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Wi/ a --- 00/W _I S616 On/74 7650 SW Beveland St TM RIPPEY Suite 100 CONSULTING ENGINEERS Tigard,Oregon 97223 EZI Phone: (503)443-3900 Fax: (503)443-3700 STRUCTURAL CALCULATIONS FOR Portland Compressor— Tenant Improvement TMR #16052 April 20,2016 PAGE NEW OPENINGS 1.1-1.13 MEZZANINE FRAMING 2.1-2.16 STAIR FRAMING 3.1-3.5 SOFFIT FRAMING 4.1-4.6 ft.° #1 1060 r11 OREGON r 1�' . RR Pt 1. { i i H ', 11, i' l,, iiiifyLlir ' li H i ' i I - II ! � i i 1 i 1 i , 1 I 1 1 1 11' 1 i k. i. I, i.. ;. 1 1 i 11 1 1 t...,. ;b�ell�leSS 1 1 �. � 1 ' � � I I � ' 1 , ; 1 • 1 1 , i 1 12. ' 1 4 f i 1{i -. i i i f � ! ! 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' Ste.2..i ' w f $ ivk.,�:>i 'GAS 7 LS.S 1 ,s 1 '_ 'To Gv!,* , NSg i1M l.a '/SGc t�,,iT I-1 , , J i li\ATM RIPPEY BY \'' ;.....1‘..\, DATE CONSULTING ENGINEERS CNK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO 1 b5'2 - Tigard, Oregon 97223 Phone(503)443-3900 SHEET 1'1 OF I t 1 i i i ' i w ' 1 , 1 1 I f 1 i i 1 1. , , i : I ,..I i I I j , i. , 2., h„7 1 1 i 1 i '+ i 1 I I 1 17L..y 1 1",4Fj i r z fsi-i I 1 11rir ! I h i r i 1 { 1 , i 1 1� n , I { i. I lir ! ' , I I 11 � 1 Wb4,� � f'S� �`liG`I L�, ,g ��SQI»�z• I 1 i IV1S • Z`t , i kyr fr .^,C4.�z' �.�- , i I i 1 Ii i 1 i s m I i k 'I f'+-F k (9 "-0..-1,-, '� z- Z'bl'1 "� I , , i 1 1 i I 1 i I 1 , 1 t� 1,1. � � 6'�3 IH1� r 2 , ; , , i r "4 , .b a�t� � 55"�it�5�. +-tY 91,.ti3 fl z 't2.5 pt f` G, b ,‘r X ��� X N , ,. 1$0,!0:),A.11, . 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' Lic.#: KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: - F�4-1S`5 r-m- do-c%., vtA u 3519t.bras.^H' ui iIliP , ^ zi2 ak ` bie Elastic Modulus 29,000.0 ksi Span#1 Span Length = 10.0 ft Area= 0.3340 inA2 Moment of Inertia = 0.6540 in^4 D(0.55) i + O0 011) Span.100 n2 '�s".......,,,, ......„.,..,,.:,,,,A,„.,,,....„....„.,,".,,,. ' ;,, < h <_ x...„ .... Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0110 k/ft, Tributary Width=1.0 ft Point Load: D=0.2550 k @ 7.830 ft ti�t: yCOriypiSrjj:gin n IMaximum Bending= 0.526k-ft Maximum Shear= 0.2547 k Load Combination 40+H Load Combination +D+H Location of maximum on span 7.800ft Location of maximum on span 10.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.433 in 277 Max Upward Total Deflection 0.000 in 0 Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.4326 5.450 0.0000 0.000 aliti�t:.„$ :I .R�.,,,,;;,fi<ngEttretaSupport notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.110 0.255 Overall MINimum 0.066 0.953 +D+H 0.110 0.255 +D+L+H 0.110 0.255 +D+Lr+H 0,110 0.255 +D+S+H 0.110 0.255 +D+0.750Lr+0.750L+H 0.110 0.255 +D+0.750L+0.750S+H 0.110 0.255 +D+0.60W+H 0.110 0.255 +D+0.70E+H 0.110 0.255 +D+0.750Lr+0.7501+0.450W+H 0.110 0.255 +D+0.750L+0.750S+0.450W+H 0.110 0.255 +D+0.750L+0.750S+0.5250E+H 0.110 0.255 +0.600+0.60W+0.60H 0.066 0.153 +0.60D+0.70E+0.60H 0.066 0.153 D Only 0.110 0.255 Lr Only - L Only S Only W Only E Only H Only rl , I , 1 iH 1 C. 1 I f I. I 1 ,. I + EI I i + Ii 1 I I 1 .1 ! I { ! I I a 1 i 1 1 1, I i� I i .' 1 : • E ;.. ; I i � t 1 ( WALL. i i 1 1 I i I 1 ! . a Iit i, 1 , . 1 ss i I I t ! i 1 • 1 I / I ,, i _ 1 1 I 1 77 I I i. t i_ I I 11;i 1e1 ei� � I I ' ;i_ ' 1 ; 1 1, . ot, K Kf , � 1r1 1 ' ; I i+ I I i II1 , f i 1 _ 1I ,. ! I I ; I , 1 t ...1 1 1. 1 1 1 t 1. 1 1 .1 ;I 1. : 1 H.; 1 ;.. .. % i - i ; I 1 1 ' i 1 ( 1 ! i I I s I ! I "t 1 I III pn I i f2cj/iOSt. 1. �I ,,! 't0,I I f 1 � I t 1 I Xr�; V/ I 1 i 1 I i - ' ; I n 1 ' 1 I. i � Ii. 71 Z c)L' ``1 I ! •! :��_ 111 i. I 1 i _ 1 I i . i 1 1 I 1. 1 1 1 ;. I I 1 t,a , 1 C� fir, , ; f I I , i 1 1 1 , i1 I I S� 's1�,� 1►JCl�l1 1 1 I , ii it � , I ! ,, ',.:,: 'LT 1.....H :. ;i: :..,! ..:L : . '-',: 1; --, :-1. 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CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St, Suite 100 JOB NO 1 c 't- Tigard, Oregon 97223 Phone(503)443-3900 SHEET OF SIMPSON Anchor Designerr"' Company: Date: 4212016 Engineer: Page: 3/3 Software t�'t1��t;�'�`ie Project: Version 2.4.5673.19 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(ib) Vuax(Ib) Vu.y(Ib) 4(Vuax)2+(Vuay)2(Ib) 1 3448.9 0.0 0.0 0.0 2 3448.9 0.0 0.0 0.0 3 0.0 0.0 0.0 0.0 4 0.0 0.0 0.0 0.0 Sum 6897.7 0.0 0.0 0.0 Maximum concrete compression strain(960):0.20 <Figure 3> Maximum concrete compression stress(psi):850 Resultant tension force(Ib):6898 Resultant compression force(Ib):6898 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 0102 Eccentricity Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y- 4.Steel Strength of Anchor in tgnsion(Sec.D.6.11 Nr.(Ib) ¢ M..(Ib) 20130 0.65 13085 5.Concrete Breakout Strength of Anchor in Tension(Sec.0.6.2). Na=kadadf ohd•$(Eq.0-6) ko A., Po(psi) ha(in) Nb(Ib) 24.0 1.00 3000 2.560 5384 ¢Ncby=0(ANo/Anto)Y4o iriaNKNYip,,NNb(Sec.D.4.1&Eq.D-4) Am.(In2) Amo(int) y'Oo,N %I'M W.N WAN Nb(Ib) tg "be Ob) 117.96 58.98 1.000 1,000 1.00 1.000 5384 0.85 7000 11.Results Interaction of Tensile and Shear Forces(Sec.0.7) Tension Factored Load,Nu.(lb) Design Strength,eN.(ib) Ratio Status Steel 3449 13085 0.28 Pass Concrete breakout 6898 7000 0.99 Pass(Governs) 1/2"0 Titen HD,hnom:3.6"(89mm)meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor Is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation Instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong lie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.580.9000 Fax:925.847.3871 www.strongtie.com 1 t ' ! - II I I • 1 1, i. ( I.• i ;1. I ; 1 : , I 1. I I I 1 i 1 f r1 : ;;;;611,6:1c-14-1: GA I"✓A G�t-� O FsX l b`T J rJC� f Ifi01L S r -v c t j1� - i 1 • I I l 2:�1 1�L' �lo I , I I I .1.t (R•13 I 1 `Y � SAY laS u� { i I I I 1 I 1 , it- n I 1 „ I 13 5 1�5 R I ,. I 1 1 , I 1 ty (��� , I •. •• . 1 , I 1 1 i 1 : , , TM RJPPEY Pow-c;t,o�+0 - t-t to Yt"E ort., BY 1 ��- --DATE 1 .Yl CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO I.63eilS 2.. Tigard, Oregon 97223 Phone(503)443-3900 SHEET-.1-‘1 OF Protect: 4-44 Tim Rippey Page Location:FLB1 j; s z ' %%TM Rippey Consulting Engineers / Uniformly Loaded Floor Beam 7650• SW Beveland St. x X k0 4 [2015 International Building, ode(2012 NDS)] �'" ^ of �,�„��� ,�.:Tigard,Or 97223 1.5 INx9.25INx11.5FT' #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 2/18/2016 7:59:02 PM Section Adequate By:3.9% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.21 IN U642 Dead Load 0.04 in Total Load 0.26 IN L/540 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 497 lb 497 lb Dead Load 94 lb 94 lb Total Load 591 lb 591 lb Bearing Length 0.63 in 0.63 In BEAM DATA Center Span Length 11,5 ft Unbraced Length-Top 0 ft 11.5 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2-Douglas-Fir-Larch FLOOR LOADING Base Values Adfusted Side 1 Side 2 Floor Bending Stress: Fb= 900 psi F13' '= 990 psi Live LoadFDL= 65 psf 40 psf Cd=9.00 CF=1.90 Floor Dead Load FDL= 110 psf 115 psf Shear Stress: Fv= 180 psi Fv'= 180 psi Floor Tributary Width FTW= 1.3 ft 0 ft Cd=1.00 Wali Load WALL= 0If Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi 0p if L to Grain: Fo--I-= 625 psi Fc-- = 625 psi BEAM LOADING Beam Total Live Load: wL= 86 pif Controlling Moment: 1699 ft-Ib Beam Total Dead Load: wD= 13 plf 5.75 ft from left support Beam Self Weight: BSW= 3 pif Created by combining all dead and live loads. Total Maximum Load: wT= 103 pif Controlling Shear: -591 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Req'cj provided Section Modulus: 20.59 in3 21.39 in3 Area(Shear): 4,92 in2 13.88 int Moment of Inertia(deflection): 55.46 in4 98.93 in4 Moment: 1699 ft-lb 1765 ft-lb Shear: -591 lb 1665 lb NOTES 712- Project: ' 4.444 4424,...4 Tim Rippeypegs / Location:FLB2 N :STM Rippey Consulting Engineers Uniformly Loaded Floor Beam "7650 SW Beveland St. [2015 International BuildingCode 2012 NDS)] "`" or ( Tigard,Or 97223 1.5 IN x 9.25 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCaic Version 9.0.2.5 2/18/2016 8:01:23 PM Section Adequate By:20.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM. Live Load 0.10 IN L/992 Dead Load 0.01 in Total Load 0.11 IN L/903 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS Live Load 665 lb 665 lb Dead Load 65 lb 65 lb Total Load 730 lb 730 lb Bearing Length 0.78 in 0.78 in REAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft 8 n Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side Base Values Malik Floor Live Load FLL= 125 psf 40 psf Bending Stress: Fb= 900 psi Fb'= 990 psi Cd=9.00 CF=9.90 Floor Dead Load FDL= 10 psf 15 psf Shear Stress: Fv= 180 psi Fv'= 180 psi Floor Tributary Width FTW= 1.3 ft 0 ft Cd=9'00 Wall Load WALL= 0 pif Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp.--to Grain: Fo---= 625 psi Fc--= 625 psi SEAM LOADING Beam Total Live Load: wL= 166 pif Controlling Moment: 1460 ft-lb Beam Total Dead Load: wD= 13 pif 4.0 ft from left support Beam Self Weight: BSW= 3 pif Created by combining all dead and live loads. Total Maximum Load: wT= 183 pif Controlling Shear: 730 lb At support. Created by combining all dead and live loads. Comparisons with required sections: 13.041 Provkisd Section Modulus: 17.7 in3 21.39 in3 Area(Shear): 6.09 in2 13.88 in2 Moment of Inertia(deflection): 35.9 in4 98.93 in4 Moment: 1460 ft-lb 1765 ft-lb Shear: 730 lb 1665 lb NOTES F 0 R T E e MEMBER REPORT Level,Floor.Joist PASSED 1 plece(s) 117/8"TM® 110® 16"OC Overall Length:12'3"• • •"E Ys• ` s.(• E fi ; YY x ; } xj• 5,. t ? vat i Y' 44;Atire; • 3i: 11'8" x.> 0 El AB locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. 1:1111q701151,01101EMSEROWIZENZIOUSIMETISIAAR TIFIZAINflirWIZiiraTUAVEM System:Floor Member Reaction(lbs) 1058 3 1/2" 1058(231") Passed(100%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(ibs) 1058 0 3 1/2" 1560 Passed(68%) 1.00 1.0 I)+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 3064 0 6'1" 3160 Passed(97%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Dell.(in) 0.251 0 6'1" 0.290 Passed(1/553) -- 1.0 b+1.0 L(All Spans) Design Methodology:ASD Total Load Deft.(In) 0.275 0 6'1" 0.579 Passed(L/505) -- 1.0 D+1.0 L(All Spans) TJ-Pro"Rating 58 40 Passed -- -- •Deflection criteria:IL(L/480)and TL(L/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 2 9 3/4"%unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32°Weyerhaeuser Edge'"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the T)-Pro'"Rating include:None liVE0fia3t F F° yYf yr ry( ; 1-Hanger on SPF stud wall 3.50' Hanger' 2.31"/1.75"2 97 1014 1111 See note' 2-Stud wall-SPF 5.50' 4.25" 2.50" 99 1028 1127 1 1/4"Rim Board •Rim Board is assumed to carry aN loads applied directly above it,bypassing the member being designed. •At hanger supports,the Total Bearing dimension Is equal to the width of the material that is supporting the hanger •2 See Connector grid below for additional Information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners ,, a$ J } a�# 3 `Aig:'v;O .' fj' + 'il Tit r'ft s s' r}.�7"d:, r+ +^...�a A'S iib 4' x ! 0 y. �... ��h"3'S9+ta�!S�t� � �}xh..�'. 1-Top Mount Hanger LBV1.81/11.88 3.00' 6-10d common y/q 4-10d common 2-10d x 1-1/2 A ,no `A «. 1�.iA �& r,•S y 3 _ `R:: ' . L`••il, 1-Uniform(PSF) 0 to 12 3" 16" 12.0 12511- .0?, ��-Living & : a.. . � s �s. ' K �„ z n SUSTAINABLE FORESTRY IMTATIVE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.w oodbywy com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://ovemwoodbywy.com/services/s_CodeReports.aspc The product application,Input design loads,dimensions and support Information have been provided by Forte Software Operator :�aRa SofswafeOperator Job 14ote3 :::::: :::::::::::: ::: ::::::•: 4/8/20161:36:21 PM Kyle Kruger Forte v5.0,Design Engine:V6,4.0.40 TM Consulting Engineers Meir Jo/sfs.4te (sos)443-3300 kkrugerbtmdppey.00m Page 1 or 1 1"t•1 ( ( , I I , I ( 1 , I 1 , i R 1 i 1 ' , 1 I 1 I i I 1 , I 1 ! i f ii I t 11 I U. I2c I 1 iH. y 1 - I I ' .l 1 I ' 1 }r i I (nl�xto' : I � g`; 1 1 ; ; I I Tcs Of+i I Z, ;; ; ; :GL. 4 ,'.dam "4,r I 1 1 ; 1 I 11 " ' 1 I I4/i t i_ 1 ,r 1 1' I i i i , ! ' r---- n _ ---o--- ; 1.., ) /� G a s .1::..i11,,, 7 1.-nP pe p-� „;..!,...-,• ,,,.slp t c:,, %,vt?%1 yk , I 1 ` ; • i >y til i 1 I tom» ttL� ,,teal 1 H. 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Title Block Line 6 Rita 13 APR 2016,2 01PM. rtr w asrc pi ` k € i " eR1An7txIN OOA1 " 4 - @w` -pxVa ( • Y .. r, , gw r:: s Sa te RwhS £ kCNSu rlialt Lic # KW-06002562 • Licensee:TM RIPPEY CONSULTING EN INEERS' Description: Mezz Beam `l,;ta/(.:��. »h.+: �EN :.max' ttal;tla t:: 'tl>SrL::: - Calculations per AiSC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 y}..:�,lyc�:7,.',?.\`• `^;::4'nn,,3$�.':�':+`.�FSSH u::,<Y ::`� wp i��.'ie ;'_.%ay.. -`ryM(y�aL yTT�y yprO(�����"((.�}}��.yY":tiiicYt''��: ^��":z'zX' .'::�$^' :_ia:Civ :i';::: :l�lri4 t IIr 1-e T!e?l, .�,.fi��,,���w:++��•kJ+.AT}Yk {�� ;k :3t�k:• Analysis Method:Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 WO i " i .- 3 ,.---ty`. ..-a., k,.�;., k f n ,,, „ e A span a 22.417E W10x60 lialgraMaillitineinginglaitall Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.10, L=1.250 k/ft, Tributary Width=1.0 ft .s 0 4401'fi k 1 " ...111 Dosic n OK Maximum Bending Stress Ratio = 0A76: 1 Maximum Shear Stress Ratio= 0.184 : 1 Section used for this span W10x60 Section used for this span W10x60 Ma:Applied 88.569 k-ft Va:Applied 15.804 k Mn/Omega:Allowable 186.128 k-ft Vn/Omega:Allowable 85.680 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 11.209ft Location of maximum on span 22.417 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.721 in Ratio= 372 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.814 in Ratio= 331 Max Upward Total Deflection 0.000 in Ratio= 0<240 E:» ii :.f iI-. .. f,l EA:T^Mbeckiiiiiiim ys .". .. ��. moi"geg Load Combination Span Max. -"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.8138 11.273 0.0000 0.000 ' I , � , ! i ' ' I ! I ! I i , , , I I I _ 1 � � I r I � ( i s I 1 , 1 1 1 1 1 A I i t , : ! 4% . tJ;�ztiJ� � ,5 . /� 6" 1 j , � I , J I ' :7:17.124/4) : ;/� y�' 7� ! ! 1 I , P .. - , , � Ib 1 r 1 - , Iii I I , : , , Jar. -, )6 1 ! IiiiiliiiiIII ! I. ; . 1 ;I , I 1/ � 1? z is 11t5 �ZSi� ! a, i i i j � i L.I.1 4 'td17.,5t x 3 ; ' ' I ! I • "x.59 I ! 1 I ! I I��.av Iti7R- oc AC:: 1 'L ; LJ °., �M J 01:1 1 a3_ Zx Ib , 1 I I I ! j _ I rS.t il' ./g'' 'Tl'rs '1 I, N f� Ii. r j 1 i i j i 1M TM RIPPEY BY Kt-1.c, DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO IC0 5--2.- Tigard, Oregon 97223 Phone(503)443-3900 SHEET 211 OF _ Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: _ and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 11 APR 2016 2:00PM VAL c 6 } rY { e a _;i 3 ii ,y. a �:_ �,cr r{ ���nfnn yam, per, 1Vp Sf j,,k. }�i�{}� W. . r y,:gmeRy F.:r:: x��i<:. csa,g ....:i'%c, °,xv?z; nF:oma, f ,;, v.q.... a� ,..v, 'meom i4 , �'^ K 6 sw.:s..x• �'i'' dY9!<,iy.w.1 A., Lie.#:KW-06002562 Licensee~TM RIPPEY CONSULTING ENGINEERS Description: new mezz Header OrdObegtelltaldatENVENPREARM Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900 psi Ebend-xx 1600 ksi Fc-PrIl 1350 psi Eminbend-xx 580 ksi Wood Species :Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 31.2pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling * i Dc0.051,u0.7191 t i f:40.0fteaWAMICatelaagtantiaNak,:,� VK ` vyvi, t ✓sifirl`fw. : w a l Axe Span"3.333ft z.`;m►pj 1e ::I�Y1 S F :;;f::, ,` �,.l Wes, ,.Y� RAM Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0580, L=0.7190, Tributary Width=1.0 ft 't:IN#101091071010MASSINSONgii Desi n OK Maximum Bending Stress Ratio = 0.627 1 Maximum Shear Stress Ratio = 0.409 : 1 Section used for this span 4x6 Section used for this span 4x6 i fb:Actual = 733.74 psi fv:Actual = 73.65 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.667ft Location of maximum on span = 2.883 ft , Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.026 in Ratio= 1546 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.028 in Ratio= 1430 Max Upward Total Deflection 0.000 in Ratio= 0<180 I '<�: tau>'s�tie. <> a ;:_�_ 14,1 014.re , k ; .r Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXiimum 1.295 1.295 Overall MINimum 0.058 0.058 - +D+H 0.097 0.097 +D+L+H 1.295 1.295 +D+Lr+H 0.097 0.097 _ +D+S+H 0.097 0.097 +D+0.7501r+0.750L+H 0.995 0.995 +D+0.750L+0.750S+H 0.995 0.995 +D+0.60W+H 0.097 0.097 +D+0.70E+H 0.097 0.097 +D+0.7501r+0.750L+0.450W+H 0.995 0.995 +D+0.750L+0.750S+0.450W+H 0.995 0.995 +D+0.750L+0.750S+0.5250E+H 0.995 0.995 Title Block Line 1 Project Title: You can change this area Engineer, Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 pooled 11 APR 2018 200PM .,t ■y���■Y ,.gyp a :.r f gM^t:4.N , ,� ^v �jW (y p Y �} .1, �p�.�r �y(]`7 t = fit / ak`)y i 4: Y Y,5' : S !1 5 r zYLa 4w4 ..j fi I �! ty�'-.1 ^'� �.j' ! \. 6! ..R. e ,,.:.rfcv,! ..•..: z.'><.a .v ,..ts'vn.>. •:n s.•n..;ts•.< ;..� ,a w,7sy.�sr: ." c: °,5., Lic.#.KW-06002562 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: new mezz Header ./ aleallitab tb i e P.....`V Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +0.60D+0.60W+0.60H 0.058 0.058 +0.60D+0.70E+0.60H 0.058 0.058 D Only 0.097 0.097 Lr Only L Only 1.198 1.198 S Only W Only E Only H Only '�1ry I 1 I i1\ :. f I , i `�1S,�h\�y IZ� 1- r�1L_ t,�•m i hst, , i : I . 1 iI i 1 ; I i ; : : , : ; ; , • : : ,.. ,. I . , ; : .. : 1 , . ; : ; (61 � ' 1 I i 11H ; ',. ! r, :„. •:; ,,- „ , ,, , :„ ; ;: : : :,r -„ : ; ; ; I „ „ „ ; ; ; ;; „:. , , ,, , i, ; .1 : ; : 1 1 f , „ , , , , , :: , , , , , , : , : „, LI I : , „ : ,,, ,;. ; „ ,..; ; ; ; ; " Li. . ;; ;; , ; ; 1 1, I . 1 E 1 i 1, 1 !„ , , ,, ,, , ,„ „. I-' /1 1 , : ; : 1 f' 11. 1 S - I I f f : l , 1 � o I I 1i. 1 I 1 � i fr.; ; i z C..S I i I i I I I HI 1 1 ,c - !e �1q ( • 1 E • c 1vv t'‘. i i I ' 8,'' �O (. G.Yr;.�I f 1 i I 1 ' , • • ty,`a 4\\\\ k 14,14 '`1 i p5 Zy \4F't 1 1.\o1 hal: Li i a i ii-> di. Ilt Y i'i1n' 'i." 4,les, al!P �S• FT I 1. +. fah t � 1 '' i y z '�H t f -P x 2(T y ,.341 to 11::>', 4:7 S �L , ;R,, ”-• ,' Oil I` P'•it.1•11r15/y R `3'y to l 103b ii. 2 3W1A f zc► 1711 el-f- 55Z , 1 , I ! I 1 11\z1 iTM RIPPEY BY R 1 DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO 11c6.5?"" Tigard,Oregon 97223 Phone(503)443-3900 SHEET 7 OD OF I i i i l i"; 3 f I I� � I i I I. ' _ .I 1 I 1 i I I i 1 1 j 1 I 1 rhs� �w .. 1 i 1 � r L. i I 1 1 1, 1 1 i .1 i ; 1 . I j 1 1f � 1..' i I 1 112R 1h 1 , ir; 1 ! 1 ;. 1 , 11 1 1 I , i ' Ell =.1 tC� Gb , ? ,Pic+ 'T c t. 9,1,1. S i,40vI A ; ;. 1 , , ,,L; , 1. . !.�, 7y eta 2 4 A r,t� m� i:'7` '- h1 Vit. . 1 i ( 1 I � I , IT ! • , I i H ,.. I i X 1 i 1 Gt2lT..i> i I i i I . W Shy' 1 I , 1 \3Y i la$11,1Z,crTiva Sj}th-tri+..�(, A,Jb �'1` I s�i ' Ans�.qu sT rt. ;1'012- hl F si r:A�c._ I I I ; ; ; 1 1 { I I . °IL/I TM RIFPEY BY 11542- DATE CONSULTING ENGINEERS CNK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO 40051- Tigard,Oregon 97223 Phone(503)443-3900 SHEET 2+\ OF SIMPSON Anchor Designer"' Company: Date: 4/8/2016 Engineer: Page: 3/4 Strong.le Sorsifon ar 5e 673.18 Project: VeAddress: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(Ib) Vuax(Ib) Vuay(Ib) 4(Vuax)2+(Vuay)2(Ib) 1 1948.0 0.0 0.0 0,0 Sum 1948.0 0.0 0.0 0.0 Maximum concrete compression strain(%a):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):1948 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 4.Steel Strength of Anchor In Tension(Sec.D.5.1' Nu(Ib) 0 WNs.(lb) - 8235 0.75 6176 5.Concrete Breakout Strength of Anchor In Tension(Sec.0.5.21 Nb=koilei ehdt.s(Eq.D-6) ko As f o(psi) he(in) Nb(Ib) 17.0 1.00 3000 3,500 6097 0.758 Nos=0.750(ANc/ANco)Sfiec,NP¢NWep,NNb(Sec.D.4.1&Eq.D-3) ANc(in2) ANco(in2 We4N Y'o,N tP'epN N4(Ib) gb 0,75ONce(Ib) 110.25 110.25 1,000 1.00 1.000 6097 0.65 2972 6.Adhesive Strength of Anchor In Tension(Sec.6.5) T.cr=Tltafshat4.lmKsataN.sek m cr(psi) fshat{erm Ks.t L3N.sek Tier(psi) 1035 1.00 1.00 0.85 880 Na=A.rcardahei(Eq.D-22) A a rer(psi) ds(in) her(in) Na(lb) 1.00 880 0.50 3.500 4837 0.750N.=0.75#(ANa/Amo)PP.4NaYap;NeNa(Sec.D.4.1&Eq.D-18) AN.(int) ANN)(In2) Wed,Na nth No(Ib) ¢ 0.75"(Ib) 144.55 144.55 1.000 1.000 4837 0.55 1995 input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong.1 Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com i $ I14 SiMPSON Anchor DesignerT"t Company: Date: 4/8/2016 SOftWare Engineer: Page: 4/4 Strong!'ie Protect: Version 2.4.5673.18 Address: Phone: E-mail: 11.Results Jnteraction of Tensile and Shear Forces(Sec.D.71 Tension Factored Load,Nua(Ib) Design Strength,aNn(ib) Ratio Status Steel 1948 6176 0.32 Pass Concrete breakout 1948 2972 0.66 Pass Adhesive 1948 1995 0.98 Pass(Governs) AT-XP w/1/2"0 F1654 Gr.36 with hef=3.600 inch meets the selected design criteria. 12.Warnings -This temperature range is currently outside the scope of ACI 318-11 and ACI 355.4,and is provided for historical purposes. •Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of D.3.3.4.3 for tension need not be satisfied—designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of D.3.3.5.3 for shear need not be satisfied—designer to verify. -Designer must exercise own Judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and Installation Instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Sioipson Strang.Tie Company Inc 5956 W Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 2,1,t' I , , i ; 1 I I I 1 , 'i l i i i !, i i I I i1 i 33 h.'PP1 , i, I 1 I 4 , , „ E. , ,. , L. E.. ,,.. , ,. ,. , „ „,.._,..,... E.. ,, , ,,. , ,. , , , , E , , .,. , ,, I � CJ4y ' `6 11 i��. TIMCTXt,.S'f(Lia�.114. 1,..E0....1.. 1-71f .4� � � n Lam.._ , ,, I� : � It � ii iri s'-o .! 1,0110. 2�"l: tZgt,.�F.; /, • ; I 1 , ! ! i , 1\' I.s�,%a d y,z b ! 1 i . s. M: Ri'l1 1�! I lr4,p,, ., 12.P s F r ..0'-',',.. . in , i r1 1,�i w• !u- 17 IOO !PSS ) 1.('1 '1,1.7.t'L1"' r �� 2 � �-F - M !� S1'6 (� ,til, � '� 5i°Ixtt-/17(45114' 31 �S! r it1 /t . ; Lk)La �� - 2 M i S 1 I , , t I I , 11\/11 %._ TM RIPPEY BY��K-- DATE CONSULTING ENGINEERS CHK BY i DATE 1 7650 S.W.Beveland St,Suite 100 JOB NO 05 Z Tigard,Oregon 97223 Phone(503)443-3900 SHEET 3'1 OF Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the Printing& Title Block"selection. Title Block ck Lie 6 Pr co:19 APR 2016,2:06PM 1 6 r .r q° �Tfnet iy • ukV ! Va } 16 tse0a.{ • , ,,: .` o® ua , , P yz t.0 { b : sa`: 3 .2 � ,e .. p. £ £ o .. t � r0 �; i , . 1231 = .Lic.# :KW-06002662 Licensee TM RIPPEY CONSULTING ENGINEERS Description: stair stringer Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method:Allowable Stress Design Fb-Tension 2600 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2600 psi Ebend-xx 2000 ksi Fc-PrIl 2510 psi Eminbend-xx 1016.535 ksi Wood Species :iLevel Truss Joist Fc-Perp 750 psi Wood Grade :MicroLam LVL 2.0 E Fv 285 psi Ft 1555 psi Density 42pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0,0211,(0.1761 + i _ fir.. r� "�' y x t l£y K .,n:.i z..:: r s�: .-? 45 S- A i �,, ;7 r M ,`'<.'s�'''�;. rtix`,�i i W�^t <y r a,r`'.w. !;£ 4: n-- It ar,�fr fir. .z V k g t 4, Y 8 ,4 1 $yam ,V` . ,�'�..'4 o� j, c .:Mj::1�'i 0<;.i :,�,yal Y rS<�:. y : s . 'S 6 .� s �`r : v 4: b :.;.,AR:ii a .?... �?: . ' r:. . . „,.'.r+k.t`2..,::,::?r,* MO.if'�.:;r:. :>:✓•rs<„".YS;xy;`r..�n ^",rmu. y ,:. t,�o f:._;k,fAN.Far �:. s iul ,� �`.s o:.:... 11 3-1.75x7.25 Span=13.750 ft il lakiline101111,111111111111,11 Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0120, L=0.10 ksf, Tributary Width=1.750 ft Pf 'i'dialINII 11�Y< ,3 Fs� f t f ut x x:.:..x,.,. :����:...� Desi n OK Maximum Bending Stress Ratio = 0.491: 1 Maximum Shear Stress Ratio = 0.180 : 1 Section used for this span 3-1.75x7.25 Section used for this span 3-1.75x7.25 fb:Actual = 1,277.01 psi fv:Actual = 51.20 psi FB:Allowable = 2,600.00 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.875ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.425 in Ratio= 388 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.502 in Ratio= 328 Max Upward Total Deflection 0.000 in Ratio= 0<240 '£;t '.,:,;,.y '%?:i£�!f .G 'si: yi: h�`fi". ;;y��v,{,v;.;F'rdN`' . '; i reit lat h.x _. � Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.424 1.424 Overall MINimum 0,132 0.132 +O+H 0.221 0.221 +D+L+H 1.424 1.424 _ +D+Lr+H 0.221 0.221 +D+S+H 0.221 0221 +D+0.750Lr+0,750L+H 1.123 1.123 +D+0.750L+0.750S+H 1.123 1.123 +D+0.60W+H 0.221 0.221 +D+0.70E+H 0,221 0.221 +0+0,750Lr+0.7501.+0.450W+H 1.123 1.123 +D+0.750L+0.750S+0.450W+H 1.123 1.123 1 . 2 _ Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 8 Printed 10 APR 2018 2:00131A lil arWi+ 6 ffp�c/yj.tu x�s� �{` �:. ag^ys �. �,� z x � p p�.,,,,,� ri�c� qa ; 4 Y" t'.";^`s fi a2.?.li �4 iNf > �i! riN eF �'s Fa r a fit }#0.X�;40 4�11VY52.' Y .?`fr�g :.x b05 i s ?:. .x< t . • Oi, .(",. 'it iiti titT- Ri 12 , Lic, :KW-06002662 Licensee:TM 14IPPEY CONSULTING ENGINEERS Description: stair stringer jYe a rReatt t dfss >.aP m,} <Y ';,..: Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+0.5250E+H 1.123 1.123 +0.600+0.60W+0.60H 0.132 0.132 +0.60D+0.70E+0.60H 0.132 0.132 D Only 0.221 0.221 Lr Only L Only 1.203 1.203 S Only W Only E Only H Only � ,q'a , ! if, ; p I. -. i i - Ig r c ' { ;i CX7 P ('. '}i t-;rw Ko %;.. 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':Viiia', : i• Lic.# KW-.06002662 Licensee:TM RIPPEY CONSULTING ENGINEERS Description: i.rr0 Bt /+f prOpg8 • Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Analysis Method:Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 DM 0461 i`$z.�� �'- .£ z C � n t�xs Y iMt,,:is z a6r y � s. H`i�s x:0: s ?"-+'. . _.z � x2, ii-6:: �rz sem,: :z a a� s '.. ,�:ta�w,_..a��a' .«.�. Y �..,.+.,,..,.rxs,�w s.,.,...:1�r.:.d_`a�<::��:.".Ctf�2�J..�.,:. :a i=. f �_m�vr<�.�.,..3zz`,��U?�.� ��r, ..:iia,,.z.� 2:, 1"�s :� ro�a:����.,. z A Span n30.0fl i H8S10x5x1/4 A Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0460 k/ft, Tributary Width=1.0 ft Point Load: D=0.520 k @ 10.830 ft r�p5s�[ � `C{�'4lSy z'.acanNo> ` # , Desi n OK . Maximum Bending Stress Ratio = 0.224: 1 Maximum Shear Stress Ratio= 0.019 : 1 Section used for this span HSS10x5x1/4 Section used for this span HSS10x5x1/4 Ma:Applied 10.956 k-ft Va:Applied 1.384 k Mn!Omega:Allowable 48.892 k-ft Vn/Omega:Allowable 71.632 k Load Combination +D+H Load Combination +D+H Location of maximum on span 12.343ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.699 in Ratio= 515 Max Upward Total Deflection 0.000 in Ratio= 0<180 'sibs;::>•' stS;^. ii'f<'.: ".iw� i;:: .:':/":�;£:.:;t:.;:. �yy ':gip.}�y'p 'k�'f,.`:': �:tiY:k?s�`�./'e;e. s Over it motm14t' �:D HeOt nS' t .ktiJ2.R'z+' ..✓:. I' ,*v �si s ���Yi�tl/z Load Combination Span Max.°`Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.6990 14.743 0.0000 0.000 qiZ ' i I ' I z I 1 e , I : ' t _ I ' I_ I =... f -_ v-c orys�c, • Ffz; �a ! ' r �mitis. spm, 2 0 A k* i i , i i. ! I ! . . in..; �toM�67� + i . dv ' f IIII I I ) l I I I ; 1. ,'.„1� i ! F F [ 11 _,.,'�, 3 i , � 1 i 'E!L n� 10 W ) J a ,dr©4 //N'i , � IJ I x:,41 ! 3l oca. s , �1-:•••••,t , . ; , : , }. - a: , . ' 1 1 ;6,-,„(4.;!z1,;;. I g i`iA 1 1 ` Stix 1 193 r✓. i , . 1 z'or wt ^Cd 1-14NL. 6e{,o0S i i af"74S H i ,>n67.- 4% ,tAt‘,%...; #TH!Di ,vt\. f ovlot� �2, VP x1�-C�INs i,APJ.4 .. 1 .1- -!: j!: i 1; j- .1 !: '' t_H--11.;:: 1, . ::: ::1; !i; -:: 'E;' :-; !' '''' .]: j j: jj, L''H ! i - :! : ; j TRL{„ %. 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(� '/ZP IicIL '1i z- ID-9µ-) r0 I j f 1MTM RIPPEY BY_ �S _DATE ,L CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO 1,(005.'2.- Tigard,Oregon 97223 Phone(503)443-3900 SHEET 4.Li OF , r I t i , I ' i I r +c 111 , 1 j 111 ! i I l l l 3 1 i 1 , 1 , r j 111 , ,, I j 11 i , i I1 I i, I i I : : I ,N ! I ! I ' ;' Z.1 : 1. 1>CzSICorJr � bt'h.J nt?--,c,' 1YLI ?,05 r i i . i �P4 ;9f,$F, E 2 � I r' x•�1 ' f 25^ rT `t,Z 5 // 2 "i • S p-te6 Y'4rV X 4 CSI � `10bn tkwvp R2-,vu 1 D1z `Gov S 131 S H yam,. 1‘. TM RIPPEYBY k— DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W.Beveland St,Suite 100 JOB NO 60S Tigard,Oregon 97223 tt�� Phone(503)443-3900 SHEET i i 5 OF Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the Printing& Title Block"selection. Title Block Line 6 Prided 8APR 2018 2:43PM " a. n ' p r' r d �+ 4 y >ril .. 77�>j M 'vw ; r,4 x.. ..?-5 l `flag `a�. .., fi 4` e a ,TI TftU t .. 11s .,� ����;s ;< .- .•NL�cAt.:*.A.,:...,, ;,, �,f�;;1.8 V �:� �3..' •Lic,it KW-06002562 Licensee TM RIPPEY CONSULTING ENGINEERS Description: soffit joists Elastic Modulus 29,000.0 ksi Span#1 Span Length = 3,667 ft Area= 0.3440 inA2 Moment of Inertia = 1.793 in^4 Span#2 Span Length = 10.250 ft Area= 0.3440 inA2 Moment of Inertia = 1.793 InM Span#3 Span Length = 3.830 ft Area= 0.3440 inA2 Moment of Inertia = 1.793 in^4 D(028) 0(0.Q1801 V V Span m3.887ft A. Span.10.2808all A Span.3.8308 r; W? ;,, E;; '� �fi:�$ ` Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.0090 k/ft, Tributary Width=2.0 ft Load(s)for Span Number 1 Point Load: D=0.1260 k @ 0.0 ft Maximum Bending= 0.583 k-ft Maximum Shear= » 0.1920 k Load Combination +D+H Load Combination +D+H Location of maximum on span 3.667ft Location of maximum on span 3.667 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0,255 in 344 Max Upward Total Deflection -0.077 in 1588 03 nt►�y� �( (��y��` �µt��` ('?aA:vi.AYi 35?«�"`{Y. <.2 C::k✓ 1:>!!!a.;A!.tAJt h D tJeV,,�Ytv+.1 .- fk.,r>f�,.::yC•s a'!7ff r c; r, Load Combination Span Max."2 Deft Location in Span Load Combination Max."+"Deft Location in Span D Only 1 0.2549 0.000 0.0000 0.000 2 0.0000 0.000 D Only -0.0774 3.892 D Only 3 0.0973 3.830 0.0000 3.892 [ 0C 401,11 I PIRMI Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.328 0.117 Overall MINimum 0.197 0.070 +D+H 0.328 0.117 +D+L+H 0.328 0.117 +D+Lr+H 0.328 0.117 +D+S+H 0.328 0.117 +D+0.750Lr+0.7501.+H 0.328 0.117 +D+0.750L+0.750S+H 0.328 0.117 +D+O•60W+H 0.328 0.117 +D+0.70E+H 0.328 0.117 +D+0.750Lr+0.750L+0.450W+H 0.328 0.117 - +D+0.7501_+0.750S+0.450W+H 0.328 0.117 +D+0,750L+0.7505+0.5250E+H 0.328 0.117 +0.60D+0.60W+0.60H 0.197 0.070 +0.60D+0.70E+0.60H 0.197 0.070 D Only 0.328 0.117 Lr Only L Only S Only W Only t} HOny } `G'