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Specifications igt(Potaci -0 u41 LY 7 7'.1 ,,:*'%4 -.:-P2-1-; '7, -/'.et., 4 r;'''Y' TURRENTINE ENGINEERING ? ...,- , .4: Turrentine Engineering,LLC • PO Box 2465,Lebanon,Oregon 97355• Phone:(541)258-7004 . FfiCEWFD v OCT 9 2014 CROF liGAHU RID!NW;irSIOt STRUCTURAL CALCULATIONS FOR: DUNCAN - DOWDLE BUILDING TENANT IMPROVEMENT 15995 SW 74TH AVE. TIGARD, OR 97224 0 PRO_ rAi. F 721 PE P t .: ?)-1 lird V- ON z -S- ,,, 'b • •• 15. 4/ .. TU?? EXPIRES : JOB NO.: 140604 PREPARED BY: SET CHECKED BY: . DATE: 10-7-14 PAGE I OF #2 7 L OMNI Project: pu NcMIJ — '04W 17c iy Page: 2 Client: By: ewG'er / II= Job No.: ,, 0(pt)40-- Date: tori...\e,. e : : TABLE OF : CONTENTS• : : , _ , DESIGN•CRITERIA , . ....-.` A:1 FLOOR JOISTS :'.. - ..; . ' B 1 4. BEAMS :. : S : . :_. :._POSTS - > `--FOOTINGS ._ _ _ :IPE-1.: b r.4 • : LATERAL FORCE /SHEARi. WALLS ` .F-1 t • • • TURRENTINE ENGINEERING,LLC • PO Box 2465, Lebanon, OR 97355 • (541)258-7004 0111111.11 Project: OU facAN Page: ./0 iim= Client: By: 5T Job N o.: (tiro to 0� Date: l0:1-14 d--DESIGN: CRITERIA: _ _ _E = CODE: f -- 2010 OREGON 5T1 JCTUR4L SPECIALTYCODE.(2010 O.SSC) APPLICABLE SECTION CHAPTER 34.SECTIDN X4053.__ -,.. _... •._ :_.._ SEiSM1C: •` : . f € f i -OCCUPANCY CATEGORY 11 _ SEISMfC DESf I CATEGORY s D - SITE •CLASS - [V IMPORTANCE -FACTOR; -IE =..100 _ ;_. • • _ ANALYSIS PROCEDURE : EQUIVALENT LATER FORCE PROCEDURE (ASCE 71.05 SECTION 12.8? 6Js- _...0:564 •.S� 011.6 - 6' = 0.419 5D1 = 0 442 _ :- 's-- _ 4 _.._ .,.. ...E GRAVITY LOADS . . . • .. : SECOND FLOOR 50 PSF Livt LOAD (OFFIGESI 15-PSF PARTITION.LIVE LOAD< ; E E STAIRS; - 100 PSF ` i • E . • SOIL BE.4RfNCs PRESSURE ,_ PRESUMPTIVE ALLO.UABLE-SOIL BEARING PRESSURE 1500 PSE . v - TURRENTINE ENGINEERING, LLC • PO Box 2465, Lebanon, OR 97355 • (541)258-7004 1 F 0 R T E' MEMBER REPORT Level,Joist-I PASSED 1 1 piece(s) 14"TM® 560 @ 16" OC Overall Length:40'2" TV'; x hti s < a� c : + 4- 0 O zr e • tt 16'9' ' 23'5" 0 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. System:Floor Member Reaction(lbs) 1063 @ 5 1/8" 1265(1.75") Passed(84%) 1.00 1.0 D+1.0 L(Cont ll @ 15") (All Member Type:Joist Spans)[111 Building Use:Commercial Shear(lbs) 1373 @ 16'11 3/4" 2390 Passed(57%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Moment(Ft-lbs) -5617 @ 16'9" 11275 Passed(50%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD Live Load Defl.(in) 0.419 @ 28'11 1/8" 0.576 Passed(L/660) -- 1.0 D+1.0 L(Alt Spans) Total Load Defl.(in) 0.501 @ 28'11 1/8" 1.152 Passed(L/552) -- 1.0 D+1.0 L(Alt Spans) TJ-Pro""Rating 42 40 Passed -- -- •Deflection criteria:LL(1/480)and 11(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 7'1 7/16"o/c 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 TJ-Pro'•Rating include:None •A concentrated floor live load has been applied to this member per IBC section 1607.4. ' .irirtg let • L6ip tottP�ott4ibs3 • -" ,� - (#itrhttheefrei `� tlretOrl61J.} • t IthouttheC6lEX r�: Suppi(1 s rotes Availa11e Dead' [tire... .-;Total A 1-Hanger on 14"GLB beam 5.13" Hangers 1.75" 107 671/-169 778/-169 See note ` 2-Stud wall-SPF 5.50" 5.50" 3.50" 504 2183 2687 Blocking 3-Stud wall-SPF 5.50" 5.50" 1.75" 192 885/-52 1077/-52 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •I See Connector grid below for additional information and/or requirements. Ct tin Gtbif'�Simpso>t>S>fr tt +T a CorilleClr (Itic odes t11e dtfec of tie cDfc a 5upporl 1od .- tit Tpp Na"i5 i/ . Face.Natls . . . 1-Face Mount Hanger MIU3.56/14 2.50" N/A 22-10d x 1-1/2 2-10d x 1-1/2 Loads - Location „ . .�. Combinet� OO) comments 1-Uniform(PSF) 0 to 40'2" 16" No 15.0 50.0 Office Bullrings- Offices 2-Uniform(PSF) 0 to 40'2" 16" No - 15.0 Partition Wall Load 3-Concentrated Live Varies 16" Office Buildings- Load(lbs)" 2000 Offices •1 Combine floor live bad with the concentrated live load check •2 Uniformly distributed over an area of 21/2 feet by 2' feet SUSTAINABLE FORESTRY INITIATNE 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.woodbywy.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. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator II Forte Software Operator Job Notes 10/6/2014 8:03:27 PM Forte v4.5,Desi n i Shawn Turrentne - Duncan-Dowdie T I. g Engine:V6.1.1.5 Turenlire Engineering.LLC ! Mezzanine.4te (.541)258-7004 snawniaturentineengiraenng.cam Page 1 of 1 F O R T E f FULL DETAIL REPORT Level,Joist PASSED • 1 piece(s) 14"TN® 560 @ 16" OC Summary of Loads to Supports C---41f14JP(114.) Ove Lkods co--1 p, 'Iry S///� t- e /}��9/� 09-1s{��'y//h 'moi PO til 4.-9 4 P Y A tt i ,. GME 'W-A-1,11 �/ V t._ „ a«. V-1.. -q� 16'3 7/8" 23'1/2" A. Maximum Down(lbs)/LDF �i a'E ` ;' -- _ e Critical Down(Ibs)/LDF `s ^'' 9 ¢s:,i -- -, y Maximum Uplift(Ibs)/LDF - a e -- ,-: s eta Critical Uplift(Ibs)/LDF '*-1.7:,--J-1'€ - a ,PI e , ,, :of ,a $ e Bearing Length ` -- fl - r ' it Ti Support Fc-perp POISt - _ Required unbraced length $ 88.52 " t a, ^ 86.82' Load Group 0: 1.0 Dead (LDF = 0.9) V5$1004-- LAdA-9 al'�e s a ?� 1 C`1 1 . .�,� .s.V:1. �. , A 16'3 7/8 A 23'1/2.. * 2��'1 .i 7. 201' �r T To Member Reaction(Ibs) a `� wog Loads to Supports(Ibs) -- a TA -- ' !(41 O(rt G4. Shear used for design(Ibs) ili -- MI tra �� / pi.Shear at support node(Ibs) r -- -- MEM Shear at span point load(Ibs) " -221 N/A eriVgjA Moment(Ft-Ibs) « -981 f -1005 {`" s Live Load Deflection(in) i* 0.00 r 0.007.1.4:::4-47:4 Total Load Deflection(in) t 'M T 0.01" -.:, - 0.08- OZ-.rrilizai Load Group 0: 1.0 Dead+ 1.0 Floor(LDF = 1) ,4 'le vi, iii �' .; 16'3 7/8" A 23'1/2" Member Reaction(lbs) �� Loads to Supports(Ibs) -- r.<a Shear used for design(lbs) Mi <: -- VIM -- guirm Shear at support node(Ibs) Erna __ __ , Shear at span point load(lbs) -1180 N/A Moment(Ft-Ibs) -5230 ` , -5358 .45171 Live Load Deflection(in) 0.05" 0.35" M Total Load Deflection(in) 0.06" illegta 0.44" ;, Load Group 0 1.0 Dead+ 1.0 Floor(LDF= 1) p � i 8. � �: ' j��/ 51 M l 1 qt'f 4kr llia( i . ($eR "� rod .'.€� o _,,.. � �� 16'3 7/8" A 23'1/2 A Member Reaction(Ibs) -' 4 _ 41 5 �� L i 11 Loads to Supports(Ibs) _ 171.417:1„. 111 Shear used for design(Ibs) 5Z.5is - NM -- rata ` /tV 3G /e f` 91- Shear at support node(lbs) MIMI - ,s.a'�a _- s t Shear at span point load(lbs) 974 N/A _ Moment(Ft-lbs) �-�Si ��- 2517 1� i �*� -2192 Live Load Deflection(in) .Z, 0.14" I -0.07" Total Load Deflection(in) ;-1471� 0.15" Willa 0.02' Forte v4.5,Design Engine:V6,1.1.5 10/6/2014 8:25:32 PM Mezzanine.4te Page 1 of 44 Load Group 0: 1.0 Dead + 1.0 Floor(LDF = 1) 'jam _ e �,� � 16'3 7/8" A 23'1/2�� t Member Reaction(Ibs} � �s s$ 'V '. ) Z e°6+1 FT 1{. Loads to Supports(Ibs) �_ �1�` ! Shear used for design(Ibs) -}� a r � ` �V Shear at support node(Ibs) a a a = 1 Shear at span point load(Ibs) 8p, _ N/A ` `5Z /� L Moment Ft Ibs _', ' �A ( ) za 5041 ���1/ ON ��Y«�U/'(ti , 4-11404 Live Load Deflection(In) �__ 0 10" a Total Load Deflection(in) -77: = 0.50" x Iwo.* ' o. "1 0, ,fit -0.09" Load Group 11: 1.0 Dead (Conc. LL @~1^5") (LDF= 0.9) �� sA 16'3 7/8" A 23'1/2" Member Reaction(ibs) Loads to Supports(Ibs) e 'S w fi '^gam Shear used for design(lbs) y Shear at support node(Ibs) P 7t;‘)...;.:,°" ` Shear at span point load(Ibs) 221 ' N A Moment Ft Ibs ( ) Y r 981 ;v ,t -1005 - -( Live Load Deflection(in) _ 0.00" ' .x 0.00 �� Total Load Deflection(in) � 0.01 N 0.08 Group 11: 1.0 Dead+ 1.0 Floor(Conc. LL .---- Load 15") (LDF = 1) � � ��� A r, �A 16'3 7/8" 23'1/2" Member Reaction(Ibs) 44-55-C% 1 1 Loads to Supports(Ibs) - �az r'-',Y, :,.-:,"':', ',It used for design(Ibs) a - Shear at support node(Ibs) r Shear atspanpoint load Ibs (lbs) 618 i r. N/A Moment(Ft Ibs) ri, ,;i 1270 ' 1275 Live Load Deflection(in) . 0.04 ". ,,�., _f`� . =Y 0.02 Total Load Deflection in - -' ( ) _ 0.05" 0.07 Load Group 12: 1.0 Dead (Conc. LL @ 27") (LDF= 0.9) el*PO . APs t ,%/2..-� -at� .+�r g"-.� � '� 16'3 7/8" A 23.1/2.. A Member Reaction(Ibs) a Loads to Supports(Ibs) Shear used for design(Ibs} -- -_ Shear at support node(Ibs) x , ' __ Shear at span point load(Ibs) 221 " N/A -- Moment(Ft-Ibs} _&. a.. 981 1005 Live Load Deflection(in) 0.00" 0.00" Total Load Deflection(in) Mititaja 0 01" £ 0.08" 10/6/2014 8:25:32 PM Forte v4.5.Design Engine:V6-1.1.5 Mezzanine.4te Page 3 of 44 -FORT MEMBER REPORT Level,Joist-2 PASSED 1 pieces) 14" TA® 230 @ 16" OC 17-2,_4_ Overall Length:32'7" + + 0 0 �N :x . ----"' ' `'S "f''" • r�. bFAN 9c "# i' 15'4" '' 1T 3' N o 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. ,.a _.` G> 1or� ,.� _ System:Floor Member Reaction(lbs) 1093 @ 32'1 7/8" 1093(1.89") Passed(100%) 1.00 1.0 D+1.0 L(Cont LL @ 365.375") Member Type.: Joist (All Spans)1411 Building Use:Commercial Shear(lbs) 1175 @ 14'11 1/2" 1945 Passed(60%) 100 1.0 D+1.0 L(Cont LL @ 159") (Ali Building code:IBC Spans)1231 Moment(Ft lbs) 3756 @ 24'10 1/16" 4990 Passed(75%) 1.00 1.0 D+1.0 L(Cont.LL @ 291") (All Design Methodology:ASD Spans)1341 Live Load Defl.(in) 0.270 @ 24'5 1/2" 0.421 Passed 1/748) 1.0 D+1.0 L(Cont.LL @ 291") (All ( Spans)1341 Total Load Defl.(in) 0.308 @ 24'5 7/8" 0.841 Passed(1/655) 1.0 D+1.0 L(Cont LL @ 291") (All Spans)1341 T7 Pro'"Rating 50 40 Passed -- -- • Deflection criteria:LL(1/480)and TL(1/240). Bracing(W):All compression edges(top and bottom)must be braced at 4'2 5/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required t aachieve member stability. A structural analysts 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 T3-Pro'"Rating include:None •A concentrated floor live load has been applied to this member per IBC section 1607.4. ��' = '4 a�tOSttVP "fes - t • ''x v, 3» �"�' L as ' LL. _ :.{''(,-,sem �--„ 'x '�. 5 `.%;.. . dx +3.4 .?. ::.',.'..:142'4 /,t .- 1:_- ._? 4..... t. - z 1-Hanger on 14"1St.beam 5.50" Hanger' 1.75" 115 609/-70 724/-70 See note 1 2-Stud wall-SPF 5.50" 5.50" 3.50" 397 1722 2119 Blocking 3 Hanger on 14"GL8 beam 5.13" Hanger' 1.89 139 669/-30 808/-30 See note' •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the widthof the material that is supporting the hanger •• 'See Connector grid below for additional information annd/mor requirements. y {+ iti "u� cy-w �44{R �` £ ; .#*` L Y S-« sk' '',,- 3. $IF`ti`4 # *S 4 "Y f f =, -E ,.�s=.t .,. :=,::•,." ,`,� 7r.+o- . .. �-.. 1.2.50. i�1_ wt 3 �' N +.i . ill " -.,:,tr/• 1-Face Mount Hanger MIU2.37/14 250" N/A 22-lOd x 1-1/2 2-10d x 1-1/2 3 Face Mount Hanger MIU237/14 2.50" N/A 22-lad x 1-1/2 2-10d x 1-1/2s 1-Uniform(PSF) 0 to 32'7" 16" No 15.0 50.0 Office Bindings- Offices 2-Uniform(PSF) 0 to 32'7" 16" No - 15.0 Partition Load 3-Concentrated Live varies 16" Office Buildings- Load(lbs)' 2000 offices •'Combine floor live load with the concentrated live load check •z Uniformly distributed over an area of 2V2 feet by 21/,feet Forte Software Operator Job Notes 10/6/2014 8:34:47 PM Shawn Turrent;re Duncar-Dowdte T i. Forte v4.5.Design Engine:V6.1.1.5 Turremine Engineering.LLC Mezzanine.4te € (541)258-7004. m I Page 1 of 2 �' FULL DETAIL REPORT Level,Joist-2 PASSED `� T 1 piece(s) 14"TM® 230 @ 16" OC -5- Summary of Loads to Supports �� arc a aa uze aE� €aa�",..n a i zap a <_` :,. A 14'10 1/2" A 16'9 7/8" A JMaximum Down(lbs)/LDF " k i -- ; r Critical Down(Ibs)/LDF �$�; -- i : '`Z! N; , _Maximum Uplift(Ibs)/LDFa ,ii o- ®i ids- ,-,e117 Critical Uplift(Ibs)/LDF i -- __ ° ami s E; s BearingLengthe ae a Support Fc-perp(psi) =.i i-` a ' Required unbraced length f i ;} 54.05" a s 50-33" it may*== Load Group 0: 1.0 Dead(LDF= 0.9) m a€. , --,,,,it... .,,,:,,-, f ' t 4 7,4 r A 14'10 1/2" A 16'9 7/8" A Member Reaction(Ibs) a , & ; it'" fti ',_° - —, . i ' Loads to Supports(Ibs) -.01;4l:".:-":'!'k __ 'f ,: Shear used for design(Ibs) ,j ' 4ArtiVil Shear at support node(Ibs) t4 ¢ i i :jt Shear at span point load(Ibs) Zi-74-4'=„7...-4M 4- 484 N/A f Moment(Ft-Ibs) ? -565 -609 4x .. Live Load Deflection(in) ` ( } � 4;-Y 0.00 r �" 0.00 _- A Total Load Deflection(in) , n .. 0.02r-c ,Y„' 0.04 ' Load Group 0: 1.0 Dead + 1.0 Floor(LDF= 1) 1-Wsa:.1-1V,_-„IT* .rv7Q E - .- 5_ ii ate ' T0: * ; A 14'10 1/2" A 16'9 7/8" A Member Reaction(Ibs) fa“rall -- kegZTIMIIIILAn'ilAi Loads to Supports(Ibs) __ i.gillM ,, lit Shear used for design(lbs) MEM `r ' i Shear at support node(Ibs) t __ airlorammtram Shear at span point load(Ibs) w$'-- i, .., -ri- ,, .. -981 .,,,;,1...,:x„.,,,. N/A Moment(Ft-lbs) 4:40:44Z-- -3012 Live Load Deflection(in) 5 0.09" _�, r 0.17 Total Load Deflection(in) !:;07:.11.7:77V 0.11" 0.21 :7-- Load Group 0: 1.0 Dead + 1.0 Floor(LDF= 1) A v•-. V t 14 tii- a aF ¢ . rye -` ,„ 1 ' �- �,R:� � r� d�r. �> t ,,�- A 14'10 1/2" A 16'9 7/8' A I (/� C yet) 1ce Member Reaction(Ibs) ak: °,., "' • -- N y� Loads to Supports(Ibs) " , a - i a_ `/'L1r f I" /rte t.L Shear used for design(Ibs) -- $ K —_ 1Y1 (I' Shear at support node(Ibs) __ r $ Shear at span point load(Ibs) _872 N/A = a v2 " ° .^ Moment(Ft-Ibs) .,�:._, 2136 €° -1726 Live Load Deflection(in) 0.15" -0,06" rAWal Total Load Deflection(in) 0,17" t Tri f s� ▪ 0.03 " .: Forte v4.5,Design Engine:V6.1.1.5 10/6/2014 8:36:35 PM Mezzanine.4te Page 1 of 36 Load Group 0 1 0 Dead + 1.0 Floor(LDF= 1) 1 -62 ,fie. .r' (fi 14'10 I/2" 16'9 7/8" A V��� ..)t � T Member Reaction(Ibs) rc y Vg a _ 1 Loads to Supports(Ibs) :f -, ' -- Si __ ,,,,; q `Peris L. Shear used for design(Ibs) ' ' ,_ 5';',71,:r;77'Shear at support node(Ibs) a a %; V_ CrC Shear at span point load(Ibs) A -293a� N/A i Moment(Ft-Ibs) a -2151 2Z t 2727 L /j A 0 N � 1' Live Load Deflection(in) r ., -0.07" t W 0.22 ,, Total Load Deflection(in) , � -0.06- 0.26 (_ 1 rill. Load Group 11: 1.0 Dead (Conc. LL @ 15") (LDF= 0.9) 14'10 1/2" A 16'9 7/8" Member Reaction(Ibs) a a -4 _ "" f$ -_ Loads to Supports(lbs) WM ; -- mfig,- Shear used for design(Ibs) + -- Elli _- 9 ajnli Shear at support node(Ibs) e 'ff73 __ Win -_ Shear at span point load(lbs) afki -184 ` N/A Moment(Ft-lbs) 177W.'.11 -565 .144-7M -609 Live Load Deflection(in) .`-^` Elliw { } � 0.00 0.00" Total Load Deflection(in) 0.021 "' 0.04" -; .T;--. Load Group 11: 1.0 Dead + 1.0 Floor(Conc. LL @ 15") (LDF= 1) � t z .;_' X s A 14'101/2" A 16'9 7/8" A Member Reaction(Ibs) Wiitta a Z M Loads to Supports(Ibs) . '4.14. __ M10' Shear used for design(Ibs) a __ ittlala -- - Shear at support node(Ibs) a u s — — PIM CEA Shear at span point load(Ibs) ag;;Weti 614 Mran N/A Moment(Ft-lbs) -y`'. 1259 -914 747-17.1 Live Load Deflection(in) = 0.05" -0.02" Total Load Deflection(in) ., Y 0.07" 0.02" Load Group 12: 1.0 Dead (Conc. LL @ 27") (LDF= 0.9) itatlii*.P411..-.:15.:*2.4=4,--Y, pita " r r. A 14'10 1/2" A 16'9 7/8" A Member Reaction(Ibs) ;rte __ , .; -_ Loads to Supports(Ibs) s, �- ' _ �-" __ x, �� :-.;17;',4,16,1t , Shear used for design(Ibs) Wti ini -- ;,. Shear at support node(lbs) L112c, -- a, — s18 Shear at span point load(Ibs) -184 1 .1 N/A a. Moment(Ft-Ibs) x , " 7;-,4„,--, ..v 65 ,si ;; 609 V - Live Load Deflection(in) .7: 11Z1 0.00" it#,V4V4,4 0.00" Et ,f-.02Load Deflection(in) 0 r�r �.� 0.04gr-'.,5.4,--10 -h� .02" P -����' ." Forte v4.5.Design Engine:V6.1.1.5 10/6/2014 8:36:35 PM Mezzanine.4te Page 3 of 36 Turrentine Engineering,LLC Project Title: Duncan-Dowdle T.I. G PO Box 2465 Engineer: Project ID: 140604 - Lebanon,OR 97355 Project Descr. Title Block Line 6 Printed:6 OCT 2024.8:48PM FiR 1 le c1OCCI3tr1E�14THETU1MYDOCLHITURREN-112014J0-11J-1406--41CRLCUL 111-calcs.ec6 Wood Beam - ENEI CALL,INC.1983-2013:Build 6,13.5.15 Ver.6.13:5.31 Lic.#: KW-06009626 Licensee:Turrentine Engineering,LLC Description: Typical Glu-Lam Beam at East and West Sides(East Side Has Worst Case Loading) .. CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 930ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 830 ksi Ft 1100 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.114) L(0.492) • i i i i „ 7 - '' 3 v fir' '' sF�. `acf,� T 'i-, e`.'-r i { may � 4v� ,t 5.125x15 Span = 16.0 ft Applied Loads - _ Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads - Uniform Load: D=0.1140, L=0.4920, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.519 1 Maximum Shear Stress Ratio = 0.311 : 1 Section used for this span 5.125x15 Section used for this span 5.125x15 fb:Actual = 1,245.17 psi fv:Actual = 82.37 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+I..+H Location of maximum on span = 8.000ft Location of maximum on span = 14.774 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.281 in Ratio= 682 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.356 in Ratio= 538 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.109 0.065 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.20 262.13 2400.00 0.89 17.34 265.00 . +0+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.519 0.311 1.00 1.00 1.00 1.00 1.00 1.00 1.00 19.94 1,245.17 2400.00 4.22 82.37 265.00 Overall Maximum Deflections-Unfactored Loads - Load Combination Span Max."-Defl Location in Span Load Combination Max."+Defl Location in Span D+L 1 0.3563 8.058 0.0000 0.000 Turrentine Engineering,LLC Project Title: Duncan-Dowdle T.I. G`2 PO Box 2465 Engineer: Project ID: 140604 Lebanon,OR 97355 Project Descr. Title Block Line 6 Printed:6 OCT 2014.8•45PM 1 wood Beam tl� a CU "t1THETUR-11MYD000-ttTURREN 101AJQ-11M406-+ISCALCUL-ltti-calcsec6 ENERCALC.1NC.i9832O13:Build:6.13.5.1$Ver.6.13.5.31 _Lic.#:KW-06009626 Licensee:Turrentine Engineering,LLC Description: Typical Glu-Lam Beam at East and West Sides(East Side Has Worst Case Loading) Vertical Reactions-Unfactored .`: Support notation:Far left is#1 Values in KIPS - Load Combination Support 1 Support 2 Overall MAXimum 4.986 4.986Only 1.050 1.050 eF � � `, LDOnly 3.936 3.936 ) i�L4 - ; G��trs-E Leer D+L 4.986 4.986 MSI / r Nel n%tL - 1 7 , "tilLe-to_ - k,04,-u Cir 'L.16 a F." et..) •:. 1. �'l2 �` Turrentine Engineering,LLC Project Title: Duncan-Dowdle T.I. C-3 PO Box 2465 Engineer: Project ID: 140604 Lebanon,OR 97355 Project Descr: Title Block Line 6 Pointed:5OCT 2014.9O6PM LW d Beam - File _c•1DOCUl 11THE7U12 1(MYDOC11-11TURREN-, 14.10.-1t,14406-41CALCUL 11ti-calcsec6 ENERC4LC INC.1983-2013,Bd:613.5.15,Ver.6.135.31 -Lic.#:KW-06009626 Licensee:Turrentine Engineering,LLC Description: Beams Across Corridor-Worst Case Loading on Western-Most Beam CODE REFERENCES Calculations per NDS 2005, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,350.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1,350.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 925.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.1 Fv 170.0 psi Ft 675.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.378) L(1.637) i $ i i i 6x10 Span=6.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.3780, L=1.637, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.974 1 Maximum Shear Stress Ratio = 0.753 : 1 Section used for this span 6x10 Section used for this span 6x10 fb:Actual = 1,315.26psi fv:Actual = 127.94 psi FB:Allowable = 1,350.00psi Fv:Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.076 in Ratio= 942 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<480 Max Downward Total Deflection 0.094 in Ratio= 765 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Pb V fv F'v D Only 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.183 0.141 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.70 246.73 1350.00 0.84 24.00 170.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 - Length=6.0 ft 1 0.974 0.753 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9.07 1,315.26 1350.00 4.46 127.94 170.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'-'Defl Location in Span Load Combination Max."+Defl Location in Span - D+L 1 0.0940 3.022 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.045 6.045 Turrentine Engineering,LLC Project Title: Duncan-Dowdle T.I. C--e PO Box 2465 Engineer: Protect ID: 140604 Lebanon,OR 97355 Project Descr: Title Block Line 6 Printed:6 OCT 2014.9:06PM Wood.B am File �4DOcl1h4E 11THEruR tui+lrt)oCU--1\TURREu-112014,10-'ESJ-1406 41CALCUL Ati.calcs.ec6 ,INC 1983- 3,Bald 613:5:16,Ver.6.13.6.31 ENErCALG Lic.#:KW-06009626 Licensee:Turrentine Engineering,LLC - Description: Beams Across Corridor-Worst Case Loading on Western-Most Beam Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 D Only 1.134 1.134 L Only 4.911 4.911 D+L 6.045 6.045 Turrentine Engineering,LLC Project Title: Duncan-Dowdle T.I. p-I . PO Box 2465 Engineer: Project ID: 140604 Lebanon,OR 97355 - Project Descr: Title Block Line 6 ?Med:6 OCT 2014.8:52PM Wood Column B m+ urt nTl 1u 1 imilipr Ht2owo- to tu,Leur t ecs ENi RCALC 1NG 1983-2013,Build:8.13.6.15,Ver.6.135.31 .' _ Lic.#:KW-06009626 Licensee:Turrentine Engineering,LLC Description: Typical Post-Worst Case Load Supporting Beams at East Side _ Code References' Calculations per 2005 NDS, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used:ASCE 7-05 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn (Used for non-slender calculations) Wood Species Douglas Fir-Larch Exact Width 5.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Fb Tension 750.0 psi Fv 170.0 psi Area 30.250 inA2 Cf or Cv for Compression 1.0 lx 76.255 in"4 Cf or Cv for Tension 1.0 Fb Compr 750.0 psi Ft 475.0 psi ly 76.255 in"4 Cm:Wet Use Factor 1.0 Fe-Pill 700.0 psi Density 32.210 pcf Ct:Temperature Factor 1.0 Fc Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.32 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No fl -s1b xlr Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis budding=9.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:60.897 lbs*Dead Load Factor ,. AXIAL LOADS. .. Axial Load at 9.0 ft,D=2.10,L=7.872 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5915:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +{)+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Goveming NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base AApplied lied Axial 10.033 k for load combination: n/a 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in 'at 0.0 ft above base Fc:Allowable 560.76 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.000 1.000 Location of max.above base 9.0 ft Applied Design Shear 0.0 psi Allowable Shear 170.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D Stress Ratio Status Location Stress Ratio Status Location D Only 1.000 0.1274 PASS 0.0 ft 0.0 PASS 9.0 ft +D+L+H 1.000 0.5915 PASS 0.0 ft 0.0 PASS 9.0 ft `Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base - D Only k k 2.161 k L Only k k 7.872 k Dt k k 10.033 k 10 VE RPS,colo 13t-7 Turrentine Engineering,LLC EPrnogjeincteTeirt: Project ID: 140604le: Duncan-Dowdle T.I. PO Box 2465 Lebanon,OR 97355 Project Descr: Title Block Line 6 ' '- - ---.:-.. _,:,. .. ...... N'112°144tit"4"°L V 1wDOCI)-- ATUF018_- a, .Printed:iaicusoit;:iwcatiiiii.b.2st:1,,taa:sszomeo.3f.:t....., TIMIETUR4 —--:- t,.114C41983-20MOuld:6* LLC Wooc(.9 p19 m...n- ,.- - _ Lic:#:KW-06009626. - ENERCILicensee:Turrentine Engineering, Description: Typical Post-Worst Case Load Supporting Beams at East-Side. F*=: "E:-'''''':':1-:' Maximum Deflections for-Load CombinatiOns-'00feet0 RdLoads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches Y 9.972k , , .,Z4r, a ile:12-W:.,,,i V.4:.'1, 1,41-r'' 'U.' tfaiat72;•.,,4-,i, l','''',";-Itt,''-,"'''V"'''''''''*:•ik ! 1 14:.!,:i,trgit:,^.:744_1-1.-i7;"':!,1,- - ...:4-:-.-tea' -se '1,c---.4,,,,,-,4-71-.7.-47.44 `'.:•;-,,,,,,,-i:, *, ..:... . . ! ...,.,....,-,'-=,.--,:,..t.f• ;,,,,,;041= =,='A,.a== 4 ' •'''=- :49; ':''N='a ta*•':''''''''--,--';'. - --• . ,.-.., V i , Ci CO a '.1.,1`",•;•;0,41.e.,==-,,-;It.--'41=h,- .."-= 01 t WV 431=:•::''n4-,-,y14,.,,,,,,ie.„,,*.,,,1%;A% ciii ,...4, ' rg Zi t. • Paii..:41irlit.t.547,Tita *.:;;: i -,' . .' 7 7A. Z-4f--4-;1 1"."iv.A',-;:lX.,.:;'---^-=-,' ; - ,_., 6x6 ! , I i ' 5.50 in Loads are total entered value.Arrows do not reflect absolute direction. Turrentine Engineering,LLC Project Title: Duncan-Dowdle T.I. PO Box 2465 Engineer: Project ID: 140604 �' Lebanon,OR 97355 Project Descr: Title Block Line 6 Prim 6OCT2014,8:54PM G n��a! Fo4ti gFig R-1‘Mv�A 414 -N s Lc•. gess 1 . ........._ f ..t 16} t V 3.31 - Lic.#: KW-06009626 Licensee :Turrentine Engineering,LLC Description: Typical Post Footing Supporting Glu-Lams at East ans West Side sem,„._ ✓/s 3 1 _ Code References Calculations per ACI 318-05, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used:ASCE 7-05 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use fig wt for stability,moments&shears , Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 3.0 ft Z Length parallel to Z-Z Axis = 3.0 ft Footing Thicknes = 10.0 in i Pedestal dimensions... Xb X px:parallel to X-X Axis = in c%ql „ �� :< pz:parallel to Z-Z Axis = in I . Height in # ,A Rebar Centerline to Edge of Concrete.. a ,,, co at Bottom of footing = 3.0 in , - 0 __ w Reinforcing . _ 3: ,: w Bars parallel to X-X Axis _ Number of Bars = 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Sia = # 5 s� • -. 4 ` s ' ' Bandwidth Distribution Check (ACI 15.4.4.2) _.ar�*r� r. ,peat _ . 4.ss - f r� ` . Pxl. .. . Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a _Applied Loads - D Lr L S W E H P:Column Load = 2.161 7.872 k OB:Overburden = ksf M-xx k-ft M-zz = V-x V-z = k k Turrentine Engineering,LLC Project Title: Duncan-Dowdle T.I. '.2 PO Box 2465 Engineer: Project ID: 140604 Lebanon,OR 97355 Project Descr: Title Block Line 6 Printed.6OCT 2014.6:54Pki Ede=c:ID0CUME 11THETUR 11MYDOCU-ATURREN"13201410-113-td46-4C.ALCt1L 110-oaks ec6 General;Footing ENERCAMJNC i983-2013;:Sutid'613515.Vbr.6.13.5.31,. - Lic.#:KW-06009626 Licensee:Turrentine Engineering,LLC Description: Typical Post Footing Supporting Glu-Lams at East ans West Side _ DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8240 Soil Bearing 1.236 ksf 1.50 ksf +D-FL-FH about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k .0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1702 Z Flexure(+X) 2.062 k-ft 12.116 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1702 Z Flexure(-X) 2.062 k-ft 12.116 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1702 X Flexure(+Z) 2.062 k-ft 12.116 k-ft +1.200-i0.50Lr+1.60L+1.60H PASS 0.1702 X Flexure(-Z) 2.062 k-ft 12.116 k-ft +1.200-.0.50Lr+1.60L+1.60H PASS 0.2618 1-way Shear(+X) 19.635 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2618 1-way Shear(-X) 19.635 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2618 1-way Shear(+Z) 19.635 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2618 1-way Shear(-Z) 19.635 psi 75.0 psi +1.200+0.50Lr+1.60L+1.60H PASS 0.5386 2-way Punching 80.784 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio Overturning Stability Rotation Axis& Load Combination... Overturning Moment . Resisting Moment Stability Ratio Status _ Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi Mn Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X.+1.40D 0.5685 +Z Bottom 0.216 Min Temo% 0.4133 12.116 OK X-X,+1.400 0.5685 -Z Bottom 0.216 Min Temp% 0.4133 12.116 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 2.062 +Z Bottom 0.216 Min Temp% 0.4133 12.116 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 2.062 -Z Bottom 0.216 Min Temp% 0.4133 12.116 OK Z-Z.+1.400 0.5685 -X Bottom 0.216 Min Temp% 0.4133 12.116 . OK Z-Z.+1.40D 0.5685 +X Bottom 0.216 Min Temp% 0.4133 12.116 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 2.062 -X Bottom 0.216 Min Temp% 0.4133 12.116 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 2.062 +X Bottom 0.216 Min Temp% 0.4133 12.116 OK One Way,Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D 5.414 psi 5.414 Dsi 5.414 psi 5.414 pssi 5.414 psi 75 psi 0.07219 OK +1.20D+0.50Lr+1.60L+1.60H 19.635 psi 19.635 psi 19.635 psi 19.635 psi 19.635 psi 75 psi 0.2618 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 22.275 psi 150psi 0.1485 OK +1.20D+0.50Lr+1.60L+1.60H 80.784 psi 15011si 0.5386 OK Turrentine Engineering,LLC Project Title: Duncan-Dowdle T.I. PO Box 2465 Engineer Project ID: 140604 Lebanon,OR 97355 Project Descr: Title Block Line 6 Printed:°ocr2ora sss� erlteraE FQ�tt � xru�-guar -�ruRr si r� ► tL t �s ,., r. ��12 ,Is;ia�t�,rr�;�t�.s�t _Lic.#: KW-06009626 Licensee:Turrentine Engineering,LLC ' ` Description: Post Footing at Near CMU Wall •. Lco, 5s.1 Code References Calculations per ACI 318-05,IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used:ASCE 7-05 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings gft Min Steel%Bending Reinf. - Footing base depth below soil surface = Min Allowte °k Temp Reinf. = O.Q0180 Allowable pressure increase per foot of deptl= ksf Min.Overturning Safety Factor = 1.0 :1 when footing base is below = ft Min.Sliding Safety Factor = 1.0:1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 2.0 ft Z - Footing Thidcnes = 10.0 in Load location offset from footing center... =w 4 1 tE ,, o ex:PrIl to X-X Axis = 6 in Pedestal dimensions... lj! ". ' X px:parallel to X X Axis = in i � pz:parallel to Z-Z Axis = in N � . � . m Height = in .z a Rebar Centerline to Edge of Concrete.. I ,^ at Bottom of footing = 3.0 in - 44 £0 jas;Reinforcing 4� .��� i u co Bars parallel to X-X Axis - Number of Bars = 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4.0 ^�s4-f56e16 ' ,,SOP Bar Sia = # 5 s ^E) 6 .. Bandwidth Distribution Check (ACI 15.4.4.2) - ----- . '- k, .361 �: r .�y rDirectionRequirin Closer Separation Z-Z Axis #Bars required within zone 66.7% #Bars required on each side of zone 33.3% Applied Loads D Lr L S W E H P:Column Load = 1.081 3.936 k OB:Overburden = - M- ksf M-zz - k-ft 17 V_x k-ft V z = t 9040$ i/Z or ic*1 k k PVt C04.AD Turrentine Engineering,LLC Project Title: Duncan-Dowdle T.I. PO Box 2465 Engineer: Project ID: 140604 Lebanon,OR 97355 Project Descr: • Title Block Line 6Printed:6 OCT 2014,a�+ General Footin F DocumelvfHETUR_ivapocu_wru}3REN 1 ovija n.0406 ,cALCl1L Siff.calcs ec6. g a ENERCALC,INC.`.1983-2913;6u0d.6.13.5.15 Ver6.13,5 31, .' _Lic.#:KW-06009626 Licensee:Turrentine Engineering,LLC Description: Post Footing at Near CMU Wall DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8067 Soil Bearing 1.210 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1047 Z Flexure(+X) 1.831 k-ft 17.495 k-ft +1.20D+0.50Lr+1.60L+1.60K PASS 0.1213 Z Flexure(-X) 2.122 k-ft 17.495 k-ft +1,20D+0.50Lr+1.60L+1.60H PASS 0.05911 X Flexure(+Z) 0.5472 k-ft 9.256 k-ft +1.200-t0.50Lr+1.60L+1.60H PASS 0.05911 X Flexure(-Z) 0.5472 k-ft 9.256 k-ft +1.200-F0.50Lr+1.60L+1.60H PASS 0.1621 1-way Shear(+X) 12.159 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS + + 0.3358 1-way Shear(-X) 25.187 psi 75.0 psi 1.20D+0.50Lr 1.60E+1.60H PASS 0.07527 1-way Shear(+Z) 5.645 psi 75.0 psi +1,20D+0.50Lr+1.60L+1.60H PASS 0.07527 1-wayShear5.645psi + + + (-Z) 75.0 psi 1.20D+0.50Lr 1,60E 1.60H PASS 0.2844 2-way Punching 42.657 psi 150.0 psi +1.20121+0,50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Mu Which Tension @ As Req'd Gym.As Actual As PhrMn Flexure Axis&Load Combination k-ft Side? Bot or Top? in^2 in"2 102 k-ft Status X-X.+1.400 0.1792 +Z Bottom 0.216 Min Temp% 0.310 9.256 OK X-X.+1.400 0.1792 -Z Bottom 0.216 Min Temo% 0.310 9.256 OK X X.+1.20D+0.50Lr+1.60L+1.60H 0.5472 +Z Bottom 0.216 Min Temp% 0.310 9.256 OK I X-X,+1.20D+0.50Lr+1.60L+1.60H 0.5472 -Z Bottom 0.216 Min Temp% 0.310 9.256 OK Z-Z.+1.40D 0.8610 -X Bottom 0.216 Min Temp% 0.620 17.495 OK Z-Z.+1.40D 0.5226 +X Bottom 0.216 Min Temp% 0.620 17.495 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 2.122 -X Bottom 0.216 Min Temp% 0.620 17.495 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 1.831 +X Bottom 0.216 Min Temp% 0.620 17.495 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi`Vn Status +1.40D 8.248 psi 3.982 psi 1.849 psi 1.849 psi 8.248 psi 75 psi 0.11 OK +1.20D+0.50Lr+1.60L+1.60K 25.187 psi 12.159 osi 5:645 psi 5.645 psi 25.187 psi 75 psi 0.3358 OK Punching Shear All units k Load Combination... Vu Phi*Vn Vu I PhrVn Status - +1.40D 13.968 osi 150psi 0.09312 OK +1.20D+0.50Lr+1.60L+1.60H 42.657 psi 150 osi 0.2844 OK Turrentine Engineering,LLC Project Title: Duncan-Dowdle T.I. PO Box 2465 Engineer: Project ID: 140604 g,C Lebanon,OR 97355 Project Descr. Title Block Line 6 Pnnied.6 OCT 2014 9 0314 File c1CjOCUME-11THETUR-11MY0000-11TURRER-112014J0-tU=1406 41CALC L 1111-Gales ec6 all FootingENERGALC.UI 19832013 BuikJ6135.15 Ver413431 _ Lic.#:KW-06009626 Licensee:Turrentine Engineering,LLC Description: TYP.BEARING WALL FOOTING ,•; Si c- . i Code References Calculations per ACI 318-05,IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used:ASCE 7-05 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pct Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel%Bending Reinf. = Allow.Pressure Increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when base footing is belowft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing Width Min.Sliding Safety Factor = 1.0 :1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Dimensions Reinforcing Footing Widll = 2.0 ft Footing Thicknes = 10.0 in Bars along X-X Axis Wall Thickness = 5.50 in Rebar Centerline to Edge of Concrete.. Bar spacing = 16.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in iI )it.' 1,F � - x5 i. 1_0 . " 41 iGino r. o L Applied Loads D Lr L S W E H P:Column Load = 0.4730 1.637 k OB:Overburden = ksf V-x = 51 Liao. w'I•. 40,900 k M-zz = k-ft Vx applied = in above top of footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7839 Soil Bearing 1.176 ksf 1.50 ksf +D+L+H PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.07339 Z Flexure(+X) 0.5165 k-ft 7.038 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.07339 Z Flexure(-X) 0.5165 k-ft 7.038 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.05151 1-way Shear(+X) 3.863 psi 75.0 psi +1.200;0.50Lr+1.60L+ PASS 0.05151 1-way Shear(-X) 3.863 psi 75.0 psi +1.20D-+0.50Lr+1.60L+ Turrentine Engineering,LLC Project Title: Duncan-Dowdle T.I. G PO Box 2465 Engineer: Prosect ID: 140604 Lebanon,OR 97355 Project Descr: Title Block Line 6 Printed:6 OCT 2014,9:03PM Wall Footing Fife=clppCUME-1{THETUR-I1MYDdCEt ilftJttREN-1120t4J(}4ki-A06-AALCLIL-illicafcsec6 ENERCALC,INC.1983-2013;Ruikt6.3,`T 1S„Ver6.1$5.31 Lic.#:KW-06009626 Licensee:Turrentine Engineering,LLC Description: TYP.BEARING WALL FOOTING Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio .D Only 1.50 ksf 0.0 in 0.3573 ksf 0.3573 ksf 0.238 •+D+L+H 1.50 ksf 0.0 in 1.176 ksf 1.176 ksf 0.784 Overturning Stability Units:k-ft Rotation Axis& _ Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... . Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ Bot. As Req'd Gym.As Actual As Phi Mn k-ft Side? or Top? inA2 in"2 inA2 k-ft Status +1.400 0.1486 -X Bottom 0.216 Min Tema% 0.2325 7.038 OK .+1.40D 0.1486 +X Bottom 0.216 Min Temp% 0.2325 7.038 OK +1.20D+0.50Lr+1.60L+1.60H 0.5165 -X Bottom 0.216 Min Tema% 0.2325 7.038 OK .+1.20D+0.50Lr+1,60L+1.60H 0.5165 +X Bottom 0.216 Min Temp% 0.2325 7.038 OK One Way Shear Units:k Load Combination... Vu @-X Vu @+X Vu:Max Phi Vn Vu/Phi*Vn Status +1.400 1.112 psi 1.112 osi 1.112 psi 75 osi 0.01482 OK +1.20D+0.50Lr+1.60L+1.60H 3.863 psi 3.863 psi 3.863 psi 75 psi 0.05151 OK OMProject: putICA0.19ot,.1D L'E. 1''` Page: = Client: By: 561-- Job No.: t op&O4 Date: A6,01.- • t001^ Gug(6-44-r "151r#4. ,c p- =• t S gt Pte' — 4GO S - 'f- _fes. �,� `_ 1• 6, �\ �° r-1 )4•,NEwhaS•• it: {d..: 1.4. 4 � t.. QA1" TdrS' c �i2 •= ! •• per--�( 4 ; 2l• .8 fv,) . t • t�fcog Z (-S1-$1� � . �� z. 3, . . •. • D • K TURRENTINE ENGINEERING, LLC • PO Box 2465, Lebanon, OR 97355 • (541)258-7004 Turrentine Engineering,LLC Project Title: Duncan-Dowdle T.I. t" PO Box 2465 Engineer: Project ID: 140604 Lebanon,OR 97355 Project Descr: Title Block Line 6 Printed:6OCT 2;14,10:24PM ASCE Seismic Bass Shear . File=cADOCUME-11THETUR 11MYDOCU�-11TURREN-112014Jo=11J-1406-41CALCIL 1W-catcs,ec6 mRcALC NG 963-2011 Bsxld:6.135.15,V 6135.31 _Lic.#:KW-06009626 Licensee:Turrentine Engineering,LLC Mezzanine Lateral Forces Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: 'I":Buildings and other structures that represent a low hazard to human life in the ASCE 7-10,Page 2,Table 1.5-1 event of failure. Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 USER DEFINED Ground Motion ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: SS = 0.9640 g,0.2 sec response S 1 = 0.4910 g,1.0 sec response Site Class,Site Coeff.and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 ft/sec = I) ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.11 ASCE 7-10 Table 11.4-1&11.4-2 (using straight-fine interpolation from table values) Fv = 1.51 Maximum Considered Earthquake Acceleration SMS=Fa*Ss = 1.074 ASCE 7-10 Eq.11.4-1 • S M1 =Fv*Si = 0.741 ASCE 7-10 Eq.11.4-2 Design Spectral Acceleration S =S *2/3 = 0.716 DS MS ASCE 7-10 Eq.1f.4-3 S Dt S Mt 2/3 = 0.494 ASCE 7-10 Eq.11.4-4 Seismic Design Category = D OSCE 7-10 Table 11.6-1&-2 Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems Light-framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient"R" = 6.50 Building height Limits: System Overstrength Factor"Wo" = 2.50 Category"A&B'Limit No Limit Deflection Amplification Factor"Cd" = 4.00 Category"C"Limit: No Limit Category"D"Limit Limit=65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit Limit=65 Category"F"Limit Limit=65 Redundancy Factor ASCE 7-10 Section 12.3.4 Seismic Design Category of D,E,or F,Redundancy Factor"p"Set by User to=1.0 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value = 0.020 'hn":Height from base to highest level = 10.0 ft "x"value = 0.75 'Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn A x) = 0.112 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 16.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.112 sec "Cs"Response Coefficient• S Dg Short Period Design Spectral Response = 0.716 From Eq.12.8-2, Preliminary Cs = 0.110 "R':Response Modification Factor = 6.50 From Eq.12.8-3&12.8-4,Cs need not exceed = 0.676 "I":Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.032 Cs:Seismic Response Coefficient = = 0.1102 Turrentine Engineering,LLC Project Title: Duncan-Dowdle Ti. i'-3 PO Box 2465 Engineer: Project ID: 140604 Lebanon,OR 97355 Project Descr: Title Block Line 6 Printed 6 OCT 2614, 24 I ASCE Seismic Base Shear File=c:,obc �nr-1AHEru ,urr�cctt-, uRtz�N-tootato-txttat -a1crcuL-tus: ENERCALC.INC.1983-2013 Build:613.5.15.Ver613S.31. -Lic.#:KW-06009626 Licensee:Turrentine Engineering,LLC Seismic Base Shear ASCE 7-10 Section 128.E Cs = 0.1102 from 12.8.1.1 W(see Sum Wi below) = 101.00 k Seismic Base Shear V= Cs*W = 11.13 k Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 "k":hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height (Wi*Hi)^k Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 1 101.00 10.00 1,010.00 1.00 11.13 11.13 0.00 Sum Wi= 101.00 k Sum Wi•Hi = 1,010.00 k-ft Total Base Shear= 11.13 k Base Moment= 111.3 k-ft _Diaphragm Forces:Seismic Design Category"B"to"F" ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx 1 101.00 11.13 11.13 101.00 14.47 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat.Force"of current level plus all levels above MIN Req'd Force @ Level 0.20*SDs *I*Wpx MAX Req'd Force @ Level 0.40*Sps *I*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level 'FIf A 5, 0, $itsse s00,4 V ‘1 0 11 61' 15 14) S 1 11 1 a"'1 (i41*-f') Project: 9u NGR1\I 00114 Q.4 14, Page: -4 Client: By ,"6-Pr- Job No.: 1 (211 Date: to1'f;Q-- c . Wim- oiH'-P • • • .•. . ` t • is` • �I : . L21'. . " : . M : ; .W'Z A: moi- t Y 1 _ 1! .. „1.;. 1 t„ `g M n r: I ' , , • , •!; ik,1 •: • !4. $,I15.• : [1,Z5' : A - . . , l ! -I. Y . : i , : '. ... ;• .; i : : - i/.00g:.'i i ,: ci ',' I '', '------: ! ; , ! '5.12'/.. , .i ; -LI' ..j. ri . .• • •••i''''H •.,HT...L: ':•••': , ' r7 t.5.1i 4 INS- z. — ' ' - '- ' ; 51,-L-1-• • -. ! r :t4!,-'r- •-;1.i" .': ..,•--L-.1.:5511t..110'17 i ; .- .: ..:. ..-. -:l.. ! *.-1 ,i.. .',E.: .,':,' :1 :. 1 :.-: ;., :. ': TURRENTINE ENGINEERING, LLC • PO Box 2465, Lebanon, OR 97355 • (541)258-7004 Project: )V 13Ciyi I)Ol (4 " , .., Page: ',-‹ Client: By. �✓C.` Job No.: �tcp 6 6 Date: (d I-(4- SHEAR; WAL•L ;SCHED•• ULE _._._ ...... . _- .1 ...�_ -.... . .. PANEL _;.� ___ _ .... CAPACITY (PLY) APA RATED EDGE E I. SHEATHING '. ..NAIL : .:..NAIL -- MARK ..SEISMIC ' . THICKNESS-4.7.- - - SIZE SPACING . SILL.PLATE ANCHORS / 2" z 5". SIMPSON 'TITEN HD ® . (140 :� ; 7/16"!, ONE :SIDE 8d 6"- 48" O 1/ : - . .. :.-SC.R.EW ANCNDRS � .0 : 460 15/32"-ONE SIDE 10d 4" 1/RE AN SIMP 24©H - : sc w.. cHoRs� : .c f,, 5P.?_L4$ -6S ' ie- 4 ?,I ` -Si, 2,0 - : HOEDOWN SCHEDLUE - w END CAPACITY (LBS) SIMPSON f STUD . SIMPSON FASTENERS TO - OR HO(DOWN` ANCHOR .: MARK -.:-SEISMIC ; "- -:---M©DEL NO POSE' ;- POST-"-. SIMPSON--MODEL-NO: HOEDOWN NOT , 0 ;0 .... REQUIRED e • - _ Z6) SDS.. • 5 8"o TI N H CREW 2185; H: ; : " 7 5; .... 1/4"-.74X.-12i.1.12"---_.�: : 2x -ANCHOR W/ 4 8" MIN EMBEDMENT ® • 1 Q SDS • ' 6/8"0 STB16 -.. 3780; ,HDU4 SDS2 5:_ . _) (2) 2x: .. 4/4 :x 2 i 2 - , 12 5/5"1-•EMBED_ E • l' TURRENTINE ENGINEERING,LLC • PO Box 2465, Lebanon, OR 97355 • (541)258-7004 ' Turrentine Engineering, LLC Project: Duncan-Dowdle T.I. Page: ' ''C9 PO Box 2465 Job#: 140604 By: SET Lebanon, OR 97355 Date: 10/7/2014 SHEAR WALL ANALYSIS: • Notes: 0.4 ft has been subtracted from length in holdown-tension calculation. The Uniform DL includes the weight of the wall and roof/floor above,where applicable. • SDS= 0.716 For 2010 OSSC load combination 16-14, factor on DL= 0.60 For 2010 OSSC load combination 16-15, factor on DL= 0.6D-(0.2)(SDS) = 0.46 Shear wall No.: SW-1 SW-2 SW-3 SW-4 SW-5 SW-X SW-X SW-X Length = 27.00 8.40 16.00 47.75 47.75 0.00 4.75 0.00 ft Height= 8.90 8.90 8.90 8.90 8.90 0.00 0.00 0.00 ft Uniform DL= 72 184 72 377 321 0 0 0 plf Shear(seismic)= 52 357 212 81 82 0 0 0 plf Shear(wind)= NA NA NA NA NA 0 0 0 plf Resisting Moment(seismic)= 11,988 2,965 4,210 196,329 167,166 0 0 0 ft-lbs Resisting Moment(wind)= 15,746 3,895 5,530 257,875 219,570 0 0 0 ft-lbs Overturning Moment(seismic)= 12,496 26,689 30,189 34,423 34,848 0 0 0 ft-lbs Overturning Moment(wind)= ##fes## #441#### #4141441414# 1141#1#1414# 0 0 0 ft-lbs Tension on Holdown (seismic) = 19 2,965 1,665 -3,419 -2,794 0 0 0 lbs Tension on Holdown (wind)= #####/#t 0 0 0 lbs 2 1 co cfr