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Specifications (8) (6OU S4 //74 ,it-roy?)2, ABHT STRUCTURAL ENGINEERS 1640 NW Johnson St. Portland,OR 97209 Tel 503.243.6682 Fax 503.243.6622 www.abht-structural.com SP 0 a 201 CITY OF TIGARD August 30, 2017 BUILDING DIVISION Jason Voss HOK 9530 Jefferson Blvd. Culver City, CA 90232 RE: Farmers Hillsboro Office Relocation 6600 SW Hampton St., Tigard, OR Dear Jason, Attached are structural calculation sheets 1 through 25 dated August 2017, which verify the structural adequacy of the following elements of the Farmers Hillsboro Office Relocation project: 1. New HSS 3x2x3/16 guardrail top rail. 2. New HSS 3x2x3/16 guardrail post and base plate connection. 3. Review of existing GL 5 1/8x19 1/2 roof beams to support proposed 925# mechanical unit at Gridlines 5-C. 4. New W14x30 beam, HSS4x4x1/4 Posts and Bracing connections to support a 30'-0" long x 8'-10"tall moveable partition wall weighing 8.9 psf max. The building is located at 6600 SW Hampton St. in Tigard, OR. The design was based on the 2014 Oregon Structural Specialty Code. KU C T 11,t4 Please call us if you have any questions. C EO PR/1 4; Sincerely, •S � •' Clinton J. Ambrose, P.E., S.E. ./RECON to Principal 413aA G, (•. tg,NS G Attachments: Structural calculation sheets 1 through 25 FXPFRFnS.12/37// K:\Projects\2017\18217\Farmers Hilsboro Office Relocation calcletter 8-30-2017.docx Project 14.4.40,7)"5 Job No. Client Location 4ZI 7 A B I-1 -T- Designed by �+� Date n/ / Page ` of / �-'V a STRUCTURAL ENGINEERS Sheet description De 5/4a A1& GLIA.2ort4 Gc. -1N19 ; 3/49.J = f- ' /».5%-.4 c 50`�lK on 200 VI: l,.44n 47 4 • 11 55 3x 2 /�, rt.Ar...) M ' .24? z Q.44,1441- 41- 0 IL 44,tc.14Ott. ?O ,r�So � t % 9.40,014.1 Mt ? 461, le s: x « J. !Zi 7 Sl.5 �`.'' , /VIA k,u Z 5"(.S 4 2 ,5-7 k-F-r. ak -Ry I.t,'l �2 5 (.09)%4) ( Bk)4( 7 ) ©. /7 Ok � 1#5 3 2 n L,A tJ 944c t . Project orizi Job No. Client Location I'2-1'7 B H T Designed by OA.. Date i,../7..//1, Page 2S of STRUCTURAL ENGINEERS Sheet description 477 '� Of P1 OD/ 13/1/Yt,t Iv> ) rho y (- 1� x 5 'L'.i) Tb sP.k,l Y174(4 r� L-4 IC x 1/4. ( v 2 UV 64) '• t jt.-.ret,)Se, 2w rip ut...M 711 1 jF. it fGa_.-.). RES Or; jZ -- • lto( ,' C4) ( 2 sco.. 5 tdro PQ c440ftn % . 1 t35 els �r) : 01,7T 4 t'i" ILA, ��. ✓J sl 15'1 it X t.5 t r l?r�,5 x 4 sc,,lwa cot > Ic.ce tox•t°t Cir1-tG-t $1. 4 —1 5 ) Zlot ( ' z 601p )Goyzd 040 A 51.2.t4 z 5217 <1.-le Y `540 (05.L.45.Go 5.L.4S` -� 502, 5/.2' (S' Project F.r .+ .n r n G., Job No. AClient 1V Location I"Zil B T DateDesigned by / iPage2�' of Cly' s.1.2:7 Z fV7 STRUCTURAL ENGINEERS Sheet description ills`p t j L -ern.JaLd /1-t-- Toe f 1 -5 5 4 X 4 `7 r'J c-- ou-r 011 pc.,.,,1C 4s.7' >< 7.5` _ . ((o(pk- z Flo ('t` /a t . 2 „ 2.g-{ .0v (o14- TJtSIc.aS dolt. l(oCok - 44 55 7) G 020 =MI . i 72,5' 2" ( 114 c,LC • .tc,t:`` x 3 St Z 0. 14 k'" -4 `Tsu p z . - p k. / k ) �4 SCit _ d�37 / 2. 5 ) z D.o2� • 1-xit x Q. oto'� tilo. I0 w ooh 5(.4..4.05 - liyccret M0 1-a-- t‘. Th, iA66-z s . 02 , 12.3k,e�? x12N/ 0.2t 14" uoa.A_.a gle 1 •S‘-'" . 331 �— C". "6 7)2- 15 11\17,= GI •Tot' -t- mac, •331X J i , q.(,g k.• P 1 oot 0016"00r ' Fac.t.sna = 4a too" 01- ✓ > 448* Company Aug 25,2017 23 I I I R ISA :15 PM Job Number Checked d By: Model Namem Member AISC 14th(360-10):ASD Steel Code Checks LC Member Shape UC Max hoc[ftl Shear UC Loc[ftj Pnc/om[kJ Pnt/om[kJ Mn/om jk-ftl Cb Eqn 1 1 M1 HSS4x4x4 .113 9.917 .004 10.094 28.172 92.826 10.765 11.381 H1-lb RISA-2D Version 15.0.0 [K:\Projects\2017\18217\09-CALCS\post.r2dl Page 3 , Company Aug 25,2017 2 I I Designer 3:15 PM RISAJM del Namer : Checked By: Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 DL None 1 1 Load Combinations Description So...PD...SR...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BL 1Fac...BLC Fac...BLC Fac...BLC Fac... 1 DL Yes Y 1 1 Joint Reactions LC Joint Label X fkl Y fkl MZ fk-ftl 1 1 N1 -.068 2.81 0 2 1 N2 -.098 0 0 3 1 Totals: -.166 2.81 4 1 COG (ft): X: 0 Y: 17 Joint Deflections LC Joint Label X[in] Y[in] Rotation jrad] 1 1 N1 0 0 -2.175e-3 2 1 N2 0 -.007 2.448e-3 Member Section Forces LC Member Label Sec Axial[kl Shearfkl Moment[k-ftl 1 1 M1 1 2.81 .068 0 2 . 2 2.81 .068 -.291 3 3 2.81 .068 -.581 4 4 2.81 -.098 -.415 5 5 2.81 -.098 0 Member Section Stresses LC Member Label Sec Axial[ksi] Shearjksi] Top Bendingfksi] Bot Bending[ksi] 1 1 M1 1 .834 .044 0 0 2 2 .834 .044 .894 -.894 3 3 .834 .044 1.788 -1.788 4 4 .834 -.063 1.277 -1.277 5 5 .834 -.063 0 0 Member Section Deflections LC Member Label Sec x fin] v fin] (n)Uv Ratio 1 1 M1 1 0 0 NC 2 2 -.002 -.103 1988.124 3 3 -.004 -.155 1315.169 4 , 4 -.005 -.113 1806.903 5 1 5 -.007 0 NC RISA-2D Version 15.0.0 [K:\Projects\2017\18217109-CALCS\post.r2d] Page 2 2i Company Aug 25,2017 Designer : 3:15 PM I I I RISA JimoobdNeluNmabrneer : Checked By: Hot Rolled Steel Properties Label E[ksil G Iksil Nu Therm(11E5 F) Density[k/ft^3] Yield[ksi] 1 A36 Gr.36 29000 11154 .3 .65 .49 36 2 A572 Gr.50 29000 11154 .3 .65 .49 50 3 A992 29000 11154 .3 .65 .49 50 4 A500 Gr.B RND 29000 11154 .3 .65 .527 42 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 6 A53 Gr.B 29000 11154 .3 .65 .49 35 7 A1085 29000 11154 .3 .65 .49 50 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rul... A[n2] I(90.270)..1(0.180)[... 1 Post HSS4x4x4 Column SquareTube A500 Gr.B Rect Typical 3.37 7.8 7.8 Design Size and Code Check Parameters Label Max Depth[inl Min Depth[in] Max Width[in] Min Widthjin] Max Bending Chk Max Shear Chk 1 Typical 1 1 Joint Coordinates and Temperatures Label X[ft] Y[ft] Temp IF] 1 N1 0 0 0 2 N2 0 17 0 Joint Boundary Conditions Joint Label X[k/in] Y Ik/inl Rotation[k-ft/rad] Footing 1 N1 Reaction Reaction 2 N2 Reaction Member Primary Data Label I Joint J Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 1 M1 N1 N2 PostColumn SquareTube A500 Gr.B... Typical Hot Rolled Steel Design Parameters Label Shape Length[ft Lb-out[ft] Lb-in[ft] Lcomp too[ftLcomp bot[ftL-torqu... K-out K-in Cb Function 1 M1 Post 17 I Lb out Lateral Joint Loads and Enforced Displacements (BLC 1 : DL) Joint Label L.D.M Direction Magnitudej(k.k-ft).(in.rad),(k*s^2/ft.k's^2*ft)] 1 N2 L Y -2.81 Member Point Loads (BLC 1 : DL) Member Label Direction Magnitude[k,k-ft] Location[ft.%] 1 M1 X .166 10 RISA-2D Version 15.0.0 [K:\Projects\2017\18217\09-CALCS\post.r2d] Page 1 • FilGravity Beam Design RAM RAM SBeam v3.0 INTENATKJI'.AL Licensed to: ABHT Structural Engineers 08/25/17 11:31:20 STEEL CODE: ASD 9th Ed. SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (30.04,0.00) Beam Size(User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 30.04 USER DEFINED FLANGE BRACE POINTS: Dist(ft) Top Bottom 7.50 Yes No 15.00 Yes No 22.50 Yes No LINE LOADS(k/ft): Load Dist(ft) DL LL 1 0.000 0.026 0.000 30.042 0.026 0.000 2 0.000 0.079 0.000 30.042 0.079 0.000 SHEAR: Max V (DL+LL)= 1.57 kips fv=0.42 ksi Fv= 17.89 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max+ 11.8 15.0 7.5 1.00 3.69 30.00 3.69 26.19 Controlling 11.8 15.0 7.5 1.00 --- --- 3.69 26.19 REACTIONS (kips): Left Right DL reaction 1.57 1.57 Max +total reaction 1.57 1.57 DEFLECTIONS: Dead load (in) at 15.02 ft = -0.220 LID = 1639 Live load (in) at 15.02 ft = -0.000 Net Total load (in) at 15.02 ft = -0.220 L/D = 1639 Fi1Gravity Beam Design RAM RAM SBeam v3.0 INTERNATIC"I Licensed to: ABHT Structural Engineers 08/25/17 11:31:57 STEEL CODE: ASD 9th Ed. SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (30.04,0.00) Beam Size(User Selected) = W16X31 Fy = 50.0 ksi Total Beam Length(ft) = 30.04 USER DEFINED FLANGE BRACE POINTS: Dist (ft) Top Bottom 7.50 Yes No 15.00 Yes No 22.50 Yes No LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.031 0.000 30.042 0.031 0.000 2 0.000 0.079 0.000 30.042 0.079 0.000 SHEAR: Max V (DL+LL)= 1.65 kips fv= 0.40 ksi Fv= 19.67 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max+ 12.4 15.0 7.5 1.00 3.15 30.00 3.15 26.50 Controlling 12.4 15.0 7.5 1.00 --- --- 3.15 26.50 REACTIONS (kips): Left Right DL reaction 1.65 1.65 Max+total reaction 1.65 1.65 DEFLECTIONS: Dead load (in) at 15.02 ft = -0.185 L/D = 1950 Live load (in) at 15.02 ft = -0.000 Net Total load (in) at 15.02 ft = -0.185 L/D = 1950 Gravity Beam Design 1 RAM RAM SBeam v3.0 INTERNATosA Licensed to: ABHT Structural Engineers 08/25/17 11:31:44 STEEL CODE: ASD 9th Ed. SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (30.04,0.00) Beam Size(User Selected) = W14X30 Fy = 50.0 ksi Total Beam Length(ft) = 30.04 USER DEFINED FLANGE BRACE POINTS: Dist (ft) Top Bottom 7.50 Yes No 15.00 Yes No 22.50 Yes No LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.030 0.000 30.042 0.030 0.000 2 0.000 0.079 0.000 30.042 0.079 0.000 SHEAR: Max V(DL+LL) = 1.63 kips fv= 0.44 ksi Fv=20.00 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max + 12.3 15.0 7.5 1.00 3.50 30.00 3.50 28.98 Controlling 12.3 15.0 7.5 1.00 --- --- 3.50 28.98 REACTIONS (kips): Left Right DL reaction 1.63 1.63 Max+total reaction 1.63 1.63 DEFLECTIONS: Dead load (in) at 15.02 ft = -0.236 L/D = 1527 Live load(in) at 15.02 ft = -0.000 Net Total load (in) at 15.02 ft = -0.236 L/D = 1527 Project Job No Client Location I T2.11 B I-I T Designed by Date Pageof '1 STRUCTURAL ENGINEERS Sheet description C ai.. ) " r. - Sl. ‘440": geal9 AttfrA rot Otvitudb : 2_ t « 1.8�T 1�.s t` ,t9l)111,6 I.S1Cip 4,4006 ,4)vvr ( . MO = 1. 4 (i• s� ) ( 110sa CpN /)-Y72. ' /'LN .X00 fir' / tel '" O'er 1 'sta. nc 32- .sem4L{., (12 ) ( 2-.s'V- • 0006# Sr U f z 6,x U//ox (.o (,.)wf. w/ •O Zd'9";, y - 01q9 c� G &iU.hd b s t-4-tAt2 " .7s (4)4 -5000i ( 43u) (11s"), tQ.4`` oL ✓ 1041.1S 111s Tht O. �, ,,, J u.. 1.4 ., '( %.31'3 1.4441 kJ z IC 60 V 7 (cz) (2.?Sr) 1-.11 tL/!f 7 1.44-1Z ©k Project Job No. Client Location (11 1 .‘1 A B H T Designed by DatePage of g (js-(rn 1t/ STRUCTURAL ENGINEERS Sheet description IF -r = 2Q5ROO4 Sp�zc.J6 /�tx,,�� l .J(onk oc` 4Lh')wt 2 2`15 2 1'�'1A-x fkJy 3�jam. x ' ✓.o� + 23c,A9 Ziyfi \/...114:- �t Zgl� D�SI w poi( -r' 0/5 Of- )2ieoq f le Areammeamir Bks s 4g 4 X 4 ' Pz 2114 2 .211k. tZ c4J 0J (SQ aoL . Doe -To 5 ii l.4n.o c%-1 w/-u- it-ssvM ( LA L MA-eta c -t, rnAr,c %5 4-44 K i,� c=11-• s �� /24$4-7 azitpar- x'6-50o,-.1. rpST 1;A'5t. it. CAS. ). -c CE, s sL..,a4 1 Q - M= . 04-1 (3u)%a /2,1i 1 1 1 _L I4 a •ut } kL„ 0 .2ot . to lr Y 1 x3 � C1 814* = .041 k&s; 5w+*-�� f m-i toe .341c (y x °Lo Cs, 'q0 Project IAll.M Job No. Client Etv Location 1-� � � r Oz n 1E3 I-I T llT' C Designed by ^ Date p/ZS ft `r Page Ls °I STRUCTURAL ENGINEERS Sheet description / MAO, p.91znn a a c,�vLt,,✓ f3 -7 't OL��G►� 1 p/hnnnou t u4i./. W1464r R--61 fit Doom kierbkij 861 j o`' wTlie-- 2 g.q psf x g.g3' C 77.(„z l/er. 2 3c.o L/M r Oaf ff.eGT1 ad • Wt4y o 6 = 0.23x." D /et' « G u4. Lo&4-tom 3c-o atAx to 01e' i3o fit.frzi6t be 3/i1' AY/6 /10444,..F6 f4'.'i I WO/ OM CkitaZ ParS4 (I-4J 6e 2? N-41)I41(, tv c 4 d2..25` .7s. /.s`t Cru. /4-Ssv47to U472 e Saiikie64 moo: ittz .ZISk.% Ls"= o. 44 ``'" Z3(0 `t 11 i$o � 12,41 L. 4-0,- (4K .44( �2 ~ ' 0 5by, 2.5") AZSum C_4) P+4.910 405 ' (2.1 ef- rk 50(�p .5v T u2 : ' ±-r - .7)-1 ' > t2I " 2t / o ftp R%NWN1 IS 1N NNfFRrr OF CAMP CNPNATION NNTNNt.Tim No1M0 a Num,. STD. UNIT CORNER CORNER CORNER CORNER CQT7Y Ate 13 rIlin wN rN FV r illirI N.Tr[ IOU NT CONT1n roar HNIONIANCC N tNlrcrp r LC IM N NCCCOI[R ON e t1INNr GNrce =PTAK(Of CONTRACT. UNIT WEIGHT• WEIGHT IA1 WEIGHT 181 WEIGHT ICI WEIGHT 1D1 C.G. �„�.,,,,,,,,,,,,,,, COraAT1N•RrlrrFtNNFn. LBS. KG. 00. KG. LOS. KG. L85. KG. L85. KG. 3 t Z •STANDARD UNIT WEIGHT IS WITN LON GAS NEAT AND WITHOUT PACKAGING. 18NC4.007 105 317 105.3 15 152.7 61.3 211.1 97.4_232.3 105.4 12 3/0 110701 3//1882.91 19 7/8 75051 FOR OTHER OPTIONS AND ACCESSORIES. REFER TO THE PRODUCT DATA CATALOG. 1468C0011925 119.5 201.1 92.0 190.9 80.0 259.1 110.2 273.9 124.2 12 5/8 110821 3 3/1/8(0071 22 7/8 0811 1011C-009 925 /10.5 204.1 92.0 100.0 06.0 250.1 116.2 273.9 124.2 42 SIN 110021 34 1/6 10071_ 22 710 75011 CORNER A ' CORNER 8 I C10 q �' Cf) �, Lf J it (,)M(0a,1 -2 q 2,c R° x Con 273 �_= • • 2S, . i .NON p CORNER 0 ( -. I CORNER C � E 1 Op xLi O 1 n TOP Z CJ K CA I I 1 n COD • r) Zn © _ . L © 2 FRONT ITC CLASSIFICATION SHEET DATE SUPERCEOES 4811C 07 • 09 SINGLE ZONE ELECTRICAL /8TM502108 0E1 U.S. ECCN:NSR 2 OF 2 09/28/10 10/05/10 COOLING WITH GAS HEAT B C) 8 iJ CO i-' NOTES: rets IOCNRef If I /IaLRTr or CWI[1 COa0lella t. I1[NS 0115 ARE IN INCHES.DIMENSIONS UNIT J H HCOMM Carrier Aa if Itlla4e Ma rYt taeta taDlrla tat TIL[ Ip�rlaae at 10111118100011 a IOtIM[R9 IN 1 )ARE IN IN MILLIMETERS. /RIK-A.D01 41 1/4 33 1/4 15 7/0 y— COMUT WILL OWE waaCY CO ate 11111:0T cAsin(1 1 =nom a CP a 11o1e1 testi 4646/ taeYwAna s wlrm CONIC. (( 2.eii CENTER OF GRAVITY Iexc•Doe I12 31 9251 (4031 CONNECTION SIZES 3.y DIRECTION Of AIR FLOW 4000 000 49 3/e 36 3/8 15 110 A 1 3/0' 1351 DIA FIELD POWER SUPPLY MOLE 112511 /4251 11031 4003/8 110261 I B 2 112'1641 DIA POWER SUPPLY NNOCRWT C 1 3/4' (511 DIA GAUGE ACCESS PLUG D 7/0' 1221 DIA FIELD CONTROL WIRING MOLE 4 ECONOMIZER MOOD 20.3/4 E 3/4'-14 NPT CONDENSATE DRAIN • (5271 112-I1 NPT GAS CONNECTION tOPT1ONAL1 f 3/4.14 NPT GAS CONNECTION G 2• 1511 DIA POWER SUPPLY RNOCN-WT '-`91"6"V"--. THRU-THE-BASE CHART (FIELD INST) ^7 THESE ROLES REWIRED FOR USE WIEN ACCT HITS: (7,;'',/ � 36.3/0 12.5/8 CRBTMPWA00IAOt: 07 •GAS THOU CURD It fl '. (9251 13211 CRBTIWIR002A01: 00.09•GAS THRU CURB • RETURN AIR RETURN CRBTNPRR003A01: 07-GAS THRU OASEPAN - ) AIR CRBTMPMOOU01: 00,0!-GAS THRU OASEPAN THREADED WIRE REO'0 MOLE CONDUIT SIZE USE SIZES IMA[.) FILTER ACCESS PANEL E ALT. W 1/2' ACC. 7/8' 122.21 ` ' i, (TOOL•LESS) CONDENSATE ' E 1/2' 24V 7/6' 122.21 M'••I \�!RAIN OPENING PAN 11311 37-S/e 40-3/6 131/1 t1042 0011 01.0031 POWER 1 314. 111.11 CONDENSER �� �,b` IN BASEPAN 20.3/1 Y (0011 102•IPT 1 1/6. 146.61 COIL SUPPLY 19551 110211 I' m IL EE THRU AIR Z• 10041 3/4'FPT GAS 1 3/4' 144.41 I INDOOR COIL I 1 n'\ ,Gh A [ THE 645E SUPPLY ACCESS PANEL I Ilk\\, %4/A CHARY I Alk • 1001E 0021 PROVIDES 3!1'FPT TART CURB0.81 r^ 18 ii �, 'Z ! FLANGE 6 FITTING. MOLE SIZE: 2' 150.01 Vt 2 14691(021 [7s51 ii , ! THRU-THE-BASE CHART (FLOP) d Y9 (2791 '3 9..�C3 - - I I 1 - FON'TMRO-THE-BASEPAN'FACTORY OPTION. 01•1•49r O FITTINGS FOR OMIT [, Y. S 2 ARE PROVIDED. •• ��'I • 6-1/4 FOR BELOW LISTED OWLS. A FIELD ay W co �I( 29.5/0— 11001 LUE 3-1/4 It5f1 • BETWWEEENDBASE,PAN FITTINNG ANDGASDVALVE: r J 17511 HOOD --- 11 1631 •' 401CD.E,S,11-07 •y !1561 401.0.5•08 �G x ISEEMINCES-09n --25.1/2 — pH (6471 1-1/1 12.5/8 O 5/8 C 1 .1 1321 13211 (118101 -_ v I I� DISCONNECT CONTROL BOE E STD. I ILTER ACCESS PANEL CONDENSATE 0. CONDENSER B. II LOCATION _ • DRAIN COIL GA. 28-3/6 • I \� OPTIONAL INDOOR DLOWER -_ 11201 yOPTIONAL •tn' / FACTORY ACCESS _ SUPPLY AIR FACTORY u I 27-7/8fr INSTALLED �' INSTALLED Ii091 Cr • DISCONNECT WTSIDE Iffil CONVENIENCE • CA �- F ANDtE 11.7!0- I • 26 AIR OUTLET C7=• i HANDLE 11531 'I�I I 16591Alimis a� liai. = m 11681 f2IIO(7 -tJ '1=:/ OO� ILIO CE MIN 7 ++ L 3-3/1 2.5/0-- F---- L 3951 59-1/2 2617 8-1/64.34 ilio( 11711 5.461 ,Ae/ 115101 TYP 9401 12111 (16318 91111 CURB 11161 LEFT WIDTH 08.1/8 11.1!8-- (72301 ( r SUPPLY 110651 BAROMETRIC O ( t AIR RETURN RELIEF FRONT �O s ♦ BIGHT AIR FLOW ITC CLASSIFICATION SHEET DATE SUPERCEDES 48HC 07 - 09 SINGLE ZONE ELECTRICAL REV _ U.S. ECCN:NSR 1 OF 2 09/28/16 10/05/10 _ COOLING NITH GAS HEAT 48T11502708 B 0 m 0 co to l2 COMPANY PROJECT I WoodWorks® SOf1WAR(FOR WOOD OfS1GN Aug.25,2017 10:49 Roof GL Beam Supporting Mech Unit.wwb Design Check Calculation Sheet Sizer 6.2 LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft) Pat- Start End Start End tern Loadl Dead Full UDL 20.0 No Load2 Snow Full UDL 25.0 No Load3 Dead Partial UDL 73.2 73.2 32.66 40.00 No MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : 10' 40t Dead 909 1348 Live 500 500 Total 1409 1848 Bearing: Load Comb #2 #2 Length 1.00 1.00 Glulam-Unbal., West Species, 24F-V4 DF, 5-1/8x19-1/2" Self-weight of 23.01 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs. Allowable Stress(psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 24 Fv' = 276 fv/Fv' = 0.09 Bending(+) fb = 538 Fb' = 2465 fb/Fb' = 0.22 Live Defl'n 0.25 = <L/999 1.33 = L/360 0.19 Total Defl'n 0.75 = L/643 2.00 = L/240 0.37 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 240 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 0.893 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - 1.00 - - 2 Shear : LC #2 = D+S, V = 1848, V design = 1621 lbs Bending(+) : LC #2 = D+S, M = 14573 lbs-ft Deflection: LC #2 = D+S EI= 5700e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Gluiam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). Project fc.,y�a_ern 6 Job No.Job Client Location 18'2 ABHT Designed by n^. Date (`/ I q,t- `I Page '` of t_/�'! j5 `v�lf STRUCTURAL ENGINEERS Sheet description c“-1 e(6. 6)45-n..56 fLoot Tb Sup 1--)63 M 44716'°1 ocj UNIT Wf- q 2A--14 a'( (44- &itrh / 75-4- cuPpvA-( aU vLJ 1 'st)(1) l3 “,` �-. 1A10 t, 6i�75� Y7.341 '13.24/r WS L = Ic v i zS 47, 4d Com(. 51($54, 111/11, 04_ ✓ Project ritatAAAA Job No. Client Location J CI 2.`1 Designed by Date (( Page of A B l-I T g/ ,f (� STRUCTURAL ENGINEERS Sheet description lot 3X 2x ;4 tar JCo.tT: 1t,. .'‹ i') �(o -. _.. __ _ 1 ,1404ad(p STP-ib (..414.1(,-. 3�ib G rR ) )(-�t.4-/ °2 °TLd- Z- � � 3A(. f a-k.pc�-bL vm f 1944'24-- i - I l l3 ` o immu...l(n, Po �.l o r- Cv�'- I ,�(��` rx r3�1, WS S 3x.2,4 04, pru t,.' 71-1L00+C>t4- CE,) N C�J to„-66 /tom,c„ • I I l } )( 0'._ " L.,/ CZE • , co6.t. citJ (60,..14. - LiSS 3x2,N iu 'MI Iv (, ,. , --43/it, , .. , _, A /'L.-rte f Alif 4 cvc.44,,, -j pip. MILTI www.hittl.us Profis Anchor 2.7.3 Company: Page: 7 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: ( Date: 8/24/2017 E-Mail: 8 Remarks;Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schwan HOU is a registered Trademark of Hilo AG.Schaan I111411I`i.T1 www.hilti.us Profis Anchor 2.7.3 Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 8/24/2017 E-Mail: 7 Installation data Anchor plate,steel:- Anchor type and diameter:KWIK HUS-EZ(KH-EZ)3/8(3 1/4) Profile:Rectangular HSS(AISC);3.000 x 2.000 x 0.313 in. Installation torque:480.001 in.lb Hole diameter in the fixture:dl=0.500 in. Hole diameter in the base material:0.375 in. Plate thickness(input):0.375 in. Hole depth in the base material:3.500 in. Recommended plate thickness:not calculated Minimum thickness of the base material:4.750 in. Drilling method:Hammer drilled Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque wrench • Properly sized drill bit Ay 3.000 3• .000 • 0 • 02 • ri 0 • ►x et 0 0 0 01 • 3.000• 3.000 • • Coordinates Anchor in. Anchor x y c.x c.x 1 0.000 -2.000 3.500 - - - 2 0.000 2.000 3.500 ------------ - - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilb AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan I[141II6TI . www.hilti.us Profis Anchor 2.7.3 Company: Page: 5 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 8/24/2017 E-Mail: 4.3 Concrete edge failure in direction x- Vag =(Avco)W ec.V W ed.V 4,c.v W h.V W parauet,v Vb ACI 318-08 Eq.(D-22) Vcbg Vua ACI 318-08 Eq.(D-2) A . see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Avco =4.5 ce, ACI 318-08 Eq.(D-23) 1 ty ec.v = (14. 2e„/ 5 1.0 ACI 318-08 Eq.(D-26) 3ca, ed,v =0.7+0.3(15ca,)51,0 ACI 318-08 Eq.(D-28) 41.5cat W ha 1.0 ACI 318-08 Eq.(D-29) n.v — 02 Vb =(7(l) )i, \IT cas ACI 318-08 Eq.(D-24) a Variables ca, [in.] ca2[in.) ecv[in.) w c.v ha[in.] 3.500 - 0.000 1.400 8.000 le[in.) i. da[in.) fc[psi) W parallel v 2.500 1.000 0.375 3000 2.000 Calculations Avc Dn 2] Avco Iin.2] W ec.v W ed.V W h,v Vb[Ib) 76.13 55.13 1.000 1.000 1.000 2247 Results Vcbg[Ib] 4)concrete tit Vcb9[Ib] Vua[Ib] 8687 0.700 6081 928 5 Combined tension and shear loads ON Rv C Utilization)N,v[%) Status R fn10.830 0.153 5/3 78 OK NNV=Y�+RV<=1 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The CD factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan I10III.TI www.hilti.us Profis Anchor 2.7.3 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 8/24/2017 E-Mail: 4 Shear load Load V.[lb] Capacity$Vn[Ib] Utilization tv=Vua/4 Vn Status Steel Strength" 464 3111 15 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength" 928 10567 9 OK Concrete edge failure in direction x-** 928 6081 16 OK *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vsa =ESR value refer to ICC-ES ESR-3027 Vsteet 2 Vua ACI 318-08 Eq.(D-2) Variables As"[in.2] Luta[psi] 0.09 120300 Calculations Vse(ib] . 5185 Results Vsa[lb] 4)steed 4) Vsa[ib] Vua[lb] 5185 0.600 3111 464 4.2 Pryout Strength Vcpg =kcp[(A ce)W ec,N V ed,N yr c,N W cp.N Nb, ACI 318-08 Eq.(D-31) 4) Vc�a V„a ^N ACI 318-08 Eq.(D-2) ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANcg =9 he} ACI 318-08 Eq.(0-6) 1 yr ec.N 1 +2 eN S 1.0 ACI 318-08 Eq.(D-9) 3h V ed.N =0.7+0.3 (1.5heCa•min r)5 1.0 ACI 318-08 Eq.(D-11) W cp,N =MAX( min--- 1.5hat)5 1.0 ACI 318-08 Eq.(D-13) Cac Cac J Nb =kc). Nirc h'eis ACI 318-08 Eq.(D-7) Variables kcp het[in.] ecl,N[in.] ec2,N[in.] ;man[in.] 2 2.500 0.000 0.000 3.500 V c.N Cac[in.] kc X fa[psi] 1.000 3.750 24 1 3000 Calculations ANC[in.2] ANce[0.2] V ecl,N V ec2,N W ed.N Y.cp,N Nb[ib] 83.38 56.25 1.000 1.000 0.980 1.000 5196 Results Vcpg[ib] 4 concrete 4) Vc,9[Ib] Vua[ib] 15096 0.700 10567 928 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilo AG,Schaan MILTI Us www.hilti.us Profis Anchor 2.7.3 Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: ( Date: 8124/2017 E-Mail: 3.2 Concrete Breakout Strength Ncbg =(A7to)w ec.N W ed.N MI c,N W cp,N Nb ACI 318-08 Eq.(D-5) 4> Nag 2 Nue ACI 318-08 Eq.(0-1) AN. see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 h®f ACI 318-08 Eq.(D-6) 1 W ec.N 1 +2 eN 5 1.0 ACI 318-08 Eq.(D-9) 3 hef 4/ed,N =0.7+0.3(Ca'Tieef)5 1.0 ACI 318-08 Eq.(D-11) 1.5h W cp.N =MAX(Ca_mu, 1.5hef)S 1.0 ACI 318-08 Eq.(D-13) Cac Cac Nb =kc% he}5 ACI 318-08 Eq.(D-7) Variables het[in.] ect,N[in•] ec2,N[in.] ca.min[in.] w c,N 2.500 0.000 0.000 3.500 1.000 ca,[in.] kc h fc[psi] 3.750 24 1 3000 Calculations AN,[in.2] ANc0[in.2] act.N W ec2,N W ed.N 4V cp,N Nb[Ib] 83.38 56.25 1.000 1.000 0.980 1.000 5196 Results Ncb9[ib] 4>concrete 4> Ncbg Pb] Nua[Ib] 7548 0.650 4906 4072 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(C 12003-2009 Huh AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1041IIJ'1 I C4) www.nnti.us Profis Anchor 2.7.3 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 8/24/2017 E-Mail: 2 Load case/Resulting anchor forces •y Load case:Design loads I, 2 Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2036 464 0 464 2 2036 464 0 464 • Tension tompression max.concrete compressive strain: 0.35[%] max.concrete compressive stress: 1514[psi] resulting tension force in(x/y)=(0.000/0.000): 4072[lb] resulting compression force in(x/y)=(2.701/0.000):4072[Ib] 01 3 Tension load Load Nua[Ib] Capacity 4 Nn[Ib] Utilization rN=Nua/$N„ Status Steel Strength' 2036 6718 31 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength" 4072 4906 84 OK 'anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-3027 Nsa>Nua ACI 318-08 Eq.(D-1) Variables Asa,N[in.2] Lis[Psi] 0.09 120300 Calculations Nsa[lb] 10335 Results Nsa[lb] 4 steel 4t Nsa[Ib] Nua[Ib] 10335 0.650 6718 2036 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schwan 1■■11`TI www.hilti.us Profis Anchor 2.7.3 6) Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 8/24/2017 E-Mail: Specifier's comments: 1 Input data 4_ Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(3 1/4) � # � Effective embedment depth: =2.500 in.,h om=3.250 In. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 2/1/2016 112/1/2017 Proof: Design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.375 in. Anchor plate: Ix x lY x t=6.000 in.x 6.000 in.x 0.375 in.;(Recommended plate thickness:not calculated Profile: Rectangular HSS(AISC);(L x W x T)=3.000 in.x 2.000 in.x 0.313 in. Base material: uncracked concrete,3000,fc'=3000 psi;h=8.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no Geometry[in.]&Loading[Ib,in.lb] Z of C cc y 926--- 00 2 �y►. 0 X , X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of HBO AG,Schaan Project FJobNo. 214 Client Location J 421 ,■\ B H T Designed by . Date +J Z4:1-1/fPage z. of C �'" STRUCTURAL ENGINEERS Sheet description Gump (LJ .) 9656J 0-55 11•'›i154-JE.. 4r 14-105 c..44-cit n- Z xC2 T9' .4'f f (34u rtc' z% ic. Sn2oa A-KiJ- A/in Z 4(4. x /44,;,•3 T- Cot, le M 404 24, 5 <<f, - ray Iosr 51 170 17o r - s(42A4.0 flArpf f *ACa{vdt-s tit- cxt�S VEitbt) mom[Jr - 9'.4Ile. ." O. (P /c.rt . efiI� • �us s. �p7t`j. / s !l /rC. fr Lt ' kuru L. 0ASK. 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