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HomeMy WebLinkAboutENGINEERING - 17-00272 - 639 Handcart Ln - Savoye Apartments LLC1\1 srl FL- U = 40 [—�F inl.TsKtnrf- \Lt'�- Dt-_SF-.r r✓a p 3or� 4,5MIt+ \�A L -- 6 531 ZO.'s Y 822(S.SxCoS/��l9-���2=/c73(oVis,/35n(i.IY.t-)=�P37/ol'sr Fe �s3P,, YL i / i��_1 �. y , o (o `J S. ZF" _ 2.O S , �aX (O f�.b•LF7' 5.37)s = N/ 1441 s Z Z*D k = 7400 = a9l 2 5 + •1 z_—�__ _ - D, D9�t D, f.to = D. 2"5-(« /. J _ Jk 9(02 als3 (! -z3�� +✓ ZK. �_@. l�._o� C,. Z PSI w^ ax ` l �L _ 2- (L, !7 9� 6 531 ZO.'s Y 822(S.SxCoS/��l9-���2=/c73(oVis,/35n(i.IY.t-)=�P37/ol'sr Fe �s3P,, YL i / i��_1 �. y , o (o `J S. ZF" _ 2.O S , �aX (O f�.b•LF7' 5.37)s = N/ 1441 s Z Z*D k = 7400 = a9l 2 5 + •1 z_—�__ _ - D, D9�t D, f.to = D. 2"5-(« /. J _ Jk 9(02 als3 (! -z3�� +✓ ZK. �_@. l�._o� C,. 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'SF'UP•� ll•3,3 DTN+L = �f.$�,( �l J "r jo-7 �t ABd OTKA t Z = PS -5> 54M E- Ars AS" S �2 5,n (�sc�l ftl7u �3 cS�(.K4, D-rm— �Co �j %75 �i1�/�J2.! '� � s1zj?- t. --- --- � / / 9/8.3 5a hS A3og 6 ��� si iVaa� =IT.>L4 g �/ &xC� - j�f� R O-rl✓ 3.27 (3Z.9i) t 3.53 (20, i-) 3,1.+j(loo�o�£a !4�7.87K OTM cSE (2 FISTL (off �txA� nes I `� �t2> �no6o = Il.7z�> 16-�� H—Dtn L4 EeETI,;AkFL. -✓L-S 'rR' 14 +sic , �MS'T Yi L•S ZCe Ae,o�l' 7- ti� Z"' TS / p.34 �l rM�,L � k �3a) C'q•y� -i-- L 1k4 k OTvA= 3-27 �z ts�'iiZi �-ITS, C2 40- -I_,-__:�. S s oTfA = -515 /7.t67) HbLIii 131 �x� ��wPa �CAVy M -S4 e/lC o �l�� o-rr-i = sus l'f• �' l<' a _.____----- =`q� T==c-19(��3•i� WA o {L S i Zs C b4 T L Z is �.�. CoX .1.6.M,♦� c.a L . N� k tl 0 ;7"/" �C�,,� 5��•�►. nT>~ = lel "c� = 49,�`� _T_c.° =T/ z�o.58 z .�.6s'< Lts E. Stt-i.�r.� C`lbt�l� I�Tb'v+-f oYL. LR`S,Se �}K }Li'/�5K wee 5�� >�lsr�o Vin,-� L3 PK G Ex r5r..,w� tl•5' lau �zcn� orWt�58.4,'1I•%Z.a�)y17,8sT-k--Z7.83��/D�/.fm�K u�,8 siK, M2S i 3 � — -----_—_-�-l \aaLA, CZi FLD42 MST? -40 N9uQ I/ I I 1MsTcld �wT Fu4� I 21 I I I) � II II CNtST IZ I —1t3N1 i Fuz 7441 z>1AVLk6 HAkI } e3t_ i 1; 7> i I 'ib k tC 7^�`�-w 1. f-.�6;C � ti4G> 1 ;,J -w ��__. = 5� l01 � �I�.w�,�c.. � 37• `> .. �-�. r a-r� G+?•r>+.e-�,s, 730 */ I�crl6.b ioS.cL, %iaro-a.,-6 '�l'•�I ('t'//37,5 �. 7� ' �••�'7$ -'i I�FAu,GE Fl r..,c•ac..-A1�c-u _ � L.Irt+.z7 5Le7 1 •}t Kati -c o z `c� ;4 _ � s�.' 0-V � �(33>tS,og(3Iz�=323CZu>=2�,���•c.>=13.L.� '.t��� 7, 5. va�a� ,�� + s.p ��28.C� z a�7 � (��� = �20' I 10, VS, o> =j7�� (70) 17,ok ((,) ,)/. y -k ll,1k' 14 l3 1--- /Z5 /M be VT - 4g. �< wc.LA- A � 13 S&P-s� l-= -so -I3t,- �> f3/a�E 4±2% t 4 (37� = 32a:' vRz73% use Ac- D �' a� �46�d v•e-, �eE�-G� 5=2•Zb�4'v�A}3/(.¢(��.zs)+3,l�aa,l�td•85(lo•vg�= .�K rJ•S �6.1 O'C-M-31T%17 1 -Ci 4h, KCu'A 2•�i C2,6� � OTM=�ti(IZ�l7/lz 1173 �=G'= iB� a nf•2Sk S1vtiP�e� t'*r> til Tile '9'�3k> 9.zs`_oG IyTF(�(�-' ptwt'..2,7h(32�4z)-F3.�(Z�o�t-I�+3.t�C�og�i 1521`" le tt,=-7.87 Z r'r- a . OTMI: a• t8S(�Zz1,�t�+�.4(19.oS�.9S� �1� T,�=�•�i r�r37 T,�,�a,Zrk i c- CTIA ci.rl0 T% F (. L> a 214 BD T—>Jc 1=p- vi X0,`41/\2, S)( 1=r� -31 , (��)<1S� = at , tSt` (. �> z iz, �,'� ? 9.77 I'dh �c�k ar,�+vim'• )�1=3cr� �'t--ll•g`zt,tS+� s- M/p vLP�� .z = L,sl L�� = tyt�-7. g3 ��-0-) , D • 755 � dc_t._ er ,, c9Twt = 3�'� � '� is.'t (0+19 ���' x 3S'.s3� �,,,i = 35.53( 4�z) s g3S•� Vt,; 2_�, Oi-Wl - �a15 < o'�L _. � filo o��ErL•az..-y-..���.1. (� K k` vk cL•-t.ECI� �cl.Ai,.�s A _4� +1la,7l (15+4o)\3i �o•!T(ISt3S)aso �%5, IK 1 11.2>+21.tS = 12�k e = 314//,vgr �+^aE 3 v1 nE K co+ T FTS, I 51!11{14('11 Sil(41(0-110 /hGOli L('(I SI nIChOL (.('!'1191.1(1,'6 En 1911fA big Holdowns (cont.) . -Fess pro�ucts a•e available wre additional covosien protection. Fc, more information, see p. 18. a ss SIMPSON StronWft Model No. 6a' Dimensions (in.) Fasteners Minimum Allowable Tension Loads Wood (160)' Member Thickness Deileg0on at DF/SP SPF/HF Allowable Load (in.) (in.) Ret. W H B Ck SO Anshan Boll Dia. (in.) Post Fasteners DMZ 14 11h 7'h PAs V. 31s % (6) SID 49 x 1+/i 840 840 0.170 lA 916 640 0.161 91 850 0.167 (6)10d x'16" (8)10dx114' DTT2Z 14 314 6`5A. ish +ifs Ifs 'h (8)'4"x1%EDS 1'/s 1,825 1,80,- 0.105 (8) ,"xI h" SDS 3 2145 1.835 0.128 Oti22-SDS2S (8;'/."x2�h"SDS 3 2,145 2,105 0.728 HEU2-S052.5 14 3 8"A6 3'h isAe lie s/s (61'%'x21;'SDS 3 3.075 2.215 0.088 KU4-SCS2.5 14 3 10,% 3'/. 1si. 131 31 (10Th"x2'h'S�S 3 4,565 3,285 1.114 H]US-SDS2,5 14 3 ?41s 3'/. 131. 1Ne i1 (14)'4"x2'h"SDS 3 5.645 =,065 0.115 16, HDU?-SDS2.5 -.0 3 165h 31h 1'/s 1'h 'A (2G)V: x2!4"KS --,87( 3 6,765 8. FL 31h 6,970 5,020 0.116 411 7870 5,665 0.113 HCU1'-SDS2.5 '0 3 221. 3'h 131 11h 1 (301'A x2'h'SDS 5th - 6.86E 0.137 71r 11,175 6,045 0.137 ' HDU14-SD52.5 7 3 25"As 314 1 sA. 1'As 1 (35)'A" x 211,V SDS 4x6=" 10.770 7755 0.122 171 N..• 14,390 10.435 0.177 16, LB, FL 5'61' 14,445 1 10,350 - 2. Noted HDU 14 allowable loads are based on a 5'h" wide post (6x8 —iro. 3. HDU14 req:ires heavy --.ex anchor n t to aohisve tabulate; loads (supplied with holdown(, 4. Loads are r.ppl cable to Ins+alla-ion W either narrow a wide face of post. wood member thickness Threaded rod Studs/post Floor joist Typical HDU Tie Between Floors 79 a PROJECT: Savoye Apt wind perp to length Length L: 120 the max windward pressure min roof pressure and positive internal pressure U8: 2.55319149 Width B: max roof pressure and negative internal pressure Case IV Includes the min windward pressure min roof pressure and negative Internal pressure Save Height:1. 3 h/L: 0.35209333 Mean Roof Height h: gzGCp wl+press w/ -press Area F+press F - press Roof Angle: AT&T 12.2 21.0 1260 15410 265W Critical Ht: Eave HV2 1 Hag to fcudation hag to roof (only l story) WIND LOADS: 20.25 R 18.4 qz = 0.00256KZKZIK(IV•21 Importance Factor I: 1 19.2 Windward Wall Cp: D.6 Basic wind Speed V. - 1 20.4 Leewerd Wall Cie: Directionality Kd: - - - - 5-RFi Side Wall Cie: Exposure Category: --7 Internal Pressure Gcpl:+ -0-16- 15 Leeward Wall gzGCp ( 1 I 0.15 R Roof: Cie (perpendicular to ridge) Gust Factor G: -� 15.208 Windward -0.180 -0.782 Type of Roof. g3T 20.258 Leeward �- I+ indicates into surface - indicates away from surface) Height: Kz qz qzG gzGCpi (t) 0.15 R 0.85 24.46 20.79 4.40 15-20 R 0.9 25.90 22.01 4.66 20-25 R 0.94 27.05 22.99 4.67 25.30 R 0.98 26.20 23.97 5.08 30-40 R 1.04 29.93 25.44 5.39 P = gGCP - q(GCph Case I includes the max vAndv2rd pressure max roof pressure and positive internal pressure Case II includes the max windward pressure min roof pressure and positive internal pressure Case III Includes the min vnndward pressure max roof pressure and negative internal pressure Case IV Includes the min windward pressure min roof pressure and negative Internal pressure Case I & II Case III & IV Windward Wall gzGCp wl+press w/ -press Area F+press F - press 415ft 16,6 12.2 21.0 1260 15410 265W 15-20ft 17.6 122 22.3 1200 15540 26729 20.25 R 18.4 13.5 23.3 600 8115 13956 25-30 8 19.2 14.1 24.3 600 8461 14552 3040 R 20.4 15.0 25.7 1470 21988 37836 51301 69524 119581 Case I & ll Case III & IV Leeward Wall gzGCp w/+press w/ -press Area F+press F - press 0.15 R -5.7 -10.1 -1.3 1260 -12682 -1587 15.208 6.0 -10.7 4.3 -IfL$ -12789 .1600 20.258 6.3 -11.1 -1.4-S11-0 -6679 -836 25-30 it 6.5 -11.6 -1.5 �C- 6963 -871 3040 0 6.9 -12.3 4.5 76 -18104 -2285 Total M301 -572171 -7-1-591 Case I & II Case III & IV Side Wall gzGCp w/+press w/. press Area F+press F - press 0.15 R -14.6 -19.0 -10.2 494 -9365 -5015 15.208 -15.4 -20.1 -10.7 470 -9434 .5052 20-25 It -16.1 41.0 -11.2X33 4027 -26W 25.308 46.8 -21.9 -11.7- 133 -5136 -2760 3040R -17.8 -23.2 -12.4 X78 -13360 -7154 Total 2 1 4 Case I Case III Roof(windwrd+) gzGCp w/+Press wl - press Area F+press F - press 20-258 4.1 -9.0 0.7 0 0 0 25-30 8 -4.3 6.4 0.8 0 0 0 30-008 4.8 -10.0 0.8 0 0 0 Total 0 0 Casa 11 Case IV Roof (windwrd-) gzGCp wl + press wl - press Area F + press F - press 20.25 R -18.0 -22.8 -13.1 0 0 0 2530 R -18.7 .23.8 -13.7 0 0 0 30408 -19.9 -25.3 -14.5 0 0 0 Total Case I & II Case III & IV Roof (leeward) gzGCp w/ + press w/ - press Area F+ press F - press 20-25 R 6.8 -13.8 -3.9 0 0 0 25.30 R -9.1 -14.2 4.1 0 0 30-40fl -9.7 -15.1 -4.3-3 0 0 Total 0 Case 1 Case II Case III Case IV Area F+press F -press 0 0 0 0 0 -� 0 0 0 0 0 0 0 0 I N�dh Direction:.Assumed perpendicular to ridge Case I Case if WIND NS Force I ENV NS Vertical EV .Case IN Case IV E1W NrS VMaaal I EAV NIS Vertical Roof(Wward+) F2 0.00 0.00 0.00 0.00 0.00 0.001 0.00 0.00 0.001 0.00 0.00 0.00 Roof (Wward-) F3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.001 0.00 0.00 0.00 Roof(Lward -) F4 0.00 1 0.00 0.00 0.00 0.001 0.00 0.00 0.00 0.00 0.00 Om Leeward Wall F5 0.00 67.22 O.Q7 0.00 5722 0.001 0.00 7.16 0.00: 0.00 7.16 0.00 Side Wall B Fhb 1 42.22 0.00 0.00 -02.22 100 0.00 22.61 0.00 0.00 22.61 0.00 0.00 Totals 0. 1 .74 ,001 0. 1 . 4 0. 1 0. 1 4 I 0.00 1 Q74 Fast Direction: Assumed parallel to ridge Force Case 1 NIS ENV Vertical Case 18 II Case III 8 IV Vertical Windward Well gzGCp w/+press wl - press Area F. press F - press 0-15ft 16.6 12.2 21.0 1260 15410 26506 (Ips) 15-20 111 178 12.9 22.3 1200 15540 26729 2P25 R 18A 13.5 23.3 1500 8115 13958 25-30 R 19.2 14.1 24.3 600 8461 14552 0.00 30.40 R 20.4 15.0 25.7 1470 21998 37836 3.86 Roof (Zone 2) F3 0.00 0.00 51301 695241 0.00 -5.35 0.00 0.00 -3.94 0.00 0.00 Case I & II Case III & IV F4 Leeward Wall gzGCp w/+press w/ - press Area F+press F - press 0.00 0-154 -5.7 -10.1 -13 1260 -12682 -1587 57.22 1&204 -6.0 -10.7 -1.3 1200 .12789 -two 0.00 20.25 R 53 -11.1 -1.4 600 -6679 -836 -4 . 25.30 R -6.5 -11.6 -1.5 606 -6963 -871 0. 30-00 R -6.9 -12.3 -1.5 1470 -18104 -2265 0.00 22.61 0.00 0.00 Total 0.00 0.00 I u.W U0.14 4 T44+ 0. 1 .]4 Case I & II Case It & IV 128.74 Side Wall gzGCp cal+press w/ -press Area F+press F - press &154 -14.6 -19.0 -102 494 -9365 -5015 1&204 -15.4 -20.1 -10.7 470 -9434 -5052 20.254 -16.1 -21.0 -11.2 235 -4927 -2638 2&304 -16.8 -21.9 -11.7 235 -5136 -2750 30.40 R -17.8 -23.2 -12.4 576 -13360 -7154 Total 'check height for qzG' Case I Case III Roof (Max) gzGCp w/ +press wl - press Area F+ press F - press Roof: Cp (parallel to ridge) 0 - h (Zone 1) -21.6 -26.7 -16.5 5070 435120 83648 0 - h -0.900 -0.180 h-2h(Zone 2) -120 -17.1 5.9-576 -9725 -3935 h- 2h > 21, (Zone 3) -7.2 -12.3 -2.1 0 0 0 >21, Total 56401 A448461 Case 11 Can IV Roof (Min) gzGCp w;+press wl - press Area F+press F - press 0 - h (Zone 1) 4.3 -9.4 0.8 5070 -47614 3861 h- 2h (Zone 2) 4.3 -9.4 0.876 -5353 434 > 2h (Zone 3) -4.3 -9.4 0.8 --------- 0 0 Total 5640 -52 r 4 Fast Direction: Assumed parallel to ridge Force Case 1 NIS ENV Vertical Case II NIS EAV Vertical Case III NIS ENV Vertical Case IV NIS ErW Vertical Ips (Ds)ps) ps (ps (Ps) lips (Ips) (Ps (laps) (k Ps) (lops) Windwarda BU .02 U.w O.W 119.59 Om I19.58 Roof (Zone 1) F2 0.00 0.00 -135.10 0.00 0.00 -47.61 0.00 0.00 -83.63 0.00 0.00 3.86 Roof (Zone 2) F3 0.00 0.00 -9.72 0.00 0.00 -5.35 0.00 0.00 -3.94 0.00 0.00 0.43 Roof (Zone 3) F4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Leeward Wall F5 0.00 57.22 1 0.00 57.22 0.00 0.00 7.16 0.00 0.00 7.16 0.00 Ide Wal A F i42+22- -4 . .O 0.00 - -22.61 0.00 0. Side Wall Fhb 42.22 0.00 0.00 42.22 0.00 0.00 22.61 0.00 0.00 22.61 0.00 0.00 Tota s u.W U0.14 4 T44+ 0. 1 .]4 128.74 57. 0. 1 .74 4. Importance Factor l: 1 * PROJECT: Savage Apts, Rexburg, 10 BUILDING GEOMETRY: Langth L: 47 L/B: 0.3916667 Width B: 120 Eave Height: 43 NL: 0.9148936 Mean Roof Height h: 43 Roof Angle: 1.00 Critical Ht: Eave Ht/2 21.50 Half to foudalion half to roof (only 1 story) Importance Factor l: 1 Basic wind Speed V: 115 Direclionaliry, Kd: 0.85 Exposure Category: C Internal Pressure Gcpi: ± 0.18 Terrain Kzt: 1 Gust Factor G: 0.85 Type of Roof: flat qz = 0.00256KZKZtKdV"21 Windward Wall Cp: 0.8 Leeward Wall Cp: -0.5 Side Wall Cp: -0.7 Roof: Cp (perpendicular to ridge) Windward 0.137 -0.363 Leevvard -0.6 -0.6 p = gGCp - q(GCpi) Case I Includes the max windward pressure max roof pressure and positive internal pressure Case II includes the max windvrerd pressure min roof pressure and positive internal pressure Case III includes the min windward pressure max roof pressure and negative internal pressure Case IV Includes the min Windward pressure min roof pressure and negative Internal pressure (+ indicates Into surface - indicates away from surface) Case II Height: Kz qz qzG gzGCpi (J 0-15 If 0.85 24.46 20.79 4.40 15.20 8 0.9 25.90 22.01 4.66 20-25 R 0.94 27.05 22.99 4.87 25.30 0 0.98 28.20 23.97 5.08 30-40 R 1.04 29.93 25.44 5.39 p = gGCp - q(GCpi) Case I Includes the max windward pressure max roof pressure and positive internal pressure Case II includes the max windvrerd pressure min roof pressure and positive internal pressure Case III includes the min windward pressure max roof pressure and negative internal pressure Case IV Includes the min Windward pressure min roof pressure and negative Internal pressure 447 -598 -5597 333-8T--1 6-6-1 Case I Case II Case III Case IV Case 18 II Case III & IV Windward Wall gzGCp w/+press w/ - press Area F+press F - press 0-15 N 16.6 12.2 21.0 2122 0 0 0 15-2011 17.6 12.9 22.3 0 0 0 20.2511 18.4 13.5 23.3 0 0 0 25-30 h 19.2 14.1 24.3 0 0 0 30-40 ft 20.4 15.0 25.7 0 0 0 0 0 0 Case I & II Case III & IV Leeward Wall gzGCp w/+Press w/ - press Area F+press F - press 0.15 8 -10.4 -14.8 -6.0 0 0 0 15-208 -11.0 -15.7 -6.3 0 0 0 20-258 -11.5 -16.4 -6.6 0 0 0 25.30 ft -12.0 -17.1 -6.9 0 0 0 30408 -12.7 -18.1 -7.3 0 0 0 Total 01 01 0 Case 18 II Case III 8 IV Side Wall gzGCp w/+press w/ - press Area F+press F - press 0-15 8 -14.6 -19.0 -10.2 0 0 0 15.20 8 -15.4 -20.1 -10.7 0 0 0 20-258 -16.1 -21.0 -11.2 0 0 0 25-30 8 -16.8 -21.9 -11.7 0 0 0 30-40 8 -17.8 -23.2 -12.4 0 0 0 Total 01 01 0 Case I Case III Roof(windwrd+) gzGCp w/.+ press w/ - press Area F+press F - press 0-15 h 2.8 -2.5 8.2 0 0 0 15-208 3.0 -1.4 7.4 0 0 0 20-25 R 3.2 -1.3 7.6 0 0 0 Total 01 0 0 Case ll Case IV Roof(vbndwrd-) gzGCp w/+press w/ - press Area F+press F - press 0-15 f1 -7.5 -12.9 -2.2 0 0 0 15.20 5 -8.0 -12.4 -3.8 0 0 0 20.258 -8.3 -12.7 -3.9 0 0 0 Total 0 0 0 Case 18 II Case 1118 IV Roof(leeward) gzGCp wl+press w/ - press Area F+press F - press 0.15 8 .125 -17.9 -7.1 0 0 0 15-20 8 -13.2 -18.6 -7.8 0 0 0 20-25 It -13.8 -19.2 -8.4 0 0 0 Total 0 0 0 447 -598 -5597 333-8T--1 6-6-1 Case I Case II Case III Case IV Area F + press F - press 0 0 0 0 0 286 -397 -3545 2122 -1026 161 -202 -2053 1216 -635 447 -598 -5597 333-8T--1 6-6-1 North Direction: Assumed East Direction: Assumed parallel to ridge RooCCp (parallel to ridge) 0-11 -0.9 -0.18 h- 2h -0.5 -0.18 > 2h -0.3 -0.18 Force Case I EAN Vertical Case 11 Case III 8 IV Windward Wall Case III w/ -press w/ -press Case IV F+press F - press WINDN-S Force ENV NIS Vertical ENV NIS Vertical EAN NIS Vertical ENV NIS Vertical 20.25 it 18.4 (ki ki(kips) 235 ld M M (MM 14.1 kl M (kips) ki Windward Well F1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Roof(Wward 4) F2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Roof (Wward-) F3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Roof (Lward -) F4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Leeward Wall F5 0.00 0.00 0,00 000 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 Side Wall F6a -0.01 0.00 -0.60 -0.03 0.00 5.60 0.00 0.00 3.34 0.00 0.00 -1.66 Side Wall B F6b 0.01 0.00 -0,60 0.03 0.00 -5.60 0.00 0.00 3.34 0.00 0.00 -1.66 Totals -16.1 0.00 0.00 -1.20 0.00 0.00 -11.19 0.00 0.00 6.67 0.00 0.00 -3.32 East Direction: Assumed parallel to ridge RooCCp (parallel to ridge) 0-11 -0.9 -0.18 h- 2h -0.5 -0.18 > 2h -0.3 -0.18 Force Case NIS EAN Vertical Case 18 II Case III 8 IV Windward Wall gzGCp w/ -press w/ -press Area F+press F - press 0-15 ft 16.6 12.2 21.0 493 6030 10371 15.20 ft 17.6 12.9 22.3 235 3043 5234 20.25 it 18.4 13.5 23.3 235 3178 5467 25-30ft193 0.00 14.1 24.3 235 3314 5700 30-40 It 20.4 15.0 25.7 611 9143 15726 -18.98 0.00 0.00 -33.34 18091 24708 42496 Roof (Zone 2) F3 0.00 0.00 -34.48 Case 18 II Case III 8 IV Leeward Wall gzGCp W/+press w/ - press Area F+press F - press 0.15 It -10.4 -14.8 -6.0 493 -7296 -2955 1520 it -11.0 -15.7 -6.3 235 -3682 -1491 2045 ft -11.5 -16.4 5.6 235 -3846 -1557 25-30 h -12.0 -17.1 -6.9 235 -0010 -1624 3040 ft -12.7 -18.1 -7.3 611 -11063 -0480 0.00 52.37 0.00 Total 1808 -29897 -12107 Side Wall B Feo 97.81 0.00 0.00 Case 18 II Case III 8 IV Side Wall gzGCp w/+press wl - press Area F+press F - press 015 ft -14.6 -19.0 -10.2 1260 -23886 -12791 15-20 It ASA -20.1 -10.7 600 -12043 -6449 20.25 R -16.1 -21.0 -11.2 600 -12579 -6736 2530 ft -16.8 -21.9 -11.7 600 -13114 -7022 3440 it -17.8 -23.2 -12.4 1560 -36184 -19376 Total 4620 -97806 -52374 -check height for qzG• Case I Case III Roof (Max) gzGCp w/+press III? press Area F+press F - press 0-h(Zone 1) -21.6 -26.7 -18.5 2021 -53862 -33343 h-2h(Zone 2) -12.0 -17.1 -6.9 2021 34483 -13964 > 2h (Zone 3) -7.2 -12.3 -2.1 1598 -19604 -3380 Total 5640 -107948 -50887 Case II Case IV Roof (Min) gzGCp wl + press wl - press Area F + press F - press 0 - h (Zone 1) -4.3 -9.4 0.8 2021 -18960 1539 h- 2h (Zone 2) -4.3 -9.4 0.8 2021 -18980 1539 > 2h (Zone 3) -4.3 -9.4 0.8 1598 -15007 1217 Total 5640 -52967F 4295 East Direction: Assumed parallel to ridge RooCCp (parallel to ridge) 0-11 -0.9 -0.18 h- 2h -0.5 -0.18 > 2h -0.3 -0.18 Force Case NIS EAN Vertical Case 11 NIS ENV Vertical Case 111 NIS FAV Vertical Case IV NIS EM/ Vertical (MostId(kips) (kips) M kis) M (kips) ki ki ki s Windward Wall F1 0.00 24.71 0.00 0.00 24.71 0.00 0.00 42.50 0.00 0.00 42.50 0.00 Roof (Zone 1) F2 0.00 0.00 -53.85 0.00 0.00 -18.98 0.00 0.00 -33.34 0.00 0.00 1.54 Roof (Zone 2) F3 0.00 0.00 -34.48 0.00 0.00 -18.98 0.00 0.00 -13.96 0.00 0.00 1,54 Roof (Zone 3) F4 0.00 0.00 -19.60 0.00 0.00 -15.00 0.00 0.00 -3.38 0.00 0.00 1.22 Leeward Wall F5 0.00 29.90 0.00 0.00 29.90 0.00 0.00 12.11 0.00 0.00 12.17 0.00 Side Wall A Ra -97.81 0.00 0.00 -97.81 0.00 0.00 52.37 0.00 0.00 -52.37 0.00 0.00 Side Wall B Feo 97.81 0.00 0.00 97.81 0.00 0.00 52.37 0.00 0.00 52.37 0.00 0.00 Totals 0.00 54.61 -107.93 0.00 54.61 -52.96 0.00 54.61 50.68 0.00 5481 4.29 Lateral Design Project Name: Savoye Apts, Rexburg, ID Eh = rhoQe Date: 11/11/2016 rho = 1 Eh = 1 Qe Ev = 0.2SDsD Building Configuration: L (ft) = 120 W (ft) = 47 Eave HT hn (ft) = 43 n (number of floors - 3 max.) = 4 T.O. Roof (ft) = 43 2nd fir HT (ft) = 20.17 Vertical Distribution of 3rd flr HT (ft) = 30.25 1st fir HT (ft) = 10.08 Seismic Design per IBC 2012 Equivalent Lateral Force Procedure Cvx=wx(hx power k)/(Summation (wi(hi power k) from I =1 to n) Ss = 0.443 S1= 0.156 Site Class: D Fa = 1.446 Fv = 2.175 Sms = FaSs = 0.641 Sm1= FVSI = 0.339 SDs = 25ms/3 = 0.427 SDI= 2Sm1/3 = 0.226 Level Wx (kips) To = .25D1/SDs = 0.106 Ts = SD1/SDs = 0.530 TI = 8 Cvx Fx (kips) Vx (kips) Mx (kip -ft) Building Period Calculation Ta = Ct`(hn)power x = 0.336 Ct = 0.02 x = 0.75 NOTE: Building period Ta = 0.336 0>Ta<To: no To<Ta<Ts: yes Ts<Ta<TI: no Ta>TI: yes Calculate Cs: Cs min: .044SDsle > 0.01 = 0.019 Cs = SDs/(R/le) = 0.066 Cs = SDI/Ta(R/le) = 0.104 Cs = SD1TI/(Ta power2)(R/le) = 2.47 le = 1.0 R = 6.50 V = Cs(Weight of Building) Roof Wt (kips) = 94.0 3rd fir Wt (kips) = 159.0 1st fir Wt (kips) = 159.0 Building Wt (kips)= 571.0 NOTE: Cs = 0.066 2nd fir Wt (kips) = 159.0 V (kips) = 37.5 E = Eh ± Ev Eh = rhoQe rho = 1 Eh = 1 Qe Ev = 0.2SDsD Ev = 0.09 D Eh = rho V (kips) = 37.5 Vertical Distribution of Seismic Forces: Based on Eh = rho V Fx = CvxV Cvx=wx(hx power k)/(Summation (wi(hi power k) from I =1 to n) Ta < 0.5 (k = 1) Ta > 2.5 (k=2) 0.5 > Ta < 2.5 (k = linear interpolation between 1 & 2) k= 1 Level Wx (kips) hx (ft) wxhx Cvx Fx (kips) Vx (kips) Mx (kip -ft) Roof 94.0 43 4042 0.296 11.1 11.1 142 3 159.0 30.25 4810 0.352 13.2 24.3 387 2 159.0 20.17 3207 0.235 8.8 33.1 564 1 159.0 10.08 1603 0.117 4.4 total 571.0 13662 37.5 2259 Diaphragm Design Forces: Based on Eh = rho V Fpx = (wpx)(summation Fi from i= 1 to n)/(Summation wi from i= 1 to n) 0.2(SDs)(I)(wpx) > Fpx <04.(SDs)(I)(wpx) OZ(SDs)(le)(wpx) = 0.085 wpx 0.4(SDs)(le)(wpx) = 0.171 wpx Sum Sum sum Fi/ > > Factor Level wi (kips) wi (kips) Fi (kips) Fi (kips) sum wi .2(SDs)(le) .4(SDs)(le) Req'd Roof 94.0 94.0 11.1 11.1 0.118 yes no 0.118 3 159.0 253.0 13.2 24.3 0.096 yes no 0.096 2 159.0 412.0 8.8 33.1 0.080 no yes 0.085 1 159.0 571.0 4.4 37.5 0.066 no yes 0.085 wpx = level weight wi - weight of walls parallel to the direction of loading Loads in Longitudinal Direction Roof wpx (kips) = 18.3 3rd fir wpx (kips) = 2nd fir wpx (kips) = Roof Fpx (kips) = 2.2 3rd fir Fpx (kips) = 0.0 2nd fir Fpx (kips) = 0.0 Loads in Transverse Direstion Roof wpx (kips) = 16.8 3rd fir wpx (kips) = 2nd flr wpx (kips) = Roof Fpx (kips) = 2.0 3rd fir Fpx (kips) = 0.0 2nd fir Fpx (kips) = 0.0