spon (tq: (oa0 15. Lu (ft): 15.0 <.Oaeex mot 20 80 80 8 480 380 540 590 OL ndel<V80O rooMr 20 39 39 0 0 D 1620 1620 LL LL def,<V 600 poor 20 40 40 0 0 0 2180 21W n Co: 1.00 walVmisc. 10 0 - 0 0 0 K: 1.0 (PIO: 480 no M (Nn): 4880 LL Red. (YIN)?: N DL LL Comments P n.ww INS): 0 0 from lee end: 00 No. of wcea : 2 Project Project #: IniiiGls: Date: Sheet: 1^ (3)2x10S118x 10112 5-1/0x0 (2)1.314x0250 (2)1.34x0.5 NIPsi) ®d: 08 00 59 83 1188 SO 1108 Be(,I): 909 1010 843 0.18 0.15 ATL (1-): 0.15 0.13 0.13 0.04 0(in): 0.04 0.03 0.03 ON 803 724 SSP4NA: 724 027 854 Beam Selecon(A-F):G 1 F -e24 uYKi Sell 1.21+x es Project Project #: IniiiGls: Date: Sheet: 1^ WOOD STUD WALL DESIGN Load Case End Zone W51 USE: 2 X 6 @ 16 " O.C. iD+1L+1S 1D I1L+1WInl+1S 1D+1L+Mend+'S 1D+1L+1EQ+1S 1.00 ALL EDUATIONS aPSED ON NDS, PLLOWABLE STRESS DESIGN 1.60 1.60 7FcE 1245 1245 1245 1245 1070 Loads to Wall: 931 wLoad case 181 OK DESCRIPTION: WS1 181 OK DL LL trib 1 2 3 4 Height, le (ft) : 9 H roof 20 50 16 1120 1120 1120 1120 on < U: 240 deflection 471 OK 536 OK 0 0 0 0 0 C 8 C Interior Zone (1 22 floor 35 40 0.450 0.450 0.450 0 0 C& C End Zone (psf): 25 wall 0 0 0 0 0 0 0 earthquake pressure (psf): 10 misc 0 0 0 w (pif)= 0 1120 0 1120 1120 1120 LL on roof snow? (YIN): y 1 2 1 1 11 2 2 (DFNo 2) NDS2001 1 12 2 2 Lumber grade. Load Case End Zone W51 USE: 2 X 6 @ 16 " O.C. iD+1L+1S 1D I1L+1WInl+1S 1D+1L+Mend+'S 1D+1L+1EQ+1S 1.00 1.60 1.60 1.60 7FcE 1245 1245 1245 1245 1070 EARTHQUAKE 931 1070 1070 181 OK 181 OK 1 181 OK 181 OK 4 0 297 338 135 1346 2153 2153 2153 fb (psi) = 0JOK 471 OK 536 OK 214 OK CSR = 0.04 0.28 OK 0.32 OK 0.15 OK A_ (in.) = 0.450 0.450 0.450 0.450 A (in.) = 0.000 0.091 OK 0.104 OK 0.059 OK TRIMMER: KING STUD WIN. INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcep (Ibs) = 5156 Mcap (Ib -ft) = 1357 trib width capacity (ft) = 6.09 for M < Mcap (govems) Mb width capacity (ft) = 6.59 for d < L 1240 KING STUD WIN. ENO ZONE: King stud supports only bending .. Mcap (lb -ft) = 1357 Crib width Capacity (ft) = 5.36 for M < Mcap (governs) trib width - I Dan Project Name: KING STUD EARTH QUAKE: King stud supports only bending ... Mcap (Ib -ft) = 1357 trib width capacity (ft) = 13.40 for M < Mcap t6b width capacity (ft) = 10.14 for A < L 1240 (governs) capecRY Ov_ _ I _._ Interior Zone WS7 USE: 2 X 6 @16 O.C. End Zone W51 USE: 2 X 6 @ 16 " O.C. (DF No. 2) Framing at openings (unless noted otherwise on plan): OPENING WIDTH � TRIMMERS ZONE STUDS NpNO SNDS END ZONE EARTHQUAKE 3 1 1 1 1 4 1 1 1 1 5 1 1 1 1 6 1 1 1 1 7 1 1 1 1 8 9 1 1 1 1 10 2 1 2 1 1 11 2 2 2 1 12 2 2 2 1 13 2 2 2 1 14 2 2 2 1 15 2 2 2 1 16 2 2 2 1 WOOD STUD WALL DESIGN ALL EQUATIONS BASED ON NDS, ALLOWABLE STRESS DESIGN DESCRIPTION: WS2 Height, le (ft) : 21 deflection < U: 240 C & C Interior Zone (pst): 22 C & C End Zone (psf): 25 earthquake pressure (psf): 10 LL on roof snow? (YIN): y Lumber grade: 20 ( LVL Stud) NDS 2001 Loads to Wall: w Load case w (plf)= 280 280 280 280 DL LL trib 1 2 3 4 roof 20 50 4 280 280 280 280 floor 35 40 0 0 0 0 0 wall 0 0 0 0 0 0 0 misc 0 0 0 0 0 0 0 w (plf)= 280 280 280 280 TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 7930 Mcap (Ib -ft) = 5527 trib width capacity (ft) = 4.56 for M < Mcap trib width capacity (ft) = 1.65 for 4 < L 1240 (governs) KING STUD WIND END ZONE: KING STUD EARTH QUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (lb -ft) = 5527 Mcap (Ib -ft) = 5527 trib width capacity (ft) = 4.01 for M < Mcap trib width capacity (ft) = 10.03 for M < Mcap Wb width capacity (ft) = 1.45 for d < L / 240 (governs) trib width capacity (ft) = 2.53 for A < L / 240 (governs) Interior Zone WS2 USE: 1.75 X 7.25 @16 "O.C. End Zone WS2USE: 1.75 X 7.25 @16 "O.C. ( LVL Stud ) Framing at openings (unless noted otherwise on plan): OPENINGWDTH (Fr) Load Case NO.OFKING STUDSINTZONE 1D+1L+1S 1D+1L+iWnt+1S 1D+1L+1Wend+iS 1D+1L+lEQ+1S Cd = 1.00 1.60 1.60 1.60 FcE (psi) = 657 657 657 657 F'c (psi) = 636 645 645 645 to (psi) = 29 OK 29 OK 29 OK 29 OK M(lb-ft)= 0 1617 1838 735 Fb' (psi) = 2704 4326 4326 4326 fb (psi) = 0 OK 1266 OK 1438 OK 575 OK CSR = 0.00 OK 0.31 OK 0.35 OK 0.14 OK 4m„(in.)= 1.050 1.050 1.050 1.050 A (in.) = 0.000 OK 0.851 OK 0.967 OK 0.553 OK TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 7930 Mcap (Ib -ft) = 5527 trib width capacity (ft) = 4.56 for M < Mcap trib width capacity (ft) = 1.65 for 4 < L 1240 (governs) KING STUD WIND END ZONE: KING STUD EARTH QUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (lb -ft) = 5527 Mcap (Ib -ft) = 5527 trib width capacity (ft) = 4.01 for M < Mcap trib width capacity (ft) = 10.03 for M < Mcap Wb width capacity (ft) = 1.45 for d < L / 240 (governs) trib width capacity (ft) = 2.53 for A < L / 240 (governs) Interior Zone WS2 USE: 1.75 X 7.25 @16 "O.C. End Zone WS2USE: 1.75 X 7.25 @16 "O.C. ( LVL Stud ) Framing at openings (unless noted otherwise on plan): OPENINGWDTH (Fr) NO.OF TRIMMERS NO.OFKING STUDSINTZONE NO, OF MNG STUDSENDZONE NO. OF KING STUDS EARTHQUAKE 3 1 2 2 1 4 1 2 2 2 5 1 2 3 2 6 1 3 3 2 7 7 3 3 2 8 1 3 4 2 9 4 4 3 0 4 4 3 11 4 5 3 12 1 5 5 3 13 1 5 5 3 14 1 5 6 4 15 1 5 6 4 16 1 6 6 4 Nome: Project NaProject #: Initials: Date: Sheet: -\ WOOD STUD WALL DEtSION ALL EQUATIONS BASED ONN O STRESS DIGN DESCRIPTION: WS3 Height, Is (ft) : 21 deflection < U: 240 C 8 C Interior Zone (psf): 22 C 6 C End Zone (pal): 25 earthquake pressure (psf): 10 LL on roof snow? (Y/N): y Lumber grade: 20 ( LVL Stud) NDS 2001 TRIMMERI KING STUD WIND INTERIOR ZONE! Trimmer supports only vertical load ... King stud supports only bending ... Rap (Ibs) = 7930 Mcap (Ib -ft) = 5527 trib width capacity (ft) = 4.56 for M < Mcap trib width capacity (ft) = 1.65 for & < L / 24d (governs) KING STUD WIND END ZONE: King stud supports only bending ... Mcap (Ib -ft) = 5527 trib width capacity (ft) = 4.01 for M < Mcap trib width capacity (ft) = 1.45 for 4 < L / 240 (governs) KING STUD EARTH I?UAKEI King stud supports only bending ... Mcap (Ib -ft) - 5527 into width capacity (ft) = 10.03 for M < Mcap trib width capacity (ft) = 2.53 for A < L 1240 (governs) Interior Zone WS3 USE: 1.75 X 7.25 End Zone W83 USE: 1.75 X 7.25 16 " O.C. @116 "O.C. ( LVL Stud) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (Fr) Load Case Loads to Wall: 1D+1L+1S w Load case 1D+lL+lWend+18 1D+1L+tEQ+1S DL LL trib 1 2 3 4 roof 20 40 4 240 240 240 240 floor 35 40 0 0 0 0 0 wall 0 0 0 0 0 0 0 misc 0 0 0 0 0 0 0 575 OK CSR = w (plf)= 240 240 240 240 TRIMMERI KING STUD WIND INTERIOR ZONE! Trimmer supports only vertical load ... King stud supports only bending ... Rap (Ibs) = 7930 Mcap (Ib -ft) = 5527 trib width capacity (ft) = 4.56 for M < Mcap trib width capacity (ft) = 1.65 for & < L / 24d (governs) KING STUD WIND END ZONE: King stud supports only bending ... Mcap (Ib -ft) = 5527 trib width capacity (ft) = 4.01 for M < Mcap trib width capacity (ft) = 1.45 for 4 < L / 240 (governs) KING STUD EARTH I?UAKEI King stud supports only bending ... Mcap (Ib -ft) - 5527 into width capacity (ft) = 10.03 for M < Mcap trib width capacity (ft) = 2.53 for A < L 1240 (governs) Interior Zone WS3 USE: 1.75 X 7.25 End Zone W83 USE: 1.75 X 7.25 16 " O.C. @116 "O.C. ( LVL Stud) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (Fr) Load Case NO. OF KING STUDSINTZONE 1D+1L+1S 1D+1L+1Wint+iS 1D+lL+lWend+18 1D+1L+tEQ+1S Cd = 1.00 1.60 1.60 1.60 FcE (psi) = 657 657 657 657 Fc (psi) = 636 645 645 645 to (psi) = 25 OK 25 OK 25 OK 25 OK M (Ib -ft) = 0 1617 1838 735 Wipe!) = 2704 4326 4326 4326 fb (psi) = 0 OK 1266 OK 1438 OK 575 OK CSR = 0.00 OK 0.31 OK 0.35 OK 0.14 OK A.. (in.) = 1.050 1.050 1.050 - 1.050 A (in.) = 0.000 OK 1 0.851 OK 0.967 OK 0.553 OK TRIMMERI KING STUD WIND INTERIOR ZONE! Trimmer supports only vertical load ... King stud supports only bending ... Rap (Ibs) = 7930 Mcap (Ib -ft) = 5527 trib width capacity (ft) = 4.56 for M < Mcap trib width capacity (ft) = 1.65 for & < L / 24d (governs) KING STUD WIND END ZONE: King stud supports only bending ... Mcap (Ib -ft) = 5527 trib width capacity (ft) = 4.01 for M < Mcap trib width capacity (ft) = 1.45 for 4 < L / 240 (governs) KING STUD EARTH I?UAKEI King stud supports only bending ... Mcap (Ib -ft) - 5527 into width capacity (ft) = 10.03 for M < Mcap trib width capacity (ft) = 2.53 for A < L 1240 (governs) Interior Zone WS3 USE: 1.75 X 7.25 End Zone W83 USE: 1.75 X 7.25 16 " O.C. @116 "O.C. ( LVL Stud) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (Fr) N0. OF TRIMMERS NO. OF KING STUDSINTZONE NO. OF KING STUDSENDZONE NO. OF KING STUD EARTHQUAKE 3 1 2 2 1 4 1 2 2 2 5 1 2 3 2 6 1 3 3 2 7 1 3 3 2 8 1 3 4 2 9 1 4 4 3 10 1 4 4 3 11 1 4 5 3 12 1 5 5 3 13 1 5 5 3 14 1 5 6 4 15 1 5 6 4 6 1 1 1 6 1 6 1 4 Projee: c a Project M: nitials: Date: Sheet: �� J OE \ WOOD STUD WALL DESIGN Load Case 1D+1L+1S 10+1L+1Wnt+1S 1D+1L+1Wend+1S 10+1L+lEQ+1S Cd = 1.00 1.60 1.60 ALL EQUATIONS BASO ON NOS, ALLOWA6 D2SIGN 635 635 635 635 Fc (psi) = 615 DESCRIPTION: WS4 623 Loads to Wall: fc (psi) = wLoad rase 13 OK Height, le (ft) : 35 M (Ib -ft) = DL LL bib 1 2 3 4 deflection< U: 240 roof 20 50 4 280 280 280 280 C& C Interior Zone (ps0: 22 floor 35 40 0 0 0 0 0 C& C End Zone (psf): 30 wall 0 0 0 0 0 0 0 earthquake pressure (psl): 10 mist 0 0 0 0 0 0 0 LL on roof snow? (YM): y 1 6 8 w (pll)= 280 280 280 280 Lumber grade: 20 ( LVL Stud) NDS 2001 TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... Pcap(Ibs)= 12779 KING STUD WIND END ZONE: King stud supports only bending ... Mcap (lb -ft)= 14829 bib width capacity (ft) = 3.23 for M < Mcap tdb width capacity (ft) = 1.15 for A < L 1240 (governs) King stud supports only bending ... Mcap (lb -ft) = 14829 bib width capacity (ft) = 4.40 for M < Mcap bib width capacity (ft) = 1.56 for 4 < L / 240 (governs) KING STUD EARTN QUAKE% King stud supports only bending ... Mcap (lb -ft) = 14829 tdb width capacity (ft) = 9.58 for M < Mcap trib width capacity (ft) = 2.40 for 4 < L 1240 (governs) Interior Zone W84 USE: 1.75 X 11.88 @ 16 "O.C. End Zona WS4 USE: 1.75 X 11.88 @12 " O.C. ( LVL Stud ) Framing at openings (unless noted otherwise on plan): OPENINGWIDTH (FT) Load Case 1D+1L+1S 10+1L+1Wnt+1S 1D+1L+1Wend+1S 10+1L+lEQ+1S Cd = 1.00 1.60 1.60 1.60 RE(psi)= 635 635 635 635 Fc (psi) = 615 623 623 623 fc (psi) = 18 OK 18 OK 13 OK 18 OK M (Ib -ft) = 0 4492 4594 2042 Fb' (psi) = 2704 4326 4326 4326 fb (psi) = 0 OK 1310 OK 1340 OK 596 OK CSR = 0.00 OK 0.31 OK 0.32 OK 0.14 OK A.. (in.) 1.750 1.750 1.750 1.750 A (in.) = 0.000 OK 1.494 OK 1.528 OK 0.970 OK TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... Pcap(Ibs)= 12779 KING STUD WIND END ZONE: King stud supports only bending ... Mcap (lb -ft)= 14829 bib width capacity (ft) = 3.23 for M < Mcap tdb width capacity (ft) = 1.15 for A < L 1240 (governs) King stud supports only bending ... Mcap (lb -ft) = 14829 bib width capacity (ft) = 4.40 for M < Mcap bib width capacity (ft) = 1.56 for 4 < L / 240 (governs) KING STUD EARTN QUAKE% King stud supports only bending ... Mcap (lb -ft) = 14829 tdb width capacity (ft) = 9.58 for M < Mcap trib width capacity (ft) = 2.40 for 4 < L 1240 (governs) Interior Zone W84 USE: 1.75 X 11.88 @ 16 "O.C. End Zona WS4 USE: 1.75 X 11.88 @12 " O.C. ( LVL Stud ) Framing at openings (unless noted otherwise on plan): OPENINGWIDTH (FT) NO. OF TRIMMERS NO, OF InNG STUDSINTZONE NO.OFIONG STUDSENOZONE NO.OFMNGSTUDS EARTHOUAKE 3 1 2 2 1 4 2 3 2 5 3 3 2 6 3 4 2 7 1 3 4 2 8 1 3 4 2 9 4 5 3 10 1 4 5 3 11 1 4 6 3 12 1 5 6 3 13 1 5 7 3 14 1 5 7 4 15 1 6 7 4 16 1 6 8 4 Project Name: Project #: Initials: Date: Sheet: 22 WOOD STUD WALL DESIGN Ail E ATIONSBA ED ONND, AU.OW4arESrREss 1D+1L+iS DESIGN iD+1L+1Wend+1S 1D+iL+tE0+18 Cd = 1.00 1.60 DESDRIP IDN: WS5 1.60 FcE (psi) = Loads to Wall: 1159 wLoad case F'c(psi)= Height, Is (ft) : 12 1116 OL LL Into 1 2 3 4 deflection<LJ: 240 roof 20 50 4 280 280 280 280 C& C Interior Zone (pst): 1 floor 35 40 0 0 0 0 0 C& C End Zone (psf): 1 wall 0 0 0 0 0 0 0 earthquake pressure (psf): 10 misc 0 0 0 0 0 0 0 LL on roof snow? (YM): y w (plf)= 280 280 280 280 Lumber grade: 20 ( LVL Stud) NDS 2001 TRIMMER: KING STUD WIND INTERIOR ZONI: Trimmer supports only vertical load ... Pcap (lbs) = 6016 KIND STUD WINO END ZONE: King stud supports only bending ... Moap (Ib -ft) = 3181 tdb width capacity (ft) = 176.72 for M < Mcap bibwid King stud supports only bending ... Mcep (Ib -ft) = 3181 tdb width capacity (ft) = 176.72 for M < Mcap tdb width capacity (ft) = 84.69 for A < L 1240 (governs) KIND STUD EARTH QUAKE: King stud supports only bending ... Mcap (Ib -ft) = 3181 tdb width capacity (ft) = 17.67 for M < Mcap "- - 8 < L 1240 (governs) Ih capacity (ft) = 84.69 for & < L 1240 (governs) ino wlam capaclry (n) = 6.93 for Interior Zone WS5 USE: 1.75 X 5.5 Q 16 "O.C. End Zone WS5 USE: 1.75 X 6.5 @ 16 " O.C. ( LVL Stud ) Framing at openings (unless noted othenvlse on plan): OPENING WIDTH NO. OF NO. OF KING NO. OF pNG NO. OF KING STUDS (FT) TRIMMERS STUDS INT ZONE STUDS ENO ZONE EARTHQUAKE 3 1 1 1 1 4 5 1 1 1 1 6 1 1 1 1 7 1 1 1 1 g 1 1 1 1 9 1 1 1 1 10 1 1 1 1 11 1 1 1 2 12 1 1 1 2 13 1 1 1 2 14 1 1 1 2 15 1 1 1 2 16 1 1 1 2 Project Name: Project #: Initials: Date: Sheet: �� Load Case 1D+1L+iS 1D+1L+1Wint+1S iD+1L+1Wend+1S 1D+iL+tE0+18 Cd = 1.00 1.60 1.60 1.60 FcE (psi) = 1159 1159 1159 1159 F'c(psi)= 1078 1116 1116 1116 fc (psi) = 39 OK 39 OK 39 OK 39 OK M(lb-ft)= 0 24 24 240 Fb' (psi) = 2704 4326 4326 4326 fb (psi) = 0 OK 33 OK 33 OK 326 OK ' CSR = 0.00 OK 0.01 OK 0.01 OK 0.08 OK A. (in.) = 0.600 0.600 0.600 0.600 A (In.) = 0.000 OK 0.009 OK 0.009 OK 0.135 OK TRIMMER: KING STUD WIND INTERIOR ZONI: Trimmer supports only vertical load ... Pcap (lbs) = 6016 KIND STUD WINO END ZONE: King stud supports only bending ... Moap (Ib -ft) = 3181 tdb width capacity (ft) = 176.72 for M < Mcap bibwid King stud supports only bending ... Mcep (Ib -ft) = 3181 tdb width capacity (ft) = 176.72 for M < Mcap tdb width capacity (ft) = 84.69 for A < L 1240 (governs) KIND STUD EARTH QUAKE: King stud supports only bending ... Mcap (Ib -ft) = 3181 tdb width capacity (ft) = 17.67 for M < Mcap "- - 8 < L 1240 (governs) Ih capacity (ft) = 84.69 for & < L 1240 (governs) ino wlam capaclry (n) = 6.93 for Interior Zone WS5 USE: 1.75 X 5.5 Q 16 "O.C. End Zone WS5 USE: 1.75 X 6.5 @ 16 " O.C. ( LVL Stud ) Framing at openings (unless noted othenvlse on plan): OPENING WIDTH NO. OF NO. OF KING NO. OF pNG NO. OF KING STUDS (FT) TRIMMERS STUDS INT ZONE STUDS ENO ZONE EARTHQUAKE 3 1 1 1 1 4 5 1 1 1 1 6 1 1 1 1 7 1 1 1 1 g 1 1 1 1 9 1 1 1 1 10 1 1 1 1 11 1 1 1 2 12 1 1 1 2 13 1 1 1 2 14 1 1 1 2 15 1 1 1 2 16 1 1 1 2 Project Name: Project #: Initials: Date: Sheet: �� ENO ZONE EARTHQUAKE 3 1 1 1 1 4 5 1 1 1 1 6 1 1 1 1 7 1 1 1 1 g 1 1 1 1 9 1 1 1 1 10 1 1 1 1 11 1 1 1 2 12 1 1 1 2 13 1 1 1 2 14 1 1 1 2 15 1 1 1 2 16 1 1 1 2 Project Name: Project #: Initials: Date: Sheet: �� Project Name: Project #: Initials: Date: Sheet: �� WOOD STUD WALL DESIGN ALL EQUATIONS IMSED ON NDS, ALLOWABLE STRESS DESIGN DESCRIPTION: WS6 Height, IS (ft) : 18 deflection < U: 240 C & C Interior Zone (psf): 20 C & C End Zone (psf): 25 earthquake pressure (psf): 10 LL on roof snow? (YIN): y Lumber grade: 20 (LVLStud) NDS2001 Loads to Wall: w Load Case TRIMMERI KING STUD WIND INTERIOR ZONEI Trimmer supports only vertical load ... King stud supports only bending ... Peep (lbs) = 7930 Mcap (Ib -ft) = 5527 trib width capacity, (ft) = 8.82 for M < Mcap tib width capacity (ft) = 2.87 for 4 < L 1240 (governs) KING STUD WIND END ZONE: King stud supports only bending ... Mcap (lb -ft) = 5527 tib width capacity (ft) = 5.46 for M < Mcap tib wid KING STUD EARTH QDAKEI King stud supports only bending ... Mcap (Ib -ft) = 5527 I& width capacity (ft) = 13.65 for M < Mcap A < L 1240 (governs) fh capacity (ft) = 2.30 for 4 < L 1240 (governs) trib width Capacity (ft) = 4.02 for Interior Zone MISS USE: 1.75 X 7.25 @16 "O.C. End Zone WS6 USE: 1.75 X 7.25 16 " O.C. ( LVL Stud ) Framing at openings (unless noted otherwise on plan): OPENING WIDTH NO. OF NO. OF KING NO. OF KING NO. OF KING STUDS (FT) TRIMMERS STUDS INT ZONE STUDS END ZONE EARTHQUAKE 3 1 1 1 1 4 2 1 2 1 5 2 2 2 1 6 2 2 2 1 7 3 2 2 2 8 3 2 3 2 9 3 2 3 2 10 3 2 3 2 11 4 3 3 2 12 4 3 3 2 13 4 3 4 2 14 5 3 4 2 15 5 3 4 3 16 5 4 4 3 Project Name: Project #: Initials: Date: Sheet: 2'( OL LL trib 1 2 3 4 roof 20 50 60 4200 4200 4200 4200 floor 20 40 4 240 240 240 240 wall 50 0 6 300 300 300 300 miso 0 0 0 0 0 0 0 423 OK CSR = 0.34 OK w (plf)= 4740 4740 4740 4740 TRIMMERI KING STUD WIND INTERIOR ZONEI Trimmer supports only vertical load ... King stud supports only bending ... Peep (lbs) = 7930 Mcap (Ib -ft) = 5527 trib width capacity, (ft) = 8.82 for M < Mcap tib width capacity (ft) = 2.87 for 4 < L 1240 (governs) KING STUD WIND END ZONE: King stud supports only bending ... Mcap (lb -ft) = 5527 tib width capacity (ft) = 5.46 for M < Mcap tib wid KING STUD EARTH QDAKEI King stud supports only bending ... Mcap (Ib -ft) = 5527 I& width capacity (ft) = 13.65 for M < Mcap A < L 1240 (governs) fh capacity (ft) = 2.30 for 4 < L 1240 (governs) trib width Capacity (ft) = 4.02 for Interior Zone MISS USE: 1.75 X 7.25 @16 "O.C. End Zone WS6 USE: 1.75 X 7.25 16 " O.C. ( LVL Stud ) Framing at openings (unless noted otherwise on plan): OPENING WIDTH NO. OF NO. OF KING NO. OF KING NO. OF KING STUDS (FT) TRIMMERS STUDS INT ZONE STUDS END ZONE EARTHQUAKE 3 1 1 1 1 4 2 1 2 1 5 2 2 2 1 6 2 2 2 1 7 3 2 2 2 8 3 2 3 2 9 3 2 3 2 10 3 2 3 2 11 4 3 3 2 12 4 3 3 2 13 4 3 4 2 14 5 3 4 2 15 5 3 4 3 16 5 4 4 3 Project Name: Project #: Initials: Date: Sheet: 2'( Load Case 1D+1L+1S 1D+1L+1Wint+1S 1D+iL+lWend+iS 1D+1L+1EQ+1S Cd = 1.00 1.60 1.60 1.60 RE (psi) = 895 895 895 895 F'c (psi) = 851 871 871 871 fc (psi) = 498 OK 498 OK 498 OK 498 OK M (Ib -ft) = 0 1080 1350 540 Fb' (psi) = 2704 4326 4328 4326 Po (psi) = 0 OK 845 OK 1057 OK 423 OK CSR = 0.34 OK 0.77 OK 0.88 OK 0.55 OK 8„=, (in.) = 0.900 0.900 0.900 0.900 A (In.) = 0.000 OK 0.418 OK 0.522 OK 0.298 OK TRIMMERI KING STUD WIND INTERIOR ZONEI Trimmer supports only vertical load ... King stud supports only bending ... Peep (lbs) = 7930 Mcap (Ib -ft) = 5527 trib width capacity, (ft) = 8.82 for M < Mcap tib width capacity (ft) = 2.87 for 4 < L 1240 (governs) KING STUD WIND END ZONE: King stud supports only bending ... Mcap (lb -ft) = 5527 tib width capacity (ft) = 5.46 for M < Mcap tib wid KING STUD EARTH QDAKEI King stud supports only bending ... Mcap (Ib -ft) = 5527 I& width capacity (ft) = 13.65 for M < Mcap A < L 1240 (governs) fh capacity (ft) = 2.30 for 4 < L 1240 (governs) trib width Capacity (ft) = 4.02 for Interior Zone MISS USE: 1.75 X 7.25 @16 "O.C. End Zone WS6 USE: 1.75 X 7.25 16 " O.C. ( LVL Stud ) Framing at openings (unless noted otherwise on plan): OPENING WIDTH NO. OF NO. OF KING NO. OF KING NO. OF KING STUDS (FT) TRIMMERS STUDS INT ZONE STUDS END ZONE EARTHQUAKE 3 1 1 1 1 4 2 1 2 1 5 2 2 2 1 6 2 2 2 1 7 3 2 2 2 8 3 2 3 2 9 3 2 3 2 10 3 2 3 2 11 4 3 3 2 12 4 3 3 2 13 4 3 4 2 14 5 3 4 2 15 5 3 4 3 16 5 4 4 3 Project Name: Project #: Initials: Date: Sheet: 2'( 3 1 1 1 1 4 2 1 2 1 5 2 2 2 1 6 2 2 2 1 7 3 2 2 2 8 3 2 3 2 9 3 2 3 2 10 3 2 3 2 11 4 3 3 2 12 4 3 3 2 13 4 3 4 2 14 5 3 4 2 15 5 3 4 3 16 5 4 4 3 Project Name: Project #: Initials: Date: Sheet: 2'( Project Name: Project #: Initials: Date: Sheet: 2'( ENGINEERED AND OLULAM POST DESIGN DESIGN BASED ON NOS LOAD DURATION, D9 = 1,0 LOAD Q. = 1,16 UNBRACED HEIGHT OF POST. Ls (1) POST 8 9 1 10 1 12 14 16 18 20 31/2x31/2PSL 7.2 6.1 5.2 3.9 3.0 - - 4.5 31/2x51/2PSL .: 10.9 9.1 7.8 5.8 4.5 - -- - 3112x71/2PSL 14.5 12.2 10.4 7.8 6.0 - - - 31%2x9.1/2PSL 21.3 18.0 - 15.3 - - 11.6 8.9 - - - 3 1/2 x 11 7/8 PSL 26.6 22.4 19.1 14.3 11.0 -- - - 5114x51/4PSL . -. 26.6 23.5 20.8 152- `. 129 10.5 -. 8.6. - 7.3: 5 1/4 x 9 1/2 PSL 41.0 41.0 41.0 32.1 25.6 20.8 17.3 14.5 5114 x 117/6 PSL z 41.0 41.0 41.0 - 40,0 320-. 260 '-21.5 16:1 5 114 x 14 PSL 45.9 45.9 45.9 42.0 37.6 30.6 25.3 21.3 Jx912PSL X42.8 42.8 -- 428 42.8 428: -- 42.8 . 36.1 30.8 3118x6GL 12.4 10.0 8.2 5.8 - - - 3118x7A12131- 14.9 120 98 6.9 - - - - 31/8x9GL 17.9 14.4 11.8 8.3 - - - -- 31/8x10121211- -21.0 17.5 - .14.4 -10,1 31/8xl2GL 24.9 20.0 16.4 11.5 - - - -- :-"5.1/8x6.GL 41.1 -.36.7 32.0 23.9 18.1- '14.1 11.3 :; 9.2. 5 1/8 x 7 1/2 GL 51.4 45.9 40.0 29.9 22.7 17.6 14.1 11.5 5 118 x 9 GL 61.7 55.1 48.0 35.9 27.2 -21.2 16.9 13.8 51/8 x 101/2 GL 33.6 33.6 33.6 33.6 31.7 24.7 19.7 16.1 5.178 x 12 GL 82.2 73.4 64.1 47.8 36.3 28.2 22.5 18.4 6 314 x 6 GL 59.3 55.7 51.1 40.7 31.7 25.0 20.0 16.4 is 314x 7172 GL 77.0 74.1 70.2 :59.6` 48.1 385-. 312 -25.6°. 6 3/4 x 9 GL 92.4 88.9 84.2 71.5 57.7 46.3 37.4 30.8 63/4x101/2 GL -107.8 103.7 98.3 - B3.4 '67.4, 540 :'437 35.9. 6 3/4 x 12 GL 123.2 118.5 112.3 1 95.3 1 77.0 1 61.7 49.9 1 41.0 LOAD Q. = 1,16 Date: Sheet: 1'� a NBRACED HEIGHT OF POST. LE (1) POST 8 9 10 12 14 16 18 20 3112 x 31/2 PSL 7.2 6.1 5.2 3.9 3.0 - - 3112x5112PSL - 10.9 91'`'-7.8 5.8:' 4.5 - - - 3112x71/2PSL 14.5 12.2 10.4 7.8 6.0 -- - - 51/4x5'1/4PSL 126.6 23.5 `.206 16.2 12.9- 105 `,86 7.3'- 31/8x6 GL 12.6 10.1 8.3 5.8 -- - -- - 13118x7112GL -:---15.1 12.1' - 9.9 - -- 7.0- -. - - - 31/8 x9 GL 18.1 14.5 11.9 8.3 - - - - -31/8 x 10112 GL `: 22.0 - 17.7 14.4. 10.1 - -- - - 3 118 x 12 GL 25.2 20.2 165 11.6 -- - -- - . 5118 x6 GL 44.4 38.7 33.2 24.3 18.3 14.2 11.3 - 9.2 51/8 x 71/2 GL 55.5 48.4 41.4 304 22.9 17.7 14.1 11.5 51/8x9GL 66.7' 58.0 49.7. --.36.5 27.5. .21.3. - 17.0 13.8 5 118 x 10 1/2 GL 33.6 33.6 33.6 33.6 32.0 24.8 19.6 16.1 5 118 x 12 GL 88.9 77.4 66.3 48.6 36.6 28.4 -22.6 18.4" Date: Sheet: 1'� 0 ' 5mel- egudwn Key Project Name: Project #: Initials: Date: Sheet: 26 HOLLOW STEEL COLUMN AUOWABfESMFSSDESIGN COLUMN MARK: 61 LOADS' Trial Section Number. 53 j Hssax6xbf8 Loo Pn(k) PDL(k) ex (in) ey(in) Pexn Peyn Notes LEVELS A 0.00 0.00. 0.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - 1.00 C '0.00 0.00 - 0.00 - 0.00 30.36 D 0.00 0.00 - 0.00 - 0.00 LEVEL2 A "' 0,00 0.00 0.00 - 0,00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - fby[Fby c 0.00 0.00 - 0,00 - 0.00 0.00 D 0.00 0.00 - 0.00 - 0.00 LEVEL 1 A 33.00 12.80 3.00 - 99.00 - <- elev. (ft): 18.00 B 30.00 9.00 3.00 - 90.00 - 0.00 OK C 0.00 0.00 - 0.00 - 0.00 0.00 0 0.00 0.00 - 0.00 - 0.00 Trial Section Number. 53 j Hssax6xbf8 0.00 A: 11.7 in.2 SX: 18A In.s Sy'. 18A In,3 Ix: 55.1 In.4 ly. 55.1 In .4 W. 2.17 LEVEL 3... ry: 2.17 KUry: 0.00 Kc 1.00 30.36 Ky: 1.00 0.0 Fy: 46 ksi FOUNDATION Say. (ft): 0.00 0.00 63.00 COLUMN INTERAOTION1 KI/w. 0.00 Fbx: 30.36 ksi Fax: 0.0 ksi LEVEL 3... 27.60 ksl KUry: 0.00 Fby: 30.36 ksl Fey 0.0 I(Yrc 0.00 Fbx: 30.36 ksi Fax: 0.0 ksi Fa: 27.60 ksi KBry: 0.00 fbyfFby Fby: 30.36 ksi Fey: 0.0 ksl 0.00 0.00 Case P SPex Pay fafFa CmFbx... CmFby... fbx/Fbx fby[Fby H7-1 H1.2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 4 0110 0.00 0.00 0.00 (L00 0.00 0,00 0.00 0.00 0.00 CK LEVEL 2... KI/w. 0.00 Fbx: 30.36 ksi Fax: 0.0 ksi Fe: 27.60 ksl KUry: 0.00 Fby: 30.36 ksl Fey 0.0 ksi Case P SPe. Spay fafFa CmFbx... CmFby.., fbwFbx fbyfFby H7-1 H1-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK LEVEL I... IWrc 99.53 Fbx: 30.36 ksi Fax 15.1 ksi Fa: 14.48 ksl )Try: 99.53 Fby: 30.36 ksi Fey; 15.1 ksi Case P SPe. Spay fa/Fa CmFbx.. CmFby... fbx/Fbx ibyffby HI -I H1-2 1 63.00 189.00 0.00 0.37 0.00 0.53 0.00 0.34 0.90 0.53 OK 2 42.00 126.00 0.00 0.25 0.00 0,30 0.00 0.23 0.54 0.36 OK 3 63.00 189.00 0.00 0.37 0.00 0.53 0.00 0.34 0.90 0.53 OK 4 42.00 126.00 0.00 0.25 0.00 0.30 0.00 0.23 0.54 0.36 OK Cc: 111.6 Cm: 1.0 W=fA;iCNdIL-i-1 CASE P FUU M. U CASEY DL.e UWXWQS CASES OL. u`6da W YVQGS CASE4: GL.a UWXSYS S 'rojec ome: Project #: Initials: Date: Sheaf: Z� HOLLOW STEEL COLUMN ALLOWABLE S MESS DESIGN COLUMN MARKT C2 LOAOa: TOal Section Number. 53 LOAD PTL (k) PDL(k) ex (in) ey (in) Pam Peyn. Notes LEVEL 3 A 0.00 0.00 0.00 - 0.00 - elev. (1 0.00 B 0.00 0.00 0.00 - 0.00 - Kx: C 0.00 0.00 - 0.00 - 0.00 ksl D 0.00 0.00 Cm: 0.00 - 0.00 LEVEL2 A 0.00 0.00 0.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - 0.00 C 0.00 0.00 - 0.00 - 0.00 0.00 D 0.00 0.00 - 0.00 - 0.00 LEVEL 1 A 34.20 13.50 4.00 -- 138.80 - <- elev.(ft): 18.00 B 26.40 10.50 4.00 - 105.60 - TOal Section Number. 53 HSSBx8x618 0.00 A: 11.7 in.s Sx: 18.4 in.s Sy: 16.4 in.3 It $5.1 in.' ly: 66.1 in.4 m: 2.17 27.60 ry: 2.17 0.00 Kx: 1.00 ksi Ky: 1.00 ksi Py: 48 ksl Cm 111.8 Spey Cm: 1.0 CmFby... LEVEL 2 ... C 0.00 0.00 - 0.00 - 0.00 KVm. 0.00 D 0.00 0.00 - 0.00 - 0.00 Fa: 27.60 ksi FOUNDATION 0.00 60.60 30.36 ksi Fey: 0.0 ksi elev. (ft): 0.00 Spex Spey fa/Fa CmFbx... CmFby... fbx/Fbx fby/Fby 1-11-1 H7-2 COLUMN INTERACTION1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 LEVEL 3... 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Kum. 0.00 3 0.00 Fbx: 30.36 ksi Fax: 0.0 ksi Fa: 27.60 ksl KVry. 0.00 4 0.00 Fby: 30.36 ksi Fey: 0.0 ksi 0.00 0.00 0.00 Casa P SPev Spey fa/Fa CmFbx... CmFby... fbx/Fbx my/Fby 1-11-1 HI -2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK LEVEL 2 ... KVm. 0.00 Fbx: 30.36 ksi Fex: 0.0 ksi Fa: 27.60 ksi KVry: 0.00 Fhy: 30.36 ksi Fey: 0.0 ksi Case P Spex Spey fa/Fa CmFbx... CmFby... fbx/Fbx fby/Fby 1-11-1 H7-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK LEVEL 1 ... Kurt: 99.53 Fbx: 30.36 ksi Fex: 15.1 ksi Fa: 14.48 ksi KVry: 99.53 Fby: 30.36 ksi Fey: 15.1 kai Case P SPeA $Pay falFa CmFbx... CmFby... fbx/Fbx fby/Fby H7-1 1-11-2 1 60.60 242.40 0.00 0.36 0.00 0.66 0.00 0.43 1.02 0.62 OK 2 44.70 178.80 0.00 0.26 0.00 0.43 0.00 0.32 0.69 0.46 OK 3 60.60 242.40 0.00 0.36 0.00 0.66 0.00 0.43 1.02 0.62 OK 4 44.70 178.80 0.00 0.26 0.00 0.43 0.00 0.32 0.69 0.46 OK PLAN - TYPICAL COLUMN "SE1: F=U.0 DASEk OL41e0WLLaMXAKIS f:ASEa DL+W U,WyA USEQ M.LLWXe Y-AXES Pro jec Mame: Project #: Initials: Date: Sheet: �� _ HOLLOW STEEL COLUMN ALLO WA BLE a7RESS DESIGN COLUMN MARK: C.3 LOA. e: C D LoA PTL (k) PDL(k) ex (in) ey(In) Pam Peyn Notes LEVEL 3 A 0.00 0.00 0.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - - 0.00 - C 0.00 0.00 - 0.00 - 0.00 0.00 D 0.00 0.00 - 0.00 - 0.00 LEVEL 2 A 0.00 0.00 0.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - C D 0.00 0.00 0.00 0.00 - 0.00 - - 0.00 - 0.00 0.00 LEVEL 1 A 30.00 9.00 3.00 - 90.00 - <- elev. (ft): 18.00 B 30.00 9.00 3.00 - 90.00 - <- C 0.00 0.00 - 0.00 - 0.00 D 0.00 0.00 - 0.00 - 0.00 TOM Section Number. 120 HSS 9x6x1/2 60.00 A: 11.8 In .2 Sx. 25.5 In.' Sy: 18.1 In.3 Ix: 115 In.4 ly: 45.2 in.4 x 3.15 KOry: 0.00 ry: 1.97 30.36 Kx: 1.00 0.0 Ky: 1.00 KYm: 0.00 Fy: 48 ksi Ca 111.6 0.0 Cm: LO 27.60 kai FOUNDATION elev. (ft): 0.00 0.00 60.00 COLUMN INTERACTION: Fbx: 30.36 kal Fax: 0.0 ksi Fa: LEVEL 3... KOry: 0.00 Fby. 30.36 kai Fey: 0.0 kai KYm: 0.00 Case P Fbx: 30.36 ksi Fax: 0.0 ksi Fa: 27.60 kai Wry: 0.00 1 0.00 Fby: 30.36 ksl Fay: 0.0 ksi 0.00 0.00 Case P SPex Spay fafFa CmFbx... CmFby... fby/Fbx fby/Fby. 117-1 H7-2 1 0.00 D.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK LEVEL2... K90c 0.00 Fbx: 30.36 kal Fax: 0.0 ksi Fa: 27.60 ksi KOry: 0.00 Fby. 30.36 kai Fey: 0.0 kai Case P SPex Spey fa/Fa CmFbx... CmFby... fbYJFbx fby/Fby 111.1 111-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0D OK LEVEL 1 ... Kllm: 88.60 Fbx: 27.60 Ike! Fax: 31.7 ksi Fa: 12.45 kai K9ry: 109.42 Fby: 27.60 ksl Fey: 12.5 ksl Case P SPex Spey fa/Fa CmFbx... CmFby... fbx/Fbx fby/Fby 111.1 H1-2 .1 60.00 180.00 0.00 0.42 0.00 0.62 0.00 0.36 1.03 0.55 OK 2 39.00 117.00 0.00 0.27 0.00 0.32 0.00 0.23 0.59 0.36 OK 3 60.00 180.00 0.00 0.42 0.00 0.62 0.00 0.36 1.03 0.55 OK 4 39.00 117.00 0.00 0.27 0.00 0.32 0.00 0.23 0.59 0.36 OK PLAN - TYPICAL COLUMN CASE f: WLLOL�LL G1aE2 PL�uaYLL eVX-IWS WSEA OL�udYLL au YJWa CASE4: Dl.- 6UsUXS Y- S Prol e: Project q: Initials: Date: Sheet: �� HOLLOW STEEL COLUMN A OWASIESTRESSDESIGN COWMN MARK: C4 Trial Section Number. 39 j HSS4x4x114 LOAD PR (k) PDL(k) ex (in) ey(In) Pam PeyTL Notes LEVEL 3 A 0.00 0.00 0.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - elev. (ft): 0.00 C 0.00 0.00 - 0.00 - 0.00 30.36 D 0.00 0.00 - 0.00 - 0.00 LEVEL2 A 0.00 0.00 0.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 0.00 0.00 C O.DO 0.00 - 0.00 - X 0 Trial Section Number. 39 j HSS4x4x114 D 0.00 0.00 - 0.00 CTD. LEVEL 1 A 0.00 0.00 0.00 - elev. (ft): 10.00 B 2.30 0.80 .00 - 7.8 C 0.00 0.00 0.0 - 0.00 In.' D 2.30 0.80 0 - 8.90 FOUNDATION 0.00 4.60 ksl elev. (ft): 0.00 0.0 ksl Fa: Trial Section Number. 39 j HSS4x4x114 A: 3.37 in.2 Sx: 3.9 In.2 Sy: 3.9 in.3 Ix: 7.8 in.4 ly: 7.8 In.' rK 1.62 ry: 1.62 Kx: 1.00 Ky: Fy: <- Cc: Cm: COLUMN INTERACTION: LEVEL 3... ' KVrx: 0.00 Fox: 30.36 ksl Per. 0.0 ksl Fa: 27.60 ksl KVry: 0.00 Fby: 30.36 ksl Pay: 0,0 ksl Case P Spa. Spey falFa CmFbx-.. CmFby... fby/Fbx fby/Fby Ht -1 H1-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 4 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK LEVEL 2 ... KVnc 0.00 Fbx: 30.36 kai Fax: , 0.0 ksl Fe: 27.60 ksi KVry: 0.00 Fby: 30.36 ksl Fey: 0.0 ksl Case P spa. Spay fa/Fa CnnFbx... CmFby... fby/Fbx fbytfby H1-1 H7-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK LEVEL I... . KVix: 78.88 Fbx: 30.36 ksl Fax: 24.0 ksi Fe: 18.28 ksl KVry: 78.88 Fby: 30.38 ksl Fey: 24,0 ksi Case P Spa. SPey fa/Fa CmFbx... CmFby... fbx/Fbx fby/Fby H1-1 H1.2 1 4.60 6.90 6.90 0.07 0.06 0.06 0.06 0.06 0.20 0.17 oK 2 4.60 6.90 6.90 0.07 0.08 0.06 0.06 0.06 0.20 0.17 oK 3 4.60 8.90 6.90 0.07 0.08 0.06 0.06 0.06 0.20 0.17 oK 4 4.80 8.90 6.90 0.07 0.06 0.06 0.06 0.06 0.20 0.17 oK 1.00 46 ksl 111.6 1.0 IOW-un►4agAll K-1 kill, CASE1: FlUJ%.0 CASEY DL•u UWfXA CASES: DL -u JlaWY.Ws CASE4: OL•u UWIXSY-AXES Proje e: Project #: Initials: Date: Sheet: -O HOLLOW STEEL COLUMN COLUMN MARK: C5 LOADS: LEVEL 3 elev. (ft): 0.00 LEVEL 2 slay. (n): 0.00 LOAD Pn(k) PDL(k) A B 0.00 0.00 0.00 0.00 C 0.00 0.00 D 0.00 0.00 A 0.00 0.00 B 0.00 0.00 ex (in) ey (in) Pexn. Peyn. Notes 0.00 - 0.00 - 0.00 - 0.00 - - 0.00 - 0.00 - O.OQ - 0.00 0.00 - O.OD - 0.00 - 0.00 - C 0.00 0.00 - D 0.00 0.00 - 0.00 - 0.00 0.00 - 0.00 LEVEL 1 A 0.00 0.00 0.00 - elev. (ft); 18.00 B 0.00 0.00 0.00 - C 30.00 9.00 - 3.00 D 30.00 9.00 - 3.00 0.00 - 0.00 - - 90.00 <- - 90.00 <- S 1 S Trial Section Number. 120 HSS 9xbxl/2 60.00 A: 11.6 In.2 Sx: 25.5 in.s Sy: 18.1 in.3 Ix: 115 In.K ly: 45.2 In.' 1x: 3.15 ksi y. 1.97 ksi Kx 1.00 Ky: 1.00 Klw 0.00 Fy: 46 ksl Co: 111.6 0.0 Cm: 1.0 27.60 ksi FOUNDATION elev. (R): 0.00 0.00 60.00 COLUMN INTERACTION: KUx 0.00 Fbx: 30.36 ksl Per, LEVEL 3... ksi Fa: 27.60 ksi My: 0.00 Fby: 30.36 Klw 0.00 Fey: Fbx: 30.36 ksl Flex: 0.0 ksi Fa: 27.60 ksi My: 0.00 fafFa Fby: 30.36 ksi Fey: 0.0 ksl 1 Case P SPex Spey fa/Fa CmFbx.. CmFby... fbxffbx fby/Fby Ht -1 H7-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK LEVEL 2... KUx 0.00 Fbx: 30.36 ksl Per, 0.0 ksi Fa: 27.60 ksi My: 0.00 Fby: 30.36 ksl Fey: 0.0 ksl Case P SPe. SPey fafFa Cmfbx.. CmFby... fbxyFbx fby/Fby H1-1 Ht -2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 OLD 0.00 0.00 0.00 0.00 0.00 ox 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK LEVEL 1 ... Kllrx: 68.60 Fbx 27.60 ksi F'ex: 31.7 ksi Fa: 12.45 ksi Klly: 109.42 Fby: 27.60 ksi Pay: 12.5 ksi Case P 6Pex Spey falFa CmFbx... CmFby... fbx/Fbx fby/Fby 1-11-1 1-11-2 1 60.00 0.00 180.00 0.42 0.31 0.00 0.26 0.00 0.72 0.44 OK 2 60.00 O.OD 180.00 0.42 0.31 0.00 0.26 0.00 0.72 0.44 OR 3 39.00 0.00 117.00 0.27 0.19 0.00 0.17 0.00 0.46 0.29 OK 4 39.00 0.00 117.00 0.27 0.19 0.00 0.17 0.00 0.46 0.29 OK Iii/]G7il;sZinnym GsEi: Fuu DL.0 LASES DL.evE Uwx"$ LASES DL.u'tl UWYApa "set M.ei Uwx6y- s 'roi me: Project #: niti0ls: Dafe: Sheet: �1 HOLLOW STEEL COLUMN ALLOWABLE STRESS DESIGN COLUMN MARK: C6 LOAD.: c - Trial Section Number. 46 HSSSx5x318 LOAD PTL (k) PDL(k) ex (In) ey(in) Pam PayrL Notes LEVEL 3 A 0.00 0.00 0.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - 1.00 C 0.00 0.00 - 0.00 - 0.00 30.38 D 0.00 0.00 - 0.00 - 0.00 LEVEL 2 A 0.00 0.00 0.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - fby/Fby C 0.00 0.00 - 0.00 - 0.00 0.00 - D 0.00 0.00 -- 0.00 - 0.00 LEVEL 1 A 22.20 6.90 3.00 - 68.60 - elev. (ft): 10.00 B 8.00 3.00 3.00 - 24.00 - 0.00 ox c 0.00 0.00 - 0.00 - 0.00 0.00 D 0.00 0.00 - 0.00 - 0.00 c - Trial Section Number. 46 HSSSx5x318 ' A: 6.18 In.' Sx: 8.67 in.' Sy: 8.67 In.' Ix: 21.7 in.° ly: 21.7 in.4 M 1.87 LEVEL 3... ry: 1.87 Fby: Kx: 1.00 F'sy: Ky: 1.00 Fy: 46 ksi FOUNDATION elev. (ft): 0.00 0.00 30.20 COLUMN INTERACTION: Fbx: 30.36 ksi Fax 0.0 ksl Fa: LEVEL 3... Kilry: 0.00 Fby: 30.36 ksi F'sy: 0.0 ksi Kl/w. 0.00 Case P Fbx: 30.38 ksl Fax: D.0 ksi Fa: 27.60 ksi Kilry: 0.00 1 0.00 Fby: 30.36 ksi Fey: 0.0 ksi 0.00 0.00 Case P SPe. Spey falFa CmFbx... CmFby... fbx/Fbx fby/Fby 1-11-1 H1-2 1 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 O.OD 0.00 0.00 0.00 ox 4 O.DO 0.00 0.00 0.00 0.00 0.00 O.OD 0.00 0.00 0.00 OK LEVEL 2... Kilm: 0.00 Fbx: 30.36 ksi Fax 0.0 ksl Fa: 27.60 ksi Kilry: 0.00 Fby: 30.36 ksi F'sy: 0.0 ksi Case P SPe. SPey fa/Fa CmFbx... CmFby... fbx/Fbx fby/Fby H1-1 1-11-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ODD OK 2 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK LEVEL 1 ... Kefx: 64.04 Fbx 30.36 ksi F'ex: 36.4 ksl Fa: 20.68 ksl KIlry: 64.04 Fby: 30.36 ksi Fey! 36.4 ksl Case P SPex SPey falFa CmFbx.. CmFby... fbx/Fbx fby/Fby H7-0 H1-2 1 30.20 90.60 0.00 0.24 0.00 0.40 0.00 0.34 0.63 0.52 OK 2 25.20 75.60 0.00 0.20 0.00 0.32 0.00 0.29 0.52 0.43 Ox 3 30.20 90.60 0.00 0.24 0.00 0.40 0.00 0.34 0.63 0.52 OK 4 25.20 75.60 0.00 0.20 0.00 0.32 0.00 0.29 0.52 0.43 OK Cc. 111.6 Cm: 1.0 PLAN -TYPICAL COLUMN OASE1. FULLDL.LL CASEY M-- LLWXA S CASES M -v UwyA s CASE4. DL+a'e Uwxs YA s r e w PHBYPN1m.ULh& fOAIDGH Transverse Direction ICz=Rh= 1.03 (case l) Base pressure (qh) = 20.9 psf GCpi = +/-0.18 PAERLL8L i0 8ID38 Com. vmm- rrau Longitudinal Direction Edge Strip (a) End Zone (2a) Zone 2 length = Torsional loads me 25% of zones 1 -4. See code for loading diagram 11.8 it 23.6 ft 59.0 ft Wind Surface pressures lost) - use l0 nsf minimum for zones f plus 4 ana 3 plus o 1 Transverse Direction Longitudinal Direction 2 Perpendicular a = 26.6 deg Parallel 0 = Odeg Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.55 0.73 0.37 0.40 0.58 0.22 2 -0.10 0.08 -0.28 -0.69 -0.51 -0.87 3 -0.45 -0.27 -0.63 -0.37 -0.19 -0.55 4 -0.39 -0.21 -0.57 -0.29 -0.11 -0.47 5 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 IE 0.73 0.91 0.55 0.61 0.79 0.43 2E -0.19 -0.01-0.37 -1.07 -0.89 -1.25 3E -0.58 -0.40 -0.76 -0.53 -0.35 -0.71 4E -0.53 -0.35 -0.71 -0.43 -0.25 -0.61 Wind Surface pressures lost) - use l0 nsf minimum for zones f plus 4 ana 3 plus o 1 15.3 7.7 12.1 4.6 2 1.7 -5.8 -10.7 -18.2 3 -5.6 -13.1 -4.0 -11.5 4 -4.4 -11.9 -2.3 -9.8 5 -5.6 -13.2 -5.6 -13.2 6 -5.6 -13.2 -5.6 -13.2 IE 19.0 11.5 16.5 9.0 2E -0.2 -7.7 -18.6 -26.2 3E -8.5 -16.0 -7.3 -14.9 4E -7.4 -15.0 -5.2 -12.8 MWFRS Simple Diaphragm Pressures (psi) Transverse direction (normal to L) Interior Zone: Wall 19.7 psf Roof 7.3 psf End Zone: Wall 26.4 psf Roof 8.3 psf Longitudinal direction (parallel to L) Interior Zone: Wall 14.4 psf End Zone: Wall 21.8 psf Windward roof overhangs: 14.2 psf (upward) add to windward roof pressure Parapet Windward parapet: O.Opsf (GCpn=+1.8) Leeward parapet: O.Opsf (GCpn=-1.1) Project Name: Project #: Initials: Date: Sheef: �� 7�t V Wind Loads - Components & Cladding: Bulldinas h560' & Alternate design 60'<h<90' Kz= Kh (case 1) = 1.03 GCpi = +/.0.18 NOTE: If tributary area is greater than Base pressure (qh) = 20.9 psf a= 11.8 ft 700st, MWFRS pressure may be used. Minimum parapet height at building perimeter= 0.0 It Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Overhang Zone 2 Overhang Zone 3 Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 Parapet Roof Angle = 26.6 deg Type of roof= Gable GCp +/- GC pi Surface Pressure all Use input 10 sf 50 sf 100 sf 10 sf 50 sf I00 sf 20 sf 70 sf -1.08 -1.01 -0.98 -23 psf -21 psf -21 psf •22 psf -21 psf -1.88 -1.53 -1.38 -39 psf •32 psf -29 psf -36 ps -30 psf -2.78 -2.36 -2.18 -58 ps -49 psf -46 psi -54 psf 48 psf 0.68 0.54 0.48 14 psf 11 Psf 10 psf 13 psf I l ps -2.20 -2.20 -2.20 46 psf 46 psf 46 psf 46 psf 46 psf -3.70 -2.86 -2.50 -77 psf -60 ps -52 psf -70 psf -56 ps GC +/- GCVi Surface Pressure s - Use input 10 sf 100 sf 500 sf 10 sf I 100 sf I 500.Lf 20 sf 1 200 sf -1.28 -1.10 -0.98 -26.8 ps -23.1 ps -20.5 ps -25.7 psf •22.0 ps -1.58 •1.23 -0.98 -33.1 ps -25.7 psf •20.5 psf •30.8 psf' -23.4 ps 1.18 1.00 0.88 24.7 ps 21.0 psf 18.4 s 23.6 ps 19.9 ps qp- 0.0 psf CASE A = pressure towards building CASE B = pressure away from building 0 5 7 degrees and Monoslope 5 3 degrees © L Solid Parapet Pressure ]0 sf I 100 sf 1 500 sf ASE A : Interior zone : 0.0 psf 0.0 psf 0.0 psf Comer zone: 0.0 psf 0.0 ps 0.0 ps ASE B : Interior zone : 0.0 psf 0.0 psf 0.0 ps Comer zone: 0.0 psf 0.0 PSI 0.0 Pat Monoslope roofs 3° <0 5 10° D e. Sheet: 2 \Ajrn10 ff-E55ueE DIST FOD 2oNF----- NE = 24ft 21.gpa(: Project Name: Project #: Initials: Date: Sheet: 2/ 40V ` V-5e,5"E V19i12IOXMM1 -F1X 7-00?- Project onIE 14,4 ?SF Project Name: Project #: Initials: Date: Sheet: %`v Project Name: Project #: Initials: Date: Sheet: J�' Project Name: — o;act #: Initials: Dale: Sheet: 3� Project Name: Project #: Initials: Date: Sheet: v —]NLIOD FMCS Ck6C ULAT(DN Lt. F2 EA ($3pgF)fl3ft) t (26,4psF)(3f4-) = J,%J ptF (26,4?sF)(3R) t (C3p6f)(13F0 t (24,b4psF)(gft) = g05plF Tor�tt .Foxce : 42s1 t lOcK = 595 pi IF (7,3risF)(+ (iq,'PsF)(3Ft) Is4plF (q 7psf)(3Ft) i 1i�i 1 t I3fQ t (9,'7psF)(9FQ " 351 pl-F tll P7AL FC -,ICF— pl� A- `3SI �;IF Project Name: Project #: Initials: Date: Sheet: �\ V wD Fog's ACT emmo Awes G to A: N, -F Act, Etio Zogc Foaces) (596FIF)( Z7ei) �Ibl< — (6F+.)(ZbN)CIHF�} a f3.21� auo C ANT€pcko a ZOt � , SUN Ffi# NGTE� Q2 ZSU YL£ A -T WALL �y85pIP)(36ft) = 11K C -I&D G,, Crt-ne ..\oYt 7.oNe ) (y85 plq(33.5F-�-) = Ib,?y- GRto D,, CLNTEQ.FoYt Zooe) N15p,F)(yoFt) = I9,4I4, �7etn F ; CZTrmvmL 2co+�tE) N'95?lF)(3(pF6) 11,5 K Cp-Lp F: CS1teW;se 2aN£) CN85ptF) (�{SFt, � 21.8 K &1D G C-rNTS?\O? 2oNS) (N`65pIF)(45F6) = IWKY- ClakD 4 (EXT64dOZ lents) i�SptF) (21 Ft) = 12,5' 'roject Name: Project #: Initials: Date: Sheet: �2 w I O SOUTH ELEVATION 4 No -re', Avr-A to-T�lptcAi- FbcTv+ 4-iDsq ArzeA yo L. t4CYiTHD\NAI. WIND AGES Project Name: Project #:1 11 Initials: Date: Sheet: Lk� NERIMMI ..g - . G45E ONLI ENO SONE TV-OseuREii (2k5)( I6fi)( qF-+) tk C�tztp #3�y (I` lq ps�-)( 93)(2ort) = j2.yw lSt(�l0 {#5 Project Name: Project #: Initials: Date: Sheet: �� L N3,ed?% 10 Hlt<6q v� Project Name: Sheet: 4 _ \ L Rnnfarminnt is AR Sfnfae 2003 NEHRP Seismic Design Provisions Latitude = 43.5 Longitude = -111.483 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 0.768 Ss, Site Class B 1.0 0.236 S1, Site Class B Project Name: Project #: .Initials: Date: Sheet: A� SEISMIC WEIGHT CALCULATIONS Project: BYUI 8TH Grid: 1,2 Structural Weights Roof DL: 20 psf Roof LL: 50 psf Typical Floor DL: 20 psf Interior Wall: 5 psf Exterior Wall: 50 psf Structural Components Roof Weights Wall Tributary: 5 ft Roof Area: 18720 ft -2 Exterior Wall Length: 424 it Interior Wall Projected Area: 18720 ft"2 Snow Load Increase: 20.00% Snow Load Included if > 30 psf Weight Calculations Exterior Wall Weight: 106.00 kips Roof Weight: 561.60 kips Interior Wall Weight: 46.80 kips Misc: 70.00 kips Mise: 70 kips Upp. Brick Roof Weight: 784.40 kips Project Name: Project #: Initials: Date: Sheel: w SEISMIC LATERAL ANALYSIS x mlam&Waareuaaascode EaDrvmaDr tsremr roma Pmcedum PROJECT NAME: Grid 1,2 V:CsW Cr: Sos/(R/l): 0.117 Governs C,: S,1(RA)T: 0.052 (Max) C.: 0.5%/(RA): (Min, Srequal or greater than -6 and in Seismic Category E or F) Ca: 0.044Sm 1: 0.034 (Min) 1e(1604.5): 1.25 ap: 1 - Fa: 1.19 Seis. Use Group (1604.581816.2): 1 R: 8.5 F,; 1.93 Sets. Category(1616.3): C Ct 0.2 SDs: 0.6107 Site Class (1615.1.1): D ace (ult. strength): 0.052 So: 0.3033 Ss: 0.768 ace (service load): 0.036 T. 1.125 sec. Sf 0.238 0.61 WP Vbase: 40.7 k Level Ht (ft) Wt (k) wi x hl Lat. Story Story Shear (k) (elev.) Force(k) Shear (k) ASD Design Roof 10.00 785.0 7850.0 40.7 40.7 28.5 Totals: 785 7850 40.7 (Calculation per ASCE7-02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wlx Sum Fix Fpx Fpx ASD Design Roof 10.00 785.0 785.0 40.7 119.9 83.9 Project Name: Project #: Initials: Date: Sheet: Ac6 (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp=0.401eSo,w„ or 0.1w,a wall designed for the greater of ==>Fp: 0.31 Wp 0.22 Wp Fp=400Sosle or 280 plf min. anchorage and diaphragm tome =_> Fp: 305 pit 218 pit Fp=0.8Spslew„ min. anchorage and Hex. diaph. force (Cat C -F) __> Fp: 0.61 WP 0.44 W p or 280 pit =_> Fpmin: 280 pg 200 pit Project Name: Project #: Initials: Date: Sheet: Ac6 SEISMIC WEIGHT CALCULATIONS Project: BYUI 8TH Grid: A Structural Weights Roof DL: 20 psf Roof LL: 50 psf Typical Floor DL: 20 psf Interior Wall: 5 psf Exterior Wall: 50 psf Structural Components Roof Weights Wall Tributary: 5 It Roof Area: 3630 ft"2 Exterior Wall Length: 181 R Interior Wall Projected Area: 3630 ft^2 Misc: 0 kips Snow Load Increase: 20.00% Snow Load Included if> 30 psf Weight Calculations Exterior Wall Weight: 45.25 kips Roof Weight: 108.90 kips Interior Wall Weight: 9.08 kips Misc: 0.00 kips Roof Weight: 163.23 kips Sheet: p( SEISMIC LATERAL ANALYBIB 20091nfemafionN B.W1, eoBe EquHakMLafml Forty Piocatlun PROJECT NAME: GrldA v:Csw Ca: SDs/(R/I): 0.117 Governs Ca: SDI(RA)T: 0.052 (Max) Ca: 0.5S,1(R/I): (Min, S,equal or greeter than.6 and in Seismic Category E or F) C,: O.044SMI: 0.034 (Min) IE(1604.5): 1.25 ap: 1 F.: 1.19 Seis. Use Group (1604.5 81616.2): 1 R: 6.5 F,: 1.93 Sets. Category (1616.3): D Ct 0.2 Sgs. 0.6107 Site Class (1615.1.1): D - am (ult. strength): 0.052 SDI. 0.3033 Si. 0.788 am (service load): 0.036 T: 1.125 sec. SI: 0.236 =_> Fp: Wase: 8.8 k Level Ht. (tt) Wt. (k) w1 x hi Let Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 170.0 1700.0 8.8 8.8 6.2 Totals: 170 1700 8.8 (Calculation per ASCE7-02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 10.00 170.0 170.0 8.8 26.0 18.2 Project Name: Project #: Initials: Dale: Sheet: (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp=0.401ESmw,., or 0.1 w„ wall designed for the greater of =_> Fp: 0.31 Wp 0.22 Wp Fp=400SDslr or 280 pit min. anchorage and diaphragm force =_> Fp: 305 pIf 218 pIf Fp=0.8Sosl,ww min. anchorage and flex. diatok force (Cat C -F) __> Fp: 0.61 Wp 0.44 Wp or 280 pit =_> Fpmin: 280 pIf 200 pit Project Name: Project #: Initials: Dale: Sheet: F SEISMIC WEIGHT CALCULATIONS Project: BYUI 8TH Grid: B Structural Weights Roof DL: 20 psf Roof LL: 50 pat Snow Load Increase: 20.00 Typical Floor DL: 20 pat Interior Wall: 6 psf Snow Load Included if> 30 psf Exterior Wall: 50 psf Structural Components Roof Weights Wall Tributary: 4 ft Roof Area: 4630 W2 Weight Calculations Extedor Wall Weight: 12.00 kips Roof Weight: 138.90 kips Exterior Wall Length: 60 ft Interior Wall Weight: 11.58 kips Interior Wall Projected Area: 4630 ft"2 Misc: 0.00 kips Misc: 0 kips Roof Weight: 162.48 kips Sheaf: SEISMIC LATERAL ANALYSIS 20031nbm8fio al Bwbing Ca4e Equirebnf Labral hrre PmcaCun PROJECT NAME: Grid B V:CSW C,: Sos/(R/1): 0.117 Governs C,: S,AR/gT: 0.052 (Max) Ce: 0.5S1/(R/I): (Min, Slequal orgmaterthan.6 and in Seismic Category E or F) Ce: 0.044Sm 1: 0.034 (Min) 1,(1604.5): 1.25 ap:1 Fe: 1.19 Seis. Use Group (1604.5 & 1816.2): 1 R: 6.5 Fe: 1.83 Seis. Category (1616.3): D Ct 0.2 SDs: 0.6107 Site Class (1615.1.1): D am (uh. strength): 0.052 SDI: 0.3033 Ss: 0.768 am (service load): 0.036 T: 1.125 sec. SI: 0.236 =_> Fp: Vbase: 8.8 k Level Ht. (ft) WL (k) W9 x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.0D 170.0 1700.0 8.8 8.8 8.2 Totals: 170 1700 8.8 (Calculation per ASCE7-02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx ASD Design Roof 10.00 170.0 170.0 8.8 26.0 182 Project Name: Project #: Initials: Date: Sheet: 57- (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp=0.401ESWW.„ or 0. l ww wall designed for the greater of =_> Fp: 0.31 Wp 0.22 Wp Fp=400So81E or 280 pit min. anchorage and diaphragm Force =_> Fp: 305 plf 218 pit Fp=0.8SDsIEw,., min. anchorage and flex. diaph. force (Cat C -F) __> Fp: D.61 Wp 0.44 Wp or 280 plf =_> Fpmin: 280 plf 200 plf Project Name: Project #: Initials: Date: Sheet: 57- SEISMIC WEIGHT CALCULATIONS Project: BYUI 8TH Grid: C Structural Weights Roof DL: 20 psf Roof LL: 50 psf Typical Floor DL: 20 psf Interior Wall: 5 psf Exterior Wall: 50 psf Structural Components Roof Weights Wall Tributary: 4 ft Roof Area: 4323 W2 Exterior Wall Length: 20 ft Interior Wall Projected Area: 4323 ft"2 Misc: 9 kips Snow Load Increase: 20.00% Snow Load Included if> 30 psf Weight Calculations Exterior Wall Weight: 4.00 kips Roof Weight: 129.69 kips Interior Wall Weight: 10.81 kips Misc: 9.00 kips Brick above Roof Weight: 163.50 kips E � i Sheet: f BEIBMIC LATERAL ANALY21B Me Mb WOnel 9Oadlq COW £q..I. r la l Force Pr c . PROJECT NAME, Grid C V:CsW C.: Sop/(Rll): 0.117 Governs C,: Sed(R/I)T: 0.052 (Max) C,: 0.551/(R/1): (Min, S,equal orgreaterthan.e and In Seismic Category E or F) C,: 0.044Spsl: 0.034 (Min) I0604.5): 1.25 ap:1 Fe: 1.19 Sets. Use Group (1604.5 & 1616.2): 1 R: 8.5 FN 1.93 Sels. Category (1618.3): D Ct: 0.2 See 0.6107 Site Class (1815.1.1): D am (ult strength): 0.052 So: 0.3033 Ss: 0.768 ace (service load): 0.036 T: 1.125 sea SI: 0.236 =_> Fp: Vbase: 8.8 k Level Ht. (ft) Wt. (k) wi xhl LaL Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 170.0 1700.0 8.8 8.8 62 Totals: 170 1700 8.8 (Calculation per ASCE7-02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Flex Fpx ASD Design Roof 10.00 170.0 170.0 8.8 26.0 18.2 Project Name: Project #: Initials: Date: Sheet: �� (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp=0.40leSesw, or 0.1 w„ wall designed far the greater of ==> Fp: 0.31 Wp 0.22 Wp Fp=400Sos1E or 280 plf min. anchorage and diaphragm force =_> Fp: 305 pit 218 pit Fp=0.SSaslsww, min. anchorage and flex. dfaph. force (Cat C -F) __> Fp: 0.61 Wp 0.44 Wp or 280 pit ==> Fpmin: 280 pit 200 pif Project Name: Project #: Initials: Date: Sheet: �� 7L4 SEISMIC WEIGHT CALCULATIONS Project: SYLII 8TH Grid: D Structural Weights Roof DL: 20 psf Roof LL: 50 psf Typical Floor DL: 20 psf Interior Wall: 5 psf Exterior Wall: 50 psf Structural Components Snow Load Increase: 20.00% Snow Load Included If > 30 psf Roof Weights Weight Calculations Wall Tributary: 4 ft Exterior Wall Weight: 16.00 kips Roof Area: 4800 ft -2 Roof Weight: 144.00 kips Exterior Wall Length: 80 ft Interior Wall Weight: 12.00 kips Interior Wall Projected Area: 4800 ft^2 Use: 12.00 kips Misc: 12 kips Brick above Roof Weight: 184.00 kips Project Name: Project #: Initials: Dafe: Sheet: S-7 2 SEIBMIc LATERAL ANALYam 2003Inhmaponal auiW�np Code £,u+ W Lateral Force Pm .. PROJECT NAME, Grldo V:Csw Ce: Spa/(R/I): 0.117 Governs Ce: SMR/l)T: 0.052 (Max) Ca: 0.5S,1(R/1): (Min, S,equal a greater than.8 and in Seismic Category E or F) Ce: 0.044SDS I: 0.034 (Min) 15(1604.5): 1.25 ap: 1 Fe: 1.19 Sets. Use Group (1604.5 8 1616.2): 1 R: 6.5 Fr 1.93 Sets. Category (1616.3): D Ct: 0.2 SDS: 0.6107 Site Class (1615.1.1): D am (ult strength): 0.052 Sa: 0.3033 SS: 0.768 am (service load): 0.036 T: 1.125 sec. S,: 0:236 =_> Fp: Vbase: 9.9 k Level Ht. (ft) WL (k) wt x hi Let Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 190.0 1900.0 9.9 9.9 6.9 Totals: 190 1900 9.9 (Calculation perASCE7-02 Section 9.5.5.4) Dlaohreom Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx ASD Design Roof 10.00 190.0 190.0 9.9 29.0 20.3 Project Name: Project #:. Initials: Date: Sheaf: �� (Calculation per IBC 1620) Elemental Pressure (UlBmate) (ASD) Fp=0.401ESDSww or 0. l w„ wall designed for the greater of ==>Fp: 0.31 Wp 0.22 Wp Fp=400SDSIE or 280 plf min. anchorage and diaphragm torte =_> Fp: 305 pit 218 pit Fp=0.SSDsIEw,,, min. anchorage and f/ex. diaph. force (Cat C -F) __> Fp: 0.61 Wp 0.44 Wp or 280 pit =_> Fpmin: 280 pif 200 pit Project Name: Project #:. Initials: Date: Sheaf: �� SEISMIC WEIGHT CALCULATIONS Project: BYLII 8TH Grid: E Structural Weights Roof DL: 20 psf Roof LL: 50 psf Snow Load Increase: 20.00 Typical Floor DL: 20 psf Interior Wall: 5 psf Snow Load Included if > 30 psf Exterior Wall: 50 psf Structural Components Roof Weights Weight Calculations Wall Tributary: 4 R Exterior Wall Weight: 18.00 kips \� Roof Area: 4200 W2 Roof Weight: 126.00 kips Exterior Well Length: so it Interior Wall Weight: 10.50 kips Interior Wall Projected Area: 4200 11"2 Misc: 20.00 kips Misc: 20 kips Brick above Roof Weight: 174.50 kips 'roject Name: Pro'ect #: Initials: Date: Sheet: SEISMIC LATERAL ANALYSIS 30D31n:emelionelauiMing CpEe EW MhM lehnl Force Prvtttlun PROJECT NAME: Grid E V:CsW CF S,,/(RA): 0.117 Governs Cs: S,V(R/l)T: 0.052 (Max) C,: 0.5%/(R/l): (Min, Slequal or greater than.6 and in Seismic Category E or F) Cs: 0.044S,,1: 0.034 (Min) 1a(1604.5): 1.25 ap: t F,: 1.19 Seis. Use Group (1804.5 816182): 1 R: 6.5 F,: 1.93 Sets. Category (1818.3): D Ct 0.2 Sos: 0.6107 Site Class (1615.1.1): D am (ult strength): 0.052 SDG 0.3033 Ss: 0.768 am (service load): 0.036 T: 1.125 no. Sr: 0.236 =_> Fp: Vbase: 9.3 k Level Ht. (ft) Wt. (k) wi xhl Let Story Story Shear (k) (elay.) Force (k) Shear (k) ASD Design Roof 10.00 180.0 1800.0 9.3 9.3 6.5 Totals: 180 1800 9.3 (Calculation per ASCE?-02 Section 9.5.5.4) Diaohraam Lateral Load Distribution Level Flt. (ft) Wt. (k) Sum Wix Sum Fix Fpx Fpx, ASD Design Roof 10.00 180.0 180.0 9.3 27.5 192 Project Name: Project #: Initials: Date: Sheet: r5� (Calculation per IBC 1620) Elemental Pressure (UlOmate) (ASD) Fp=0.401s9Dsw,„ or O,1w, wall designed for the greater of =_> Fp: 0.31 VYp 0.22 Wp Fp=400Sosls or 280 plf min. anchorage and diaphregm force =_> Fp: 305 ptf 218 pit Fp=D.6Soskw„ min. anchorage and Hex. diaph. force (Cat C -F) __> Fp: 0.61 Wp 0.44 Wp or 280 pit ==> Fpmin: 280 pit 200 pit Project Name: Project #: Initials: Date: Sheet: r5� -CZ i SEISMIC WEIGHT CALCULATIONS Project: BYDI STH Grid: F Structural Weights Roof DL: 20 psf Roof LL: 50 psf Typical Floor DL: 20 psf Interior Wall: 5 psf Exterior Well: 50 psf Structural Components Snow Load Increase: 20.00 Snow Load Included if> 30 psf Roof Weights Weight Calculations Wall Tributary: 4 it Exterior Wall Weight: 18.00 kips Roof Area: 5400 ft^2 Roof Weight: 162.00 kips Exterior Wall Length: 90 it Interior Wall Weight: 13.50 kips Interior Wall Projected Area: 5400 d^2 Misc: 27.00 kips Misc: 27 kips Brick above Roof Weight: 220.50 kips Project Name: Project #: Initials: Date: Sheet: �� SEISMIC LATERAL ANALYSIS 1003 rnfemeMf gvWing CDCH EgvNMWCtfSRr Face Pm .. PROJECT NAME: Grid v:CSW Ca: Ses/(Rtl): 0.117 Govems Ca: Sq/(R1l)T: 0.052 (Max) C,: 0.5SI/(R/1): (Min, Srequal or greater than.6 and in Seismic Category E or F) Ca: 0.044Sos 1: 0.034 (Min) IE(1B04.5): 1.25 air 1 Fe: 1.19 Sets. Use Group (1604.5 81816.2): 1 R: 6.5 F; 1.93 Sets. Category (1618.3): D Ct 0.2 SDS: 0.6107 Site Class (1815.1.1): D acc (ult strength): 0.052 Sq: 0.3033 SS: 0.768 am (service load): 0.036 T: 1.125 sec. S:: 0.238 =_> Fp: Vbase: 11,7 k Level HL (R) Wt. (k) wl x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 225.0 2260.0 11.7 11.7 8.2 Totals: 225 2250 11.7 (Calculation per ASCE7-02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wlx Sum Fix Fpx Fox ASD Design Roof 10.00 225.0 - 225.0 11.7 34.4 24.0 Sheet: Project Name: project #: Initials: Dale: I O (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp=0,401ESDSw.,, or 0.1 we wall designed for the greater of =_> Fp: 0.31 Wp 0.22 Wp Fp =400Soa1E or 280 plf min, anchorage and diaphragm force =_> Fp: 305 pit 218 pit Fp=0.8SM'Ew1 min. anchorage and gex. diaph. force (Cat GF) __> Fp: 0.61 Wp 0.44 Wp or 280 pit =_> Fpmin: 280 pif 200 pit Sheet: Project Name: project #: Initials: Dale: I O SEISMIC WEIGHT CALCULATIONS Project: BYUI 8TH Grid: G Structural Weights Roof DL: 20 psf Roof LL: 50 psf Typical Floor DL: 20 psf Interior Wall: 5 psf Exterior Wall: 50 psf Structural Components Snow Load Increase: 20.00% Snow Load Included if > 30 psf Roof Welghts Weight Calculations Wall Tributary: 4 It Exterior Wall Weight: 18.00 kips Roof Area: 5400 11-2 Roof Weight: 162.00 kips Exterior Wall Length: 90 R Interior Wall Weight: 13.50 kips Interior Wall Projected Area: 5400 ft -2 Misc: 27.00 kips Mise: 27 kips Brick above Roof Weight: 220.50 kips Project Name: Project #: Initials: Date: Sheel: r_ SEISMIC LATERAL ANALYSIS 3WB IMemarional BWM, cotl Egaiwknl Labral Face Piecedun PROJECT NAME: Grid V:CsW Cv S,./(R/Q: 0.117 Governs Ca: S,,/(R/l)T: 0.052 (Max) Ca: 0.5S,1(RA): (Min, S,equal orgreaterthan.6 and in Seismic Category E or F) Ca: 0.044Sos I: 0.034 (Min) Is(1604.5): 1.25 ap: 1 Fa: 1.19 Sets. Use Group (1604.5 8 1816.2): 1 R: 6.5 1 1.93 Sets. Category (7878.3): D Ct 0.2 Sm: 0.6107 Site Class (1615.1.1): D am (ult. strength): 0.052 So: 0.3033 Ss: 0.768 am (service load): 0.036 T: 1.125 sec. SI: 0.236 =_> Fp: Vbase: 11.9 k Level HL (ft) Wt. (k) wi x hl Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 230.0 2300.0 11.9 11.9 8.4 Totals: 230 2300 11.9 (Calculation per ASCE?-02 Section 9.5.5.4) Dlaahmam Lateral Load Distribution Level Hl. (ft) WL (k) Sum wix Sum Fix Fox Fpx, ASD Design Roof 10.00 230.0 230.0 11.9 35.1 24.6 Project Name: Project #: Initials: Dale: Sheet: b2 (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp=0.401sSmww or 0. l wa wall designed for the greater of =_> Fp: 0.31 Wp 0.22 Wp Fp=400SmII, or 280 pit min. anchorage and diaphragm force =_> Fp: 305 plf 218 pit Fp zl)S%aI,w.,„ min. anchorage and Rex. diaph. force (Cat C -F) __> Fp: 0.61 Wp 0.44 Wp or 280 pit =_> Fpmin: 280 pif 200 pit Project Name: Project #: Initials: Dale: Sheet: b2 N SEISMIC WEIGHT CALCULATIONS Project: BYUI 8TH Grid: H Structural Weights Roof DL: 20 psf Roof LL: 60 psf Typical Floor DL: 20 psf Interior Wall: 6 psf Exterior Wall: 60 psf Structural Components Snow Load Increase: 20.00% Snow Load Included if > 30 psf Roof Weights Weight Calculations Wall Tributary: 4 ft Exterior Wall Weight: 8.00 kips Roof Area: 2400 ft"2 Roof Weight: 72.00 kips Exterior Wall Length: 40 ft Interior Well Weight: 6.00 kips Interior Wall Projected Area: 2400 ft"2 Misc: 12.00 kips Misc: 12 kips Brick above Roof Weight: 98.00 kips ProjectProject Nome Project #: Initials: Date: Sheet: 6� o y_� SEISMIC LATERAL ANALYSIS q.1-hfe L.0 jlevi P COCe EqulvabM Lebnl fres Pm[,0un PROJECT NAMEt Grid H V:CsW C,: SDs/(R/I): 0.117 Governs C,: Sod(R/I)T: 0.052 (Max) C,: O.SSt/(RA): (Min, Stequalorgmaterthan.6 and in Seismic Category E or F) C,: 0.044Sos 1: 0.034 (Min) IE(1604.5): 1.25 Sp: 1 - F,: 1.19 Sets. Use Group (1604.581618.2): 1 R: 8.5 F,: 1.93 Sele. Category (1618.3): D Ct 0.2 Sos: 0.6107 Site Class (1615.1.1): D acc (uit strength): 0.052 Sc: 0.3033 Ss: 0.768 am (service load): 0.036 T: 1.125 sec. St: 0.236 =_> Fp: Vbass: 5.2 k Level Ht. (ft) WL (k) wl x hl Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 100.0 1000.0 5.2 5.2 3.6 Totals: 100 1000 5.2 (Calculation per ASCE7-02 Section 9.5.5.4) Dlaohraam Lateral Load Distribution Level HL (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx ASD Design Roof 10.00 100.0 100.0 5.2 15.3 10.7 (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp 4.401ESMw,w or 0.1w, wall designed for the greater of =_> Fp: 0.31 Wp 0.22 Wp Fp=400SosIE or 280 plf min. anchorage and diaphragm force =_> Fp: 305 pit 218 plf Fp=0SScSIEww, min. anchorage and flex. diaph. force (Cat Cf) __> Fp: 0.61 Wp 0.44 Wp or 280 pit =_> Fpmin: 280 plf 200 pif 6.2 K Cs) L'7K (w b 14.NK(w) v -b- ,;Is , K Cs) ,;Is 1t (w) $,IY- v.Q 45KCs) � 21,kK Lw) Project Nome: Project #:Initials: Date: Sheet: ey OO 13,Sk. CW) giHbl r I app - Mrs. I'7�5K(W) ZA 6i+�F— ii AU, —V—SU '2LAN Project Name: Project #: Initials: Dale: Sheet: i SHEARWALL SCHEDULE 1. WALL STUDS SHALL BE SPACED AT I6.O.C. MAXIMUM. 2. ANCHOR SOUS TO FOUNDATION SHALL BE EMBEDDED 7INCHES INTO CONCRETE. E%PANSION BOLTS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR SUB STEPDOWN) PER GENERAL STRUCTURAL NOTES. 3. A MINIMUM OF 2 ANCHOR BOLTS SHALL 8E USED ON EACH SOLE PLATE PIECE PROVIDE 1 ANCHOR BOLT MINIMUM WRHIN B INCHES OF EACH ENO OF EACH PIECE 4. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEAR WALL$ UNLESS NOTED OTHERWISE ON PUNS OR DETAILS. 5. BLOCK ALL PANEL SCENE WHERE INDICATED ON SCHEDULE. EDGE NAIL SHEATHING AT BLOCKED EDGES. SEE TYPICAL SHEARWALL CONSTRUCTION DETAIL S. ELEVATED SHEAR WALLS TO BE FRAMED OVER DOUBLE JOIST OR SOLID BLOCKING UNLESS NOTED OTHERWISE 7. FOR N$' TO 301' THICK FLOOR SHEATHING 3 V4• (MIN) LONG NAILS SHALL BE USED. FOR ]M' TO 1 V8 THICK FLOOR SHEATHING 3I? (MIN) LONG NAILS SHALL BE USED. 8. V LONG SCREWS SHALL ENGAGE BOTH PLATES, AND FRAMING BELOW 9. PRESSURE TREATED DOUGLAS FIR SHALL BE USED WHERE IN CONTACT WITH CONCRETE 10. NUTS SHALL BE SECURELY FASTENED AGAINST SOLE PLATE. HOWEVER, NUT AND WASHER SHALL NOT BE RECESSED INTO SILL PLATE. H. ALL NUTS SHALL HAVE &TOx 2 x 2 PLATE WASHERS. BOTTOM MARK SHEATHINGMATERIAL EDGENAILING FIELDNAIUNG PLATEATTACHMENT A 7116' O.S.B. BLOCKED ONE 85 AT W O.C. 84 AT 12.0. C. B' e• D0. AB AT 48.O.C. 610E OF WALL 160 STAGGERED AT 51? O.C. J B.'Yigi ]/16'OSB>BLOCKED ME, ;. ILL AT4 D,C.1.J MATiroc. -DIA AS AT4XUCi SICECF WALL 154STAGGEREDATVO.0 711V O.S.B. BLOCKED ONE SNB' DIA. AB. AT iT O.C. C 810E OF WALL FRAMING AT PANEL L GES ANE SHALL OR WAT FO.C. WAT 12'0 C. 16d STAGGERED AT T O C. 9Y DIA A.6 AT 14'O CI ••. 0- 1015. 0 S S. BLOCKED ONE '- SdAtTO.C.-- 6a AT IT 0C SIDECFWALLFTJAMINGAT - ADJOINING PANEL, EDGES 1W STAGGERED AT T O C. SHALL. BE!'(2GX OR 3%• - 7116'O.S.B. BLOCKED ONE 5r$'DIAAB. AT34.O.C.MJZ) ShLPLATES E SIDE OF WALL FRAMING AT WATTOC. BE AT 12'GO. SOB114'xB'SIMPSONSCREWS ®SGC, ADJOINING PANEL EDGES SHALL BE" (HM OR 3X (2)U SILL PLATES mans B. BL ED BbTH" SIDES OF WALLOFFSET 59' OU A B. AT 2W 0A..1(2)2a SILL PLATES VERTICAL PANEL JOINTS TO BB, FALL ON DIFFERENT $TUDS. Btl ATVOC 64 AT 4T0C AT ADJOINING PANEL EDGES - SOSII4 ' SIMPSON SCREWS' SHALL -. BE '-(2) 2 MOR 3X� 711W O.S.B. BLOCKED BOTH SIa DIA. A.B. AT 2T Ox .1 (2) h SILL PLATES SIDES OF WALL, OFFSET CC VERTICAL PANEL JOINTS TO FALL ON DIFFERENT STUDS, WAT 3'O.C. UAT 12' OZ. AT ADJOINING PANEL EDGES SDS V4'x6• SIMPSON SCREWS SHALL BE 3X OR 4% 4Y)C, (2)2x SILL PLATES ]l16'QS,B: BLOCKED. BOTH SDEBOF WALL OFFSETVEWICALPANEC - .591 Pik KB, AT 17' O C..1 R) 2i SILL PLATES. UO JOINTS TO FALLM DIWERENTSTWS - BE AT 2'O.C. BJ AT 12"04. FRNAING AT AD DNING SM'14? ' SIMP30tt $CREWS PANELEDGESSHALLSE 3pC ✓i0+$ILL PLATES 3%OR4K 'WHEN OBL 2S STUDS ARE USED, STUDS $HALL BE FACE NAILED TOGETHER WITH 16E NAILS AT3' D C STAGGERED ^WHEN D8L U STUDS ARE USED, STUDS SHALL BE FACE NAILED TOGETHER WITH 164 NAILS AT 2' O.C. STAGGERED Cap 8elsmlC 260 plf 364 pK 350 IN 490 plf 490 pN 686 pB 600 pN 840 plf 640 pK 896 pH 760 plf 1064 pI 980 pN. 1372 p8 12WPN 1792 p8 Proider hme: Project #:r=fsheet b1 1- BTO Ry WOOD BH EARWALL LINE: A LINE, B Lateral Force: 13800 pit Lateral Force: 17000 pif Tdb. Length: 1 it Trib. Length: 1 It Leas due to geometry: 0 Ib Less due to geometry 0 Ib p: 1.00 p: 1.00 Total Wall Length: 29 ft Total Well Length; 57 ft Short Well Length: 14.5 ft Short Well Length: 57 it Wall Height: 14 11 Wall Height 33 R Roof DL: 20 psf Roof DL: 20 psf Trib. Width: 4 it Trib. Width: 4 If Wall Weight: 10 psf Wall Weight: 10 psf DL factor. 0.60 DI -factor. 0.60 Force: 13800 Ib Wall Force: 17000 Ib Wall Shear, V: 476 pit B Shear, V: 298 pif B Total O.T.M: 193200 Wlb Total O.T.M: 561000 ft'Ib Short Wall O.T.M: 96600 ft -lb Short Wall O.T.M: 561000 ft -lb Short Wall Ma: 23127.5 fi Strap Short Wail Me: 666045 ft'lb Strap Uplift: 5705 Ib HDQB Uplift: 2831 Ib PHD2 LINE: C LINEr D Lateral Force: 16200 pit Lateral Force: 19400 pit Trib. Length: 1 It Trib. Length: 1 ft Less due to geometry: 0 Ib Less due to geometry: 0 Ib p: 1.00 p: 1.00 Total Wall Length: 64 ft Total Wall Length: 64 it Short Wall Length: 32 It Short Wall Length: 32 it Wall Height: 18 It Wall Height 18 It Roof DL: 20 psf Roof DL: 20 psf Trib. Width: 3 R Trib. Width: 3 it Wall Weight: 10 psf Wall Weight: 10 psf DL factor. 0.60 DL factor. 0.60 Force: 16200 Ib Wall Force: 19400 to Wall Shear, V: 253 pit B Shear, V: 303 pif b Total O.T.M: 259200 ft -lb Total O.T.M: 310400 ft'lb Short Wall O.T.M: 129600 fCib Short Wall O.T.M: 155200 ft -lb Short Wall Ma: 112640 ft -lb Strap Short Wall Ms: 112640 ft'lb Strap Uplift: 1938 Ib PHD2 Uplift 2738 Ib PHD2 LINEr E LINEI F Lateral Force: 18000 plf Lateral Force: 21800 pit Trib. Length: i It Trib. Length: 1 it Less due to geometry: 0 Ib Less due to geometry 0 Ib p: 1.00 p: 1.00 Total Wall Length: 40 ft Total Wall Length: 38 it Short Wall Length: 20 it Short Wall Length: e it Wall Height: 18 it Wall Height 12 it Roof DL: 20 psf Roof DL: 20 pat Trib. Width: 4 It Trib. Width: 4 It Wall Weight: 10 psf Well Weight: 10 par OL factor: 0.60 DL factor. 0.60 Force: 18000 Ib Wall Force: 21800 to Wall Shear, V: 460 pit B Shear, V: 574 pit BB Total O.T.M: 268000 ft'Ib Total O.T.M: 261600 ft'Ib Short Well O.T.M: 144000 ft -lb Short Wall O.T.M: 55073.684 ft -lb Short Wall Ma: 48000 ft -lb Strap Short Wall Ma: 6400 ft'lb Slap Uplift: 5760 Ib HDDa Uplift 6404 Ib HDD8 Projedl e: Project At: Initials: Date: Sheet: bw I- STORY WOOD SHEARWALL UNE: G LINE: H Lateral Force: 21800 pit Lateral Force: 14000 pit Trib. Length: 1 ft Trib. Length: 1 it Less due to geometry: 0 Ib Less due to geometry: 0 Ib p: 1.00 p: 1.00 Total Well Length: 49 ft Total Wall Length: 40 it Short Wall Length: 9 ft Short Wall Length: 11 It Wall Height: 14 it Well Height 17 ft Roof DL: 20 pat Roof OL: 20 psf Trib. Width: 4 it Trib. Width: 4 It Wall Weight 10 psf Wall Weight: 10 psf DL factor. 0.60 DL factor. 0.60 Force: 21800 Ib Wall Force: 14000 Ib Wall Shear, V: 445 pit C Shear, V: 350 pit B Total DT.M: 305200 ftlb Total O.T.M: 238000 ft9b Short Wall O.T.M: 56057.143 11.11, Short Well O.T.M: 65450 ft`lb Short Wall Mn: 8910 ft -lb Strap Short Wall Ma: 15125 ftlb Strap Uplift: 5635 Ib 141508 Uplift: 5126 Ib HUDe LINE, 1$2 LINE. 354 Lateral Force: 7000 pit Lateral Force: 13000 pit Trib. Length: 1 it Trib. Length: 1 ft Less due to geometry: 0 Ib Less due to geometry 0 Ib p: 1.00 p: 1.00 Total Wall Length: 17 ft Total Well Length: 80 it Short Wall Length: 17 it Short Wall Length: 15 it Wall Height: 8 ft Wall Height 19 R Roof DL: 10 psf Roof DL: 5 psf Tdb. Width: 10 ft Trib. Width: 40 it Wall Weight: 10 psf Wall Weight: 0 psf DL factor: 0.60 DL factor: 0.60 Force: 7000 Ib Wall Force: 13000 Ib Wall Shear, V: 412 pit B Shear, V: 163 pit g Total O.T.M: 56000 Wit, Total O.T.M: 247000 ft9b Short Wall O.T.M: 56000 ft -lb Short Wall O.T.M: 46312.5 frlb Short WeII Ma: 26010 ft'lb Strap Short Wall MR: 22500 ftlb Strap Uplift: 2376 Ib PH02 Uplift: 2188 Ib PHD2 LINE, 5 LINE, NA Lateral Force: 2000 pit Lateral Force: 0 pit Trib. Length: 1 it Trib. Length: 1 ft Less due to geometry: 0 Ib Less due to geometry: 0 Ib p : 1.00 p: 1.00 Total Wall Length: 16 it Total WeII Length: 38 ft Short Wall Length: 7 It Short Wall Length: 19 it Wall Height 12 It Well Height: 12 ft Roof DL: 10 psf Roof DL 20 psf Tdb. Width: 4 If Trib. Width: 4 ft Wall Weight 10 pat Wall Weight 10 psf DL factor: 0.60 DL factor: 0.60 Force: 2000 Ib Wall Farce: 0 Ib Wall Shear, V: 125 pit B Shear, V: 0 pit NA Total O.T.M: 24000 flb Total O.T.M: 0 ftlb Short Wall O.T.M: 10500 ft'Ib Short Wall O.T.M: 0 fllb Short Wall MR: 3920 ft'Ib Strap Short WeII MR: 36100 flb Strap Uplift 1164 Ib PHD2 Uplift 0 Ib NA Projeel"l"We: Project #: Initials: Date: Sheet: A,, �. All Weather Gear: MicrollantI LVL with Watershed"'Stability Overlay You tic chanhws to yourjeb rite- But you can bT{ng one impoatant r. sooner( tkati do erred to vera Haver any stormf .... ' Like water off a duck's back. Trus )ors! s proprietary { Watershed' a vday pretects Microllanty LVL aiiairst cupping and s%vlhng. Watershed' is a ho -density density overlay that !my be applied to Microilarrit LVL sanvkcdrrcei at ovr eartan, aryl x chern plants. This rexin-impregnated meilay beads to the wood Heneer, creating a bonier to misture. When cornbined with a wax sealant on the er-a and edger, it produces a protective layer 11ke ro other. Our Wstershel' merlay prnmotes dimensional stability and prctects Mcrollama LVL horn the elements throughout the cone.ruction Phase. So newest Microlfama LA with Watenhed' orerby for your net project and beasused that yovr enefneered lumber ill." consistent from start to finish. For rnoreinformation on TrusJoist's please contact }our Trus)ofA represonta&c, 1.9E Mkrollitftv6 LVL Allowf"o 6ssleji Strossss [lW'd Wail Daratlae] lh.rrm<c4ln cf dxvcrg v .116,7°i•p,1 M1iad„b, ei do ucty F 1.9•IN pf Lmun7tr`e F, - t,iSi pGk ;emrfmkn pe'pa J. br to 6rNn F, -TS3 FO; Cn<yxmknpvlkl toprfn Fr -2,i 17 p! p,niki b bran F, -26i rt 111 far 12' arpea F.r<nt ver, nubp if MY t a itrn 21 r, hu 6aan n+..und x 1A, ;t th, whm< W.b cf I<rgd<cHsh ,nJ thkln n,. � pF isstwuFd€orci)v. am: ++ 10,V L9E Mlctaainnatt° LVL AliowxLltla Deslfht Aro73erfles rlg D% Laall Duttttton3 tionara& hsstutxpliotss for Mlerollatnts LVL • lxud vp panr,gnred,t knsnq„d za'<o-<vstc mannan. • Prrsg krgu„o,a bad<nrls:rclame LSY.Iw,Ms,bc., cl TEilpc. • fb anF•v. +71 m<v6c.. T19' cni k,, b 1pe. a.a rnbl.k,d ea ,mrvsnun.-0dbdk n err bp!'. L6k,. p{a 4-7 Innis wJu Lm.p,r. i b.x<a-lemcrmh;ads • IS', 13', e..d se' kawau r<r•r<.ndaF7a p7R. fro pa6. ? T tv �w4y�4-.vm,b bco'+::.en.raar. - arlgiRcprsy mat r6' -;a. 1,130 21 2.t :.sy _ jll} Fd 3.7 }/7ii IIS t.T ), Ifa 12i ad 1, ,WM15VT-ffr-T-r47-T-rf�r ),747 2tl 5.7 }F50 221 tl 467» Ito 7.1 5,327 547 9.2 tJFS til 7.2 ter 4,6+T I,itl Irl ' ver "br 'F f Project Name: Project #: Initials: Date: Sheet 10 w (;Fho�o DEyU•�N C -9 -In 3, �Ll Daprh CW Itib) = 13 Y- c,ovsel-s Gof-� foRIWF (MAK LF--N(l-rH = 55F{) W c 157 Plf j'i1rjY,'EN� = W L'' (K7ils�)z� 70,')oq lb- 1�t --_ CNoe-a Fo�cc �o,?rJg _ �2�s5 !S 155 -Tv-1 (z) 1314 x 7.'tW �-vL Ft^ = 1ps CjnS)c7,15)(11� J=allow : 13,eoo - 512,3 psi' Is55psi QF- 2s1a t,F (4 } 131q x W,4 LVL Foy f3ii-A4 Nast® CAp,4c.Ml a (I botbjCl•6�= 16016/nst71 1,3 000 oe 35 5p5'I txaYz /b© - --- oa s®s `JKx 3YZ. c�a<<Nj = (1.r9j(zwoi agy� Project Name: Project #: Initials: Dale: Sheet: 11 C"t. t) v esE G t+1 DQ At, r i K 9UE MOmr-wT c ( a , Z41, qoO 11,ft 8' CHo2,D K? Rte? ;.3 30 F k Fk=Cs75)c i.6) (1,5) I IR6 psi C;5)CSS� = Si25i(�� AL, -ow = (`6r75g( 1116!Vsi) _ MOF - % eX,� IL ACS (2) 10 (-nz Cop GN6w-P �%Mt-S ; (toolbInail)( 1.6) = f601b(nut'l Q'YJIb r50 ttlhl:®�i �Ei2 S�st.1G�' �91Y�E 1W -- w- -� Project Name: Project #: Initials: Date: Sheet: ,� Project Name: Project #: Initials: Dale: •Sheet: 1-� w RoO� VIAPINaAYl'1 Ck41ALATION Shear. 22.tF , IFbplF �— �3Pr� each sji4e III Fk MAX Cvftwrtot-� 61?-iD F BASF- L VaIbLj= Z;-S+o1F 7 g3loIF �7K I l5E 1932 W� Ioa Jtcti(5 G "O.t, PE Ibd .0. lZ"O C. Z?F r wIloa Y" 0. C, & �FOund"� . shear :--2L _ 166 ff /— Zts F N2iR usE Ha sHcoiN 'Fob Clan) F Project Name: Project #: Initials: Date: Sheet: 1 =W- W = ISI fl -f Tat, = 50 Ft 7700 %b Date: Sheet: 7VZA'5� OVEVMV QIVIO( pLC vLATtorJ5 N+gmR = 0 = (2-700)( 5gFt) r fio,o l(�) - Fg (SG) F� < $sco Fbs OF Tota/ lrI1F¢ lar down SC 5;ehT BErWFEW-rVLVSrj;5 IN [S -he -et Project Name: Pro'ecl #: Initials: Date: eet: leaf '), Wkw ; of is ROOF : tb Ft WALL l Fb RODF ; 25f WA L4 ; S" 6OFfy' WAru, : 10 NO -M- . WF2,0 Ml iJ (PER ClemELH Refolet) paoF : Irb WALL IOtAn VAMOO LOAD$ Project Name: Project #: Initials: Date: Sheet: _-FlFZ........- tJorE: WF[, VVF21... _ 6oK CmasspoNn To Z =__ = ACMAt, Ams. ------- ---' ------- ---_-_ F3 ,n �2 leaf '), Wkw ; of is ROOF : tb Ft WALL l Fb RODF ; 25f WA L4 ; S" 6OFfy' WAru, : 10 NO -M- . WF2,0 Ml iJ (PER ClemELH Refolet) paoF : Irb WALL IOtAn VAMOO LOAD$ Project Name: Project #: Initials: Date: Sheet: FOOTING & FOUNDATION Allowable Soil Bearing Pressure: 2000 psf STRIP FOOTING MARK: WF1 Load Tributary Total Load (plo: Foundallon Width (ft) Roof: 60 psf 16 ft 1360 0.680 Wall: 50 psf 8 ft Floor: 0 psf 0 ft Misc: 0 psf 0 ft WF1 USE: 2.00 ft Wide STRIP FOOTING MARK: WF2 WF2 USE: 2.50 ft Wide STRIP FOOTING MARK: WF3 Total Load (plo: Foundation Width (ft) 4560 2.28 Load Tribute Roof: 60 psf 60 ft Wall: 50 psf 6 ft Floor: 60 psf 8 ft Misc: 10 psf 18 ft WF2 USE: 2.50 ft Wide STRIP FOOTING MARK: WF3 Total Load (plo: Foundation Width (ft) 4560 2.28 WF3 USE: 2.00 ft Wide Dale: Sheet. -7 p� Load Tributary Total Load (pu: Foundation Width (ft) Roof: 60 psf 4 ft 3080 1.55 Wall: 50 psf 57 ft Floor: 0 psf 0 ft Misc: 0 psf 0 ft WF3 USE: 2.00 ft Wide Dale: Sheet. -7 p� SPREAD FOOTING FOOTING MARK: F1 Vertical Loads: PDL (k): 10 PLL (k): 30 Pu (k): 65.0 FOOTING DIMENSIONS: Short(ft): 5 Long (ft): 5 Vol. (yds): 0.93 Footing Depth: Depth of Steel : d (in): STEEL IN LONG DIRECTION: U long (ft): 2.29 Mu (k -ft): 6.83 As req(in'tit): 0.18 STEEL IN SHORT DIRECTION: C short (ft): 2.29 Mu (k -ft): 6.B3 As req(!WM): 0.18 Moments: Properties: MOL(k-ft):0 COLI (in):5 Qr: 0.85 MLL (k -ft): 0 COL.W (in): 5 ca (pso: 2000 MU (k -ft): 0 Pc (psi): 2500 Qe: 1.00 fy (psi): 60000 e (ft): 0.00 Punching Vc(psi): 170.0 Lit. Ratio: 1.63 Wide Bm Vc (psi): 85.0 qu (pso: 3250 gmaz(pso: 2600 Ok gmin (pst): 2600 12 in Wide Sm Shear Cap. (Ibfin)> Shear Force (lbin) 8.50 in 722.5 > 343.1 OK Punching Shear Resistance (k) > Applied Force (k) 78.0 > 60.9 OK of(pso: 2600 bar size: 4 area of bar. 0.2 b dia: 0.5 No. of bars: 5 bar size: 4 area of bar. 0.2 b dia: 0.5 No. of bars: 5 Check p p: 0.0018 Min p: 0.0033 Max p: 0.0134 Use p: 0.0024 Less than pmax, Ok Check p P: 0.0018 Min p: 0.0033 Max p: 0.0134 Use p: 0.0024 Less than pmax, Ok DEVELOPMENT LENGTH OF LONG AND SHORT STEEL: Ld (in): 24.0 Greatest Ld: 24.0 Ld (in): 12 Available Ld: 30 Ld (in): 12 Ok b dia: 0.5 _t TE Projec ame: Project #: Initials: Date: Sheet: �b SPREAD FOOTING FOOTING MARKT F2 Vertical Loads: PDL (k): 20 PLL (k): 46 Pu (k): 106.2 FOOTING DIMENSIONS: Short (ft): 6 Long (ft): 6 Vol. (yd'): 1.56 Footing Depth: Depth of Steel : If (in): STEEL IN LONG DIRECTION: U long (ft): 2.75 Mu (k -ft): 11.15 As req(in2/It): 0.24 STEEL IN SHORT DIRECTIONI U short (ft): 2.75 Mu (k -ft): 11.15 As req(In2/ t): 0.24 Momenta: Properges: MOL(k-ft):0 COL.L(in):6 pl: 0.85 MLL (k -ft): 0 COL.W (in): 6 qa (psf): 2000 MU(k-ft):0 Pc(psi): 2500 B�: 1.00 fy (psi): 60000 e (ft): 0.00 Punching Vc (psi): 170.0 U8. Ratio: 1.61 Wide Bm Vc (psi): 85.0 qu (psf): 3218 gmex(psf): 2950 Ok gmin (psf): 2950 14 In Wide Bm Shear Cap. (Ibhn) I Shear Force (Ibrin) 10.50 in 892.5 > 460.9 OK Punching Shear Resistance (k)> Applied Force (k) 117.8 > 100.1 OK of (psf): 2950 bar size: 4 area of bar: 0.2 b dia: 0.5 No. of bars: 8 bar size: 4 area of bar: 0.2 b dia: 0.5 No. of bars: 8 Check p P: 0.0019 Min p: 0.0033 Max p: 0.0134 Use p: 0.0026 Less than pmax, Ok Check p P: 0.0019 Min p: 0.0033 Max p: 0.0134 Use p: 0.0026 Less than prnax, Ok DEVELOPMENT LENGTH OF LONG AND SHORT STEEL: Ld(in): 24.0 Greatest Ld: 24.0 Lot (in): 12 Available Ld: 36 Ld (in): 12 Ok b dia: 0.5 Project Name: Project #: Initials: Date: Sheet: SPREAD FOOTING FOOTING MARK: F3 Vertical Loads: PDL (k): 10 PLL (k): 20 Pu (k): 48.0 FOOTING DIMENSIONS$ Short (ft): 5 Long (ft): 5 Vol. (yd'): D.93 Moments: MDL (k -ft): 0 MILL (k -ft): 0 MU (k -ft): 0 Punching Vc (psi): 170.0 Wide Bm Vc (psi): 85.0 Footing Depth: 12 in Depth of Steel; d (in): 8.50 in Properties: COLL(in): a p,: 0.85 COL.W (in): 6 qa (psf): 2000 fc (psi): 2500 ��: 1,00 fy (psi): 60000 e (ft): 0.00 UIL Ratio: 1.60 qu (pso: 3200 gmax(psot 1920 Ok gmin (psf): 1920 Wide Bm Shear Cap. (lbrin) > Shear Force (lbhn) 722.5 > 246.7 OK Punching Shear Resistance (k) > Applied Force (k) 83.8 > 43.3 OK STEEL IN LONG DIRECTION: Check L' long (ft): 2.25 of (psf): 1920 p: 0.0013 Mu (k -ft): 4.86 bar size: 4 Min p: 0.0033 As nK(in2/fQ: 0.13 area of bar: 0.2 Max p: 0.0134 b dia: 0.5 Use p: 0.0017 No. of bars: 4 Less than Amax, Ok STEEL IN SHORT DIRECTIONS L'short (ft): 2.25 bar size: 4 Check p Mu (k -ft): 4.86 area of bar. 0.2 p: 0.0013 As req(in2Rt): 0.13 b dia: 0.5 Min p: 0.0033 No. of bars: 4 Max p: 0.0134 Use p: 0.0017 Less than pmax, Ok DEVELOPMENT LENGTH OF LONG AND SHORT STEEL: Ld (in): 24.0 Greatest Ld: 24.0 Ld (in): 12 Available Ld: 30 Ld (in): 12 Ok b dia: 0.5 Proj e: Project q: Initials: Dote: Sheet: � '.���toY� st+E�+cL �ounroartpeJ fir-, ligj�__ �7cT'G12'A�Z 1"OUtaphTl044� ZD' MAII-FUAIM `v,y 5X5 FOOTIN�1 AT E -Mo oartNti �%" SXSxI :25rO-%Oo cf 37� Ib 5+IE. Wt = 1,5' X SA-ft�- 45 • Ilopcf=5W lb VISE F (!5 1 w ALL LocrrlcqS Project Name: - Project #: Initials: Dale: u SEISMIC WEIGHT CALCULATIONS Project: BYUI 8TH Grid: E Structural Weights Roof DL: 20 psf Roof LL: 50 psf Snow Load Increase: 20.00% Typical Floor DL: 20 psf Interior Wall: 5 psf Snow Load Included if > 30 psf Exterior Wall: 50 psf Structural Components Roof Weights Weight Calculations Wall Tributary: 4 ft Exterior Wall Weight: 18.00 kips Roof Area: 4200 ft -2 Roof Weight: 126.00 kips Exterior Wall Length: 90 ft Interior Wall Weight: 70.50 kips Interior Wall Projected Area: 4200 fM2 Misc: 20.00 kips �\ Misc: 20 kips Brick above Roof Weight: 174.50 kips Project Name: Project #: Initials: Date: Sheet: �� SEISMIC LATERAL ANALYSIS BCn]Inlenelionel eviHinB Ntla Equiwbnt terenl Farce Puctivn PROJECT NAME: Grid E V:cSw C,: SW(wp: 0.117 Governs C,: SoJ(R/I)T: 0.052 (Max) (UlBmate) C,; 0.5SI/(R/Q: (Min,$,equal or greater than.6 wall designed for the greater of =_> Fp; 0.31 Wp and in Seismic Category E or F) Fp=40OSoslE or 260 plt min. anchorage and diaphragm force Cs: 0.0445oe 1: 0.034 (Min) IE(1604.5): 1.25 ap:1 F,: 1.19 Seis. Use Group (1604.5 & 1616.2): 1 R: 6.5 F,: 1.93 Seis. Category (1616.3); D Cl: 0.2 Sc,: 0.6107 Site Class (1815.1.1); D am (ult. strength): 0.052 Sor 0.3033 Ss: 0.768 acc (service load): 0.036 T: 1.125 sec. SI: 0.236 Wase: 9.3 k Level Ht. (ft) Wt. (k) wi x hl Let Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 180.0 1800.0 9.3 9.3 6.5 Totals: 180 1800 9.3 (Calculation per ASCE7.02 Section 9.5.5.4) Dlaohraam Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx ASD Design Roof 10.00 180.0 180.0 9.3 27.5 19.2 Project Name: Project #: Initials: Date: Sheet 5 (Calculation per IBC 1620) Elemental Pressure (UlBmate) (ASD) Fp=0.401,%w„ or 0.1 w„ wall designed for the greater of =_> Fp; 0.31 Wp 0.22 Wp Fp=40OSoslE or 260 plt min. anchorage and diaphragm force =_> Fp: 305 pit 218 pit Fp=O.BSoslEww, min, anchorage and Oex. diaph. force (Cat C -F) __> Fp: 0.61 Wp 0.44 Wp or 280 pit =_> Fpmin: 280 pit 200 pit Project Name: Project #: Initials: Date: Sheet 5 SEISMIC WEIGHT CALCULATIONS Project: BVUI 8TH Grid: F Structural Weights Roof DL: 20 psf Roof LL: 50 psf Snow Load Increase: 20.00% Typical Floor DL: 20 psf Interior Wall: a psf Snow Load Included 9> 30 psf Exterior Well: 50 psf Structural Components Roof Weights Weight Calculations Wall Tributary: 4 R Exterior Wall Weight: 18.00 kips Roof Area: 5400 W2 Roof Weight: 182.00 kips Exterior Wall Length: 90 0 Interior Wall Weight: 13.50 kips Interior Wall Projected Area: 5400 ft -2 Misc: 27.00 kips Misc: 27 kips Brick above Roof Weight: 220.50 kips Project Name: Project #: Initials: Date: Sheet: 14 SEISMIC LATERAL ANALYSIS 20021nfemefwnel a Wing COCe O;o 4MLe WForte P,oce . PROJECT NAME: Grid F V:Csw C.: Sc,/(wl): 0,117 Governs Ce: So,/(R/I)T: 0.052 (Max) C,: OSS,/(R/p: (Min, Slequal or greater than.6 and in Seismic Category E or F) C,: 0.044Sps 1: 0.034 (Min) 1e(16(14.5): 1.25 ap: 1 Fa: 1.19 Sets. Use Group (1604.5 S 1616.2): 1 R: 6.5 Fv: 1.93 Sets. Category (1816.3): D Ct 0.2 Sas: 0.6107 Site Class (1615.1.1): D ax (ult. strength): 0.052 Sp: 0.3033 Ss: 0.768 am (service load): 0.036 T: 1.125 sec. St: 0.236 �> Fp: Vbase: 11.7 k Level HL (ft) Wt. (k) wi x hl Let Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10,00 225.0 2260.0 11.7 11.7 8,2 Totals: 225 2250 11.7 (Calculation per ASCE7-02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fox Fpx, ASD Design Roof 10.00 225.0 225.0 11.7 34.4 24.0 Project Name: Project #: Initials: Date: Sheet: / O (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp=0.401eSoaw., or 0.1w.,, wall designed for the greater of =_> Fp: 0.31 Wp 0,22 Wp Fp =400Soals or 280 plf min. anchorage and diaphragm force �> Fp: 305 pit 218 pit Fp =OSSmisw.„ min. anchorage and flex. diaph. force (Cat OF) __> Fp: 0,61 Wp 0.44 Wp or 280 pit =_> Fpmin: 280 pill 200 pill Project Name: Project #: Initials: Date: Sheet: / O SEISMIC WEIGHT CALCULAT113NS Project: BYUI 8TH Grid: G Structural Weights Roof DL: 20 psf Roof LL: 50 psf Snow Load Increase: 20.00% Typical Floor DL: 20 psf Interior Wall: 5 psi Snow Load Included if > 30 psf Exterior Wall: 50 psf Structural Components Roof Weights Weight Calculations Wall Tributary: 4 ft Exterior Wall Weight: 18.00 kips Roof Area: 5400 ft -2 Roof Weight: 162.00 kips Exterior Wall Length: 90 It Interior Wall Weight: 13.50 kips Interior Wall Projected Area: 5400 ft^2 Misc: 27.00 kips Mise: 27 kips Brick above Roof Weight: 220.50 kips Project Name: Project #: - Initials: Date: Sheet: r SEISMIC LATERAL ANALYSIS M31ntamaiG;al BviWinp CWe Equivaknl Lahml Forte Pmcedum PROJECT NAME: Grid G v:Csw Ca: Sor/(R/I): 0.117 Governs Ca: Sod(R/I)T: 0.052 (Max) Ca: 0.5SI1(R/I): (Min, Slequal or greater than.e and in Seismic Category E or F) Ca: 0.044Sm 1: 0.034 (Min) 1,(1604.5): 1.25 ap: 1 Fa: 1.79 Seis. Use Group (1604.5 & 7616.2): 1 R: 8.5 F,: 1.93 Seis. Category (161e.3): D Ct: 0.2 Sps: 0.6107 Site Class (1875.1.7): D am(u0. strength): 0.052 Sq: 0.3033 Ss: 0.768 am (service load): 0.038 T: 1.125 sec. S{ 0.236 =_> Fp: Vbase: 11.9k Level Ht. (ft) Wt. (k) wl x hi Let. Story Story Shear (k) (olov.) Force (k) Shear (k) ASD Design Roof 10.00 230.0 2300.0 11.9 11.9 8.4 Totals: 230 2300 11.9 (Calculation per ASCE7-02 Section 9.5.5.4) Diaohraom Lateral Load Distribution Level Ht. (R) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 10.00 230.0 230.0 11.9 35.1 24.6 Project Name: Project #: Initials: Date: Sheel: �2 (Calculation per IBC 1620) Elemental Pressure (UOimate) (ASD) Fp=0.401ESosw.a.or 0.1w„ wall designed for the greater of =_> Fp: 0.31 Wp 0.22 Wp Fp=400SoSIE or 280 plf min. anchorage and diaphragm force =_> Fp: 305 plf 218 pit Fp=0.8SoslEww min. anchorage and flex. diaph. force (Cat C -F) __> Fp: 0.61 Wp 0.44 Wp or 280 plf =_> Fpmin: 280 plf 200 plf Project Name: Project #: Initials: Date: Sheel: �2 SEISMIC WEIGHT CALCULATIONS Project: BYUI 8TH Grid: H Structural Weights Roof DL: 20 psf Roof LL: 60 psf Typical Floor DL: 20 psi Interior Wall: 8 psf Exterior Wall: 60 psf Structural Components Roof Weights Wall Tributary: 4 ft Roof Area: 2400 W2 Exterior Wall Length: 40 ft Interior Wall Projected Area: 2400 ftA2 Mise: 12 kips Snow Load Increase: 20.00% Snow Load Included if > 30 psf Weight Calculations Exterior Wall Weight: 8.00 kips Roof Weight: 72.00 kips Interior Wall Weight: 6.00 kips Misc: 12.00 kips Brick above Roof Weight: 98.00 kips Project Name: Project #: Initials: Date: Sheet: 6� SEISMIC LATERAL ANALYSIS 2003 /memaeorW Bu dit CoOe E9ulrebnf Labral Forts Pmcetlan PROJECT NAME: Grid H V:Csw Ca: SDs/(R/1): 0.117 Govems Ca: SDAR/I)T: 0.052 (Max) O.5Sr/(R/I): (Min, Slequal or greater than .6 and in Seismic Category E or F) C,: 0.044Sosl: 0.034 (Min) Is(1604.5): 1.25 ap: 1 F,: 1.19 Seis. Use Group (1604.5 & 1616.2): 1 R: 6.5 F,: 1.93 Sells. Category (1616.3): D Ck 0.2 SDs: 0.6107 Site Class (1615.1.1): D am (u8. strength): 0.052 SDF 0.3033 Ss: 0.768 acc (service load): 0.038 T. 1.125 sec. Sr: 0.236 ==> Fp: Vbase: 5.2 k Level Ht. (ft) WL (k) wl x hl Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 10.00 _ 100.0 1000.0 5.2 5.2 3.6 Totals: 100 1000 5.2 (Calculation per ASCE7-02 Section 9.5.5.4) Diaphragm Lateral Load Distribution Level HL (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 10.00 100.0 100.0 5.2 15.3 10.7 Project Name: Project #: Initials: Dale: Sheet: b,` (Calculation per IBC 1620) Elemental Pressure (Ultimate) (ASD) Fp=0.401aSDsw„ or 0.1w„ wall designed forthe greaterof ==> Fp: 0.31 Wp 0.22 Wp Fp=400SDSIs or 280 pif min. anchorage and diaphragm force ==> Fp: 305 plf 218 pif Fp=0.8SoSlaw„ min, anchorage and flex. diaph. force (Cat C -F) ==> Fp: 0.61 Win 0.44 Wp or 280 pif ==> Fpmin: 280 pif 200 pit Project Name: Project #: Initials: Dale: Sheet: b,` Note: 5' Seismic, ILI Iia LL2 6,2K CS) K loi:$KCw) 6.2 K (S) n 11 K (w) /V 6,2kc5} n 16,tM cw) L� 11AYK(w) 6,SKCS} n FS, Itw) at.9'KCw) Lr� `dSi C 21 ?vK Cw) 61 3.6K (5) n r Project Name: Project #: Initials: Date: Sheet: b CJI1 1-7. -S. V. (v,) E 61ilklL WAY, V=S4 ?6&W--- i- I Project Name. Project #: r!7�� SHEARWALL SCHEDULE 1. WALL STUDS SHALL BE SPACEDAT IWD.C. MAXIMUM. 2. ANCHOR BOLTS TO FOUNDATION SHALL BE EMBEDDED 71NCHES IMO CONCRETE. EXPANSION BOLTS MAY BE USED AT INTERIOR WALL$ (AWAY FROM EDGE OF SLAB OR SLAB STEPDOWN) PER GENERAL STRUCTURALNOTES. 3. A MINIMUM OF 2 ANCHOR BOLTS SHALL BE USED ON EACH SOLE PLATE PIECE. PROVIDE 1 ANCHOR BOLT MINIMUM WITHIN B INCHES OF EACH END OF EACH PIECE 4. PROVIDE FULL HEIGHT DOUBLE STUDS AT ENDS OF SHEAR WALLS UNLESS NOTED OTHERWISE ON PLANS OR DETAILS. S. SLOCKALL PANEL EDGES WHERE INDICATED ON SCHEDULE EDGE NAIL SHEATHING AT BLOCKED EDGES. SEE TYPICAL SHEARWALL CONSTRUCTION DETAIL B. ELEVATED SHEAR WALLS TO BE FRAMED OVER DOUBLE JOIST OR SOLID BLOCKING UNLESS NOTED OTHERWISE T. FOR 5I B' TO 3/P THICK FLOOR SHEATHING 3IAV (MIN) LONG NAILS SHALL BE USED. FOR PB' TO I W THICK FLOOR SHEATHING 312' (MIN) LONG NAILS SHALL BE USED. B. B' LONG SCREWS SHALL ENGAGE BOTH PIATES, AND FRAMING BELOW B. PRESSURE TREATED DOUGLAS FIR SHALL BE USED WHERE IN CONTACT WITH CONCRETE. 10. NUTS SHALL BE SECURELY FASTENED AGAINST SOLE PLATE. HOWEVER, NUT AND WASHER SHALL NOT BE RECESSED INTO SILL PLATE, 11. ALL NUTS SHALL HAVE NIB x2 x 2 PLATE WASHERS. BOTTOM MARK SHEATHING MATERIAL EDGENAJUNG FIELD NAILING PLATEATTACHMENT A T/IW O.B.B. BLOCKED ONE Bd AT 6- O.C. 9E AT IT OC. SAF IWA.B.AT4B'O.C. SIDE OF WALL ISE STAGGERED AT 51? O.C. B. _. "WO.SB,BLOCKEDONE WAT".0-', `' Bd AT12'OL-.:. `W'DIA AB.AT,AZOP.. •... IWSTAGGEREDAT4'O.0 �. �:. SIDEOFWALL - 7116' 0 SA. BLOCKED ONE 510' DIA A.B. AT 1T O.C. C SIDE OF WALL FRAMING AT 6B 1STAGGERED AT 3- GO ADJOINING PANEL GES SHALL BE PANE ORS% C. SE AT TO 04 AT IZ'OC. ST' DLA. AK ATW O C. D' 7116' OJ S. SLCGHED ONE' BIATYOC.':" BEAT 1760 - SiDE 1NALl FPA1WNGAT "''/Y .. N 3 ST +W STAGGERED ATTOO E "dLNX0113X SHALL BE"3V%0R 9% SHALL .. 7115' O S.B. BLOCKED ONE SS' DIA. Ae. AT M' OZ. W (2) a SILL PLATES E SIDE OF WALL FRAMING AT Bd AT T OC. Btl AT It D.C. ADJOINING PANEL EDGES SDSVd'x6' SIMPSON SCREWS arm SHALL BE ^R)2F OR 3% (2)h SILL PLATES - 7/15'6S'9`9LC' ' EDSOTH o- •: SIDES OF WALL, OFFSET 5R' DIA. AS AT 2T O C. W(2)2x SILL PLATES VERTICAL PANEL JOINTS TO - - - BB FALL 04 DIFFERENT ST UOS. . Rd AT4'OC:-- 60 AT 1Y O. C: AT ADJOINING PANEL EDGES $DSV4W SIMPSON SCREWS SHALL - BE -(2] - .. ZKOP 3% .. - .. 5'OC, (2121SLLL PLATES. 7/10' O.S.B. BLOCKED BOTH WB' DIA A B. AT R' OZ. M (2) 21 SILL PLATES SIDES OF WALL, OFFSET CC VERTICAL PANEL JOINTS TO FALL ON DIFFERENT STUDS. BE AT 3'OC, Btl AT 1T O.C. AT ADJOINING PANEL EDGES SD91/PW SIMPSON SCREWS SHALL BE IX OR 4X TOO, (2)2x SILL PLATES ,.. 711e os.B. eLoc,EO ,. B0TH SIDESOF WALL _ OFFSETVERT I -PANEL - 3d' DIA AB, AT I T 0 C W I2)'M SILL PLATES CC JOINTS TO FAIL ON : - DIFFEREMSTUOS LNAT2'OC BEATIYOG -. FRAMING AT ADJOINING SDSIAW SIMPSOA*CREWS ®, PANEL RE Hyde .J, LLf�TES- 3%OH dS% 'WHEN DBL Y]( STIDB ARE USE., STUDS SHALL BE FACE NAILED TOGETHER WITH 16E NAIL9 AT 9 04 STAGGERED 'NVHEN DBL 2X STUDS ARE USED. STUDS SHALL BE FACE NAILED TOGETHER WITH 1Ba NAILS AT 2.O.C. STAGGERED Capacity SBis.w 260 ON 364 pH 350 pH 490 pit 490 pH 666 pH 600 pH 640 pH 64D pH 696 pH 760 pH 1064 pH 960 pH 1372 pH 1260 pH 1792 PH ProidtT' bme: Project #: Initials: Date: Sheet: b1 i- STORY WOOD SHEARWALL LINE: A LINEI B Lateral Force: 13800 pit Lateral Force: 17000 pit Trib. Length: 1 it Trib. Length: 1 it Less due to geometry: 0 Ib Less due to geometry: 0 Ib p: 1.00 p; 1.00 Total Wall Length: 29 ft Total Well Length: 57 It Short Wall Length: 14.5 It Short Wall Length: 57 If Wall Height: 14 it Wall Height: 33 ft Roof OL: 20 psf Roof DL: 20 pat Trib. Width: 4 it Trib. Width: 4 It Wall Weight 10 psf Wall Weight: 10 psf DL factor. 0.60 DL factor. 0.60 Force: 13800 Ib Wall Forte: 17000 Ib Wall Shear, V: 476 pit B Shear, V: 298 pit B Total O.T.M: 193200 Trib Total O.T.M: 561000 ft -lb Short Wall O.T.M: 96600 ft1b Short Wall O.T.M: 561000 ft -lb Short Wall Me: 23127.5 frib Strap Short Wall Ma: 866045 1111) Strap Uplift 5705 ib HD08 Uplift 2831 Ib PHD2 LINE: C LINE: D Lateral Farce: 16200 pit Lateral Force: 19400 pit Trib. Length: 1 it Trib. Length: 1 ft Less due to geometry: 0 Ib Less due to geometry: 0 Ib p: 1.00 p: 1.00 Total Wall Length: 64 ft Total Wall Length: 64 If Short Wall Length: 32 R Short Wall Length: 32 ft Wall Height: 18 R Wall Height: 16 it Roof DL: 20 psf Roof DL: 20 psf Trib. Width: 3 it Trib. Width: 3 If Wall Weight: 10 psf Wall Weight 10 psf DL factor: 0.60 DL factor. 0.60 Force: 16200 Ib Wall Force: 19400 Ib Wall Shear, V: 253 pit B Shear, V: 303 pit b Total O.T.M: 259200 ft1b Total O.T.M: 310400 ft'Ib Short Wall O.T.M: 129600 ft1b Short Wall O.T,M: 155200 fllb Short Wall Me: 112640 ft -lb Strap Short Wall Ma: 112640 ft -lb Strap Uplift: 1938 ib PHD2 Uplift 2738 Ib PHD2 LINEI E LINEI F Lateral Force: 18000 pit Lateral Force: 21800 pit Tdb. Length: 1 It Trib. Length: 1 it Less due to geometry: 0 Ib Less due to geometry. 0 Ib p: 1.00 p: 1.00 Total Wall Length: 40 ft Total Wall Length: 36 it Short Wall Length: 20 it Short Wall Length: 8 it Wall Height: 16 it Wall Height 12 it Roof DL: 20 psf Roof DL: 20 pat Trib. Width: 4 It Trib. Width: 4 it Wall Weight: 10 psf Well Weight 10 pat DL factor: 0.60 DL factor: 0.60 Force: 18000 Ib Wall Force: 21800 Ib WaII Shear, V: 450 pit B Shear, V: 574 pit BB Total O.T.M: 288000 ft -ib Total O.T.M: 261600 ft -lb Short Wall O.T.M: 144000 ftlb Short Wall O.T.M: 55073.684 ft -lb Short Wall Ma: 48000 ft'Ib Strap Short Well Me: 6400 ft'Ib Strap Uplift: 5760 Ib HDQ8 Uplift. 6404 to HD08 Project°94145ge: Project 7t: Initials: Date: Sheet: I- STORY WOOD SHEARWALL LINE: O LINE: H Lateral Force: 21600 pit Lateral Force: 14000 pit Trib. Length: 1 it Trib. Length: 1 ft Less due to geometry: 0 Ib Less due to geometry: 0 Ib p : 1.00 p: 1.00 Total Well Length: 49 If Total Wall Length: 40 ft Short Well Length: 9 It Short Wall Length: 11 ft Wall Height 14 it Wall Height: 17 ft Roof DL: 20 psf Roof DL: 20 psf Tdb. Width: 4 a Trib. Width: 4 R Wall Weight: 10 psf Wall Weight: 10 psf DL factor. 0.60 DL factor. 0.60 Force: 21800 Ib Wall Force: 14000 to Wall Shear, V: 446 plf C Shear, V: 350 pit B Total O.T.M: 305200 ft'Ib Total O.T.M: 238000 ft'lb Short Wall O.T.M: 56057.143 ft'Ib Short Well O.T.M: 85450 It -lb Short Wall Me: 8910 ft -lb Strap Short Wall MR: 15125 ft'Ib Strap Uplift: 5635 Ib HDa9 Uplift: 5125 Ib Haas LINEI 1&2 LINE. 384 Lateral Force. 7000 plf Latenal Force: 13000 pit Tdb. Length: 1 It Tdb. Length: 1 ft Less due to geometry: 0 Ib Less due to geometry: 0 Ib p: 1.00 p: 1.00 Total Wall Length: 17 ft Total Wall Length: 80 R Short Wall Length: 17 ft Short Wall Length: 15 If Well Height: 8 ft Wall Height: 19 It Roof DL: 10 psf Roof DL; 5 psf Tnb. Width: 10 ft Trib. Width: 40 ft Wall Weight: 10 psf Wall Weight: 0 psf DL factor: 0.60 DL factor. 0.60 Force: 7000 Ib Wall Force: 13000 Ib Wail Shear, V: 412 plf B Shear, V: 163 pit B Total O.T.M: 56000 ft'Ib Total O.T.M: 247000 Rib Short Wall O.T.M: 56000 With Short Wall O.T.M: 46312.5 Rib Short Wall MR: 26010 With Strap Shod Wall MR: 22500 ftib Strap Uplift: 2376 Ib PHD2 Uplift: 2188 Ib FHD2 LINE: 5 LINE. NA Lateral Force: 2000 pit Lateral Force: 0 pit Trib. Length: 1 R Trib. Length: 1 ft Less due to geometry: 0 Ib Less due to geometry: 0 Ib p: 1.00 p: 1.00 Total Wall Length: 16 ft Total Well Length: 36 ft Short Wall Length: 7 R Short Wall Length: 19 a Wall Height: 12 it Wall Height: 12 R Roof OL: 10 psf Roof DL: 20 psf Tdb. Width: 4 ft Trib. Width: 4 ft Wall Weight 10 psf Wall Weight: 10 psf DL factor. 0.60 OL factor: 0.60 Force: 2000 Ib Wall Force: 0 Ib Wall Shear, V: 125 pit B Shear, V: 0 pit NA Total O.T.M: 24000 ftib Total O.T.M: 0 ftib Short Wall O.T.M: 10500 ftib Short Wall O.T.M: 0 ft'Ib Short Wall MR: 3920 ft -lb Strap Short Wall MR: 36100 ft -lb Strap Uplift: 1164 Ib PHD2 Uplift 0 Ib NA ProjeeP'iVIBie: Project #: Initials: Date: Sheet: bel All Weather Gear: Micrallam"s LVL with Watershed'" Stability Overlay Vea norar h,, v When n'eancorrnedjf birgdsamah"c changes to)nar.p6 tdtu- But yo -u can bibs& one i mpatant rtv^rafiaf that; dinned to snw thv any fteptrif � Ldcc+oter off a duds": back. Trut)oh s proprietary ft_ Watershed' avdey protects Mlcfollarlf LVL aeaimt cupping and wrelline. Wateshed' is a hW"ensity overlay that nay beapplied to Micrd6m's LVL i anufaetured at our eastern and southern plants. This retirrimpregmted aerlay hands to thewocd'.enear c reatsnga 6Wier to rnoiseure: When cembined with a wax sealant on the eml; arvd edges, it produces a protecti.e layer Me w other. Our Watershed' o•erlay presrrotas dimensional stability and protects Microllam* LVL from the elements throughout the construction phase. So recuest Microllams LA with %tenheda cr erly for your net prefect and be assured that your endnecred lumber' ill n!ay consstentfrom start to finish. For mere information on Trus)c,!;Cs easluske Watashed' overlay; phase ccntact $our Trw )dist representative. 1.9£ htiorollfaO LVL Allownftte Useklgn 9laesass hitAt LoA9 Darattan) 51,.vmedrLrafdaraeiy ; - II4,793pa ntei.l., si d.,erxy F - 1.9. Ib pr A, ..Laos Fi 703 po'R T,»�san;tress F, n I,Ss.S pR? Cem�rxkn prrprnBmW mcdn f,_. 7.32 pn�� Csrryxci_npnikl rs gum F•e-2,514 pd Hs.osnGLh.a Fs.Rdb6dn F .285 pd CI) Fsrl2'd Fs, :>ta, nu y"' �+^ �p4'M�r1 {21 F. ha h.. .4,.1 1. r.Rrt IJm.wtan. ries of I.rgsh dHih .nl H:r1nm. !_li LUI natM resna.J rrrJnnacncelx.3 li#ksrofiany✓<'112 tseshnSasi fori5p-we 1140 .L99 hlleaollante LUL Alltiwa7ile Poster prohs,aefles !1905 Load DuriMoel nanoYM Aysiarspfioism for 1MlertsllrrnP LVL • Ln.rd sp F�nrsgdreAat heemg.nJ 34'en-rmtr meYnua ' Eavlq kryb.rxl.ndc., rOknl.•m^•Lltr 4..m�n,.., s17c7 pc. N- mbn. An m.nb.n l kV .n4 b„ in d...tih w rnaU:ed ea a mnfnun 2dtelrcn at IN • T.blu cn prgnd 7imlvis rvJ l appP.J is.as:J..w.e .,%h ,,-Ir. Ib','a'- mJ 20' k... rw ks m-4404 pib. S.. foes !."w ra5mh-..mrtw k.az:annra.rmr.. Project Nome: Project #: Initials: Date: Sheet: 10 qrr - 4125 I've 2! ;117 Sd 3.7 3,475 Ili J.7 tIJP 125 AE ),707 }FSP ate 141 S.1 41 t[ii IW 3.1 S,sF) 147 i.2 S,itS 3SI F1 b,b:+J 1,717 t42 " m 9 t Project Nome: Project #: Initials: Date: Sheet: 10 It (;Itoy-p pESugN C-IPto 3 4 N,Nh Cwtntn) = 13 � -- CloveeiJ5 C,W)b FoPCF CmAX L;;,Nt,-rH - 55F{) w- IX7PIF 'MomENT= W L'' R (x7)( °��a_ 70te?Oq lbj, C= CI•to�� F4YLCF ' 7�, �tlg _ I2�ss !b ray Tel M 1314 x 774 LvL. 'Ft, 155 ps (I,')S)(7 ZS)(Z) � At = 25;n`l- Fallow % 13,eo - 517 ,3 psi G lsSS psi f7F- zsla --- LASE (r ) I Nq X T14 LV L. F7W 00 -Ml NAIL- CA -f AC.t'rJ w (10016)0,6)% IW tic/f)OL 1 13,DOO = g! (,last -5 —lei- a2 35 spy Y t�c3Yz 16© -� 012 SDS lax Project Name: Project #: Initials: Date: Sheet: �1- C "'L )D Vf's�r1 Cl Vz > t Er 2 Dr2Rcy z ik Rot's 16.f� GNOab t ow C = ILL pct 3' ?�F6 Fk =(5-7s)( 1•6) (t,5) = I Ia6 ps; Au -ow {ss. zs j ( 11916 ?5,) = +L > T,414- (1) ,4i4 - ( 2) ZX.6 1;c� 'Cop atiozp �JMLS {100110+nai 1) ( i•b) = f 60 lb( nG,' gx7lb '50 rJh4t� 2 s �tcE rat1�E Ibo-=----_- Project Name: Project #: Initials: Date: Sheet: '1 Z Roos` f)IANAAW1 Gau ut ATtoN 5�rc 2214 t66PPrr Ootcti sate III? Ft MAX C4NW'riot-� �1'�-tD F (,ASF— 1 Va t6vj = Z`65lolf 7 93 ytf . OK- �tse 5,9132 wl 10al'00115, (0 G'°o•c, PE 10d S IZ"0.C. TTF O. C, & �gouvla". Shear = :Z e ibb PiF L 7 -is F 14Zr1 hsE Hs s sowiJ mop_ Cirto F Project Name: Project #: Initials: Date: Sheet: �2an� 97�aC� W� 1511 ply 7r2\p� = 50 c--& iV = X15 y) (50) = 7 700 t1e6 Sheet: �� )(1, frY)A = o r (2.700)( 5q FL) -+- (10,000)( 37�) - r13 05(�) FPS < Ssoo lbs of 7oia/ LfUFt lar C�owr� tCary SE 5FFhT SJfroN MIT -y w. , *V to '(3�rWEEN T�.usti�s 9 Project Nome: Project #: Initials: Date: Sheet: 11 r10TE: VJFI WFZ t..• Co-gasspoNn To C'�,acsr NoT ACMAJ. NMC. ROOF 16 F4:. �o, WALL :gFt Z i �3�'a RicoF ; ZS" F3 WALL, V l0 _ f low ti (Fee GE6TEGH NO f: W - -- V AL U,: 6' R WkL:37' �Z n RcaF ; V Ft VJ4u, : 22 F i; IZOof ..ua�Qa Waw.s'Sot=t W F3 �o�Qs Project Name: Project #: Initials: Date: Sheet: / t.. FOOTING & FOUNDATION Allowable Soil Bearing Pressure: 2000 psf STRIP FOOTING MARK: WF1 WF1 USE: 2.00 ft Wide STRIP FOOTING Load Tributary Total Load (p10: Foundation Width (ft) Roof: 60 psf 16 ft 1360 0.680 Wall: 50 psf 8 It Floor: 0 psf 0 It Misc: 0 psf 0 It WF1 USE: 2.00 ft Wide STRIP FOOTING MARK: WF2 _ Load Tributary Total Load (plf): Foundation Width (ft) Roof: 60 psf 60 It 4560 2.28 Wall: 50 psf 6 It Floor. 60 psf 8 It Misc: 10 psf 18 It wF2 USE: 2.50 ft Wide STRIP FOOTING MARK: WF3 _ Load Tributary Total Load (plQ: Foundation Width (ft) Roof: 60 psf 4 It 3080 1.55 Wall: 50 psf 57 ft Floor: 0 psf 0 It Misc: 0 psf 0 ft WF3 USE: 2.00 ft Wide Project Name: Project #: Initials: Date: Sheet: �a SPREAD FOOTING FOOTING MARK: F1 Vertical Loads: PDL (k): 10 PLL (k): 30 Pu (k): 65.0 FOOTING DIMENSIONSI Short (ft): 5 Long (ft): 5 Vol. (yd'): 0.93 Footing Depth: Depth of Steel : If (in): STEEL IN LONG DIRECTIONI U long (ft): 2.29 Mu (k -ft): 6.83 As req(inx/ft): 0.18 STEEL IN SHORT DIRECTION: C short (ft): 2.29 Mu (k -ft): B.83 As req(in2R0: 0.18 Moments: Properties: MDL(k-ft):0 COL.L(in):5 fir: 0.85 MLL (k -ft): 0 COL.W (in): 5 qa (psf): 2000 MU(k-ft):0 fc(psi): 2500 po: 1.00 ty (psi): 60000 e (ft): 0.00 Punching Vc(psi): 170.0 Ult Ratio: 1.63 Wide Bm Vc (psi): 85.0 qu (psf): 3250 gmax (pat): 2600 Ok qmin (psf): 2600 12 in Wide Bm Shear Cap. (lbin)> Shear Force (Ibfin) 8.50 in 722.5 > 343.1 OK Punching Shear Resistance (k)> Applied Force (k) 78.0 > 60.9 OK of (psf): 2600 bar size: 4 area of bar. 0.2 b dia: 0.5 No. of bars: 5 bar size: 4 area of bar: 0.2 b dia: 0.5 No. of bars: 5 Check p P: 0.0018 Min p: 0.0033 Max p: 0.0134 Use p: 0.0024 Less than pmax, Ok Check p P: 0.0018 Min p: 0.0033 Max p: 0.0134 Use p: 0.0024 Less than pmax, Ok DEVELOPMENT LENGTH OF LONG AND SHORT STEELI Ld (in): 24.0 Greatest Ld: 24.0 Ld (in): 12 AvailablIs Ld: 30 Ld (in): 12 Ok b dia: 0.5 Projec ame: Project #: Initials: Date: Sheet: �b SPREAD FOOTING FOOTING MARKI F2 Vertical Loads: PDL (k): 20 PLL (k): 46 Pu (k): 106.2 FOOTING DIMENSIONS: Short (ft): 6 Long (ft): 6 Vol. (Yd): 1.55 Footing Depth! Depth of Steel : If (in): STEEL IN LONG DIRECTION: U long (ft): 2.75 Mu (k -ft): 11.15 As req(inz/ft): 0.24 STEEL IN SHORT DIRECTIONI U short (ft): 2.75 Mu (k -ft): 11.15 As req(in°Rt): 0.24 Moments: Properties: MDL (k-ft):0 COU (in):6 9,: 0.85 MLL (k -ft): 0 COL.W (in): 6 ga (Pat): 2000 MU (k -ft): 0 Pc (psi): 2500 6 : 1.00 fY (psi): 60000 e (ft): 0.00 Punching Vc(psi): 170.0 UR Ratio: 1.61 Wide Bm Vc (psi): 85.0 qu (Psf): 3218 gmax(psf): 2950 Ok qmin (Pat): 2950 14 in Wide Bm Shear Cap. (lbkn)> Shear Force(lbfin) 10.50 In 892.5 > 460.9 OK Punching Shear Resistance (k)> Applied Force (k) 117.8 > 100.1 OK of (psf): 2950 bar size: 4 area of bar. 0.2 b dia: 0.5 No. of bars: 8 bar size: 4 area of bar: 0.2 b dia: 0.5 No. of bars: 8 Check p P: 0.0019 Min p: 0.0033 Max p: 0.0134 Use x 0.0026 Less than pmax, Ok Check p P: 0.0019 Min p: 0.0033 Max p: 0.0134 Use p: 0.0026 Less than prnax, Ok DEVELOPMENT LENGTH OF LONG AND SHORT STEEL. Ld (in): 24.0 Greatest Ld: 24.0 Ld (in): 12 Available Ld: 36 Ld (in): 12 Ok b dia: 0.5 ameace Project Name: Project #: Initials: DGIe: Sheet: 1 SPREAD FOOTING FOOTING MARK: F3 Vertical Loads: PDL (k): 10 PLL (k): 20 Pu (k): 48.0 FOOTING DIMENSIONS: Short (fl): 5 Long (fl): 5 Vol. (yd'): 0.93 Footing Depth: Depth of Steel: d (in): STEEL IN LONG DIRECTION: U long (fl): 2.25 Mu (k -ft): 4.86 As req(in$t): 0.13 STEEL IN SHORT DIRECTION: U short (ft): 2.25 Mu (k -fl): 4.86 As req(in2Rt): 0.13 Moments: Properties: MOL (k -R):0 COL.L(in):6 6,: 0.85 MLL (k -ft): 0 COL.W (in): a qa (psf): 2000 MU (k -fl): 0 fc (psi): 2500 &: 1.00 fy (psi): 60000 e (k): 0.00 Punching Vc (psi): 170.0 UIL Ratio: 1.60 Wide Bm Vc (psi): 85.0 qu (pso: 3200 gmax(psf): 1920 Ok qmin (psf): 1920 12 in Wide Bm Shear Cap. (Ihln) > Shear Force (Ibhn) 8.50 in 722.5 > 246.7 OK Punching Shear Resistance (k)>Applied Force (k) 83.8 > 43.3 OK of (psf): 1920 bar size: 4 area of bar. 0.2 b dia: 0.5 No. of bars: 4 bar size: 4 area of bar: 0.2 b dia: 0.5 No. of bars: 4 Check p P: 0.0013 Min p: 0.0033 Max p: 0.0134 Use p: 0.0017 Less then pmox, Ok Check p p: 0.0013 Min p: 0.0033 Max p: 0.0134 Use p. 0.0017 Less than pmax, Ok DEVELOPMENT LENGTH OF LONG AND SHORT STEEL: Ld (in): 24.0 Greatest Ld: 24.0 Ld (in): 12 Available Ld: 30 Ld (in): 12 Ok b dia: 0.5 �yLLgrn.�� N H Proj8`L4f°Wi6: Project #: Initials: Data: Sheet: � �tVTE12k0YL SH-F�Fki?-liIRCL �outunarto�J ��'I'H-Bicrr� e�t�1__��__.�_ f}�TAUiEq TO �KT�2rorG 1"()UN'OA'S'10V� 20' Ml,/ LF-nlh rN 1'sy 5 XS 1=oort m� {kt Extri oto Fomit,A� Wt Sxsxl = 2S R5 , %0o 4f 3750 i'a zp LIS - I10?Cf-5 6lb UsE Pww5 k W ALL t_o<,r�tkt\lS Project Name: Project #: Initials: Date: Sheet: i MYA kojo --.-_MMA