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Home My WebLink AboutDESIGN CALCS - 97-00030 - JRW- Health & Welfare Bldg.JIM, Des1@ ign Calculations for the Rexberg O frice Prepared by Tanner willmore, Smith & Associates December 1.0, 1997 a do 3 rt TANNER WILLMORE SM(TH & ASSOCIATES Poun t Phon e (801 STA 861 X98 -1178 fax 801 298-11132 �tCFlffECT LCCATK)N ��cF7L)� pd. a IN q p h I L F . . . . . . . . . . . . . . . . . . I q 4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I d . . . . . . . . . . L I d . . . . . . . . . . . h q h il i. - t 7 �7. I • L I 4r rr— L L 1, 4 w i. . . . . . J . . . . . . . . .q q 4 -dl I 22 q L � ------------- I q. I b q d q 4 d a • L a L %IL v 3 a . . . . . . . . - - - - - - - a 4 4 4 . . . . . . . . . . . . _ ' ' �y ; ± ' dr . , r ; m . n e , , • Y. . . a ± + . . a . . a _ e . q h i � = q ! . = . a } : r , , = e = a ,. , e r , , • ' , • ; , r ` a _ _ ; r x , 9 • a : • a .. ; , a , . , - r e , _ e � e _ ± - r • = , • a , u ; , r ± r n a e, e. i • • k x a k r e ® x a - e e a. . . , e e. a • • n _ - , e a m _ . a , • _ _ n ilk -i I I Li + . . . . . . . . . . . . L . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 r TJ -Beam, v5,()0 Serial Nurnber. 707001944 �a e i of 1 14-14 AM 9 Mg�tnb(�_'r Information: ,Taist {EYP} --iject Information Rexburg office Building JRW Max. Reaction Total(lb) Live(ib) Selected Srg. Length(in) Max. Unb aced Length(in) Floor loading oR all Members, Shear(lb) Reaction (1b) Moment ( f t-1) Live Deft t (in) Total Deft . (in) Supplemental Report for 16" in P 1600to 1 17 7.5011 A 181- 0.004, 1232 887 () 3190 2275 5.25 (W) 32 32 Operator Information: Tanner Willmore Smith Donal 442 North Mala Street Bountiful, Utah 84010 (601) 298-1118 (801) 298-1132 3190 2275 . 2 32 3 1133 1076 -1627 3007 1380 -1380 3007 1,621 -207 11 .1232 887 4.25 W) 32 -107 1133 _4j. 135.4 -480.116 56 3773 0.022 0.116 0.167 0.032 0+167 Floor RLTERNATE span loading on odd # members, LDF = 1.00 Shear (lb] 1175 -1528 420 Reaction ( 1b ) 1232 1948 moment fft-.fib ) 4499 -3114 -1224 Live Deft. (ire) 0,1 -0-101 Tor—al D fl . (in) 0.217 -0-092 Floor ALTERNATE Shear(lb) Reaction(lb) Moment (ft -i ) Live Defl . (in) Total De fl t ( ire ) nor ADJACENT -irflb) .Action ( lb Moment (ft -1 ) Live Del . ( in) Total Defl. (in) Floor ADJACENT Shear(lb) Reaction (lb) Moment ,(ft -lb) Live fl t ( i n Total D fi . (in) -420 1528 -1175 1948 -3114 4499 0.166. 0.217 5pe.n loading on even 4 members, LDF - 1.00 246 229 -594 1974 1380 -1380 1914 594 -229 560 -3221 2989 -3221 560 -0-055 0.123 -0.055 -0.032 0.133 --0.032 Sean 10ading over support # 2p LD J . u°o 1044 -1658 1532 -1228 563 ,-260 1102 3190 1790 3556 -5409 2247 -2666 X24 .101 0.075 -0.037 0.152 0.084 0.021 ars loading over support 260 273 Dead load, LDF 0. go Shear (1h) Reaction ( l.) 345 Moment (f t - b ) Alternate Load deflection check Deflection (in) 724 -#037 0.021 327 1148 0.07.3 1232 246 277 3r LDF -= 1.00 -563 1790 1228 -1532 3190 1658 -1044 1102 -2668 2247 -5409 .9 G.075 0.084 -495 915 -1478 0.101 0.152 420 -420 495 -3-7 915 345 412 -1478 1148 0,014 0.07 - right C I _7 by Trus JOi t MacMillan,, a limited partnership, Boise Id i 1 a registered trademark of Trus Oist a ._11an. � ��F TSA_. --Beam' is a trademark Cf Trus Joist MacMillan. & Associates TJ -Beamer v5-0() SPrial NuMber. 707001944 TJBE) 1 1 1 1 8/1 V97 10,18:01 AM Page I of i Build Code; 01 Beam Required 4 PCS of 1.75" x 11.875" Mi crollamO WS LVL 1 .8E THS$ t6NTROLS FOR THE APPLICATION AND L0ifillDS LISTED 110 LOADS:. Analysis for 13EAM MEMBERSupporting FLOG Loads(ps�-. 80 Live at 1013% duration, 15 Dead, 20 Partition suPpoRTs: 1 Pocket, Cone./Block Column Column Column Column Column Pocket,Conc./Block INPUT WIDTH 5.5011 5011 5.5011 5.508 .'1t 5.5014 5.5011 E3EARING LENGTH 4.2531 5,511 5.511 " 5.511 51 .ct Tri u t. r Load Width 18' REACTIONSffict JUSTIFICATION LIFE DEAD / T T L Left Face 738012941 / 1 032 Centered 18983 / 7974 126957 Centered 18383 / 692 / 2525 Centered 18817 / 7277 1 26094 Centered 18383 / 6942 / 25325 Centered 18983 7974 26957 Right Face 780 / 2941 bee TJM bPECIFIERSI BUILDER'S GUIDES for detail(s): A3, B3. oEslcN coNrRoLs; MAXIMUM Shear(lb) 13796 Morriettt(ft-lb) 28180 Live defl.(in) Total De##_(in) DETAIL Detail Detail 133 Detail 83 Detail B:3 Detail Detail 6 Detail u�uuiii��►��.��a��!��u�v�� t6NTROLS FOR THE APPLICATION AND L0ifillDS LISTED 110 LOADS:. Analysis for 13EAM MEMBERSupporting FLOG Loads(ps�-. 80 Live at 1013% duration, 15 Dead, 20 Partition suPpoRTs: 1 Pocket, Cone./Block Column Column Column Column Column Pocket,Conc./Block INPUT WIDTH 5.5011 5011 5.5011 5.508 .'1t 5.5014 5.5011 E3EARING LENGTH 4.2531 5,511 5.511 " 5.511 51 .ct Tri u t. r Load Width 18' REACTIONSffict JUSTIFICATION LIFE DEAD / T T L Left Face 738012941 / 1 032 Centered 18983 / 7974 126957 Centered 18383 / 692 / 2525 Centered 18817 / 7277 1 26094 Centered 18383 / 6942 / 25325 Centered 18983 7974 26957 Right Face 780 / 2941 bee TJM bPECIFIERSI BUILDER'S GUIDES for detail(s): A3, B3. oEslcN coNrRoLs; MAXIMUM Shear(lb) 13796 Morriettt(ft-lb) 28180 Live defl.(in) Total De##_(in) DETAIL Detail Detail 133 Detail 83 Detail B:3 Detail Detail 6 Detail OTHER. 1 w11 L it 1. "L L Rim DESIGN ALLOW. CONTROL LOCATION 11247 794 % IST. end° 1= 28180 35696 � n r ADJACENT span loading x(79%) RT. end Span I under Floor J 0.206 0.356 Passed. L� 1 ID Sna loading n I under Floor ALTERNATE � + 0.533 P MID arr I � � �� r LT l a Deflection Criteria; STANDARD LL+ Tc pan lain The load conditions considered in this a n include Concentrated # r� alternate n adjacent ber i i�.din requirements for standard rd non-residential or h b �g. Conceptual DIT1L NOTES; - IMPORTANT! The anal�sis presented is OutPut frO rn software accomplished developed Trus�r t i 11a nT.1 . TJ lwarrantssizing The specific product, application, input design of itsrdu� � this ��r �� rdan Fith Ti product d Ii n criteria a.d, and stated dimensions have been provided t software not been reviewed TJM Associates r. This output THIS lLl FOR TRUS .SIT 'IIL Allowable �L l PRODUCTS ONLY! PRODUCT SUBSTITUTIONDesign methodology used for uI t D�I�Ti1 VOIDS �� ILIx rcIr�L All � rig Ian �� I��a t T� �tr��, n edges (top and bottom) rt r tdetailed to r ut listed oar. positioning f lateral bra 'n " r required o1 unless Beta i led otherwise. Proper achieve member t ift.attachment and t: See TJM S PECIF1 EIBUILDER'S OPERATOR NOTES Full Length Of Office Area on West/East Side PROJECT INFORMATION Rexburg Office Building .lRNI OpEFZAroR iNFoRMA��oN: Tanner INllmore Smith & Associates Donald 442 North Main Street Bountiful, Utah 84010 (801) 298-1118 (801) 298-1132 Copyright 0 1997 Oy Trus Joist MacMfflan, a lim ed Partnemhfp, Boise. Idaho MtcrollarrKD is a registered trademark of Trus J i. t MacMillan. , USA, TJ-Beamlm is a trademark of Trus ,�omt 1 ac ttta jr LU co ■ .44 LM E 0 0 0 La � . � 4 .H 0 . �4 -,-i -Pr--� co 44 /� (7 x C` ,J`�� 44 4 mal T 4�. 0 0 Co 00 1 4m 0 Mt IE 14 e c 4- t. A , m m y 'T '�+-�1\ }F -A C3 r- C 'kms 1 r-4 s t LO 0 OD '3- '* eo r - r ^"'" r ��} t Ln l OD 0i ,,, N Ch C:) 0 }0 1 ' D H r'-4 C) rm 0I I C) r -q CN LO LnCN m an C) a) Cllr-1a)}�.� m 0 f -i TA fn H i # j r -i LIU fn Ln OD Ln Ln ) -P Ut € , CD 0 + CD 1 i z � . � r--�,n cn , L °, M. OD E CN 'IrIv0 r C H ` C) + 1 (D T-4 N A r I C)0 r -q r --f c -4Q-0 k4 M 00 -- i ko $4 j -kD cq f L FA im �..P �.ti n CN C'j1r- {'► �_ y�� i i i ~ `�} "-"' 4 'rt +.fes W 00#k 40: 0 r- - - w QCD 0 X00 0 OD V c 0 CD 14" UD a 9 0 �� .,-i0. I W-� 4-) -H F-: + 'F b -k` ., 4-) r---1 0 Cl ter+ _, _ C~ 4 nM -F-A r -I H a LL +1 0 ( - fu v .,A 4 C 4J air,t� � -rl A (u k4 -�--� 0 " "4-4 �--� 4J Ul di rl Mt IE 14 e c 4- t. A , m m y 'T '�+-�1\ }F -A C3 r- C 'kms 1 r-4 s t LO 0 OD '3- '* eo r - r ^"'" r ��} t Ln l OD 0i ,,, N Ch C:) 0 }0 1 ' D H r'-4 C) rm 0I I C) r -q CN LO LnCN m an C) a) Cllr-1a)}�.� m 0 f -i TA fn H i # j r -i LIU fn Ln OD Ln Ln ) -P Ut € , CD 0 + CD 1 i z � . � r--�,n cn , L °, M. OD E CN 'IrIv0 r C H ` C) + 1 (D T-4 N A r I C)0 r -q r --f c -4Q-0 k4 M 00 -- i ko $4 j -kD cq f L FA im �..P �.ti n CN C'j1r- {'► �_ y�� i i i ~ `�} "-"' 4 'rt +.fes W 00#k 40: 0 r- - - w QCD 0 X00 0 OD V c 0 CD 14" UD a 9 0 �� .,-i0. I W-� 4-) -H F-: + 'F b -k` ., 4-) r---1 0 Cl ter+ _, _ C~ 4 nM -F-A r -I H a LL +1 0 ( - fu v .,A 4 C 4J dw 1. t 00 CN tin ko C)0 en C) C) <�5 t� C3 + I 1 low v C CAVA CaD Vw CO LO H CO H CN CD <D'� I .. H IM -r—t ®tib+ I� 01 V) 0- 00 min M1, 0 CNIf t , lot ' w I CD C ry OD CY r-fr-•I M Ln9 �LnM r - CO LO Ln Tzp 00 '-- QD I 00�Lrj 'Y t , 00 1-4I C)C:) OD m 10 ,__, r i CO M m H-rq Iry C C3 N r-1 � � w 0)Ear }+ a �--� 0 !� w Ln r - C74 (V CF) 00 U') �r4 m F1 Ln In ILI, t OD 0 0to N 4J CO �4 1. 04 LO N CD O 0 C tn c 0 6 tal 0 i 03 14 a� f-1� t 44 4 -4 ALJ � � r'-+ I4 )r--? (W Am 4 W R-4 rri 4.-1 : - �--� Ei - D M r rA r ' ra Oq 44 14 44 14 -1p E J O r �i O U) R w V t� 0��y col 0 W -� La CO 41 -0 �4 4-a 4-4 F -i AI 00 0 -,1 4J M 44 fj r -A r -j MIr-S -�+ -41 :1 C71 Can 44 Q 4-) �-1 " V fu 0, OD 00 CN tin ko C)0 en C) C) <�5 t� C3 + I 1 low v C CAVA CaD Vw CO LO H CO H CN CD <D'� I .. H IM -r—t ®tib+ I� 01 V) 0- 00 min M1, 0 CNIf t , lot ' w I CD C ry OD CY r-fr-•I M Ln9 �LnM r - CO LO Ln Tzp 00 '-- QD I 00�Lrj 'Y t , 00 1-4I C)C:) OD m 10 ,__, r i CO M m H-rq Iry C C3 N r-1 � � w 0)Ear }+ a �--� 0 !� w Ln r - C74 (V CF) 00 U') �r4 m F1 Ln In ILI, t OD 0 0to N 4J CO �4 1. 04 LO N CD O 0 C tn c 0 6 tal 0 i 03 14 a� f-1� t 44 4 -4 ALJ � � r'-+ I4 )r--? (W Am 4 W R-4 rri 4.-1 : - �--� Ei - D M r rA r ' ra Oq 44 14 44 14 -1p E J O r �i O R I 41L 0 •� -� CO -0 �4 4-a 4-4 F -i 00 CN tin ko C)0 en C) C) <�5 t� C3 + I 1 low v C CAVA CaD Vw CO LO H CO H CN CD <D'� I .. H IM -r—t ®tib+ I� 01 V) 0- 00 min M1, 0 CNIf t , lot ' w I CD C ry OD CY r-fr-•I M Ln9 �LnM r - CO LO Ln Tzp 00 '-- QD I 00�Lrj 'Y t , 00 1-4I C)C:) OD m 10 ,__, r i CO M m H-rq Iry C C3 N r-1 � � w 0)Ear }+ a �--� 0 !� w Ln r - C74 (V CF) 00 U') �r4 m F1 Ln In ILI, t OD 0 0to N 4J CO �4 1. 04 LO N CD O 0 C tn c 0 6 tal 0 i 03 14 a� f-1� t 44 4 -4 ALJ � � r'-+ I4 )r--? (W Am 4 W R-4 rri 4.-1 : - �--� Ei - D M r rA r ' ra Oq 44 14 44 14 -1p E J O r �i O TJ-Seamw Y5.Sen-al NuMber, 707001944 I I I 11/9 104-20,-32 AM Pace I of I Rui1d Cie, OV Beam Required 4 Pcs of 1.75 " x 1i..875" Microflam@ WS LVL 1 .8E � n1b YKVUUCT MEETS, OR EXC�� Tjj� �FT DFSIU' IV CON I ROLS FO� �H� APPLICATION AND LOADS LISTED LOADS: Analysis for BEAM MEM13ER Supporting FLOOR, COM Loads(ps�: 80 Live at 100% F duration, 15 Dead, 20 Pito-n SUPPORTS: INPUT BEARING WIDTH LENGTH JUSTIFICATION I ga t,n../Block 5.50" 4.25" L eft Face Column 5.50 IF ;2544 Right F a ce Tributary Load Width: 18P EATI Ilb LIVE I DEAD / TOTAL 7920 13583 / 11503 7920 3583 / 11.50.11 " tieeI JM S'P A R 'S I B ILDE #S GUIDES for { DESIGN CONTROLS: MuIMUM Shear(lb) 10805 Momen#(ft-Ib) 27914 Live Defl_(in) Tata! Defl.(in) - Defiection Criteria _ Concentrated load DETAIL IL Detail Detail DESIGN LL CONTROL LOCATION 8474 15794 P .s % LT, end Sian I anor loading 27914 35696 Passed(7801o) MID Span I under Floor loading 0•240 0.344 Passed(U517) MSpan 1 under Floor loading 0.348 0-517 Pa d(U:356) MID Span 1 Linder Floor foarfinn STAN DARD(LL-L/360, TL U240). requirements for standard non-residential floors have been co OTHER 1 ,t' LL Rim 1.25$5 LSL Rim Conceptual AI ITl f L TES, - IMPORTANT'! The analysis presented is up u t frOm softwaredeveloped by Trus JOist �iCC r products b this softwarewill b aim lish ' accordance �t . TJ warrants the s its Tprou deli crt d a�teddesign values.'rapplication, input loads, and stated dimensions have been provided flot been reviewed b TJ Associate, ftware user. This THIS ANALYSIS FOR TRUS JOIST MacMILLAN PROD f Allowable Stress Design methodology was used for - Bu"I'rCT SUBSTITUTIONTI VOIDS THISNAL . CS, Code UBC lyin the TJDistribution t��r �r L compression s and b must bbraa � fr *t mem1 unless detailed otherwise, Pro erattachme n iinlateral r Note: See TJM SPECIFIER"S / BUILDER'S GUIDES for multiple Ply connection. OPERATOR NOTES 4m.PC Spans Of Office Area on WeSUEast Side PROJECT INFORMATION Rexburg Office 13Lj-*fldjng JRW OP OR lNFORN[A71apN; Tanner Vllillmare DonaldDonaldSmith & Associates 442 North Main Street Bountiful,, Utah 84070 (801) 29$-1118 (801) 29$-1132 Copyright 0 19,37 by Trus ,Joist MacMillan, n, a Ii rt pa rs' a 8ofse i rolla� i a registered demark of Trus JO(st MacMillan, I Idaho, USA TJ -Beamer j -S a tmdemark of Trus Joist M la 1 Ian. ~)WIV4e TJ -Beam n v:5-00 Se W Number: 707C@1944 TJBEAMD 1111 811 V97 10.'20F'32 AM PA16 16f i Member Infar atiOTI Required ij ect In ormat 1On Rexburg Office Building JRW Max_ Reaction Required Hr Max. Unbraced Total (1b) Lire ( 1b) Length(in) Lnt h { ire ) Floor loading an an ear(lb Moment ( ft -1b) Lire Def l a ( i Total Def I. (in) Dead l oad F LDF = 0, 90 Shear (1b) Reaction (1b) Moment (f t -1b) Supplemental Report for 4 PCS of 4.75" x 11.875" Microllam0 WS LVL 1 .8E 101-4,0011 11503 7920 2.19(S) 3 members, LSF nt 1.00 1150.E 7920 2.19(S) 10805 -10805 1150.E 11503 27914 0.240 0.346 3583 3365 -3365 3583 Operator 1n f0 ation Tanner Willmore Smith Don 442 OEth Main Street Bountiful, Utah 64010 (801 ) 298-1118 ( 801) 298-1132 %Yright (D 199-7 by Trus JOiSt MacMillan, a limited Partnership, +C011aris a regi tere trademark of Tr ��t MacMillan..ef Idaho, -,-Beam, is a trademark of Trus JOist Associates Beam Required If 10 It v5.[]0 Serialfiiumbeer.7D7t301944 4 � a•.� Vi 1.I 7 )( I 1 ,J 150" Microl lam@ WS LVL 1,8E TJBFAMD I f I 7 8111197 10:25.51 AM Page i of 3 Build Code: 017 THIS PRODUCT MEETS OR EXCEEDS THE SST DESIGN CONTROLS FOR T f _ HE Lf CATION AND LOADS LISTED LOADS:. Conceptual Analysis for BEAM MEMBER Supporting FLOOR - COM. Application. TributaryLoad vVidth.- 1 Loads(ps�: 80 Live at 100% don, 15 Dead, 20 Partition SUPPORTS: INPUT BEARING IONS( I. WIDTH LENGTH JUSTIFICATION LIVE / DEAD f TOTAL 1 Pocket, Conc./Block 5. 5014 4.2591 Left Fac' D FTA I L OTHER Column5462 / 1 / 7620 Detail A3 1.25" LL I Column 11 Centered 13483 / 5530119013 Detail B3 4 Pock e"t, Conc./Block 5.5ort 4.264 Right Face 5462 12158 17620 Detail A3 1.25" LSL Rim Centered 13483 5530 / 19013 Detail 83 See TJM SPECIFIERSI BUILDER'S GUIDES for detail(s): Bearing length requirement exceeds input at suPport(s) 2, 3. Supplemental hardware is required to safisfy bead g requirements. DESIGN CONTROLS: Shear0b) MAXIMUMDESIGN ALLOW} CONTROL LOCATION 1 458 7897 P d(94%) LT� n n under ont(ft-lb 14145 14145loading Lire f[.i Total Defi.(in)a .ADJACENT span ladih Span 3 under Floor ALTERNATE span loading 0.162 0,383 d I' MID S ars 1 under Floor , LT Di� rite: �' NATE pan loading U240). The load conditions considered in this design include on�t�r�� I�� r� ��` ftd adjacent member ski loading. rets for standard non-residential floor. have �' d. IITIL NOTES: - IMPORTANT! Thi anal sig presented ing oT its Products b the sours will b accomplished iThe specific prod uct.ap-pjjc�ation l' '� I MI T I r . has not been reviewed Tn values. 2 input design and stated dimensions have been provided t product design criteria and code accepted � �--�IANALYSIS FAssociate. �r gar. ��. ��t�� AHowable Stress Design ,n product listed above, ottom) II THIS ANALYSIS. was used for Building Code B the T BracenL�; All cove]o must be braced at 2 8" 01c unless detailed othe Positioning of lateral bracing is qBUILDER'S err �r �l�t� r��r ��meand nt GUID-ES for Muftiple PJY COnnection- OPERATORTES Middle Reception Fall -PROJECT INFORMATION Rexburg Office Building JRW OPERATOR INFORMT i r 'Willor Sit -11 Donald it es 442 North Main Street Bountiful, Utah 84010 (801) 298-111 (901 ) 298-1132 Copyright 0 1997 by Trus Joist MacMillan, a limfted partnership,Bois Kcrofl is registered trademark of Trus Joist MaCMiilan. � Idaho, 1 . T - is a. trademark of Trus Joist x Supplemental Report for 2'TJ-Beam V5.00 Serial Nu7070707001944� ��s of � .75 x 11 u875VIS LVL 1.8E TJBEAMD I i 7 7 8/11/97 X0:25:51 AM Page 1 of 1 Member Information: _`gym Required :.jiect Information: Rexburg Office Building Operator Information: JRw Tanner k'lin limare Sith & Associates 1 ijo 442 North Main Street {80Z} 2g8-I3i8 (801) 298-1.132 Reaction Total (1b) 7620 19013 Live f lb )4 6 19013 X20 Required rg. Length (in)2.90(s) 2 (S 13483 5462 Max. Unbraced Length(in) 7i4() 2.90'S) 32 32 32 32 3:2 F1QQr loading on all members, L F - 1.00 Shear (l)_ 6315 -963 6 8323 -8323 Reactior)(1b) 7009 17959 17959 9636 -6315 OMrlt ( t -ib) 9585 -12730 7009 Live Dfl. (in) -12730 9585 Total Defl t (in) . 123 . 1 0-085 l 0.030 0.12.E Floor ALTERNATE $pan loading on odd Members LDS' Shear(lb) 6927 -9025 2563 -2563 jmr Reaction(lb) 7620 11588 9025 - 927 Moment(ft-lb) 11530 -8044 -2919 11588 7620 Live Dfl . ( I) 0.124 Total Deft . (In)0.162 -8044 11530 0,124 0.162 Floor A.LTERNATE spars loading on evene r Shear(lb) 133 r �I�� -1.00 8323 Reaction (1b) 1547 11901 -8323 3579 -1333 Moment ( ft -l) 1388 -11901 1.547 Live D fl . (i ) -0043 803 -8606 1388 8 -0,025 � � or ADJACENT span loading over support2, LDF_ 1.00 6131 -9B1 -ition (1b) 6825 19013 9192 -7454 3394 -1516 Moment(ft-lb.) 9033 1OB48 1731 Live Deft . ( i) -141 6159 -7192 1798 Filo ADJACENT Sean 10ading over u ppox-t 3, 0.070 0.014 React' 1 11 3394-1731 10848 7454 919 Moment (f t -1b) 17030 19013 6B25 LJ.ve Deft . Cin) -7192 6159 14145 9033 T aal De l .fin 0.014 0.061 0.074 Dead load, LDF 0.90 0.070 0.112 Shear(lb) 1945 - 1 eaction 21-5e11b) - -2563 967 -�1 o.neft-lb) 2951 5530 5530 �. 3920 1206 --3920 2951 -roi lair is a regi t reci trademark of Trus � � �� partnership, Bpi F Idaho, USA -- -Beam, is a trademark of T-rus joist a+�I�111� Oi t a illan. TJ_gi� n. T,18E4MD i 119 8111/97 10:35 -19 AM Page 1 Of i Ruifa CMe_ ail THIS PR4DUCT MEETS OR FXeEr:pC TSE SET p=lUN GpNTROLS FOR THE AFP�[CAT 1C]N A LOADS LISTED Beam Required 4 Pc� 4f 1.75" x 11.Bi5" Mi�roll�� WS LUL �.BE i [2j 1) 1 2r LOAD` Analysis for BEAM MEMBER Supporting FLOOR - COM. Application. Tributary Load Width: 181 Loads(ps�: 80 Live at 1% d u ratio n, 15 lead, 20 Partition SUPPORTS: 1 Pocket, Conc./Block Column Pocket, Conc./Block INPUT 13EARING WIDTH LENGTH 5.50" 4,2511 5,5014 5.80911 5,5011 4.2511 JUSTIFICATION Left Face Centered Right Face REACT#(7N5{1bs.} LIVE f DEAD? 1 T(3TAl. 7834 f 3067 /1,0897 21000194991399 7830 f 30671 � t1RQ7 DETAIL Detail Detail 133 THE Im of - See TJM SPECIFIER'SBUILDER'S GUIDES for Bearinglength requirementerr; � 133.� exceeds input at u r( • Su lemental h r& i req u r t gat i fy bearing UhSIGN CONTROLS: MAXIMUMDESIGNALLOW. Shear(lb)15250 12 701 15 794 o rat -1 35582 35582 35696 Live Defl. in) O,269 0,389 Total Dfl.rn 0.341 0.583 CONTROL P d(80%,) P dl % Passed(U521) Passed(U410) - IV r . 0T1U. L)LL:L1 TL. 'U240 T Inns L. Conceptual requirements, LOCATION RT. end Span I under Floor loan FST. end Span I under Floor loading M l Span I under Floor ALTERNATE IATE n loading underMID Span 2 Floor ALTERNATE span loading XI m t� n this i include Alteirriate member - Concentrated load requirements for standard non-residential floors have been considered.r ADDITIONAL NOTES: IMPORTANT! The analysispresented is --� u tPut fr softwaredeveloped Tf f i t �rllrTT� � ��the h o its products software �� rnlihI accordance Fith TJ product de �rt n � ��ign values- Thetproduct +tion, ��t �� loads, and stated dimensions �� n provided thesoftware user. This output not been reviewedb a T Associate' THIS ANALYSIS TLJOIST a ILL PRODUCTS ONLY! - PRODUCT SUBSTITUTION VOIDS THIS Allowable Stress lei methodology was used f Braci�Lu : All compression eabraced at JB Distribution productPositioning of lateral bracing , is required to achieve O unless detailed otherwise. Pro e r Note: See TJI P� l�l� � member stability. � h rat nd BUILDER'S IDE for multiple I y connection. OPERATOR + T Middle Reception Hall option PROJECT INFORMATION Rexburg O{fice Building JRW OPERATOR INFORMATION: Tanner Wiifmore Smifh 8 Associates Donald 442 North Main Street Bountiful Utah 84010 (801) 298-1118 (801) 298-132 OPYri ght 0 1997 by Trus Jfst MacMillan, a II rited artnrsh i Boise, Idaho, t. T - i trademark Tr '.i ally is a registered trademark of Trus il ll TJ -Beam x5,00 Serial umter-. 7070C 194.4 TJBEAMD 1111 8111 103511 AM Page 1 of 1 Member 1 nform do b Revirelr z jj ct Information Rexburg Office Building JR Supplemental Report for 4PE; of 1.75" XIIN875 " Mi11j1a.m@WSLVL1.8Ecro lT'- .T¢ llr- Max. ReactioTi Total(1b) 10897 Live (lb) 7830 Required Brg. Length (ice) 8 Max. Unbrace Length(in) Floor loading on all mernbers, LOF Shear (1b) Reaction(lb) 9847 Moment (ft -lb) Live Deft . (in) Total Deft . (in) Floor ALTERNATE Shear(lb) eaction (1b) 07nerlt (ft -1b) Live Deft . � In) Total Defj . (in) Floor ALTERNATE Shear (lb) Reaction ( 1b) oment ( t- lb) Live De fl r t �n Total Deft . (in) -id load, LD F ar (lb) .inion (1b) Moment (f t -lb) r 30499 5 21000 5.81(s) 32 12 32 Operator Information: Tanner Wilimore Smith Donald 442 North Main Street Bountiful, Utah 84010 (801) 298-1118 (8 01) 298-1132 A 10897 7830 2.08(s) 1.00 9150 -15250 15250 -9150 304 9847 20015 -35582 20015 0.163 0.237 8.163 8.237 span loading on odd 9 m mh rs, LD F = i. 00 10200 -14200 5800 -1800 10897 19999 2017 24872 -23332 2486 0.269 -0-116 0.341 -0*074 span loading on even # members, LDF = 1 .00 2017 1800 -5800 14200 -10200 19999 10897 3067 .q 8 Q -23332 24872 -0-116 0.269 -0.074 0.341. 2850 -4750 4750 -2850 9499 6234 -11082 6234 3067 rollarr i s registered trademark o Tru i rtt r hx i s � 8. A,) -Beam," is a tra etAar Tru Joist MaC J. 1� 1 a. MacMillan. & AsSOCiates TANNER WYLLMORIE ? T W 442 Orth Main st,.Olt f30Un trfcj f - LJt0h 84010 Phoma (8 01) 298—a725 801 298— 1 A Fox 801 298,1 1 -32 PRC ECT (� �X ID Q f - ARCHITECT 1 r • , ' ' r 1 a PROEM PACE,- DATE te; ilAiE e ' • • � - ' � :' . � . _ .. e e e e . a _ _ � e { J . e e . 1 a e J _ , L , - r _ e e a r i I F J ' • . ` i I , ' e : _ e . , i - e e a e e e o .. , . _ e _ , . e , , 1 . J . .� 4 d 1. a a ., y a ' .•e •+. _ F G . . . a• - - - a 63. : � ., _ a - • , e. u ' • = _ . e � J r. : , r 1 r a a i ; a r a r • v • Y e e _ e • , e _ , . . , , L e e _ _ , • r 4 s - • : - " v a _ • - • e a a • • P a • ■ i a i i a i e • J _ + + • u _ e L , r a _ _ , a _ _ • ` 1 ' , , , a � ' . _ T _ • •" �,� e_ r __ c L F a a T a_ r_ e a e_,_ e • L • - . 1' _ + , e r e . - . e _ e e e e L u • L r _ , • , +-- TT AL ...... 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Y J J • . . r a • . e ' r _ c 1D, �- ,f Jf . - _ • a ` ° ° : 4 • • ± .} a + ; • _ + ± a _ ; , r J _ r ` • • , . e • 1 .e r _ • _ , + • L , e . o , a a e T e i + • , , • ' , , • e • _ e , r , e ; L _ • m , • • r • } • • J r. • a • • • r • • _ , a . a e .. . , : _ , ' • ' ' F • ' • , ' a . r s a _ • a J , r a a _ a t , • , # • + • } • . + i • t • • .} T • t r a + , J ` , - L e • , ' ` a - 5 a _ - .. e - e L ` = r ~ ' • • ■ • T T , F • • # = • , c : , • m : • a L z c a e • .. r e + • • , , , r e r • J • ` + J i + + ■ • 6 • • _ r s . • . a . e e e • J _ r e .. r , • i • • t i • e _ T a • + • • i L F • � � • # • • , i • J . r + • � ` • , � 1 • e F ' ° : � , • : a a ; a a + a • n a , • a L • G i s t ■ a a • .• • , • i • ■ • • • , i • a • • + ' : " a r " � - ' _ - _ • . L _ s a • • . . * • Y + r - _ + ` • r , J e e T , J _ • i •. • # Y. r • J _ e e _ r • • e 1 , c e G 4 B a a a - a . e r , _ + _ - , i : , • _ e e • ,, . . • r • J. a J . , T a , • a 9 F i i , a + + • , , T • a , • ' , T 7 + + T • a • a + • a c • • e. L . a F , • . _ a + • +. + + 4 Y _ e T • : ! i a •. ■ i a . . •■ ,f a ! •} ! Y ! 1F ■ it q 4 a a - v s , • a • • r , , _ a L } a • " � ' • , ' J • a _ _ a ; ; s � y • r T • • L • . L n : " e e + w ; _ n . ± _ , - e e + ; , • ; J e J = • w e • - - + _ r _ , e 9 i a , + • e _ a _ e - - •. a - _ . L . r e : . , ' J . + : - z n i c . . • . a . . • z J . . # . . a' .. _ T e. a . . . • , , J ' ' ' . A _ • • " e L c e e a i _ 4 . t F i + � • ' ` . L J . . J , _ r • a .. . • . i u .• . _ .r L . . a , . L ' e e , + + G m a. r a • + ® • • • m + e e a n T a { . i � _ ' ` ' , a • • • r • _ • _ e e. , • F • L c e a e L • , • e • e • L P e • r _ • + n i • • i a _ - ' + + r a a ' , " • r ; e . e i . • . . T .. F . . , . . t . T . a , .. . - , r ® ■ _ • , + _ • J T • ° : a , , a ' a. • _ a 4 a • • - _ _ + _ • ` : • } e • F • ; - a ; a m J e - a _ r e. _ e a e m a - , - - - _ . r . e e • _ e _ T . - a . r J .. r L _ . , e e • L • c , . _ . e a m • L , � a e ' ' " e + . y a. . , a ® _ e e 1 e • - e . a J _ r r , m , a. L L _ .. - • • n . _ e + , _ r ' • _ ' e , _ ' i ° , - • a - ' r • -. y r - " ' - ° _ ; . • : • o. e , e : L r • J .. e , e a s m . e _ _ v e - c _ e I4 k I T E LL ESIAITHTE JW 442 North Moro t eic t ounti f ut, Utah 84010 phone 0 2945-879 8011298 —1 1 i s Fox 1 298-1 132 LOCI1T*k I DATE EIYCIHEER - UP • a . e e . _ . . . . . e ' ' - • e a • . c . . a . . ` r r y : . a . : i , . a - , . c r . _ n a. - , e . . . ' . - • ' a _.. �, . f + - Fes_ _ ' J y a - e .� i . _ . . . h Y . . , a _ . .. . _ . - 'e ............ T...... . P4 T u .. • - e s a R � • � ' • a 4 ,, + r • . , . , a Y a 11 • • . a - ' = , n = , • - a _ e • _ • . c . • r ., a , • c _ n a _ r • • .• .+ • e • • • r . , _ .. _ . .. _ , . , _ . •` a n a { +: , . • . ° r • • ; - • _ • , a : a . d • . : r • r • • + : • b f T • +, W : a { . ` . . : L At> • , + +, a .. _ . _ m .. _ a4L. ' .. - ' . a c � - " _ r • - T a y , R i • • r T a a. i • a : , . r _ - . . . . . - - • . e - , . { • • c R + a .r -. a _ • ' ' - • ' . .. ' . a : . r _ . . * a 7 d° R d• f T R r . a , . . , w i T Y r . , a . . _ n " + + T • T . • 1 . �, ± - h • L , a = - . , ; . s a , e � - - • : a n . = _ • _ Y c a • ' • • , ± a a ' - a a '' - • , = , . _ r • e , . a . - . .. • kA"�) pi Yl• a e . . • . R • R . , a ^ s • , • •1 1 w co . L.. - • , •. - - ' - • • e c a - ' ' - . , • .. n a . . - ° r • a 7 d d a. • r - d a _ n • c _ • + r _ ■ { • . , y • , .. , • . r a a , a _ a Y a d a . ■ • • a _ , r a, , • ' ' , R - ° • . c . . • • ± , • ' { • . • a r . s , • . a s ■ c • • d c - r • a - , a _ - • e a - a Y " • ' - ` o - • , . .. . = - r _ - a r . . c - , • a - . _ . . • - • • '! T • .c r . a _ _ r . _ . . - ; ; ± a - . a • • - , c ; c _ . v _ , . - ' - - a y , _ ; _ . , . . . _ . . u . n _ . _ . _ _ , • • - . c . , . = . ; • . e • , . _ : . _ r ` , • � • • • f r a _ a a . a a _ r c , c • - a a _ a • _ . .. _ . _ - a . _ • ` . - u - ® ' '' : , Y , - TMlHER YdILLMORE SMiN Ac A550CfhTES 4dl2 North Moir StreetT W f3buntifuE, EJ#eh 84010 A Phone 801 29$-8795 �� 1� 298-1118 Fax 801 298--132 LUCIlT10t! SECT I PAM; OATE Ehc�rr� � . E � - - e ............. • � � • � L ` • a i v s , v - , a Y a • • • L • u _ j a a ; v a u _ _ v v - r • v J _ 6 a ` ! a ; e. . ± v _ = e v = • _ v u , • ! r , a � r - - v , _ , - , v. J _ v . v r r ! s • • • ,= a a a , • • J _ r _ e r • a _ , • _ _ • • a _ •i • • • • '. ' u ' • e • + r + e a • v a , v .. • J _ , r. .. • . _ _ v v a . v v e , • o _ .. s a _ a r • _ � v • , • v • a � r , a v • _ r v X u v _ , - v - • ° ; n .. • - a _ r a a _ v v • ! • a. • • ! • • r a � a , a v _ • r , v v - • v Y • a _ _ - , r e - _ a a - ! • � 4 • a i • a r • • � • v • _ e - r Y P F Y • F 1 r a P P • - •�° r a � Y i a - - - - - • � ; . r • • + ` J ° ' , .,. ; v v ; - ! ,. • a r • ; a r ' • a _ ; • v . n e • i , Y • • _ r • } ! a _ , ' - � - T e ' . v e _ v + - - - , a _ _ _ a a _ v - i r a a. _ � a. r = v a e , v a , • . ' ' • _ • c v v v , _ • • + • u a i i • ! • _. a n r v _ _ n v v _ r • , a ! _ v a - • x +: , r • ' � ` ° • a - a e . v v w i J _ a - • J _ _ a _ • e e _ • • Y v r • . a _ _ • r , e .. • _ � � ' - ; - ° + r • = • . a : ! a _ ; v. e , ; u. v a. • a • ; • v + ; , • , ; a a , ; - r a j • ! _ • e a , Y v ° , a _ v a r - • • W , • • 1 - , • a _ , • e _ r v J • v ! , , ! . ° .u. , • v v , ; • , v ` r ry ; , v s • • F : .. a ; u v v ; _ _ • A .. , • ; v v J v x _ a ; - • - , v ! - • _ v v v. _ r , • a • v 1 ! u • , e. - - ! e ' , ex - , - , • ; - • ! ; ! = • , ± v. s v. ` F • s ; v a ; v _ - v , v a ! ! , v _ - ; _ v v v _ v u _ a ' • _ , u i • ! ! • _ v a _ _ v v -' , - !. v. _ _ _ , " - a , ! ' 1 ' • a _ • ' j v v ' a r J _ = a _ • v , F • , • • • u _ v r _ s • • • a. v F • a i i • .. - - ' • ' ' x , • J. .r n e. , • s P • Y a i i a a e• a _ • • v , v , • _ _ . a .. - v ' - v v ` • - • a • , i + A s • • � ' ' • - - ; • , v • _ • _ • • , v c e v v , u e i 1 • e • r _ - , _ , - • , v _ _ v. e e _ _ , _ • e n / • , - a a Y v .. - ° • r e • F e , 5 i a r• , i r • a r r , e 1 ` • r - e Y ....... ................... , a _ - , e ' v ! c r ! u - ; a - - ' a - - : Y T • • a v • r • • � r W � . � • • , • r • ,• r • • J , • Y i • # • a e e e ` r r • v i • + ' { r • - v a e ! • • 1 + • ; ' • - • ` ; a , , • . • v v + • J ; r • _ ' • i • ' _ • a a _ • ` t • ± ._ n • : • • v ; , v , ` a _ . e ` + ,, r • � e + = • • , a • ' r a - a a , • • � ! , Y Y • a ! a a r • .. _ _ , e e • r , i i e , ' v • - , Y • , 11 Y 1 a , • a . r a a r • j + • , • - • + r - * : = a a • ` e • , ' e - : • - - _ ° n , Y v J _ v - T . .. • a v a _ • - .. - • a e a a , , v F r • r • r ` a a _ 9 - _ - - ' e • - • J ; , - _ ; - e ` , • ! = • a , e - v ; Y v e , _ ` v - n a e , i v a • • !. • _ v _ • n. _ x v Y e v a _ , .. • u v. v , v v _ , • - + , , L ' + - v r - - u .. v v i • J _ r u _ _ • a . T u _ • • • • , L v - _ a , ` � r v 1V'JSA SNOW DRAFT DESIGN reviser: 3/26/97 Pf Roof snow load Pf Des* 1 YI Snow load hr= Height difference upper to jower. T 500 t 500( I40jrZ., tipper roof dim. 2.30 Snow Exposure o#rn 0.63 Roof Slope 12.7 Surface Material Is This a Roof Projectian Can Sliding occur onto this Roof Cs = I-(a-3U}14Q or 1-(a45)C25 P9_ PuCrfi Ground snow load D = . 1 3Pg + 14.0 = Density of know hb =- Pflil balanced snow height) hd =.43 *Vs'b^(113) *(Pg + 1 0)^(1 i4) -1.5'= hb + hd = (total snow depth) Design depth must be (hb +hd) c= hr Design hd D(Dessgn hd) = (drift snow weight) Pm = D(hd + Design hb) <= Dhr = Wd = 4*(Design hd) = (drift length) = Wb 907 R�:berg 8fficc 34 pf 34 psf Des' 1.00 (See table - I -, 300+ people I 0.' 45 degrees n S=Shppery, n z= none slippery surface n I 1 *4 (1.41f YES and 1.0 if •0 I 48,57 Pct 20.3 p f <= 35 pf 1.67 4.04 height 2.30 ff 0.63 ft. 12.7 psf 47 psf 1. wd M T�.. i. -RIF q TQx Sitour Load ,z • .. air... „ „ _t � �- .� af _r J. Ir Buildffi r •r.+r.,i, ..y � � '7f mow' ,. , :. _ ._ $j d . � r `_ T rte. - r.. •,.-:m *+vv - .. _ a .. abs a c•*r� . •� r -,. vd_ Yy r i , RW _. DL z 814/97 Snow 94 reel . xis ti TANNER VALLMORE SMITH & ASSDMTES 442 North Tin Street Tw '6 ount,"ful, Utah. 8 C)4 Phone 8 1 298-8725 _VAA801 8-111 Fox 801 29 8 113,? �aEct � DATE EHdhEER Pmt - ' a : • - • � . , . - . - _ � _ ' : . . m F r. . ; _ e f . � e _ . : n . ee _ r i . _ : _ e .. - m .. e r e . . ' F � : . • ; ' ' = e e m e •- ols t ' ° • ' s m ' J ' _ ; r . _ .. • . . a . r _ . J _ + . { . . • . r. r _ r u J r . a . .. _ , u . . . . _ ' • I 4D e CIO . � J J •__ a J J_ J_•_ T r i+_ e m a J _ a J.. ■ ' + + � - — a '^i ; e r r_ e e e,■ n J+ r a_ e=• e_ a, a, _ e A a e_ e e_ a p q57TT 1, 06 ,.. n.J� ........... ...... ' J ' ' + a e i - n J ; ' • r • . - ; J - • 6 • • e = . • • = . , r _ . L . . a _ ; n " _ ; • ; • . ` . .. • • J . ' ' + ' n • a _ , • a i r e e. • F , . • _ , J ` t • • , • + e y , e . a r j.S • ° T . , d r a a • + . • • a 7 I • F n• • • • a r r • , • F • ! F Y J. + • a } 5 a n J 5 ! . • ' - . r J 5 d _ - • 7 • • - - • r i' • e • - _ , = a r • ± . r. : _ . . : - J • : . e a e . n : a _ s a ' • F r • .. • r . ± r e t ± { • r : + • • y n a . • a - r • _ , a a r • • . r . . a . • . . _ a . J , r • . r r r r J _ .. +fil - + • - ' • - J - r • r J. y • • a r • a . e • . a = • y r • . . , � ' - • a. , • � a • � . • J = - : - i - J - • 7 a n ' - 4 ' � 7 ' ' y • . . a + • • • . ; .0 a • i J _ • ` r r a 5 . , , _ _ . • r . e J _ _ _ _ • _ _ r s a - . a F . .. _ • J _ • • • y { - T . a a e • - . e • m. a i • .. a a . a a e . r • - ' , a a r r • J a a . _ • ' ' J ' F i + ' T • • • . . . a • . - , • : . c + ' - n • • . r a : _ _ , ' J • ° - r. + ° : . r a r . . a r n . „ a + + + ■ r r F . . + . a n r a - . 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T W untifu[s U#Ch 844010 Phone a0l) 29[a-11.7-35 AA Fox 801 298.11 18 1 298-11,32 aawZcr V�ea<�.r,� Shy-�'ce nRcCT PRCUECT OATE Pte: . . a .e L _ • ' . • • y . �� . , • + : r .. _ • _ ; a. a _ . a • a II ` n.. e � ' _ •. , ' ' _ ' _ e a _ a L ' - • �� r . . a - . - • i r w n . . . a a . _ r e . r + , . _ . a „ _ n � .......... Raft ............ .. • ; = = ' � . . • • . . a a . a = . . a . . ; , . ` L _ . : . a : • r . r a ,• u i . s : . . . . . ... 1° : . a _ e . a _ r .. � . a r .. r ,. : . - _ r L24;0 Z, fd ,a....._..... .......... _ _ - ' ° . e. , , . . . . a • . a + .. . , , .. _ ` • +' C r a r . L 7t +t a . . . . a + a . a _ . . a. - - - AM- + 1-43 • F • . a + t L F • a T • i 11. a• ! 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N TJ -Beam T11 V5.00 SerialIumr: 707001944 TD 1111 8/4197 12:00.-43PM P298 I Of I Build Code: 017 Typical .foist on East and West ends, 1611 TJOIST � 16w0v1Ic IL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LlSTEi3 LOADS; Analysis for JOIST MEMBER Supporting FLOOR - RES, SUPPORTS: INPUT WIDTH TH 1 2x4 Stud Wall 3,500 2x4 Stud Wall 3.5011 DESIGN CONTROLS: MAXIMUM! Shear(Ib) 922 Reaction(lb) 922 Moment(ft-!b) 6125 Live Qefl.(in) Total flefl.(in) DESIGN 916 922 6125 0.675 0.877 JUSTIFICATION Left F Ce Right Face Conceptual L _ 40 Live at 100% duration, 1 Dead , 0 Partition REACT[ONS(Ibs-) LIVE I DEAD I TOTAL 720 /296/936 720t2161936 TIL OTHER Tdl Blocking all TJl Blocking Panel ALLOW. CONTROL LOCATION 2330 P % LT. end Span 1 under Floor 1685 x(55%) Bea ring 11 under Floor loading 8596 Pas-sed(71 %) MID Span I under Floor loading 0.665 Passed( 73) MID Span I under Floor loading 1.329 L/ 6) MID Shan 1 antler* Pn r I . ern - Allowable moment was increased for repefifive - Deflection .T LL -U48. , TL -,U • analysis- Deflection is bad on compositeacctt .1 with single layer of the appropriate span -rated, GLUED & NAILED wood sheathing. ADDIT10NAL TES - IMPORTANT! The 11 presented iOutPut ro application, software d Toped b Trus joist a fan TJ . TJ1sizing warrants �� • n � fr tproducthis software X11 �.�� accordanceTJr design criteria p� design alu.The specific product r�� ren loads not been reviewed b a T Associates stated dimensions b� n Provided b the software user. This output � THIS SfP �TS JOIST [1t_ - S A qtrwas 'LAN PRODUCTS LY! PRODUCT T1T �r�r��.�: �1 compression edges(topused for Building Code Banalar� t: T.�r uton� r�d�t ilt and bo tom mut braced t 2'8" o/ ural F� above. �tioni o lateral bracing i required to achieve detailed El��d �t y. ise. Proper affachment and PROJECT INFORMATION Rexberg Once Copyright 0 1997 by Trus .foist MacMiflan. a limitedartn rshi Boise Ida TJI is a registeredtrademark of T Joist Macmillan. � 4 ho, USk OPE ATO�R �NFC3RMAT1C}M: Tanner W`h�more Smith & Associates Donald 442 North Main Street Bountifui, Utah 84010 (801) 298-1 1 18 (8i71) 29$-1132 TJ° beam irm I tr-adOma.rk of Trus Joisl M a -hart er4 W,7n TJ-3eam v5.00 Senial Number. 707001944 TJ6EAMD 1111 8/4P97 12400.7 f !gage i of I Member Information -- Ical Joist an East ��3t Information: Reb rg Office and West ends. Max.. Reaction Total f Lb) Live ( 1b ) Selected Rrg, Length (ire) Max. Untraced Length(in)- 936 ength( n) Supplemental Report for 16" TjOIST c`3x 16@01' o!c %z;;r A 261- 7.00" f. 936 720 3. 50(W) Floor loading on all members, Shear(lb) Reaction(lb) Moment (ft -lb Live D f l . (in) Total Def 1. (in) Dead load, LDF � 0.90 hear (lb) Reaction (1b). Moment (f --lb ) 936 720 3.50() 32 LDF i l.0 922 -922 936 936 6125 0.675 0*877 213 -213 216 1413 l Operator Information.. Tanner Willmcre Smith Dona3 442 North Main Street Bountiful e Utah 84010 (801 ) 298-1118 (801) 298-1132 -might 0 1997 by Trus JOlst MacMillan, a limited artner hi f ]Boise i a r l to d trademark of Tru JoistMacMillan.� I a�i�� . -Beare` is a trademark of Trus 430i t MacMillan. 4 Associates TJ-BeamTm v5.00 Serial Number: 707WI944 TJBEAMD 1001 4 11,58-25AM Page I of I Build Codes 01 � _j_ Triple Member on the sides of the "boxes" in the reception area 3 PCs of 16" TJI@/35C JOIST QC.3 16NO" ofc MEMBER IS X'SUFFICIENT DUE TO LOAD d Laaos: Analysis for JOIST MEM TYPE Point(Ibs.) Point(Ibs.) SUPPORTS: Conceptual r -K 3upporting FLOOD. - RES. Anolication& L s An Li 0 HFA 11 nO r3 A Ll LTA r- rI- fTI U N SUM 1 LlT riuui 4 j.uuJ l quU IUU y' Adds t0 Floar(i .Q4) 1 400 700 15' Adds to 1 2x4 Stud 'tea l l 2x4 Stud Wall INPUT WIDTH .tr 3.5011 DESIGN CONTROLS: BEARING LENGTH 3,511 3.511 JUSTIFICATION ,eft Face Right Face REACTiONS(lbs.) LIVE 1 DEAD ! TOTAL 20401892 1X932 2040 ! 89z 1293 Deflection t ria STAN LL;U48 , Tt_: 40 . Deflection analysis i based COp i .action with DETAIL OTHER TJI0 BJockin TJI Blocking LOCATION LT. end Span I under Floor load mine .Beadng 1 under Floor loading MID Span I under Floor 1. ing ID Span I under Floor loading ID Span 1 under Flour loading It 4DK Panel Panel L13 1, �D single layer of the appropriate Spar -gated, GLUED & NAILED wood hathtn- [DITIL NOTES* - IMPORTANT! The analysispresented is O utut fry m software developed b Trus Joist software acMiI n J , TJa rra�t �� sizing aM # The specific productapplication Products � t� ias ap�ih� iaccordanceIth T�� criteria d code accepted design values, , input design 1 d tdimensions s�ons Fabeen provided thesoftwarea r. outputThis ha f reviewed TJ Associate. 4 THIS LYSIFOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTI'TUTION VOIDS THIS ANALYSIS - Allowable Stress Design methodology was used for Budding Code UBC2nalyzing the TJM Custom (top member product I �� above, �ri�L� t �� compression ��a�� bottom) must �r�� a� '�� unless it phis Properattachment ositlninolateral braOngi t hleve ll and PROJECT INFORMATION Rezberg Office OPEaRMATIC}N: Tanner W-11more Smith &Associates Donald 442 North Main Street Bountiful, Utah 84010 (801) 298-1118 (801) 298-1132 Copyright. Q 1997 by Trus OIStka Milian, a li R;ecf partnership, Boise. Idaho�..� T�� TM is a registered trademark of Trus JiOi t ac iflanF is a trademark of Trus .foist MacMillan. MMIMUM DESIGN ALLOW. CONTROL Shear(lb) 2918 212 6990 PaSSed(42%) Reaction(lb) 298 298 5055 Passed{58%} Mament{ft-lb} 232$3 232$3 2795 PaSSed(94°/n) Live � 0.653 0.590 FAILEDfU28 Tatar D (i�) 0.949 1.179 Passed }� Deflection t ria STAN LL;U48 , Tt_: 40 . Deflection analysis i based COp i .action with DETAIL OTHER TJI0 BJockin TJI Blocking LOCATION LT. end Span I under Floor load mine .Beadng 1 under Floor loading MID Span I under Floor 1. ing ID Span I under Floor loading ID Span 1 under Flour loading It 4DK Panel Panel L13 1, �D single layer of the appropriate Spar -gated, GLUED & NAILED wood hathtn- [DITIL NOTES* - IMPORTANT! The analysispresented is O utut fry m software developed b Trus Joist software acMiI n J , TJa rra�t �� sizing aM # The specific productapplication Products � t� ias ap�ih� iaccordanceIth T�� criteria d code accepted design values, , input design 1 d tdimensions s�ons Fabeen provided thesoftwarea r. outputThis ha f reviewed TJ Associate. 4 THIS LYSIFOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTI'TUTION VOIDS THIS ANALYSIS - Allowable Stress Design methodology was used for Budding Code UBC2nalyzing the TJM Custom (top member product I �� above, �ri�L� t �� compression ��a�� bottom) must �r�� a� '�� unless it phis Properattachment ositlninolateral braOngi t hleve ll and PROJECT INFORMATION Rezberg Office OPEaRMATIC}N: Tanner W-11more Smith &Associates Donald 442 North Main Street Bountiful, Utah 84010 (801) 298-1118 (801) 298-1132 Copyright. Q 1997 by Trus OIStka Milian, a li R;ecf partnership, Boise. Idaho�..� T�� TM is a registered trademark of Trus JiOi t ac iflanF is a trademark of Trus .foist MacMillan. AWL, TJ -Beam v5,00 Seel Number: 707001944 TA EAM D 1001 814/97 11: 5B:2 5 SAM Page 1 of 1 Der Information* ale Member on the side.s of Project Information: Febe rg Office Supplemental Report for 3 PCS of 1611 TJI@/35C JOIST @ 16.011 o/c MEMBER. IS INSUFFICIENT DUE TO LOAD the "boxes" in the reception al --ea A 23 r -1 . () () " Max. Reaction Total (lb) 2932 2932 Live (lb) 204.0 2040 Max. Unbraced Lei gth (I n Floor loading on all members, Shear(lb) Pea ctio.i ( lb Moment (f -lb) Live De.f1, (in) Total Deft. (in) Dead load;, LDF 90 Shear (lb) Reaction(lb) Mome t ( ft -1b) LDF 1.00 2918 932 -29.8 932 2383 0.653 0.949 Nw 7267 892 Operator Information: Tanner Willmore SMith & Associates Donald 442 North Main Street DOu tiful. Utah 84010 (801 ) 298-1116 (801) 298-1132 ,Prig t 0 1997 by Trus JOi t MacMillan, a limited part rye r h -1P, T3i� I T JI is a registered trademark of Tru Joist Ziac ij1afl . ,daho. T -Bea te` is a trademark ref Trus %70i t Ma CMi 11an. 0 { i TWSA�442 North Main S A, Bountiful, UTAH 84010 (c7�� enerai inMrmavon Description SLB Checks Section Name 6.75x 18. Beam Width 6.750 in Beam Depth 18.000 in Member Type GluLam LL. & ST Do Not Act Together Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Woad Density 34.000 pcf nITOrM Lci Uniform Loads Over Full Spa; Center DL Left Cantilever DL Right Cantilever DL ummary TI"f1 - 1 eb rig Office Dsgnr: OL Description Genera! Timber Beam Center Span Left Cantilever r Right Cantilever Fb Allow Fv Allow Fc Allow E 21400.0 psi 165.0 psi 385-.0 psi 1,600.0 ks*l 540.00 #I#t LL 71080.00 #1ft #fft LL #Ift #/ft LL #Ift Span= 19.00ft, Beam Width = 6.7501'n x Depth = Min, Ends are Pin -Pin M2x Stress Ratio 1.063 Maximum Moment 73.1 K_ft Allowable 68.8 k_ft Max. Positive Mom 73.10 k -ft a 9.500 ft Max. Negative Moment 0.00 k -fit a 19.000 ft Max @ LeftSupport ;0. 00 k -ft Max @ Right Support a.UQk-ft Center Max. Nf allow 68.79 fb 2,406.67 psi fV 161.12 psi Fb 2,264.58 psi Fv 165-00 psi etiections center ,span.... Deflect -ion .,.Location -..Length/Defl Dead Load -0.32 in 9.500 ft 155.8 Total Load -0.905 in 9.500 ft 251-94 c;nr Job # Date: 12-.05PM, 4 AUG 97 Page 1 Overstressed in Bending ! Maximum Shear * 1,5 Allowable Reactions.., Leff DL Right DL Shear: Camber: 5-13k 5.13 k Left Cantilever.... Deflection ...Length/Defl Right Cantilever... Deflection r .. L ngt. /D eft r& %4;� Left @ Right @ deft Q�,'J Center @ Right Max Max Dead L-o—ad 0.000 i . 0_ 000 in 0.0 15. 3 awl it Xr 15.39 0.000 in 0.452 i 0.000,in 15-39k 7 5.39 k Total Load 000 in 0.0 0.000 in . I T W ,SSA 442 North Main Bountiful, UTAH 84070 tress a1cs v�.IiulliV rilldlya7-d5 Ck 20.940 Rb Cv 0.944 @ Center ear Left Support @ Right Subpart Shear Analysis Design Shear Area Required Aulua1 wre55 : ?V Bearing @ Supports Max. Lei Reaction Max. Right Rear#Ear awes 0.000 SXX Max Moment 73.10 }c -ft 0.00 k -ft 0.00 k -ft @ Left Support 1-9-58 k 118.643 int 165.00 psi 15.39 k 15.39 k v, cku (Tv bPe,citled Locations Center Span Location Right Cant. Location Left Cant. Location 198-3=9TENER-CALC Til : Rexberg Dsgnr.-DLE3 Dri to Scope General Timber Beam 0.00 ft 0.00 ft . 00 ft 364.5U0 in3 Area c .. ne Sxx Req' 387..37 in3 0.00 M 0.00 M Right Support 19.58 k 118.643 ink 1fi5.a0 psi 121.500 int Searing length Req'd Bearing Length Req'd Moment . 00 k -ft . =ft . -ft xt)erg:3.ecw Actual 2,264.58 psi 2,x64.58 psi 2264.58 p 'l 5.922 in 5.922 in Shear 15.39 t 00 k 0.00 Job art 12:Ob P f 4 AUG 97 Deflection 0.0000 i 0.0000 i 0.0000 in LIr=k#4-FzjeMal S. 0 T � SSA 44.2 North Main Bountiful, UTAH 84010 -.S..:: A Title: Rexberg Office Dsgnr: DLB Description Scope General Timber Beam'- Job Date: n r n r R'jr—orj-- nffl&L �4 �k! .0-"k t r-� � I L-IV_'DVHPUU1I ULb unecks Section Name . 75x22 . Center Span 23.00 . f , .Lu 11! s Beam 111J'idth 5.750 in Left CanUlever ft - - - -.Lu 4.00 ft beam Depth 22.500 in Right Cantilever ft .....Lu Q.00 ft Member Type GluLam LL & ST Da Not Act Together Fb Allow 2,400.0 psi Load Dur. Factor- 1.000 Fv Allow 165.0 psi Beam end Fixity PES -P -in Fc Allow 355.0 psi Wood Density 34.000 pcf E 1,600,0 ksi nr�rm Loads --.- - 1 .0 . + _ unironr loads Over Full Span Center DL Left Cantilever DL Right Cantilever DL urrtmary 540.00 #/ft LL 1,Q80.00 #Ift #/R LL #/ft #Aft LL #/ft Spar= . , ffi, Be2M Width = 6.750in x Depth = 22.5in,Pin-Pin MaxStress Rado 1.039 H Maximum Moment Allowable Max. Positive Mom Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,257.07 psi Fh 21172-70 psi tln Page 1 Overstressed in Bending ! 107.1 k -ft Maximum Shear 1-5 2 3.5 k 103.1 k -ft Allowable 25.E k 107.12 k -ft a 11 .500 ft Shear: @ Left � 8.s3 k 0.00 k-€� a 4.000 ft @ Right � 8.63 k �1.0�� k -ft Camber: @ Lift O.0aO in 0.00 k -ft 103.12 @ Center 0.497 in Reactions... @ Right 0.000 in � 154.56 psi Left DL 6.21k Max Fv 'I 6S.DiJ psi Right DL 8_B3c fi,�9 #c 1111ax 18-63 k enter Span... Dead Load Deflection Loeation 11.500 ft &,. Ln''Dfl 832.2 Tota—.! Load" -Q.995 in 11 .500 ft 277.40 LeWC—a—n _tj I e—v�e r� Deflection ...Leng#hIDefl Right Cantifever... Bio ...Length/Defi Dead Load }000 in 0.0 0_0po Rn 0.0 Total Loyd 0.000 in . 0 +000 in 0.0 a, T W TWSA 442 North Main Bountiful, UTAH 84010 tress oVrau1119 ►inalysis Ck Z0.940 Rb Cv ❑.9D5 @ Center @ Lift Support @ Right Support Shear Analysis Design Shear Area Required Actual Stress Bearing air Supports Max. Left Reaction Max. Right React -ion IueiYNaIu6S--'- 0.000 Sxx Max Foment 107.12 -ft 0.00 -ft 0.00k -ft @ deft Support - 23 -47 k 142.265 ink 1fiv_00 psi 18.63 k 18-63 k Mt V, & 1) @ Specified Locations Center Span Location Right Cant. Location Left Cant. Location Title ; Rexberg f ce D nr: DL Description Scope Genera! Timber Beam 569.531 in3 Sxx q 591.65 M 0.00 0.00 ire Area 151.875 int Et Support 23.47 142.265 in 165.00 Psi Baring Length Rev'd Bearing Length Req'd Moment 0.00 0.00 . 0 k -ft 0.00 ft 0.00 02 Vre—x-Ye Actual fb 21172.70 psi 21172.70 psi' 2,172.70 P Sl 7.169 in 7.169 in Shear 18.63 k 0.00 k o_oo k Date: 1 ;M, Job # 4 AUG 97 6,f#ti 0000 in 0.0000 in 0.0000 i Page 2 C. eneral Inform.a��Qn TWSA 442 North Main Bountiful, UTAH 84010 uescrtptron ULf3 Ghecks Section Name +7 - Beam Width 6.750 in Beam Depth 28.500 in Member Type luLr LL & ST Do Not Act Together Load Dur. Factor 1.000 Beam End Fixity Pin -Pi Wood Density 34.000 P f n1fo—rm Lo--a.ds Uniform Loads Over Fi l Spa; Center DL Left Cantilever DL Right Cantilever DL Title : Rexberg once Dsgnr: DLB Description scope General Timber Beam Center Span Left Cantilever Right Cantilever Fb Allow Fv Allow Fc Allow E 540.00 #ift #rft #lft LL LL LL 29.10 ft ft ft 2,400.0 psi 165.0 psi 385.0 psi 116 0.0 ksi i,oso.ao #/ft Span= .00ftr Seam Width = 6.7501n x Depth � 28.5in, Ends are Pira -Pin Max Stress Ratio1.079 Maximum Moment 170.3 k_ft Allowable 15.9 k -ft Marc_ Positive Mom 17-0-30 k -f# a 14.500 ft Max. Negative Moment 0.00 k -ft a 29.004 ft Max @ Left Support Max @ Right Support Max. M aiicaw fh 21236,45 psi Fb 2,73.32 psi eTiections Center Span,. NEEMMMM Deflection ...Location ... Length/Defl (c�'�983-=9TENFRCATC_- . k -ft 0.00 -ft 157.88 fv 153-85 psi Fv 165.00 psi De6d -Load -0.412 i 14.500 ft 843.7 Tota i Load -1.237 i }500 ft 281.24 If Maximum Shear * 1.5 Allowable Feacc i... Left DL Right DL Job Date: 1 : 1 4 AUG 97 Page I 0.00 ft . 00 ft 0. 00 ft Overstressed in Bending 29.6 31.7 Shear: @Left 23.49 k @ dight 23.49 k Camber: @ Left 4.000 'in @ Center 0.619 in @ Right 0.000 in 7.83Ec Max 2.3.4Sc 7•83 k Max 23.49 k Left Cantilever,, Deflection _, Length/Deli Right Cantilever... 0 4 A Length/Defi �: enerc Z'Crex-e'"g .ecvv Dead Load 0.000 i 0.0 0.000 111 0.0 Total, L —oa _d 0.000 in . u.uuu in 0.0 :O 10 _'O: 7, _ .urs -1 .-.--- T SSAW 442 North Main Bountiful, UTAH 84,010 S A. rens uaics UU1 lul,ly /Araalysis Ck 2D.940 Rb 0.000 Sxx Cv 0.864 @ Center a[7 Left Support @ Right Support Shear Analysis Design Shear Area .required Actual Stress Bearing @ Supports Max. Left Reaction Max. Right Reaction = muss Max Moment 170-30 k -f# 0-00 k -ft 0.00 k -ft @ Left Support 29_fi0 k 179.378 int 165.00 psi 2.49 23.49 , & D @ Specified Locatjo7s Center Span Location. Right Cart* Lcati n = Left Cant_ Location �EY1 983-5TENER-CACG Title: Rexberg once Dnr: DLB Description scope General limber Beim 0.00 ft 0.00 f# 0.00 ft 973.781 in3 Sxx Req'd 985.68 in 0.00 M 0.00 Area 192.375 int Right Support 29.60 179-378 '12 165.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Acta 21073.32 psi 21073.32 psi 2,073.32psi 9.39 in 9.039 in Shear 23.49 k 0.00 is 0.00 Ec Date: 1 :0, Job AUG 97 Deflection 0.0000 i 0.0000 in 0.0000 in Page Ik StruCAD*3D Steel stress Check. STRUCTURAL SOFTWARE INCV File Name: Shape PX5 Member Parameters ft� � Mow* ohdw mooch P_& Fy (Shear) 36.00 (ksi) Distance along E 14. 00 (f t ) 29000.00 lir G Untraced column 11500.00 10-000 (ft) Amod factor 76 1.00 .Lu Ky f actor NSA 11000 (ksi) Kz factor CmY factor 1.00 KLy/Ry 65.20 KLz/Rz 480 65.20 Cc 126-910 (ksi } Untraced beam 1 (Shear) 10 , o 0 (ft) (ksi) Distance along beam: 14. 00 (f t ) (ksi) Unhraced column lir 10*00 (ft) Untraced column lz 10-000 (ft) Lc 76 N/A .Lu (Compression) NSA Cb factor (ksi) 1*00 CmY factor 35.13 Gmz factor .80 480 4PM 1.0 Shape Parameters, OD 5.563 (in) . 375 (in) IX 41.34 (in4) Gross Area 6.11 (inA 2) ly 20.70 (in4) Shear AreAreaZ 3.06 (inA2) Iz 20.70 (I*nAAA 4)Shear Area Y 3.06 (inA2) Sy top 7.44 (in A 3) Sy bot 7.44 I'nA3) ry 1.84 (in) Sz left 7.44 (in^3) rz 1.84 (in) Sz right: 7.44 3* -n^ 3 rT .00 (in) APEPEP M"o -MR* -Mow =oft mom � owks a=* OMP, ,a* d=Eh Critical Loads 1� OF= 4b" ftmkm Exem mom =Nib tomb � Awpa dwr Fx -40.00 (kips) Fy .00 (kips) Fz .0 0 (kips) Mx .00 (in -kip) My 40.00 (in -kip) Mz 40.00 (in -kip) Actual stresses mmklh Ire. raw ftevks i mom dw 4ftnw� "MOM f a (Axial) -6. 55 (ksi) f vz (Shear) Im a . 00 (ksi) f vz (Torsion) N/A f by (Tension) 5. 37 (ksi) f by (Compression) -5. 37 (ksi) f a (Warping Normal) fury (Shear 3 ivy (Torsion) f bz (Tension) fbz (Compress ion) N/A . 00 (ksi) N/A 5.37 -5.37 (ksi) (ksi) =0 4W& ONE ilk �f Allowable Stresses "� ftma iMO M&N - - -v ft- "M *memo MW � i WOM MMO ft� Fa (Axial Tens) 21.60 (ksi) Fa (Axial Comp) 016.92 (ksi) Fby (Ten Sion 23. 76 (ksi) Fby (Compression) 23.76 (ksi) Fey (Compression) 35. 13 (ksi) FVZ (Shear) 14. 40 (ksi) Fvy (Shear) 14. 40 (ksi) Fbz (Tension) 23. 76 (ksi) Fbz (Compression) 0 23,n76 (ksi) Fez (Compression) 35.13 (ksi) 4p�m 4- hEM mopm� �.�domm � ohmp 'Imm ��,Ear,qabvm*10M � im.ambs MWEP� ftMm_� M� 4mma� Unity Check � iii - �n � i i. fes. M -ft pm" 'Boof ftum "M �" � � &&w MEW � am* iii mpm i C Shear Z UC Combined MY UC Combined a70 UC Shear UC Combined Mz, UC critical a 70 UC Axial .39 TANNER WLLIAORF WITH & ASSOCLATES X42 North Mcin Street TIW + velfifull Utch 84010 —SIA Fa x Phone 801 299-8795 1 298-1118 801 298-1132 ARCN1TEC7 a11TE uyeAriaN ENcMEER C�, a . a . a _ _ . .. , , a , Y • r • a . . c . . r r . o a [ _ _ . . c c , n • • c a r r e .. _ r , r _� • 57 • • � a . r ` . . • : e •. . . • • _ , c • • F i . . . I , { . a c ! . r e a _ _ r . a _ c _ .. . . . . • . • . r r • c • • � i i ........... CID e k • r _ ' e ' , • • ` , • ; i a , • r . , . . • . .. , _ ' _ - . . e . . , e . a . • • u a, r • • _ • a . _ . ' '�' F . v F tla:....--..... .. :aFF'r. .... ............... __,r.a.,.s•ati.F._.r.eaa__rra..__...ea_.,�•._. , .. - - , - .. . a r . . _ _ . . . _ , • .. • i , . • Y by c a i i , e e c c r . r a a ae . 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' , . . ; . c a ' • .. _ , r • ` _ _ _ � . . a � , , a n . • . . I , a e n a .. _ _ r , a _ _ _ - e . r a e . . , , , c . .. 2 . . s TMNER WILLMORE SUM1 ASMTE r 442 North Fain Street Bountiful, Utah .84010 Phone 60,98--$795 Sol 298-1 1 1 m Fax 1801 298-1132 ARCHMEC�r Cx 4 PRWE - -s P - 4TE All 4 TWSA BOX Wood RECTANGULAR BOX - LATERAL CALCULATIONS - Wood Updated: 8-1-97 Project; Rexberg ice Problem: West Area BUILDING dtMENSlflhIS -Down Length. Left -Right t Len Dist_ btivn u Chords D i t. btwn r -L Chords -L Ratio Diaphragm VVeight Seismic Factor Wind Loading SeismicFactor W JE Calla' Wall Loam Wnd F top of Wal Seismic Fie 0 top of VM 54 ft 64 ft 4 ft 64 ft 1.1852 Note: Each wall must have a wall height If r10, results WAN have division by zero. 30 psi ISimpson Framing Anchors Oo-1030 Shear; Woad Blucking To Top Plate 450 18.5 p f Te ns I - On Wood Truss To Top P late 450 0.225 U wa11 i7 -wall IL -wall iR-wall 93 P1f 93 ptF 83 p!f 4 58 Pff 58 pif 56 pff Q M" CHORD FORCES (Maximum Stress Factor Force (kips) Area required, Fe = 625 Psi (Doug -Fir) Area required A36 Steel U -D Wall ChordsL- Wall Chord's 1.33 1 1, .2,6 1. --:: .I 4.24 1n .18 jn . 1 �•F 1 ,74 in2 - . 0 in -07 in 0.0 int H79 Anchor �Racln-Q FOr L,,Oteral Loads on1v (InchLs 0. C.) (Vefflical Loads . must Be Hand Calculated) D -wall L I l Spaying For Diaphragm Shear 6.7 CO367 Spacing For Tension 00 43 _ 8 ocl 78 Forces ars Wall's (Typ.) Left Wall Force Shear A35's @ _ Up Wall Force Shear 107 Of i n . o. 166 Of Down 'mall Force Shear DAB A35's g 107 plf 48 ire. 0.c, 8/4/97 R -wall 43 oc nc #DIVN! oc Right Wall Force = $-94 k Shear = 166 pl€ Plan thew Left-Riglt Length R Q 0 CA T z I Box -wood Don �1. 7. l I TVVSA RECTANGULAR BOX - LATERAL CALCULATIONS -Wood Updated: 8-1-97 Project: ReXberg ice Problem: East Area BUILDING DIMENSIONS Up -Down length Left -Right Length Dist. bfwn u -d Chords Dist. bfinm r -L Chords U -0/R -L Ratio Diaphragm Weight Seismic Fatter Wind Loading -Seismic Factor (Wa CallOcf Wall Loads Wnd F top of VM Sic Fie a t j 54 ft 65.5 ft 54 ft int ft 1.213 Note: Each waN must have a wall height entered. 30 psf if not, results will have division by zero. 0.1030 j3impson Framing Anchors 18.5 psf Shear; Mod Blocking To Top Plate 4,50. 0.22S Ten.sion; Wood Truss To Top plate 450 -wall -walk L -walk Rmwall !93 Of 93 W 0 0 or 56 Mt CHORD FS(Afaximum y streSS Factor Force (kips) Area required, FG = 625 Psi (Doug -Fir) Area required A36 Steel Farces on yyajiffs (Typ.) Left Wall Force 4 9.15 Shear = 169 Pff i/1 w UP wall Force Shear= 48 in. o.c. Down wall Force Shear = 107 p!f — A35's 9 48 I. O'c. 8-/4/9 Right vuan Force = 9.15 is Shear = 169 pPf A35's c[D = 42 in. {7. C. Left L"Oh M oil Z 9- 1K BOX -Wo Don 8-1-97-xi L -R Wall Chow 1 1 .33 1.4 k 1.1 int 2-30 M 1.73 -1n2 0.07 in2 0.05 Farces on yyajiffs (Typ.) Left Wall Force 4 9.15 Shear = 169 Pff i/1 w UP wall Force Shear= 48 in. o.c. Down wall Force Shear = 107 p!f — A35's 9 48 I. O'c. 8-/4/9 Right vuan Force = 9.15 is Shear = 169 pPf A35's c[D = 42 in. {7. C. Left L"Oh M oil Z 9- 1K BOX -Wo Don 8-1-97-xi HUM Box CMU --`-•. Single Story, Rectangufar Box - - LATERAL CALCULATIONS - CMU Walls Updated: &1-:97 Project: exberg ice Problem: Center Area _ � a u l 1 wwt must nave a wall height entered. It not, results V411 have dMsion by zero, CA L C, ULATED FORCES Tota[ U n o Loa rt, 9 Roof Lire Wind om tallest wall) eE air, (waIrs + roon TOTAL FORCE @ Top of Waft // to wall SHEAR/ft- along Di ptirag m edge Perpendicular Lateral Porce p Top of waij SHEAR Force along 130TTOM of Wall HEA4RIft. along BOTTOM of Wall OR des: Factor Fortis (kips) Area requi red, Fc = 625 psi (0Gug_ Fir) Ares req iced 60 ' de Rebar (Mases') Area reqU red R Gmdc Rebar (- ete) Are a regi red A36 Steel Stleaf (Min. Wood, Via, to e 1r CMU) Tion (CMU) /4- arnbedrned W2# chords 1780 #IboK 970 ##/bolt Direction (on VplDown all 191 Pff 236If -walk -wall L,R Wwj chow 1.33 Left-RiQN Lerwth u FLAN VIEW i M Fixed @ the base Wali sect -tons WALL L T' N J(nn_ f wce = 200 pff,. perperdr t l jorcej .1 0.3 k 5.7 k TX 335 pff i ups �. . , �• Ihh a.PaFN ~. •F+.■ 1 e ck& _bots P ` 1020 plf iii e+ �.+ . }-.i n _ . 62 27' a .• res g� r-u!s rhofd memb ers ,_ .. .., .•_ dd ..t H � F _`tom # # �. k _ dow FLAN VIEW i M Fixed @ the base Wali sect -tons WALL L T' N J(nn_ f wce = 200 pff,. perperdr t l jorcej .1 0.3 k 5.7 k 4.3 335 pff 314 ck& _bots P ` 1020 plf n _ . 62 27' a .• res g� r-u!s rhofd memb ers ,_ .. .., .•_ dd ..t SPIce spice # # �. k _ Summary of Forces Left Wall Fe shffar y63 4. lf 314 do. &As.1M Q 0n. o; P= 1020 Of .0 335 pf " iia. bs 1 G20 plf 0 to VW e4ge of "W daphmgm (typ) A7 f0 the edge Of thedfiphra2m (typ) .48 in. oR Down Warr -7 Fore &ID Shear= 335 pff 314 ck& _bots P ` 1020 plf 48 n, o_c:. PLAN VIEW P` ' i cal deed load Of a CMU wal 0, the base of aha wal Right Wall fin{ 6 3 ff 314 ' da box!-, a 4A tn. 0. a. P=: 1020 p If 814197 Shear Forces at BaSEL Of Falls (mss ) F e!= 1O.8 Shcar= 4503 pff 12.1 178.6 Pff 10.8 450.3 pif B . - C)n 8 -1 -97 -xis 12.1 178.6 pil` TWSA Single Story - Rectangular Box LATERAL CALCULATIONS � CMU Wal�s Updatcd: 8-1-:97 Protect Rexbarg ice Prot lew Center Area VUX. r—dGn wail MU St r1ave a. Will height entered, If not results SII have dMsion bv zero. CAL CUI-ATED FORCES Total Uniform Load/ft- @ Roof Lin Wind (from tal fest wall) Seismic (way + root) TOTAL PONCE @ To'p of Wall 11 to wall HEARM. along Diaphragm edge Perpendicular Literal Force @Top of SII SHEAR Puce along 130TTOM of Wall SHEAR. along BOTTOM of Wall CHORD FORCES ifn Stress Factor Force (k1ps) Area regdredr r 625 p j Poug-Fir) Area rr-grured 60 Grade Reber (Masonry) e$ re irp-d 50 Grade Rebar (c etc) Area regLkcd A36 #ce.l Shear (Mini.. Wood, Gore.steef or u) Direction on LIR Walls) 0 pff 83 pff i +J D -wall ud warr chords T 4 1_s3 1 780 #Iboft 9,70 /bolt PLANV[Ew Let Rim Length UP ..: . : . h h — 6L _ - -- D —_ PLANV[Ew Pied or Paget Hews pin Rxed Q ffie base Dirac tf on Wall Sections urn walls) 0 Pff WALL-gLEVATIONS 83 off .-all .__ -- - ` (gin- force 200 Ptf. Perpendcutar to +,tet fie Chords 1.33 •_ i~114 (ire _. gyres teronEtn�a rte ` k h nib P pr o c omecti o er-egureil a 4i� Z. Summary of Forces Left Wall Force. - 1, Shear = 15 plf 314 m di_ bots a 48 in. o. p a_ 600 pif up Wall Fma simar = 117 Pff 4 "(#o. boks 12 P= 60io Pff e _ 2 [ $ R hY9vv� .-- :S Z.iyrryv a 1i :7 -:-. at. •;.�.. .�„ .,rte ��,:.�_, r Chown WalI —F Force Shear = 117 p If 3/4 N cka, b0KSQ 48 in. ori P = 600 Of PLAN VIEW I = VcfficaR dead load of tha CMU W81 Q the base of I * .(japhaO Oto the daphm( ) 48 in. o,. c. IIg Int Wa I I Foy 1, 0 % Shm 15 Of . bs @ 48 In. o, - QQ plf 8/4/97 Shear Forces at Base cwt Wall!5 (-mss s.eff Fie = 4.8 Shear= 199,4 plf !6 k + h 7A pff r8 199.4 plt BOX—BOX-C M LJ Don 8-1- , X Is Em 1 plf K Pied or Paget Hews pin Rxed Q ffie base Dirac tf on Wall Sections urn walls) 0 Pff WALL-gLEVATIONS 83 off .-all .__ -- - ` (gin- force 200 Ptf. Perpendcutar to +,tet fie Chords 1.33 •_ i~114 (ire _. gyres teronEtn�a rte ` k h nib P pr o c omecti o er-egureil a 4i� Z. Summary of Forces Left Wall Force. - 1, Shear = 15 plf 314 m di_ bots a 48 in. o. p a_ 600 pif up Wall Fma simar = 117 Pff 4 "(#o. boks 12 P= 60io Pff e _ 2 [ $ R hY9vv� .-- :S Z.iyrryv a 1i :7 -:-. at. •;.�.. .�„ .,rte ��,:.�_, r Chown WalI —F Force Shear = 117 p If 3/4 N cka, b0KSQ 48 in. ori P = 600 Of PLAN VIEW I = VcfficaR dead load of tha CMU W81 Q the base of I * .(japhaO Oto the daphm( ) 48 in. o,. c. IIg Int Wa I I Foy 1, 0 % Shm 15 Of . bs @ 48 In. o, - QQ plf 8/4/97 Shear Forces at Base cwt Wall!5 (-mss s.eff Fie = 4.8 Shear= 199,4 plf !6 k + h 7A pff r8 199.4 plt BOX—BOX-C M LJ Don 8-1- , X Is Em 1 plf TVIISA BOX CM U � Single Story - Rectangular Box - - LATERAL CALCULATIONS -CMU Walis uomiee: a�-s� Protect Rexberg ice Plro b f a - Center Area �UILDIN DIMENSIONS HEI H� f Elevatlons Mall r . BASE PLAN «afts p- 8 TWALL Para e 167 Of lf�`I Wyk ft r j. -Right LeY i h 4 ft J4j'ySf LJ �.,W I Down 4 ft 3.00 0 0 37' y 4 ft 3.00 _ _ Dist, btwn u Chords 68 ft Left 4 ft 3.00 ft 60 01 Dist, btu r -L Chords 24 ft Fright 4 ft 3.00 ft Go 1 0 U -D -L Retia 2.8333 Note: Each walk gust have a wall height erste NERAL LOAP,� TO If roof r uft � . Diaphragmro Weight sf /4 Dia Bolt Values:. Seismic Factor 0.1379 Wind Loading - 1 B.5 psfT121- (Min. Wood. Conaele,-SteeA cor CMU) mslon (CMU) / 4" errberj R r � tactor for "11 0-226 Wall Ls ..r Dh f -- - D - well L -nett .....•= _ .. �•;; _ - s .y _ - .•_ • y CALCULATED FoRcES Total Un oorrn Load_ @ r f Lane Wind (from talle-st waft) seismic (llF + roof) TOTAL FORCE @ Top ofWall 11 to wall HEAFZM- along L)ilaphragm edge Perpendicular Lateral Force a Top of wall SHEAR Force along 130TTOM or Wall BREAM. along BOTTOM of Wali HOFORCES (Maximum Stress Pnctor Force (kips) Area r r-edk Fc , 625 psl Dou Fjr Area req red 6o de eb a r(M a sexy) Area reared 60 Gwade Rebar (C o more t e Area re red A36 Steel Bolt gjp2cing fn rhes o. c,) onj SPaclnc For D a Shear For Tension = Summary of Forees Left Axl! Forcc 314 P Mk h 5 k 1 plf cla_ bels in. c.i 420 plf 1 780#/boft 970 #ftft -wall _ ;D Direction on + -L Direction (ori LIRWaits) (04 Urn Wary) 113 Pff 113 288 if 167 Of U - W'311 fl L -wall -Wall ' F as Y ITI 37' y •0.a"� — - a S — _ _ Lcf!-Rags Length U 9 r�° PLAM.VIEW Parapet Hdgtts 25 Cjj PIFI Pim Or FiXed @ the base Wall sections WALL ELEVATIONS force :22 200 pilf. perpendcLdar to wag forct) -! Wall chow 1.33 1 1.33 0,3 k Q.2 V 4 °� �•� — _ • p r��jj areas for cOntinuous chordMembers) {{,d�yy - _ Or sOce c0nne[AiOn rus t fogged For Lateral L cad loads not In U -Wal a L Lip wal Fome = 5.7 k = 237 pff 314 -Cie. : P0 plf. -:� - Misr �-kzl'-' +in T -P �� - J. �" : t _ :ate _ r2 r •. - L5 Down Wall T_ Force = 5-7 sbe;ar= 237 plf 314 " (W bolts in. o. c,. P= 420pif PLAN "EW VerU Cal mad 10;ft'. Of the CMU we# 0 the base of tM wal t0Ule edgeat(I Aptn gm ft) 48 n,. e. _ Right Fall Fe _ - .. 1 pif 3/4 "da, boft 48 in, o. C. 420 .eft 8/4197 h ea r Forces at Base of Walls (kl e% s i vvt). F=e;-. 6.5 Shear= 269.7 plf 6,5 k 269.7 pif BOX -CMU dors -1- , I 5.7 k 83.8 pT 4 _ ITI •0.a"� — - a S — 0 iat _ — 9 r�° PLAM.VIEW Parapet Hdgtts 25 Cjj PIFI Pim Or FiXed @ the base Wall sections WALL ELEVATIONS force :22 200 pilf. perpendcLdar to wag forct) -! Wall chow 1.33 1 1.33 0,3 k Q.2 V 4 °� �•� — _ • p r��jj areas for cOntinuous chordMembers) {{,d�yy - _ Or sOce c0nne[AiOn rus t fogged For Lateral L cad loads not In U -Wal a L Lip wal Fome = 5.7 k = 237 pff 314 -Cie. : P0 plf. -:� - Misr �-kzl'-' +in T -P �� - J. �" : t _ :ate _ r2 r •. - L5 Down Wall T_ Force = 5-7 sbe;ar= 237 plf 314 " (W bolts in. o. c,. P= 420pif PLAN "EW VerU Cal mad 10;ft'. Of the CMU we# 0 the base of tM wal t0Ule edgeat(I Aptn gm ft) 48 n,. e. _ Right Fall Fe _ - .. 1 pif 3/4 "da, boft 48 in, o. C. 420 .eft 8/4197 h ea r Forces at Base of Walls (kl e% s i vvt). F=e;-. 6.5 Shear= 269.7 plf 6,5 k 269.7 pif BOX -CMU dors -1- , I 5.7 k 83.8 pT TANNER L ORE SMITH & ASSXIATES PI - 442 North main Street PAGE: 1w a cunt fui, Utah 84010 ARCHITECTr Phone 801 298-8795 DATE -r7 SIA�801 298-1 11j5 • �� 801 298-11,32 Lam# MCMEER F I 'Y r _ n , '.a.,n..;.._,.., e • • ' r r ' '•- - r , • e u . • r , e F a • , • r , , a , r n • , i , , • • a - - , _ _ .. r ! . , c) . .......... ' - � r _ _ _ _ _ , a. _ , v r { r • f , • a r r • a . _ , , { , .. 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Y • _ . ` • • ' n 1 r • • ,. , • • , , , • . r r a , r n a h r , Y • : u , +• • _ ' ' , Y UD a a r ® . ' ' Y , ' - r a , , • • • � # r a a , r a. _. • • V i • • F F , a n _ r �# - , • a T i LL ! , • r f • , a f , • - • • _ r a a _ +t , a { • 1 a , n r r a .. m r , _ _ , , a ,. .. , , a a _ , , >. _ ° u u , ' .. ., � , + _ , , _ n . a , , a • r = a • a r , a _ : a _ - , , , . , e a , _ _ a _ • • 1 • a . , • _ � r , ! ' .. _ _ _ , _ _ . . .. ` , _ _ . , _ , ,. _ , , ; , , , • .. � , • , = n r , , , a • _ r a • • _ _ , _ , , • _ , m , , _ e a r - • r , f n r • r a , • _ ' ' ._ e e a e TVVSA Masonry Shear Pier Design MASONRY SHEAR PIER DESIGN Project: Rexberg Office Probletin: Shear Waff Total Lateral Force = 8 kips Seismic Zone Factor = 1.5 1 or 1.5 (Use 1.5 for Zones 3 & 4) Load Duration Factor = 1.33 1 or 1.33 f M = 7500 psi Fs: Steel 24000 psi Special Inspection n y or n Em =fm * 750 - 1125 ksi PIER # T 2 3 4 5 6 7 g DESIGN DATA F I mb� Pier Height ft 10 10 10 10 0 0 0 0 Pier Length ft 4 4 0 0 0 0 0 Wall Thickness n (nom) 8 g g 0 Mult..$ $ $ 8 8 i'Depth .9 0,,9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 FIXITY CODE...., .._F -F=2, F-P=l 1 ort 1 1 1 1 1 1 1 1 Grouted Cell Spacing in 48 48 32 32 32 48 48 48 Equivalent Thickness in RIGIDITY DATA 4.6 4.6 1 4.9 4.9-. 1 4.9 4.6 4.6 4.6 Height/Length 2.5 2.5 ( H/L ^3 35.625 15.625 Relative, Deflection 0.0135 0.0135 Rigidity 74 74 Sum of Rigidities 148. % of Force per Pier 0.5 0.5 V =Shear per Pier 8 4.00 1 A.00 V with Seismic Factor 6.00 6.00 M / (V ` Depth) 2.5 2.5 - FORCES & REIN�F, fv =V/[l 2*jdl psi 32.9 32.9 Fv: w/o Reinf. psi 23.3 23.3 Fv: w! Reinf. psi 38.6 38.6 Reinf. =OEM Reins. Reinf. Spamnq 1 #4 in o.c. 45 45 1 #5 in oc.1 69 69 2 � in o.c. S9 89 1 #6 in o.c. 98 98 2 #5 in ox. 136 136 As = per ft,("nA 2) 0.047, 0.047 Moment @ End's K -ft 40 40 "T to tension As ft 3.30 3.30 Bending As Req'd nA 2 0.38 0.38, . . .... . 8/x-/97 Masonry Shear Pier.xis TVVSA Masonry Shear Pier Design MASONRY SH E AR PIER DESIGN Project. Rexber 0 -ice Problem: Shear Wall Total Lateral Force = 8 kips. Seismic Zone Factor = 1.5 1 or 1.5 (Use 1.5 for Zones 3 & 4) Load Duration Factor= 1,33 1 or 1.33 fm = 1500 psi Fs-. Steel 24000 psi Special Inspection n y or n Em = fm ` 750 = 1125 ksi NONE PEER # 1 2 3 4 5 g 7 80 DESIGN DATA Pier Height ftl 10 10 10 10 0 0 p p Pier Length ft 4 4 1 0 0 0 0 0 0 Wall Thickness n (nom) 8 g g 8 8 $ 1 $ 8 j' :Depth Mult, .9 typ. 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 FIXITY CODE... ....F -F=2, F -P-1 1 or 2 1 1 1 1 1 1 1 1 Grouted Cell Spacing in 32 32 32 32 32 48 48 48 Equivalent Thickness in 4.9 4.9 4.9 4.9 4.9 4.6 4.6 4.6 RIGIDITY DATA 00004� Height/Length 2.5 2,5 ( H/L) ^3 15.625 15. 625 Relative Deflection 0.01271 0.0127 Rigidity 1 791 79 Sum of Rigidities egg of Force per Pier 0.5 0.5 V = Shear per Pier 8 4.00 4.00 V with Seismic Factor 6.001 6.00 M / (V " Depth) 2.51 2.51 FORCES & REINFI, fv= V/[ 12`jd] psi 30-.9 30.9 Fv: w/o Reinf. psi 23.3 23.3 Fv,* w/ Reinf. psi 38.6 3o.0 Reinf. Reinf. Reinf. Spacing 1 � in o.c. 45 45 1 � in o.c. 69,69 2 #4 in o.c. 89 89 1 #6 in o.c., gg gg 2 #5 in o.c. 136 136 As= per ft.,(i.nA 2) 0.047 0.047 Moment @ End's K -ft 40 4o, 'V, to tension As ft 3.30 3.30 Bending As Reqd in A 2 0.38 0. 3--- rffimffi�8 8/4/97 Masonry Se a v i er.x is U t* p TANNER LL O E SMS & AS50CIATES 442 North Main Stract, Tlw I' ll ti fu14p Utah 84010 one 801 298-8795 BOA'1. 1 ix 298—®1 1 PRWIECT 6 A3CM'iECT Lrx:xTIort MSE Z 57,rm3.- ... • � ice', �" ��` e . 1 ^ .. - m e e _ r r m _ . e a { • u e i e • _ r a - , • L e � e - _ r. • � as a m e • � � _ : • + r ` e le-... `_eeera_,--emeeemPee e. . _ � .._._.fir.... e. __. •3, • . n • • e - • _ ± a , _ • e e e AL--� : M e a ... i • r _ - + a • i • • , _ e _ ' _ _ _ e e • _ , _ • L ' r • e _ • m , , e _ , • a + , i_a • i a 4 • • ' - m , .., m. _ . e . : y • : _ ` r a n T . r r e e m ; e e , i . . . . . . . . r 1 . . - � , • . - , ' 1 r . . r a _ , u . _ - e . . u u + � a . . a. i . . r , e e .. .. • • a • n • e _ • _ _ e : . 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FU TWSA MASONRY REINFORCED BEAMS WORKING With cotnpreSSiOn and tension steel inspection Em 1 500 ksi Es — 29000 ksi Fs allowod= 24 ksi b 7.5 - 0.0206666 rho' 0.02066667 in SR P. Fv_ 0.067ksiF As Rs(use) 62 in/v As(use) 0.62 ie2 IN U 01%1 0.022 ksl max 0.050 ksi Rein gig Stirrup Max* V Shear Rein ares . (in) ('In) M Spacing 10 stirrups #3 #4 #5 8 4 3 (K-ft� (In _(kips) (ki f i ps) .2.2 2.2 2.2 24 20 3 15.4 8 3.0 8.9 b 9 8.9 26-7 a 4.3 12.8 .i}.% 6-9 56 52 3 20.7 20.E 20,7 1.1 , 11.4--20,8 56 ��5rJ� .1 16 8-.2 17.2 61.1 8 8.2 Y 80 76 3 91.016 12.1 25,1 364 y a 36A Bars in coinpressionbar diameter 0.625 inStirrups . tic diameter -0.2 in 16 bar dial -11, 10 in 48 lipe diam. 9.6 i Max spacing 9.6 in d. DLA 915197 ro! M-BEAMS.xis P t + r+ r �['*t■ �4i moi' _ n _ - - _ , " Ve IMMIX a ,� _ '. --_- era i-- ,i _ -• �r p iPFIllF 49.; 41 Z.a r �i L •-� -' �� _ * 1�1.'� •�+ �•'F P _ - r' J + • m + ` Y i yr ._ y ,- , a� •a �^ r13FS . . rte... }S+t '•arm � �IIIIt �fi � - 4 •. 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C2 D I s Fa n aeq t 6 N 2.00 -`x.33 -12.33 Max4.69 kips neft .00 kip 16.00 i Max neg 16.29 0.00 ft f Max00 ft ��.000inch 0.00 Max#1 -6000 inch 8.00 ft L40 0.80 itch L/360 0.53 Crich L/600 0.32 inch 11 VI,,t�m TRIAN GLE POINT F 1U] - 7 PARTIAL UNIFORM PARTIAL TRIANGLE eastion Left Reaction Right 4.69 kips 4.69 kips I 1=.K1T N A M id A. n x . LAJU -O_ -0.4c 00.600 0 Y +F +.Fo 1.0i X1.200 —1.400 _1.6w -I'SM C3 � D Q> M to �! c DIstanc:e nl3am DonAs DEFLECTION DIA M 9/15/97 I 7W5A SIMPLE SPAN BEAM -SHEAR, MOMENT, AND DEFLECTION ... ......... ........ ........ . .................. ro'ect#e' = . = _. - seamLeno Uniforms. � .. Triangle at Left End at Right End =+•a ++a 0.00 kips L k p a t .:d� f om left ... ...ft. kips a _ from left 0"030 kips at from left + • . -kipsft FAY _ 'ft. from left e..__._... •_ . , t ft. from left -' -0,1380•: e.• Partial Uniform Partial Triangular W1 W2 wi3 741 kltt from to - -3 ktft on fit side from to P a+b -- ;:a- r - d 6.00 -9.00 14.00 2.' 5.00 -23.00 28,33 �ksi 4. e= in'1 S14FAR tMAMDARA E -7.00 _ 0.33 -21.33 C] 10 r0 N In 4 r 2.37 ki 6_400 ft Maxn - -95 kips 7.00 ft Max pos Moment At x = Max neg 3.89kid- 0.00 kip,ft #00 ft Deflection At x = Max pos Max 0.0000 inch 7.00 rigft #0706 Tach 343 ft 0-35 inch 0.23 inch 0 0.1 4 inc 3.45 3 0 . UNIFO TRIANGLE POINT PARTIAL UNIFO PARTIAL Reaction Left Reaction Right 2.3 7 kips 1.95 kip ILA %.7n to Q AnyBearn DonAs DEFLFFCTION DIAGPAPA LO in 0 4 Distance 03 t ,9/15197 0. {_ _01 O • +Y °r4. a. 0. 0"030 + • T Y�+a r !10.040 + • . FAY ��y --0_ -0.070 -0,1380•: AnyBearn DonAs DEFLFFCTION DIAGPAPA LO in 0 4 Distance 03 t ,9/15197 EEO TVVSA '' SIMPLE SPAN BEAM -SHEAR, MOMENT, AND DEFLECTION an- M I" . . . . . . . . . . . '6'r Project, .. . ...... . I D. 13 ea m Length Uniform kA w Triangle w at deft End 0 kffl w at Right End k/ft w 0-00 kips Pt Load ....... .... ki ps at ----------- -ft. from left GO", kips, at '0 ft. from left ...... .. .. kips at ft. from left .............. kips at ft. fi-om left T r B t kips at ft. fro M left Partal Uniform kfft from to W1 _0 . ..... w2 -04 w3 Partial Triangular k/ft on Rt side from to ................. a+b W1 ...... ....... -0 k A. w2 ---------- .0, "A X W3 Lo .. 6.00 0.00 14.00 2.00 2�00 -2.00 17.33 -1. 33 50 .0 - 14.00 28-33 -12.33 E .... ....... ksi ........... .-- f A 4 2 1-5 I 0.5 0 SHEAR DiAr..piiu 10 p Q) Cq 00 0 w co Cq" Cf$ Distance Irm lw� Max pos Shear At x = Max neg 1.87 kips 0.00 -1.87 kips 16.00 ft Max pos Moment At x = Max neg 5.32 kip -ft 8.00 ft 0-00 kip -ft 0.00 ft Max pos Deflecton At x = Max neg 0.0000 inch 0-00 ft -0-0009 inch 8.00 ft Lt240 0.80 inch LJ360 0.53 inch L/600 0-:32 inch r -1- R 1 TRIANGLE POINT PARTIAL UNIFORM I f 6;LL PARTIAL TRIANGLE Reaction Left Reaction Right 1. 7 kips 1.87 kips MOMFNT DUC.k.PAU I UU w 117 1—, V, X__' I. -P C-1 C2 M C3 C3 0 0 0 N 0 w w v W V N 06 Cri Nstance I DrEFLECTIONDIAGRAM AnyBeam Don.xis its CDn 40 n 0 0 C3 to "Cr 0 co M Rr, Distance 9/15/97 Ir EM W-. Chapter 24 GLASS AND GLAZING Chapter 24 regulates glass and glaring for essentially two rea- 1S: 1. To protect against breakage due to building distortion un- der lateral leads or date to wind loads applied more or less perpendicularly to the surface of the glass. 2. To protect against accidental impact by individuals adja- cent to the glazing. 2CTION 2401 —SCOPE 01.1 General. This chapter applies to exterior glass and glaz- g in all occupancies except Groups R and U Occupancies less an four stories �n height and �n low -wird areas. Because these tter two occupancies do not have a record of any problems ith exterior glass and glazing (except for human ampact), they •e subject only to the provisions of Section 24(}6 addressing ifety glazing. The code intends that all exterior or interior glaz- ig subject to human impact in all occupancies in all buildings imply with Section 24U6. ECTION 2402 — IDENTIFICATION Since glass is not manufactured at the building site and is usu- lly incorporated into assemblies which are not manufactured at ie building site, the rode requires that the glass and glazing be ientified as to type and thickness so that the building inspector nay determine compliance with this chapter as far as permitted -reas of glass are concerned. iECTION 2403 — AREA LIMITATIONS Exterior glass and glazing are subject to the same loads as the :xten*or cladding of a building; therefore, the code requires that ;lass and glazing be designed for the game wind loads specified n Part II of Chapter 16 for cladding. This design will .also in- ,4ude the increased pressures an local areas at discontinuities. 3ased on the specified wind loads in pounds per square fort 'kg/m2), the area of the individual glass lights is required by the .ode to be determined from the areas set forth in U.B.C. Graph 14-I as adjusted by Table 24-A. Table 24-A provides adjustment 'actors for glazing materials other than plate, float or sheet glass. The building inspector is then able to determine wether the ;lass or glazing in a building is in conformance with the cods by mowing the type of glass and thickness from the identification end by utilizing Graph 24-1 and Table 24-A. The areas shown in graph 24-1 are based an square glass lights and are considered :o be adequate for rectangular shapes up to a length -to -width ra- ,io of S to 1. The graph also assumes that the glass will be in- ►talled -in a more or fess vertical position and witl have firm sup- )orts an all four edges. SECTION 2404 - GLAZING SUPPORT AND FRAMING Glass firrffly supported on all four edges is considerably stronger than a glass light with one or more free eciges. As a re- sult, where the glass does not have firm support an four edges, the code requires that a design for the glass be submitted to the building official for approval. In this latter case, the design would be based on the number and location of free edges. Section 2404,2 was added to the 1994 edition to limit deflec- tion of the framing members for each glass pane.. SECTION 2405 — LOUVERED WINDOWS AND JALOUSIES The requirements for louvered windows are based on there being no edge support on the longitudinal edges. Moreover, for safety purposes the code requires that the exposed glass edges be smooth. For the same reason, wired glass, when used inj*alousies or louvered windows, shall have no exposed wire projecting from the longitudinal edges. SECTION 2406 — SAFETY GLAZING 2406.2 Identiftation. The code requires identification. for safe- ty glazing for similar reasons as for ordinary annealed glass not subject to human impact. However, in the case of safety glazing the requirement carries more detail since improperly installed annealed glass in areas of human impact can create such a seri- ous hazard. Therefore, it is doubly irnportant that the glazing material be identified so that everyone can he assured that the proper glazing material is in place. Not only does proper mark- ing assist in the inspection process', it also helps identify a loca- tion where safety glaring mist be installed should future replacement be required. The code specifically requires the use of permanent labels and identification marks dor glaring insEalled in hazardous locations. 2406.3 Human, Impact Loads. The code requires that glazing in hazardous locations subject to human impact comply with Part .1 of U.S.C. Standard 24-2, Part I of the standard is essential- ly the test standard developed by the Consumer Product Safety Commission (CPSC) when it determined that the former stand- ards (such as Part II of U.B.C. Standard 24-2) were inadequate to properly protect the public from injury due to accidental im- pact with glazing. The code excepts polished wire glass from,compliance with Fart I if ii complies with Pant II of the standa�rd. The problem is that wire glass cannot pass the test requirements of Park Y, but its use is' necessary in fire assemblies. Also, the code con sic€ers it adequate for glazing of fixed panels such as i n Items 6 and ? of Section 24x6.4. The other eight locations listed in Section 2406.4 are considered to be too hazardous to permit wire glass. Except for wire glass, other glazing materials used in 331 yramld etalls andEngine�riidig Data Design Factory premenginsored components for standard etze from 4 to 20in one foal Incre. ( ments .. , rapidly InWalled, All anergy efficient, ` as well as sestheUc, options ere avaltable. . as PLAN VIEW ELEVATt0N K1j j; PITCH g7°g Sr yr 96' r b fF 1p 1 406 91 Constructodon bosIgned for Installaflon over the Kilalwall 'it in ^" 1% cap exWsion. Tfie Pro.-engineere P�n�is, )olnt system and, in inrger size, expose( Wx beams ill tagether ptedsely to form e highly dependable, weathertight Otructure, filivcunn MINIMuU - WNW W Wv m.*6� 8"xT A MINt IYt All Standard Pyramids designed For Installation. from The Outilldom 61MDARD MAYJMUM SIZESO: NUMBER OUTSIDE CUifg PANELS".THgUS � DiMEINSION PEI! SIDE � LOAD QLN C.UR�' 4' Feaory 1 gp jam. S' Pre- 1 130 1b8. B' Assembled 1 190 lbsr �� P50 Was 9' No 2 410 lbs. lot s��i510 ure z lbs., 121 2 1. Kalwa I ekyNQht is d",19 nod for 25 Pef Win bad an A 1b. snow load OU7St!]E CURB DIMENSION PAIN"! STANOARD MAXIMUM GIZE8: NUMBER HOR, izoNTA OUTSIDE CURB PANELS HUST MMONSION PER SIDE LOA 4N CUP t9' No 4 8501bs. 14' EXPOSAd 4 low lbro-6 &Wure { 1130 lbs., 16�_ 4 1300 lbsa �7' rumsed 4 1450 lbs. 14' Bax 4 1650lbs. ty' Beams 4 16201bs. 201, 4 2000 lbs -2 �.. r...McS ayK,,,aa ny omen, muss to assigned to ha la thrust back from Me KstwWl Rea[ aystj)m !,vnite ri, U%Vslue • (by NFRC) a be 12' x 24' ahoii m to be .EIIn�nIInc��°ceis ��u� ��c�n�4Inca MECHANICAL -ELECTRICAL -ENGINEERING January 2, 1948 JRA & Associates 4.9 Professional Plaza Rexburg, ID 834.0 Re: Rexburg Health and Welfare Building Gentlemen: in answer to the comments from the state review following: 315 WEST CENTER, POCATELLO, IDAHO 83204 TELEPHONE - 208-233.0501 FAX - 208-233-0,529 C SUDWEEKS, P.E. D. SUDWEEKS P.E. L on the subject job please be aware of the � . Plumbing: See enclosed sheets P-1 and P-2 showing the required isometric drawings. 2• HVAC.: Duct penetrations of fire resistive corridors with fire dampers where rewired bye the NFPA code. Sincerely, ENGINEERED SYSTEMS ASSOCIATES, INC. Charley L. Sudwe apn Enclosures MEMBER ACEC