Loading...
Plans (54) i , Structural Calculations Tigard Apartments Tigard, Oregon (LRS Architects) RECEIVED DEC 3 0 2015 gU p NGCITY OF D GARD ,-c_ 1 r.':_..(,,? vrsroN ``fie'---r.�I{: ;>\ 154"`f. t nI E: ' jEGON S EXPIRES: /. /V0219.1.5 Jc City of Tigard Building#1 13465 SW Scholls Ferry BUP2015-00361 App oved Plans ,i Date 7 f zt Building#2 13375 SW Scholls Ferry BUP2 1 - 0 5 00362 40 Building#3 13295 SW Scholls Ferry BUP2015-00363 OFFICE COPY 4. Building#4 13205 SW Scholls Ferry BUP2015-00364 Building#5 13145 SW Scholls Ferry BUP2015-00365 FBuilding#6 13351 SW Scholls Ferry BUP2015-00366 E Building#7 13215 SW Scholls Ferry BUP2015-00367 ENGINEER WAS RE Building#8 13435 SW Scholls Ferry BUP2015-00368 DESIGN IS BASED UPON II RESPONSIBLE FORT Building#9 13327 SW Scholls Ferry BUP2015-00369 LIABILITY IS ASSUA FOR ITEMS Building#10 13225 SW Scholls Ferry BUP2015-00370 A Main Office Community 13285 SW Scholls Ferry BUP2015-00371 6969 SW Hampton St. Portland,Oregon 97223 Buildin 503-624-7005 g TABLE OF CONTENTS GRAVITY DESIGN BUILDING Al 5 - 65 BUILDING A2 66 - 91 BUILDING A3 92 - 122 BUILDING A4 123 - 125 BUILDING A5 126 - 161 LATERAL DESIGN BUILDING Al THROUGH A5 162 - 208 GARAGES LATERAL DESIGN 209 -215 COMMUNITY BUILDING DESIGN 216 - 244 MISCELLANEOUS CALCULATIONS 245 - 250 Page 1 of 250 Client: IRS Project: Tigard Apartments 4401 Proj.il: 15-T084 Date: 8/1/2015 By: RH AF FROELICH eNCIXfiii ERSS Project Design Criteria Project Description New three-story multi i apartment buildings. Gang-nailed wood roof trusses, Wood Framed Floor, Light-framed wood sheathed wood walls, Slab on Grade Conventional Foundations Project Location Tigard,Oregon General Building Department: Tigard,Oregon Building Official: Phone Number: Building Code(s):2012 International Building Code(IBC) 2014 Oregon Structural Specialty Code(OSSC) ASCE"?-10 Snow Load Analysis for Oregon(lyd ed.December 2007) Roof Live Load: Ground Snow Load— 10 psf(Snow Load Analysis for Oregon 2007) Minimum Roof Snow Load- 7 psf (Snow Load Analysis for Oregon 2007) Snow Importance Factor(Is)— 1.00 (ASCE7-05 Table 7-4) Deflection Criteria= 1./240 Floor Live Loads: Residential 40 psf (IBC Table 1607.1) Wind Load: Basic(3-Second Gust)Wind Speed— 120 mph(OSSC Figure 1609) Exposure— B Wind Importance Factor(lw)— 1.00 (ASCE7-05 Table 6-1) Seismic Load: Occupancy Category= II (IBC Table 1604,5) Seismic Importance Factor(Is)- 1110 (ASCE7-10) Site Class= D * Mapped Spectral Acceleration Values(Ss) 0.965 g Mapped Spectral Acceleration Values(Si)— 0.424 g Design Spectral Response Parameter (Sr's)— 0317 g Design Spectral Response Parameter(SDI)— 0.446 g Seismic Design Category= D Response Modification Coefficient(R)= 6.5 Light-framed walls sheathed with wood panels (ASCE.7-05 Table 12.2-1) Shear Walls(Bearing Wall System) Soils Data: Allowable Bearing Pressure= 2500 psf* Exterior Footing Depth— 18 inches* *Per Geotechnical Engineering Report By: Terra Associates,Inc, Project No.T-7184 Dated March 13,2015 Page 2 of 250 Client: LRS Project: Tigard Apartments Proj.#: 15-T084 Date: 8/17/2015 By: RH FROELICH ENG INEERSI Dead Load Calculations Roof Dead Load Top Chord of Truss Component Weights JActual(psf)1 Comments Framing 4 Roof Trusses Roof sheathing 2 5/8"shth Roofing(Asphalt Shingles) 3 Misc. 1 Total= 10.0 psf Bottom Chord of Truss Component Weights 'Actual(psf)" Comments Mechanical 1.5 Ceiling 2.8 (1)5/8"gyp Bag Insulation 1.5 Sprinklers 1 Misc. 1.2 Total= 8.0 psf Total Roof Dead Load= 18.0 psf Floor Dead Load Component Weights "Actual(psf)( Comments Framing 2 Joist Framing Sheathing 2.2 3/4"shth Floor Covering 13.1 1.5"Floor Topping(Gyperete 105 Ibs/f13) Mechanical 1 Ceiling 5.6 (2)5/8"gyp Flooring 1 Sprinklers 1 Interior Partitions 7 Misc. 1 Total= 33.9 psf Exterior Wall Dead Load ,Component Weights ]Actual(psf)( Comments Framing 1.5 Sheathing 1.5 1/2"shth Interior Gyp Finish 2.8 5/8"gyp Insulation 1.5 Siding 2.3 Fiber Cement Siding Misc. 0,4 Total= 10 "psf +1 0 I Brick Veneer(as occurs) Interior Wall/Partition Wall Dead Load Component Weights Actual(psf)1 Comments Framing 1.7 2x6 @ 16"o.c. Interior Gyp Finish 5.6 5/8"gyp each side Insulation 0.5 Fiberglass Batt Insulation as occurs Misc. 0.2 Total 8 psf Page 3 of 250 Client: LRS Project: Tigard Apartments i,. Proj.#: 15-T084 Date: 8/1/2015 4111 By: RH FROELICH ENGIN EER 8 Flat Roof Snow Load Calculation: Based on the following Codes: 2007 OSSC ASCE 7-10 Snow Load Analysis for Oregon 3rd ed.December 2007 County: Clackamas Maximum Elevation: 500 ft Ground Snow Load(Pa)= 10 psf Determined from Snow Load Analaysis for Oregon(3rd ed.December 2007) Terrian Category= B(Partial Exposed) per ASCE 7-05 Table 7-2 Snow Exposure Factor(Ce)= 1.0 per ASCE 7-05 Table 7-2 Thermal Factor(C1)= 1.0 per ASCE 7-05 Table 7-3 Importance Factor(I)= 1.0 per ASCE 7-05 Table 7-4 Flat Roof Snow Load(pi)= 7 psf P,=0,7*Ce*C1*l*P9 Where p9 5 20 psf(pi Min)= 10 Where p9>20 psf(p1 Min)= 7 Use(pf)= 10 psf Use(pf)= 25 psf per 2010 OSSC 1608.1 Sloped Roof Snow Load Calculation: Roof Slope Pitch(X/12)= 6 Roof Slope Degrees= 27 Thermal Factor(C1)= 1.0 warm roof Roof Thermal Resistance(R)= Surface Type= Unobstructed slippery roof-All other Surface Sloped Roof Factor(Cs)= 1 see ASCE 7-02 Figure 7-2 Sloped Roof Snow Load(Psr)= 7 Page 4 of 250 Client: LRS r Project: Tigard Apartments Project#: 15-T084 Date: 8/1/2015 By: RH FROELICH ENGIN EER$t Roof Wind Loading-Vertical for Roof Trusses ASCE 7-10 SECTION 30.5 Part 2-Simplified Method Basic Wind Speeds Input 3 Second Gust Vas= 120 mph Topographic Factor Kc= 1.00 Wind Exposure Category= B Adjustment Factor?t,= 1.16 Figure 30.5-1 (page 347) Building Parameters Horizontal Dimension of Bldg B= 80 ft Measured Normal to wind direction Horizontal Dimension of Bldg L= 76 ft Measured Parallel to wind direction Mean Roof Height h= 30 ft Figure 6-6(page 48) Highest Roof Level h„= 35 ft Roof Pitch= 0.25 : 12 = 1.19 deg Tributary Component Area= 50 112 Net Design Wind Pressures Input Pnet30(psi) Zone 1 6.6 -16.3 psf Zone 2 6.6 -27.3 psf Figure 30.5-1 (page 346) Zone 3 6.6 -41.1 psf Net Design Wind Pressures Output Poet(psi) Pnet XKztPnet3o Equation 30.5-1 Zone 1 7.7 -18.9 psf Zone 2 7.7 -31.7 psf Zone 3 7.7 -47.7 psf Width of Pressure Coefficient Zone a= 7.60 ft Figure 30.5-1 (page 345) 12.00 ft 3.04 ft 3.00 ft a= 7.60 ft Net Vertical Pressures for 0.6D+0.6W Uniform Dead Load= 18 psf p(psi) Zone 1 15.4 -0.5 psf Zone 2 15.4 -8.2 psf Zone 3 15.4 -17.8 psf I I I I Page 5 of 250 1 ,k 1 IVI 1 ig . 1 li I 4D i .., ' Tic...,....1_,_..._,----...- wimmion-it .: os...,. , i 1 r' 4•,' . 0 41) 8 ' , 1 g 4644",', (:)---, ''' I' .0 . iLiglID °I atV 01 ,-;,,,, 1 17 7,,4„..."'",lir„rrt ''4 ....„A! ..„--.. ,6„..\,,,,Iiiv •-ID P'41D .4 - ... lagat ' I 10 AOii imati 1. 0 'r•W i:: 6.". 0: 7,Aiiili- - P` , iwrilli IIII ate h % Ira (:)---—- '111111,1',Ii...41111:1134114112711Mjni .,,;. ..qpr)flilD (1:41D4141451orr ' 'Lk",' r , - Lt3jfire, I,Witio:I---1.$4. ricra ilk:I0t is VI V ittarrii-, llD4Dri_ ------4D:Maiw Mitr ., Ati• ravitki-i—,..,.a:.:. - . :imato_. . 4D . „ , 0 . r't rit: 1 . . .. . 0:D44:(3...„:„.„11 . :,iiii, 44: zo . 0.1D , ni 8 '..4 4D 4oup,---- k aki4D a 1 AD ' '': ..) ' • 4 in" 11 ,.- 0 .. ish -,,,,,o, st• 41.4 ad, k 1 4 I „,,, _ . . •C)-- i' za if SUE 41111111ii matt, .. .....___ r., ... „,5 „. 04, . I, i 1 . .,.. ..,-... 4. D' ., 0. g .... _ 1. 4 - 1 . 0 % • -4D - ' , - ' -''..,•4' , 0 . ' , 0 ( ''''H -a • - 4D ' .,,,awl ilk 111.111111b-allik " --Fipp.-!_ithilligarlINICH401111 illa4V C)-----— , '1„,iiiIii"iatirgrallillig -,.,..- i NM 417.)NA IV jr(ID rt,Ili-0;otivi) /:filirA71. -C- 4D41111- ' ----'111,1 ' - • ' ; .4., 79 -%11,11D :: u.„ -,..M.ID .• i Ah. ei. I'74RICID -C.„:#-,-, .i.• I, ' v.,,,..;AD. :1 e t 4D - '11).,.... &-.. ...,4. ... 44 . • . ,k, ' E • . . ,...,„ . - , . , L ' --iiiii ' (ID- — ftiiiili i ita "71 C) '.• I 4D i ii 1 I i ; i g .' ,...z.i.". I1 sIf 1 1 Page 6 of 250 illf A it i 1 1!11 ill 1 i 1 °111 4E) 4D 1 immjc4.,D>11 ,,z, tai .416 i NIIMPTIiiill, flp , 0 0 I t i. 2 ,444> 4110'*e4 e, . t„ . limi„ .it •r i icsii{ .' 4A <1.4,\, 1 . 13* 4 , 9 I ',..414/D 4D 1 C3 litllik -In — '''' ,fig:tifit I CI 1 "n"---' - alb•Attl.....--- -- — a-- '--41-64111.11M---,-4.4.1.11„ I ;4'A dri t Illti. r4D`P...ilitidD 1 0.4410361N - lialite ' i4--c.'441-1-1-1.1 4D -- 0.-- -- - n Digga-t, 1. 011111110- Ifirti7lr61111,4221 411BITIMILia=" ra A1111411tr. 99't rillialrelA Elm" 1 aur , Nuir„,,„„„Aii ' ::111111111111104;, itia: 0 , kir i' z 1 ''‹ stitt, 4 1D, e '0' I 1 11 4D D 0 .1 0 . 01 4E1 I . 4 ..,Z .,c"-J (ID; • obi i - . tip : 00 - isl 1 i il 1 1 41 4D i '''' 1rg ' Ina ‘E1- .... - ,, -s ,.. ..I.- at, 2' 5'"A Z. . 4 g ,o _, ,r oils, 2 8„6 .../ ., z . H- 4D 04V. • art:ID, a i _ 0 0 1 aD 4D - I 1,,,, (itit). ,a., 4E-t- w- 4D*,, t ,..-, . ,,..... sri* 0 rat, 4D. ,„la . ,similAr tt 4D 0 ' 34111r141110Prl'illii A- %-,. att o 1, 4D 4D;$. 12,,,........... ''' 41[11/1. ' " 4D - , 4" 4D 13 ... _ Ail , ilt) .0 crj, moll, -. _ ..v,,,,„ ' r D I '14 D i 14.9p I 4D, "k4 ... ...., t 4D iolk,, .- : : .,.. .. 9 0 i Sr,1 _,IP r,,,-*,-" - - tifiti- 2 . D 4 4 .. 1 I a, , ui,•01 , , i Jaw° I i>„______ __,,, .%Of alleffille flk. I te 0 El— I ta ir / , i i 4D h I IP i i i 404111wwwil We* imPAIID ' s CLIENT: 1. I(> 4 „ , ._, „,, - 6969 SW Hampton St. Portland,Oregon 97223 Page 7 of 25UE 503-624-7005 PROJECT 7:6,Ato frp"7"r 745 NW Mt.Washington Dr.#205 Bend,Oregon 97701 NUMBER: 5 ' /0 4;ti” 541-383-1828 FROELICH , i , , , ‘t, r DATE: ENGINEERS , 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 +AI\w twwlik li-enio n eel,owl t 720-560-2269 BY: A .1 ratoota W, (e pr 3y?pc- f i-z- 0,574--) 2 , : 9ot....._ / f • i fAt' i -1 p,(.44a-r/7/ ?'7,5 tr- f1-7--,feefr ) , fi 4 z ID e / ..2 v6/L- Z'2. ; L ' L----- ' (--• WI; (6.:. 7-1-- sr f- C7.--Licect ) 13-3: ii L.,...._ 4 /(74 I'' /14 e_ 4 Dz-.7471/5 r) n --...._ ' Arr /iv /5 Ad. I -o il74, 2/0, i/Vid/c. / ' S pz SOLI I P"----rt:67 p= L.,T Ca'9 L. to PV: 0:7? ,jr ,/ /7 415/sri) T'4 1111111111111.11. ?3t..)0 iqz"*- i p v.3b7 , 1 P7 36-1 L...---c7.3 W- ,..:73t,e fit-fr /--4VitS,' ) ' ''''7-- 1111111111.0 II%-270 421-///d/<- 4/y14. frs55- 1--=00 ir_7_,2915y7z._ it 1 I ' Wcti AD:`it/f/4(7/.• A-4401.)S;) 0 lig floe ZY/.7,-- '"515 . 4 A , r D:--zot , pz 2t i L.:917 LT, (17- 4 , i ,,,„,.,_,,,..., 6969 SW Hampton St. Page 8 of 25O ' Portland,Oregon 97223 CLIENT: L.K5 E i 503-624-7005 PROJECT:--77-6.42b letP17-5-. 745 NW Mt.Washington Dr#205 NUMBER: Bend,Oregon 97701 541-383-1828 FROELICH ...-i _ -,,-01---,, DATE: e0//5— ENGINE 12303 Airport Way Suite 200 Broomfield,Colorado 80021 BY: r/71- dic — Lire..Z/A.)4 A- ( h engsmers.c cull 720-560-2269 Co-70T - _ .....„ /3 3-2: ,___ : Wz--- (P'-7-9/P-rF I tloo .._.. - 223 C.-.. ST) 50Y ti VI/1"- 135 ( Djil r. (fiefit) c , A Pi( P,. 7'4411 / .0." D:774.7 1 r /3 5 (p=-27psr/-L-:-- or.0--) ..,:-4•7 : ---],1 o_ e. .3).J>,11,74, zi/r-vz-i 1 p,2351 3x/7-7(N., ze -' 1..---- 176 (pr.- Ls"- OA— I 3. 7cri r 1 f 4 eiy J ) • - ,,, 4' ‘r. 1.--c . (C.-C. ) ." IN ------ ( 1)17 1550 i & .--d ti---- /33- p - .i lf W r z (D1°,SF4-10Prf) A ,p_.-A f t.770 t ii ) i i( --r 0c/oh/ye /0_0 br i ti'l. '- - imr ,,r ,, CLIENT: Lt2..411 6969 SW Hampton St. Page 9 of 25 Portland,Oregon 97223 g 503-624-7005 PROJECT: -774,q,(ti) Ap 7 7It . r_, cu,1,--11.,3rr,-.lc/ 45 NW Mt.Washington Dr.#205 NUMBER:1.5 -TQ t Bend,Oregon 97701 541-383-1828 FROELICH 3- i ,,f r DATE: `?//5 EN NEERs 12303 Airport Way,Suite 200 /� wBroomfield,Colorado 80021 >' utr.frcrelzch-engineers.ct3rn 720-560-2269 /` BY. WF 3 , 2 psr 7Ltz y4,51) N04 t6K.-/6t3Fr�1 / a_. tY4b6 L 13tcd t.-„13( o 4� / )V 'lir t ti ft4` 1" f6I(b` 7psf) _ .. to / r if n I) �q01 J`�O D rd/ --c-i6z5. ; 1,0312,5- CD 2 ioPs r f t r � r .s r hlDR-3 ._. s�s ,, 1) 1 ,.3' U 2041/ LI:-tZ6, L----i/P3 t D;ye,L ._ 4 8K W 13,5'(pz 319771- '4 sfl) /OILS; �. tis& 5xAr-4/s it ..1 D=�by rr 07 $14 �Rys tt-:-. 9if5 L {,t/= z'(pyo- t L::1 .0 BB 1 ief` A,t, 4,P.., // 0 z-13b Sr3' "D' ' �=9� C --160t7 L.:,/ * tL�/�v7J fir113,11...., =tea 33 ose 514._.v., G, VI- Lt,3743 Page 10 of 250 ill F 0 R T E MEMBER REPORT Floor Joists,J1 PASSED 1 piece(s) 11 7/8"TJI® 230 @ 24" OC Overall Length:27'6 1/2" + o o - / �s 41' 10'6" r 0 0 E All locations are measured from the outside face of left support(or left cantilever end).Alt dimensions are horizontal. Design Results Actual D Location Allowed Result LDF Loads Combination(Pattern) System:Floor f Member Reaction(lbs) 991 @ 5 1/2" 1060(1.75") Passed(93%) 1.00 1.0 D+1.0 L(Alt Spans) Member Type:Joist Shear(lbs) 1279 @ 16'5 1/2" 1821 Passed(70%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -3740 @ 16'7 1/4" 4215 Passed(89%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC I Live Load Den.(in) 0.224 @ 7 11 5/8" 0.404 Passed(L/865) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Den.(in) 0.390 @ 7.10 1/4" 0.807 Passed(L/496) -- 1.0 D+1.0 L(Alt Spans) TJ-Pro'"Rating44 40 Passed -- -- • Deflection criteria:LL(L/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'10"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 Edger"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the Tl-ProT"Rating include:5/8"Gypsum ceiling,pour flooring overlay. ,, *-4';'; r dBean�a 40 41 .,,47,1/�,rr-4, lis - rs ' 0c` fr. „r cr"r�rJ rDaadlrrr fadeSUPorts Total Ilable eP 1-Hanger on DF stud wall 5.50" Hanged 1.75" 474 585 1059 See note 1 • 2-Stud wall-DF 3.50" 3.50" 3.50" 1179 1387 2566 Web Stiffeners 3-Hanger on DF stud wall 3.50" Hanger, 1.75" 220 407/-124 627/-124 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. Connector:Simpson Stron -Tie Connectors Support„. Tod „` ,NailsMod .U. , .e Na /" ..,a. l el Seat Length: Eatils, Member/Maris � Accessories , I.-Top Mount Hanger MrT3511.88 2.50" 4-10d common 4-10d common 2-l0d x 1-1/2 13-Top Mount Hanger ITS2.37/11.88 2.00" 4-10d common 2-10d common N/A Dead Fl Lir Location Spaong (0.90) ) ., Uniform(PSF) 0 to 27'6 1/2" 24" 34.0 40.0 Residential-Living Alm WWeyerhaeuseeyerhareusewarrants thar Notes - ,,.. � _ a ,, ,,., y,,,,, ... ,.� ,•' � �l SUSTA{NA6LE iQRE57RY£tYiTIAiIVE t 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 Forte Software Operator Job Notes 10/29/2015 4:45:16 PM Rod Hammertrerg Forte v4.6,Design Engine:V6,1,1.5 Froelich Engineers (503)624-7005 FLoor System.4te rhammerberg@froelich-engineers coin �. Page 1 of 1 ff 0 Page 11 of 250 n/1 F R T E MEMBER REPORT Floor Joists,J2 PASSED 1 piece(s) 11 7/8"TM® 210 @ 19.2" OC Overall Length: 16'9" a o, ./ Q 1611- E All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actuat!Location Allowed Result LDF Toad:Coni nation(Paee�n) System:Floor Member Reaction(lbs) 858 @ 5 1/2" 1005(1.75") Passed(85%) 1.00 1,0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 858 @ 5 1/2" 1655 Passed(52%) 1.00 1,0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3430 @ 8'5 1/2" 3795 Passed(90%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.275 @ 8'5 1/2" 0.400 Passed(1.1698) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.460 @ 8'5 1/2" 0.800 Passed(1/417) -- 1.0 D+1.0 L(All Spans) T7-Pro'"Rating 42 40 Passed - -- • Deflection criteria:LL(1/480)and TL(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 3'5 5/16"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 Edger"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro""Rating include:5/8'Gypsum ceiling,pour flooring overlay. r'',,,-,.,,,,,,,,,,,,--.,0,,,, J H �il`4,110,4—(44,„A l .✓./i {`s / /jj "'45-'1'i,,,74 r i t ✓f rr,, e9 to 1 f 'ii r `a � . q�f# /f-40. ,„„„/„.4,432.3 „k i'^f4' r, 4.1aifll `f.-;klrt," ',,r, ,cif 0,4,.., f`.6�=„ f fi g s f,.�r�,�h ,�,abx,/ ''... ..M.9/F,"!,, Deed,,, d -G;i",rdtib.2` — 1-Hanger on 11 7/8"DF beam 5.50" Hanger, 1.75" 365 541 906 See note, 2-Hanger on DF stud wall 3.50' Hanger, 1.75" 358 531 889 See note, •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ,See Connector grid below for additional information and/or requirements. StuopnCne1 ,usr r St*f '4';:.' T. ie � :;.,':i2•, .''.. ,, •;� . Sea -eltglfi 7,,1'7 TopNails F' _.Farce(!tails": �ttaHs, A6rfes , 1-Top Mount Hanger ITS2.06/11,88 2.00" 4-10d x 1-1/2 2-ltd x 1-1/2 N/A 2-Top Mount Hanger ITS2.06/11.88 2.00" 4-10d common 2-10d common N/A " 1loads ,E:, rLetn. ! ng ( ) ¢ :,..P-',7x7,77401.,s, , 1-Uniform(PSF) 0 to 16'9" 192" 27.0 40,0 Residential-Living~ Are Y Uf?t. ,;f%P /l It % r f f f a,- f F _ ';n.- � - , ,.. (2$)SU57AlNA6tE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. y Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for instailation 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 Forte Software Operator Job Notes 10/29/2015 4:51:43 PM Rod Hammerbe g Forte v4.6,Design Engine:V6.1.1.5 Froelich Engineers (503)624-7005 Floor SySfem,4te rhammerberg@froelich-engineers.com Page 1 of 1 n Page 12 of 250 ;,� F V R T E MEMBER REPORT Floor Joists,J3 PASSED 1 piece(s) 11 7/8"TM® 110 @ 24" OC Overall Length: 8'9" + + 8' Ci 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual®Location Allowed Result LDF'wad:Combination(Pattern) System:Floor Member Reaction(lbs) 536 @ 5 1/2" 910(1.75") Passed(59%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 536 @ 5 ill" 1560 Passed(34%) 1.00 1.0 D+1,0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 1072 @ 4'5 1/2" 3160 Passed(34%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load DeFl.(in) 0.032 @ 4'5 1/2" 0.200 Passed(099+) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load DeFl.(in) 0.054 @ 4'5 1/2' 0.400 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) T3-ProTM Ratinj 62 40 Passed -- — • Deflection criteria:LL(L/480)and TI(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 4'9"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 Edger"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pror"Rating include:5/8"Gypsum ceiling,pour flooring overlay. BeY ,,,R . Lodst !' �t �1 At cf lr.:..1 r '� f ,Suppo , , T—,!.:., i ,Dd F=rJ:;4'...74.74-4 ca,, ff, ., .Ailae Jeur«d . a,te t,;' 1 a',Z .E /ad,,04, E % `E 1 1-Hanger on 11 7/8"DF beam 5.50" Hanger, 1.75" 241 357 598 See note, 2,Hanger on DF stud wall 3.50" Hanger, 1.75" 232 343 575 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ,See Connector grid below for additional information and/or requirements. Connector Simpson , . Srong-Tie Connectors . r r ; r vr, lr ` /r Support, . ; Page 13 of 250 a0 R T E " MEMBER REPORT Floor Joists,J5 PASSED 1 piece(s) 11 7/8" TM® 210 @ 19.2" OC Overall Length:27'6 1/2" + + ° o 17 9 6" 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual tiL Location Allowed Re;utt LDF Laed:Contbination(Pattern)r System:Floor Member Reaction(lbs) 2117 @ 17'7 1/4" 2145(3.50") Passed(99%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 1104 @ 17 5 1/2" 1821 Passed(61%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -3280 @ 17'7 1/4" 3795 Passed(86%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.237 @ 8'4 1/2" 0.429 Passed(1/868) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.421 @ 8'3 9/16" 0.857 Passed(L/489) - 1.0 D+1.0 L(Alt Spans) T3-Pro" Rating 43 40 Passed -- •Deflection criteria:LL(1/480)and TL(L1210). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'6 1/4"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 11-Pro" Rating include:5/8"Gypsum ceiling,pour flooring overlay. 1p ef;1 SiL1�1�Otts Total A� 3 ! ! if T P rr�ff, '�j`*-At ire .. ,. ;,.c... iii� iF�:.,��.o, .x��.-.-:d , u v �, � �f,� �h�s,:%rr ��J"�.!;G�u�"i'„is -Hanger on DF stud wall 5.50" Hanger' 1.75" 403 490 893 See note r 2-Stud wall-DF 3.50" 3.50" 3.50" 973 RCM 2118 None 3-Hanger on DF stud wall 3.50" Hangerl 1.75" 122 300/-137 422/-137 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. Connector:Sim n Stroll Tie Connectors ` 'f; ; 'f f,rr; f , t - ,, ., r ;Support....., t .5 Seat .length, :: Top Nails'`r ace Nails r ,.r,Member I Accaessode3„f rf" ' di r -J 1-Top Mount Hanger ITS2.06/11.88 2.00" 4-10d common 2-10d common N/A 3-Top Mount Hanger Connector not found N/A N/A N/A N/A �f r Loads Location �� of 7 i s 1-Uniform(PSF) 0 to 27 6 1/2" 19.2" 34.0 40.0 Residential-Living Areas t'2)(2Ntaeuser NoteB„ ';;: ., , , 'S� '. .r../i 1`,s f s y rf ti l�f 4 Y;`l r fi ; F 1 fiI �'�'//rf'i,,,1'���.., jj�� ,... .: _ _,_. r4�,.v'z!.G` „ ... . �- �`,. __ _r (Zj)SUSTAINABLE FORESTRY INITIATIVE 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 Forte Software Operator Job Notes 10/29/2015 5:16:14 PM Rod Hammerberg Forte v4,6,Design Engine:V6,1.1.5 Froelich Engineers Roar S stem.4te (503)624-7005 y rhammerberg@froelich-engineers corn Page 1 of 1 rr Page 14 of 250 PASSED A T C ' MEMBER REPORT Floor Joists,J6 1J TEG 1 piece(s) 11 7/8" TM® 230 @ 19.2 OC Overall Length: 17'9" 11 .. 0 1T .( El 2 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 911 @ 5 1/2" 1060(1.75") Passed(865/) 1.00 1.0 D+1.0 L(AII Spans) Member Type:Joist Shear(lbs) 911 @ 5 1/2" 1655 Passed(55%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3873 @ 8'11 1/2" 4215 Passed(92%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Deft(in) 0.321 @ 8'11 1/2" 0.425 Passed(L/636) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.537 @ 8'11 1/2" 0.850 Passed(L/380) — 1.0 D+1.0 L(All Spans) Tl-Pro'"Rating 40 40 Passed '"' — •Deflection criteria:LL(1/480)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 3'9 3/16"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 Edger"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TI-Pro"'Rating include:5/8"Gypsum ceiling,pour flooring overlay. ;7- x'Alre405.3tarre0. ¢ p�� j Supports 'Total Available united L}e?!d . ,! ` Total'Z-61 s�� '����_,,: 1-Hanger on 11 7/8"DF beam 5.50" Hangers 1.75" 387 573 960 See note 2 2-Hanger on DF stud wall 3.50" Hanged 1.75" 380 563 943 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. Connector•. Mt t e:Connectolrsf .,,,. ,'F t ffi r sup"Kort s° Madel ;,,, SeatLengt� Top Nails Ease Flaw,r ` „! ` n om,;. 1-Top Mount Hanger ITS2.37/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A 2-Top Mount Hanger MIT3511.88 2.50" 4-10d common 4-10d common 2-10d x 1-1/2 Peed FloorLire Loads tiicatPon . Spacing " (0r90), (i 00)" "`Comments 1-Uniform(PSF) 0 to 17'9" 19.2" 27.0 40.0 Residential-Living Ar?aS ,,.. ... "., ` :. � , >„ 7 ;', ,�„�,� SU5TAiPtA8(.£FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser aitena and published design valu S. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser iftwahre for installation details, (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash )are not desioed by this softwiee.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 Forte Software Operator Job Notes 10/29/2015 5:21:09 PM Rod Hammerberg Forte v4,6,Design Engine:V6.1.1.5 Froelich Engineers FLoor System,4te (503)624-7005 rhammerberg@froelich-engineers corn Page 1 of 1 /"� Page 15 of 250 i F V R T E MEMBER REPORT Floor Joists,J7 PASSED 1 piece(s) 11 7/8"T3I® 210 @ 24" OC Overall Length:27' 1/2" ca r i5 11 Q All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. I Design Results Actual 6 Lotion" Allowed Result LDF Load:'combinatlon(Pattern) System:Floor Member Reaction(lbs) 2478 @ 15'7 1/4" 2505(3.50") Passed(99%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 1206 @ 15'5 1/2" 1821 Passed(66%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -3419 @ 15'7 1/4" 3795 Passed(90%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Uve Load Deft.(in) 0.194 @ 7'6 7/16" 0.379 Passed(1/938) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defi.(in) 0.332 @ 7'4 13/16" 0.757 Passed(1/548) — 1.0 D+1.0 L(Alt Spans) T3-Pro".Rating 46 40 Passed • Deflection criteria:LL(17480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'5 3/8"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 T3-Pro"Rating include:5/8"Gypsum ceiling,pour flooring overlay. r ^:vl,{JJ,Irl "--17191 `r r f�i'r',r'. 1rlrl�i,+ ,rr rA 1%,;,. rJl,r'.T, � r I, r r`r`''J J✓ ,,- >`i r: " r I I r�,r,7ifi r/xrlr rr f✓ rI ,� ,,� J err Supports 'r rr.;� J '>"14 .al yrt'vai.'r%'?/J .iIr;ilii-1r1`f Dead ,`r7'�, r/` r�tyr A f� irr f.rlr r f'," ,�.err, ., ,,.,;. ,.,.,:.i� ..,. ,�iirItr..✓� e; sir.F y ..a�..r,.,. ,;�. ; > ,. rr rar v�.,,a�,., 1-Hanger on DF stud wall 5.50" Hanger, 1.75" 442 555 997 , See note 1 2-Stud wall-DF 3.50" 3.50" 3.50" 1139 1340 2479 Web Stiffeners 3-Hanger on DF stud wall 3.50" Hanger, 1.75" 258 422(-95 680/-95 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ,See Connector grid below for additional information and/or requirements. Connector•Sim S e ` r r rep Nails IFace Nails, /r. 4 l tf rn,o ,:.rr s i 1-Top Mount Hanger LBV2.1/11.88 2.50" 6-10d common 4-10d common 2-10d x 1-1/2 3-Top Mount Hanger ITS2.06/11.88 2.00" 4-10d common 2-10d common N/A r r Loads r r S,! �' } • },a� mems . � ..,: 1-Uniform(PSF) 0 to 27'1/2" 24" 34.0 40.0 Residential-Living Ars. -101-00400-001N-44/!,/, 1:4:3R r !� . r...: ,.,,.,.„,. ,., s...,,,.r r r.= z.... �;, „ rr.t ,„ , ',. .,.� .r. i (Z SUSTAINABLE FORESTRY(NiTYA71VE 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 Forte Software Operator Job Notes 10/29/2015 5:22:55 PM Rod Homme berg Forte v4,6,Design Engine:V6.1.1.5 Froelich Engineers (503)824-7005 FLoor System.4te rhammerberg@froelich-engineers corn Page 1 of 1 + Page 16 of 250 1 -FORTE ' 0 R T E MEMBER REPORT Floor Joists,J8 PASSED 1 piece(s) 11. 7/8"TM® 110 @ 24" OC Overall Length: 10'3" :i + r 9.6" f 0 0 a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowedi ' ,.. RLDP Load:LLoad:Combination(Pattern) System:Floor Member Reaction(lbs) 637 @ 5 1/2" 910(1.75") Passed(70%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 637 @ 5 1/2" 1560 Passed(41%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 1512 @ 5'2 1/2" 3160 Passed(48%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.058 @ 5'2 1/2" 0.237 Passed(1/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.096 @ 5'2 1/2" 0.475 Passed(1/999+) -- 1.0 0+1.0 L(All Spans) TJ-Pro"Rating 56 40 Passed -- -- • Deflection criteria:LL(11480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 4'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:5/8"Gypsum ceiling,pour flooring overlay. : fr r' �,' / a/r s f1llDN s) ! f " ,,,o,/,,,./ f/4' f 0,, €4.4, f✓te Of ��0:40r/1 04f rr :rN,�r ,1 r f ffirr r ' r:,$;• t'''4 ' .,,,,,,kw' ' ,,,&,,,-v1Yr J fpw''u�ppo , efx ✓GEf ,• l „ef., ,rritFi 7rr.,,, f / r fu%,,,a,. ., f ,c. a,,.y .,u•.,,f.., 1-Hanger on 11 7/8"DF beam 5.50" Hanger, 1.75" 281 417 698 See note, 2-Hanger on OF stud wall 3.50" Hanger, 1.75" 272 403 675 See note, •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •,See Connector grid below for additional information and/or requirements. connetton Simpson Stroh Tie 'onnectors 'ffi r r ref, f{ `p +el i tlit SIS r rS J 1-Top Mount Hanger ITS1.81/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A 2-Top Mount Hanger IT51.81/11.88 2.00" 4-1Od common 2-lad common N/A Loads Locatt on ''';.',.1.0:0111� r . �5pae71nD � .- Comments 1-Uniform(PSF) 0 to 30'3" 24" 27.0 40.0 Residential-Living Areas Weyerhaeuser Notes r , ,.,,-, ,,,,, . ,k .:",U ,, ..�.=�,',...,,,:.,,,,,„',/,'; ,. SUSTAINABLE FORESTRY INITIATIVE 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 Forte Software Operator Job Notes 10/29/2015 5:23:50 PM Rod Ham me berg Forte v4,6,Design Engine:V6.1.1,5 Froelich Engineers (503)624-7005 FLoor SystemAte rhammerberg@frceiich-engineers corn Page 1 of 1 Page 17 of 250 COMPANY PROJECT i I WoodWorks® SOF!WANE FOR WOOD['MAGA," Oct.30,2015 08:14 BJ1 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 41.00 (16.0)* psf Load2 Live Full Area 100.00 (16.0)* psE Self-weight Dead Full CDL 3.3 plf *Tributary Width (in) Maximum Reactions(lbs), Bearing Capacities (lbs)and Bearing Lengths (in) : 8.07' 8' Unfactored: Dead 234 234 Live 538 538 Factored: Total 772 772 Bearing: Capacity Joist 772 772 Supports 965 965 Anal/Des Joist 1.00 1.00 Support 0.80 0.80 Load comb #2 #2 Length 0.82 0.82 Min req'd 0.82 0.82 Cb 1.00 1.00 Cb min 1 .00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 Lumber-soft, D.Fir-L, No.2, 2x10(1-112"x9-1/4") Supports:All-Timber-soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0"c/c;Total length:8.07'; Lateral support:top=full, bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs. Allowable Stress (psi)and Deflection (in) using NDS 2012 Criterion Analysis Value Design Value Analysis/Design Shear fv = 66 Fv' = 180 fvFv' = 0.37 Bending(+) fb = 859 Fb' = 1138 fb/Fb' = 0.75 Live Defl'n 0.08 = <L/999 0.27 = L/360 0.29 Total Defl'n 0.09 = <L/999 0.40 L/240 0.24 Page 18 of 250 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN BJ1 WoodWorks®Sizer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Ey' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.100 1.00 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Ervin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 765, V design = 611 lbs Bending( ) : LC #2 = D+L, M = 153C lbs-ft Deflection: LC #2 = 0.5D+1, (live) LC #2 = 0.50+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: SI = 158e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4.FIRE RATING:Joists,wall studs,and multi-ply members are not rated for fire endurance. Page 19 of 250 COMPANY PROJECT ill WoodWorks° sorrwAREfomw000natav Oct.30,2015 08:15 BJ2 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 41.00 (12.0) * psf Load2 Live Full Area 100.00 (12.0) * psf Self-weight Dead Full UDL 3.3 plf *Tributary width (in) Maximum Reactions (lbs), Bearing Capacities (lbs)and Bearing Lengths (in) : 10.06' 1U Unfactored: Dead 223 223 Live 503 503 Factored: Total 726 726 Bearing: Capacity Joist 726 726 Supports 908 908 Anal/Des Joist 1.00 1.00 Support 0.80 0.80 Load comb #2 #2 Length 0.77 0.77 Min req'd 0.77 0.77 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 Lumber-soft, D.Fir-L, No.2, 2x10(1-112"x9-1/4") Supports:All-Timber-soft Beam, D.Fir-L No.2 Floor joist spaced at 12.0 c/c;Total length: 10.06; Lateral support:top=full, bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs. Allowable Stress(psi) and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 65 Fv' - 180 fv/Fv' = 0.36 Bending(+) fb = 1012 Fb' = 1138 fb/Fb' = 0.89 Live Defl'n 0.14 = L/844 0.33 = L/360 0.43 Total Defl'n 0.17 = 1/691 0.50 = L/240 0.35 Page 20 of 250 II WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN BJ2 WoodWorks®Sizer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.100 1.00 1.15 1.0C 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 721, V design = 606 lbs Bending(+) : LC #2 = D+L, M = 1804 lbs-ft Deflection: LC #2 = 0.5D+L (live) LC #2 = 0.5D+L (total) D=dead L=live S-snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2C12 CALCULATIONS: Deflection: EI = 158e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection - 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. FIRE RATING:Joists,wall studs,and multi-ply members are not rated for fire endurance. Page 21 of 250 MEMBER REPORT Floor Beams,FBI PASSED 1 piece(s) 5 1/4"x 11 7/8" 2.0E Paraltam® PSL Overall Length: 14'7" t1 14 xE All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF toad:Combination(Pattern) System:Floor Member Reaction(lbs) 6521 @ 2" 7383(2.25") Passed(88%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 5453 @ 1'3 3/8" 12053 Passed(45%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 23028 @ 7'3 1/2" 29854 Passed(77%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.360 @ 7'3 1/2" 0.356 Passed(L/474) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.617 @ 7'3 1/2" 0.712 Passed(L/277) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(L/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 14'4 1/2"o/c unless detailed otherwise,Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Lzengtfi Lads t o,;s,uppa,(IRs) S" po' Wil::.fAAvailable 1_Stud wall-DF 3.50" 2.25" 1.99' 2749 3865 6614 1 1/4"Rim Board 2-Stud wall-DF 3.50" 2.25" 1.99" 2749 3865 6614 1 1/4'Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. 1** ._. ....<....eA" r r ..... ...: dw. 1-Uniform(PSF) 0 to 14'7' 13'3" 27.0 40.0 Residential-Living Areas Weyerhaeuser Notes " "- .....: ,....-F,.... '. ,_ ;',;`;`e,.._, 4U57AiNA6lE FORESTRY INITIATIVE 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 Forte Software Operator Job Notes 10/29/2015 4:55:03 PM Rod Nammerberg Forte v4.6,Design Engine:V6.1.1.5 Froelich Engineers (503)624-7005FLoor System.4te rhammerberg@froelich-engineers corn Page 1 of 1 Page 22 of 250 .'I FOR T E . MEMBER REPORT Floor Beams,FB2 PASSED 1 piece(s) 3 1/2" x 11 7/8" 2.0E Parallam® PSL Overall Length: 12' 11" +. a 0 r r 0 All locations are measured from the outside face of left support(or left cantilever end).Ail dimensions are horizontal. Design Results Actual Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 5925 @ 4" 12031(5.50") Passed(49%) •- 1.0 D+1.0 L(AII Spans) Member Type:Flush Beam Shear(lbs) 4597 @ 1'5 3/8" 8035 Passed(57%) 1.00 1.0 D+1,0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 17210 @ 6'5 1/2" 19902 Passed(86%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Den.(in) 0.308 @ 6'5 1/2" 0.306 Passed(L/477) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.524 @ 6'5 1/2" 0.613 Passed(L/281) -- 1.0 D+1.0 L All Sans) •Deflection criteria:LL(L/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 12'11"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Length Loads to SYFvoits pa) SUF12 � tote{ Available Required Dead fiefi 1-Stud wall-DF 5.50" 5.50" 2.71' 2438 3488 5926 Blocking 2-Stud wall-DF 5.50" 5.50" 2.71" 2438 3488 5926 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Loads Lo anon Nfrdtlt0 y ( o r 1-Uniform(PSF) 0 to 12'11" 13'6" 27.0 40.0 Residential-Living Areas We r Notes � � "' � � r` " "< ,�", a-.✓r �•. .;: l„ '.„'^ . �;--„ ,.., '"y ' • ,. .. � SUSTAINABLE FORESTRY INITIATIVE 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 Forte Software Operator Job Notes 10/30/2015 8:21:06 AM Rod.Hammerberg Forte v4.6,Design Engine:V6,1.1.5 Froelich Engineers FLoor System,4te (503)624-7005 y rhammerberg@froelich-engineers corn Page 1 of 1 F V R T E A MEMBER REPORT Floor Beams,F83 Page 23 of 250 �� PASSED 1 piece(s) 1 3/4" x 11 7/8" 1.55E TimberStrand® LSL Overall Length:6' 11" + + o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal, Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) system:Floor Member Reaction(lbs) 3151 @ 4" 6016(5.50") Passed(52%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 1831 @ 1'5 3/8" 4295 Passed(43%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 4448 @ 3'5 1/2" 7977 Passed(56%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.068 @ 3'5 1/2" 0.156 Passed(1/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.114 @ 3'5 1/2" 0.313 Passed(L/655) -- 1.0 D+1.0 L(AII Spans •Deflection criteria:LL(L/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 6'11"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. ` Bearing Length ,Leeds to Su (lbs) PPa� i'tSSuToot Available uired d j i-Stud wall-OF 5.50" 5.50" 2.88" 1283 1868 3151 Blocking 2-Stud wall-OF 5.50" 5.50" 2.88" 1283 1868 3151 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 5-Uniform(PSF) 0 to 6'11" 13'6" 27.0 40.0 Residential-Living Areas 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 arrent Weyerhaeuser re for installation (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)ore 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 havirog lurischcbon.The designer of record,budder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certifed to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/30/2015 8:22:25 AM Rod Hammerberg Forte v4.6,Design Engine:V6,1.1.5 Froelich Engineers FLoor System.Ate (503)624-7005 rhammerberg@froelich-engineers corn Page 1 of 1 Page 24 of 250 COMPANY PROJECT di WoodWorks® SOFFWARt FOR W000 fIGN Oct.30,2015 08:25 DJ1 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl 'Dead Full. Area 10.00 (24.0)* psf Load2 Live Full Area 40.00 (24.0) * psf Self-weight Dead Full UDL 2.9 plf 'Tributary Width (in) Maximum Reactions (lbs), Bearing Capacities (lbs)and Bearing Lengths (in) : r 8.07' V 8. Un factored: Dead 91 91 Live 320 320 Factored: Total 411 411 Bearing: Capacity Joist 411 411 Anal/Des Joist 1.00 1.00 Load comb #2 #2 Length 0.85 0.85 Min req'd 0.85 0.85 Cb 1.00 1.00 Cb min 1.00 1.00 Lumber-soft, Hem-Fir, No.2, 2x10(1-1(2"x9-1/4") Supports:All-Non-wood Floor joist spaced at 24.0'.c/c;Total length:8.07; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs. Allowable Stress(psi)and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 36 Fv = 120 fv7Fv. = 0.30 Bending ) fb = 452 Fb' = 860 fb/Fb' - 0.54 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.23 Total Defl'n 0.07 = <L/999 0.40 = L/240 0.17 Page 25 of 250 _ IWoodWorks® Sizer SOFTWARE FOR WOOD DESIGN DJ1 WoodWorks®Sizer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Ey' 150 1.00 1.00 1.00 - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 1.00 1.15 1.00 0.80 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 411, V design = 329 lbs Bending(+) : LC #2 = D+L, M = 823 lbs-ft Deflection: LC #2 = 0.5D+L (live) LC #2 = 0.5D1-L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC-IBC CALCULATIONS: Deflection: EI = 129206 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) r Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 26 of 250 COMPANY PROJECT WoodWorks® SOFTWARE FOR WOOD flFSIGN Oct. 30,2015 08:28 DB1 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End LoadI Dead Full Area 10.00 (4.00)* psf Load2 Live Full Area 40.00 (4.00)* psf Self-weight Dead Full UDL 6.7 ,plf *Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities (lbs)and Bearing Lengths (in) : 10.08' 0' 10' On factored: Dead 233 233 Live 800 800 Factored: Total 1033 1033 Bearing: Capacity Beam 1033 1033 Anal/Des Beam 1.00 1.00 Load comb #2 #2 Length 0.91 0.91 Min req'd 0.91 0.91 Cb 1.00 1.00 Cb min 1.00 1.00 Lumber-soft, Hem-Fir, No.2,4x10(3-1/2"x9-1/4") Supports:All-Non-wood Total length: 10.08'; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Shear Ey = 40 Fv' = 120 fv,Fv' = 0.33 Bending(+) fb = 621 Fb' = 816 fb/Fb' = 0.76 Live Defl'n 0.13 = L/950 0.33 = L/360 0.38 Total Defl'n 0.14 = L/829 0.50 = L/240 0.29 • Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ct Cn LC# Fv' 150 1.00 1.00 1.00 - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.200 1.00 1.00 1.00 0.80 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 - 2 Emin' 0.47 million 1.00 1,00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 1033, V design = 866 lbs Bending(+) : LC #2 = D+L, M = 2584 lbs-ft Deflection: LC #2 = 0.5D+L (live) LC #2 = 0.5D+L (total.) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC-IBC CALCULATIONS: Deflection: EI = 300e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Page 27 of 250 COMPANY PROJECT 1144 I WoodWorks® WM./Aft!FOR WOOD DESIGN Oct.30,2015 08:29 HDR1 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area ' 27.00(10.00)* psf Load2 Live Full Area 40.00(10.00)* psf Self-weight Dead Full UDL 12.1 plf *Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities (lbs)and Bearing Lengths (in) : 7.88' 0' 7.81' Un factored: Dead 1102 1102 Live 1563 1563 Factored: Total 2665 2665 Bearing: Capacity Beam 2665 2665 Anal/Des Beam 1.00 1.00 Load comb #2 #2 Length 0.78 0.78 Min req'd 0.78 0.78 Cb 1.00 1.00 Cb min 1.00 1.00 Timber-soft, D.Fir-L, No. 1, 6x10(5-1/2"x9-1/4") Supports:All-Non-wood Total length:7.88'; Lateral support:top=at supports, bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value Analysis/Design Shear fv = 62 Fv' = 170 fv/Fv' - 0.37 Bending(+) fb = 797 Pb' = 1350 fb/Fb' = 0.59 Live Defl'n 0.06 = <L/999 0.26 - L/360 0.22 Total Defl'n 0.08 = <L/999 0.39 = L/240 0.20 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci On LC# Fv' 170 1.00 1.00 1.00 - 1.00 1.00 1.00 2 Eb'+ 1350 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp) 625 1.00 1.00 - 1.00 1.00 - E' 1.6 million 1.00 1.00 - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 - D+L, V - 2665, V design - 2117 lbs Bending(+) : LC #2 = D+L, M = 5207 lbs-ft Deflection: LC #2 - 0.5D+L (live) LC #2 = 0.5D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC-IBC CALCULATIONS: Deflection: WI = 580e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Page 28 of 250 COMPANY PROJECT di WoodWorks® SOFTWARIFORWOODOESIGN Oct.30,2015 08:31 HDR2 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 26.00 (9.00)* psf Load2 Live Full Area 40.00 (9.00)* P3t Self-weight Dead Full UDL 7.7 plf *Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities (lbs)and Bearing Lengths (in) : 6.57' - 0' Unfactored: Dead 785 785 Live 1170 1170 Factored: Total 1955 1955 Bearing: Capacity Beam 1955 1955 Anal/Des Beam 1.00 1.00 Load comb #2 #2 Length 0.89 0.89 Min req'd 0.89 0.89 Cb 1.00 1.00 Cb min 1.00 1.00 Lumber-soft, D.Fir-L, No.2,4x10(3-112"x9-1/4") Supports:All-Non-wood Total length:6.57'; Lateral support:top=at supports, bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value Analysis/Design Shear fv = 68 Ey' = 180 fv/Fv' = 0.38 Bending(+) fb = 764 Fb' = 1068 fb/Fb' = 0,72 Live Defl'n 0.04 = <L/999 0.22 = L/360 0.18 Total Defl'n 0.05 - <L/999 0.33 L/240 0.16 Page 29 of 250 IWoodWorks® Sizer SOFTWARE FOR WOOD DESIGN HDR2 WoodWorks?Sizer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CE Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.989 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 1955, V design = 1469 lbs Sending(+) : LC #2 = D+L, M = 3179 lbs-ft Deflection: LC #2 = 0.5DtL (live) LC #2 = 0.5D+L (total) D--dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC-IBC CALCULATIONS: Deflection: EI = 369e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 30 of 250 COMPANY PROJECT I WoodWorks° SOFTWARE FOR canon DES/GN Oct. 30,2015 08:33 HDR3 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location ,ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area No 27.00(13.50)* psf Load2 Live Full Area No 40.00(13.50)* psf Load3 Dead Full Area No 10.00 (4.50)* psf Self-weight Dead Full UDL No 6.0 plf *Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities (lbs)and Bearing Lengths (in) : 6.73' ea • 0' 3.59' 6.68' Unfactored: Dead 583 1744 451 Live 757 2266 586 Factored: Total 1340 4010 1037 Bearing: Capacity Beam 1340 4442 1094 Supports - 4010 - Anal/Des Beam 1.00 0.90 0.95 Support 1.00 Load comb #2 #2 #2 Length 0.61 1.66 0.50* Min req'd 0.61 1.66** 0.50* Cb 1.00 1.23 1.00 Cb min 1.00 1.23 1.00 Cb support - 1.11 - Fcp sup - 625 - *Minimum bearing length setting used: 1/2"for end supports **Minimum bearing length governed by the required width of the supporting member. Lumber-soft, D.Fir-L, No.2,4x8 (3-112"x7-114") Supports: 1,3-Non-wood;2-Timber-soft Beam, D.Fir-L No.2; Total length:6.73'; Lateral support:top=at supports,bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value Analysis/Design Shear fv = 86 Fv' = 180 fv/Tv' = 0.48 Bending(+) lb - 368 Fb' = 1164 fb/Fb' = 0.32 Bending(-) fb = 531 Fb' = 1164 fb/Fb' = 0.46 Live Defl'n 0.01 = <L/999 0.12 = L/360 0.05 Total Defl'n 0.01 = <L/999 0.18 = L/240 0.04 Page 31 of 250 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN HDR3 WoodWorks®Slzer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.995 1.300 1.00 1.00 1.00 1.00 - 2 Fb'- 900 1.00 1.00 1.00 0.995 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 2095, V design = 1459 lbs Bending(+) : LC #2 = D+L, M = 939 lbs-ft Bending(-) : LC #2 = D+L, M = 1357 lbs-ft Deflection: LC #2 = 0.5D+L (live) LC #2 = 0.5D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC-IBC CALCULATIONS: Deflection: EI = 178e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 32 of 250 COMPANY PROJECT WoodWorksill 501,1WARf FON WWI)Of tiIGN Oct.30,2015 08:42 HDR4 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 34.00(12.50)* psf Load2 Live Full Area 40.00(12.50)* psf Self-weight Dead Full UDL 6.0 plf 'Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : - 3.63' - • 0' 3.56' Unfactored: Dead 768 768 Live 891 891 Factored: Total 1659 1659 Bearing: Capacity Beam 1659 1659 Anal/Des Beam 1.00 1.00 Load comb #2 #2 Length 0.76 0.76 Min req'd 0.76 0.76 Cb 1.00 1.00 Cb min 1.00 1.00, Lumber-soft, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Supports:All-Non-wood Total length:3.63'; Lateral support:top=at supports, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2012 Criterion ,Analysis Value Design Value Analysis/Design Shear fv = 63 Fv' = 180 fv/Fv' = 0.35 Bending(+) fb = 578 Pb' - 1164 fb/Fb' = 0,50 Live Defl'n 0.01 = <L/999 0.12 = L/360 0.09 Total Defl'n 0.01 = <L/999 0.18 = L/240 0,08 Page 33 of 250 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN HDR4 WoodWorks®Sizer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 0.995 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 1659, V design = 1067 lbs Eending(+) : LC #2 = D+L, M = 1478 lbs-ft Deflection: LC #2 = 0.5D+L (live) LC #2 = 0.5D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC-IBC CALCULATIONS: Deflection: EI = 178e06 lb-int. "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection -- 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 34 of 250 COMPANY PROJECT ill WoodWorks® SOFrW4/1f FOR 4/00//!MGM& Oct.30,2015 08:43 HDRS Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location (Eti Magnitude Unit tern Start End Start End Loadl Dead Full Area 26.00(13.50)* psf Load2 Live Full Area 40.00(13.50) * psf Self-weight Dead Full VOL 6.0 plf *Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 3,56' L'Sle `4- 0' 3.5' Unfactored: Dead 625 625 Live 945 945 Factored: Total 1570 1570 Bearing: Capacity Beam 1570 1570 Anal/Des Beam 1.00 1.00 Load comb 02 #2 Length 0.72 0.72 Min req'd 0.72 0.72 Cb 1.00 1.00 Cb min 1.00 1.00 Lumber-soft, D.Fir-L, No.1,4x8(3-1/2"x7-1/4") Supports:All-Non-wood Total length:3.56'; Lateral support:top=at supports, bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2012 Criterion Analysis Value Design Value Analysis/Desiqn Shear fv = 59 Fv' = 180 fv/Tv' = 0.33 Bending(i) fb - 538 Pb' = 1294 fb/Fb' - 0.42 Live Defl'n 0.01 - <0/999 0.12 = L/360 0.08 Total Defi'n 0.01 - <L/999 0.17 = L/240 0.07 Page 35 of 250 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN HDR5 WoodWorks®Sizer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1000 1.00 1.00 1.00 0.995 1.300 1.00 1.00 1.00 1.00 - 2 Fcp625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.62 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 1570, V design = 1001 lbs Bending(+) : LC #2 = D+L, M = 1374 lbs-ft Deflection: LC #2 = 0.5D+L (live) LC #2 = 0.5D+L (total) D=dead L=live S=snow W=wind I-impact Lr=roof live Lc-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICC-IBC CALCULATIONS: Deflection: EI = 189e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012),and NDS Design Supplement. 2,Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1 Page 36 of 250 COMPANY PROJECT ill WoodWorks' SOFTWARE FOR WOOD OESIGN Oct. 30,2015 08:45 BB1 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load]. Dead Full Area 40.00 (2.00)* 'psf Load2 Live Full Area 100.00 (2.00)* psf Self-weight Dead Full UDL 12.0 plf *Tributary Width (ftl Maximum Reactions (lbs), Bearing Capacities(lbs)and Bearing Lengths (in) : - 16.11' 8. 16.05' Unfactored: Dead 741 741 Live 1611 1611 Factored: Total 2352 2352 Bearing: Capacity Beam 2352 2352 Supports 2416 2416 Anal/Des Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 0.66 0.66 Min req'd 0.66 0.66 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Glulam-Unbal.,West Species, 24F-1.8E WS, 5-1/2"x9-1/2" 7 laminations, 5-1/2"maximum width, Supports:All-Timber-soft Beam,D.Fir-L No.2 Total length: 16.11'; Lateral support:top=at supports, bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Shear Iv = 60 Dv' = 265 tv7Fv' = 0.23 Bending(+) fb = 1365 Fb' - 2359 fb/Fb' = 0.58 Live Defl'n 0.42 - L/455 0.54 = L/360 0.79 Total Defl'n 0.52 = L/370 0.80 = L/240 0.65 Page 37 of 250 II WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN BB1 WoodWorks®Sizer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 0.983 1.000 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 Eminy' 0.85 million 1.00 1.00 - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 2344, V design = 2105 lbs Bending(+) : LC #2 = D+L, M = 9409 lbs-ft Deflection: LC #2 = 0.SD+L (live) LC #2 - 0.5D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 707e06 ib-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4.GLULAM:bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6.GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n). Page 38 of 250 COMPANY PROJECT ell WoodWorks® SOFTWARE FOR WOOO DESIGN Oct.30,2015 08:49 BB2 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 42.00 (2.00)* psf Load2 Live Full Area 100.00 (2.00)* psf Load3 Dead Point 4.00 773 lbs Load4 Live Point 4.00 1611 lbs Load5 Dead Point 7.50 793 lbs Load6 Live Point 7.50 1533 lbs Load7 Dead Point 4.50 793 lbs Tioad8 Live Point 4.50 1533 lbs Self-weight Dead Flit1 UDL 12.0 plf *Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8.22' / 0' 8,11' Unfactored: Dead 1210 1937 Live 2459 3863 Factored: Total 3668 5800 Bearing: Capacity Beam 3668 5800 Supports 3768 5957 Anal/Des Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1.03 1.62 Min req'd 1.03 1.62 Cb 1.00 1.00 Cb min 1 .00 1.00 Cb support 1.07 1.07 Fcp sup _ 625 _ 625 Glulam-Unbal.,West Species,24F-1.8E WS, 5-1/2"x9-1/2" 7 laminations, 5-1/2"maximum width, Supports:All-Timber-soft Beam, D.Fir-L No.2 Total length:8.22'; Lateral support:top=at supports, bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Shear fv* = 143 Fv' = 265 fv*/Fv - 0.54 Bending(+) fb = 1765 Fb' - 2381 fb/Fb' - 0.74 Live Defl'n 0.12 - L/796 0.27 . L/360 0,45 Total Defl'n 0.15 = L/638 0.41 = L/240 0.38 *The effect of point loads within a distance d ofthesupport has been included as per NDS 3.4.3.1 Page 39 of 250 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN BB2 WoodWorks®Sizer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 0.992 1.000 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 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 5781, V design* = 4970 lbs Bending(+) : LC #2 = D+L, M = 12168 lbs-ft Deflection: LC #2 = 0.5D+L (live) LC #2 = 0.5D+L (total) D=dead L-live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: ES = 707e06 ib-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1,WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3.Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4.GLULAM:bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). 40 Main Office 6969 SW Hampton St. Page 40 of 250E Portland,Oregon 97223 CLIENT: ,444 503-624-7005 PROJECT: 0 Central Oregon 745 NW MtWashington Dr.#205 NUMBER: Bend,Oregon 97701 , 541-383-1828 FROELICH E]Denver Office DATE: 12303 Airport Way,Suite 200 ENGIN EERS1 Broomfield,Colorado 80021 www.froelich-enOneers,com 720-560-2269 BY: , • 4t.13 PoSmr -"4"-- 1 , It q 11 ., D:: PPM 1730 16P- 50-)cieb A44/2_ 0102t3t9 I Parr z- cr- Liu----eeko Pr f ' 5 D.- 414 . 9.e-GI— 4,1*k-91 Dr:94z_ v„ ......„ „, , ____ . Page 41 of 250 COMPANY PROJECT ell WoodWorks' SOFIWARF FOR WOOD OF.s,(;N Nov.6,2015 11:17 post 1 2nd floor Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Axial (Ecc. = 0.00") 5498 lbs Load2 Live Axial (Ecc. 0.00") 7730 lbs Self-weight Dead Axial 71 lbs Lateral Reactions (lbs): 9, CO p a o' A 9' Lumber Post, D.Fir-L, No.2,3-1/2"x9-1/2" Support: Non-wood;Bearing length=column width Total length:9.0'; Pinned base;Load face=width(b); Ke x Lb: 1.0 x 9.0=9.0[ft];Ke x Ld: 1.0 x 9.0=9.0[ft]; WARNING:this CUSTOM SIZE is not in the database.Refer to online help. WARNING:your custom section may be too thin to use the properties of this TIMBER database.Use a database containing LUMBER sizes instead. Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value Analysis/Design Axial fc = 400 Fc' = 455 fc/Fc' = 0.88 Axial Bearing fc = 400 Fc* = 1350 fc/Fc* = 0.30 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.337 1.000 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial ; LC #2 -= D+L, P = 13299 lbs D=dead L=Live S=snow W=wind I=impact Lr-roof live Lc-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Page 42 of 250 COMPANY PROJECT I WoodWorks® .SOFIWARF FON Woth)DF.S,GN Nov.6,2015 11:25 post 2 Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Axial (Ecc. = 0.00") 2354 lbs Load2 Live Axial (Ecc. = 0.00") 3398 lbs Self-weight _Dead Axial 41 lbs Lateral Reactions (lbs): 9' m tD VO Q' A 9' Lumber Post, D.Fir-L, No.2,4x6(3-1/2"x5-1/2") Support:Non-wood; Bearing length=column width Total length:9.0'; Pinned base; Load face=width(b);Ke x Lb: 1.0 x 9.0=9.0[ft];Ke x Ld: 1.0 x 9.0=9.0[ft]; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 301 For = 460 fc/Fc' = 0.65 Axial Bearing fc = 301 Fc* = 1485 fc/Fc* = 0.20 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.309 1.100 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D+L, P = 5793 lbs D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Page 43 of 250 COMPANY PROJECT di WoodWorks® sof 7WARE POR WOOD DESIGN Nov.6,2015 11:27 post 2 2nd floor Design Check Calculation Sheet WoodWorks Sizer 10.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Axial (Ecc. = 0.00") 4708 lbs Load2 Live Axial (Ecc. = 0.00") 6796 lbs Self-weight Dead Axial _ 54 lbs Lateral Reactions (lbs): s 9' p o 0' p 9' Lumber Post, D.Fir-L, No.2,4x8(3-1/2"x7-1/4") Support:Non-wood; Bearing length=column width Total length:9.0'; Pinned base; Load face=width(b);Ke x Lb: 1.0 x 9.0=9.0[ft];Ke x Ld: 1.0 x 9.0=9.0[ft]; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analxsis/Design Axial fc = 455 Fe' = 457 fc/Fc' = 1.00 Axial Bearing fc = 455 Fc* = 1417 fc/Fc* = 0.32 Additional Data: FACTORS: E/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.323 1.050 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.050 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D+L, P = 11558 lbs D-dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are Listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 0 .). (-I) . 1 qt1 4t> 4 4 (ID 4 ail 1 4 '4> I P 1 1 dhi,it tii:1414115tittLiiiiiillqii#10.W.±ctijitir vilisiiiKtra...4b _ (tEjw MSC jramaimerummmtgrAtil apt IIMMmriiims inrA.IlatImo ii-rffia qw 0 a , , wimariiim. 1. 4t.irmirigkopi ors=........" =wit wit% ,o, r,,,Ti,ar ,r-sr4w11/4 unimple,-.,-II IA...I- - Ny tio1111,-.441 ,..4 ita _ tormiret -A e; PqAir ,,, IirdlirWaitYeatikVilliiiii kildarilelitle16illg ti 4p 11,1111‘4111111111IIIIIIkatilklill INIMMVEU11.111111141" ' „ 114/11111111111111*,1911 Wififfl"...." , KAIrti ItO _ 1 011D liMill3 (IN 1 QD - '4fflrgi 6, II 13121 r 1 et I. ' c -"A -Adarirda4 riA'r illIPII 412k '42 .Nivritr= 9.4..' IF,. 0 PIIIIWAirkilavAvilo 714" g 14,12111111 VW C A' iiiniW Iv 141, illiffirar r Fri (2) 41. itillisims,ap 11C1111 ,' apiblism EAR 00 1111 ' t3 43144444 44P1DHIP114611:111 n I-Ill tat)IC ile"ri--.3 10 ) 1, 0 .villi i 1 I 1 D '411) 1 5.1 r . kt73 41.,,,. 1 la ). ImiMaimmitairmaam ammanommammim ma Il fill 1 al, 0 I 4P -' 1 '0> Ljal 411) , 5 G 2 0 1 0 ; ‘ 2 I 4 1 f) 1 I - A i 430 , 11, .. i If '146 C 0 it 1-1. z 1 1 pi 1 0, o 3,- ir 1 \t 0 P g r (ID t• 00 ' 0 a --- 0 0 unit- , OP,mmallilla 41W/11111% 410°;(1040.4111.4N.Aiiirw-p4rogro iiivit sger400041P. cii-ID 01 - 00 lib, Z 4?1 a i« I:gip para.Ii.01.2. ti _ . kiwi'al_INNeivii a) g 1 viriamir-- iimmaitasi ties;sint I ts = 8 Aft 1 li.J / 4r,, • 0 iiir „,.„L 8 13Pfr r tat 1 Apt /1171 01 ' ._„ ail up lo al) (ID Ex 1, qv j 4 1 4 .4 1 .M1111:0 11161, !UM- 1,4'" , 41, Framm—ff-tiak, V Aiiiiirradurr...nwrij 1 Affasidayptilizii,w viiimatiorliiiiiiii,Arsih. - , lIFF4,341teme immumer--- iipr--1-1-4P' 4t"iihi .,,A r2 ...Wit hi.r!-AN-st,„41E-Agait a enraimiwinelsi (iii) zeiliiimittviat - _ (t -itii- - 1 _ it?pi ,,41 Auf ausinik 1 4 41D 1 0 OSZ Jo trI7 ebecil /g = 4 ❑ Main Office CLIENT: 6969 SW Hampton St. Page 45 of 25&E / Portland,Oregon 97223 503-624-7005 PROJECT: h ❑Central Oregon AN745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97701 541-383-1828 FROELICH ❑Denver Office DATE: 12303 Airport Way,Suite 200 ENG!N E E R S a Broomfield,Colorado 80021 /LLj, f www,froelieh-engineers.corn 720-560-2269 BY: l f `* f- SD-2,fr) Dr.53 1t 1 , ' . gtibluz : I, Ji ., id a W.S hr.*/ 4,49 _,,;.,,w,,,,w.....,3., / ' kitiot i 1 lige. 9)4A47#/ / #s Ws. 12 bvtiteSrem.c rS A. .. I jiC 3 314N-3- i I_ i 1 aft 16,60. 9A4 4,467,11/ ` '7 ❑Main Office CLIENT: 6969 SW Hampton St. Page 46 of 2 E Portland,Oregon 97223 ' 503-624-7005 PROJECT: ❑Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER: a p Bend,Oregon 97701 541-383-1828 F R O E L I C H ❑Denver Office DATE: 12303 Airport Way,Suite 200 E N G I N E E R S Broomfield,Colorado 80021 W fr�ellc6-en .E: ecrs.tona 720-560-2269 BY: t 74.--sc2s-psf) 9,5 1�" (1D----1,6, Page 47 of 250 fit COMPANY PROJECT WoodWorks' SOFTWARE FOR WOOD DESIGN Nov.28,2015 09:33 RHDR1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 20.00(15.50)* No Load2 Snow Full Area 25.00(15.50)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in): 0 r-6- Dead 1199 Live 1453 1199 Total 2652 1453 Bearing: 2652 LC number 2 Length 1,00 2 1.00 Timber-soft, D.Fir-L, No. 1,6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-11C; Analysis vs.Allowable Stress(psi)and Deflection(in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 80 Fir' = 195 fv/Fv' = 0.41 Bending(+) fb = 1157 Fb' = 1380 fb/Fb' = 0.84 Live Defl'n 0.09 = <L/999 0.25 = L/360 0.36 Total Defl'n 0.16 = L/552 _ 0.38 = L/240 0.43 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1200 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+): LC# 2 = D+S, M = 4973 lbs-ft Shear : LC# 2 = D+S, V = 2652, V design = 2210 lbs Deflection: LC# 2 = D+S EI= 309e06 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 48 of 250 COMPANY PROJECT tit WoodWorks® SOF(WARf FOR WOOD 1)f.Sit'N Nov.28,2015 09:40 RHDR2 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 20.00(14.50)* No Load2 Snow Full Area 25.00(14.50)*, No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : f b l� 1 nr d,. ,aJi.r 0' 13 3' Dead 444 Live 544 444 Total 988 544 Bearing: 988 LC number 2 Length 1.00 2 1.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 35 Fv' = 207 fv/Fv' -- 0.17 Bending(+) fb = 290 Fb' = 1488 fb/Fb' = 0,19 Live Defl'n 0.00 = <L/999 0.10 = L/360 0,03 Total Defl'n 0.01 = <L/999 0.15 L/240 0,04 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fb'+ 1000 1.15 1.00 1.00 0.995 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 1.80 1.15 1.00 1.00 - - - - 1.00 1,00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1,00 - 2 Bending(+) : LC# 2 = D+S, M = 741 lbs-ft Shear : LC# 2 = D+S, V = 988, V design = 590 lbs Deflection: LC# 2 = D+S ET= 189e06 Ib-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D-dead L=live S=snow W=wind T=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, Page 49 of 250 COMPANY PROJECT lit WoodWorks® SOFTWARE FOR WOOD DESIGN Nov.28,2015 09:44 RHDR3 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 20.00(17.00)* No Load2 Snow Full Area 25.00(17.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : 0' 6' Dead 1038 Live 1275 1038 1275 Total 2313 Bearing: 2313 LC number 2 Length 1.06 2 1.06 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 109 Fv' = 207 fv/Fv' = 0.53 Bending(+) fb = 1358 Fb' = 1481 fb/Fb' = 0.92 Live Defl'n 0.07 = <L/999 0.20 = L/360 0.33 , Total Defl'n 0.12 = L/605 0.30 = L/240 0.40 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.15 1.00 1.00 0.990 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - 1.00 1,00 1.00 2 Fcp' 625 - 1.00 1,00 - _ - 1.00 1.00 E' 1.7 million 1,00 1,00 - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 3470 lbs-ft Shear : LC# 2 = D+S, V = 2313, V design = 1847 lbs Deflection: LC# 2 = D+S EI= 189e06 lb-int 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 50 of 250 COMPANY PROJECT 1 WoodWorks® SOFTWARE FOR WOOL)Of SIGN Nov.28,2015 09:54 RHDR4 Design Check Calculation Sheet Sizer2004a LOADS (ibs,psf,or pif Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loads Dead Full Area 20.00(12.00)* No Load2 Snow _Full Area 25.00(12.00)*, No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 0' 3' Dead 369 369 Live 450 450 Total 819 819 Bearing: LC number 2 2 Length 1.00 1.00. Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 29 Fv' = 207 fv/Fv' = 0.14 Bending(+) fb = 240 Fb' = 1488 fb/Fb' = 0.16 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.03 Total Defl'n 0.01 = <L/999 0.15 = L/240 0.04 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.15 1.00 1.00 0.995 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - 1.00 1.00 1.00 2 Fop' 625 - J..00 1.00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 614 lbs-ft Shear : LC# 2 = D+S, V = 819, V design = 489 lbs Deflection: LC# 2 = D+S EI= 189e06 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, Page 51 of 250 fit COMPANY PROJECT WoodWorks® SOFTWARE FOR WOOF)DESIGN Nov.28,2015 09:57 RHDR5 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location fft] Pat- Start End Start End tern Loadl Dead Full Area 20.00 (8.50)* No Load2 Snow Full Area 25.00 (8.50)* No *Tributary Width (ft} MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : • 0' 6' Dead 528 Live 637 528 Total 1166 637 Bearing: 1166 LC number 2 Length 1.00 2 1.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NOS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 55 Fv' = 207 fv/Fv' = 0.27 Bending(+) fb = 684 Fb' = 1481 fb/Fb' = 0.46 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.16 Total Defl'n 0.06 = <L/999 0.30 = L/240 0.20 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fb'+ 1000 1.15 1.00 1.00 0.990 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 1748 lbs-ft Shear : LC# 2 = D+S, V = 1166, V design = 931 lbs Deflection: LC# 2 = D+S EI= 189e06 lb-int 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 52 of 250 COMPANY PROJECT 11 WoodWorks® SOFTWARE FOR WOOD DESIGN Nov.28,2015 10:02 RB1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 20,00 (6.00)* No Load2 Snow Full Area 25.00 (6.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 10' 14`-6" Dead 503 1325 Live 598 1577 Total 1101 2902 Bearing: LC number 2 2 0 Length 1.00 1.00 0.00 Cb 1.00 1.39 0.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 88 Fv' = 207 fv/Fv ' = 0.43 Bending(+) fb = 859 Fb' = 1478 fb/Fb' = 0.58 Bending(-) fb = 1094 Fb' = 1485 fb/Fb' = 0.74 Deflection: Interior Live 0.09 = <L/999 0.33 = L/360 0.28 Total 0.17 = L/710 0.50 = L/240 0,34 Cantil. Live 0.02 = <L/999 0.30 = L/180 0,07 Total 0.04 = <L/999 0.45 = L/120 0.09 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.15 1.00 1.00 0.989 1.300 1.00 1,00 1.00 1.00 - 2 Fb'- 1000 1.15 1.00 1.00 0.993 1.300 1.00 1,00 1,00 1.00 - 2 Fv' 180 1.15 1,00 1.00 - - - 1,00 1,00 1.00 2 Fcp' 625 - 1,00 1,00 - - - - 1,00 1,00 - E' 1.7 million 1,00 1.00 -- - - - 1.00 1,00 - 2 Bending(+) : LC# 2 = D+S, M = 2194 lbs-ft Bending(-) : LC# 2 = D+S, M = 2795 lbs-ft Shear : LC# 2 = D+S, V = 1660, V design = 1493 lbs Deflection: LC# 2 = D+S E1= 189e06 lb-int 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 53 of 250 COMPANY PROJECT i WoodWorks® sOf7WARf FOR WOOD Of SIGN Nov.28,2015 10:04 RB2 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area + 20.00 (6.00)* No Load2 Snow Full Area 25.00 (6.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : LL 0' 7' 9'-6" Dead 385 812 Live 458 967 Total 843 1779 Bearing: LC number 2 2 0 Length 1.00 1.00 0.00 Cb 1.00 1.86 0.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs. Allowable Stress(psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 55 Fv' = 207 fv/Fv' = 0,26 Bending(+) fb = 504 Fb' = 1482 fb/Fb' = 0.34 Bending(-) fb = 338 Fb' = 1493 fb/Fb' = 0.23 Deflection: Interior Live 0.03 = <L/999 0.23 = L/360 0.13 Total 0.05 = <L/999 0.35 = L/240 0.16 Cantil. Live 0.02 = <L/999 0.17 -= L/180 0.10 Total 0.03 L/941 0.25 = L/120 0.13 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.15 1.00 1.00 0.991 1.300 1.00 1.00 1.00 1.00 - 2 Fb'- 1000 1.15 1.00 1.00 0.999 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - 1.00 1,00 1.00 2 Fcp' 625 - 1.00 1.00 - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1,00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 1287 lbs-ft Bending(-) : LC# 2 D+S, M = 863 lbs-ft Shear : LC# 2 = D+S, V = 1089, V design = 923 lbs Deflection: LC# 2 - D+S EI= 189e06 lb-int 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. p cr) T r„,....,-, ( I l'4 I , , /5 I , . . 1 rfA At*irk ' ' *MA " 4126, fill ilDi I 1 Ark ilth Irk , *M",we • - -- TWE,,,,,,, ' ' 'T'l — _a •---W**STIST44:156*/**C1164kf *'** EINE.1 rt. *II-- " ,a,-— 44.H- a—-—a 141 r- ,waT.moisx, 44."—is .. :10:643 100 000 n 0* WI/J ...,i •al a, r* illE PAZ PAMAIDS "LT ii 41111` '' •- .(r4 . ' t, ___ _ . _ , ......4. •tkr - 1 Ri, •- 0- ......_— L 'I. ,..- . ... dik..,......_ T404°'.1. Toro-----vwton. ,1 r", ,e 1 . 111 ' ---7.1:-- . , §. --!-- fr --- -- ---- -- . .. __............_ . Ant t I ---- JAI i .I. A% . 41. I. "r= oinh Ma , FEMEGO vi (4i ..ArT7 1 4.4 P 4,Z44.414ii ,./ . , d(' V I , 1 4'1040 OWE NE 401, t A..*.v„tr t 1 i NO' V t TYE *yr, t : t404(E 20. II AllEIELI '' 4014 .4,,, i•Lil e ,,*'''' ., ,...„, • „.,'="T G • 4 I::7 1 4 13%4E6 Ir ' .,.L.1 ....., ittk ,‘,....:;,.-.. --1 =, r, . „..7..,..-.d,",..,si.30,.... 1 TZ/,..n. 111 te"'IL r.,"4131, _ i„IrA* :1 4 I 444 r.r..i 4 i.- =Tv= .1,-,F.! N::::0 , . •,...,-.... :::—... - Lr , ...__ .SO ar OC EA.WAY ..31 AM 3,3,3„3 not . —aa E. _ L.......---, r- ,...i TYP 1 rEsEla 3 3. " 1** „ik,1 3 --A 3 , 3 , , 'r... 3 .....,,.1011k 1 * r-4 )1 AU T '2' -- -- -- -- AI ' i b ...-4.I° nII7 I r'l* • • ,- ' , f 'i 4101k , 1 i 1 —t—' •,16044;71 tioi.vi.1. O i 1 -,...;; . ta WItE4a- , al , TVS I'VI. E I ---I-- I ' 11 .4,1. I 4. • . . AI& p- 1 ,t • • * ,o, AIX t i =7 • I Tzg w , 1 1-1..._ ........ __ , ........ i — — v= 1 fill .: 1::', .-- $ 1 • Aft 4 i • • V L 8 , 148, , , 4 0, . . -..$ r---7 ---, 4,...- III I -I-=7' 8,84,8 . „...... . 1 , ilak, I 4 a. .4-- L, ....., .) Ai, i Aft L .... ....- '...j N.I., I no rilUa, 1,--J Nr,, t -Ma AM ' — Ar 11 i .0 Pol=0. ,:::,4<ze-% , (;) - ..-, ,... .„ '47:21 .- .... ,..4.-) , 1 n7 ' ALL PERIMETER WALL rn 1.1 ,,,,,,,,,,-,,:,,,,,a • Lia- L,,..„7 • ,,,,,..ov,"",*,,,,, i ,,,,-7i :lila -4-, , 711 PERIMETER WALL FOOTINGS TYE t,;,/ 1 ,.A.. 1 I 1 0. 1. 1 . ., , It #vd, .--- : WI EE24.0GEAGH WAY. ME I A. V I , .. ... I' , I4 I W ' „ V ,, AU 4. * 4I Oh Mk Ail . ' A Alli, t= :OgliAi - . i 117 ," 4 a , ,, ,r,„, w , ........... , ...,... 11:3 a ,., , .._,..,.._ ., 0 — . .!--- = - . VT'4.4' * U—-— —— 41124 Ei9 Aii 1.72 v..ron..tolf .. . irliv L.*. ,,„miii,„),"Olt 30- Ii, 0;,, (9 T.,,,,,, V"' ,„...AL V Z...«,,.' R0.4*.skti * WO V c AVIIIIIIIIIRO* , ,--- 1111141 '''' "tP ra v. 41110. ,./.;.,_ AFIE_A C,..! IT . .EID f,";414 AL LI,L"ER!—R ___._i__„,„.............2.0.,07„ts,..,,, ...,'4 . . sr .., .t •...t 1 rmy .. ro 1 ril 1 I i I a) i 1 i i N I , t i i Cri (-7- , 7111II„1711N9 Al-PQNNNATIION PLAN ..s...5,TE...;%''"'''''"' 0 ••••Pt 1\3 CFI 0 Title Block Line 1 Project Title: Page 55 01f 25Q: You can change this area Eraiec I using the"Settings"menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6 Printed 27 OCT 20157.41AM General Footing File i:12oi5utBZ2ft- gEttE 7A4YCrF1FIT491CTAdYG-#EC6 LiC.#:KW-06002304 ENERCALC,INC.1983-2018,Build:6.15.t0;6;Ver:6.15.10.6 Licensee: FROELICH CONSULTING ENGINEERS Description: Buidling Al Ftg l Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 � .. Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 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 below soil surface = Analysis Settings Footing base depth 0.0 ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= 0,0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 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= 0.0 ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 0.0 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thicknes = 10.0 in Pedestal dimensions... X px:parallel to X-X Axis - 0.0 in N pz:parallel to Z-Z Axis = 0,0 in Height = 0.0 in m Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in CD }s- ReinforcingII 2 W Bars parallel to X-X Axis Number of Bars 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars - 3 �. . ReinforcingBarSizf = :4, r I P # 4 i "4 4 3_#4Bats ` Bandwidth Distribution Check (ACI 15.4.4.2) :,Y f ,�,o c c Secfon ook,i g!o-7 � `A,:1 Direction Requiring Closer Separation n/a se�ta� oolong #Bars required within zone n/a #Bars required on each side of zone n/a _A rplied_Loads _ D _._. Lr L P:Column Load S -- W E H 6.40 0.0 7.560 0.0 0.0 ._ _. .w. 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0:0 0.0 0.0 0.0 0.0 0.0 k Title Block Line 1 Project Title: Pa a 56 You can change this area Engineer: g 101 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6_,. Printed:27 OCT 2015,7;AlAM General Footing File= 2oiiiiii� Ec6csaxe= iAARrc-F.E Lic.#:KW-06002304 ENERCALG,INC.1963-2015.Build:6.15.10.6,Vec6.15.10.6 Licensee:FROELICH CONSULTING ENGINEERS Description: Buidling Al Ftg l DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0,9416 Soil Bearing 2.354 ksf 2.50 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 0.3384 Z Flexure(+X) 2.472 k-ft 7.306 k-ft +1,20D+0.50Lr+1,60L+1 60H PASS 0.3384 Z Flexure(-X) 2.472 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3384 X Flexure(+Z) 2.472 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3384 X Flexure(-Z) 2.472 k-ft 7.306 k-ft +1,20D+0,50Lr+1,60L+1.6QH PASS 0.3057 1-way Shear(+X) 25.112 psi 82.158 psi +1.20D+0,50Lr+1,60L+1.60H PASS 0.3057 1-way Shear(-X) 25.112 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3057 1-way Shear(+Z) 25.112 psi 82.158 psi +1.20D+0.5QLr+1.60L+1.60H PASS 0.3057 1-way Shear(-Z) 25.112 psi 82,158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.5806 2-way Punching 95.405 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results of Bearing Rotation Axis& Actual Solt Bearing Stress Actual___I AllowAllow able Load Combination... Gross Allowable Xecc Zecc Bottom, Z Tod +ZLeftX Ritht +X Ratio X-X,+D+1-1 2.50 n/a 0.0 1.145 1.145 n/a n/a _...w__._ 0,458 X-X,+D+i-+H 2.50 n/a 0.0 2.354 2.354 n/a n/a 0.942 X-X.+D+Lr+H 2.50 n/a 0,0 1.145 1.145 n/a n/a 0,458 X-X,+D+S+H 2.50 n/a 0.0 1.145 1.145 n/a n/a 0.458 X-X,+D+0.750Lr+0.750L+H 2.50 n/a 0,0 2.052 2.052 n/a n/a 0.821 X-X.+D+0.750L+0,750S+H 2,50 n/a 0,0 2.052 2.052 n/a n/a 0.821 X-X,+D+0.60W+H 2,50 n/a 0.0 1.145 1.145 n/a n/a 0.458 X-X.+D+0.70E+H 2.50 n/a 0,0 1.145 1.145 n/a n/a 0.458 X-X.+D+0,750Lr+0,750L+0.450W+H 2.50 n/a 0,0 2.052 2.052 n/a n/a 0.821 X-X.+D+0.750L+0.7505+0.450W+H 2.50 n/a 0.0 2.052 2.052 n/a n/a 0.821 X-X,+D+0.750L+0,750S+0.5250E+H 2.50 n/a 0.0 2.052 2.052 n/a n/a 0.821 X-X.+0.60D+0,60W+0.60H 2.50 n/a 0.0 0.6869 0.6869 n/a n/a 0,275 X-X.+0.60D+0.70E+0.60H 2.50 n/a 0,0 0.6869 0.6869 n/a n/a 0.275 Z-Z.+D+H 2.50 0,0 n/a n/a n/a 1.145 1.145 0.458 Z-Z,+D+L+H 2.50 0,0 n/a n/a n/a 2.354 2.354 0.942 Z-Z,+D+Lr+H 2.50 0.0 n/a n/a n/a 1.145 1.145 0.458 Z-Z.+D+S+H 2.50 0,0 n/a n/a n/a 1.145 1.145 0.458 Z-Z,+D+0.750Lr+0,750L+H 2.50 0,0 n/a n/a n/a 2.052 2.052 0.821 Z-Z.+D+0.750L+0.750S+H 2.50 0,0 n/a n/a n/a 2.052 2.052 0.821 Z-Z,+D+0.60W+H 2.50 0,0 n/a n/a n/a 1.145 1.145 0.458 Z-Z,+D+0.70E+H 2.50 0,0 n/a n/a n/a 1.145 1.145 0.458 Z-Z,+D+0,750Lr+0.750L+0.450W+H 2.50 0,0 n/a n/a n/a 2.052 2.052 0.821 Z-Z.+D+0,750L+0.7505+0.450W+H 2.50 0,0 n/a n/a n/a 2.052 2.052 0.821 Z-Z.+D+0.750L+0.7505+0.5250E+H 2.50 0,0 n/a n/a n/a 2.052 2.052 0.821 Z-Z,+0.60D+0.60W+0.60H 2.50 0,0 n/a n/a n/a 0.6869 0.6869 0.275 Z-Z,+0.600+0.70E+0.60H 2.50 0,0 n/a n/a n/a 0.6869 0.6869 0.275 Title Block Line 1 Project Title: Engineer: Page 57 ofProject 25fD0 You can change this area using the'Settings'menu item Project Descr: and then using the'Printing& Title Block'selection. Title Block Line 6 Printed:27 OCT 2015 8 07AM General Footing isv1tezcrrc,nac-F+ rr,- E tNER AL ,)NC.1 63201 ,Buira;fils.t�k ver ,te,ia.6 Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Buidling Al Ftg 2 Code References —Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Soil Design Values Material Properties fc:Concrete 28 day strength - 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi BBy FootiWeig = No Ec:Concrete Elastic Modulus - 3,122.0 ksi Soil Increase Passivearinge Resistance(for on Sliding)ht = 250.0 pct Concrete Density - 145.0 pct Soil/Concrete Friction Coeff. = 0.30 9 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 deptf= 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 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 2.50 ft Width parallel to X-X Axis = Length parallel to Z-Z Axis = 2.50 ft Z Footing Thicknes = 10.0 in Pedestal dimensions... X px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Height - in m Rebar Centerline to Edge of Co_ncrete., at Bottom of footing 3.0 in • __ II Reinforcing 2;;„ �, _--___, Bars parallel to X-X Axis Number of Bars - 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis ,7,4%,:;217,, 3.0 Number of Bars = .. „,. Reinforcing Bar SizF # 4 , •,4 s �4a0e7 Bandwidth Distribution Check (ACI 15.4.4.2) " , f~, Direction Requiring Closer Separation n/a #Bars required within zonen/a #Bars required on each side of zone n/a Applied Loads Q Lr... L S w E H Column Load = 5.410 6.360 k OB:Overburden = ksf M-xx = M-zz = k-ft V-x k k-ft V-z = k Title Block Line 1 Project Title: Page 58 of 250 You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the Printing& Title Block"selection. Otte Block Line 6Printed:27 OCT 2015,8:07AM General Footing Re=trta1 -. c c� n'c r l-s► m C-FIC6 ENERCALC,INC.1983-2015,Build:6.15.10.6,Ver.6.15.10.6 Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: Buidling Al Ftg 2 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8016 Soil Bearing 2.004 ksf 2.50 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 0.2852 Z Flexure(+X) 2.084 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2852 Z Flexure(-X) 2.084 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2852 X Flexure(+Z) 2.084 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2852 X Flexure(-Z) 2.084 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2576 1-way Shear(+X) 21.166 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2576 1-way Shear(-X) 21.166 psi 82.158 psi +1.20D+0.50Lr+1,60L+1.60H PASS 0.2576 1-way Shear(+Z) 21.166 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2576 1-way Shear(-Z) 21,166 psi 82.158 psi +1.20D+0.50Lr+1,60L+1.60H PASS 0.4894 2-way Punching 80.411 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress ._.._. Actual/Allowable Load Combination Gross Allowable Xecc Zecc Bottom, Z T +Z Left X Wit,+X Ratio X-X.+D+H 2.50 n/a 0.0 0.9864 0.9864 n/a n/a 0.395 X-X.+D+L+H 2.50 n/a 0.0 2.004 2.004 n/a n/a 0.802 X-X.+D+Lr+H 2.50 n/a 0.0 0.9864 0.9864 n/a n/a 0,395 X-X,+D+S+H 2.50 n/a 0.0 0.9864 0.9864 n/a n/a 0.395 X-X,+D+0.750Lr+0.750L+H 2.50 n/a 0.0 1.750 1.750 n/a n/a 0.700 X-X.+D+0,750L+0.750S+H 2.50 n/a 0.0 1.750 1.750 n/a n/a 0.700 X-X,+D+0.60W+H 2.50 n/a 0.0 0.9864 0.9864 n/a n/a 0.395 X-X.+D+0,70E+H 2.50 n/a 0.0 0.9864 0.9864 n/a n/a 0.395 X-X,+0+0.750Lr+0.750L+0.450W+H 2.50 n/a 0.0 1.750 1.750 n/a n/a 0.700 X-X.+D+0.750L+0.7505+0.450W+H 2.50 n/a 0.0 1.750 1.750 n/a n/a 0.700 X-X.+D+0,750L+0,750S+0.525QE+H 2.50 n/a 0,0 1.750 1.750 n/a n/a 0.700 X-X.+0.60D+0.60W+0.60H 2.50 n/a 0.0 0.5919 0.5919 n/a n/a 0.237 X-X.+0.600+0.70E+0.60H 2.50 n/a 0.0 0.5919 0.5919 n/a n/a 0.237 Z-Z.+D+H 2.50 0,0 n/a n/a n/a 0.9864 0.9864 0.395 Z-Z,+D+L+H 2.50 0,0 n/a n/a n/a 2.004 2.004 0.802 Z-Z,+D+Lr+H 2.50 0,0 n/a n/a n/a 0.9864 0.9864 0.395 Z-Z.+D+5+1-1 2.50 0,0 n/a n/a n/a 0.9864 0.9864 0.395 Z-Z.+D+0.750Lr+0.750L+H 2.50 0,0 n/a n/a n/a 1.750 1.750 0.700 Z-Z.+D+0.750L+0.750S+H 2.50 0.0 n/a n/a n/a 1.750 1.750 0.700 Z-Z.+D+0.60W+H 2.50 0.0 n/a n/a n/a 0.9864 0.9864 0.395 Z-Z.+D+0.70E+H 2,50 0,0 n/a n/a n/a 0.9864 0.9864 0.395 Z-Z,+D+0.750Lr+0.750L+0,450W+H 2.50 0.0 n/a n/a n/a 1.750 1.750 0.700 Z-Z.+D+0.750L+0.7505+0.450W+H 2.50 0.0 n/a n/a n/a 1.750 1.750 0.700 Z-Z,+D+0.750L+0.7505+0.5250E+H 2.50 0.0 n/a n/a n/a 1.750 1.750 0.700 Z-Z,+0.60D+0.60W+0.60H 2.50 0,0 n/a n/a n/a 0.5919 0.5919 0.237 Z-Z,+0.60D+0.70E+0.60H 2.50 0,0 n/a n/a n/a 0.5919 0.5919 0.237 Title Block Line 1 Project Title: Page 59 of 250 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 PGeneral Footing , Flip L120t51t e * INCet note tr EC L � :K . ''..,t 10. 1 '6t 11,6 Lic.#: KW-06002304 Licensee : FROELICH CONSULTING ENGINEERS Description: Buidling Al Ftg 3 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 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 = 0.50 Shear = 0.750 Increases based on footingDepth Analysis Settings of Min Steel%Bending Reinf. - Footing base depth below soil surface = 0.0 ft Min Allow%Temp Reinf. = 0.00180 Allowable pressure increase per foot of deptl= 0.0 ksf Min.Overturning Safety Factor = 1.0 :1 when footing base is below = 0.0 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= 0.0 ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater# 0.0 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thicknes = 10.0 in Pedestal dimensions,.. c X px:parallel to X-X Axis - 0.0 in �, pz:parallel to Z-Z Axis z0.0 in Height = 0.0 in m Rebar Centerline to Edge of Concrete.. m at Bottom of footing = 3.0 in ,%44 AD i II Reinforcing �w. w Bars parallel to X-X Axis Number of Bars = 3.0 , Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 ""' , """ Reinforcing BarSizc = # 43-04Ears 344 - Direction Requiring Closer Separation n/a �' .e Bandwidth Distribution Check (ACI 15.4.4.2) .. #Bars required within zone n/a #Bars required on each side of zone n/a AA plied Loads 0 Lru_ __..._�. L ._u S W E H P:Column Load _ 1.470 0.0 3.380 0.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0,0 0.0 0.0 0.0 ksf M-xx 0.0 0.0 0.0 0.0 0.0 0.0 0,0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft = 0.0 0.0 0.0 0.0 0.0 0.0 0,0 k V-z 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Title Block Line 1 Project Title: Page 60 of 250 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:27 OCT 201S,8 87AM General FQotln =0 31511. PiEHrl r c- rr¢ a c-CEOS ilve 1 :�; +� s ,sas.tversas.li>G.. Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Buidling Al Ftg 3 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.5332 Soil Bearing 1.333 ksf 2.50 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 0.09903 Z Flexure(+X) 0.8965 k-ft 9.053 k-ft +1.20D+0.50Lr+1,60L+1.60H PASS 0.09903 Z Flexure(-X) 0.8965 k-ft 9.053 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.09903 X Flexure(+Z) 0.8965 k-ft 9.053 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.09903 X Flexure(-Z) 0.8965 k-ft 9.053 k-ft +1.20D+0,50Lr+1.60L+1.60H PASS 0.1126 1-way Shear(+X) 9.250 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1126 1-way Shear(-X) 9.250 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1126 1-way Shear(+Z) 9.250 psi 82.158 psi +1.20D+0.50Lr+1.60L+1,60H PASS 0.1126 1-way Shear(-Z) 9.250 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2026 2-way Punching 33.299 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis 8 Actual SoliBearing Stress Antal t Allowable Load Combination... Gross Allowable Xecc Zecc Bottom, Z Top,+Z Left,-X Right+X Ratio X-X,+D+H 2.50 n/a 0.0 0.4883 0.4883 n/a n/a 0.195 X-X.+D+L+H 2.50 n/a 0.0 1.333 1.333 n/a n/a 0.533 X-X,+D+Lr+H 2.50 n/a 0.0 0.4883 0.4883 n/a n/a 0.195 X-X,+D+S+H 2.50 n/a 0,0 0,4883 0.4883 n/a n/a 0.195 X-X,+D+0.750Lr+0,750L+H 2.50 n/a 0,0 1.122 1.122 n/a n/a 0.449 X-X,+D+0.750L+0.750S+H 2.50 n/a 0.0 1.122 1.122 n/a n/a 0.449 X-X,+D+0.60W+H 2.50 n/a 0.0 0.4883 0.4883 n/a n/a 0.195 X-X.+D+0.70E+H 2.50 n/a 0.0 0.4883 0.4883 n/a n/a 0.195 X-X,+D+0.750Lr+0,750L+0.450W+H 2.50 n/a 0.0 1.122 1.122 n/a n/a 0.449 X-X,+D+0.750L+0.750S+0.450W+H 2.50 n/a 0.0 1.122 1.122 n/a n/a 0.449 X-X,+D+0.750L+0.7505+0.5250E+H 2.50 n/a 0.0 1.122 1.122 n/a n/a 0.449 X-X.+0.60D+0.60W+0.60H 2.50 n/a 0.0 02930 0.2930 n/a n/a 0,117 X-X,+0.60D+0.70E+0.60H 2.50 n/a 0.0 0.2930 0.2930 n/a n/a 0,117 Z-Z,+D+H 2.50 0.0 n/a n/a n/a 0.4883 0.4883 0.195 Z-Z.+D+L+H 2.50 0.0 n/a n/a n/a 1.333 1.333 0.533 Z-Z.+D+Lr+H 2.50 0,0 n/a n/a n/a 0.4883 0.4883 0,195 Z-Z,+0+5+H 2.50 0,0 n/a n/a n/a 0.4883 0.4883 0.195 Z-Z,+D+0,750Lr+0.750L41 2.50 0.0 n/a nla n/a 1.122 1.122 0.449 Z-Z,+D+0.750L+0.750S+H 2.50 0,0 n/a n/a n/a 1.122 1.122 0.449 Z-Z.+D+0.60W+FI 2.50 0,0 n/a n/a n/a 0.4883 0.4883 0.195 Z-Z,+D+0.70E+H 2.50 0.0 n/a n/a n/a 0.4883 0.4883 0.195 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.50 0,0 n/a n/a n/a 1.122 1.122 0.449 Z-Z,+D+0.750L+0.750S+0.450W+H 2.50 0.0 n/a n/a n/a 1.122 1.122 0.449 Z-Z.+D+0.750L+0.750S+0,5250E+H 2.50 0,0 n/a n/a n/a 1.122 1.122 0.449 Z-Z,+0.60D+0.60W+0.60H 2.50 0.0 n/a n/a n/a 0.2930 0.2930 0.117 Z-Z.+0.60D+0.70E+0.60H 2.50 0,0 n/a n/a n/a 0.2930 0.2930 0.117 Title Block Line 1 Project Title: Page 61 n p(� You can change this area Engineer: g P 1 . using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Black Line 6 Printed.27 OCT 2015,2 25P ile120151Lz2K-DEHTE6- 1C7AXC-FIFTP28-91C7AYC-F.EC6a Footihg ENERCALC,INC 1983-2015 Build:&l510.6,Ver.6.15.14.6 Lic.#:KW-06002304 Licensee :FROELICH CONSULTING ENGINEERS Description: Building Al-FtG 4 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 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 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 below = ft 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 Widt = 1.50 ft Footing Thicknes = 12.0 in Bars along X-X Axis Wall Thickness = 6.0 in Rebar Centerline to Edge of Concrete.. #of Bars in 12"Width _ 2 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in : IOaU err A ,"_.._.,_ Fx off. 7,- . :.,.;; .f4,".`+z Applied Loads D Lr ... .. L S W E H P:Column Load _ 2.028 1.280 0.6750 k OB:Overburden = ksf Vx _ M-zz = k k-ft Vx applied = in above top of footing DESIGN SUMMARY Design OK Mm Ratio Item Applied Capacity Governing Load Combination PASS 0.9898 Soil Bearing 2.475 ksf 2.50 ksf +D+0,750L+0.750S+0.5 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 0.01808 Z Flexure +X p PASS 0.007193 Z Flexure(-X) 0.1684 k-ft 23.414 k-ft +1 +0 90D+E+0.90H+1 PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a Title Block Line 1 Project Title: Page 62 You can change this area Engineer: g Q1pi using the"Settings"menu item Project Descr: and then using the Printing& Title Block"selection. Title Block Line 6 ..._ _ Printed.27 OCT 2015,2'25PM W1U FOOL- File=t1201511L8Z2K-DlEHTEC6-41C7A4YC-FIFITP28-91C7A4YC-F.EC6 -1 ENERCALC,INC.1983-2015 Build:6.15.10.6,Ver.615.10.6 Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Building Al-FtG 4 Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z •X -X Ratio +D+H 2,50 ksf 0.0 in +D+L+H 2,50 ksf 0.0 in 2.350 ksf 2.350 ksf 0.599 +D+Lr+H 2.50 ksf 0.0 in 2.350 ksf 2.350 ksf 0.940 p+S+H 1.497 ksf 1.497 ksf 0.599 2.50 ksf 0.0 in 1.947 ksf 1.947 ksf 0.779 +D+0.750Lr+0.750L+H 2.50 ksf 0.0 in 2.137 ksf 2.137 ksf 0.855 +D+0,750L+0.750S+H 2,50 ksf 0.0 in 2.475 ksf 2.475 ksf 0.990 ,+D+0.60W+H 2.50 ksf 0,0 in 1.497 ksf 1.497 ksf 0.599 .+D+0,70E+H 2.50 ksf 0.0 in 1.497 ksf 1.497 ksf 0.599 +D+0.750Lr+0.750L+0.450W+H 2,50 ksf 0.0 in 2.137 ksf 2.137 ksf 0.855 ,+D+0.750L+0.7505+0.450W+H 2.50 ksf 0.0 in 2.475 ksf 2.475 ksf 0.990 .+0+0.750L+0.7505+0.5250E+H 2.50 ksf 0.0 in 2.475 ksf 2.475 ksf 0.990 .+0.600+0.60W+0.60H 2.50 ksf 0.0 in 0.8982 ksf 0.8982 ksf 0.359 +0.60D+0.70E+0.60H 2,50 ksf 0,0 in 0.8982 ksf 0.8982 ksf 0.359 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... SlidingForce ResistingForce SlidingSafe Ratio 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 To ? in^2 inA2 in^2 _ k-ft_ Status .+1.40D+1.60H 0.262 -X Bottom 0.2592 Min Temo% mm ^mmN 0.62 W._____ 23.414 OK +1.40D+1.60H 0.262 +X Bottom 0.2592 Min Temo% 0.62 23.414 OK +1,200+0.5OLr+1,60L+1.60H 0.3952 -X Bottom 0.2592 Min Tema% 0.62 23.414 OK .+1.20D+0.50Lr+1.60L+1,60H 0.3952 +X Bottom 0.2592 Min Temo% 0.62 23.414 OK ,+1.20D+1.60L+0.50S+1.60H 0.4233 -X Bottom 0.2592 Min Temo% 0.62 23.414 OK .+1.20D+1.60L+0.505+1.60H 0.4233 +X Bottom 0.2592 Min Tema% 0.62 23.414 OK .+1.20D+1.60Lr+0.50L+1.60H 0,2779 -X Bottom 0.2592 Min Temo% 0.62 23.414 OK ,+1.20D+1.60Lr+0.50L+1.60H 0,2779 +X Bottom 0.2592 Min Temp% 0.62 23.414 OK +1.20D+1.60Lr+0.50W+1.60H 0.2246 -X Bottom 0.2592 Min Temo% 0,62 23.414 OK +1.20D+1.60Lr+0.50W+1.60H 0.2246 +X Bottom 0.2592 Min Temo% 0.62 23.414 OK +1,23D+0.50L+1.605+1,60H 0.3679 -X Bottom 0.2592 Min Tema% 0.62 23.414 OK +1.20D+0.50L+1.605+1.60H 0.3679 +X Bottom 0.2592 Min Tema% 0.62 23.414 OK .+1.20D+1,605+0,50W+1.60H 0.3146 -X Bottom 0.2592 Min Temo% 0.62 23.414 OK ,+1.20D+1,605+0.50W+1.60H 0.3146 +X Bottom 0.2592 Min Tema% 0.62 23.414 OK ,+1.20D+0.50Lr+0.50L+W+1.60H 0.2779 -X Bottom 0.2592 Min Tema% 0.62 23.414 OK ,+1.20D+0.50Lr+0.50L+W+1.60H 0.2779 +X Bottom 0.2592 Min Temo% 0.62 23.414 OK +1.20D+0.50L+0.50S+W+1.60H 0.306 -X Bottom 0.2592 Min Temo% 0.62 23.414 OK +1.20D+0.50L+0.50S+W+1.60H 0,306 +X Bottom 0.2592 Min Tema% 0.62 23.414 OK .+1.20D+0.50L+0,20S+E+1.60H 0.2891 -X Bottom 0.2592 Min Tema% 0.62 23.414 OK ,+1.20D+0.50L+0.20S+E+1.60H 0.2891 +X Bottom 0.2592 Min Temo% 0.62 23.414 OK ,+0.90D+W+0.90H 0.1684 -X Bottom 0.2592 Min Tema% 0.62 23.414 OK .+0.90D+W+0.90H 0.1684 +X Bottom 0.2592 Min Tema% 0.62 23.414 OK .+0.90D+E+0,90H 0.1684 -X Bottom 0.2592 Min Tema% 0.62 23.414 OK +0.90D+E+0.90H 0.1684 +X Bottom 0.2592 Min Temp% 0.62 23.414 OK One Way Shear Units:k Load Combination... Vu @-X Vu @+X Vu Max Phi Vn Vu I Phi*VnStatus +1.40D+1.60H 0 osi 0 osi 0 psi 82.158 osi 0 OK +1.200+0,50Lr+1.60L+1.60H 0 osi 0 psi 0 osi 82,158 osi 0 OK +1.20D+1.60L+0.505+1.60H 0 osi 0 asi 0 osi 82,158 asi 0 OK +1.20D+1.60Lr+0.50L+1.60H O osi 0 osi 0 osi 82,158 osi 0 OK +1.20D+1.6OLr+0.50W+1.60H 0 psi 0 psi 0 osi 82.158 osi 0 OK +1.20D+0.50L+1.605+1,60H 0 osi 0 psi 0 osi 82,158 osi 0 OK +1.200+1,60S+0.50W+1.60H 0 psi 0 osi 0 osi 82,158 osi 0 OK Title Block Line 1 Project Title: Page e 63 C�oSj� You can change this area Engineer: using the"Settings"menu item Project Descr: and then using the Printing& Title Block"selection. Title Block Line 6 Printed:27 OCT 2015,2:25PM ' Wall Footing File=tV015t - E A4rc-PTaz84C7AaYC :EOs ENEfICA14,INC.19833201$,Build:6.15.1O6,Ver.6,15.10.6. Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Building A1-FtG 4 +1.20D+0.50Lr+0.50L+W+1.60H 0 osi O osi 0 osi 82.158 osi 0 OK +1.20D+0,50L+0.50S+W+1.60H 0 osi 0 osi 0 osi 82,158 osi 0 OK +1.2OD+0.50L+0.20S+E+1.60H 0 osi 0 osi 0 osi 82.158 osi 0 OK Title Block Line 1 Project Title: Page 64 qfoig§p You can change this area En9ineer: using the"Settingsmenu item Project Descr: and then using the Printing& Title Block"selection. Title Block Line 6 Printed'27 OCT 2015,2 25PM Wall Footing He=1:4)i-SCILAZ2K-EXEKTEa5-CCIA-4{641011T28-9VA4YG-FIC6- seRcAlc,INC.19834015 Build:6.1510A Ver6.15.10.6 Lic.#: KW-06002304 Licensee;FROELICH CONSULTING ENGINEERS Description: Building Al-FtG 4 One Way Shear Units:k Load Combination... Vu a-X Vu @+X Vu:Max Phi Vn Vu I Phi*Vn Status +0 90D+W+0.90H 0 psi 0 psi 0 psi 82.158 osi 0 OK +0.90D+E+0.90H 0 psi 0 psi 0 psi 82.158 psi 0 OK Client: LRS Architects 1(N Project:Tigard Apts. FROEIICH Project Number: 15-1084 CONSUMING Byte: 8/19/15 N ENGINEERS INC By: RH Building Al LO Description: Eccentrically loaded wall footing at gridlines A and C. Building Al N Rotational resistance provided by tension connection to slab on grade. r i e t "` o_ Givens: PLL= `r kips live load 7 PDL= o kips dead load ganow= psf allowable soil bearing capacity L= feet Length of footing B= tt :feet width of footing d= ai =feet depth of footing below slab on grade „pL/ b= \ inches width of wall hf= inches thickness of foundation EFP= ea pcf EFP for passive resistance L hs= *\' inches thickness of slab — ` Ls= feet trib length of slab coefficient of friction xp= � + inches distance to property line from edge of wall Calculations: PDL+LL= 2.3 kips Ptota,= 2.8 kips total vertical load(including footing,soil and slab weight) Mot= 1.7 kip-ft moment from vertical load Vsiab= 0.8 kips slab resisting force Mglab= 1.5 kip-ft slab resisting moment PPas = 0.3 kips passive soil resistance Mso;1= 0.2 kip-ft passive soil resisting moment MTOTAL= 0.0 kip-ft total rotaional moment (MramAL=Ma-Mslab Mso;1) e= 0.009 feet e=Mtot81/Ptotal k= 1.482 no tension on footing k=3/L*(L/2-e) q= 1907 psf Maximum Bearing Pressure(no tension) q=P/(L'B)+Mtot*6/(B*L2) OK Maximum Bearing Pressure(tension) q=2*P/(L*B*k) Slab Tensile Reinforcing T= 0.8 kips total tension force t= 810 plf unit tension force to= 1229 plf ulitmate tension force fy= 60 ksi reinforcing steel yield strength 0= 0.9 tensile strength reduction factor 4fy= 54 ksi design steel strength As,ag= 0.023 in per foot Use#5 at 4'-0"on center(min) 10/27/201511:31 AM 1 Copy of L Footing Building A2 Page 66 of 250 1 , . ., RI ; 4D i 4D i i ti 1 - i ammurim 0•IN 1--J•mm I i - , , ii , 3 I is I ' ra,Igni 'c (ID 'e !..00- 0 4Dta. sat 4D ism cl,144-. 1:.,,k' ,D.Aidoll'H to rj Locissummom 114,. ., 4D Imii._17,141,-(It 4D 4D-2 ,jurnotiattr,44Dmi 46. i D„. 1' Di ,itro. ctly i i P.* * , .,_. <..,. , . lEarn ANNINwill....s / , _ 1 ......... __ , ...,e, III 0--—___ I Itzlit IIIIIIIRIMil , _ . 1 i dial . a ..... , . _. .4 I Ifirion` 4 • ,1"----7 itT---7111' ,----'7 —-- _,,Ire ,: .71Nt.„...c,ielININ6 v ,Oita 3 iii :: it/IDDt. ‘,„),,, V 5115416CIDWA e7-4'' A : ligIr lot 0 ;I", 4D '•....' 'ii---' 4 ', ar w ,. •) D ,..:',... ‘,,‘,.. .'-' . 16 0 ,p,,,,,.:61,,,,,., t4D 1.11._:_....„, 444D . ricitD*,1,11, 76, 1=0.' 1 i . ..,,., . is) 1'4 1 • A ,i0 0, , a 4D • A 4 4 ' 431 p ip r, ,01 ' 0 , .t calAi0j 40 , z rak NV ‘1/4" V\ 11 et I ...... -4V'.... ...da . __ __. 3 iitioniii ..0 paw • i Ark i \---1. '‘. ! Pr..-*LII I ilM, iiitiON ---.. I-'iv -I—-—— - . ) i? ! .. ''NIIIIIIt 'iga I 0 *446_19m,_,,,,:b,..,:g— "- IlD 0—. 44'4,--,,, 1. D m , ( A I w . . 2 i —— ;1111. ' ' ----I SLIII ' e /-1 ,1t1 so 0 § ,-.., . 0.' 4D, 44ID t ., t :311:,tso 1 .er). ow 4.6 . ,.,....__I *. . 0 ,,,. __ .... z , * E :c.5,- 1 ,-,1 ,. .,...., 11 4D., a tillisDi 14D 'sc. it- itE3wet . C)--- !I At Hill111110111111111101-**lidl,1113.11/16..,41111111111110 Zirkiiii3 .allum , wo . - __._ _ MIll. ' 4D4D 4D 4D a., 4D ' 211141_D1111 C -—- c-7.1"-__. i _-7,tF3kri Ainatitamilatme.." -2,-, ftc:,,,7 t ;1111Mit.,,,,..... - 41) .,. „lamp ii.iii .... . ---...... , -**** 7-1".11‘, ,v.,414D ----„. -- t,.. 1 1_,... ' " .'40-1„„, likaw, ''' 4D1 ...... ,44,1.11...iimen . CID , -10141111W, 4.--1'.r. Ilialikb.. -- . 1 csixi7 ... . . , . .... ..... ,„,,,.. k- ' I,- 1204'N417,,,,,..,.,4, rufiD ..,,. . 4D, Vcarialt5A4. . '''''llt... l4`. ,. Mk-1142 ' 4a1,4*--.fcs-'147 4D , ,,,k,fr,,maimr...,, „. ___, Aga _Evil. tz 0.4.D 4D01,,,... ,INcithid 4,,,,,,:-------- 1#1.,;.• 1_ liv 4D (41P c>. , ,, . -. s -- .(1:1„ I :einimcw"; raimaLSI ,,,,,.... I ..._. — ..._ ii i 40 1,-.74..i )1 40 1 .4 Page 67 of 250 ink ligli p 1 !,.,-.4:11 4D 0 • urn: 'maw: ta .ammerintii_ -.... 4 4... ----- 4-0 cD piioop". .. 4E4 ' lifieat C - pe '0 Al 0. cm c ion! No .- mmeA. 14 Aiiicilit2 ut El* 10 . 4 ill , Nahmevaimmm:mmimir—awimmirg 1, ._...estrillil 1111111144-D:eP°4::r1 '','11114.1:1;1.*1°MM. 41: iginini .-4,...> i,1:401)-. . , : 4t, a LiiiMIIIIIrelissitAictiaroi ireiNU.O.to.liii!orommil,"----ost g i- !IR ..,:',•,) '- Nk. , s.. • ,t, :1°43DI t!3,Mb II 11 Du 11 lel ,4:1772C 61111 n I lwr.7L : :6 14 II 11 1111:411i:-, 74= / ‘›Cr44::IP ID0:113-1 fi,1 1'1 I I 117:41'1"4">6111illiDed I:d'°''1:ili:3'1.ti4.41:I D>1,,1 z 0 9 ?g 4> 4D , a - 1 it• (ID n 4E) . ,440 4D I 1 tiP ...*-4D ' _, _ _. - ., , • IsTp. 2 '1;''', \J\ .,,,, ., , d•.., Ilk .lint gal,. - ilD laD „„,,....Al %), ,i,,,,w. -,,,:: •low, - • ii 'I. I- , , •, cut! a 4 r iip iiipi „,,,... . iti ‘ie II 1 ci • >i-g - -- It 4D . 4D gt, a 14>r. ' --"'-' 1'-=0.4 ' --- - i --P4D E:IOW ..al e--- mair.immkusimirtisa—iiit..4 ibifff,roviiiimet4 ....2,....,Alopm... ,......._._._ CID lit41111t= es illrfjalzr• 4,..4 g,,imi_ii.. , 4D-t cipi 'ildrAtlittem ›> -.\44.,4>,!,„11:_,714.!: ritifilitu."'It, 4,4> *-- I 4 *PI- ii' a- - , lit AIR 1 ----------- L. : isJ : ) -- imumigniti „rite, 4-4---iiilisAJNigiwo 1 -1, 8:11 .- planqums,_ ..similummweisimumimiR i ' 47. 4D ------, -•'''' - i (Di 9. i 4›atiltti.--.1.4,4 . .4D a ; ... aWc-24,giii.,arJret> illal e ci c m ,, • (FJ 4 13 MIER t_it.1 ' 4> ,..r 1 1 i QD ❑ Main Office CLIENT: it. , 56969 SW Hampton St. Page 68 of 25G-,E r' Portland,Oregon 97223 503-624-7005 PROJECT: /2-404.0 Arij if III ❑ Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER: , --7t 5# ,, Bend,Oregon 97701., : 4 541-383-1828 FRQELICH L Denver Office DATE: y'/ E N G I NE E R S n 12303 Airport Way.Suite 200 Broomfield,Colorado 80021 t,ww,ftodtch engmcers.coin 720-560-2269 BY: Ato.,,A,,,4. 42_ zAio i. rr---, t t,- ' I 4 Dz3 a 394' ! 1D7341141,- f 1,43 maillimme . a 1p 01 Aro ' � it I/O L.t30; kr:711.S' ', D.,`,.-- Z . 1'4-1.e.10514,) 0c 211 r 39t L" (tie Ftr* W ) 4* l , 44, 7 1_ (" t 4 ,, Main Office 6969 SW Hampton St, Page 69 of 25( E Portland,Oregon 97223 CLIENT: '41111 503-624-7005 PROJECT: A,,< . El Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER: Bend,l-38Oregon 97701 54 °I-2--- F R 0 E L I C H El Denver Office DATE: ENNEER12303 Airport Way,Suite 200 z , - AM#4' 014. GIS g Broomfield,Colorado 80021 ‘i.ww f ro eh ch engmeet,{..(ml 720-560-2269 BY: Hz.- al.fl . " far 1t: a 01/14''''''''' as 0 va6A-t-1.:74eettr) 1-- Aao,r,orstr) moil, I Dz.2R0 0-4 'my 0.-vit2,5* t 7 4.463P 1,7 Zat( 1- 7 S-2(P Wt r as 0. - - - 1-trirdpie) HOict i cr.. 075- , i wz tb--- le) 40sP) p, --4-: „m,,,,__,...._..,,,., _„„ „ kir z' 0 zy63,11 t co i MEMBER REPORT Level,J1- Page 70 of 250 PASSED 1 piece(s) 11. 7/8" T]I® 210 © 19.2" OC Overall Length:26'1/2" • 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual C Location Allowed Result LDF Load:Combination(Patttam) System:Floor Member Reaction(lbs) 2089 @ 17'5 1/4" 2145(3.50") Passed(97%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 1103 @ 17'3 1/2" 1821 Passed(61%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -3266 @ 17'5 1/4" 3795 Passed(86%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Deft.(In) 0.230 @ 8'1 7/8" 0.429 Passed(1/894) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.414 @ 8'1 1/4" 0.857 Passed(L/497) -- 1.0 D+1.0 L(Alt Spans) Ti-Pro"'Rating 43 40 Passed — 3 •Deflection criteria:LL(1/480)and TL(1/240). •Bracing(W):All compression edges(top and bottom)must be braced at 3'6 5/16"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-ProTM Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(169) ^ PPQrtSMoor Total Available Required Dead uve ULM Accessoies 1-Hanger on SPF stud wall 3.50" Hanger! 1.75"/-1 395 474 869 See note 1 2-Stud wall-SPF 3.50" 3.50" 3.50" 960 1129 2089 None 3-Hanger on SPF stud wall 5.50" Hanger, 1.75"/-2 62 2691-166 331/-166 See note! •At hanger supports,the Total Beating dimension is equal to the width of the material that is supporting the hanger •!See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector.Sim —T'ie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Acceaeodes 1-Top Mount Hanger ITS2.06/11.88 2.00" 4-1Dd common 2-10d common N/A 3-Top Mount Hanger Connector not found N/A N/A N/A N/A Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 26'1/2" 19.2" 34.0 40.0 Residential-Living Member Notes BUILDING A2 Weyerhaeuser Notes r (LT)SUSTAINABLE FORESTRY INmATIVE weyerhaeuser warrants that the sizing of its products will be in accordance with Weyer design criteria and values. Weyerhaeuserdisclaims any other warranties related 6t)the .Refer Weyerhaeuser Bterahue far of ens d*II. (www. .com)Accessories(Rim Board, rind Squash Blocks)are not by this Use of r is not to d the need for a pro as determined by the having: n.'The of dr or framer 1a to assme that this Is compatible with the mead Products manufacturedat Weyerhaeuser Bre third party certified tosustalr ale forestry WeyerhaeuserEngineeredProducts have been evaluatedby ICC ES untha ESR-1353 and Int 1387 /ts tamed in accordance with ASIM For turned evaluation reports refer to htip://www.w y.aan/ st oc elteports azmr The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator _ Job Notes 11/28/2015 10:45:06 AM Rodne H Forte v5 0,Design Engine:V6.4.0.40 Y F (503)579-9037 rwhammerberg2©gmait corn Page 1 of 1 ,ro/��. F MEMBER REPORT Level,J2j Page 71 of 250 PASSED T E 1 piece(s) 11 7/8" TM® 230 ® 19.2" OC Overall Length: 17'9" + + a 17' D 0 All locations are measured from the outside face of left support(or left cantilever end).Ail dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 911 @ 3 1/2" 1060(1.75") Passed(86%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 911 @ 3 1/2" 1655 Passed(55%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3873 @ 8'9 1/2" 4215 Passed(92%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defi.(in) 0.321 @ 8'9 1/2" 0.425 Passed(L/636) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Deft.(in) 0.537 @ 8'9 1/2" 0.850 Passed(L/380) -- 1.0 D+1.0 L(Alf Spans) TJ-Pro'"Rating 40 40 Passed -- •Deflection criteria:LL(L1480)and TL(1/240). •Bracing(Lu):Ail compression edges(lop and bottom)must be braced at 3'9 3/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A stnxhiral 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:5/8"Gypsum ceiling,pour flooring overlay. Searing Length Loads to Supports(lbs) SupportsFloor Total Available_ Required Dead - Total Aoo seoeies 1-Hanger on 117/8"LSL beam 3.50" Hanger' 1.75"/-2 380 563 943 See note' 2-Hanger on DF stud wall 5.50" Hanger' 1.75"/-2 387 573 960 See note •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Omnecton Si -TIe Connectors swoon Model Seat Length Top Nails Face Nate Member Nails Accessories 1-Top Mount Hanger IT52.37/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A 2-Top Mount Hanger MIT3511.88 2.50" 4-10d common 4-10d common 2-10d x 1-1/2 Dead Floor Live Loads Location spadng (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 17 9" 19.2" 27.0 40.0 Residential-Living Areas Member Notes BUILDING Al Weyerhaeuser Notes (Ir)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser that the sizing of Its products will be In accordance with Weyerhaeuser kriteria avid published1 Weyerhaeuser any other warranties Mated to the software.Refer to oared Weyerhaeuser keratin for tnstallation details. (www.woodbywy.00m)Accessories(Rim Board,Blocking Pnanels and Blocks)are not designed by this software.Use of this software is not to circumvent the need for a Oskar professional as ddermkted by the authority having jrateaction.The designer of record,bulkier or framer Is responsibd to assme that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities arethird-party certified to sustainable forestry standards.Weyerhaeuser rnglneered Lumber Products have been evaluated by ICC ES under techdcal reports ESR 1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards, For curred code enduation reports refer to http://www.woodbywy.cordservIceds_Codeftsports,aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 11/28/2015 10:49:28 AM Rodney H Forte v5 0,Design Engine:V6,4.0.40 F I (503)579-9037 rwhammerberg2@gmail corn Page 1 of 1 /.' F 0 R T E ' MEMBER REPORT Level,J3 Page 72 of 250 PASSED vv •♦ L» 1 piece(s) 11 7/8"TN® 210 @ 19.2" OC Overall Length:27'1/2" 17' 9' t1 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual®Location Allowed Result LDF Load:Combination(Patterer) System:Floor Member Reaction(lbs) 2104 @ 17'7 1/4" 2145(3.50") Passed(98%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 1103 @ 17'5 1/2" 1821 Passed(61%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -3268 @ 17'7 1/4" 3795 Passed(86%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.235 @ 8'4 5/16" 0.429 Passed(L/876) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(In) 0.419 @ 8'3 1/2" 0.857 Passed(L/491) -- 1.0 D+1.0 L(Alt Spans) Tl-ProTM Rating 43 40 Passed •Deflection criteria:LL(L/480)and Ti.(1/240). •Bracing(Lu):AU compression edges(top and bottom)must be braced at 3'6 5/16"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 TI-Pro''''Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs) Supe Total Available Required Dead I Total Accessories 1-Hanger on SPF stud wall 5.50" Hanger', 1.75"/-2 404 489 893 See note' 2-Stud wall-SPF 3.50" 3.50' 3.50" 967 1138 2105 None 3-Hanger on SPF stud wall 3.50" Hanger' 1.75"/-2 100 286/-149 386/-149 See note •At hanger supports,the Total Bearing dimension is equal In the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connect.Sim '3-Tile Comertors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger ITS2.06/11.88 2.00" 4-10d common 2-10d common N/A 3-Top Mount Hanger Connector not found N/A N/A - NIA N/A Dead !Noor Live Loads Location Sparing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 27'1/2" 19.2" 34.0 40.0 Residential-Living PSeds Member Notes BUILDING A2 iNvierhaeuser Notes (1S)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser that the sizing of its products will be kr accordsmee with Weyerhaeuser prockict design criteria and published design usenet Weyerhaeuser erokessly disclaims any other warranties to the software.Refer to current Weyerhaeuser for instaltatfren details. (www.woodbywy.com)Accessories(Rim Board,Blocierg Panels and awash Blocks)are notedesigned by this software.Use of this software is not intended to circumvent Use need fora desirp moressionai as determined by the arehority having f[msdctIon.The derivate of record,builder or framer is noponsillie to assure that this admiration is compatible with the owl project Prothicts manufactured at Weyerhaeuser facilities are certified to sustainable foreary standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under recturkal reports ti5R-1153 and ESR-1387 and/or tested lrocuisdanoe with applicable ASTM . Fee current code eratuabon reports,refer to http://iswor.woodbywy.corn/servicesis_Codeiteports.aspc The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 11/2812015 10:56.02 AM Rodney H F -.--._.........,.,„�.... ._. .,, ...w_..._.h._.. .........._......_ �...._._.... Forte v5 0,Design Engine:V6 4.0.40 (503)579-9037 rwhamn nc 592 0mail corn Page 1 of 1 FORTE '` MEMBER REPORT Level,J4 Page 73 of 250 PASSED 1 piece(s) 11 7/8"TM® 110 @ 24" OC Overall Length:9'7" r .g..:.,n ar';vii,esr✓iai !/i s�"palf fir 4 121 f 5 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 603 @ 3 1/2" 910(1.75") Passed(66%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(!b5) 603 @ 3 1/2" 1560 Passed(39%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 1357 @ 4'9 1/2" 3160 Passed(43%) 1.00 1.0 D+1.0 L(Ail Spans) Building Code:IBC Live Load Defl.(in) 0.048 @ 4'9 1/2" 0.225 Passed(L/999+) — 1.0 D+1.0 L(All Spans) Design Methodology:ASI) Total Load Defl.(In) 0.080 @ 4'9 1/2" 0.450 Passed(1/999+) -- 1.0 D+1.0 L(All Spans) TJ-Pro'"Rating 58 40 Passed -- •Deflection criteria:LL(LJ480)and TL(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 4'2 11/16"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 Edger"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the T-ProT"Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs) SupportsTotal Available Required Dead uve Fi Total Accessories 1-Hanger on 11 7/8"LSL beam 3.50" Hanger, 1.75"/-2 259 383 642 See note 2-Hanger on 11 7/8"DF beam 3.50" Hanger, 1.75"/-2 259 383 642 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Simpson -Tie Connechns Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger ITS1.81/11.BB 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A 2-Top Mount Hanger ITS1.81/11.88 2.00" 4-10d x 1-1/2 2-l0d x 1-1/2 N/A Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 9'7" 24" 27.0 40.0 Residential-Living Areas. Member Notes BUILDING A2 Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser w rants that the stung of its products will be in accordance with Weyerhaeuser product design criteria and published design values; Weyerthaeu ms any other warrants related to the software.Refer to anent Weyerhaeuser for Instatialion (www.woodbywy.com)Accessories(Rim 8oard,Clocking Panets and Swarth Blocks)are not designed by this software.Use of this softwme is not intended to circumvent the need fora design professional as determinesi by the authority Jurisdiction.The designer of record,Wider or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are patty certifled to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evahmted by ICC ES under tedmical reports ESR-1153 and 1 1387 andfor tested in accordance with applicable ASTM standards. For current code evaluation reports refer to htp://www,w s Codeftematimirfoc The product application,input design loads,dimensions and support information have been provided by Forte Software Operator f s wthreC? rarcr .l s r>s t i 3. Jftj 10-59.56, F �p 3I Forte a ,3 rile£"I .asInta'' Is. 7 64.31 r S� .°+ts>rsr r.rn:refpro, ;;y.Yp Page,i ::)F raFORT E . MEMBER REPORT Levet,FB1 Page 74 of 250 PASSED 1 piece(s) 3 1/2" x 11 7/8" 2.0E Parallarn® PSL Overall Length:12'7" ru ,a. _ �:: r s ; 7r7 �f ,,, ./......„ /. � ,e9F' t : ma f .n. 12' 'r O 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual Q Location Allowed Result LDF; Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 5677 @ 2" 5709(2.25") Passed(99%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(Itis) 4597 @ 1'3 3/8" 8035 Passed(57%) 1.00 1.0 0+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 17210 @ 6'3 1/2" 19902 Passed(86%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(In) 0.308 @ 6'3 1/2" 0.306 Passed(L/477) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.524 @ 6'3 1/2" 0.613 Passed(L/281) -- 1.0 0+1.0 L(All Spans) • Deflection criteria:IL(L/480)and TL(1/240). •Bracing(L.u):All compression edges(top and bottom)must be braced at 12'41/2"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. ng Length Loads to Supports(Ibs) SupportsTotal Available Requirred Dead Floor Total Accessories 1-Column-SPF 3.50" 2.25" 2.24" 2374 3398 5772 1 1/4"Rim Board 2-Column-SPF 3.50" 2.25" 2.24" 2374 3398 5772 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 12'7" 13'6' 27.0 40.0 Residential-living Areas Member Notes BUILDING A2 Weyerhimuser Notes 0 SUSTAINABLE FORESTRY INMATIVE W ser that the sizing of Rs will be In r with W and designvalues. W any warantiesrelated.to the sOftware.Refer tb current Weyerhaeuser for Mian (www. y arm) ries(Rim Board,Blocking and Squash Blocks)are not by this .Use of tis software is to circumvent the need for a professionalas determined by the authority having kin,The of record.bu2fder or Is le to assure that this cal hcompatible with Pe overall project mamifactured at W user are third-party to sustainable forestry standards.Weyerhaeuser neered Lumber have been ted by ICC ES u nder reports ESR-1353 and ESR"1387 amVo rteated in with applkable ASTM For current code tion reports refer to Nip://vrww.w con s CodeReporLs,e The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Sz feeiwe Oeee�aeee Job Notes 1112£f201 11:G2;57 MM r, .._. Forte.1�0 Design Engine )10.4 0.40 Fags 1 of 1 Page 75 of 250 COMPANY PROJECT eft WoodWorks® tOF7WaRf FOA V.'OCJL)!*Sr Nov.28,2015 11:30 HDR1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pit Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 34.00 (8.50)* No Load2 Live Full Area _ 40.00 (8.50)* No *Tributary Width (ft) CTIOW NS(lbs�2flsi)tifand�%BEA7" RijING f`�>'Lf%rE,lrN`GTHS..(liJn1)i`f:� Jff'fs '�j !` ✓�,j'%��f,r,r.MAXIMUMREA .4740, 6r fd/ ff' 4#` fFf/l>/ /r 7!,e4 �f!1rf' Dead 1195 1195 Live 1360 1360 Total 2555 2555 Bearing: LC number 2 2 Length 1.00 1.00 Timber-soft, D.Fir-L, No. 1,6x8" Self Weight of 9.8 pif automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 78 Fv' = 170 fv/Fv' = 0.46 Bending(+) fb = 1189 Fb' = 1200 fb/Fb' = 0.99 Live Defl'n 0.10 = L/947 0.27 = L/360 0.38 Total Defl'n 0.19 = L/504 0.40 = L/240 0.48 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1200 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.00 1.00 1.00 - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 5110 lbs-ft Shear : LC# 2 = D+L, V = 2555, V design = 2156 lbs Deflection: LC# 2 = D+L EI= 309e06 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 76 of 250 COMPANY PROJECT WoodWorks® Nov.28,2015 11:30 HDR2 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft) Pat- Start End Start End tern Loadl Dead Full Area 34.00 (8.50)* No Load2 Live Full Area 40.00 (8.50)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : 4 A 0' 6"•6" Dead 964 964 Live 1105 1105 Total 2069 2069 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft,D.Fir-L, No.1,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports; Load combinations: ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 73 Fv' = 180 fv Fv' = 0.41 Bending(+) fb = 808 Fb' = 1186 fb/Fb' = 0.68 Live Defl'n 0.03 = <L/999 0.22 = L/360 0.16 Total Defl'n 0.07 = <L/999 0.32 = L/240 0.20 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.00 1.00 1.00 0.989 1.200 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 -. - E' 1.7 million 1.00 1,00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 3363 lbs-ft Shear : LC# 2 = D+L, V = 2069, V design = 1578 lbs Deflection: LC# 2 = D+L EI= 392e06 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1„ Page 77 of 250 COMPANY PROJECT 0001 WoodWorks® Nov.28,2015 11:29 HDR3 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) : Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Load1 Dead Full Area 10.00(12.50)* No Load2 Live Full Area 40.00(12.50)* No Load3 Dead _Full Area 17.00 (8.50)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : A A LI 0' g'-443" 6%6" Dead 376 1125 290 Live 683 2041 526 Total 1059 3166 816 Bearing: LC number 2 2 2 Length 1.00 1.07 1.00 Cb 1.00_ 1.35 1.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs. Allowable Stress(psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value - Analysis/Design Shear fv = 70 Fv' = 180 fv/Fv' = 0.39 Bending(+) fb - 283 Fb' = 1295 fb/Fb' = 0.22 Bending(-) fb = 408 Fb' = 1299 fb/Fb' = 0.31 Live Defl'n 0.00 = <L/999 0.12 = L/360 0.04 Total Defl'n 0.01 = <L/999 0.18 = L/240 0.04 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.00 1.00 1.00 0.996 1.300 1.00 1.00 1.00 1.00 2 Fb'- 1000 1.00 1,00 1,00 0.999 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1,00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - _. - - 1,00 1.00 -- 2 Bending(+) : LC# 2 = D+L, M = 724 lbs-ft Bending(-) : LC# 2 = D+L, M = 1042 lbs-ft Shear : LC# 2 = D+L, V = 1655, V design = 1186 lbs Deflection: LC# 2 = D+L EI= 189e06 lb-int 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 78 of 250 COMPANY PROJECT 0 Wood Works® Nov.28,2015 11:29 HDR4 Design Check Calculation Sheet Sizer 2004a LOADS (Ins,psf,or pif) : Load Type Distribution Magnitude Location [ft) Pat- Start End Start End tern Loadl Dead Full Area 34.00(12.50)* No Load2 Live Full Area 40.00(12.50)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : ti 0' 3..6., Dead 754 Live 875 754 875 Total 1629 Bearing: 1629 LC number 2 2 Length 1.00_ 1.00 Lumber-soft, D.Fir-L, No.1,4x$" Self Weight of 6.03 pif automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection(in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 63 Fv' = 180 fv/Fv` = 0.35 Bending(+) fb = 558 Fb' = 1294 fb/Fb' = 0.43 Live Defl'n 0.01 = <L/999 0.12 = L/360 0.08 Total Defl'n 0.02 = <L/999 0.18 = L/240 0.10 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.00 1,00 1.00 0.995 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1,00 - - - - 1,00 1.00 1.00 2 Fcp' 625 - 1.00 1,00 - - - 1.00 1.00 - - E' 1.7 million 1.00 1,00 - - - - 1.00 1,00 - 2 Bending(+) : LC# 2 = D+L, M = 1426 lbs-ft Shear : LC# 2 = D+L, V = 1629, V design = 1067 lbs Deflection: LC# 2 = D+L EI= 189e06 lb-int 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 79 of 250 COMPANY PROJECT 0 WoodWo rks® Nov.28,2015 11:28 DB1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) : Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 10.00 (4.00)* No Load2 Live Full Area 40.00 (4.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : Li 0' 8' Dead 187 187 Live 640 640 Total 827 827 Bearing: LC number 2 2 Length 1.00 1,00 Lumber-soft, Hem-Fir, No.2,4x10" Self Weight of 6.69 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 31 Fv' = 150 fv/Fv' = 0.21 Bending(f) fb = 398 Fb' = 1004 fb/Fb' = 0.40 Live Defl'n 0.05 = <L/999 0.27 = L/360 0.18 Total Defl'n _ 0.06 = <L/999 0.40 = L/240 0.16 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 850 1.00 1.00 1.00 0.984 1.200 1.00 1.00 1.00 1,00 - 2 Fv' 150 1.00 1.00 1.00 - - - - 1,00 1.00 1.00 2 Fop' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - 1.00 1,00 - 2 Bending(+) : LC# 2 = D+L, M = 1653 lbs-ft Shear : LC# 2 = D+L, V = 827, V design = 667 lbs Deflection: LC# 2 = D+L EI= 300e06 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, Page 80 of 250 COMPANY PROJECT 0 WoodWork S® Nov.28,2015 11:40 DJ1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location (f t] Pat- Start End Start End tern Loadl Dead Full Area 10.00 (2.00)*' No Load2 Live Full Area 40.00 (2.00)* No *Tributary Width (ft) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : a d 0' 8' Dead 89 89 Live 320 320 Total 409 409 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, Hem-Fir, No.2, 2x8" Self Weight of 2.25 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fir = 48 Fv' = 150 fv/Fv' = 0.32 Bending(+) fb = 747 Fb' = 822 fb/Fb' = 0.91 Live Defl'n 0.12 = L/806 0.27 = L/360 0.45 Total Defl'n 0.15 = L/630 0.40 = L/240 0.38 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 850 1.00 1,00 1.00 0.806 1.200 1.00 1.00 1.00 1.00 - 2 Fv' 150 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 818 lbs-ft Shear : LCI 2 = D+L, V = 409, V design = 347 lbs Deflection: LC# 2 = D+L EI= 62e06 lb-int 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 81 of 250 COMPANY PROJECT WoodWorks® Nov.28,2015 12:20 post 1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft) Pat- Start End Start End tern Loadl Dead Axial 2374 (Eccentricity = 0.00 in) ,Load2 Live Axial 3398 (Eccentricity = 0.00 in) MAXIMUM REACTIONS(lbs): U' 10' Lumber Post,D.Fir-L, No.1,4x6" Self Weight of 4.57 plf automatically included in loads; Pinned base; Loadface=width(b);Ke x Lb: 1.00 x 10.00=10.00[ft];Ke x Ld: 1.00 x 10.00=10.00[ft];Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 Criterion Analysis Value Design Value Analysis/Design. Axial fc = 302 Fc' = 408 fc/Fc' = 0.74 Axial Bearing fc = 302 Fc* = 1650 fc/Fc* = 0.18 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1500 1.00 1.00 1.00 0.247 1.100 - - 1.00 1.00 2 Fc* 1500 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC# 2 = D+L, P = 5818 lbs (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. Page 82 of 250 COMPANY PROJECT Wood Wo rks® Nov.28,2015 12:32 post 1 bottom floor Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Load1 Dead Axial 4056 (Eccentricity = 0.00 in) Load2 Live Axial 5286 (Eccentricity = 0.00 in) MAXIMUM REACTIONS(lbs): d is 0' 10' Lumber Post, D.Fir-L, No.2,4x8" Self Weight of 6.03 pif automatically included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 10.00=10.00[ft]; Ke x Ld: 1.00 x 10.00=10.00[ft];Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 371 Fc' = 381 fc/Fc' = 0.97 Axial Bearing fc = 371 Fc* = 1417 fc/Fc* = 0.26 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.269 1.050 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 1.050 - - 1.00 1.00 2 Axial : LC# 2 = D+L, P = 9402 lbs (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 4D Et (i).(i) 4,4D 0 Page 83 of 250 gi .40* gl 40'4D 4D h 42 Niarintlexidgfteilialitalliiiinirmumwir aim . lir,* - . ..- - '4 .in,m,.4wita pr,--,..' -s. 0 • 0 -tiiihommill _,.,di Lir... _.".„111,„.• ,:aLiiiiti..iti-lairilogistiroiiipLetAl D . biplii;tijr-144PD: -44:4D4t1- 1111411Dt" I i x oval 4"-'- , { .} Y ' • ,.�. _ tiforibil a+�s -yyamyss. °� y� z�.... X! ._.411 :400. ,71•100:. D.-** liNtikP (ity -..„ ,..f., '', , ,,,, , ,, ',41, ,,I.i0J-.1;,..viiii;111f1411D:18 5, „ ....... ., ,, .. ,,s,- .,,,,,,,,,, __,,,,, a la /1101W i0.2311I 41,AII,,,i! rot , , Iii *'*;'t''"-''; 0 „, 0:. rr 1 3 34 ell i 410 lir .z z - •- �w m 4Dmil p, + all Z tw . -..4 mt) .1 , CD iiiii . . ' B 6z i Iiiimito w,, , ,1).c ,_a m /It; 21.1 taD, Cs, 4,11risillati. ./,,... .,,,,,..... .,.; to .1. . ,.....,,,,.., ........wzillt., I, ...... . , Ar.. . ,,,, ,, „ : t3. ,. ...,. k 4t 7: x¢, Y'',, y+Y i ...r¢ry� .410yyq 4 rlerti*ellf. colitrinigilltr464 PII4yQ{ { a N£ i O y x<,-az- I x X } aXjy � ”i t , ## .► ' s asa €r ❑ Main Office CLIENT: �- Pa e 84 of 2� 4 6969 SW Hampton St. E Portland,Oregon 97223 9 503-624-7005 PROJECT: f r. , . ❑ Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER: f w r� Bend,Oregon 97701 541-383-1828 F R O E L I C H ❑Denver Office DATE: // i 1- J 044 A ENGINEERSR 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 . wwax,rOdh0.1,74 i -engineer.corn 720-560-2269 BY: f W.—. ic.5(D r-2)42,,, dr i.- 5:.25.10SF) 404 ( t i -q_ s WI; isis f 0 r-zitsir +.5.+-zw) Rt4C.-2 ) .1.,..._,_ to."--4,4? 14,. ,,,,,,, ,„. „. ,,,,,,,.. . ,ift, , * ) it, 7/ 7.5-1 4 L./. 1° z 204-34.251-sr) ` Page 85 of 250 COMPANY PROJECT 0001011% WoodWorks® “}t 440 f Nov.28,2015 12:48 RHDR1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location ift] Pat- Start End Start End tern Loadl Dead Full Area 20.00(15.50)* No Load2 Snow Full Area 25.00(15.50)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : •,/,‘,/,7 1:*;/:14 A Dead 1199 1199 Live 1453 1453 Total 2652 2652 Bearing: LC number 2 2 Length 1.00 1.00 Timber-soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv - 80 Fv' = 195 tv7FV' = 0.41 Bending(+) fb = 1157 Fb' = 1380 fb/Fb' = 0.84 Live Defl'n 0.09 <L/999 0.25 - L/360 0,36 Total Defl'n 0.16 = L/552 0.38 = L/240 0.43 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1200 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1.00 1,00 - - 1.00 1,00 1.00 2 Fop' 625 - 1.00 1,00 - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 4973 lbs-ft Shear : LC# 2 - D+S, V = 2652, V design = 2210 lbs Deflection: LC# 2 = D+S EI= 309e06 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 86 of 250 COMPANY PROJECT WoodWorks® Nov.28,2015 12:50 RHDR2 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) : Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loads Dead Full Area 20.00(15.50)* No Load2 Snow Full Area 25.00(15.50)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : LS a 0, -6" Dead 1027 1027 Live 1259 1259 Total 2286 2286 Bearing: LC number 2 2 Length 1.05 1,05 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fir = 110 Fv' = 207 fv/Fv' = 0.53 Bending(+) fb = 1454 Fb' = 1479 fb/Fb' = 0.98 Live Defl'n 0.08 = L/946 0.22 = L/360 0.38 Total Defl'n 0.15 = L/521 0.32 = L/240 0.46 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.15 1.00 1.00 0.990 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - 1.00 1,00 - - E' 1.7 million 1.00 1.00 - .. - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 3716 lbs-ft Shear : LC# 2 = D+S, V = 2286, V design = 1861 lbs Deflection: LC# 2 = DfS ET= 189e06 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 87 of 250 COMPANY PROJECT WoodWorks® Nov.28,2015 12:51 RHDR3 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 20.00(17.00)* No Load2 Snow Full Area 25.00(17.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : tS. 0' 3* 6-6*' Dead 364 1412 473 Live 447 1735 581 Total 811 3147 1053 Bearing: LC number 2 2 2 Length 1.00 1.06 1.00 Cb 1.00, 1.35 1.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 70 Fv' = 207 fv/Fv' = 0.34 Bending(+) fb = 282 Fb' = 1489 fb/Fb' = 0.19 Bending(-) fb = 405 Fb' = 1493 fb/Fb' = 0.27 Live Defl'n 0.00 = <L/999 0.12 = L/360 0.03 Total Defl'n 0.01 = <L/999 0.18 = L/240 0.04 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.15 1,00 1.00 0.996 1.300 1.00 1.00 1.00 1.00 - 2 Fb'- 1000 1.15 1.00 1.00 0.999 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1,00 1.00 - - .. 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - _ - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - -- - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 719 lbs-ft Bending(-) : LC# 2 = D+S, M = 1036 lbs-ft Shear : LC# 2 = D+S, V = 1645, V design = 1179 lbs Deflection: LC# 2 = D+S EI= 189e06 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NDS Clause 4.2,5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans: 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 88 of 250 COMPANY PROJECT in woo wor s. Sf1tTt4,Rf fOX t5 p fif5rt)v Nov.28,2015 12:52 RB1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 20.00(10.00)* No Load2 Snow Full Area 25.00(10.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : C �O9/ '/N' 4 ; rf .'f s t r � ,� ,r 0' 8'-6« Dead 892 892 Live 1063 1063 Total 1954 1954 Bearing: LC number 2 2 Length 1.00 1.00 Timber-soft, D.Fir-L, No. 1,6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBG; Analysis vs.Allowable Stress (psi)and Deflection(in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 61 Fv' = 195 fv/Fv' = 0.31 Bending(+) fb = 966 Fb' = 1380 fb/Fb' = 0.70 Live Defl'n 0.09 = <L/999 0.28 = L/360 0.33 Total Defl'n , 0.17 = L/584 0.43 = L/240 0.41 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1200 1.15 1,00 1,00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1,00 1.00 .. - - 1.00 1.00 1,00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1,00 - - E' 1.6 million 1.00 1.00 - - _ - 1.00 1.00 2 Bending(+) : LC# 2 = D+S, M = 4153 lbs-ft Shear : LC# 2 = D+S, V = 1954, V design = 1667 lbs Deflection: LC# 2 = D+S EI= 309e06 lb-int 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. II 0 LO N 4- 0 M� .o-,1.gel tvif OZLS W Wild NOIJVONf10d-IV JINld 11118 \ . / 1 t or Iova aomsixa . ..1 nor s9Naa�a I ----? T1cL1 �.. t jalwiewil..--1,1 gal ,..,..-... ..---- ..«....._..a._._...._ _........_._.-....�. .,.._�. Cola A. Fi .___ ___117--- _J.r___ Lti_______.;____71111: . ,,;.).1,.*:hrt_ °''.3..:tw."*"...___..., __ .,_-_---.1______11.,L------° .jr _—_—itx.--- -------f-1 it rt- , 11 It 't 17 �' _ # I,=, P +I 14.3"-- i 1 -- i 17 I I I, < I�,t'� :/ 8 I + 3 i `�`f`" C 7. I � � i� ' �_ t ,.soNiiood 1 L fI lop fi ,..{^.T "_" , ._. +'t r' - �> *.ta^r-n.. .� r f.t^"1 INSO. — ‘,...r.:.,$ ..._,,_ r., ,"". ,,,... j 13NIa3d rro❑ ""— yCapftMl-..1 I 4 I v'�r , Lr"5 Y-_.. --1 r— - ,1 a t 6' per. R...._ ... 'BC�kidMtfaa ? � f-- _ IN411K,laus w_ ' . ,....H� I i _�Wa ,--"1 s d::.ia�isNaad lw Tr 1 lukt rigor ��..'gi.� 1 ri __tr z 1 I 5..,,. 1. +Y ..,ff ,^,,...404.,, ..„......,,� '-' a ..i ,,_.. .. _ i,:: ...... ; ` > a I Ow • ��I . 1I s" I we ay s ..00 !1 #YF;Ni7Q.ki� I 00,W/1$100,W/1$100,e0,1$ j i'l7 ; MbN NIIt ,• .NM**, rNr ;.:.-,.t _I _ la hT WA 0 ..rr N. FaCilPT 5....c. 1 Mr VP Gtr 1 j i ��gd I ,,....1'2°,44 St,c Title Block Line 1 Project Title: Page90 �,f n You can change this area Engineer: `Pto �` using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Punted.7 DEC 2015, 3-05P1.1 Title Block Line 6 aler!eral Foctfl,9 1. 2 1. t`A. INtC.1 u10 '(51 Vec61,I 4 Lica#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS -Description: Buidling A2 Ftg 1 ......Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 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 9 Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.0 ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 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 depth = 0.0 ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= 0,0 ft Add Pedestal Wt for Soil Pressure . No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thicknes = 10.0 in i Pedestal dimensions... px:parallel to X-X Axis = 0,0 in pz;parallel to Z-Z Axis = 0.0 in Height - 0,0 in in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in „c, tT II Reinforcing2 _" w Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 r x , .. Reinforcing Bar Sizr # 4 . 3 4 ;44, 3-04 j Bandwidth Distribution Check (ACI 15.4.4.2) ah ,.,..- scs .x0• " ' 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 = 4.750 0.0 6.80 0.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0,0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0,0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 CO 0.0 0.0 k-ft V-x = 0.0 0,0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0,0 0.0 0.0 0.0 0.0 0.0 k Title Block Line 1 Project Title: You can change this area Engineer: Page 91 0 250 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed 7 DEC 2015,3:05PM Gene aE opting Rie=m201511E 2I^?t,KtEor OVA4YC-FIRTH C A4YC-P.EC6 ' '. INC Z0t4xEuly�i6,1 i ltec615 tZ.4 Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: Buidling A2 Ftg 1 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7876 Soil Bearing 1.969 ksf 2.50 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 0.2837 Z Flexure(+X) 2.073 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2837 Z Flexure(-X) 2.073 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2837 X Flexure(+Z) 2.073 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.6011 PASS 0,2837 X Flexure(-Z) 2.073 k-ft 7.306 k-ft +1.200+0.50Lr+1.60L+1.6011 PASS 0.2563 1-way Shear(+X) 21.054 psi 82.158 psi +1,20D+0.50Lr+1.60L+1.60H PASS 0.2563 1-way Shear(-X) 21.054 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2563 1-way Shear(+Z) 21.054 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2563 1-way Shear(-Z) 21.054 psi 82.158 psi +1.20D+0.50Lr+1.60L+1,601-1 PASS 0.4868 2-way Punching 79.986 psi 164.317 psi +1,20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing. ..__. _ Rotation Axis& Actual Solt Bearing Stress Actual t Allowable Load Combination... Gross Allowable Xecc Zecc Bottom, Z Top,+Z Left,-X Right +X Ratio X-X.+p+H 2.50 n/a 0.0 0.8808 0.8808 n/a n/a 0.352 X-X,+D+L+H 2.50 n/a 0.0 1.969 1.969 n/a n/a 0.788 X-X.+D+Lr+H 2.50 n/a 0.0 0.8808 0.8808 n/a n/a 0.352 X-X,+D+S+H 2.50 n/a 0.0 0.8808 0.8808 n/a n/a 0.352 X-X.+D+0.750Lr+0.750L+H 2.50 n/a 0.0 1.697 1.697 n/a n/a 0.679 X-X,+D+0.750L+0.7505+H 2.50 n/a 0.0 1.697 1.697 n/a n/a 0.679 X-X.+D+O,60W+H 2.50 n/a 0.0 0.8808 0.8808 n/a n/a 0,352 X-X.+D+0.70E+H 2.50 n/a 0.0 0.8808 0.8808 n/a n/a 0.352 X-X,+D+0.750Lr+0.750L+0.450W+fl 2.50 n/a 0.0 1.697 1.697 nia n/a 0.679 X-X.+D+0.750L+0.7505+0.450W+11 2.50 n/a 0,0 1.697 1.697 n/a n/a 0,679 X-X.+D+0.750L+0.750S+0.5250E+H 2.50 n/a 0.0 1.697 1.697 n/a n/a 0.679 X-X.+0.60D+O.60W+0.60H 2.50 n/a 0.0 0.5285 0.5285 n/a n/a 0.211 X-X.+0.60D+0.70E+0.60H 2.50 n/a 0.0 0.5285 0.5285 n/a n/a 0.211 Z-Z,+D+H 2.50 0.0 n/a n/a n/a 0.8808 0.8808 0.352 Z-Z,+D+L+H 2.50 0.0 n/a n/a n/a 1.969 1.969 0.788 Z-Z.-+D+Lr+H 2.50 0.0 n/a n/a n/a 0.8808 0.8808 0.352 Z-Z.+D+S+H 2.50 0.0 n/a n/a n/a 0.8808 0.8808 0.352 Z-Z.+D+0.750Lr+0.750L+H 2.50 0.0 n/a n/a n/a 1.697 1.697 0.679 Z-Z.+D+0.750L-0.750S+H 2.50 0.0 n/a n/a n/a 1.697 1.697 0.679 Z-Z.+D+0.60W+H 2.50 0.0 n/a n/a n/a 0.8808 0.8808 0.352 Z-Z,+D+0.70E+H 2.50 0.0 n/a n/a n/a 0.8808 0.8808 0.352 Z-Z,+D+0.750Lr+0,750L+0.450W+H 2.50 0.0 n/a n/a n/a 1.697 1.697 0.679 Z-Z.+D+0.750L+0.7505+0.450W+H 2.50 0.0 n/a n/a n/a 1.697 1.697 0.679 Z-Z,+0+0.750L+0.750S+0.5250E+H 2.50 0.0 n/a n/a n/a 1.697 1.697 0.679 Z-Z.+0.60D+0.60W+0.60H 2.50 0.0 n/a n/a n/a 0.5285 0.5285 0.211 Z-Z.+0.60D+0.70E+0.60H 2.50 0.0 n/a n/a n/a 0.5285 0.5285 0.211 0 LC) ) CV 0 (2 (; 0 Cr) i,2) c) 1 , cm I . cy) 99 061 a) a .' ',' ca A 1 PT 3344***** 1 ; , , SPA P^A.ORPAN TEP 403 i a ,,,:::„ AT RECK.,....!1**** IC:7 0_ 4'4' Ath, SS* 11117 AT C*J?""":". s (4)I / .,i..,t apt a, _ makk _ ulf' '3 a-4' er leFIL, r 'LI i ,Ank rown.A"'`'t"ne.4.0*,'" • I i '4Z7 0........ _ .......... .......... (.4., —iddrita3 ;:. entilmigi la r,...' oz.., / , itz:r F .., n.4,,wis,,,,tvz AIM dittr Ali A N w rs ne to.h) mg ,„,,,, 4e, imt __ 7:7. 77011111111.101 Pf Ira ± 0 igrommi 0 taw° it 11C1 0 - 01.1 4) allairillill ''''' \ fiii (,) Aplik VIVI # OV, VI .1104k 14 . 11V3A, mak Nov' ik. , A C:o7f 11. la La ----•:-.- Agab " 4:11'," °‘.• ''` ' FPI 1:7 iiiii.kfraMbia 14:17 ' ,sr • 01" IJ In ca 010.... , . iirup..,,, - iffirr.. 11:3-1 tall ' hie __ _-_, ? . 1.05.1k It .. ., , sii loit 0 „:00t 1 ' wl \*-..7. 0 i At ;', ''''`.i ink 7 " 4 fttot. 1111110117i i'L'L ' '44.7.' C)---- .. l'''''''''''''''- allillikerol.613P"IPIPIN M I I I IN I li I I 0111111.1111111 Ark i 1 Anh I At% i ) 6, '4014 AI T r - 1 Wi .6. ,., : ., r.0 ,70 n _ 40- wo, - ' ,44y L., , ::_' —.1= 19 .0,„ lebik * it.' 4101 **0_. NI Art, -F AI 4 CI fil ..; -‘. E w % --- -it"" ' 0 ..li 4 °=?..,, ihai 0 Jai , SSW , '', 0 I Pli .4.'' Allek C'3,‘,3",-, '''''' : '''1.: - 3 i 4,„- -: - ., ,..,... ii. i., ,.... i ., : ... _ . ,,,., , ,... 4.,, ,,,,. ..„,,, ,,,„, ,, A op 0 _,Ack ._1=112 icili1:um" rzr 7 c." 1L/ 4*. @fp'L--111111111M.11155-74°9 1 444"iik'' ° C:" ."'"a.'""itAllf43.44111'--- 9r11111117111 "911"111---4"-'Wlinie°‘%'4‘ ' 1:741:°114.0%**77:417:111, ('D'.1------ 13:124"*. D I —1:3- Arb4r- -I XII --- 214 a 1 011111111111WI __ it& i 1 (D-----...___- - 25 1 ,. v., . ph, kJ! , „, TYP 0 1.Z7 all L '6 447 ill 11CI O - - .-- - 1 © ' s.. AIL RTAPARPIO TAT 4In*, molamp •T CK SUPPORTSSUP or Achk 71:411:11::7114. 1:3 'Ir, .1 ,,,,,----47,! AT DECK SUPPORTS 1... * Mk , Ark ADE 11,01, =IF 'CI er Atk 1 su* 13 1 1Z7 SED1 1 I sam 1 i N 2 BUILDING A3-SECOND FLOOR FRAMING PLAN 4 11 S230 N-19(1'''' _ -3 '-*". rz .. i 5 2 • Rie...)1 - ,,,' • ' ,-/v- 6r.14 (4-.) \BUILDING A3.ROOF FRAMING PLAN !„..:2,2/ fat.14**V-O- 1 1 1 i 1 AM 0------ ..0, , ei— m_ , . -e- - - - AM es1 .iAaa l,fi idt4,aooapw1e41 'if‘ ;.m,.4-t„,k,PTaov.a.oekr./a*t.ieNo-ar.,.t.oanoa.otv. woft.wis ro„ -- - - - e--- --- , -r11 dm .- ,,,,,,n ,-,,,,r,, :,-...-4.za — wit'N't...1111 =1 I at iliwr• ,7- -—----- ,G;:r czmi v.a..41 Ex '-'-----h&, "P )1. „A,1=1 0 - I =V I lit ' 44$; • wo V” 1E3 W,0 A 1 ., ____,' ____ ga ..111b_____Ii , lirit ,,,Is is..,....i. , 1 ,,, o....,,_acii. o , Joh r at t —Is I ° • i ''Veil .11" 0 .C:147 ! MOM ink 41111,4: = 4#4 o Azor „42, -, til 11:31 , vzz, 0 fur, w r...,.._2 0 ..... • :,..,,... la la 04 jef. I ,,,,,,0*---f ink -----------j ,. i.iii,h,-Tell wise agt. 4d.doz., 4 ' U., ci, ... — ,,,,,,,,,_ , . ..,.-v. - ,:...:- - ' ,s 1 .a. , ,, I 4 ti * itzl, ... is 1.1: •:,, 0 il ,,,....•.. • 0 14r4111,11 liniF- 0 • ,.... 11 3 %Zak • •.,`.-. 4,•• R 4, U ;L.. -- --.,..,•..,,,w, ,,,. i.'' iliek '. ° -' - • 1:::7 '111 Anik i.1 4 , " $ s000 Am 0 13 -;(4',c4114k, b slier 1 .. ... _ -. ,, -fil• ' . '' *lift •: 41.. 'vr I : -2,,,,,:' - -- 2'7•-- .114114JI -- - '-' "4,ii -' .." -.--v. mra;41... " issi v.,* e ':I '44 r 0— , , 4,1 7 r, :4121k. I yr- , 402,., „,„, ,,.. ,,, _ ,,, .,. . e , , ,, e ° ''''111:31 itilli*"..lin.1 1411:7116741 D WO la ,,,,i__ • ,c1,- No r., . .,„„ Ei 0 0 Kim .0 1 0 131?.,i'l'Aral t 1 ' •waul.., - ,,, dii, ,..„,..„,_ II xrifillh._,- 1 'I --- En vz7. ..-014.'"_-iiinwh.v. RAaVETER Ur'WA ink 41,g,„O ETTAI:=Y a ''' © 117 • : Es 4*-' - 4 12 0 .opr-- • ER.ATIIITE3 • z_ -- ,li 1 • , •• ;--a,„. , -, at• ., • • 1 12' .06.. ,,. le. . • nAi„ awm,—14-„c2,--.---14 r •wr.,,,,b, i L___ ,Asyill „ran 0 gO „ Ark : Ark:4-9,,,initz,aminian . wink al cj.-- .:, EREATHIND i=y ,„,, ot• ,,,,..,,. itiordm Am .... 4.011„ ...„......x. lap_ it,, 0 . ._ ,...... _ AIL 0 11111:1 ,.. Q -• ----i Lapp ' --L. ' ---, --'.. II----111 -tzli a " III w4.1*. . cs . - - -0 co ,. 4-•;,i7,„,:i„.-77-- .•--• .,;----- A-;oFfctitt WO AT DECK SUPPORTS 5551,, `tiE• 4131E, dia ' I IT,' _ _ _ - f,oa CD ' 0 D, It'Z' 1 ETEIVWCPETE TEAM Ur SPA * e ,,,,,, RATED SHEAT TEND SW (0 , 449E5 ' I CA) I I N , 0 BUILDING A3-THIRD FLOOR FRAMING PLAN S r•3 ,.!.2..), (A o L] Main Office CLIENT: (..-vg•, 6969 SW Hampton St. Page 94 of 2511E Portland,Oregon 97223 - 'IR 503-624-7005 PROJECT Central Oregon „ 45' 745 NW Mt.Washington Dr.#205 NUMBER: /5—1:‘?f'9. 5.2/40/04 4'Al3 Bend,Oregon 97701 541-383-1828 FROELICH D Denver Office DATE: 4,.. ENGINEER12303 Airport Way,Suite 200 SA Broomfield,Colorado 80021 tit' www,froelich-engmeets.f.om 720-560-2269 BY: ;... 11 Yt-rir Ito 6*.t / i r.,30 .5. M/.....Lm,ee,e,4 Wr I ol,3(ffis.c ft r 5.#.0) ) 4 ii LI:z 1 II /4) 7-3-1 II ,--- ._ /15 at , a: : ir ,SP- ;1 ..." 4 r-S 3 , 11 %,.., 7371 2/0 ez ,°' ''')/(._ i., , . \ , F---DI , iki 07 779P , --- t ) sir- f t-ivegri ifs'' 4 0 I, (,,....z.' /01z. r PSff 1)74i*F7). 4,0„. 7 i,,,,- 1 t, -7737z ..zit) e29 7c........... i wr i :) . . _ 1 AS,1,....MMInumx. 1.101 .....mt0JOI.M.M.,W,WAMMMM* .0 It)7.... LV.4)61C'741 17446', 4#CM P31 ; ... . 6, >c. g i-iteTW/ .....a..,,,,, 41/4 ,,, Ma .W.../....MM ; UMM.........M., if 1 0 2 it 1 Main Office CLIENT. 6969 SW Hampton St. Page 95 of 25VE / Portland,Oregon 97223 9 503-624-7005 PROJECT: 1 0 Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97701 541-383-1828 F R O ElL I C H ❑Denver Office DATE: 12303 Airport Way,Suite 200 ENGINEERS' a Broomfield,Colorado 80021 wwwfroelich-engineers.com 720-560-2269 BY. WI': 0 it—i't ff r--fiz-4.44V) .�,�; 44q fr 1 eAezme zse.., .... & q -0 -."....._____„,....„,______,...,........._ ..,, 4. ! 3 / ° ,... � if A. ", rgce ' f f' - rite .. F 0 R T ' t;' 4:- BUILDING A3,FJ1 Page 96 of 250/3: y, , 1 piece(s) 11 7/8" TN® 110 @ 24" OC Overall Length:26'6 1/2" + + , 4. 14' x 11'6" El 0 All locations are measured from the outside face of left support(or left cantilever end).Aii dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 2280 @ 14'7 1/4" 2295(3.50") Passed(99%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 1076 @ 14'5 1/2" 1716 Passed(63%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -3006 @ 14'7 1/4" 3160 Passed(95%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defi.(In) 0.173 @ 7'1 1/8" 0.354 Passed(L/981) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.275 @ 6'11 5/16" 0.707 Passed(11617) - 1.0 0+1.0 L(Alt Spans) TJ-Pror"Rating 47 35 Passed -- •Deflection criteria:LL(L/480)and TL(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 2'10 1/16"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 T3-Pro'"Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Lore 1-Hanger on OF stud wall 5.50" Hangers 1.75"/-z 361 525/-7 886/-7 See note' 2-Stud wall-DF 3.50" 3.50" 3.50" 977 1303 2280 Web Stiffeners 3-Stud wall-DF 3.50" 3.50" 1.75" 255 433/-93 688/-93 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 • 1 See Connector grid below for additional information and/or requirements. •z Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Simpson Strong-Tie Connectors Support Model Seat Length Top Nails ' Face Nails Member Nails Accessories 1-Top Mount Hanger ITS1.81/11.88 2.00" 4-10d common 2-10d common N/A Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 26'6 1/2" 24" 30.0 40.0 Residential-Using + Areas Weyerhaeuser Notes 4 SUSTAINABLE FORESTRY INITIATIVE 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 ..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://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator 11128/2015 2 ... ._,...___.,.. ._ __. _.. .._._ . ... .atT � q 56 PM � v .f_ 32 Enf1iT1GV4.043 1,3,� r AFT) 'AN[Mt NTs ft F LL. v: AL p BUILDING A3,FJ2 Page 97 of 250 d�AS yt~i;) 1 piece(s) 11 7/8"TM® 110 @ 24" OC Overall Length:23'6 1/2" + + r�,� n r. . 11'6" 41 11" 4 0 o e All locations are measured from the outside face of left support(or left cantilever end).Ali dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:combination(Pattern) System:Floor Member Reaction(lbs) 2116 @ 12'1 1/4" 2295(3.50") Passed(92%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 949 @ 11'11 1/2" 1716 Passed(55%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(ft-lbs) -2423 @ 12'1 1/4" 3160 Passed(77%) 1.00 1.0 D+1.0 1(All Spans) Building Code:IBC Live Load Defi.(in) 0.089 @ 5'11 5/8" 0.291 Passed(1/999+) — 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Dell.(in) 0.144 @ 5'9 3/16" 0.582 Passed(1(970) -- 1.0 D+1.0 L(Alt Spans) Ti-Pro"Rating 52 35 Passed - •Deflection criteria:LL(1/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'1 15/16"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 T3-Pro"'Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live , 1-Hanger on 11 7/8"DF beam 5.50" Hangers 1.75"/-2 332 443/-16 7751-16 See note 1 2-Stud wall-DF 3.50" 3.50" 3.50" 972 1144 2116 Web Stiffeners 3-Stud wall-DF 3.50" 3.50" 1.75" 297 411/-61 708/-61 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 •1 See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Simpson Tie Connectors Supoort Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger 1TS1.81/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 23'6 1/2" 24" 34.0 40.0 Residential-Living Pse: Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be Inwith Weyerhaeuserproduct design anti values- Weyerhaeuser expressly disclaims any other warranties related to the Refet 615 current Weyerhaeuser literetwe for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and squash Blocks)are not rhtsigned by this software.Use of this softwareIsnot intended to circumvent the need for a design professional as determined by the a i .The designer of record,btAder or fr nvr is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser redlines are third-party centred 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://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Faftt Softwaro CkpttatceJo0 Notts '., 11/28120/7 2`16.04 PM �.._ Forte .0, Deson Enginer 66 4,0 40 , TIGARD APA 1?MIEN T5 41e ,AP,I.T.,,,,rorrpq,,p1:40r4,3r ax.rfi } Page 1 o FORTE ' BUILDING A3,FJ3 Page 98 of 250 « ,,:co 1 piece(s) 11 7/8" TJI® 210 @ 24" OC Overall Length: 14'9" 14' 0 Q All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LOF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 1036 @ 5 1/2" 1036(1.87") Passed(100%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Cts) 1036 @ 5 1/2" 1655 Passed(63%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3626 @ 7'5 1/2" 3795 Passed(96%) 1.00 1.0 D+1.0 L(AII Spans) Building Code:IBC Live Load Deft.(in) 0.205 @ 7 5 1/2" 0.350 Passed(L/821) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Deft.(in) 0.379 @ 7'5 1/2" 0.700 Passed(L/444) -- 1.0 D+1.0 L(All Spans) TJ-Pro'"Rating 44 35 Passed -- -- • Deflection criteria:LL(L/480)and TL(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 3'4 3/16"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:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports Obs) Supports Total Available Required Dead FloorTotal Accessories Uve 1-Hanger on DF stud wall 5.50" Hanger, 1.87"/-2 507 597 1104 See note 1 2-Hanger on 11 7/8"DF beam 3.50' Hanger, 1.87"/-2 496 583 1079 See note •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector.SimpsonStrong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger LBv2.1/11.88 2.50" 6-10d common 4-10d common 2-10d x 1-1/2 2-Top Mount Hanger ITS2.06/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 14'9" 24" 34.0 40.0 Residential-Living Areas Member Notes BUILDING A3 Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrwas that the sizing of its products will be In accordancewith Weyerhaeuser product design craena and published design values. Weyerhaeuser accessly disdains any other warranties related to the software.Refer to current Weyerhaeuser literature for (wenv,woodtrywy.conft Accessmies(Rim Board,ftloddng Panels and Squash Modes)are not by this software.Use of this software is not intended to cinunvent the need fora design professienal as determined by Me unitedly laving jurladction.The designer of Wider assure that ties calculation Is compatible wee manufactured*. i Weyerhaeuser f are record, 53ocertified r framer to responsible to forestry his.Weyerhaeuser Engineered Limber have been evaluated by ICC ES under reports ESR-1153 and ESR-13878 and/or in accradance with appOcable ASTM standards. For current code evaluation reports refer to http t/www woodbywv-condservlces/s_CodeReports.a . The product application,input design loads,dimensions and support information have been provided by Forte Software Operator E11828/2015 � +tY�rn-r� rstfQ�r ,._. Mb't�+�trra � f 19 57 F00 app 7ape e ,fV.1 n Engine "Ai 40_4( /GARY')740APTMEN/"a 4f¢„ Page ? F. r I ''',T,* ' BUILDING A3, FJ4 Page 99 of 250 pA isED �I 1 piece(s) 11 7/8" T3I® 210 @ 24" OC Overall Length:27'1/2" + + 14'6" 71 x 11 6' All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual ha Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 2458 @ 15'1 1/4" 2505(3.50") Passed(98%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 1174 @ 14'11 1/2" 1821 Passed(64%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -3322 @ 15'1 1/4" 3795 Passed(88%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.174 @ 7'3 13/16" 0.366 Passed(L/999+) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.294 @ 7'2" 0.732 Passed(1/598) « 1.0 D+1.0 L(Alt Spans) Til-Pro'"Rating 48 35 Passed - •Deflection criteria:LL(1/480)and TL(1./240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'6"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:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(Ws) supeTotal Available Required Dead Fug Total Accessories 1-Hanger on DF stud wall 5.50" Hanger' 1.75"/-2 425 541/-4 966/-4 See note' 2-Stud wall-SPF 3.50" 3.50" 3.50" 1129 1328 2457 Web Stiffeners 3-Hanger on DF stud wall 3.50" Hanger, 1.75"/-2 285 438/-79 723/-79 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that Is supporting the hanger •1 See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Simmon Strang-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger LBV2.1/11.88 2.50" 6-10d common 4-Sod common 2-10d x 1-1/2 3-Top Mount Hanger ITS2.06/11.88 2.00" 4-10d common 2-10d common N/A Dead Floor Live Loads Location Spadng (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 27'1/2" 24" 34.0 40.0 Residential-living Areas Member Notes BUILDING A3 Weyerhaeuser Notes -;SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the siting of its products win be in accordance with Weyehaeuser product design criteria and pubehed design'rabies. Weyerhaeuser expresely rinclaims any otter warranties related to the software.Refer to anent Weyerhaeuser literature for Installation details. (www.woodbywy.com)Accessories(Rim Boater Blocldng Parcels and&Mani 8foccls)are not designed by this software.Use of this software Is not Intended to circumvent the need fora design intiessional as determined by the authority having jurisdiction.The designer of record,builder or framer Is ble t h assure that this calculation is compatible with the overall project.Products mantifactlited at Weyerhaeuser facilities are tri 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://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator i F f- rr,tt a axSt + RIO NSE . 11 _'Si/ / 1 15 2:21 2,4 FIE Forte E5 3 Design E r mei'_J6 4 0 40 i FICARD#'„, AAI FfEt N r`,4tc.. x< 1 T i re"~ BUILDING A3,FJ5 Page 100 of 250 1 ..,l 1 piece(s) 11 7/8" TM® 110 @ 24" OC Overall Length:12'9" + + 1 12 0 Q All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 888 @ 5 1/2" 910(1.75") Passed(98%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 888 @ 5 1/2" 1560 Passed(57%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 2664 @ 6'5 1/2" 3160 Passed(84%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.131 @ 6'5 1/2" 0.300 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:Aso Total Load Defl.(In) 0.243 @ 6'5 1/2" 0.600 Passed(L/594) -- 1.0 D+1.0 L(All Spans) Ti-ProT"Rating 50 35 Passed -- -- •Deflection criteria:LL(L/480)and TL(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 3'3/16"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 TI-Pro""Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Wife 1-Hanger on 11 7/8"OF beam 5.50" Hanger, 1.75"/-2 439 517 956 See note 1 2-Hanger on DF stud wall 3.50" Hanger, 1.75"/-2 428 503 931 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Conn r:SinliPSon StrafErTie Connectors Support Model Seat Length, Top Nails Face Nails Member Nails ,Accessories 1-Top Mount Hanger ITS1.81/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A 2-Top Mount Hanger MIT11.88 2.50" 4-10d common 4-10d common 2-10d x 1-1/2 Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 12'9" 24" 34.0 40.0 Residential-Living Aram Member Notes BUILDING A3 Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE 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.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://www.woodbywy.com/services/sCodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator F t*Stxtrowx cs x altoo etot 11/2 X015 2,23 20 PM Eerie v5 0 Dm-ego Engem 06 M.C,40 ---' F 0 R T E ' MEMBER REPORT BUILDING A3,FB1 Page 101 of 250 PASSED 1 piece(s) 7" x 11 7/8" 2.0E Parallam® PSL Overall Length: 16'7" 4. + * 16' * 0 CI All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual(Illocution Allowed Result ' LDP Load:Combination(Pattern) System:Floor Member Reaction(lbs) 7265 @ 16'5" 11419(2.25") Passed(64%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbS) 6220 @ 1'3 3/8" 16071 Passed(39%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 29287 @ 8'3 1/2" 39805 Passed(74%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(In) 0.407 @ 8'3 1/2" 0.406 Passed(L/479) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.753 @ 8'3 1/2" 0.813 Passed(L/259) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:IL(1/480)and-ft(I/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 16'5 314"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Length Loads to Supports(lbs) Supports Woor Total Available Required Dead Total Accessories , Uaffl 1-Trimmer-SPF 3.50" 3.50" , 1.50" 3377 3980 7357 None 2-Column-SPF 3.50" 2.25" 1.50" 3374 3980 7354 1 1/4"RIm Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments Residential•-Uniform(PSF) 0 to 16 7" 12 _ 6" 30.5 38.4 -living AreaS Weyerhaeuser Notes ,•""i. 1 e)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the siring of its products will be in accordance with Weyerhaeuser product design criteria and published design wilues. Weyerhaeuser ernimsly disclaims any other warranties related to the software.Refer to moat Weyerhaeuser literature for installation deeds. (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 fore design professional as determined by the authority having kieSliktoft•The**low of record,builder or Realer 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 ASTat standards, For current code evaluation reports refer to httse//www.woodbywy.com/servicesfs_OodeReports.aspa. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator i I i /"� TE MEMBER REPORT BUILDING A3,F82 Page 102 of 250 PASSED v 1 piece(s) 3 1/2" x 11 7/8" 2.0E Parallam® PSL Overall Length:4'7" + + • 4'4. 4 0 Q All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 1850 @ 4'5" 5709(2.25") Passed(32%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 854 @ 1'3 3/8" 8035 Passed(11%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 1909 @ 2'3 1/2" 19902 Passed(10%) 1.00 1.0 0+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.006 @ 2'3 1/2" 0.106 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defi.(in) 0.012 @ 2'3 1/2" 0.213 Passed(L/999+) — 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(1/480)and TL(11240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 4'5 3/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required in achieve member stability. - Bearing Length Loads to Supports(lbs) SuppOitsTotal Available Required Dead Flu Total Accessories 1-Trimmer-SPF 3.50" 3.50" 1.50" 926 1012 1938 None 2-Column-SPF 3.50" 2.25" 1.50" _ 924 1012 1936 _1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1-Uniform(PSE) 0 to 4'7" 11'6" 34.0 38.4 Residential-Living Areas Weyerhaeuser Notes (79 SUSTAINABLE FORESTRY INITIATIVE 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.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://www.woodbywy.com/services/s CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I - REP' MEMBER 1 1 6i IST BUILDING A3,FB3 P Page 103 of 250 PASSED :. FORTE 1 piece(s) 3 1/2" x 11 7/8" 2.0E Parallam® PSI Overall Length:4'7" X 4 , 0 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDP Load;Combination(Pattern) System:Floor Member Reaction(lbs) 2166 @ 4'5" 5709(2.25") Passed(38%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 1001 @ 1'3 3/8" 8035 Passed(12%) 1.001.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 2236 @ 2'3 1/2" 19902 Passed(11%) 1.00+1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.007 @ 2'3 1/2" 0.106 Passed(1/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Dell.(in) 0.014 @ 2'3 1/2" 0.213 Passed(L/999+) •- "1.0 D+1.0 L(All Spans) •Deflection criteria:LL(1/480)and TL(L/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 4'5 3/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Length Loads in Supports(lbs) Supports Total Available Required Dead Floor Total Accessories 1-Trimmer-SPF 3.50" 3.50" 1.50" 1082 1188 2270 None 2-Column-SPF 3.50" 2.25" 1.50" 1080 1188 2268 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Tributary Dead Floor Live Loads Lorabon Width (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 4'7" 13'6" 34.0 38.4 Retial-living - Areas Weyerhaeuser Notes il'i SUSTAINABLE FORESTRY INMATIVE 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.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://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design toads,dimensions and support information have been provided by Forte Software Operator F EMEMBER REPORT BUILDING A3,F84 Page 104 of 250 PASSED ! piece(s) 3 1/2" x 11 7/8" 2.0E Parallam® PSL Overall Length:9'7" 9' 4, a o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Aduat 0 Location Allowed Result LDF Load:Combination(Pathan) System:Floor Member Reaction(lbs) 2776 @ 9'5" 5709(2.25") Passed(49%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 2079 @ 1'3 3/8" 8035 Passed(26%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 6333 @ 4'9 1/2" 19902 Passed(32%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(In) 0.061 @ 4'9 1/2" 0.231 Passed(1/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.117 @ 4'9 1/2" 0.463 Passed(L/945) — 1.0 D+1.0 L(All Spans) •Deflection criteria:lL(1/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 9'5 3/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Uwe 1-Trimmer-SPF 3.50" 3.50" 1.50' 1365 1472 2837 None 2-Column-SPF 3.50" 2.25" 1.50" 1364 1472 2836 .1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Tributary Dead Floor live Loads Location Width (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 9'7" 8' 34.0 38.4 Residential-Living Areas Weyerhaeuser Notes {r:✓SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the siring 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.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://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Page 105 of 250 COMPANY PROJECT 101101 Wood Works ff)R SY fl!J6 t7f Sii-,1' Nov.28,2015 14:38 DB1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 10.00 (4.00)* No Load2 Live Full Area 40.00 (4.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) 0' 9' Dead 218 218 Live 720 720 Total 938 938 Bearing: LC number 2 2 Length 1.00 1.00 Timber-soft, Hem-Fir, No.1,6x8" Self Weight of 8.52 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2001 Criterion Analysis Value Design value Analysis/Design Shear fv = 29 Fv' = 112 fv/Fv' = 0.26 Bending(+) fb = 491 Fb' = 780 fb/Fb' = 0.63 Live Defl'n 0.10 = <L/999 0.30 = L/360 0.33 Total Defl'n 0.13 = L/837 0.45 = L/240 0.29 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 975 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 0.80 - 2 Fv' 140 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fcp' 405 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - 1.00 0.95 - 2 Bending(+) : LC# 2 = D+L, M = 2111 lbs-ft Shear : LC# 2 = D+L, V = 938, V design = 808 lbs Deflection: LC# 2 = D+L Ei= 251e06 lb-int 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, Page 106 of 250 COMPANY PROJECT WoodWorks' Nov.28,2015 14:45 DJ1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf Load Type Distribution Magnitude Location [ft) Pat- Start End Start End tern Loadl Dead 'Full Area 10.00 (2.00)* No Load2 Live Full Area 40.00 (2.00)* No *Tributary Width (ft) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : 0' 8' Dead 89 89 Live 320 320 Total 409 409 Bearing: LC number 2 2 Length 1.00_ 1.00 Lumber-soft, Hem-Fir, No.2, 2x8" Self Weight of 2.25 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs. Allowable Stress (psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 48 Fv' = 150 fv/Fv' = 0.32 Bending(+) fb = 747 Fb' = 822 fb/Fb' = 0.91 Live Defl'n 0.12 = L/806 0.27 = L/360 0.45 Total Defl'n 0,15 = L/630 0.40 = L/240 0.38 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 850 1.00 1.00 1.00 0.806 1.200 1.00 1.00 1.00 1.00 - 2 Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - 1.00 1.00 - _ E' 1.3 million 1.00 1.00 - - -- - 1.00 1.00 - 2 Bending(+) : LC# 2 = DfL, M = 818 lbs-ft Shear : LC# 2 = D+L, V = 409, V design = 347 lbs Deflection: LC# 2 = D+L EI= 62e06 lb-int 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorks® Nov.28,2015 14:47 post 1 Design Check Calculation Sheet Page 107 of 250 Sizer 2004a LOADS (lbs,psi,or pit) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Axial 3740 (Eccetricity = 0.00 in) Load2 Live Axial 4146 (Eccentricity = 0.0f in) MAXIMUM REACTIONS(lbs): A 0' 10' Lumber Post, D.Fir-L, No.2,4x8" Self Weight of 6.03 plf automatically included in loads; Pinned base;Loadface=width(b); Ke x Lb:1.00 x 10.00=10.00[ft];Ke x Ld: 1.00 x 10.00=10.00[ft];Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 313 Fc' = 381 fc/Fc' = 0.82 Axial Bearing _ fc = 313 Fc* = 1417 fc/Fc* = 0.22 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.269 1.050 - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.050 - - 1.00 1.00 2 Axial : LC# 2 = D+L, P - 7946 lbs (D-dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (Ail LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. Page 108 of 250 COMPANY PROJECT WoodWorks® Nov.28,2015 14:52 post 1 bottom floor Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Axial 6100 (Ecceatricity = 0.00 in) Load2 _Live Axial 6368 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): Lumber Post, D.Fir-L, No.2, 3-1/2x9-1/2" Self Weight of 7.9 plf automatically included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 10.00=10.00[ft]; Ke x Id: 1.00 x 10.00=10.00[ft];Load combinations:ICC-IBC; WARNING:this CUSTOM SIZE is not in the database.Refer to online help. WARNING:your custom section may be too thin to use the properties of this TIMBER database.Use a database containing LUMBER sizes instead. Analysis vs.Allowable Stress(psi) and Deflection(in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 377 Fc' = 379 fc/Fc' = 0.99 Axial Bearing fc = 377 Fc* = 1350 fc/Fc* = 0.28 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.281 1.000 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC# 2 = D+L, P = 12547 lbs (D=dead L=live S=snow W=wind I-=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application, 07D14 t m I POge 109 of 250 __ 41_. � 0 lilD 10* 2 4 ir #fl, ty, _ 1 011 rickiet rj, rr 3 C114 •8viii-44 1 4D trizirre. 'Li j V 403,0-0,4 ,2200:1 _ 40. � 10, t. . Ilika_I-e-,____ - - . _ 41,* r 0 vilv miiii,c1,11, . .. _ re r P 4 \\ N. - ' WI II 'p. * \ , iirook,, -1 ,..4 _ 1 z if , 3 e f . , i i ALLLL. • .10• p LL 4D II Iv SII U II II p IU U 11 + ID ail i E4 a ,r 44 4 ria ...k.,: �m "6 "Y AO 001114.: dr) --, M ''."1--' \X if4 4D - 't'''' ----- 41 E 4Diout"vet:. 4S t'% I'''laUtej kili' '' \....2% r r ' a Ala q 41Ditio illirr ,r,t....— .- . f.,.., ., . ,,, ,.-......., olash..., ,,,, ,tip w Jthg_ is 4D ,, .. .fes E: 3 tirrilargitikk. 'yprV2411101 .„. 74, ,417giv ,"Ligeill A A 41;71,0116.07iiiii6%,_104 I -iiiiiicifit il 1 drill0 'r ah . ta 4 0 Main Office 6969 SW Hampton St. Portland,Oregon 97223 CLIENT:(—X—) Page 110 of 250--L t i 503-624-7005 PROJECT:-7z644.0 Arrs P 4, Ei Central Oregon Bend,Oregon 97701 . / pivirrC A,..3 745 NW Mt.Washington Dr.#205 NUMBER: iS---7i)09' 541-383-1828 /.2./rrilf/Stert Al‘/ FROELICH 0 Denver Office DATE:A /„ ENGINEERS12303 Airport Way,Suite 200 A wwfrodich-engineeroin Broomfield,Colorado 80021 BY: 1244---- ,, 720-560-2269 Nt, IV z- RtiDg.. t : OIL). 4 kt PF#/ I/ , ( 0 I, . ‘ 554-- /5 •r 2 '' F Ofr • "`:*t V-*/ ' . z ADI-7 12,, . D r 2-,*()S,F1- 2.5"rste,„) ; 4 . tkir 75: Dr-20' 3D- RA3 f ; Is' 2S- Ki3 7 : ______ Page 111 of 250 COMPANY PROJECT Wood Works`' Nov.28,2015 15:12 RHDR1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft) Pat- Start End Start End tern Loadl Dead Full Area 20.00(17.00)* No Load2 Snow Full Area 25.00(17.00)* No *Tributary Width (ft) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : 'rJ�r`' .`' „'irr'f,,r''r'r' ,�:'J� ''jr ,' .%f,�r ''r'°,+�/;/11/ 0'.' • i'f :�,';�j r �, ,'r ,r"%r / �,. f ',`//i l' r�4�.r�V fr;. R ` X11/ *.:9, ,Xl" r rr,,p �r >'> i/.'%'. �f "� r,'� ��', ���/,'r� rtf r` / f r�:. ! r rr'- ' 1'�r` i J',-. ,, fJ ,,, �`^'' ,% ,y,.f'`Jr^�t'F.rr'.'J.`'wf"' .; � r`.r',;,; � �i�'' f f� ;',� � F`+" r�f". /"r ,,� r ` / sJ �,�r',�`ir r� �,r� trr�'.'r',�1�i`f „ r fr���� f � � / rr �% �', '='�, rl r J/ 0' 3' g' Dead 131 2164 853 Live 159 2630 1036 Total 291 4794 1889 Bearing: LC number 2 2 2 Length 1.00 1.02 1.00 Cb 1.00 1.37 1.00 Timber-soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 83 Fv' - 195 fv`Fv' = 0.42 Bending(+) fb = 536 Fb' = 1380 fb/Fb' = 0.39 Bending(-) fb = 609 Fb' = 1380 fb/Fb' = 0.44 Live Defl'n 0.02 = <L/999 0.20 = L/360 0.11 Total Defl'n 0.04 - <L/999 0.30 - L/240 0.13 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1200 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fb'- 1200 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fop' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 2302 lbs-ft Bending(-) : LC# 2 = D+S, M = 2615 lbs-ft Shear : LC# 2 = D+S, V = 2.760, V design = 2276 lbs Deflection: LC# 2 = D+S EI- 309e06 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 112 of 250 COMPANY PROJECT WoodWorks® Nov.28,2015 15:13 RHDR2 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Load1 Dead Full Area 20.00(15.00)* No Load2 Snow Full Area 25.00(15.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : t3 A 0' 6' Dead 918 918 Live 1125 1125 Total 2043 2043 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 96 Fv' = 207 fv/Fv' = 0.47 Bending(+) fb = 1199 Fb' = 1481 fb/Fb' = 0.81 Live Defl'n 0.06 = <L/999 0.20 = L/360 0.29 Total Defl'n 0.11 = L/685 0.30 = L/240 0.35 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.15 1.00 1.00 0.990 1.300 1.00 1.00 1.00 1,00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1,00 1.00 - - - 1.00 1.00 - - E' 1.7 million 1,00 1.00 -- - - 1.00 1,00 - 2 Bending(+) : LC# 2 = D+S, M = 3065 lbs-ft Shear : LC# 2 = D+S, V = 2043, V design = 1632 lbs Deflection: LC# 2 = D+S EI= 189e06 lb-int 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. Page 113 of 250 - -,, COMPANY PROJECT Wood Works® Nov.28,2015 15:14 RHDR3 Design Check Calculation Sheet Sizer 2004a LOADS (ibs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 20.00(12.50)* No Load2 Snow Full Area 25.00(12.50)* No *Tributary Width (ft) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : Ls 0' Dead 832 832 Live 1016 1016 Total 1848 1848 Bearing: LC number 2 2 Length _ 1.00 1.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 89 Fv' = 207 fv/Fv' = 0.43 Bending(+) fb = 1175 Fb' = 1479 fb/Fb' = 0.79 Live Defl'n 0.07 = <L/999 0.22 = L/360 0.31 Total Defl'n > 0.12 = L/645 0.32 = L/240 0.37 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.15 1.00 1.00 0.990 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 _ - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 3003 lbs-ft Shear : LC# 2 = D+S, V = 1848, V design = 1504 lbs Deflection: LC# 2 = D+S EI= 189e06 lb-int 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 114 of 250 m COMPANY PROJECT WoodWorks' Nov.28,2015 15:15 RB1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft) Pat- Start End Start End tern Loadi Dead Full Area 20.00 (7.50)* No Load2 Snow Full Area 25.00 (7.50)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : 4/X7,0 J i f 0' 2' 10'-6" 13' Dead 1271 1200 Live 1491 1407 Uplift 581 273 Total 2762 2607 Bearing: LC number 0 2 2 0 Length 0.00 1.00 1.00 0.00 Cb 0.00 1.88 1.98 0.00 Timber-soft, D.Fir-L, No. 1, 6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear iv = 46 Fv' = 195 fv/Fv' = 0.24 Bending(+) fb = 308 Fb' = 1380 fb/Fb' = 0.22 Bending(-) fb = 432 Fb' = 1380 fb/Fb' = 0.31 Live Defl'n 0.02 = <L/999 0.28 = L/360 0.08 Total Defl'n 0.04 = <L/999 0.42 = L/240 0.10 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1200 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fb'- 1200 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1,00 - 2 Fv' 170 1.15 1.00 1,00 - - - 1.00 1,00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1,00 1.00 - - E' 1.6 million 1.00 1.00 - - - 1,00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 1324 lbs-ft Bending(-) : LC# 2 = D+S, M = 1857 lbs-ft Shear : LC# 2 = DfS, V = 1486, V design = 1269 lbs Deflection: LC# 2 = D+S ET= 309e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind 1=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams: NDS Clause 4.2,5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 115 of 250 COMPANY PROJECT fl WoodWorks® ,„,„‘RifOR 365t,,• Nov.28,2015 15:16 RB2 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft] Pat- Start End Start End tern Loadl Dead Full Area 20.00 (6.00)* Load2 Snow Full Area 25.00 (6.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 7 /' yi4r r ,./e7 ,,, ,,,„/.6...//<Ag,,,,r/ 4, ;4/, yv/AcAvirroo-tyi, „,)974,.,;,,,,/,//7fiviel*g//7":"fir/76;) -7?,51/09," (7, ,./o,,f-dfrYrovv, /-2,0/ „/2; 4, aci 450/ 0' 9' Dead 584 584 Live 675 675 Total 1259 1259 Bearing: LC number 2 2 Length 1.00 1.00 Timber-soft, D.Fir-L,No.1,6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value ,Design Value AnVTN. /.8„.esign Shear v = 39 Fv' = 195 0.20 Bending(+) fb = 659 Fb' = 1380 fb/Fb" = 0.48 Live Defl'n 0.07 = <L/999 0.30 = L/360 0.24 Total Defl'n 0.13 = L/808 0.45 = L/240 0.30 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1200 1.15 1,00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1.00 1.00 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 2833 lbs-ft Shear : LC# 2 = D+S, V = 1259, V design = 1084 lbs Deflection: LC# 2 = D+S EI= 309e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) e Load Deflection. ( =dead L=live S=snow W=wind I=impact C-Lcon:truction CLd=concentrated) (All17LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, I 1,. Pae 116 of 250 I I I 2? I ??, I ?if t I! t ?311 I in,,,i1D1 D 41) r '18" , E1 Na 14- ti th4D a ! li r' lan..1%151> 41. ci...t'__,...921.,.... ,,h. e. i .,.. 0 r -----,I r----40-1 ' 4D tt 1 2 1 . ... ,..• , „ 0 , v„.r., .4.D. I I i 1 i gilt) > 1 rr _ 4...1 e L. ---1 : 1 _....._.4:; _.. .. -.177....1 , - . . • - 101, , t 41) h, PAM> , --- ' ----,; 4 7.fl-7.7-72,7 1pt---- lop t #4D' ii r' 1 1 .4> , 11 46' ''''.411111' z Ak P - * ' t; 68?--- lr-itg ri °I i li 4D my 4D .:. . ,•,;::: ,:- ,.., , *k CD 04 &.7 i i. ,;i , ,...,E,_,,, . tirf 1 I ' ‘ • k ; 1 V;;;;;;„,„4„.:,4), 4 t';4 4;.;;;14 4{4 i ;I;'•;;'4';4 4 4 1 4 4.,44,4; F' j , 4> •.l I, iL_____ ..,.,,,,,„;• _..4.....1 .....;.,___- - .. I 4D 0 l-1;--- --- - 1 --- t9 --I---1 r .. .- .7. r'e IL ce 0 2 slpt t 1., -----------------' a '44k.rifiD ./,1..!1 llt ., 13,.. 'Ii• .".41 1 :,„(It fik% ___I L........: .....__ • , ___.„,,, ......_ _ _J • - .4' r..1 7A 1 1----0 1! 40.- i'' 1 1 1 a -, .. I ..--''.7.1", `'i, 1 7' , 1>' :'i ''''''''' II. ''''''' - 4D ,,,, . ' -- gi (r, :.., ,..L.,...,, ,2,. 0 a....1 . , , . _ I-4 r .46 h Lcir:4D • 68 . r 4D'' IA .1 '-': 4. 4D' IW - • 044' , 1 ' 1! 4e. C.) , .:,, ail ,._ .................._ , rortyt,,4> 4>:.Thi • ,...„ ... - .... t.„t.t . El, 1-AN aorsatowis.i. ,C.11\ A ' :a * -1, L i '----1---- ! -----t- --1 L- -- II ,..,4> dri. . i § t t sp „..7... I I 1 ki, Ir 1 -:-' -D ' L--: _ j____,-.... 1> 4> r 4> El 4> 1 1 ' 0 -MI 4D11 :4D cloi ' it 4D .q2L gi2 I 4,68, I- - / B?; 1 I I I I 1 4L------ - .013 .0/C01,1e .1,/£01.-Sg ZI*.t. cis\ /TN ft\ rk Title Block Lie1 Project Title: Page 117 cif 259 You can change e this area Engineer: roiec using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 ry� Printed 7 DEC 2075 4 03PM /G�r r/`�'0101,0 , - Ale t,r201511 � ryry.. $ .7& 0A� /S+f '� 'fr 9 �S4 5F. 2 <..,� �',. ksf�.� z. .v, �`� 5` 1 :�Jki:�..' r.' 4 „u. w. .� �. .,�..� , �, U� .., . .� F,.. r ;�,.... „ � tt. "ice Lic.#:KW06002304 Licensee.FROELICH CONSULTING ENGINEERS Description: Buidling A3 Ftg 1 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing - 2.50 ksf fy:Rebar Yield = 60,0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi250.0 pcf Soil Passive Resistance(for Sliding) .- 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 Footing base depth below soil surface = ft Min Steel%Bending Reinf, - Allowable pressure increase per foot of depth = 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 depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,morn&shear No Dimensions Width parallel to X-X Axis = 3.50 ft Length parallel to Z-Z Axis = 3.50 ft z Footing Thicknes = '12.0 in Pedestal dimensions... -- px:parallel to X-X Axis = 7,0 in pz:parallel to Z-Z Axis = 9,50 in Height = in Rebar Centerline to Edge of Concrete... ti at Bottom of footing = 3.0 in Q 11 Reinforcing 3 r Bars parallel to X-X Axis Number of Bars 5.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 5.0044:: .04,4„ . ,.... ., .,,,,:ii..,,r..4 4, , ,_ , ,...„__ ,,,,„,,, ,,,,,„,44,„ , __. Reinforcing Bar SizE _ # 4 -,„,,„,.,t ... „,..„4. .00 6. Bandwidth Distribution Check (ACI 15.4.4.2) ,1„,,, ., ...4.::;.4,..1,. ''''"'"'...'" Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D LC_.. _.._ L S W ... .. .._ E___ ___ ..____ P:Column Load _ 14.960 12.80 k OB:Overburden = ksf M-xx = k-ft M-zz = .._ _.__.. �._.. k-ft V-x k V-z = k Title Block Line 1 Project Title: Page 1 1 8 Qf )r� You can change this area Engineer: Frbj�:`t't[7. using the"Settings"menu item Project Descr: and then using the Printing& Title Block"selection. Title Block Line 6 Printed:7 DEC 2015,4 03P Gyy ' I File=t}2018t1 -11EHJE+6^OS YC- iFtT 21 7 ner ,.: ...,= : •. '.. " INC ., sua B.1 erfxt6t .4 Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Buidling A3 Ftg 1 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9644 Soil Bearing 2.411 ksf 2.50 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 0.2976 Z Flexure(+X) 3.336 k-ft 11.211 k-ft +1.20D+0.50Lr+1.60L+1.6011 PASS 0.2976 Z Flexure(-X) 3.336 k-ft 11.211 k-ft +1.20D+0.50Lr+1.60L+1.6011 PASS 0.2566 X Flexure(+Z) 2.876 k-ft 11.211 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0,2566 X Flexure(-Z) 2.876 k-ft 11.211 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2475 1-way Shear(+X) 20.334 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.6011 PASS 0.2475 1-way Shear(-X) 20.334 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.6011 PASS 0.2063 1-way Shear(+Z) 16.945 psi 82,158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2063 1-way Shear(-Z) 16.945 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.6011 PASS 0.3168 2-way Punching 52.054 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.50 n/a 0,0 1.366 1.366 n/a n/a 0.546 X-X,+D+L+H 2.50 n/a 0,0 2.411 2.411 n/a n/a 0.964 X-X,+D+Lr+H 2.50 n/a 0.0 1.366 1.366 n/a n/a 0.546 X-X.+D+5+11 2.50 n/a 0,0 1,366 1.366 n/a n/a 0.546 X-X.+D+0.750Lr+0.750L+H 2.50 n/a 0.0 2.150 2.150 n/a n/a 0.860 X-X,+D+0.750L+0.750S+H 2.50 n/a 0.0 2.150 2.150 n/a n/a 0.860 X-X,+D+0.60W+H 2.50 n/a 0,0 1.366 1.366 n/a n/a 0.546 X-X.+D+0,70E+H 2.50 n/a 0,0 1.366 1.366 n/a n/a 0.546 X-X,+D+0.750Lr+0,750L+0.450W+H 2.50 n/a 0.0 2.150 2.150 n/a n/a 0.860 X-X,+D+0.750L+0.750S+0.450W+H 2.50 n/a 0,0 2.150 2.150 n/a n/a 0,860 X-X,+D+0.750L+0,750S+0,5250E H 2.50 n/a 0.0 2.150 2.150 n/a n/a 0.860 X-X,+0.60D+0.60W+0.60H 2.50 n/a 0,0 0.8197 0.8197 n/a n/a 0.328 X-X.+0.60D+0.70E+0.60H 2.50 n/a 0,0 0.8197 0.8197 n/a n/a 0.328 Z-Z,+D+H 2.50 0.0 n/a n/a n/a 1.366 1.366 0,546 Z-Z.+D+L+H 2.50 0.0 n/a n/a n/a 2.411 2.411 0.964 Z-Z.+D+Lr+H 2.50 0.0 n/a n/a n/a 1.366 1.366 0.546 Z-Z.+D+S+H 2.50 0,0 n/a n/a n/a 1.366 1.366 0.546 Z-Z,+D+0.750Lr+0.750L+H 2.50 0,0 n/a n/a n/a 2.150 2.150 0.860 Z-Z,+D+0.750L+0.750S+H 2.50 0,0 n/a n/a n/a 2.150 2.150 0.860 Z-Z.+D+0.60W+H 2.50 0.0 n/a n/a n/a 1.366 1.366 0.546 Z-Z.+D+0.70E+H 2.50 0,0 n/a n/a n/a 1.366 1.366 0.546 Z-Z.+D+0.750Lr+0.750L+0.450W+H 2.50 0.0 n/a n/a n/a 2.150 2.150 0.860 Z-Z.+D+0.750L+0.750S+0.450W+H 2.50 0,0 n/a n/a n/a 2.150 2.150 0.860 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.50 0.0 n/a n/a n/a 2.150 2.150 0.860 Z-Z.+0.60D+0.60W+0.60H 2.50 0,0 n/a n/a n/a 0.8197 0.8197 0.328 Z-Z,+O.60D+0.70E+0.60H 2.50 0.0 n/a n/a n/a 0.8197 0.8197 0.328 Title Block Line 1 Project Title: Page ��ffjj� You can change this area Engineer: 1 1 9 'rroiect I9 using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 t Printed:7 DEC 2015,3 58P5,1 f General Footing File=cr. , - sw•cr INC." rt S 1983201 Bu 0„:67,r ' X74,Vet u. Lic.# KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Buidling A3 Ftg 2 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield - 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122,0 ksiSoil 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 footingDepth Analysis Settings Min Steel%Bending Reinf. _ Footing base depth below soil surface = 0.0 ft Min Allow%Temp Reinf. - 0 00180 Allowable pressure increase per foot of depth = 0.0 ksf when footing base is below = 0.0 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 depth = 0,0 ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= 0.0 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thicknes = 10.0 in Pedestal dimensions... X px:parallel to X-X Axis = 7.0 in NI pz:parallel to Z-Z Axis = 9.50 in Height - 0.0 in m Rebar Centerline to Edge of Concrete.., 441 m at Bottom of footing = 3.0 in ----�;2 u Reinforcing w Bars parallel to X-X Axis Number of Bars 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3 , , ,,,,tar:v.4:7_,,,(744 Reinforcing Bar Sizt # 447;4 raaa . �' 3-4 a ems. Bandwidth Distribution Check (ACI 15.4.4.2 '14.) ,; : 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 SW E H Column Load = 7.480 0.0 7.680 0.0 0.0 0.0 .,u. 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Title Block Line 1 Project Title: Page 120 �d You can change this area Engineer: I using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block lane 6 _ Pnnted.7 DEC 2015„358P 1 General Footing 2 �- �I#1G 1oa��.f.�g�iut�l� f �6�, 4 .. Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: Buidling A3 Ftg 2 DESIGN SUMMARY Design N.G, Min.Ratio Item Applied Capacity Governing Load Combination FAIL 1,018 Soil Bearing 2.546 ksf 2.50 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 0.2138 Z Flexure(+X) 1.562 k-ft 7.306 k-ft +1.20D+1.60L+0.505+1.60H PASS 0.2138 Z Flexure(-X) 1.562 k-ft 7.306 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.1698 X Flexure(+Z) 1.240 k-ft 7,306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1698 X Flexure(-Z) 1.240 k-ft 7,306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1849 1-way Shear(+X) 15.189 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1849 1-way Shear(-X) 15.189 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1438 1-way Shear(+Z) 11.813 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1438 1-way Shear(-Z) 11.813 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2229 2-way Punching 36.630 psi 164.317 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 Bottom Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.50 n/a 0.0 1.318 1.318 n/a n/a 0.527 X-X.+D+L+H 2.50 n/a 0.0 2.546 2.546 n/a n/a 1.018 X-X.+D+Lr+H 2.50 n/a 0.0 1.318 1.318 n/a n/a 0.527 X-X,+D+S+H 2.50 n/a 0.0 1.318 1.318 n/a n/a 0.527 X-X.+D+0.750Lr+0.750L+H 2.50 n/a 0.0 2.239 2.239 n/a n/a 0.896 X-X.+D+0.750L+0.750S+H 2.50 n/a 0.0 2.239 2.239 n/a n/a 0.896 X-X.+D+0.60W+H 2.50 n/a 0.0 1.318 1.318 n/a n/a 0.527 X-X.+D+0.70E+H 2.50 n/a 0,0 1.318 1.318 n/a n/a 0,527 X-X.+D+0,750Lr+0.750L+0.450W+H 2.50 n/a 0,0 2.239 2.239 n/a n/a 0.896 X-X,+D+0.750L+0.750S+0.450W+H 2.50 n/a 0.0 2.239 2.239 n/a n/a 0.896 X-X.+D+0.750L+0.750S+0.5250E+H 2.50 n/a 0.0 2.239 2.239 n/a n/a 0.896 X-X,+0.60D+0,60W+0.60H 2.50 n/a 0.0 0.7906 0.7906 n/a n/a 0.316 X-X,+0.60D+0.70E+0.60H 2.50 n/a 0.0 0.7906 0.7906 n/a n/a 0.316 Z-Z,+D+H 2,50 0,0 n/a n/a n/a 1.318 1.318 0.527 Z-Z.+D+L+H 2.50 0.0 n/a n/a n/a 2.546 2.546 1.018 Z-Z.+D+Lr+H 2.50 0.0 n/a n/a n/a 1.318 1.318 0.527 Z-Z.+D+S++l 2.50 0.0 n/a n/a n/a 1.318 1.318 0.527 Z-Z,+D+0.750Lr+0,750L+H 2.50 0.0 n/a n/a n/a 2.239 2.239 0.896 Z-Z,+D+0.750L+0.750S+H 2.50 0,0 n/a n/a n/a 2.239 2.239 0.896 Z-Z.+D+0.60W+H 2.50 0.0 n/a n/a n/a 1.318 1.318 0.527 Z-Z.+D+0.70E+H 2.50 0,0 n/a n/a n/a 1.318 1.318 0.527 Z-Z.+D+O.750Lr+0,750L+0.450W+H 2.50 0,0 n/a n/a n/a 2.239 2.239 0,896 Z-Z,+D+0.750L+0.750S+0.450W+H 2.50 0,0 n/a n/a n/a 2.239 2.239 0.896 Z-Z.+D+0.750L+0.750S+0.5250E+H 2.50 0,0 n/a n/a n/a 2.239 2.239 0.896 Z-Z,+0.60D+0.60W+0.60H 2.50 0,0 n/a n/a n/a 0.7906 0.7906 0.316 Z-Z,+0.60D+0,70E+0.60H 2.50 0.0 n/a n/a n/a 0.7906 0.7906 0.316 Title Block Line 1 Project Title: Page 121 91 ig59 You can change this area En9ineer: o using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Panted:P DEC 2015,4:00PM General FootingFile=tt2a1511 . - Ca,ax #tl¢ef, t Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: Buidling A3 Ftg 3 Code References Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength - 3.0 ksi Allowable Soil Bearing = 2.50 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 Footing base depth below soil surface = 0.0 ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depth = 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 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 depth = 0.0 ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater that= 0.0 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thicknes = 10.0 in Pedestal dimensions... X px:parallel to X-X Axis = 7.0 in NI pz:parallel to Z-Z Axis = 9.50 in Height = 0.0 in m Rebar Centerline to Edge of Concrete... a at Bottom of footing = 3.0 in m j0 T..,,.._._u.__ r*- n Reinforcing 2''4" w Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 '% 7, Reinforcing Bar SizE = # 4 .,',, ii--+*ems: a r+e , Bandwidth Distribution Check (ACI 15.4.4.2) ...4" $.1.4' Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads 0 Lr L ... S W E H P:Column Load = 0.4360 0.0 1.440 0.0 0.0 0,0 0.0 k 0B:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0,0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0,0 0,0 0.0 0.0 k V-z = 0.0 0.0 0.0 0,0 0.0 0.0 0,0 k Title Block Line 1 Project Title: Page 122 f �n You can change this area Engineer: g �Ibi i'iD• using the°Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Punted:7 DEC 2015,4.00PM enera , 4 4' <, plc I Bud 40/061512 4 Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Buidiing A3 Ftg 3 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.2359 Soil Bearing 0.5898 ksf 2.50 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 0.01958 Z Flexure(+X) 0.1773 k-ft 9.053 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0,01958 Z Flexure(-X) 0.1773 k-ft 9.053 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.01425 X Flexure(+Z) 0.1290 k-ft 9.053 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.01425 X Flexure(-Z) 0.1290 k-ft 9.053 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.01366 1-way Shear(+X) 1.122 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.01366 1-way Shear(-X) 1.122 psi 82.158 psi +1,20D+0.50Lr+1,60L+1.60H PASS 0.003414 1-way Shear(+Z) 0.2805 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.003414 1-way Shear(-Z) 0.2805 psi 82.158 psi +1.20D+0.5QLr+1.6QL+1.60H PASS 0.02337 2-way Punching 3.840 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual!Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.50 n/a .._. 0.0 0.2298 0.2298 n/a _.. _ n/a 0.092 X-X,+D+L+H 2.50 n/a 0,0 0.5898 0.5898 n/a n/a 0.236 X-X,+D+Lr+H 2.50 n/a 0,0 0.2298 0.2298 n/a n/a 0.092 X-X,+D+S+H 2.50 n/a 0,0 0.2298 0.2298 n/a n/a 0.092 X-X,+D+0.750Lr+0.750L+H 2.50 n/a 0.0 0.4998 0.4998 n/a n/a 0.200 X-X,+D+0.750L+0.750S+H 2.50 n/a 0.0 0.4998 0.4998 n/a n/a 0.200 X-X,+D+0.60W+H 2.50 n/a 0.0 0.2298 0.2298 n/a n/a 0.092 X-X.+D+0.70E+H 2.50 n/a 0,0 0.2298 0.2298 n/a n/a 0.092 X-X.+D+0.750Lr+0.750L+0.450W+H 2.50 n/a 0,0 0.4998 0.4998 n/a n/a 0,200 X-X,+D+0.750L+0.750S+0.450W+H 2.50 n/a 0,0 0.4998 0.4998 n/a n/a 0.200 X-X,+0+0,750L+0.750S+0.5250E+H 2.50 n/a 0,0 0.4998 0.4998 n/a n/a 0.200 X-X,+0,60D+0,60W+0.60H 2.50 n/a 0,0 0.1379 0.1379 n/a n/a 0.055 X-X,+0.60D+0.70E-0.60H 2.50 n/a 0.0 0.1379 0.1379 n/a n/a 0.055 Z-Z,+D+H 2.50 0.0 n/a n/a n/a 0.2298 0.2298 0.092 Z-Z.+D+L+H 2.50 0.0 n/a n/a n/a 0.5898 0.5898 0.236 Z-Z.+D+Lr+H 2.50 0,0 n/a n/a n/a 0.2298 0.2298 0.092 Z-Z,+D+S+H 2.50 0,0 n/a n/a n/a 0.2298 0.2298 0.092 Z-Z,+D+0,750Lr+0.750L+H 2.50 0,0 n/a n/a n/a 0.4998 0,4998 0.200 Z-Z,+D+0.750L+0.750S+H 2.50 0,0 n/a n/a n/a 0.4998 0.4998 0,200 Z-Z.+D+0.60W+H 2.50 0,0 n/a n/a n/a 0.2298 0.2298 0.092 Z-Z,+D+0.70E+H 2.50 0,0 n/a n/a n/a 0.2298 0.2298 0,092 Z-Z,+D+0.750Lr+Q.750L+0.450W+H 2.50 0,0 n/a n/a n/a 0.4998 0.4998 0.200 Z-Z,+D+0.750L+0.750S+0.450W+H 2.50 0,0 n/a n/a n/a 0.4998 0.4998 0.200 Z-Z,+D+0.750L+0.7505+0,5250E+H 2.50 0,0 n/a n/a n/a 0.4998 0.4998 0.200 Z-Z,+0.60D+0.60W+0.60H 2.50 0,0 n/a n/a n/a 0.1379 0.1379 0.055 Z-Z,+0,60D+0.70E+0.60H 2.50 0.0 n/a n/a n/a 0.1379 0.1379 0.055 i Fag: 123 of 250 1 u , wita rzzi ,t4 _01042i 4D 4D , 0/1.1:11 I , Itf—iI3ITIllC31 - t , e _ gantai 143 , - ITC3r I 41111:k IV I CD,ii114 0 41D ii, .,_.. - , ,,W. , Li V ' 4 CID I . 13 I 1:31 4 ' 11:31 _ 1 _ --,.., I I 1-10111111110111111:11111110111NISfreill i 'L Il, A - 7 'Ltv , - w*4c41-7111111D0:"*D, -- ., e : 9 ii-Cliar - - ...- G--cep 8 i x 4 'T,... ,,. 4D \ , 4111 4r, Elt; 0 0 4 a. Nov .„) 11741. 11 1 a , g 0 , a to 14-- ' 5 44, ..,. I . t Iv. . 3 7, IIIII'' I 4 k o 0 , 0 0 ai -1)411) i l_t Jo ,•a 1 t -ri e t t /AN . 1611'14D ...441, _ - a ' '. s3 ligifilif '-' retitle" ., al i , 0 a E ,m, 9 sisime P II cior [im Ira 11,--- lWitgq,;Net, itiW41111..." 111111111.-*i-ki Iry c4IIIIIIN, 1 IIIIIN . ,,,. 4D I'et.PANNIIr4D 0 I; I pool OMNI I. 41) . i 4 D 4D4Lii 0 ' G. e 6.0, D 4 1 dr, "ii0411D filD inolloll _ 4 INV t4 _ gLaillics Art 1 1 * Q SO "IttleirSWIIIINC19111116 la, vot 42.1141 .... ,ii. ciAl *1.., c,,,,a 0 Ca I 4E) .,. i i 1 i i i Page 124 of 250 1 1 1 1 , IA. 11,411 4D ig I, 111,i(it, (ID 1-.01 1 D (IDA," tillEcIllibitIZMTV4> iltil _ 4: D 1, 4fili *ilia -;.""...71 '1"—itidECIII-V' le .I' 4raill claCI 11 ;PP 1 Illp, .111: „:„.„ 46 4D D 4°' 4D a 1 7 4D or:0 tJamimik :;,..4..,..1'41DL-101411.4vil e PrIsainil esio:mmar Er tll.......20., 1011111111111 c3 , 4474 imam , , iiimil'ipiiiinvelnaltipH4D--, iitik:44: 3 -- •-•m-7.C31 IAAIIIII" II.'r._,d -1 1 -_—,-,,, ..rp,,,.....,. . .....E_iiir--74,E, - - 41 CID Agitilill—Et9,,----.,1 4.111 f•ktta, 1 '';• , . ._D At,. ' 0 • 41' . ilik IIIIV ' (t°4 I--'---; '''''46' ;,-,t1 41-1et'14 ›‘ ' NW • foh.ak Isw bo i Dail A W 4.7, ••= • _ ; lucilli•• c , ts , I li 4>i 4 1 (ID E A f : - D. , - ill 4D i il, IL 4> k tz c - 1 I I 41" 13 : MB .1.1•0 :mord 40, iliti 1 New 9* -8 . 4 , E ,,E) cla -i' -74, a % (a) A.) i--, 4D 5 ' D - ------ > ' ' * 1-- ' ,.. J7, CID 0 el , : I . & 7.--,i411140PArl13 w'l 4011 #-4til t :v,...1) EI w 4 4D . *pi',,IS I- IF' ,itilifyil Iltillat„, illa 2' 4> ..in ' i umenim Aft Kellam almereim wiltigiwi*Kik; cs. sot Evirm - n 5 ,---- _unimic,4 " .imitimmillatjjaillilimminnto. 1 6D-----------,/oommt_t.fwlin•Laoi%,,-7,----,-- ('-')------ 4D4it,t , tit VI D ,a 41)::044E) Ali i 1 a 8 0i , 141.21 'Iv L-- ' 4D- , 111:1 ° 'ilL 4 Erillrl I IIRI; I E3 Art ____F:li_ 4 Ati4 ah. D , IlivA,Htmiumionwin jwinnt, 4 1 • Illi Cl ''''? -' C) — --i— 41;00.,..LENrck:*44" ,49111.,,o, 'rding'-- I 4D. 1 1 1 , 1 'Page 125 of 250 :. *I ; Ii .' 1 ki , 4D i I` '.=zteciiii'i - _ - • , -4-1e1.433 -3 s 1 `liNtiislialarNifilil IIIBAzl' 111111:0,11111,-- !, rim,niutozli.,2,1 .f....41,..tiore,,i i> i >i risiiritsvir .D . _ IATL 1_ 4,, , ,,,1 1,114k. 4 ,osiril , 4 , atuy,,„1,70 rz!slik 1.., ,.. thillior 1 ' (V .DI',:Wili(0 -.•, -t-- -UL fitE)4' 0 (t. 4 1.:-*4 6 mat It. :-41:: -. -, . -i,; I tgliiiitT,1-i 1*Pr-4"MP '' ' ''''','._ --'''' 1.1.11**1-------4. ;411.1g4 '''''''4> NIMASD81111.16 ' INItrilll3 '- i ilk ir____ , 0 ,• . A ' N11.91. 1 0 A • -1,4"Como. it Velita,4 qPN1/1111111111110,_...g___ Atimma a .141.,,. iff 3 16 I :4 2::‘;'-:\::' *.: ;.:',:-'-'-' 4- t Crell'<Mill •1 t 1 ilt 4P4te :' it; Ipkilli it A a ze , , k ''''',01 „,- lly.,JE3. „ D , „ . i,. D ' Z., '-'---- -- T '1'71. 2. Ila 1,. , II illiansc., a i ,-..,\:\ - -D \-:\ 44 . .\3...3, \':'\\ I 411) 1., . .,,,. , , ---:. ' ,-,.. '3,-,..,_., ,4> , i>.,. , ...., , .„.". ..„,:,,- ... :,.. ,--3 ..,. ' ,. fam4P11.44acs..... 10. .. _ ,,,, , _ , .fi., , ,...., , ... , 0 ,„..,,,,, ! '1- ' • - ) i'. ), ))4) \ i ')).• is: 1 f (-. tsj , I I 1 e' - ---- -,_(,,,,i,),e . 1::', ,•':(12).4> ii''' ----, / )L)' ! 101: iLD),, riziiiiim. _ .,•,,, , , a • r., :.:,' .." ' •aii--)\-:,-) ‘ity 1 4›,;.1 „.... Ah \r, ,„*. v \ -VC\ ,....:1, . - , , . Arl . ., ED . \ (.1.1 V i haliiii0 I \ 'Ili 4.145611110. a ''' D . ild: __IrtAtt „,,,,,I . ' ' " KO •- .i. -, , t-,.., ro--o-K,,Awv , .....- ..---,*-1" ' , bk G **.:, *"i_. : ip 7, ....mmi....,.. ..... ..,....1„..,,,,,„,iii,,, ,.., 4 rr-,44,41,...rats" - twiptirmally/LELIL i 4Die 1 . ' ).).. iso_ _ .... .4"114ritiiiiii 4:- !ipsi.,. ____ IIIIIMBV141111,1 1 ,, V'M 61\larliMilimoo t• SIE)6 '4 131 .." il , RD , t‘liitetitirlif: ''''.1 [ Nig':::'rintaktJ111 4> ' 1 1>i4fliTartiail. ' ' fitiiitstitof 1 Atioirl git ir• •-IR vittfrAltkr 111 w Oa ial -1 t:a VW' - —- 1 41D :1 I — E 4 Inirrlaii41:"-11.- -- ' rh1,1111150tall - 8 ! ®- ----' t4D Alt.,.!:11-0 1.!._. i. <- /4; (3.---11, ; 7t) g2 4-0, i m * krg --Rage 126 of 250 4 ' 42) qt. ,,,.. .'. . ..;-1) . r.., . , ri , fp% I iii111 (14 :1 I _L___ ... , ri D ... , 4D 4D i I INIMPIIIIIIIMINIMMI:IMMINI11111.1111110 ' -CI ok 1 e 0 Qpiddi !,,E0 1101. ,,,,,, a' IIC3-- -32237 Ed :1111111111MNIP Man=----- e 0 um '), 4 f - ; (j) .,;,-. r4 0 0 .a ( 1 4D ewilirl'art.4 --- 41 "IVF la ir I ._,...i....„.1 ....... ,,- ,, ..,01?....WIIRIMMII ' '• ',... • -011.1,.g.tra361. 1 ' 1 t . - ,' 0 e t I •a •'. • . t-1. , .D. , . iv 0 1. ,,.,,, .. . ,, ... , ,wire . ! , mmaiiii - 1nNN _ IIlIn......m..o.7..:..m4i11.11i14l*:! _ ®- -- an , ' - 1 L .1. o ID l i . . 1 - i . ,imioNAL_ milimmNENNIN ' . ' _ri.,,ilidibilani.ui:roidlliftleirdeillialii011 • ,I , .0. ;Fr ' j-ea, - 4g0 kilittig C)121111C)ts L4DIAIM 0 .5.? It.'"' ' Filitr-- l'IF r D Ill , . ,, 4 i ' :1—"ixo regNant,faiiird.1111111MEWsliii i '11 ; 41 .0- -r, ,D - . , .. • . :E„,,, . AID ' silD ' ' . 0 r ' e . 61,,,,„' bo, 1-1---7141ErilDlieli4E14Dia10110- 1,....ta.,. ___,I, _ rat.„,,,,.. ..„...... °. — la"1"1!"1 2.2nrilmurigifitilrelie 2;.- ..0 .1 3, A. i.,., .......c,_IL. :..., 0 . (A4.4 ,.., 1 i' ii-•4 r mtiD„,..,.;.L..•.li m . 1 10 ,c41 matt tri,.i.„ • to; ', : Ell .0, its" -.- .... v.. __ zineMtl.Alir;-74;111/11/Itellall64'11111111111iliii..--- - D 1 P ,..` • .4 1..1 ' ' 4 'd. ! c,..,,,..„. air 111410 ,illiliiiiiiotstak-440--tk4110 , i;--, ,p, ri- ,Neinossit eximantessipka ' ismimmer ti-onwer ammuir(trillium...II _ (a- 14e-i -....,------------ ' -, — 1 , 111100111111 MID, 81111W4 , , •' ' : ' I 11111Pli ' --,1‘; •, • [: 111111d,' ---- 1.1—.04i1.0.-'1 ':4.1 1 JECO444iiiiilliallii IIMIIIIIIIIIMIMIMINM'': at l 1.c,---,0,.,ti_ t - r-----'inneXialiadttilik,.:""lats11111111111.1614' t:1") 41. • • .(k . Dnk 't-- -ETF) '.,41 ®,' rCID t , • q . . , _, g - 4D a-- ---- I I ' , OM r , 4066',414 -BIS ft.., Page 127 of 250 1 01 ! t 1 1 ' PI IR iI !ii:li 4D t t 4r) poi 1; . lotairize 4> 6 .D. .. . 4..P ..... ,TA 1 El.4 1 z..42i °Me ., - I • 4,6„. .10-.15' Nunn MIIMINIIIIR 1111111111111111111111 Mill i .41 0 ()1 ' ,(,1),, ,-,: (L.. 2iwn, , . „ „, 4/D 1) ' ..'1` ......ast , i 4 ehriv I milwA , 4 ..,..„,,\ ,,w;‘).. .„. > A .,,'.. ' 4DAD:111 6_, 2::rms. Cl_' 1 Cl . ,,, . .., ,. , , ,„ - 1 r-r - t MIAMI -- .._ - i <I> _ -`-'0, KUM l> 4> .1> r.ablim—1 • -11111 i 4> 11= --- 1 , .1> I _ isip.i.i.isammialaiiiMinnitrigiimpLosimantio_I . ,„ Irjratt.4)j — — 4Ela ill - "11 II ' 4 ar CD I, ..* E S e ' ' () 4D * -, 4> 11. -; -CI- ' ! : - ill' ' i . 0 ' 9 Itl' 0 c\-\4 if\ \ * 't (---„,.)....: , T.-it--4›. la,- D 110E4114D sg-Fa't . diurri‘ .......:,,,„,, DAY' 1;1 ' Q. . .. •. I ,7' A§ ' °. () ? 1, 2 e 2 r.'ti r! / I 11.i – 4iiiIMIM -- Yillmialiillin , fi›,---4.1 - r....1 -- - --.--t G------1 _ 1 9 QI IIIMINVIIIIIIIIINIIII614> t CO - ' — —1- .--'ilalS1 -4> " ? ''/ 1 Irma wri---1 4> 1-2-g- 4DA> .4 II= . MI €.)...._ ... . 222Cl_i '-,..IV__,-----.... ......,..... ..., „...... ..,_ _I ,....., 00 4Devo at..e , 114,413 ‘,„0;au.v rt . . 4,16i , sv „, A t ... ' D s•0 ,,,,, ,i, .D 0, .‘,,,,, 4 , ai - II ..4r , : 13 t' i a 41,1) tido ti. 4, it . sg n 1 .9, ,..r. , geffirmammieumm umminommaimmingftimai 1 03—ilill -e-1:--icliar, - iDt z ler .. _ _±........_ _ ' 4 A too Li MA i DIV 4,4 4> 4r , i.7.1. I 2:21 ----yfri i Ai CS i i 41r) ''''Ilt i '"" t 4E) i 4411-4it 0 Main Office CLIENTL,, 4 6969 SW Hampton St. Portland,Oregon 97223 Page 128 of 25TE 503-624-7005 PROJECT:1%( Ar9 . . LI Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER:/6"- ntii Bend,Oregon Oregon 97701 541-383-1828 #4)go . . ,f' FROELICH til Denver Office DATE:/ /5' R ,03fAiZ ENSINEER12303 Airport Way,Suite 200 SA Broomfield,Colorado 80021 wwwin sel it 11-engineerwAnn 720-560-2269 BY: 01-41121 it-4.7:4V1:.- if,,n ., , „ • if itifS.Z.ye o....._til,z, .re- W Fit; 40130 ifPft ::: z2Wgii 174. e 3 2*ifok--- . Pt(01.-Yi ew I-_ 1 EL ..„,_ i..... 1 , I it 4, 7-3-7.,go 0 v .... iy. 1 iit olf wr-, (D-ocifsFi i laiehlOr) III Fl" h2 f°4i t _71 loV i - 41 7 4, ii:25LA„,_ ,,If,,,_; A- ), 4, j /12 ice 1 I b 7111 L 04:2_ r14,41_ 731Pe Wv(pry/&:t.tr5ooesr)r3c7,,0 if e0 - i 7-3-1,10 e it A-- 6 C , tofIL . /114) iliac elCi P.404-11,4 ii(OF) ____„„ i'lt t ., L itiVi1f1me.2. %___ 4 „ Main Office CLIENT: 6969 SW Hampton 7t. Page 129 of 25O= Portland,Oregon 97223 503-624-7005 PROJECT: ir6 f ❑ Central Oregon , 745 NW Mt.Washington Dr.#205 NUMBER:/51;5 o1 0 Bend,Oregon 97701 541-383-1828 �o® ~ F R O E L I C H ❑ Denver Office DATE: 140/ 12303 Airport Way,Suite 200 ENGINEERSA Broomfield,Colorado 80021 v,wvvfruein_h-engmeers,cum 720-560-2269 BY: ✓ -771 ,a .,. ,.,. .,. 41?itidie 7t pig a Dt 251,1) IP SI L `3.911 i i 3 341V- CrWisr„) ti it.Si riaCS - 2 2W) 11 ' I , z ) .�..4_.�. ' f--4. i3z17:7 Z 4 n Main Office CLIENT: 44e> 6969 SW Hampton St. Page 1 30 of 25TE Portland,Oregon 97223 ,4. 503-624-7005 PROJECT: 71 ' A/913 {=1 Central Oregon 1 : 5 715 f 5‘ ilth ,.. 745 NW Mt.Washington Dr.#205 NUMBERi — wiv ( #45 Bend,Oregon 97701 541-383-1828 Z144 reieL- , FROELICH ii Denver Office DATE: 12303 Airport Way,Suite 200 ENGINEERSA Broomfield,Colorado 80021 A 1/- w vox Sr oefich-engi it eers,,orn 720-560-2269 BY: ie 0-7iyiP) ly"-:,- u 0: to rfoe frtz onim 1- 7 (404,4 f. _ ti5cr c5-eo ArAe7 Ar.w....----- ... r 4 A fo -ttP ,— t•/ At/2., 7 (0 7:3$13r 1-1:-...W.0") .,. _,..- 4 I XX' cilk, .e1C7/11 rt..v (/ 0 SCitieiers ttr, r) frseti7x:e Alr#2.- ..„._ e ztr.,, c...... 5- E It , t tti 17S-4S i D 2PP/rt.- 7,4144-10 f # L.= WI; 2 1 I 0 rieto 1-- DrZ ti W1 Pif:6.C1 g 2,„:;:. ...____ _., - Page 131 of 250 (� � � � Ev1f:P+t€1�Iz R.�Fpt)ixT BUILDING A5,FJ1 PASSED 1 piece(s) 11 7/W' TMI® 210 @ 19.2" OC Overall Length: 17'3" + + N+1/Li`f9i(F-YfHYnGy hf.,v.r. /H/H.fA'l ,�✓� X2F5 9"d fY,�.Y%FN %f". 'rTrli,�,a i�ivn' �.vw.c� rFH,:W FHsb_,^La,Y/,9�/�.f:� If 16'6" 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual.Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 884 @ 5 1/2" 1005(1.75") Passed(88%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 884 @ 5 1/2" 1655 Passed(53%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Pt-lbs) 3648 @ 8'81/2" 3795 Passed(96%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.308 @ 8'8 1/2" 0.412 Passed(L/642) •- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.517 @ 8'8 1/2" 0.825 Passed(L/383) -- 1.0 D+1.0 L(All Spans) T3-Pro""Rating 40 40 Passed -- -- • Deflection criteria:Lt.(L/480)and TL([1240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 3'4 1/16"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 Edgee'Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-ProTM Rating Include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead F Total Accessories Live 1-Hanger on SPF stud wall 5.50" Hanger, 1.75"/-2 376 557 933 See note' 2-Hanger on 11 7/8"SPF beam 3.50" Hanger' 1.75"/-2 369 547 916 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that Is supporting the hanger •±See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Snipson -Tie Cconectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger LBV2.1/11.88 2.50" 6-10d common 4-10d common 2-10d x 1-1/2 2-Top Mount Hanger ITS2.06/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A Dead Floor Live Loads Location Spacing (0.90) (1.00) Continents 1-Uniform(PSF) 0 to 17'3" 19.2" 27.0 40.0 Residential-Living Areas Weyerhaeuser Notes - - - _ ftj SUSTAINABLE FORESTRY INITIATIVE WeyerEiaarse r that the sing of its products wa be in accordance with Weyerhaeuser product design criteria and ptbltshed degas values, WeVerhaeuser expressly cadaims any other warranties related to the software.Refer to arrant Weyerhaeuser literature for installation (www.woodbywtrcam)Accessories(Rim Board,Blocking Panels and Srarash Blocks)are not desismed by this software.Use of this software Is not intended to circumvent the need fora cafessionai as determined by the authority having jwisaction.The desitaa of record,builder or framer is responsible to assure that this calculation is compatible with the overag 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 erchacal reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standard& For turret aide evaluation reports refer to hltp://www.woodbyracomiserincesisSodeReports.aspx. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator f , ,- .., I aur,,err r,w0;2 .o XV, 40: BUILDING A5,FJ2 Page 132 of 250 i /� sicp F 0 R I 1 piece(s) 11 7/8" TM® 110 @ 24" OC Overall Length: 10'3" + + , ra ." uU ���y 9 6" /0 El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LOF Loath Combination(Pattern) System:Floor Member Reaction(lbs) 637 @ 5 1/2" 910(1.75") Passed(70%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 637 @ 5 1/2" 1560 Passed(41%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 1512 @ 5'2 1/2" 3160 Passed(48%) 1.00, 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.058 @ 5'2 1/2" 0.237 Passed(1/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.096 @ 5'21/2" 0.475 Passed(1/999+) — 1.0 D+1.0 L(All Spans) TJ-Pro""Rating 56 40 Passed -- • Deflection criteria:LI(L/480)and IL(1/240). •Bracing(W):All compression edges(top and bottom)must be braced at 4'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 T3-Pro'"Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs) " Supports Total Available Required Dead I've or Total Accessories 1-Hanger on 11 7/8"SPF beam 5.50" Hanger' 1.75"/-2 281 417 698 See note 1 2-Hanger on SPF stud wall 3.50" Hangers 1.75"/-2 272 403 675 See note 1- • •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger ITS1.81/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A 2-Top Mount Hanger ITS1.81/11.88 2.00" 4-10d common 2-10d common N/A Dead Floor Uve Loads Location Sparing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 10'3" 24" 27.0 40.0 Residential-Living Areas Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE 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.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://www.woodbywy.com/services/s_CodeReports.aspx. The product application,Input design loads,dimensions and support information have been provided by Forte Software Operator 1 f arta Software Opmtrit A.flute $1/28/2015 73113PM y Rio r ._ ... __.... Forte v5,0.,Design ErlCCtrie V6 4 0.40. 5555;s-55 i t# /a7fitf its TruF$ T.,;4455 BUILDING A5,FJ3 Page 133 Of 250 } 1 piece(s) 11 7/8"TM® 110 @ 24" OC Overall Length:22' 1/2" + + 1 15 6, ,r� j 0 0 f1 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 2312 @ 15'7 1/4" 2295(3.50") Passed(101%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 1187 @ 15'5 1/2" 1716 Passed(69%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -3221 @ 15'7 1/4" 3160 Passed(102%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Uve Load Defl.(in) 0.196 @ 7'4 1/4" 0.379 Passed(L/929) — 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.356 @ 7'3 7/8" 0.757 Passed(L/511) — 1.0 D+1.0 L(Alt Spans) 13-Pro""'Ratln9 43 40 Passed -- -- • Deflection criteria:LL(I/480)and TL(L/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 2'8 7/8"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •-254 lbs uplift at support 21'3 1/2".Strapping or other restraint may tie required. •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:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs) ' Supports Total Available Required Dead • Fl61Y8 oor Total Accessories 1-Hanger on SPF stud wall 5.50" Hanger, 1.77"/-2 448 535 983 See note 1 2-Stud wall-SPE 3.50" 3.50" 3.57" 1062 1250 2312 Web Stiffeners 3-Hanger on SPF stud wall 3.50" ' Hanger' 1.75"/-2 -12 251/-242 2511-254 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional Information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Simpson n-Tle Connettms ., Supper Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger LBV1.81/11.88 3,00" 6-10d common 4-10d common 2-10d x 1-1/2 , 3-Top Mount Hanger Connector not found N/A N/A N/A N/A Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 22'1/2" 24" 34.0 40.0 Residential-Uving Areas Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE 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.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://www.woodbywy.com/services/s CodeReports.aspx. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator F 1.06 i forte vitwsr* permoi PAY,2 j 1128/2016 f:33 04 t uFortev . Design Engine t 3 4f • s>• 1 I FIGARO APAP I'' ENTS 41t? 7r , of 1 Page 1 34 of 250 PASSED* „E.,- < IF p YBUILDING A5, FJ4 1 piece(s) 11 7/8” TM® 210 @ 24" OC Overall Length:26'6 1/2" + F�� xr,.". .H.F;a. - � ,w ,w.�� , t �h 14 6" • 11 0 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual IP Location Allowed Result LSF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 2422 @ 15'1 1/4" 2505(3.50") Passed(97%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 1169©14'11 1/2" 1821 Passed(64%) 1.00 1.0 D+1.0 1(All Spans) Building Use:Residential Moment(Ft-Ibis) -3247 @ 15'1 1/4" 3795 Passed(86%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.173 @ 7'3 11/16" 0.366 Passed(1./999+) — 1.0 D+1.0 1(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.295 @ 7'2" 0.732 Passed(L/597) -- 1.0 D+1.0 1(Alt Spans) TJ-ProT"Rating 48 40 Passed -- •Deflection criteria:LL(1/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'6 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:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Uve 1-Hanger on SPF stud wall , 5.50" Hanged 1.75"/-2 427 539 966 See note 1 2-Stud wall-SPF 3.50" 3.50" 3.50" 1113 1309 2422 Web Stiffeners 3-Hanger on SPF stud wall 3.50" Hanger, 1.75"/-2 265 421/-86 6861-86 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •1 See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Si -'Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger LBV2.1/11.88 2,50" 6-10d common 4-10d common 2-10d x 1-1/2 3-Top Mount Hanger IT52.06/11.88 2,00" 4-10d common 2-10d common N/A Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 26'6 1/2" 24* 34.0 40.0 Residential-living Areas Weyerhaeuser Notes is `, SUSTAINABLE FORESTRY INITIATIVE 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.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://www.woodbywy.com/services/s_CodeReports,espx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator 1 f alio aoke,alo Oporotof Sob Nola* (1728/201 34:"16 PM ._ ... ..-.....� _ .....�..� ...,..... 5 P i 4343 ,r f Forte v5,0 Cres Engine'V6.4,0 10 33333433333403343 333 1 I Page 1 ci j 0 =w ; BUILDING A5,FJ5 Page 135 of 250 ¢ f� # , nr�k F T E 1 piece(s) 11 7/8" TMI® 230 @ 24" OC Overall Length:28'6 1/2" _ fv�-rr�,r au�o,€si .v,uvY� ,�,z%vr,' F.rii ,rr,� macv�r�uroauvsarsoinn�.,,r✓mFrar,rn. II2 %Y,';7 „wrerM;,w.,,q ,w..usnaf�rr ,r,.e.�,vu��,v Fwrfvo.ur nrrn '[ 13'6" g. 'f 14' if 0 0 El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual CI Location Allowed Result WE Load:Combination(Pattern) System:Floor Member Reaction(lbs) 2571 @ 14'1 1/4" 2765(3.50") Passed(93%) 1.00 L0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 1164 @ 14'3" 1821 Passed(64%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) -3576 @ 14'1 1/4" 4215 Passed(85%) 1.00 1.0 D+1.0 1(All Spans) Building Code:IBC Live Load Defl.(in) 0.149 @ 21'6 7/8" 0.354 Passed(L/999+) - 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Dell.(in) 0.239 @ 21'9 3(4" 0.707 Passed(L/710) — 1.0 D+1.0 L(Alt Spans) TJ-Pro"Rating 51 40 Passed -- — •Deflection criteria:LL(L/480)and TI.(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'11 1/16"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 T3-Pro'"Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Li Total Accessories 1-Hanger on SPF stud wall 5.50" Hanger' 1.75"/-2 375 515/-38 890/-38 See note t 2-Stud wall-SPF 3.50" 3.50" 3.50" 1181 1390 2571 Web Stiffeners 3-Hanger on SPF stud wall 3.50" Hanger* 1.75"/-2 385 517/-41 902/-41 See note I •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional information and/or requirements. •z Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:grnpson$tron7-11e Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger ITS2.37/11.88 2.00" 4-10d common 2-10d common N/A 3-Top Mount Hanger 1752.37/11.88 2.00* 4-10d common _ 2-10d common N/A Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments I-Uniform(PSF) 0 to 28'6 1/2" 24" 34.0 4q,0 Residential-Living r Areas Wegerhmuser Notes -. '^^`:`.SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizingof itsproducts 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.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://www.woodbywy,com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Form Software,zyr;.r atrx Job N w% 1112812015 7:;)a,20 PM 00 r,p,'I Forte 17 .0 T 'iii F nuitte. 16,1/4 0 40 TIGARD APARTM NT a.4 r e r,?,1, r r7,21 s 11 ;:tsz, I3 Page t of 1 = MEMBER.REPORT BUILDING A5,FJ6 Page 136 of 250 PASSED F T E 1 piece(s) 11 7/8" TM® 210 @ 24" OC Overall Length: 14'3" + + .�,r,�;.,., F,9,.f>rrrrr iiii,oa�,�rvc,s ,m�r� w>,ao9ri�ia.�ifya%e;ifav'�/�/F,f /, '13'6" 0 Q All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pat0ent) System:Floor Member Reaction(lbs) 999 @ 5 1/2" 1005(1.75") Passed(99%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 999 @ 5 1/2" 1655 Passed(60%) 1.00 1.0 D+1.0 L(Ali Spans) Building Use:Residential Moment(Ft-lbs) 3372 @ 7'2 1/2" 3795 Passed(89%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.179 @ 7'2 1/2" 0.338 Passed(L/9O4) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.332 @ 7'2 1/2" 0.675 Passed(1/489) 1.0 D+1.0 L(All Spans) Ti-Pro""Rating 46 40 Passed -- -- •Deflection criteria:LL(L/480)and TL(t/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 3'5 11/16"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 T3-Pro.'"Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(Ms) Supports Total Available Required Dead LiFloor Total Accessories 1-Hanger on 11 7/8"SPF beam 5.50" Hanger,. 1.75"/-2 490 577 1067 See rote 1 2-Hanger on 11 7/8"SPF beam 3.50" Hanger' 1.75"/-2 479 563 1042 See note 1 •At hanger supports,the Total Beating 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. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger ITS2.06/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A 2-Top Mount Hanger ITS2.06/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A Dead Floor live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 14'3" 24" 34.0 40.0 Residential-Living Areas. Weyerhaeuser Notes j,':SUSTAINABLE FORESTiRY INITIATIVE 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.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://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator o. " .< BU/LD/NGA5,FJ7 1 Page 137 of 250 $ ; T p gal 1 piece(s) 11 7/8" TM® 110 @ 24" OC Overall Length: 14'5" -, /F nAFrru Hi on/w,rn/,s�rH,:i9.r/Jluir,�r���h'vuNMiiiF,ar.!F�iKxciii �r rr.:{�A:;; G'+f.izn,uY ��+pNvmX.srJ//PufiYstSb/FJ/fFdp!r. 13'6" we 0 D All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 905 @ 5 1/2" 910(1.75") Passed(99%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 905 @ 5 1/2" 1560 Passed(58%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3053 @ 7'2 1/2" 3160 Passed(97%) 1.00 1.0 0+1.0 L(All Spans) Building Code:IBC Uve Load Defl.(in) 0.201 @ 7'2 1/2" 0.338 Passed(14805) -- 1.0 0+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(in) 0.337 @ 7'2 1/2" 0.675 Passed(L/480) -- 1.0 D+1.0 L(All Spans) TJ-Pro"Rating 44 40 Passed » .. •Deflection criteria:IL(1/480)and TL(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 2'9 13/16"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:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports abs) Supports Total Available Required Dead Floor Total Accessories uve 1-Hanger on 11 7/8"SPF beam 5.50" Hangers 1.75"/-2 389 _ 577 966 See note i 2-Hanger on 11 718"SPF beam 5.50" Hanger' 1.75"/-2 389 577 966 See note s •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. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories r 1-Top Mount Hanger ITS1,81/11.88 2.00" 4-1Od x 1-1/2 2-10d x 1-1/2 N/A 2-Top Mount Hanger ITS1.81/11.88 2.00" 4-lad x 1-1/2 2-10d x 1-1/2 N/A Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 14'5" 24" 27.0 40.0 Residential-Living - Areas Weyerhaeuser Notes }SUSTAINABLE FORESTRY INITIATIVE LLL 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.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://www.woodbywy.com/serekes/s_CodeReports.aspx. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Sathaara Operator teaks Ways 11. QI)15 7De 4)PM ( roes vi Q.Designgin t Enz 4 0.40 ,-0 a,, c ,gv6=,a r t 01- Pigg 1 of 1 ' FORTE ' ® $AA BUILDING A5,FJ8 Page 138 of 250R pig,, 1 piece(s) 11 7/8" T]I® 110 @ 24" OC Overall Length: 13'5" 12 6" 4. 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LOF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 925 @ 5 1/2" 925(1.81") Passed(100%) 1.00 1.0 D+1.0 l(All Spans) Member Type:Joist Shear(Ibs) 925 @ 5 1/2" 1560 Passed(59%) 1.00'1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 2891 @ 6'8 1/2" 3160 Passed(91%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.152 @ 6'8 1/2" 0.313 Passed(L/987) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.281 @ 6'8 1/2" 0.625 Passed(L/533) -- 1.0 D+1.0 L(All Spans) TJ-Prop"Rating 48 40 Passed » -- •Deflection criteria:IL(L/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 2'10 3/4"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 Ti-Pro"Rating Include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories 1-Hanger on 11 7/8"SPF beam 5.50" Hanger' 1.81"/-2 456 537 993 See note 1 2-Hanger on 11 7/8"SPF beam 5.50" Hanger' 1.81"/-2 456 537 993 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger •'See Connector grid below for additional Information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connecter:Sitrerson Strong-Tie Connectors Support Model Seat Length P Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger ITS1.81/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A 2-Top Mount Hanger ITSi.81/11.88 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 NJA Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 13'5" 24" 34.0 40.0 Residential-Living _A.reaac Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyenaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser and published values: Weyerhaeuser any other minarets seated to the software.Refer to current Weyerhaeuser literature for installation ddalls. (wvnv:wocdbywy stun)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not deseited by thissoftUse of the software is not Mended to circumvent the need for a design proas datermeed by the authority having)tuiskction.The designer of record,boAkier 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://www.woodbywy.com/services/s_CodeRepores.aspx. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator Facie +Z twate Cigvr4tsar Job Nreas 1112' 1)T 41 12 PM t4.IJ/fr? frode • I T'IGA D,APARTMENTS to I Page 1 of l FORTE ' MEMBER REPORT BUILDING A5,FB1 Page 139 of 250 PASSED 1 piece(s) 3 1/2" x 11 7/8" 2.0E Parallam® PSL Overall Length: 11'1" 10'8" fi a o All locations are measured from the outside face of left support(or left cantilever end).AIl dimensions are horizontal. Design Results Actual Location Allowed Result LDF Loral:Combination(Pattern) System:Floor Member Reaction(lbs) 5505 @ 2" 7656(3.50") Passed(72%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 4233 @ 1'3 3/8" 8035 Passed(53%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 14351 @ 5'6 1/2" 19902 Passed(72%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.184 @ 5'61/2" 0.269 Passed(11700) 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Deli.(in) 0.345 @ 5'61/2" 0.538 Passed(11374) -- 1.0 D+1.0 L(All Spans) •Detection criteria:LL(L/480)and T1(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 11'1"ok unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead FimrTotal Accessories Uwe 1-Stud wall-OF 3.50" 3.50" 2.52" 2568 2937 5505 Blocking 2-Stud wall-DF 3.50" 3.50" 2.52" 2568 2937 5505 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 11'1" 13'3" 34.0 40.0 Residential-living Areas Weyerhaeuser Notes xhzi SUSTAINABLE FORESTRY INITIATIVE 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.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://www.woodbywy.com/services/s_CodeReports,aspx. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator Pae 140 of 250 PASSED `!^' MEMBER iii=l�OR1 BUILDING A5,F82 9 1 piece(s) 3 1/2" x 11 7/8" 2.0E Parallam® PSL Overall Length:12'1" II t i 11'6' All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 6226 @ 2" 7656(3.50") Passed(81%) — 1.0 D+1.0 L(All Spans) Member Type:Hush Beam Shear(its) 4905 @ 1'3 3/8" 8035 Passed(61%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(R-lbs) 17784 @ 6'1/2" 19902 Passed(89%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Dell.(in) 0.268 @ 6'1/2" 0.294 Passed(L/527) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Deft.(In) 0.502 @ 6'1/2" 0.587 Passed([1281) 1,0 D+1.0 L(AII Spans) • Deflection criteria:IL(1/480)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 12'1"ofc unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Length Loads to Supports(ib®) Supports Total Available Required Dead Total Accessories -Stud wall-DF 3.50" 3.50" 2.85" 2903 3323 6226 Blocking 2-Stud wall-DF 3.50" 3.50" 2.85" 2903 3323 6226 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 12'1" 13'9" 34.0 40.0 Residential-Living Areas Weyerhaeuser Notes (>)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser design criteria and pirbeshed design wiles. Weyerhaeuser ms any other warranties to the software.Referto current Weyestweuser literature for installation details. (www.w ..cam)Accessories(Rim Board,Blocking Panels and Squash Stocks)are notdesigned by this software.Use of this software isnot intended to circumvent need fora design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsitie to assure that this calculation Is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are tlsrd-party certified to sustainable forestry standards.Weyerhaeuser Engineered lumber Products have beak evaluated by ICC ES wider archnical reports ESA-1153 1387 andior tested in accordance with at:talk:elle ASTM standeads. For current code evaluation reports refer to http;/lwww.w' .corn/ s_CodeReports asprc. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Page 141 of 250 ;., COMPANY PROJECT 11011. II WoodWorks® Nov.28,2015 19:50 HDR1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full. Area 10.00 (8.50)* No Load2 Live Full Area 40.00 (8.50)* No Load3 Dead Full Area 24.00 (6.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : 0' 6' Dead 705 Live 1020 705 1020 Total 1725 Bearing: 1725 LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value AnalyYsis/Design Shear fv = 81 Fv' = 180 fv/Fv' = 0.45 Bending(+) fb = 1013 Fb' = 1289 fb/Fb' = 0.79 Live Defl'n 0.05 = <L/999 0.20 = L/360 0.26 Total Defl'n 0.09 = L/811 0.30 = L/240 0.30 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.00 1.00 1.00 0.992 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1 .00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 2588 lbs-ft Shear : LC# 2 = D+L, V = 1725, V design = 1378 lbs Deflection: LC# 2 = D+L EI= 189e06 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 142 of 250 �f I COMPANY PROJECT WoodWorks® Nov.28,2015 19:50 HDR2 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pit) : Load Type Distribution Magnitude Location [ft) Pat- Start End Start End tern Loads Dead Full Area 10.00 (8.50)* No Load2 Live Full Area 40.00 (8.50)* No Load3 Dead Full Area 24.00 (6.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : n a is 0' 3' 6' Dead 264 881 264 Live 383 1275 383 Total 647 2156 647 Bearing: LC number 2 2 2 Length 1.00 1.00 1.00 Cb 1.00 1.61 1.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports; Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection(in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 43 Fv' = 180 fv/Fv' = 0.24 Bending(+) fb = 142 Fb' = 1296 fb/Fb' = 0.11 Bending(-) fb = 253 Fb' = 1299 fb/Fb' = 0.19 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.01 Total Defl'n 0.00 = <L/999 0.15 = L/240 0.01 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.00 1.00 1.00 0.997 1.300 1.00 1.00 1.00 1.00 - 2 Fb'- 1000 1.00 1.00 1,00 0.999 1.300 1.00 1.00 1.00 1,00 - 2 Fv' 180 1.00 1.00 1,00 - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 364 lbs-ft Bending(-) : LC# 2 = D+L, M = 647 lbs-ft Shear : LC# 2 = D+L, V = 1078, V design = 731 lbs Deflection: LC# 2 = D+L EI= 189e06 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 143 of 250 COMPANY PROJECT WoodWorks® Nov.28,2015 19:58 HDR3 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead FuII Area 34.00(10.75)* No Load2 Live Full Area 40.00(10.75)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : Y: l 0' 3' Dead 557 557 Live 645 645 Total 1202 1202 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 42 Fv' _ 180 fv/Fv' = 0.24 Bending(t) fb = 353 Fb' 1295 fb/Fb' = 0.27 Live Defl'n 0.00 = <L/999 0.10 L/360 0.04 Total Defl'n 0.01 - <L/999 0.15 = L/240 0.05 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.00 1.00 1.00 0.996 1.300 1.00 1.00 1.00 1.002 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 7..00 2 Fcp' 625 - 1.00 1,00 - - - - 1.00 1,00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 2 Bending(+) : LC# 2 - D+L, M = 902 lbs-ft Shear : LC# 2 = D+L, V = 1202, V design = 718 lbs Deflection: LC# 2 - D+L EI= 189e06 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, Page 144 of 250 COMPANY PROJECT it WoodWorks® Nov.28,2015 19:58 HDR4 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 34.00 (8.50)* No Load2 Live Full Area _ 40.00 (8.50)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 6' Dead 885 885 Live 1020 1020 Total 1905 1905 Bearing: LC number 2 2 Length 1.00_ 1.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection(in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 90 Fv' = 180 fv/Fv' = 0.50 Bending(+) fb = 1118 Fb' = 1289 fb/Fb' = 0.87 Live Defl'n 0.05 = <L/999 0.20 L/360 0.26 Total Defl'n 0.10 = L/734 0.30 = L/240 0.33 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fb'+ 1000 1.00 1.00 1,00 0.992 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - -- - - 1.00 1.00 - 2 Bending(+): LC# 2 = D+L, M = 2858 lbs-ft Shear : LC# 2 = D+L, V = 1905, V design = 1521 lbs Deflection: LC# 2 = D+L EI= 189e06 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 145 of 250 COMPANY PROJECT Iii WoodWorks® "„:„.„..,‘„h,,,„,,„„...4 Nov.28,2015 19:58 HDR5 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 34.00 (7.50)* No Load2 Live Full Area 40.00 (7.50)* No Load3 Dead Point 2903 1.50 No Load4 Live Point 3323 a 1.50 No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : XTX, 4^ // 1:4. 4' / lZI./.rr�rte /. .," s,f,,lr✓i,".l5'✓ .4%,..4,,r0,44 S' r .' ' °,.s'�"r ✓r.f' � r •- 1,40,',,,.k/ t /fiSkr,Fe� f 4�4�" / / 3f/ r � ,-4-0.-/, � 3r./ /. � O4 / ljr rfr lf'1/ / / ✓D` , ,y ` li / . r j i42., r/ q/ 4YV ,t• 1, 4;7%sem!/ z,W� '47/4 �7'7 f`,�� � • �r� i�4 ���a '/ ;4/,('Gt'� s / c`ej/fi :: H /'{A'%�c/ / / y /'4` a`A / •, yas,1A=/'774, y "'""(i'''', & / s , //l ,:,,,,,4:,<%',',,I,,,,/,1, 11,;74:' „ in ii i/G%r/ >.V,',r �� r ",4 ',',.17'', / : ', / , Gd � i., i4b ' ,% Page 146 of 250 COMPANY PROJECT oilWoodWorks® Nov.28,2015 20:00 HDR6 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or off Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 10.00(11.00)* No Load2 Live Full Area 40.00(11.00)* No Load3 Dead Full Area 24.00 (7.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : 6' Dead 852 852 Live 1320 1320 Total 2172 Bearing: 2172 LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 103 Fv' = 180 fv/Fv' = 0.57 Bending(+) fb = 1275 Fb' = 1289 fb/Fb' = 0.99 Live Defl'n 0.07 = <L/999 0.20 = L/360 0.34 Total Defl'n 0.11 = L/644 0.30 = L/240 0.37 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fb'+ 1000 1.00 1.00 1.00 0.992 1.300 1.00 1.00 1.00 1,00 - 2 Fv' 180 1.00 1,00 1,00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - _ - - 1.00 1,00 - - E' 1.7 million 1.00 1.00 - - - - 1,00 1.00 -- 2 Bending(+) : LC# 2 = D+L, M = 3258 lbs-ft Shear : LC# 2 = D+L, V = 2172, V design = 1735 lbs Deflection: LC# 2 = D+L ET= 189e06 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) DESIGN NOTES: 1,Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, Page 147 of 250 COMPANY PROJECT WoodWorks® Nov.28,2015 20:00 HDR7 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft) Pat- Start End Start End tern Loadl Dead Full Area 34.00 (7.00)* No Load2 Live Full Area 40.00 (7.00)* No *"Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : Ll 0' 6' Dead 732 Live 840 732 840 Total 1572 Bearing: 1572 LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L,No.1,4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection(in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 74 Fv' = 180 fv/Fv' = 0.41 Bending(+) fb = 923 Fb' = 1289 fb/Fb' = 0.72 Live Defl'n 0.04 = <L/999 0.20 = L/360 0.22 Total Defl'n 0.08 = L/890 _ 0.30 = L/240 0.27 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 1000 1.00 1.00 1.00 0.992 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.00 1.00 1,00 - - - 1.00 1,00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.7 million 1,00 1,00 - -- ,. - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+L, M = 2358 lbs-ft Shear : LC# 2 = D+L, V = 1572, V design = 1255 lbs Deflection: LC# 2 = D+L E1= 189e06 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, Page 148 of 250 ;r,f 114 . COMPANY PROJECT r WoodWorks® Nov.28,2015 20:02 DJ1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Load1 Dead Full Area 10.00 (24.0)* No Load2 Live Full Area 40.00 (24.0)* No *Tributary Width (in) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 0' 5' 8' Dead 36 142 Live 128 512 Total 164 654 Bearing: LC number 2 2 0 Length 1.00 1.00 0.00 Cb 1.00 1.53 0.00 Lumber-soft, Hem-Fir, No.2, 2x8" Spaced at 24"cdc;Self Weight of 2.25 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help);Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 39 Fv* = 120 fv/Fv' = 0.83 Bending(+) fb = 120 Fb' = 938 fb/Fb' = 0.13 Bending(-) fb = 420 Fb' = 914 fb/Fb' = 0.46 Deflection: Interior Live 0.00 = <L/999 0.17 = L/360 0.02 Total 0.00 = <L/999 0.25 = L/240 0.02 Cantil. Live 0.04 = L/901. 0.20 = L/180 0.20 Total 0.05 = L/705 0.30 = L/120 0.17 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fb'+ 850 1.00 1.00 1.00 1.000 1.200 1.00 1.15 1.00 0.80 - 2 Fb'- 850 1.00 1,00 1.00 0.974 1.200 1.00 1.15 1.00 0,.80 - 2 Fv' 150 1.00 1.00 1.00 - - - - 1.00 0„80 1.00 2 Fcp' 405 - 1.00 1.00 - .. - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 0,.95 - 2 Bending(+) : LC# 2 = D+L, M = 131 lbs-ft Bending(-) : LC# 2 = D+L, M = 460 lbs-ft Shear : LC# 2 = D+L, V = 348, V design - 286 lbs Deflection: LC# 2 = D+L EI= 62e06 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4.The critical deflection value has been determined using maximum back-span deflection.Cantilever deflections do not govern design. Page 149 of 250 COMPANY PROJECT Wood Works® '� fiF'tts'1RF /OR 110',,P Of slil Nov.28,2015 20:04 DB1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pit) Load Type Distribution Magnitude Location Eft) Pat Start End Start End tern Loadl Dead Full Area 10.00 (5.50)* No Load2 Live Full Area 40.00 (5.50)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : /,;*,/VOT 41":"t".7%A.,1-/V/r';;;;;`, %';‘z 0" 16" Dead 560 560 Live 1760 1760 Total 2320 2320 Bearing: LC number 2 2 Length 1.00_ 1.00 Timber-soft, D.Fir-L, No. 1,6x12" Self Weight of 15.02 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear _ fv = 48 Fv' = 136 fv/Fv' = 0.36 Bending(+) fb = 919 Fb' = 1080 fb/Fb' = 0.85 Live Defl'n 0.31 = L/627 0.53 = L/360 0.57 Total Defl'n _ 0.40 = L/475 0.80 = L/240 0.50 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Cl Cn LC# Fb'+ 1350 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 0.80 - 2 Fv' 170 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 0.95 - 2 Bending(+) : LC# 2 = D+L, M = 9281 lbs-ft Shear : LC# 2 = D+L, V = 2320, V design = 2042 lbs Deflection: LC# 2 = D+L EI= 1115e06 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 150 of 250 COMPANY PROJECT it Woodworks® Nov.28,2015 20:05 DJ2 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Load1 Dead Full Area 10.00 (24.0)* No Load2 Live Full Area 40.00 (24.0)* No *Tributary Width (in) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (In): L1 a 0' 8' Dead 89 89 Live 320 320 Total 409 409 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, Hem-Fir, No.2,2x8" Spaced at 24"c/c;Self Weight of 2.25 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Load combinations:ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 48 Fv' = 120 fv/Fv' = 0.40 Bending(+) fb = 747 Fb' _ 938 fb/Fb' = 0.80 Live Defl'n 0.13 = L/765 0.27 = L/360 0.47 Total Defl'n 0.16 = L/599 0.40 = L/240 0.40 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fb'+ 850 1.00 1.00 1.00 1.000 1.200 1.00 1.15 1.00 0.80 - 2 Fv' 150 1.00 1.00 1.00 - - - 1.00 0.80 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1,00 - - - - 1.00 0.95 - 2 Bending(+) : LC# 2 = D+L, M = 818 lbs-ft Shear : LC# 2 = D+L, V = 409, V design = 347 lbs Deflection: LC# 2 = D+L EI= 62e06 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 151 of 250 COMPANY PROJECT WoodWorks' .e.Ot lt`.?1Lk CAP9lfi:♦, Nov.28,2015 20:07 DB2 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location (ft] Pat- Start End Start End tern Loadl Dead Full Area 10.00 (4,00)* No Load2 Live Full Area 40.00 (4.00)* No *Tributary Width (ft) MAXIMUM REACTIONS(lbs)and BEARING LENGTHS (in) : /f A 0' 8*6,. Dead 212 212 Live 680 680 Total 892 892 Bearing: LC number 2 2 Length 1.00 1.00 Timber-soft, D.Fir-L, No.2,6x8" Self Weight of 9.8 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 28 FvT = 136 fv/Iv' - 0.20 Bending(+) fb = 441 Fb* = 600 fb/Fb' = 0.73 Live Defl'n 0.08 = <L/999 0.28 = L/360 0.28 Total Defl'n 0.10 = L/988 0.43 = L/240 0.24 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC4 Fb'+ 750 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 0.80 - 2 Fv' 170 1.00 1.00 1.00 - - - - 1.00 0.80 1.00 2 Fcp' 625 - 1.00 1,00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1,00 - - 1.00 0.95 - 2 Bending(+) : LC# 2 = D+L, M = 1895 lbs-ft Shear : LC# 2 = D+L, V = 892, V design = 761 lbs Deflection: LC# 2 = D+L EI= 251e06 lb-int 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) DESIGN NOTES: 1,Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 152 of 250 COMPANY PROJECT Wood Works® Nov.28,2015 20:05 DJ2 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full Area 10.00 (24.0)* No Load2 Live Full Area 40.00 (24.0)* No *Tributary Width (in) MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in): 0' 8, Dead 89 89 Live 320 320 Total 409 409 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, Hem-Fir, No.2,2x8" Spaced at 24"c/c;Self Weight of 2.25 plf automatically included in loads; Lateral support:top=full, bottom=at supports;Repetitive factor:applied where permitted(refer to online help);Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 48 Fv' = 120 fv/Fv' = 0.40 Bending(+) fb = 747 Fb' 938 fb/Fb' = 0.80 Live Defl'n 0.13 = L/765 0.27 L/360 0.47 Total Defl'n 0.16 = L/599 0.40 = L/240 0.40 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cf rt Ci Cn LC# Fb'+ 850 1.00 1.00 1 .00 1.000 1.200 1.00 1.15 1.00 0.80 - 2 Fv' 150 1.00 1.00 1.00 - - 1.00 0.80 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1,00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 - 2 Bending(+) : LC# 2 = D+L, M = 818 lbs-ft Shear : LC# 2 = D+L, V = 409, V design = 347 lbs Deflection: LC# 2 = D+L EI= 62e06 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 153 of 250 COMPANY PROJECT WoodWorks® Nov.29,2015 19:35 post 1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loads Dead Axial 2568 (Eccemtricity = 0.00 in) Load2 _Live Axial 2937 (Eccentricity = 0.00 in) MAXIMUM REACTIONS(lbs): crLumber Post, D.Fir-L, No.2,4x6" Self Weight of 4.57 plf automatically included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 10.00=10.00[ft];Ke x Ld:1.00 x 10.00=10.00(ft];Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Axial fc = 288 Fc' = 382 fc/Fc' = 0.75 Axial Bearing fc = 288 Fc* = 1485 fc/Fc* = 0.19 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.258 1.100 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.100 - 1.00 1.00 2 Axial : LC# 2 = D+L, P = 5551 lbs (D=dead L=live S=snow W=wind 1=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. Page 154 of 250 COMPANY PROJECT ig WoodWorks® Nov.29,2015 19:37 post 1 bottom floor Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Axial 5135 (Eccentricity = O.06 in) Load2 Live Axial 5874 (Eccentricity = 0.00 in) MAXIMUM REACTIONS(lbs): o Lumber Post, D.Fir-L, No.2, 3-112x9-1/2" Self Weight of 7.9 plf automatically included in loads; Pinned base;Loadface=width(b); Ke x Lb: 1.00 x 10.00=10.00[ft]; Ke x Ld: 1.00 x 10.00=10.00[ft];Load combinations:ICC-IBC; WARNING:this CUSTOM SIZE is not in the database.Refer to online help. WARNING:your custom section may be too thin to use the properties of this TIMBER database.Use a database containing LUMBER sizes instead. Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Axial fc = 334 Fc' = 379 fc/Fc' = 0.88 Axial Bearing fc = 334 Fc* = 1350 fc/Fc* = 0,25 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1,00 1.00 0.281 1.000 - -- 1.00 1.00 2 Fc* 1350 1.00 1,00 1.00 - 1.000 - 1.00 1.00 2 Axial : LC# 2 = D+L, P = 11089 lbs (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1,Please verify that the default deflection limits are appropriate for your application. Page 155 of 250 COMPANY PROJECT WoodWorks® Nov.29,2015 19:38 post 2 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern 'Loads Dead Axial 2903 (Ecceatricity = 0.02 in) Load2 Live _Axial 3323 (Ecce*tricity = 0.02 in) MAXIMUM REACTIONS(lbs): 10. Lumber Post, D.Fir-L, No.2,4x6" Self Weight of 4.57 plf automatically included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 10.00=10.00[ft];Ke x Ld: 1.00 x 10.00=10.00[ft];Load combinations:ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value AnalyXsis/Design Axial fc = 326 Fc' = 382 fe/For = 0.85 Axial Bearing fc = 326 Fc* = 1485 fc/Fc* = 0.22 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.258 1.100 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.100 - - 1.00 1.00 2 Axial : LC# 2 = D+L, P = 6272 lbs (D=dead L=live S=snow W=wind I=impact C--construction CLd=concentrated) {All LCs are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. Page 156 of 250 COMPANY PROJECT WoodWorks® Nov.29,2015 19:39 post 2 bottom floor Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loads Dead Axial 5806 (Eccentricity = 0.00 in) Load2 Live Axial 6646 (Ecceaptricity = 0.04 in) • MAXIMUM REACTIONS(lbs): 0' 0' Lumber Post, D.Fir-L, No.2, 3-112x9-1/2" Self Weight of 7.9 plf automatically included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 10.00=10.00[ft];Ke x Ld: 1.00 x 10.00=10.00[ft];Load combinations:ICC-IBC; WARNING:this CUSTOM SIZE is not in the database.Refer to online help. WARNING:your custom section may be too thin to use the properties of this TIMBER database.Use a database containing LUMBER sizes instead. Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Axial fc = 377 Fc' = 379 fc/Fc' = 0.99 Axial Bearing fc = 377 Fc* = 1350 fc/Fc* = 0.28 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.00 1.00 1.00 0.281 1.000 - - 1.00 1.00 2 Fc* 1350 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC# 2 = D+L, P = 12531 lbs (D-dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. I I Page 157 of 250 - g I V) 1 c)-- L-4 A> 4D „4›. 5 (3 . ! 14 ' F-1- - - I 1 : 4D 4,4t-DaD ,,. ..,,, ,....,) ..mt... 4 ,' 1 — =i1B---- ---- .iit51•!4,41_DD.- ' r -EI-- ------- ----------- -."C3 Ark , 4gs , IAD 4D *i• .,, 4 'Or ,1 1S8.12.! ;to ' . t' lid ''' . '' 1 ' a 4 C:1 i i 4D' u , ,,•,. 1, 4,, 1 „., ,,,,•,„ il , 4D -. ji : 4D . ,- ., , , , _ , ,i . , flak MI. ! L-7----- - .1 Its 1, . I ...; i l'A' . .. -. j ..1 4 -, 4> 1 1 .) '''''' € 4D4i, cro4D'''i_118.m. ''.1 . „ „ ,,4 ••• 4> --V..""""' NEJLAI L*j L.."1 1 * II----— I ' 44#1 .."- ."..-k I Net r-- , ----1.Mill ----a t) ,..1,7,'f rffi' ,----....,,- ,-- - ,.,-... 1-1), -, 1 - ca dl .1.- ' .s 4 4D - 40 akcD, , ill `0 I g , , ; * • ) "4 Iwi -I ri i I I t n , . , , 1—, , •1 . r--I 441 1 . I I ,I I 1 s., _t L L i L..--_ -I rgg c.. 0-: L. .I, 0I -, Doi , - 1 . . i - „ .., ,_ . 2,... ,-- - . „ i ,t_ • • .. . g -...,. i.., , i 4D r i 4D '" 4D ,..., • ! 1 r.„.„ , „.. ic ' 1'1-- el , ti( r..:...4....., isari:.__ , ,.....214 lil_--F.,..-I--T lip. ' I 1V— °— ria---:1111111.--1. -4, , * , _ t---- e f-. .,„, AgH s r_ ,„.„t., I . , 1- ''4D4E'' '4•• t., Ef, : 0 '..j ......,-; .,...„, ,....,„, - . , . 1, .4eismil 0 f., ,a,„ „,,,. , , limo, , L....,..A.--, ,fl .y7 SP N'l 1 r MO/ t'''-'' 6' --111.11 4D t -D. - .. ,• 1E3 k ':.; I I 71k..'-' 1 ;s ;., 4r) 4,:, , ,141 -I ._..fr.„,„„„„t„,„____. I , • •_. a 40a 4 _ 1 1 . . r-1 [8.3 f:C. 5Lt L................_L Title Block Line 1 Project Title: Page 158 of 25Q You can change this area Engineer: rolect using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 1 Printed 7 DEC 2015,4 20PM ® f: File=t12O1511182'2ik e c..... ? Y W 'P 14`r�t4Yc Tce 1 i ,f4.r fFf u� . 4 F� ENEREAI C:INC. �c 1 f 0u ': 15•i?#,,1!er:&t5.12.4: Lie,#, KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: Buidling A5 Ftg 1 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing - 2.50 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 kp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Min Steel%Bending Reinf. = Footing base depth below soil surface = ft Min Stew%Temp Reinf. - 0.00180 Allowable pressure increase per foot of depth = 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 depth = ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thicknes = 10.0 in Pedestal dimensions... X px:parallel to X-X Axis = 7,0 in N pz:parallel to Z-Z Axis = 9.50 in Height = n m Rebar Centerline to Edge of Concrete... (o at Bottom of footing = 3.0 in `D 40 II Reinforcing u w Bars parallel to X-X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.04 r �, ,> Reinforcing Bar Siz( = # 4 � . ° u ,r. Bandwidth Distribution Check (ACI 15.4.4.2) _ 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 P:Column Load 5.140 5.870 --_. E._._ H OB:Overburden = k M-xx ksf M-zz = k-ft V-x k-ft V-z = k k Title Block Line 1 Project Title: Page 159 �olgp. You can change this area Engineer: using the"Settings"menu item Project Descr: and then using the'Printing& Title Block"selection. Title Block Line 6 Printed:7 DEC 2015,4:20PM G01:001 /yo}rng Ate bit $ •• .:.: s,... .<�.,�. ) .. � -INC.l ' ,'$;BU1 n 6�1 ���1�1�,. Lic.# KW 06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: Buidling A5 Ftg 1 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7528 Soil Bearing 1.882 ksf 2.50 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 0.1565 Z Flexure(+X) 1.143 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1565 Z Flexure(-X) 1.143 k-ft 7.306 k-ft +1,20D+0.50Lr+1.60L+1.60H PASS 0.1242 X Flexure(+Z) 0.9077 k-ft 7.306 k-ft +1.20D+0,50Lr+1.60L+1.60H PASS 0.1242 X Flexure(-Z) 0,9077 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1,60H PASS 0.1353 1-way Shear(+X) 11.114 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1353 1-way Shear(-X) 11.114 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1052 1-way Shear(+Z) 8.644 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1052 1-way Shear(-Z) 8.644 psi 82.158 psi +120D+0.50Lr+1.60L+1.60H PASS 0.1631 2-way Punching 26.804 psi 164.317 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 Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.50 n/a 0.0 0.9432 0.9432 n/a n/a 0.377 X-X.+D+L+H 2.50 n/a 0.0 1.882 1.882 n/a n/a 0.753 X-X.+D+Lr+H 2.50 n/a 0,0 0.9432 0.9432 n/a n/a 0.377 X-X.+D+S+H 2.50 n/a 0,0 0.9432 0,9432 n/a n/a 0,377 X-X,+D+0.750Lr+0.750L+H 2.50 n/a 0,0 1.648 1.648 n/a n/a 0.659 X-X.+D+0.750L+0.750S+H 2.50 n/a 0.0 1.648 1.648 n/a n/a 0.659 X-X,+D+0.60W+H 2.50 n/a 0.0 0.9432 0.9432 n/a n/a 0.377 X-X.+D+0.70E+H 2.50 n/a 0.0 0.9432 0.9432 n/a n/a 0.377 X-X,+D+0.750Lr+0.750L+0.450W+H 2.50 n/a 0.0 1,648 1.648 n/a n/a 0.659 X-X.+D+0.750L+0.750S+0,450W+H 2.50 n/a 0,0 1.648 1.648 n/a n/a 0.659 X-X.+D+0.750L+0.750S+0.5250E+H 2.50 n/a 0.0 1.648 1.648 n/a n/a 0.659 X-X.+0.60D+0.60W+0.60H 2.50 n/a 0.0 0.5659 0.5659 n/a n/a 0.226 X-X.+0.60D+0.70E+0.60H 2.50 n/a 0,0 0.5659 0.5659 n/a n/a 0.226 Z-Z.+D+H 2.50 0,0 n/a n/a n/a 0.9432 0.9432 0.377 Z-Z.+D+L+H 2.50 0,0 n/a n/a n/a 1.882 1.882 0.753 Z-Z,+D+Lr+H 2.50 0.0 n/a n/a n/a 0.9432 0.9432 0.377 Z-Z.+D+S+H 2.50 0.0 n/a n/a n/a 0.9432 0.9432 0.377 Z-Z,+D+0.750Lr+0.750L+H 2.50 0.0 n/a n/a n/a 1.648 1.648 0.659 Z-Z,+D+0.750L+0,750S+H 2.50 0.0 n/a n/a n/a 1.648 1.648 0.659 Z-Z.+D+0.60W+H 2.50 0.0 n/a n/a n/a 0.9432 0.9432 0.377 Z-Z.+D+0.70E+H 2.50 0.0 n/a n/a n/a 0.9432 0.9432 0.377 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.50 0.0 n/a n/a n/a 1.648 1.648 0.659 Z-Z.+D+0.750L+0,750S+0.450W+H 2.50 0.0 n/a n/a n/a 1.648 1.648 0.659 Z-Z,+D+0.750L+0.7505+0.5250E+H 2.50 0,0 n/a n/a n/a 1.648 1.648 0.659 Z-Z.+0.60D+0,60W+0.60H 2.50 0.0 n/a n/a n/a 0.5659 0.5659 0.226 Z-Z.+0.60D+0.70E+0.60H 2.50 0.0 n/a n/a n/a 0.5659 0.5659 0.226 Title Block Line 1 Prong Project Title: Page 160 i You can change this area En ineer: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 F�f� Pnnted 7 DEC 2015 419PM File=t12015}1L8Z2K �IEHTEC6=p1C7A4YC FIFITP28-9tG7AAYC-F.EC6 s,�., ,r r� r, ,., A., . ::: .,, - , ,; • .„ ENERCRO INC. H ON BoIId:6.I Ver.6.15�12.4 Lic #: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: Buidling A5 Ftg 2 Code References Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing 2.50 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 tp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings =base depth below soil surface = 0.0 ft Min Steel°/0 Bending Reinf. = Allowable pressure increase per foot of depth = 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = 0.0 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 depth = 0.0 ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greater thar= 0.0 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,morn&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Z Footing Thicknes = 10.0 in Pedestal dimensions... px:parallel to X-X Axis = 7.0 in i, pz:parallel to Z-Z Axis = 9.50 in Height 0.0 in m Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in II Ca Reinforcing �._ 2.�;" Bars parallel to X-X Axis Number of Bars 3.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars _ 3,0 �. Reinforcing BarSizi - # 4 ..ate, ff. .� F•, " r r r , Bandwidth Distribution Check (ACI 15.4.4.2) 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 �.a . ._ E H P:Column Load = 5.810 0.0 6.650 0.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x _ 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0,0 0.0 k Title Block Line 1 Project Title: Page 161 f You can change this area Engineer: g gbigqp using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:7 DEC 2015,4:19PM i de ;, r p -t! =ktH,541. INC 1983-015 Bu Ind 515 4,Ver.6 5.'24 File Lic.#':''KW-060/02'304 Licensee FROELICH CONSULTING ENGINEERS Description: Buidling A5 Ftg 2 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8456 Soil Bearing 2.114 ksf 2.50 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 0.1771 Z Flexure(+X) 1.294 k-ft 7.306 k-ft +120D+1,60L+0.505+1.60H PASS 0.1771 Z Flexure(-X) 1.294 k-ft 7.306 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.1406 X Flexure(+Z) 1.027 k-ft 7.306 k-ft +120D+0.50Lr+1.60L+1.60H PASS 0.1406 X Flexure(-Z) 1.027 k-ft 7.306 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1531 1-way Shear(+X) 12.580 psi 82.158 psi +120D+0.50Lr+1.60L+1.60H PASS 0.1531 1-way Shear(-X) 12.580 psi 82.158 psi +1.200+0.50Lr+1.60L+1.60H PASS 0.1191 1-way Shear(+Z) 9.784 psi 82.158 psi +120D+0.50Lr+1.60L+1.60H PASS 0.1191 1-way Shear(-Z) 9.784 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1846 2-way Punching 30,339 psi 164.317 psi +1.20D+0.50Lr+1,60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z LeftX Right,+X Ratio X-X,+D+1-1 �..-,._v..�.._ -� -��2.50 �4. n/a 0.0 1.050 ^'m 1.050 n/a n/a 0.420 X-X,+D+L+H 2,50 n/a 0.0 2.114 2.114 n/a n/a 0.846 X-X,+D+Lr+H 2.50 n/a 0,0 1.050 1.050 n/a n/a 0.420 X-X.+D+S+H 2.50 n/a 0,0 1.050 1.050 n/a n/a 0.420 X-X,+D+0.750Lr+0.750L+H 2.50 n/a 0.0 1.848 1.848 n/a n/a 0.739 X-X.+D+0.750L+0.750S+H 2.50 n/a 0.0 1.848 1.848 n/a n/a 0.739 X-X,+D+0.60W+H 2.50 n/a 0,0 1.050 1.050 n/a n/a 0.420 X-X.+D+0.70E+H 2.50 n/a 0,0 1.050 1.050 n/a n/a 0.420 X-X,+D+0.750Lr+0.750L+0.450W+H 2.50 n/a 0,0 1.848 1.848 n/a n/a 0.739 X-X,+D+0.750L+0.750S+0.450W+H 2.50 n/a 0,0 1.848 1.848 n/a n/a 0.739 X-X,+D+0.750L+0.7505+0.5250E+H 2.50 n/a 0,0 1.848 1.848 n/a n/a 0.739 X-X,+0.60D+0.60W+0.60H 2.50 n/a 0,0 0.6303 0.6303 n/a n/a 0.252 X-X.+0.60D+0.70E+0.60H 2.50 n/a 0.0 0.6303 0.6303 n/a n/a 0.252 Z-Z,+D+H 2.50 0.0 n/a n/a n/a 1.050 1.050 0,420 Z-Z.+D+L+H 2.50 0.0 n/a n/a n/a 2.114 2.114 0.846 Z-Z,+D+Lr+H 2.50 0.0 n/a nia n/a 1.050 1.050 0.420 Z-Z.+D+S+H 2.50 0.0 n/a n/a n/a 1.050 1.050 0.420 Z-Z.+D+0.750Lr+0.750L+H 2.50 0.0 n/a n/a n/a 1.848 1.848 0.739 Z-Z.+D+0,750L+0.750S+H 2.50 0.0 n/a n/a n/a 1.848 1.848 0.739 Z-Z.+D+0.60W+H 2.50 0,0 n/a n/a n/a 1.050 1.050 0.420 Z-Z.+D+0.70E+H 2.50 0.0 n/a n/a n/a 1.050 1.050 0.420 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.50 0.0 n/a n/a n/a 1.848 1.848 0.739 Z-Z,+D+0.750L+0.750S+0,450W+H 2.50 0.0 n/a n/a n/a 1.848 1.848 0.739 Z-Z,+D+0.750L+0.7505+0.5250E+H 2.50 0.0 n/a n/a n/a 1.848 1.848 0.739 Z-Z,+0.60D+0.60W+0,60H 2,50 0.0 n/a n/a n/a 0,6303 0.6303 0.252 Z-Z.+0.60D+0.70E+0.60H 2.50 0.0 n/a n/a n/a 0.6303 0.6303 0.252 Search Results for Map http://windspeed.atcouncil.oraladdee p$p�?AptbZ tgn to content&vie.. °/y�� � ,��'`f ',1`'` fi•�f`�/'''yf'�y"�/'�i'`s�f�'�;>"'t�''%'"�"'1���'�'...`' l�%' �ff��''/<:�.^l�`"'`F'�i`y r �,i6%��f f/,/�"J��f: r zb Appt,-d Technology Cttrsncit W/AIDSPEEDBYLO . 1/ N Home Ground Snow Loads Related Resources Sponsors About ATC Contact �� irr �l✓, �F "Loco I* ,'ta"JlJ ii �/ 1 Hrd' Search Results „,f �� � �r %� ,�_, rff F/11 4 BR TISN ter , r 4'r/ r �`� �/� F °1-4f / �� ��r , F� i f r > 1f4 itLatitude:45.4415 4 44 5. ,Longitude:-122.8157 i1#1 �ASCE 7-10 Windspeeds ,, (3-sec peak gust MPH*): , �f;�,./.;!;•/,/•,/,01t.;•• n ,� NOR ,/ ,i/ �. ,' d6tt$TON „Fr MONTANA DAKt Risk Category 1: 100 f l /fif 1 sou Risk Category II: 110 r' tft DARt Risk Category III-IV: 115 ./4 / 14AH0 „wYoMtNo MRI**10-Year:72 ;; NEB MRI**25-Year:79 ;%' %,, �/' NEVADA y /United St MRI**50-Year:85 :� h Sit UTAH rOr sen; anctsao ,:',,COLORADO MRI**100-Year:91 '41/1,—„.1*”. ; 4� l r� � � UFPRNIA aL•as Vegss * ASCE 7-05:85 Air ..,F,. , ) osA Angeles l • ARIZONA, MEXICOASCE 7-93:77 „Tr„m a f/„�:� , N Wir,ler; ,•r13= i,,, ap data 02015 Google.INEGI •MPH(Miles per hour) MRI Mean Recurrence Interval(years) • / L S of Users should consult with local building officials # r ,<, r 63C, to determine if there are community-specific wind speed / � requirements that govern„ P Download a PDF of your results Print your results WIND SPEED WEB SITE DISCLAIMER: While the information presented on this web site is believed to be correct, ATC assumes no responsibility or liability for its accuracy. The material presented in the wind speed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the wind speed report provided by this web site. Users of the information from this web site assume all liability arising from such use. Use of the output of this web site does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site(s)described by latitude/longitude location in the wind speed report. Sponsored by the ATC Endowment Fund•Applied Technology Council•201 Redwood Shores Parkway,Suite 240•Redwood City,California 94065•(650)595-1542 ' �' R117/7f 15 9.05 Al Design Maps Detailed Report http://ehp l-earthquake.cr.usgs. ov/desi aps/us/re ort.php?templa. Page 63 of 25pO I S Design Maps Detailed Report 2012 International Building Code (45.4415°N, 122.8157°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2012 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)(1I Ss = 0.965 g From Figure 1613.3.1(2)(2] S1 = 0.424 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. 2010 ASCE-7 Standard —Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs Nor Ts/eh s„ A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w 40%, and • Undrained shear strength s„ < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: lft/s = 0.3048 m/s llb/ft2 = 0.0479 kN/m2 1 of 4 8/17/2015 9:22 Al Design Maps Detailed Report http://ehpl-earthquake.cr.usgsovv/e sjglymaps u pprt.php?templa age Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT Fa Site Class Mapped Spectral Response Acceleration at Short Period SS <_ 0.25 S5 = 0.50 S5 = 0.75 S5 = 1.00 SS __> 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class= D and S5 = 0.965 g, F. = 1.114 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F„ Site Class Mapped Spectral Response Acceleration at 1-s Period Si 5. S1 = 0.20 S1 = 0.30 S1 = 0.40 S1 >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Si For Site Class= D and S1 = 0.424 g, F„ = 1.576 2 of 4 R/l7/2Q15 9.77 AA Design Maps Detailed Report http://ehpl-earthquake.cr.usgoraligargoort.php?templE Equation (16-37): SMS = Ss = 1.114 x 0.965 = 1.075 g Equation (16-38): SM1 = F,Si = 1.576 x 0.424 = 0.668 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = % SMS = % x 1.075 = 0.717 g Equation (16-40): SDI = % SM1 = % x 0.668 = 0.446 g 3 of4 8/170.0ti 9-22 Al Design Maps Detailed Report http://ehpl-earthquake.cr.usgs..goov//deesiiggraap0!}� r Qrt.php?templa. FagSection 1613.3.5 — Determination of seismic design category TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second)RESPONSE ACCELERATION RISK CATEGORY VALUE OF Sps I or II III IV Sps < 0.167g A A A 0.167g <_ Sps < 0.33g B B C 0.33g 5 Sps < 0.50g C C D 0.50g 5 Sps D D D For Risk Category = I and SDs = 0.717 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF SD1 I or II III IV SD1 < 0.067g A A A 0.067g 5 SD1 < 0.133g B B C 0.133g 5 S01 < 0.20g C C D 0.20g 5 Sp1 D D D For Risk Category = I and SO1 = 0.446 g, Seismic Design Category = D Note: When Si is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC- 2012-Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC- 2012-Fig1613p3p1(2).pdf 4 of 4 8/17/2015 9:22 All Page 167 of 250 4 Client: LRS Project: Tigard Apartments Project#: 12-TI 33 Date: 10/512012 111 By: RH FROELICH ENGINEER 5 3 WIND FORCE CALCULATION- MWFRS ASCE 7-10 SECTION 27.2 DIRECTIONAL PROCEDURE Basic Wind Speeds Input 3 Second Gust Vas= 120 mph Wind Directionality Factor Kd= 0.85 Table 26.11-1 (page 258) Wind Exposure Category= B Building Parameters Horizontal Dimension of Bldg B= 72 ft Measured Normal to wind direction Horizontal Dimension of Bldg L= 186 ft Measured Parallel to wind direction Mean Roof Height h= 32.5 ft Ref. Figure 27.4-1 page 263 Highest Roof Level hn= 41.5 ft Approximate Fundamental Period Ta= 0.33 sec Eq. 12.8-7(page 90) Output-Fundamental Frequency f= 3.1 Hz> 1 Hz Therefore Rigid Topographic Effects Input Hill Height H= 0 ft Figure 26.8-1 (page 252) Length of 1/2 hill height Lb= 1000 ft Figure 26.8-1 (page 252) Dist. From Crest to Bldg.x= 100 ft Figure 26.8-1 (page 252) Height Above Local Grade z= 15 ft Figure 26.8-1 (page 252) Horizontal Attenuation Factor m= 1.5 Figure 26.8-1 (page 252) Height Attenuation Factor g= 3 Figure 26.8-1 (page 252) Shape Factor K1/(H/Lh)= 1.3 Figure 26.8-1 (page 252) Output-Topographic Multipliers K1 = 0.00 K2= 0.93 K3= 0.96 Topographic Factor Kzt= 1.00 Page 168 of 250 Gust Effects Input Integral Length Scale Factor I = 320 ft Table 26.9-1 (page 256) Integral Length Scale nominal height of boundary zg= 1200 Table 26.9-1 (page 256) 3-s gust exponent a= 7.00 Table 26.9-1 (page 256) Turbulence Intensity Factor c= 0.30 Table 26.9-1 (page 256) Power Law Exponent E = 0.33 Table 26.9-1 (page 256) Minimum Height zmin= 30 ft Table 26.9-1 (page 256) Integral Length Scale of Turbulence LZ= 310 ft Output- Background Response Factor Q= 0.87 Intensity of Turbulence IZ= 0.30 Gust Effect Factor G= 0.85 Pressure Coefficients Input Length to Width Ratio L/B = 2.58 Height to Length Ratio h/L= 0.17 Roof Pitch= 6 : 12 = 26.57 deg Velocity Pressure Exposure Coefficients Kb (see below) Table 27.3-1 (page 261) External Pressure Coefficients Cp (see below) Figure 27.4-1 (page 264) Direction Cp Height(ft) Kb qz(psf) Velocity Windward 0.80 15 0.57 18.0 Pressure Leeward -0.50 20 0.62 19.6 Output qZ Roof Windward 0.30 25 0.67 20.8 Roof Leeward -0.60 30 0.70 22.0 40 0.76 23.8 50 0.81 25.4 60 0.85 26.8 70 0.89 28.0 80 0.93 29.1 90 0.96 30.0 100 0.99 31.0 120 1.04 32.6 h= 32.5 0.72 22.5 qh hparapet= 30 0.70 22.0 qh Page 169 of 250 Design Wind Pressures p (psf)-GCP;=(-) 16 psf min per Section 27.1. Internal Pressure Coefficient GCP;= -0.18 Table 26.11-1 (page 258) Wall Roof Horiz Roof Effects(normal to Roof Surface) Proj Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 16.3 -5.5 21.8 ft 20 17.3 -5.5 22.8 25 18.2 -5.5 23.7 30 19.0 -5.5 24.4 40 20.2 -5.5 25.7 50 21.3 -5.5 26.8 60 22.2 -5.5 27.7 70 23.0 -5.5 28.5 80 23.8 -5.5 29.3 90 24.5 -5.5 29.9 100 25.1 -5.5 30.6 120 26.2 -5.5 31.7 32.5 19.3 -5.5 9.8 -7.4 24.8 17.16 Parapet 30 32.9 -22.0 54.9 Design Load Case 1 Controls-By Inspection Figure 27.4-8 (page 271) Parapet Loading per ASCE7-10 27.4.5 Design Wind Pressures p (psf)-GCQ;=(+) 16 psf min per Section 27.1. Internal Pressure Coefficient GCP;= 0.18 Table 26.11-1 (page 258) Wall Roof Horiz Roof Effects(normal to Roof Surface) Prot Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 8.2 -13.6 21.8 ft 20 9.2 -13.6 22.8 25 10.1 -13.6 23.7 30 10.9 -13.6 24.4 40 12.1 -13.6 25.7 50 13.2 -13.6 26.8 60 14.1 -13.6 27.7 70 15.0 -13.6 28.5 80 15.7 -13.6 29.3 90 16.4 -13.6 29.9 100 17.0 -13.6 30.6 120 18.1 -13.6 31.7 32.5 11.2 -13.6 1.7 -15.5 24.8 17.16 Parapet 30 32.9 -22.0 54.9 Design Load Case 1 Controls-By Inspection Figure 27.4-8(page 271) Page 170 of 250 Client: LRS Project: Tigard Apartments tiiic Project#: 15-T084 Date: 10/28/2015 By: RH FROELICH ENGINEERS 6 WIND FORCE CALCULATION-MWFRS ASCE 7-10 SECTION 27.2 DIRECTIONAL PROCEDURE Basic Wind Speeds Input 3 Second Gust Vas= 120 mph Wind Directionality Factor Kd= 0.85 Table 26.11-1 (page 258) Wind Exposure Category= B Building Parameters Horizontal Dimension of Bldg B= 72 ft Measured Normal to wind direction Horizontal Dimension of BIdg L= 186 ft Measured Parallel to wind direction Mean Roof Height h= 32.5 ft Ref. Figure 27.4-1 page 263 Highest Roof Level hn= 41.5 ft Approximate Fundamental Period Ta= 0.33 sec Eq. 12.8-7 (page 90) Output-Fundamental Frequency f= 3.1 Hz> 1 Hz Therefore Rigid Topographic Effects Input Hill Height H= 0 ft Figure 26.8-1 (page 252) Length of 1/2 hill height Lh= 1000 ft Figure 26.8-1 (page 252) Dist. From Crest to Bldg.x= 100 ft Figure 26.8-1 (page 252) Height Above Local Grade z= 15 ft Figure 26.8-1 (page 252) Horizontal Attenuation Factor m= 1.5 Figure 26.8-1 (page 252) Height Attenuation Factor g= 3 Figure 26.8-1 (page 252) Shape Factor K1/(HILh)= 1.3 Figure 26.8-1 (page 252) Output-Topographic Multipliers K1 = 0.00 K2= 0.93 K3= 0.96 Topographic Factor K4= 1.00 Page 171 of 250 Gust Effects Input Integral Length Scale Factor l = 320 ft Table 26.9-1 (page 256) Integral Length Scale nominal height of boundary zg= 1200 Table 26.9-1 (page 256) 3-s gust exponent a= 7.00 Table 26.9-1 (page 256) Turbulence Intensity Factor c= 0.30 Table 26.9-1 (page 256) Power Law Exponent € = 0.33 Table 26.9-1 (page 256) Minimum Height zm;n= 30 ft Table 26.9-1 (page 256) Integral Length Scale of Turbulence L2= 310 ft Output-Background Response Factor Q= 0.87 Intensity of Turbulence I.= 0.30 Gust Effect Factor G= 0.85 Pressure Coefficients Input Length to Width Ratio L/B= 2.58 Height to Length Ratio h/L= 0.17 Roof Pitch= 6 : 12 = 26.57 deg Velocity Pressure Exposure Coefficients Kb (see below) Table 27.3-1 (page 261) External Pressure Coefficients Cp (see below) Figure 27.4-1 (page 264) Direction Cp Height(ft) Kb q2(psf) Velocity Windward 0.80 15 0.57 18.0 Pressure Leeward -0.50 20 0.62 19.6 Output 412 Roof Windward 0.30 25 0.67 20.8 Roof Leeward -0.60 30 0.70 22.0 40 0.76 23.8 50 0.81 25.4 60 0.85 26.8 70 0.89 28.0 80 0.93 29.1 90 0.96 30.0 100 0.99 31.0 120 1.04 32.6 h= 32.5 0.72 22.5 qh 30 0.70 22.0 qh hparapet= i Page 172 of 250 Design Wind Pressures p (psf)-GCP.=(-) 16 psf min per Section 27.1. Internal Pressure Coefficient GCp,= -0.18 Table 26.11-1 (page 258) Wall Roof Horiz Roof Effects(normal to Roof Surface) Proi Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 16.3 -5.5 21.8 ft 20 17.3 -5.5 22.8 25 18.2 -5.5 23.7 30 19.0 -5.5 24.4 40 20.2 -5.5 25.7 50 21.3 -5.5 26.8 60 22.2 -5.5 27.7 70 23.0 -5.5 28.5 80 23.8 -5.5 29.3 90 24.5 -5.5 29.9 100 25.1 -5.5 30.6 120 26.2 -5.5 31.7 32.5 19.3 -5.5 9.8 -7.4 24.8 17.16 Parapet 30 32.9 -22.0 54.9 Design Load Case 1 Controls-By Inspection Figure 27.4-8(page 271) Parapet Loading per ASCE7-10 27.4.5 Design Wind Pressures p (psf)..GCS-(+) 16 psf min per Section 27.1 Internal Pressure Coefficient GCp;= 0.18 Table 26.11-1 (page 258) Wall Roof Horiz Roof Effects(normal to Roof Surface) Proi Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 8.2 -13.6 21.8 ft 20 9.2 -13.6 22.8 25 10.1 -13.6 23.7 30 10.9 -13.6 24.4 40 12.1 -13.6 25.7 50 13.2 -13.6 26.8 60 14.1 -13.6 27.7 70 15.0 -13.6 28.5 80 15.7 -13.6 29.3 90 16.4 -13.6 29.9 100 17.0 -13.6 30.6 120 18.1 -13.6 31.7 32.5 11.2 -13.6 1.7 -15.5 24.8 17.16 Parapet 30 32.9 -22.0 54.9 Design Load Case 1 Controls-By Inspection Figure 27.4-8 (page 271) p.ge 173 of 2591-, ii,(3-, ( e _ i . ( ;kin 1140 t if ii.$4 441/13 let ' '- - L,77,401.ec I ,0 likhr ...... . IIN - - -,....„.., ' 2-11,11 ril P f II, 1 0 4 4-51./v‘ -)'-'" i :7 4/2.1 CF 42 . 2s uNrr Ir 2:3' 7-17S ig:44-- 44 , #47d74114craillifaid/10/74N114 fr 0 E3 ItiF 1 :ii wI :act?"'i)x))1.„:„.1,247.F1,1 is UNIT i r .010 ALIGN a/OFTRIK TOP OF 14127*SI.c.2t%d'S N211-21 pt, sr. •10. -...e0 ,,z2itroopokah Is i ply T..* .43..3 3..*3033,3m3333m,33333317373-31.13.3 rel." , *i•-• .411111 BAND r, ,40 ) g". , ' I 2!,tr i 0 1 1 i 1 UNIT i •,, „ ; I / I / r , P • , SESVALL TYPES /--- , Go ..... 0 • , ••. suka ....,.. , , - . T4 ,KaliellinimmeN, I ,,*fp*, - •".'..," '..•••-•>4>/:'-71- ''''' ''...4,../ ,;".'".../' ' 1.:fel},;',/,'•,2‘,/s 2/•••,:',.••••(/,‹.., 4-{;','•,-./;;:-• NW;"•••'•2,4 „4„ , •\•‘,44,,,,,,, 4 ,/1;•; /-;?4 / ‘ •-/' 17A-RZ":1;?IS 18. WALL SECTION AT DECK INFORMATION SCALE 1/2%1.-0" Page 174 of 250 r Client: LRS Architects lj Q p//fi�n Project: Tigard Apartments FROEl IC Fl Project#: 15-T084 CONSULTING Byte: Aug-15 ENGNEERS,INC Lateral Design - Wood Walls Shear Walls Building Al WIND: Front-Back Event Side-Side Event Leve{ Top Elev Bott Elev Wind Load Top Elev , Boll Elev Wind Load (ft) _ (ft) (Pin Level (ft) (ft) (Pit) Roof Wind 37 24 157 Roof Wind 37 24 150 Load Load 3rd Floor 24 15 126 3rd Floor 24 15 126 Wind Load Wind Load 2nd Floor 15 5 131 2nd Floor 15 5 131 Wind Load Wind Load Page 175 of 250 SEISMIC: Site Classification: D Occupancy Category: II 'Occupancy Importance Factor 1 I= 1 1.0 System Over-strength Factor: Light Frame Walls with Shear Panels I W= 1 3.0 Response Moditiaction Coefficient: Light Frame Walls with Shear Panels I R= I 6.5 MCE Short Period Pectal Response accel.: Ss= 0.965 MCE 1-second period spectral response accel,: S,= 0.424 5%damped short period spectral response accel.: Sos= 0.717 5%damped 1-second period spectral response accel,: Sol= 0.446 Seismic Design Category(ASCE Table 11.6-1 &11.6-2): D Seimic Response Coefficient(ASCE 7-05) EQ 12.8-2 Cs=Sos/(R/l) Cs= 0.110 Controls Eq 12.8-3(max)-in addition to sections 12,8.2, 12,8.2 1, Table 12,8-1 Cs=So1i(T(Rtl)) Ta=Ceh„" Ta= 0.288 C,= 0.02 Cu= 1.491 from table 12.8-1 h„= 35 T= 0.429 per 12.8.2 x= 0.75 Cs= 0.160 Eq 12.8-5(min) Cs=0.01 Cs= 0.010 Eq 12.8-5(min) Cs=0.044Sos1 Cs= 0.032 Cs= 0.110 Working Stress Design: 0.7E Cs= 0.077 Seismic Dead Loads Level diaph area Load Wait Tab Warr Waif Wt Mech U. Solar Total DL (ft') (psf) (ft) height(ft) (psf) (Ilbs) Pnls(lbs) (lbs) Roof 10618 20 0 0 0 0 0 212360 3d Floor 10269 34 0 0 0 0 0 34914Q 2"d Floor 10269 34. 0 0 0 0 0 3491461 Seismic Base Shear(Working stress Design) 910652 V=Cs(DL) V= 70316 lbs Vertical Distribuition Level 1 Weight 1 Height 1 Wt*Ht J `r'"VrotaI I V IV'=(Wt(Ht)/Total)'V Roof 212360 34 7220240 0.408 70316 28692 = r Floor 349146 20 6982920 0.395 7031627749 =Vam 2'"Floor 349146 10 3491460 0.197 70316 . 13875 =V2110 Total= 4 1169460-1 VN= 28692 lbs srd= 27749 lbs Vend= 13875 lbs Page 176 of 250 Diaphragm Loads Level 1 w (Ibs) V;(Ibs) F V(Ibs) I Zw1(Ibs) 1 F11 *px=((�VI)I(�wi!) wax Roof 212360 28692 28692 212360 28692 =Fit r Floor 349146 27749 56442 561506 35096 =Fad 2V'Floor 349146 13875 70316 910652 26959 =F2nd Min Diaphragm Loads Sas= 0.717 Fpm0=0.2*Sps•wpx"I*0.7 Level IFprnjn Roof 21317 V,t= 28692 lbs e Floor 35047 Vim= 35096 lbs 2gaFloor 35047 Vznd= 35047 lbs Page 177 of 250 „, Client: LRS Architects • Project: Tigard Apartments FROEUC4 II Date:ect#: 8/15/2015 CONSULTING By: RH ENGINEERS,INC SEISMIC LOAD Story Distribution: Areas; Roof: 28692 lbs I Roof; 10618 sq ft I3rd: 27749 lbs 3rd: 10269 sq ft 2nd: 13875 lbs 2nd: 10269 sq ft WIND LOAD Story Distribution: Level "Windward'Leeward Redundancy Factor,p Front-Bach Event Roof: 971 60 Per ASCE7-05 12.34.2,p=1.0 because of large amount of 3rd: 78 48 shearwalls and because no wall takes more than 33%of the story 2nd: 81 50 shear. Side-Side Event Event Roof:I 92 58 3rd: 78 48 2nd: 81 50 FRONT-BACK LOAD DISTRIBUTION SEISMIC WIND Trib Area Load Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL GRID (sq ft) (ibs) (ft) (tbs) o (tbs) (YIN) (lbs) (ibs) Roof A 1151 3110 20,5 1981 1238 Y 3219 3219 W B 1275 3445 22,5 2174 1359 Y 8 3533 3533 W C 1503 4061 26.5 2560 1600 Y 4161 4161 W D 2552 6896 45 4348 2717 Y 7065 7065 W E 1503 4061 26,5 2560 1600 Y 4161 4161 W F 1275 3445 22.5 2174 1359 Y 3533 3533 W G 1151 3110 20,5 1981 1238 Y 3219 3219 W 3rd A 1151 3110 20,5 1590 993 Y 2583 3110 S B 1275 3445 22.5 1745 1090 Y 2835 3445 S C 1503 4061 26.5 2055 1284 Y 3339 4061 S D 2552 6896 45 3489 2181 Y 5870 6896 S E . 1503 4061 26.5 2055 1284 Y 3339 4061 S F 1275 3445 22.5 1745 1090 Y 4 2835 3445 S G 1151 3110 20.5 1590 993 Y 2583 3110 S 2nd A a 1151 1555 20,5 1653 1033 V 2686 W B 1275 1723 22.5 1814 1134 Y 2948 2948 W C 1503 2031 26.5 2136 1335 Y 3472 3472 W D 2562 3448 45 3628 2267 Y 5895 5895 W E 1503 2031 26,5 2136 1335 Y 3472 3472 W F 1275 1723 22.5 1814 1134 Y 2948 2948 W G 1151 1555 20.5 1653 1033 Y . 2686 2688 W SIDE-SIDE LOAD DISTRIBUTION SEISMIC WIND Trib Area Load Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL GRID (sq ft) (lbs) (ft) fibs) fibs) (WN) Ms) , fibs) Roof 2 2680 7242 13,5 1246 779 Y 2025 7242 $ 3 5360 14484 27 2492 ' 1558 Y 4050 14484 S 4 2680 7242 13.5 1246 r 779 Y 2025 7242 S 3rd q 2 2680 7242 13.5 1047 654 V @ 1701 7242 S 3 5360 14484 27 2094 1308 Y 3402 14484 S 4 2680 7242 13,5 1047 654 Y 1701 7242 ' S 2nd 2 2680 3621 13.5 1088 680 Y 1769 C 3621 S 3 5360 7242 27 2177 ' 1360 Y 3537 7242 S 4 2680 3621 13,5 1088 680 Y ' 1769 3621 S 0 Lr) • 7C Client: LRS Architects CV , Project: Tigard Apartments v Of 1 t",,I-f V.3,V2)'LT 0 FROELICH Project#: 15-T084 I.=Length of individual wall It-.Total length of wall along godline CO Date: CONSULTING By: RH8/15/2015 Is'Length of moment arm M wall(if different than wall length) lid-.Wall Height(Lx to roof ENGEEERS INC .-Height of wall f1r341r4 L [1,11(hrf 2)+T'3(h3+/0+1)-1472(h2)1x-- It J CD ks=Height of wall t1r2-11r3 112=Height of wall flrl-t1r2 C3) Shear Walls & Holdowns Vrf=Horizontal force at gridline from root RS V4-Horizontal force at gridline from 4th fit Cl- Roof to 3rd Floor V3,--,Horizontal force at gridline front Y°fir L V2=Horizontal force at gridline from 2"fir Mn,(Of(lii)-V 4(16)-,-V 3(hij-V 2(h0}x— Roof dl: 15 psf v-Unit shear in wall LT Wall dl: 10psf ms=Overturning moment when upper wall is stacked above lower wall 2, i L Floor dl: 26 psf Mu=Overturning moment when upper waft is' Mr--II(Rtrib/R oollA)(Wn-fb x Tj'ailDL)(Frrib N Floorat)1---,- nor stacked or does not exist Roil).Wtrib,Ftrib=Roof,wall,and floor tributary area,used for calculating dead load ri,=Sin-.11) Ts= .11s-Mi' - -- Mr=Resisting moment due to dead load La -----L Tu=Tension if walls nor stacked Ts=Tension if walls stacked 'Controlling Wall L Lt La hd Ni ' ff v Mu RideWhit. Firth Mr Tu Comments Holdowns Skearwall Grid (ft) (ft) (ft) (ft) (Ib) (pit) (Iblt) ((t) (ft) (ft) (lbgt) (Ib) Nailing Event Front-Back Event A 3.5 42 3.5 9 3219 77 2414 4 9 0 613 515 W A 7.5 42 7.5 9 3219 77 5173 4 9 2813 315 W , B 14 46.5 14 9 3533 . 76 9572 4 9 9800 -16 W C 15 30 15 9 4161 139 18722 4 9 11250 498 W D 49 49 49 9 7065 144 63585 4 9 120050 -1152 W , E 15 30 15 9 4161 139 18722 4 9 11250 498 W F 14 46.5 14 9 3533 76 9572 4 9 9800 -16 W , G 3.5 42 3.5 9 3219 77 2414 4 9 613 515 W G 7,5 42 7.5 9 3219 77 5173 4 9 2813 315 0 Side Event 2 3.5 61.5 3.5 9 7242 151 3709 10 9 0 980 780 S 2 4 61.5 4 9 7242 132 4239 10 9 0 1280 740 S 2 8 61.5 8 9 7242 118 8478 10 9 0 5120 420 ,S 3 36.5 164 36.5 9 14484 88 29012 4 9 0 66613 -1030 S 3 91 164 91 9 14484 88 72332 4 9 414050' -3755 S , 4 3.5 61.5 3.5 9 7242 151 3709 4 9 613 885 S 4 4 61.5 4 9 7242 132 4239 4 9 800 860 S 4 8 61.5 8 9 7242 118 8478 4 9 3200 660 S ' - - a Client: LRS Architects Project: Tigard Apartments ,.(I,,, -V4-i,,i-V!) Fr L=Length of individual wall 0 Fkomf.}1 Project#: 15-T084 LT=Total length of wall along gridline LO Date: 8115/2015 La=Length of moment arm in wall(if CV CONSUITING By: RH different than wall length) hrf=Wall Height firs.to mof L 0 ENGEFERSiINC ,,,-__lieight of wall tlr3.flr4 U=Height of wall flr2-flt3 rl'rfthr.f+ -112-F1),I 202)1,- Tr 0) h2=Height of wall tlrl-ftr2 1%-• Vrf=Horizontal force at gridline from roof .,- Shear Walls & Holdowns 1"4=Horizontal force at gridline front 4th flr li3=Horizontal force at gridtme horn 3r4 fir CD ., V2.Horizontal force at gridline from 2 firL Hu-,[ f(/a V 4(h?)-V 1(hi)-V.1(iii)F- cm 3rd Floor to 2nd Floor v=Unit shear ni wall Li CD kt,-Ossilomina 1110TIIVLII when impel Wan is Roof dl: 15 psf stacked above lower wall 1, , L' Wall dl: 10 psf mi.i-Ovemiming moment when per nail is Ite= [(Rtrib x RoofDL)(WIrib x WaliDL)(Ftr?b x FloorDL)J Floor di: 26psf hot stacked or does not exist knit),Wirib Ftrih=Roof,wall and floor tributar).area,used for calculating dead load . hi 1-tfr V s' Air Mr-Resisting moment due to dead load La tu=Tension if walls not stacked Ts-Tension if walls stacked Wall L Lt La tiff h3 \Ai V3 v MS - Mu Rtrib Winb Ftrib Mr Tu I is Comments Holdowns Shearwall Controlling Grid 00 (ft) (.0.) (ft) (ft) _ (Ibs) (Ibs) _ (plf) (1b*ft) _ (1b1ft) _ (ft) _ (ft) (ft) (Ib'ft) (Ibs) (Ibs) Nailing Event 1 1 1 , _ Front-Back Event . . A 3.5 42 34 9 10 3219 3110 215 7956 5274 4.0 , 18 4.0 1405 1106 1872 S A 7.5 42 7.5 9 10 3219 3110 151 17049 11301 . 4.0. 18 ,4.0 6450 647 1413 S B 14 .46.5 14 9 10 3533 3445 150 31644 21009 4.0 18 4.0 22475 -105 655 S C 15 30 15 9 10 4161 4061 274 61912 41110 4.0 18 4.0 25800 1021 2407 S D 49 49 49 9 10 7065 6896 285 210261 139611 4.0 18 4.0 275315 -2769 -1328 S E 15 30 15 9 10 4161 4061 274 61912 41110 4.0 18 4.0 25800 1021 2407 S F 14 46.5 14 9 . 10 3533 3445 150 31644 21009 . 4.0 18 4.0 22475 -105 655 - S G 3.5 42 3.5 9 10 3219 3110 215 7956 5274 4.0 18 . 4.0 1405 1106 1872 $ G 7.5 42 7.5 9 10 3219 3110 151 17049 11301 4.0 18 4.0 6450 647 1413 0 Side Event 2 3.5, 61.5 3.5 9 10 7242 7242 336 12364 8243 4,0' 18 4.0, 1405 - 1954 7 3131 $ , 2 4 61.5 4 9 10 7242 7242 294 14131 9420 4.0 18 4.0 1835 1896 3074 , S 2 8 61.5 8 9 10 7242 7242 236 28261 18841 4.0 18 4.0 7339 1438 2615 S 3 37 164 36.5 9 10 , 14484 14484 177 96707 64471 4.0 18 4.0, 152765 -2419 ,-1536S, 3 , 91 164 91 9 10 14484 14484 177 241106 160737, 4.0 18 4.0 949555 -8668 -7785 S 4 3.5 61.5 3.5 , 9 10 7242 7242 336 12364 8243 4.0 18 4.0 1405 1954 3131 S , 4 4 61.5 4 , 9 10 7242 7242 294 14131 9420 4.0' 18 4.0 1835 1896 3074 S 4 8 61.5 8 , 9 10 7242 7242. 236 28261 18841 4,0 ., 18 4.0 7339 1438 ' 2615 ' S . - - a . -:,;. Client: LRS Architects Project Tigard Apartments L-Length of individual ll'alt 1,,,(01-V4-4-3-V2i1 Li C FRORICH Project#: 15-T084 Lt..--Total length of wall along gridline Date: 8/15/2015 La=Length of moment am!in wall(if f,i) CONSULTING By: RH different than wall length) 'al=Walt Height fim to roof L O ENGNEERS INC let=Height of wall&Mind Ali-[Itithrf r14,h3-it2-3),V404-ii3=/id r2i+V3,11t=h2,-il-VY,h2)).-- h3-Height of wall fIrd-ftr3 Li / 62--Height of wall fir/-fled 0 rrf-.Honnontal force at gelatine from roof oo Shear Walls & Holdowns Vnt a Hormontal fowe ai grialme from 4'fir tdd=Hon:onto1 force at gridline from 3,'''fli L V2=Honzontal force at gricilinc from 2"`fir 115=0105)-/11(75)-Viih:t-V 2001 x--- ) 2nd Floor to Foundation ,=Unit shear m wall I f Mt,'Os ertuming moment Val=Upper.1111 is CZ Roof dl: 15 psf olookod above.lower wall 1 , L 0_ Wall dl: 10 psf Mu,---0,-(14 timing moment wilt%upper wall is Aft'r 7-It:Roll)x RoafDL)(Wirib xrrallrIL)(Ftrib x FloorDL)I- -- 3 pot opcktoi Ott does not exist Floor dl: 26 psf R011.Whit",Ftrib=Roof.wall,and floor tributary area,used for calculating dead load tit, 1tr 1/1- MI 7u - My-Resisting moment due to dead load In i Til..l'trision if walls not stacked is-Tension if walls stack eel - - Wall L Lt La hd h3 h2 Vrf V3 V2 v Ms MU Rtrib Wthb Ftrib Mr Tu Ts Comments Holdowns Shearwall Controlling Grid _ (8) (ft) (ft) (ft) (ft) (ft) (lbs) (Ibs), .., (tbs , joq, _ (1b11) ftb*ft) (ft) (ft) (ft) Obit) fibs) _ Os) _ Nailing Event - _ I I 1 Front-Back Event . . . A 3.5 42 3 9 10 10 3219, 3110 2686 215 15995 7512 4.0 29 8.0 2279 1744 4572 , HTT5 W A 7.5 42 7 9 10 10 3219 3110 2686 215 34276 16097 4.0 29 8.0 10463 805 3402 HTT4 W a 14 46.5 13.5 9 10 10 3533 3445 2948 213 63628 29883 4.0 29 8.0 36456 487 2013 HTT4 W C 15 30 14.5 9 10 10 4161 4061 3472 390 124491 58467 4.0 29 _8.0 41850 1146 5699 HDU5 W ID 40 40 48.5 9 10 10 7065 6896 5895 405 422783 198561 4.0 29 8.0 446586 -5114 -491 W E 15 - 30 14.5 9 10 10 4161 4061 3472 390 124491 58467 4.0 29 8.0 41850 1146 5699 HDU5 W F 14 46.5 13.5 9 10 10 3533 3445 2948 213 63628 29883 4.0 29 8.0 36456 -487 2013 HTT4 kW 3 3.5 42 3 9 10 10 3219 3110 2686 215 15995 7512 4.0 29 8.0 2279 1744 4572 HTT5 W C 7.5 42 7 9 10 10 3219 3110 2686 215 34276 16097 4.0 29 8.0 10463 805 3402HTT4 0 . , Side-Side Event , 2 3.5 87.5 3.5 9 10 10 7242 7242 3621 383 21404 9388 13.0 29 11.0 3148 1783 5216 HDQ8 S 2 4 67.5 4 9 10 10 7242 7242 3621 335 24462 10729 13.0 29 11.0 4112 1654 5087 H008 S 2 7 67.5 7 9 10 10 7242 7242 3621 268 42808 18776 13.0 29 11.0 12593 883 4316 HTT5 S 3 37 164 36.5 9 10 10 14484 14484 7242 221 183744 80589 4.0 29 8.0 247799 -4581 -1755 S 3 91 164 91 9 10 10 14484 14484 7242 221 458101 200921 4.0 29 8.0 1540266 -14718 -11892 , S . 4 3.5 67.5 3.5 9 10 10 7242 7242 3621 383 21404 9388 13.0 29 11.0 3148 1783 5216 HDQ8 S 4 4 67.5 4 9 10 10 7242 7242 3621 335 24462 10729 13.0 29 11,0 4112 1654 5087 H0Q8 S , , - 4 7 67.5 7 9 10 10 7242 7242 3621 268 42808 18776 13.0 29 11.0 12593 883 4316 HTT5 S Page 181 of 250 • . Client: LRS Architects ll1rp Project: Tigard Apartments FROEIKH Project ft: 15-T084 CONSULTING Byte. Rugg-15 ENGEEERS,INC Lateral Design - Wood Walls Shear Walls Building A2 WIND: Front-Sack Event Side-Side Event Level Top Elev Bott Elev Wind Load Top Elev Solt Elev Wind Load' (ft) ft -- .f Level ft Roof Wind P (ft) �Pif1 Roof Wind Load 130 59 189 Load 37 24 189 3rd Floor 3rd Floor Wind Load 24 15 131 Wind Load 24 15 131 2nd Floor 2nd Floor Wind Load 11 15 5 132 Wind Load 15 I 5 132 Page 182 of 250 SEISMIC: Site Classification: D Occupancy Category: II Occupancy Importance Factor I I= 1 1.0 System Over-strength Factor: Light Frame Walls with Shear Panels 1 W= 1 3.0 Response Modifiaction Coefficient: Light Frame Walls with Shear Panels I R= I 6.5 MCE Short Period Pectal Response accel,: S�= 0.965 MCE 1-second period spectral response accel.: S,= 0.424 5%damped short period spectral response accel.: SDs= 0.717 5%damped 1-second period spectral response accel.: SDI= 0.446 Seismic Design Category(ASCE Table 11.6-1 &11.6-2): D Seimic Response Coefficient(ASCE 7-05) EQ 12.8-2 Cs=SO8I(R/I) Cs= 0.110 Controls Eq 12.8-3(max)-in addition to sections 12.8.2, 12 8.2,1, Table 12.8-1 Cs=SD1/(T(R/l)) Ta=Cthnx Ta= 0.288 Ct= 0.02 C„= 1.491 from table 12.8-1 hn= 35 T= 0.429 per 12.8.2 x= 0.75 Cs= 0.160 Eq 12.8-5(min) Cs=0.01 Cs= 0.010 Eq 12.8-5(min) Cs=0.044Sos1 Cs= 0.032 Cs= 0.110 Working Stress Design: 0.7E Cs= 0.077 Seismic Dead Loads Level diaphlarea Load Wall L Trib Wall Wall Wt Mech u, Solar Total DL (ft) (psf) (ft) height(ft) (pet) (lbs) Pnls(lbs) (lbs) Roof 12818 20 0 0' 0 0 0 2563604 3`d Floor 10800 34 0 0 0 0 0 3672001 24°Floor 10800 34 0 0 0 0 0 3672001 Seismic Base Shear(Working stress Design) 990760 V=Cs(DL) V= 76502 lbs Vertical Distribuition Level I Weight Height Wt*Ht `""`'ir ar I V JVi=(Wt(Ht)rrotal)`V Roof 256360 34 8716240 0.442 76502 33793 =V 3i°Floor 367200 20 7344000 0.372 76502 28473 =V&A 2''Floor 367200 10 3672000 0.186 76502 14236 =Vznd 'Total= t! V,r= 33793 lbs Vim= 28473 lbs Vgnd= 14236 lbs 1 Page 183 of 250 Diaphragm Loads Level wpx(lbs) V;(ibs) E V(16s) Zw;(Ws) Fp,=(0/0/(1w;))*wpx Roof 256360 33793 33793 256360 33793 =Fd 31°Floor 367200 28473 62266 623560 36667 =Fud 2'*'Floor 367200 14236 76502 990760 28353 =F2nd Min Diaphragm Loads Sos= 0.717 Fpmin=0.2*Sos*wpx*I*0.7 Level jFpmin Roof 25733 Vo= 33793 lbs Ya Floor 36860 Vim= 36860 lbs 2'' Floor 36860 Vud= 36860 lbs Page 184 of 250 si Client LRS Architects ICS Project: Tigard Apartments FROELICH Dateect#: 185I-1T50/280415 816 2015 CONSULTING By RH ENGINEERS,INC SEISMIC LOAD Story Distribution: Areas: Roof 33793 lbs Roof:- 12818 sq ft 3rd: 28473 lbs 3rd: 10800 sq ft 2nd: 14236 lbs 2nd: 10800 sq ft • WIND LOAD Story Distribution: Level ]Windward(Leeward Redundancy Factor,p . Front-Back Event Roof: 118 73 Per ASCE7-05 12,3,4.2,p=1.0 because of large amount of 3rd: 81 50 shearwalls and because no wall takes more than 33%of the story 2nd: 81_ 51 shear. Side-Side Event Event Roof: 116 73 3rd: 81 50 2nd: 81 51 FRONT-BACK LOAD DISTRIBUTION SEISMIC WIND Trib Area Load Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL GRID (sq ft) (ibs) (N Obs) (lbs) ()IN) (lbs) (lbs) Roof A a1218 3203 22.5 2617 1636 Y 4253 4253 W B 1431 3773 26,5 3082 1926 Y 5009 5009 W C 1431 3773 26.5 3082 1926 Y 5009 5009 W O 2430 6406 45 5234 3271Y 8505 8505 W E 1431 3773 26.5 3082 1926 w Y 5009 5009 W F 1431 3773 26.5 3082 1926 Y 5009 5009 W O 1215 3203 22.5 2617 1636 Y , 4253 4253 W 3rd A 1215 3203 ' 22.5 1814 1134 Y 2948 2948 W 8 1431 3773 26.5 2136 1335 Y 3472 3472 W C 1431 3773 26.5 2136 s 1335 V 3472 3472 W D 2430 6406 45 3628 2267 Y 5895 5895 W E 1431 3773 26.5 2136 1335 Y 3472 3472 W F 1431 3773 26.5 2136 1335 Y 3472 3472 W G 1215 3203 22.5 1814 1134 Y 2948 2948 W 2nd A 1215 1602 22.5 1828 1142 Y 2970 2970 W B 1431 1886 26.5 2153 1345 Y 3498 3498 W C 1431 1886 26.5 2153 1345 Y 3498 3498 W D 2430 3203 45 3655 2285 Y 5940 4 5940 W E 1431 1886 26.5 2153 1345 Y 3498 3498 W F 1431 1886 26,5 2153 1345 Y 3498 3498 W G 1215 1602 22.5 1828 1142 Y 2970 2970 W b SIDE-SIDE LOAD DISTRIBUTION SEISMIC WIND Trib Area Load Trib Width Windward Leeward'Combined? Load Design Loan Load Typ LEVEL GRID (sq ft) (lbs) (ft) (lbs) (lbs) (Y/N) Y (lbs} (lbs) Roof 2 3204 8447 13.5 1570 981 Y 2552 8447 S 3 6408 16894 27 3140 1963 Y 5103 15894 S 4 3204 8447 13.5 1570 981 Y 2552 8447 S. 3rd 2 a 2700 7118 13,5 Ns 1088 w 680 Y 1769 7118 S 3 5400 14236 27 2177 1360 Y 3537 _ 14235 S 4 2700 7118 13.5 1088 880 Y 1769 7118 S 2nd 2 2700 3559 13.5 1097 685 Y 1782 3559 S 35400' 7118 27 2193 1371 Y 3564 7118 S 4 ' 2,700 3559 13.5 1097 685 Y 1782 3559 • S NO ■ 7.2p Client: LRS Architects lri_IS Project: Tigard Apartments ',Wit l:,>r,�;,21;cr 0 FROELICH Project#' 15-T084 L -l.enat f length ofwall allo ' l.t->Total length of wall along gridline LO CONSULTING Date: 8/15/2015 La Length ofnmomentarminwall(if J By: RH diff rent than wall length) °° ENGINEERSIMC 1 hrf Wall t ofw tir to r f>3 Heightofalll1r3 t114 lr4 l.ts=[tif(hrf+h4+h rTt?f3) V4(!rl,h +1r3:2)+V3(l)3+I2-+1)±V2(h2)j, ft3 Height of wall flr?-flr3 Li h2=-Height of wall flrl-fir2 Shear Walls & Holdowns 'rf=Hori.ontalforce atgridline from roof CZ 1'4=Horizontal force at gridline from 4`t`flr IZ Roof to 3rd Floor, "�3=Horizontal force at gridline front Std fir I� V?=Horizontal force atgiidline front r"a fir _tL t=WOW)-V4(ht)+-V3(h0-V_2(hi)]x L Roof dl: 15 psf f,=unit shear inwall Li Wall dl: 10 psf tls=ON efturning moment when upper wail i, Floor dl: 26 psf it Licked Anne ove lower mall -t L. tikt=O ernimingmoment.when pperwallis tic l(Rtr•rb�RooJDL)UVr ibr iValiDL)(TtnibxFloorDL)�— but stacked or does not exist - ' Rtrib,Wt ib,Fnib=Roo£wall_and floor tributary area used for calculating dead load Ta_ Mt,- 1b Lu Ms-Mr Mr=Resisting moment due to dead load r'' L Tu=Tension if walls not stacked Ts=Tension if walls stacked Wall L Lt La hrf Vrf v Mu Rtrib Wttib Ftnb Mr Tu Comments Holdowns Shearwall Controlling Grid (ft) (ft) (ft) (ft) (lb) (pl8 (Ib"ft) (ft) (ft) (ft) (ib*ft) (Ib) Nailing Event Front-Back Event A 11 42.5 11 8 3375 , 79 6988 4 8 0 5647 122 W A 20.5 42.5 20.5 8 3375 79 13024 4 8 19612 -321 W B 1343 13 8 3975 92 9614 4 8 7887 133 W C 13 y 43 13 8 3975 92 9614 4 8 7887 133 W D 49 49 49 8 6750 138 54000 48 112047 -1185 ' W E 13 43 , 13 8 3975 92 9614 4 8 7887 133 'W F 13 43 13 8 3975 92 9614 4 1 8 7887 133 W G 11 42.5 11 8 3375 79 6988 4 8 5647 122 'W G 20.5, 42.5 20.5 8 3375 79 13024 4 8 19612 -321 0 Side Event , 2 3.5 58.7 3.5 8 8447 164 4029 13.0 8 0 1123 830 S 2 5 58.7 5 8 8447 144 5756 13.0 8 0 2292 693 S 2 , 6.5 , 58.7 6.5 8 8447 144 7483 13.0 8 0 3873 555S 3 45 182 45 8 16894 93 33416 4.0 8 0 94500 -1357 S 3 91 182 91 8 16894 93 67575 4.0 8 , 386447 -3504 S 4 3.5 58.7 3.5 8 8447 164 4029 13.0 8 1123 830 S 4 5 58.7 5 8 8447 144 5756 13.0 8 2292 693 S 4 6.5 58.7, 6.5 8 8447 144 7483 13.0 8 3873 555 , S • t,,-rz Client: LRS Architects (c['4 Project: Tigard Apartments 0 FROELICH Project#: 154084 i-Length of indrkidual wall Li=Total ientit of',vat]along gridline LO CONSULTING Date: 8/15/2015 La-Length of moment aim m wall(if different than nail length) C\I By: RH Sr(-Wall Height fin,to roof 0 ENGNEERS INC ,4_Height of wall flr3-fh-4. h3=Height of wall tic2-fir3 -11. .1 Virfaul,i14-16,/12 4.3),V4(h4-I-h3--h2+2)..V31h3,h2 4 1),V2(112)1X-.'-E-- Lr (0 1.12=Height of 'alt flrl-fir.2 00 Vrf=Horizontal force at gridline from roof ,- Shear Walls & Holdowns V4-Horizontal force at gridline from e tit V3-Horizontal force at gridline from 3nr Ci) v2-Horizontal force at gridline from 2"4 fir .111,- Irri(1p)-I'binV2(itirlx ),V it,)10, -t- ip) 3rd Floor to 2nd Floor ,,=Unit shear in wall I r al Ma=OVLItlinlitig[11()Ment when upper wall b. Roof dl: 15 psf -1 CL attacked alone lower wall L Wall dl: 10 psf Mu Oveiturning moment when upper wall is lIe, 3 Pu lb x Roo fill x WailDL Hi Ft,-th x Floor-Di)j---:,- not stacked or dn",not exist Floor dl: 26 psf Ina,Winh,Ftrib--=Roof nail,and floor -- tsibutaty area used fm calculating dead toad !ifs JP' 1,..„, If 11a_ Mt-.Resiting moment due to dead load La L TU=Tension if wails not stacked Ts-Tension if walls stacked ' Wall i L Lt 1 La I hi., h3 I Vrf V3 I v Ms Mu rtribi Wt.* Firth Mr Tu I Ts Comments Holdowns I Shearwall Controlling Grid (It) (ft) (th I 04 (ft)j (lbs) Ps) (nit) , Obit) (113.ft) (ft) (ft) __(ft) _pit)_ pbs), jibs) Nailing Event I I I 4 Front-Back Event A 11 42.5 11 9 10 3375 2813 146 24750 16015 4.0 18 4.0 13875 ,, 195 989 W A 21 42.5.„ 20.5 9 10 3375 2813 146 46125 29846 4,0, 18 4.0 48189 -895 -101 W , B 13 43 13 9 10 3975 3313 169 34049 22032 4.0 18 4.0 19379 204 1129 W C 13 43 13 9 10 3975 3313 169 34049 22032 4.0 18 4.0 19379 204 1129 W , D 49 49 49 9 10 6750 5625 253 191250 123750 4.0 18 4.0 275315 -3093 -1716 W . E 13 43 13 9 10 3975 3313 169 34049 22032 4.0 18 4.0 19379 204 1129 W F 13 43 13 9 10 3975 3313 169 , 34049 22032 ...„4.0 18 4.0 19379 204 1129 W C 11 42.5 11 9 10 3375 2813 146 24750 16015 4.0 18 4.0 13875 , 195 , 989 W G 21 42,5 20.5 9 10 3375 2813 146 46125 29846 4.0 18 4.0 48189 -895 -101 0 . . Side Event „ . , 2 3.5 58.7 3.5 9 10 8447 7118 379 , 14317 9281 13.0 18 4.0 1956 2093 3532 S . 2 5 58.7 5 9 10 8447 7118 265 20453 , 13258 13.0 18 4.0 3992 1853 3292 , S 2 6.5, 58.7 6.5 , 9 10 . 8447 7118 265 26589 17236 13.0, 18, 4.0 6746 1614 3053 S 3 45 182 45 9 10 16894 14236 171 118741 76970 4,0 18 4.0 232200 -3450 -2521 $ 3 91 182 91 9 10 16894 14236 171 240120 155651 4.0 18 4.0 949555 -8724 -7796 S 4 3.5 58.7 3.5 9 10 8447 7118 379 14317 9281 13.0 18 4.0 1956 2093 3532 S 4 5 58.7 5 9 10 8447 7118 265 20453 13258 13.0 18 4.0 3992 1853 3292 - $ 4 6.5 58.7 6.5 9 10 8447 7118 265 26589 17236 13.0 18 4.0 6746 1614 3053 5 ....... MIMIIIIMMIIIIIII.M.IIIIMIMIIMIIr * a,"a Client: LRS Architects j(�({�y�}�.y�1..,- Project: Tigard Apartments (ter,--r'1 ;.-1'�),1:2 0 li FROEl.it. -Lcual knob 61(11i-tidal wall aloe Project#: 15-1084 Ct=Total krngth of wall along gridline N y,^�^����t� Date: 8/15/2015 It,oout thitao moment arm in wall(if CONSULTING IM1 RH iit V thin rvht tiruet6j ����f{f�� [FF Q(� Y lit Wall Height flea to roof ElAVNLLRY INC nt=Height at'ss211flr3-flea Jia'[li hrf-lrb-Ito Id-3-V lit-)u-1a'='- L ) 4{ ) 1("A3.1 -i)-17.20::}x- 1 t>_°Height of ssn11 the-±1r3 Lr N. 12=Height of wall firt-tb 'rf a Hori:.ontal totem at gridlino tient roof Shear Walls & Holdowns �4=Hort_ontal to t iii gridl ne fou t 4'fit Vii==Horizontal lone at gridline float 3iO rli 2ndFloor to Foundation *_'=Horii Datil force at gridline from 3: ftr IL-(r87(kn)-V4(11;)--Y3(ht l-I (h)].- -- Roof dl: 15 psf -NnIt shear It wall CO co els=fac:'ttutuntg RI outew*.Dion ul>£xr,all to atacked alio,c lower oval/ ) L: Wall dl: 10 psf 111u-fhertunangmoment nhcnulyeresallis ir= [(Rtrilt RoofDL)(iflribL.IIallDL)(Frt:bxIIoorDL)) 7,- Floor dl: 26 psf hot marked or docs not etiist titriht 434 ob,Ftrib-Roof.wall.and floor rihutan anon.used for calculating dead load 16r-lir .11s- II, kir-Riding mow an duo to dead load La L In=Tonsnan if walla not stacked Is,,,fekoat,it ssils stacked Wall L Lt La h,f h3 h2 V,f V3 V2 v Ms Mu Rtt;b Wtnb Ftrib Mr Tu Ts Comments HoldownsShearwall�Controlling Grid F. ? ft ft (ft) (ft) (lbs) (lbs) (lbs) _ (pif) (Ib'ft) (Ib'ft) (ft) (ft) (ft) (lb-ft) (lbs) (lbs) Nailing Event Front-Back Event A 11 42.5 10.5 9 10 10 3375 2813 2948 215 49995 23644 4.0 28 8.0 22103 147 2656 HTTT4 W A 21 42.5 20 9 10 10 3375 2813 2948 215 93173 44063 4.0 28 8.0 76766 -1635 820 HTTT4 W B 13 43 12.5 9 10 10 3975 3313 3472 250 68780 32527 4.0 28 8.0 30871 133 3033 HTTT4 W C 13. 43 12.5 9 «r 10 10 3975 3313 3472 250 68780 32527 4.0 28 8.0 30871 133 3033 HTTT4 I W D 49 49 48.5 9 10 10 6750 5625 5895 373 386325 182700 4.0 28 8.0 438583 -5276 -1077 W E 13 43 12.5 9 10 10 3975 3313 3472 250 68780 32527 4.0 28 8.0 30871 133 3033 HTT4 W F 13 43 12.5 9 10 10 3975 3313 3472 250 68780 32527 4.0 28 8.0 30871 133 3033 HTT4 W G 11 42.5 10.5 9 10 10 3375 2813 2948 215 49995 23644 4.0 28 8.0 22103 147 2656 HTT4 W G , 21 42.5 20 9 10 10 3375 2813 2948 215 93173 44063 4.0 28 . 8.0 76766 ,-1635 820 HTT4 0 Side-Side Event 2 3.5 58.7 3.5 9 10 10 8447 7118 3559 465 26648 11403 13.0 28 17.0 3744 2188 6544 HDQ8 S 2 5 58.7 5 9 10 10 8447 7118 3559 326 38069 16290 13.0 28 17.0 7642 1730 6085 HDQ8 S 2 6.5 58.7 6.5 9 10 10 8447 7118 3559 326 49489 21177 13.0 28 17.0 12914 1271 5627 HDU5 S 3 45 182 45 9 10 10 16894, 14236 7118 210 221008 94570 4.0 28 8.0 369900 -6118 -3309 S 3 , 91 182 91 9 10 10 16894 14236 7118 210 446926 191242 4.0 28 . 8.0 1512663 -14521 -11711 S 4 3.5 58.7 3.5 9 10 10 8447 7118 3559 465 26648 11403 13.0 28 17.0 3744 ' 2188 6544, HDQ8 S 4 5 58.7 5 9 10 10 8447 7118 3559 326 38069 16290 13.0 28 17.0 7642 1730 6085 HDQ8 S 4 6.5 58.7 6.5 9 10 10 8447 7118 3559 326 49489 21177 13.0 28 17.0 12914 1271 5627 HDU5 S r Page 188 of 250 ■ ?,?ip Client: LRS Architects t�`lSProject: Tigard Apartments FROEIICH Project#: 15-T084 CONSULTING Byte. RH-15 HAMS INC Lateral Design - Wood Walls Shear Walls Building A3 WIND: Front-Back Event Side-Side Event Level Top Bev Bott Etev Wind Load Level Top Etev Bott Bev Wind Load (ft( -4.. (ft (PM fft.) (ft) (Pik Roof Wind Roof Wind ' Load 37 24 150 Load 37 24 150 3rd Floor 24 15 125 3rd Floor 24 15 125 Wind Load Wind Load 2nd Floor 15 5 131 2nd Floor 15 5 131 Wind Load Wind Load Page 189 of 250 SEISMIC: Site Classification: D Occupancy Category: II Occupancy Importance Factor 1 1= I 1.0 System Over-strength Factor, light Frame Waits with Shear Panels I W= I 3.0 Response Modifiactioon Coefficient: Light Frame Walls with Shear Panels 1 R= 1 6.5 MCE Short Period Pectal Response accel:: Ss= 0.965 MCE 1-second period spectral response accel.: S1= 0.424 5%damped short period spectral response accel.: SDs= 0.717 5%damped 1-second period spectral response accel,: S01= 0.446 • Seismic Design Category(ASCE Table 11.6-1 &11.6-2): D Seimic Response Coefficient(ASCE 7-05) EQ 12.8-2 Cs=S0s1(R/I) Cs= 0.110 Controls Eq 12,8-3(max)-in addition to sections 12.8.2, 12.8,2.1, Table 12.8-1 Cs=SD1/(T(R/l)) Ta=Cthnx Ta= 0.288 Ct= 0.02 Cu= 1.491 from table 12.8-1 tin= 35 T= 0.429 per 12.8.2 x= 0.75 Cs= 0.160 Eq 12.8-5(min) Cs=0.01 Cs= 0.010 Eq 12.8-5(min) Cs=0.044SDsl Cs= 0.032 m Cs= 0.110 Working Stress Design: 0.7E Cs= 0.077 Seismic Dead Loads Level diaph area Load Wall L Trib Wall Wall Wt Mech U. Solar Total DL (ft) (Ps() (ft) height(ft) (psf) (lbs) Pnls(lbs) (lbs) Roof 10269 20 0 0 0 0 0 205360 3'd Floor 7992 34 0 0 0 0 0 271728 21'Floor 7992 34 0 0 0 0 0 271728 + Seismic Base Shear(Working stress Design) 748816 V=Cs(DL) V= 57820 lbs Vertical Distribuition Level Weight Height Wt"Ht ""/Tatar V IV'=(Wt(Ht)/Total)*V Roof 205360 32.5 6674200 m 0.450 57820 26029 =Vet 3'°Floor 271728 20 5434560 0.367 57820 21194 =V,Id 2''Floor 271728 10 2717280 0.183 57820 10597 =V2nd Total= 1140— 1.000 V,r= 26029 lbs Via= 21194 lbs V2nd= 10597 lbs Page 190 of 250 Diaphragm Loads Level 1 wd3(Ibs) 1 V;(lbs) 1 F Vi(lbs) Ewi(lbs) 1 Fpx=((FV)I(Dw1))*wpx Roof 205360 26029 26029 205360 26029 =Frt el Floor 271728 21194 47223 477088 26896 =Fara 2"°Floor 271728 10597 57820 748816 20982 =Fznd Min Diaphragm Loads Sos= 0.717 Fpnin 0.2*Sos*wpx`I*0.7 Level Fpmin Roof 20614 VK= 26029 lbs 3's Floor 27276 V3rd= 27276 lbs 2'"°Floor * 27276 Vznd= 27276 lbs Page 191 of 250 Client: LRS Architects • �c Project: Tigard Apartments FROELICH Project#: 8/150/2015 CONSULTING By: RH ENGINEERS,INC SEISMIC LOAD , Story Distribution: Areas: Roof: 26029 lbs Roof: 10268 sq ft 3rd: 21194 lbs 3rd: 7992 sq ft 2nd: 10597 lbs 2nd:_ 7992 sq It WIND LOAD Story Distribution: Level 'Windward(Leeward Redundancy Factor,p Front-Back Event Roof: 92 58 Per ASCE7-05 12,3.4,2,p=1.0 because of large amount of 3rd: 77 48 shearwalls and because no wall takes more than 33%of the story 2nd: 81 50 shear. Side-Side Event Event Roof: 92 58 3rd: 77 48 2nd: 81 50 FRONT-BACK LOAD DISTRIBUTION SEISMIC WIND Trib Area Load Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL GRID (sq ft) (Its) (ft) VW (lbs) . (YtN) (lbs) jibs) Roof A 927 2350 13 1200 750 Y 1950 2350 S B 1248 3164 17.5 1615 1010 Y 2625 3164 S C 1604 4066 22,5 2077 1298 Y 3375 4066 S D 2638 6687 37 3415 2135 Y 5550 6687 S E 1604 4066 22.5 2077 1298 Y 3375 4066 S F 1248 3164 17.6 1615 1010 Y 2625 3164 S G 927 2350 13 1200 750 Y 1950 2350 , S 143 3rd A 727 1927 q 13 1000 625 Y c 1625 1927 S B 978 2594 17,5 1346 841 Y 2188 2594 S C 1258 3335 22,5 1731 1082 Y 2813 3335 S D 2068 5485 37 2846 1779 Y 4625 5485 S E 1258 3335 22,5 1731 1082 Y 2813 3335 S F 978 2594 17.5 1346 841 a Y 2188 2594 S G 727 1927 13 1000 625 Y 1625 , 1927 S 2nd A 727 964 13 1048 655 Y 1703 964 , S B 978 1297 17,5 1411 882 Y 2293 1297 S C 1258 1668 22,5 1814 1134 Y 2948 1668 $ D 2068 2742 37 2983 1864 Y 4847 2742 S E 1258 1668 22,5 1814 1134 Y 2948 1668 $ F 978 1297 17.5 1411 882 Y 2293 1297 S G ' 727 964 13 1048 655 Y 1703 964 $ SIDE-SIDE LOAD DISTRIBUTION SEISMIC WIND Trib Area Load 'Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL GRID (sq ft) (lbs) (ft) (lbs) (lbs.) (Y/N) (lbs) (lbs) Roof 2 2567 6507' 13.5 1246 779 Y 2025 6507 S 3 5134 13014 27 2492 1558 Y 4050 13014 S 4 2567 6507 13,5 1246 779 Y 2025 6507 S 3rd 2 1998 5299 13,5 1038 649 Y 1688 m 5299 S 3 3996 10597 27 2077 1298 Y 3375 10597 S 4 1998 5299 13,5 1038 649 Y 1688 5299 S 4 It 2nd v 2 1998 2649 13.5 t 1088 680 V 1769 2649 S 3 3996 5299 27 2177 1360 Y 3537 5299 S 4 1998 2649 13,5 1088 680 Y 1769 2649 S a r4,?p Client: LRS Architects . •,li", Project: Tigard Apartments ,,-,(Q,- -l'4-V L=Length of individual wall FRoalcH Project#: 15-T084 Li-Total length of vial]along gridline CONSULTING By:Date: RH8/15/2015 La=Limgth of moment arm in wall(if different than wall length) lid=Wall Height flm to roof 1 ENGIIEEP,S INC 64-if ertz,ht of wall flr3-11r4 113=Height of wall flr2-1113 ..lise.i[Frfihrf+h4+)13+h2+3)+V4024=02,2/12 r 2),-1/30/3+/22-2 1 1+V2022)]x- Lt 412=Height of wall tIrl-fir2 Shear Walls & Holdowns Vrf=Horizontal torce at gridlnie front roof V4=Horizontal force at gridline front 4d'fit Roof to 3rd Floor V3,,-'Horizontal force at gridline front 3"fir V3"Horizontal force at gridline from 2"a fit Hie=ffrif(hi)-V4(IU)-V3(hi)-V 2(hojx--- Roof dl: 15 psf v-1-nit sheen in wall LI Wall dl: 10 psf Mn-Overturning moment when upper wall is stacked above lower wall ,L' Floor di: 26 psf Mu"Overturning moment when upper wall is 1I,- 2:1(Rtrib\RoofDL)(Wtrib x WcsrlIDL)(Ftrib x PoorDIA-- ,-,1 not stacked or does not eKist Rtrib,Wtrib.Ftrib=Roof,wall,and floor tributary area,used for calculating dead load AA-.1.0 = „th-Ali. Ts • Mr=Resisting moment due to dead load La L To,--,..Teu>ion if walls not stacked Ts=Tension if walls stacked Watt L Lt La hif Vff V Mu Rtrib Wtrib Ftrib Mr Tu Comments J Holdowns Shearwall Controlling Grid (ft) (ft) (ft) (ft) (Ib) (pit) (11)10 (ft) (Ii) 00 (Iteft) (lb) I Nailir Event Front-Sack Event A 3.5 32.7 3.5 8 2350 82 2015 4 8 0 572 412 S A 7.5 32.7 7.5 8 2350 72 4317 4 8 2625 226 S B 9.5 44 9.5 8 3164 72 5464 4 8 4212 132 S C 14 47 14 8 4066 87 9689 4 8 9147 39 S D 47 47 '47 8 6687 142 53497 4 8 103087 -1055 S E * 14 47 14 8 4066 87 9689 4 8 9147 39 S F ' 9.5 44 9.5 8 3164 72 5464 4 8 4212 132 ., S G 3.5 32.7 3.5, 8 2350 82 2012 4 8 572 412 S 0 7.5 32.7' 7.5 8 2350 72 4312 4 8 2625 225 ' 0 . . , . Side Event 2 ' 3.5 58.3 3.5 8 6507 127 3123 13 8 0 1123 571 S -0 0) 2 4.5 58.3 4.5 8 6507 112 4015 , 13 8 0 1856 480 S CO 2 8.67 58.3 8.67 8 6507 112 7736 . 13 8 0 6890 98 S CD 3 28 128 28 8 13014 102 22775 4 8 0 36587 -493 S -L, 3 72 128 72 8 13014 102 58565 4 8 ' 241920 -2547 S CO 4 3.5 58.3 3.5 8 6507 127 3123 13 8 1123 571 ' S N) 4 4.5 58.3 4.5 8 6507 112 ' 4015 13 8 1856 480 S 0 -14.... 4 8.67 58.3 8.67 8 6507 112 7736 13 8 6890 98 ' S 1\3 CTI 0 • - Client: LRS Architects Project: Tigard Apartments (Iry'-V4-V V2);II FROELICH Project#: 15-7084 1-=Length of uidisidual wall length of wail along grniline Date: 8/15/2015 La=Length or moment ann in wall(if CONSULTING By: RH different than wall,length) lid=Wall Height rim to roof ENGNEERS INC .=Height of wall flr3-Hr4 43-,"-.Height of wall flr2-flr3 L Als..[Vrfihrf,h4 1l3 +13+a-)+V4Orl+113,h21 2),G303 r 10+1)+ka,h2))>--- Lt h2-Height of wall fIrl-flr2 Vrf=Horizontal force at V3 eridirie from roofShear Walls & Holdowns =Hfrom 4thlr gridline from ri'd fir 3rd , k'.2=Fitruontal force at gridline from 2"fir 1 lu-fl'if t hi),-V-1(ht),V 14 itt ,-V 2(1101,- Floor to 2nd Floor ,.=Unit shear in wall Li Ms=Overturning moment when upper wall is Roof dl: 15 psf stacked above lower wall 2 i L' Wall dl: 10 psf Mu-Ovemumng moment when upper wall is Mr=:rd(Rtrib>,Roo1731)(Wtrthx WalIDL)(Ftrib x F I oorDL)1-;;- Floor dl: 26 psf not stacked or does roil e:sist kOib,Wtrib.Flub=Root,"sal].and/tool . Hu-An tributary'area,used for calculating dead load r,„ Its dir Mr-Resisting moment due to dead load Tu.-Tension if walls not stacked Us,-Tension if walls stacked Wall L Lt La hrf h3 Vrf V3 v Ms Mu Rtrib Wtrib Firm Mr Tu Ts Comments Holdowns Shearwall Controlling Grid (ft) (ft) (ft) (ft) ((t) (Ibs) fibs) (plf) (Ib'ft) (Iblt) (ft., (f) _ (ft) (Iblt) (lbs) (lbs) Nailing Event . .. ill - - Front-Back Event A ' 3.5 32.7 3.5 8 10 2350 1927 187 6850 4583 4.0 18 4.0 1405 908 1556 $ . A 7.5 32.7 7.5 8 10 2350 1927 131 14678 9822 4.0 18 4.0 6450 450 1097 S B 9.5 44 9.5 8 ' 10 3164 2594 131 18579 12432 4.0 18 4.0 10349 .' 219 866 S C 14 47 14 8 10 4066 3335 157 32947 22047 4.0 18 4.0 22475 -31 748 S , D 47 47 47 8 10 6687 . 5485 259 181906 121722 4.0 18 4.0 253299 -2800' -1519 S E 14 47 14 8 10 4066 3335 157 32947 22047 4.0 18 4.0 22475 -31 748 S F 9.5 44 9.5 8 10 3164 2594 131 18579 12432 4.0 18 ' 4.0 10349 219 866 ' S - G 3.5 32.7 3.5 8 10 2350 1927 187 6842 4578 4.0. 18 4.0 1405 907 1553 S , G 7.5 32.7' 7.5 8 10 2350 1927 131 14660 9810 4.0 18 4.0 6450 448 1095 0 Side Event ,, . . 2 3.5 58.3 3.5 8 10 6507 5299 289 10596 7083 4.0 18 4.0 1405 1622 2626 S 2 4.5 58.3 4.5 8 10 6507 5299 225 13624 9106 4.0 18 4.0 2322 1508 2511 ' , S 2 8.7 58.3 8.67 8 10 6507 5299 202 26248 17545 4.0 18 4.0 8619 1029 2033 S . 3 28 128 28 8 10 13014 10597 184 77272 51650 4.0 18 4.0 89899 -1366 -451 S -r) 3 72 ' 128 72 8 10 13014 10597 184 198700,H 32815' 4.0 18 4.0 594432 -6411 -5496 S 11) 4 3.5 58.3 3.5 8 10 6507 5299 289 10596 7083 4.0 18 4.0 1405 1622 2626 S co 4 4.5 58.3 4.5 ' 8 10 6507 5299 225 13624 9106 4.0 18 4.0 2322 1508 2511 S CD 4 8.7 58.3 8.67 8 10' 6507 5299 202 26248 17545 4.0 18 4.0 8619 1029 2033 S ...L CD - - - CO o ry cn 0 a p, , Client: LRS Architects (;teL, Project: Tigard Apartments r=(r-'rf-v-t-V -1-.3 Jr_ ROElICHProject#: 15-T084 L'Length of utdnedual,all �`{{"���ff �ff (j�* LS w Total length of welt g yncliinc 1 1Ji1 U � 1 Date: 88/15/2015 La.,f.ragth of u uttarantris wall 131 3iffwtat nlrmr ssnll!engin) ECEFE�} bate\fall Height fin to roof S it f33 Hcightofwalltlr3-tlt4tfi-(li'j(itf-rfri-iLL--L ..3)-VII(!A Y3-h2•3)-V hi-112-1)-Y4h:)]a It } <,,HciYht or scull flr2-flr3 Lt a3.Height of wall fill-fir-2 Vtf*r Horizontal forte at gridline from roof Shear Waits & Holdowns s."4Hori:outal font-at gridline foam °iflr 1 a-Han-moat ba cc at Odle:,ham?rd lb 2"d Floor to Foundation V=allort>onta]force atgridlinefroth 2`'fir VI,_!POI Oa)--i'40o)-I'3(h1)-V2int")je L ,_ Tim Mom ifiwli Lr Roof dl: 15 psf NIT--Os alumina it our cut whey tipper,all is otaclttd above busier wall T' Wall dl: 10 psf 11a-6 crtumutg mon-rent Mil al Al s4a1t is Aft- - I(Rn'ih<kotvl L)(Ftfrih x IF ailDLAFirth x Fho'rL LA ) Floor dl: 26 psf arch stocked or lilt,-,not moist l uib,Wtrib)}telb Roof,wall,and floor tribute"arta,used.fur anbefttalrss dead loadIra--Air V -Sri P.: .. Ts --_-.`_ Nit.=.Resisting memoir due to dead load La L Its=Tension if walls not stacked Ts=Tinton a walls slacked Wall L Lt La hrt h3 h2 V1 _ V3 V2 v Ms Mu Rtaa Wtrlb Ftnb Mr Tu Ts Comments Holdowns Shearwall Controlling Grid (ft) (ft) _ (ft) (ft) (ft) (ft) (lbs) (lbs) (lbs) (pit) (tb'ft) Obit) (ft) (ft) (ft) (lb'ft) (lbs) lbs } ( Nailing Event ' - R_._.....: Front-Back Event A 3.5 32.7 3 8 10 10 2350 1927 964 229 12925 5617 4.0 29 8.0, 2279 1113 3549 S A 7.5 32.7 7 8 10 10 2350 1927 964 160 27696 12035 4.0 29 8.0 10463 225 2462 S B 9.5 44 9 8 10 10 3164 2594 1297 160 35054 15232 4.0 29 8.0 16787 -173 2030 S C 14 47 13,5 8 10 10 4066 3335 1668 193 62168 27016 4,0 29 8.0 36456 -699 1905 5 D 47 47 46.5 8 10 10 6687 5485 2742 317 343221 149143 4.0 29 8.0 410874' -5629 -1455 S E 14 47 13.5 8 10 10 4066 3335 1668 193 62168 27016 4.0 29 8.0 36456 36456 -699 1905 • S F 9.5 44 9 8 10 10 3164 2594 1297 160 . 35054 15232 4.0 29 8.0 16787 -173 2030 S G 3.5 32.7 3 8 10 10 2350 1927 964 229 12909 5610 4.0 29 8.0 2279 1110 3543 G 7.5 32.7 7 8 10 10 2350 1927 964 160 27662 12021 4.0 29 8,0 10463 223 . 2457 0 Side-Side Event 2 3.5 58.3 3.5 8 10 ' 10 6507 5299 2649 354 19976 8672 13,0 29 11.0 3148 1578 4808 S 2 6 58.3 6 8 10 10 6507 5299 2649 248 34245 14866 13.0 29 11.0 9252 936 4166 _ S 2 8.7 58.3 8.67 8 10 10 6507 5299 2649 248 49484 21482 13.0 29 11,0 19318 250 3479 S 3 28 128 28 8 10 10 13014 10597 5299 226 145678 63241 4.0 29 8,0 145824 -2949 -5 S 3 72 128 72 8 10 10 13014 10597 5299 226 374600 162619 4.0 29 + 8.0 964224 -11133 -8189 S 4 ' 3.5 58.3 3.5 8 10 10 6507 5299 2649 354 19976 8672 13.0 29 11.0 3148 1578 4808 i S -D 4 4.5 58.3 4.5 8 10 10 6507 5299 2649 275 25684 11150 13.0 29 11.0 5204 1321 4551 S a) 4 8.7 58.3 8.67 8 10 10 6507 5299 2649 248 49484 21482 13.0 29 11.0 19318 250 3479 'S CC) CD CO 0 N 01 0 Page 195 of 250 ,, Client: LRS Architects ''r� 4 Project: Tigard Apartments EROEInR�H+ Da Project#: 15-T084 CONJU[I INU Byte. RH Aug-15 ENGNEERS.0INC Lateral Design - Wood Walls Shear Walls Building A4 WIND: Front-Back Event Side-Side Event Level Top Elev Bott Elev `Wind Load Top Eiev Boit Elev Wind Load Level (ft) (ft) OM 0) (ft) WA PRooff Wind 130 59 121 Roof Wind 37 24 150 Load Load 3rd Floor 24 15 131 3rd Floor 24 15 131 Wind Load Wind Load 2nd Floor 15 5 132 2nd Floor 15 5 132 Wind Load Wind Load Page 196 of 250 SEISMIC: Site Classification: D Occupancy Category: II Occupancy Importance Factor I I= J 1.0 System Over-strength Factor: Light Frame Walls with Shear Panels I w= J 3.0 Response Moditiaction Coefficient: Light Frame Walls with Shear Panels I R= 1 6.5 • MCE Short Period Pectal Response accel.: Ss= 0.965 MCE 1-second period spectral response accel.: S,= 0.424 5%damped short period spectral response accel.: Sas= 0.717 5%damped 1-second period spectral response accel.: Sol = 0.446 Seismic Design Category(ASCE Table 11.6-1 &11.6-2): D Seimic Response Coefficient(ASCE 7-05) EQ 12.8-2 Cs=Sas/(R/I) Cs= 0.110 Controls Eq 12.8-3(max)-in addition to sections 12.8.2, 12.8.2.1, Table 12.8-1 Cs=SD1/(T(R/I)) Ta=Chu" Ta= 0.288 C,= 0.02 Cu= 1.491 from table 12.8-1 h„= 35 T= 0.429 per 12.8.2 x= 0.75 Cs= 0.160 Eq 12.8-5(min) Cs=0.01 Cs= 0.010 Eq 12,8-5(min) Cs=0.044Sasl Cs= 0.032 Cs= 0.110 Working Stress Design: 0.7E Cs= 0.077 Seismic Dead Loads Level diaph�area Load Wall L Tri'b Wall Wait Wt Mech U. Solar Total DL (ft) tosf) (ft) _ height(ft) (psf) (lb. Pnis Qbs,) (lbs) Roof 10996 20 0 0 0' 0 0 219920 3'd Floor 9330 34 0 0 0 0 0 317220, 2rta Floor 9330 34 0 0 0 0_ tk 317220 Seismic Base Shear(Working stress Design) 854360 V=Cs(DL) V= 65970 lbs Vertical Distribuition Level 1 Weight I Height I Wt*Ht "` J/rotai L V Pit=(Wt(Ht)/Total)*V Roof 219920 34 7477280 0.440 65970 29027 Tg V,, 3"`Floor 317220 20 6344400 0.373 65970 24629 c V,vi 2"'Floor 317220 10 3172200 0.187 65970 12314 =Vznd Total= w 16151W, V,,= 29027 lbs and= 24629 lbs Vang= 12314 lbs Page 197 of 250 Diaphragm Loads Level 1 wpx(lbs) V;(lbs) Z V;(lbs) Ivy;(lbs) Fox=((EV;)/00"wpx Roof 219920 29027 29027 219920 29027 =Fd 3`d Floor 317220 24629 53655 537140 31687 =F3rd 2"'Floor 317220 12314 65970 854360 24494 =F2nd Min Diaphragm Loads Sos= 0.717 Fpmin=0.2"SDs"Wpx*l"0.7 Level Fpmn Roof 22076 V,t= 29027 lbs 3''Floor 31843 V3rd= 31843 lbs 2'"Floor 31843 Vim= 31843 lbs Page 198 of 250 s (� Client: LRS Architects 1?k Project: Tigard Apartments FROELICH Projectae #: 8/15//2015 CONSULTING By: RH ENGINEERS INC SEISMIC LOAD Story Distribution: Areas: Roof 29027 lbs Roof: 10996 sq ft 3rd: 24629 lbs 3rd: 9330 sq ft 2nd: 12314 lbs 2nd: 9330 sq ft WIND LOAD Story Distribution: Level IVVindward]Leeward Redundancy Factor,p Front-Bath.Event Roof: 74 47 Per ASCE7-05 12.3.4,2,p=1.0 because of large amount of 3rd: 81 50 shearwalls and because no wall takes more than 33%of the story 2nd: 81 51 shear. Side-Side Event Event Roof: 92 58 3rd: 81 50 2nd: 81 51 FRONT-BACK LOAD DISTRIBUTION SEISMIC WIND Trib Area I Load Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL GRID (sq ft) (lbs) (ft) (lbs) (lbs) (Y/N) (169) , (fibs) Roof A 884,5 2335 14.5 1080 675 Y 1755 2335 S B 1129 2979 18.5 1378 861 Y 2239 2979 S C 1647 4348 27 2010 1257 r Y 3267 4348 S D 2806 7407 46 3425 2141 , Y 5566 7407 S E 1647 4348 27 2010 1257 Y 3267 , 4348 S F 1129 2980 18,5 1378 861 Y 2239 2980 S G 885 2335 14,5 1080 675 Y 1755 2335 S 10127 166 3rd A 884.5 2335 14,5 1169 731 Y _ 1900 2335 S• B 1129 2979 18,5 1491 932 Y 2424 2979 S C 1647 4348 27 2177 1360 Y 3537 4348 S D 2806 7407 46 3708 2318 Y 8026 7407 S E , 1647 4348 27 2177 1360 Y 3537 4348 S F 1129 2980 18.5 1491 932Y 2424 2980 S G 885 2335 14.5 , 1169 , 731 ' Y 1900 2335 S 2nd A 884,5 1167 14,5 1178 736 r Y 1914 1167 S B 1129 1489 18,5 1503 939 Y 2442 1489 S C 1647 2174 27 2193 1371 Y 3564 2174 S D 2806 3704 46 3737 2335 Y 6072 3704 S E 1647 2174 27 2193 1371 Y 3564 2174 S F 1129 1490 18.5 1503 939 + Y 24421490 S G 885 1167 14,5 1178 736 Y 1914 + 1167 S i SIDE-SIDE LOAD DISTRIBUTION SEISMIC WIND Trib Area Load Tn'b VVidth Windward Leeward Combined? Load Design Load Load Typ LEVEL GRID (sq ft) (166) (ft) (lbs) , (lbs) , (YIN) (fibs) (ibs) Roof 2 2749 7257 13:5 1246 779 Y 2025 7257 S 3 5498 14513 27 2492 1558 1 Y 4050 14513 S 4 2749 7257 13,5 1246 779 Y ' 2025 7257 S 3rd 2 2333 6159 13,5 1088 680 Y 1769 6159 S 3 4665 12314 27 2177 1360 Y 3537 12314 S 4 2333 6159 13,5 1088 680 Y 1769 6159 S 2nd 2 2333 3079 13.5 1097 695 Y 1782. 3079 ° 3 4665 6157 27 2193 1371 Y 3564 6157 S 4 2333 3079 13,5 1097 685 Y 1782 3079 S 0 LO • rp,- Client: LRS Architects C\1 ..'4R Project: Tigard Apartments i, I ongtb of indivtdual wall Fkoalcii Project#: 15-T084 Lt,--Total length of wall along et-Aline 0 0) Date: CONSUL:11HG B8/15/2015 Ta=Length of moment arm in wall(if diffesent than wall length) y: RH 0) hrf=Wall Height flys to roof - ERGNEERS INC b4.„,Hetghr of wall fir3-flr4L Ms.-01(lpf•h 4 h.:5,112-3).1.74(h4+113+10+2),V3(h3+172+1)+VATI21,1x CD LI I h.;=Height of wail flr241r3 h2=Height of wall flrl-flr2 Shear Walls & Holdowns vit=Horizontal force at gridline front roof RS V.1-..Hotizontal force at gridline front l'h fir 0- Roof to 3rd Floor V3=Horizontal force at gridhue from 3r°fir L V2=Horizontal force at gridline from",'''fir Mu..,--[fir((hi)-V 4(hi)--V3(hij-V.2(hi)j x--- Roof dl: 15 psf "t'-.Unit shear in wall Li Wall dl: 10 psf ..,,i,,-Overturning moment when upper wall is stacked above lowei wall -i L' Floor dl: 26 psf Mu-,--Cher-turning moment when upper wall is lir- --i(Rtrib x Rooln L)(II/rob x Ira!1 DL)(F r rih x F I oorDL)]-- 3 ' not stacked or does not mist Rxrib,Wtrib,Ftrib-Roof,wall,and floor tributary area,used for calculating dead loadMr-if .1/5-Air ri,= . Ts----- Mr=Resisting moment due to dead load La L Tu---Tension if walls not stacked Ts=Tension if walls stacked Walt L Lt La hff V v Mu Rob Wbib Ftrtb Mr Tu Comments Holdowns Shearwall Controlling Grid (ft) (ft) (ft) (ft) (Ib) OM (Iblt) (ft) (ft) (ft) (lb"ft) (Ib) Nailinn Event - ... Front-Back Event A 3.6 32,.5 3.5 9 2335 92 2263 4 9 0 613 472 S A 7.5 32.5 7.5 9 2335 72 4849 4 9 2813 272 S B 9.5 44 9.5 9 2979 68 5789 4 9 4513 134 S C 13 44 13 9 4348 99 11561 4 9 8450 239 S D 49 49 49 9 7407 151 66664 4 9 120050 -1090 S E 13 44 13 9 4348 99 11561 4 9 8450 239 S F 9.5 44 9.5 9 2980 88 5791 4 9 4513 135 S G 7.5 32.5 7.5 9 2335 72 4849 4 9 2813 272 S ..„ .., G 3.5 32.5 3.5 9 2335 92 2263 4 9 613 472 0 - . Side Event 2 3.5 76.5 3.5 9 7257 122 2988 4 9 0 613 879 S 2 5 76.5 5 9 7257 95 4269 4 9 0 1250 804 S 2 6.5 76.5 6.5 9 7257 95 5549 4 9 0 2113 529 S 3 45 182 45 9 14513 80 32296 4 9 0 101250 -1532 S 3 91 182 91 9 14513 80 65310 4 9 414050 -3832 S , . 4 3.5 76.5 3.5 9 7257 122 2988 4 9 613 679 ' S 4 5 76.5 5 9 7257 95 4269 4 9 1250 604 ' S 4 1 6.5 76.5 6.5 9 7257 95 5549 4 9 2113 529 S - - . 1 - • -=,r Client: LRS Architects C�', Project: Tigard Apartments FROEIKH 9 p (of V4- _l -1,2)..t c. Pro ect#: 15-T084 L=Length of indofwall along Lt=Total length of Walt alone gridline "' ��NS�111NG fat 8/15/2015 La=Length of moment arm in wall(if CV By: RH different than wall length) hof-Wall Height fico to roof 0 ENGNEERS INC h4=Height of wall flr3-flr4 ifs=[I'):i(hof+Ito+pith'_+:)-t'4(iel+In;-h2 e2)+7 {h:=it'_)1)+V202)1x l 1 h3=Height ofwall flr2-lira Lt h2=Height of wall flrl-flr2. O S'rf=Horizontal force at gridline from roof N Shear Walls & Holdowns '4=Horizontal force at gridline from 44'flr V3=Horizontal lbtre at gridline front 3,a flr 0:1) rd 2nd t'_ Horizontal Mire at gridline from 2" flr ,1Li=[Vrf On)+V4(hr)-V3tlu)=V2(ti)ix L 3 Floor to 2 Floor t.=Unu shear in wall Lt CII Roof dl: 15 Sf Ms=Overturning moment when upper wall is p CL ;tacked above lower wall 2L''" Wall dl: 10 psf Atu=Overturning moment when upper wall is ,1Lr=El( [(Ririb x koofDL)(irtrib o Wrt/IDL)(Ftriib x FlootDL)I- - Floor dl: 26 psf not stacked or does not emit titrib,Wtrih,Filth=Root,waft and floor Tributary area.used for calculating dead load 111,-AP Its-lip Jot:...--------_._ I _-------'- AI 1r=Resisting moment due to dead load .a L Tu=Tension if walls not stacked Ts-Tension if walls stacked Wall L Lt La hd h3 VO V3 v Ms Mu Rtdb Wtdb Ftrib Mr Tu Ts Comments Holdowns ShearwallControlling Grid ` (ft) (ft) (ft) (ft) (ft) (lbs) (lbs) pin ,(11,10 (lb'ft) (ft) (ft). (ft) (lb*ft) (lbs) (lbs) _ Nailing, a Event 1 Front-Back Event A 3.5 32.5 3.5 9 10 2335 2335 205 7543 5029 .4.0 18 4.0 1405 1035 1754 S A 7.5, 32.5 7.5 9 102335 2335 144 16164 10776 4.0 18 4.0 6450 577 1295 S B 9.5 44 9.5 9 10 ' 2979 2979 135 19295 12864 4.0 18 4.0 10349 265 942 S C 13 44 13 9 10 4348 4348 198 38536 25691 4.0 18 4.0 19379 486 1474 , S D 49 49 , 49 , 9 10 7407 7407 302 222213 148142 4.0 18 4.0 275315 -2595 -1084 S E 13 44 13 9 10 4348 4348 198 38536 25691 4.0 18 4.0 19379 486 1474 S F 9.5 44 9.5 9 10 2980 2980 135 19304 12869 4.0 18 4.0 10349 265 943 S G 7.5 32.5 7.5 _ 910 2335 2335 144 16164 10776 4.0 18 4.0 6450 577 1295 S G 3.5 32.5 3.5 9 1 10 2335 2335 205 7543 5029 4.0 18 4.0 1405 1035 1754 0 Side Event 2 3.5 76.5 3.5 9 10 7257 6159 251 9458 6138 4.0 18 4.0 1405 1352 2301 S 2 , 5 76.5 5 9 10 7257 6159 175 13511 8768 4.0 18 4.0 2867 1180 2129 S 2 6.5 76.5 6.5 9 10 7257 6159 175 17564 11398 4.0 18 4.0 4845 1008 1957 S 3 45 ; 182 45 9 10 14513 4 12314 147 102217 66332 4.0 18 4.0 232200 -3686 -2889 S 3 91 182 91 9 10 14513 12314 147 206705 134138 r 4.0 18 4.0 949555 -8961 -8163 S 4 3.5 76.5 3.5 9 10 7257 6159 251 9458 6138 4.0 18 4.0 1405 1352 2301 S 4 5 76.5 5 9 10 7257 6159 175 . 13511 + 8768 4.0+ 18 . 4.0 2867 1180 2129 S 4 6.5 76.5 6.5 9 10 7257 6159 175 17564 11398 4.0 ' 18 4.0 4845 1008 1957 S ■ (? Client: LRS Architects Project: Tigard Apartments =(c%tj-r' -Vw-v '_):Lr O FROEIICH Project#: 15-1084 L Length of tb,fdnl wall Le 4.Total Innpth of wail slang gridline LO N CONJU��NV Date: 8/15/2015 La.Lengthofinamentarta lnwall(If By: RH die:moatd tiwll length] ENGNEERS INC Wall Height t�z to roof Height Aft=[Vrf(hrf-lrh-16-1)2-3}-VI(14-le3rIr'-')+V;(h3-112-1)-V2(0.1.-I. h = 1 bei=Height of wall t1r:flr3 Li 1--- h2=Height of wall Ilrl-flr3 Q 1� WI v.Horizontal force at gtidlinc from roof CV Shear Walls & Holdowns V41.Horizontal fame or gridline from 4°i fh 1'3-Horizontal force at gridline from 3`°fly t==Hortzrnttal farce at gridline from 2' tlr flu=ll hi -V4 ht t'3'ht V2 /ti L 2" Floor to Foundation gait hear in wall �t > <h� ( � - 0) ct (11 Roof dl: 15 psf #a.Overturning moment when upper scall to utacksd above lower wan 2 _ C CL Wall dl: 10 psf ilia=Oscrtuming moment when upper wall is Mr 3 It ROI)x RooJTtL}(Wn'ib x 1PO11DL I(Ftrib x FloornI)! , Floor dl: 26 psf not stneked or does not exist Rtrtb,Wtrib,Frith=Roof.wall and floor tributat.area,used for calculating dead load _ l!r-.Ifr 3Ls-Mr L Mr.Resistutg moment due to dead load �"x .�rt TU sr Tension if walls not stacked Ts=Tension If walls stacked Wall L 1 Lt 1 La h„ h3 h2 V1 V3 V2 v Ms Mu 'Rtrib WWI) Flrb Mr Tu Ts Comments Holdowns Shearwall Controlling Grid ( (ft) (}t)_ Sft) , (ft) (ft) jft) (Ibs) (Ibs) (Ibs) (pit) J, (Ib1t) (11)1h_ Ift) (ft) (ft) (Ib`ft) fibs) (Ibs) Nalh �n Event Front-Back Event A 3.5 32.5 3 9 10 10 2335 2335 1167 257 14332 6286 4.0 29 8.0 2279 1336 4018 S A 7.5 32.5 7 9 10 10 2335 2335 1167 180 30712 13470 4.0 29 8.0 10463 430 2893 S B 9.5 44 9 9 10 10 2979 2979 1489 169 36661 16080 4.0 29 8.0 16787 -79 2208 S C , 13 44 12.5 9 10 10 4348 4348 2174 247 73218 32113 4.0 29 8.0 31434 54 3343 S D 49 49 48.5 9 10 10 7407 7407 3704 378 422205 185178 4.0 29 8.0 446586 -5390 -503 S E , 13 44 12.5 9 10 10 , 4348 4348 2174 247 73218 32113 4.0 29 8.0 31434 54 3343 S F 9.5 44 9 9 10 10 2980 2980 1490 169 36678 16087 4.0 29 8.0 16787 -78 2210 S G 7.5 32.57 + 9 10 10 , 2335 2335 1167 180 30712 13470 4.0 29 8.0 10463 430 2893 S G 3.5 32.5± 3 9 10 10 2335 2335 1167 257 14332 6286 4.0 29 8.0 2279 1336 4018 S Side-Side Event 2 3.5 69.5 3.5 9 ,, 10 10 7257 6159 3079 339 19392 8307 4.0 29 8.0 2279 1722 4890 r S 2 5 69.5 5 9 10 10 7257 6159 3079 237 27703 11866 4.0 29 8.0 4650 1443 4611 S 2 6.5 69.5 6.5 9 10 10 7257 6159 3079 237 36014 15426 4.0 29 8.0 7859 1164 4332 S a 3 29 149 29 9 10 10 14513 12314 6157 221 149883 64199 4.0 29 8.0 156426 -3180 -226 a JS 3 91 149 91 9 10 10 14513 12314 6157 221 470321, 201451 4.0 29 8.0 1540266 -14712 -11758 S 4 3.5 69.5 3.5 , 9 10 10 7257 6159 3079 339 19392 8307 4.0 29 8.0 2279 1722 4890 ' S 4 5 69.5 5 9 10 10 7257 6159 3079 237 27703 11866 4.0 29 8.0 4650 1443 4611 S 4 6.5 69.5 6.51 9 10 10 7257 6159 3079 237 36014. 15426 4.0 29 8.0 7859 1164 4332 S Page 202 of 250 p Client: LRS Architects p C'�r��i5 Project: Tigard Apartments FRVEIIIH Project#: 15-T084 CONSULTING Byte: ARH-15 ENGNEERS,INC Lateral Design - Wood Walls Shear Walls Building A5 WIND: Front-Back Event Side-Side Event Level Top Elev Bott Elev Wind Load Level Top Elev Bott Elev Wind Load (ff) IN (Plf (ft) (ft) (PIt) Roof Viand 130 59 121 Roof Wind 37 24 150 Load Load 3rd Floor 24 15 125 3rd Floor 24 15 125 Wind Load Wind Load 2nd Floor 15 5 131 2nd Floor 15 5 131 Wind Load Wind Load Page 203 of 250 SEISMIC: Site Classification: D Occupancy Category: H Occupancy Importance Factor I I= I 1.0 System Over-strength Factor: Light Frame Walls with Shear Panels 1 W= 1 3.0 Response Modifiaction Coefficient: Light Frame Walls with Shear Panels I R= 6.5 MCE Short Period Pectal Response accel,: Ss= 0.965 MCE 1-second period spectral response acceL: S1= 0.424 5%damped short period spectral response accel.: S0s= 0.717 5%damped 1-second period spectral response accel.: S0,= 0,446 Seismic Design Category(ASCE Table 11,6-1 &11.6-2): D Seimic Response Coefficient(ASCE 7-05) EQ 12,8-2 Cs=SD5/(R/l) Cs= 0.110 Controls Eq 12,8-3(max)-in addition to sections 12.8.2, 12.8,2,1, Table 12.8-1 Cs=S01/(T(R/I)) Ta=Cthn" Ta= 0288 Ci= 0.02 C = 1.491 from table 12.8-1 hn= 35 T= 0.429 per 12.8.2 x= 0.75 Cs= 0.160 Eq 12.8-5(min) Cs=0.01 Cs= 0.010 Eq 12.8-5(min) Cs=0.044S051 Cs= 0.032 Cs= 0.110 Working Stress Design: 0,7E Cs= 0.077 Seismic Dead Loads Level diaph area Load Wall L Trib Wall Wall Wt Mech U. Solar I Total DL (fe) (psf) ( L__. height(ft) (psf) (Ibc) Pnls(lbs) (lbs) Roof 13150' 20 0 0 0 0 0 263000 3'd Floor 9800 34 0 0 0 0 0 333200 2`"'Floor 9800 34 0_ 0 0 0 0 333200 Seismic Base Shear(Working stress Design) 929400 V=Cs(DL) V= 71764 lbs Vertical Distribuition Level Weight ( Height J Wt*Ht "" 'Taral 1 V Vi=(Wt(Ht)ITotal)*V Roof 263000 34 8942000 0.472 71764 33885—7-2 V, 3'n Floor 333200 20 6664000 0.352 71764 25253 =V,M 2–Floor 333200 10 3332000 0.176 71764 12626 12 Vznd Total= lif3n0OO Va.= 33885 lbs Va,p= 25253 lbs Vend= 12626 lbs Page 204 of 250 Diaphragm Loads Level Wp.(lbs) LSV,(lbs) J E V;013s) I PW;Ms) Fp%=(0/1)I TO Wpx Roof 263000 33885 33885 263000 33885 =F„ 3"'Floor 333200 25253 59138 596200 33050 =F 2""Floor 333200 12626 71764 929400 25728 =Fznd Min Diaphragm Loads Sps= 0.717 Fpm,„ 0.2*Sps'Wpx*l*0.7 Level IFpmirt Roof 26400 V,r= 33885 lbs e'Floor 33447 Yom= 33447 lbs 2r6 Floor 33447 Vend= 33447 lbs _ Page 205 of 250 . ��� Client: LRS Architects J Project: Tigard Apartments FROELICH Date:ct#: 1851-1T5011;115 11 512 01 5 CONSULTING By: RH ENGINEERS,INC SEISMIC LOAD Story Distribution: Areas: Roof: 33885 lbs Roof 13150 sq it 3rd: 25253 lbs 3rd: 9800 sq ft 2nd: 12626 lbs 2nd: 9800 so ft WIND LOAD Story Distribution: Level (Windward(Leeward Redundancy Factor,p Front-Back Event Roof: 74 47 Per ASCE7-05 12,3.4.2,p=1,0 because of large amount of 3rd: 77 48 shearwalls and because no wall takes more than 33%of the story 2nd: 81 50 shear. Side-Side Event Event Roof: 92 58 3rd: 77 48 2nd: 81 50 FRONT-BACK LOAD DISTRIBUTION SEISMIC WIND Trib Area Load Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL GRID (sq ft) (Its) r (ft) (Its) (lbs) (YIN) (lbs) (lbs) Roof A 1764 4545 24 1787 1117 Y ' 2904 4545 S B 2058 5303 28 2085 1303 Y 3388 5303 S C 1525 3930 20.75 1545 966 Y 2511 3930 S D 2462 6345 33.5 2494 1559 Y 4054 6345 S E 1525 3930 20.75 1545 966 Y 2511 3930 S F 2058 5303 28 2085 1303 Y 3388 5303 S G 1764 4545 24 1787 1117 Y 2904 4545 S 13157 179 3rd A 1313 3383 24 1846 1154 Y 3000 3383 S B 1532 3947 28 2154 1346 Y 3500 3947 S C 1135 2925 20,75 1596 998 Y 2594 2925 S D 1832 4722 33,5 2577 1611 Y 4188 4722 S E 1135 2025 20.75 1596 998 Y 2594 2925 S F 1532 3947 28 2154 1348 Y 3500 3947 S G 1313 3383 24 1846 1154 Y , 3000 3383 S 2nd A 1313 1691 24 1935 1209 Y 3144 1691 S B 1532 1973 28 2257 1411 Y 3668 1973 S C 1135 1462 20.75 1673 1045 Y 2718 1462 S D 1832 2361 33.5 2701 1688 Y 4389 2361 • S E 1135 1482 20.75 ' 1673 1045 Y 2718 1462 S F 1532 1973 28 2257 1411 , Y 3668 1973 S G 1313 1691 ' 24 1935 1209 Y 3144 1691 S SIDE-SIDE LOAD DISTRIBUTION SEISMICWIND Trib Area Load +Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL GRID (sq ft) , (lbs) (ft) (Ibs) (lbs) (YIN) . (lbs) Qbs) Roof 2 3287 8470 13.5 1246 779 Y 2025 8470 S 3 6575 16942 27 2492 1558 Y 4050 16942 S 4 3287 8470 13.5 1246 779 Y 2025 8470 S 3rd 2 2450 6313 13,5 1038 649 Y 1688 6313 $ 3 4900 12626 27 2077 1298 Y 3375 12626 S 4 2450 6313 13,5 1038 649 Y 1688 6313 4 $ 2nd 2 2450 w 3157 13,5 1088 680 Y 1769 3157 S 3 4900 8313 27 2177 1360 Y 3537 6313 S 4 2450 3157 13.5 1088 680 ' Y 1769 3157 $ LO Client: LRS Architects ' Project: Tigard Apartments N FR4EIKH L a Length of individual wall Project#: 15-T084 I,t --Total length of mall along gridline CoNSULTiNG Date: 8/15/2015 La=Length of moment arm to wall(if different than wall length) Q By: RH hrf Wall Height flux,o roof L N ENGINEERS INC hd -Height of wall flr3-1ir4 ,1(5=(rviof,h443,h2+3),,i'404 4-/o3+h2 t 2)+V303+I12+1)+V3lt t)1,Tr 1 113-Height of wall flr2-11r3 h2=Height of wall flrl-flr2 Shear Walls & Holdowns ttrf=Horizontal force at gridline front roof Cti V4=Horizontal force at gridline from 4`h flu a' Roof to 3rd Floor V3=Horizontal force at gridline from.3 flr V2=Horizontal force at gridline from'_id flr Mu=[Vif'(ht)-r'4(hi)-V3(hi)-V2(hi))x I- Roof dl: 15 psf r=Unit shear in wall Lr Wall dl: 10 psf ma--Overturning moment when upper wall tru stacked above lower wall Floor dl: 26 psf L' lvlu=Overturning moment when upper wall is Mr= 1(Rmib a Roo/DL)(rVn•ib�WaIIDL)(Frriti x FloorDL)1— hn[stacked or does not exist ktrib,Wtrib,Ftnb=Roof wall,and floor tributary area.used for calculating dead load Mu-.UrM --Ili- TN =- — Ts_u:lb- 1 it Resisting moment due to dead load La L Tu=Tension if walls nor stacked Ts=Tension if walls stacked Wall L Lt La h Vd v Mu Rob Wtab Flab Mr Tu Comments Holdowns Shearwall Controlling Grid (ft) (ft) (ft) (ft) (Ib) (pif) (Ib-ft) (ft) (ft) (ft) (Ib'ft) (Pb) Nailing Event Front-Back Event A 8 . 36 8 9 4545 126 9091 4 9 0 3200 736 S A 20.5 36 20.5 9 4545 126 23296 4 9 21013 111 S B ' 10 40 _ 10 9 5303 133 11932 4 9 5000 683 S C 13 44.5 13 9 3930 88 10333 4 9 8450 145 S D ., 42 42 42 9 6345 151 57103 4 9 88200 -740 �S E 13 44.5, 13 9 3930 88 10333 4 9 8450 145 S F 10 40 10 9 5303 133 11932 4 9 5000 693 S G , 8 , 36 8 9 4545 126 9091 4 , 9 3200 736 S G 20.5 36 20.5 9 4545 126 23296 4 9 , . 21013 111 0 Side Event 2 3 , 61 3 9 8470 208 3749 4 9 0 450 1100 S 2 4 61 4 9 8470 156 4999 4 9 0 800 1050 S 2 , 11 61 11 9 8470 139 13746 4 9 0 6050 700 S 3 48 163 48 9 16942 104 44903 4 9 0 115200 -1465 S 3 67 163 67 9 16942. 104 62677 4 9 224450 -2415 S 4 3 61 3 9 8470 208 3749 4 9 450 1100 S 4 4 61 4 9 8470 156 4999 4 9 800 1050 S 4 11 61 11 9 8470 139 13746 4 9 6050 700 5 • '7.? Client: LRS Architects Project: Tigard Apartments ,,,-10"-- l"4 V3 rj.) I FRORICH Project#: 15-1084 -Length of individual wall Lt=Total length of wall along gridline L() Date: 8(15/2015 La=Length of'moment ann in wall(if C\I CONSUPING By: RH different than wall length) hrf=Wall Height tin:to roof L 0 ENGINEERS INC lot Height of i -- wall iln3.-f1r4 h3--,-Height of wall flr2-flr3 11s---,[1711(htf 41-1-16-IC 4 3),104 i h3,.1,21 22),11X113 11 , 7,1)f V202).1,- LC N- 1)2=Height of wall rid-flr..2 0 Vrf=Horizontal force at gridline front roof C\I Shear Walls & Holdowns V4=Horizontal force Rigridline front e fir V7-,=Horizontal force at gridline from 1' fir Z (I) 3rd =Horizontal force at gridlinHVO e from.:!'lit .1h,---- ir)-r.l(h,)-I`i(h1)-G"2(k?d, - co 3rd Floor to 2nd Floor , .tenit shear in wail LI Cti Roof dl: 15 psf \1,-0,eiturrung moment when upper nail is CL 'stacked above loner nail 1 L' Wall dl: 10 psf Nin Overturning moment when upper wall is Afr,1(Ro-lb Y RoolDL)t(rtrib, IVolIDL)(Trot)x I'loorDL)1--2-- , Floor dl: 26 psf hot,tacked or does not exist kirib,\Vinh.Ftrili=Roof_wall.and floor tributary area used for calculating dead load AP' -.lir 1/, 11' iv Is -- 411-Re$Isung moment due to dead load La 1 'fir Tension if walls nor stacked Ts-Tension if walls stacked Wall L Lt La hrf h3 Vd V3 v Ms Mu Rtrib Wtrib rtrib Mr Tu Ts Comments Holdowns Shearwall Controlling Grid (It) 00 (ft) Oh (ft) din) (Ibs) _ (pit) (Iblt) (Iblt) (ft) (ft) (ft) Obit) (lbs) (ids) _ Nailing Event I -1 I - Front-Back Event A 8 36 8 9 10 4545 3383 220 27720 17618 4.0 18 4.0 7339 1285 2548 S A 21 36 20.5 9 10 4545 3383 220 71031 45147 4.0 18 4.0 48189 -148 1114 S . B 10 40 10 9 10 , 5303 3947 231 36382 23124 4.0 18 4.0 11467 1166 2492 S 4 C 13 44.5 13 9 10 3930 2925 154 31506 20025 4.0 18 4.0 19379 50 933 S D 42 42 42 9 10 6345 4722 263 ' 174113 110666 4.0 18 4.0 202272 -2181 -670 S E 13 44.5 13 9 10 3930 2925 154 31506 20025 4.0 18 4.0 19379 50 933 S F 10 40 10 9 10 5303 3947 231 36382 23124 4.0 18 4.0 11467 1166 2492 S G 8 36 8 9 10 4545 3383 220 27720 17618 4.0 18 4.0. 7339 1285 2548 S - G 21 36 20.5 9 10 4545 3383 220 71031 45147 4.0 18 4.0 48189 -148 1114,, 0 , , Side Event . .. 2 3 61 3 9 10 8470 6313 404 11436 7270 4.0 18 4.0 1032 2079 3468 S 2 4 61 4 9 10 8470 6313 303 15248 9694 4.0 18 4.0 1835 1965 3353 S 2 11 61 11 9 10 8470 6313 242 41932 26658 4.0 18 4.0 13875 1162 2551 S 3 48 163 48 9 10 16942 12626 181 136966 87074 4.0 18 4.0 264192 4690 -2651 S 3 67 163 67 9 10 16942 12626 181 191181 121541 4.0 18 4.0 514739 -5869 -4829 S . 4 3 61 3 9 10 8470 6313 404 11436 7270 4.0 18 4.0 1032 2079 3468 S 4 4 4 61 4 9 10 8470 6313 303 15248 9694 4.0 18 4.0 1835 1965 3353 S 4 11 61 11 9 10 8470 6313 242 41932 26658 4.0 18 4.0 13875 1162 2551 S aF�'? Client: LRS Architects ,, \rn1; Project: Tigard Apartments , ,l,.f._pl_r`3-rrr);:.r L=LaglL of l xoll o ROEIKH Project#: 15-T084 LcTocal length dfwalt wall-along gridlicxc tV COn11J��IIIIL Date: 8/15/2015 Laaai.Length ofmosnentatinin,sall(if By: RH di3'fcxtnt deo..xa111enstth) ENGINEERS INC )14tiff=ivWallH HeightL 46 .Height ofwall ffflr to roof flr3- 4 tt'=(Lxlhrj-l4;-Is-1'-3)-1'404:I3-h_'r'1=1r3jJ -12;.1)-Y 1t2))x-- J n-9=Height of matt f lf?-r`lz•i LI -_. _-.-.... b2 Height of wall firl-fk' CO O Vrt Horizontal force at gridline from roof Shear Walls & Holdowns �'1_Harr_ontalfarceorgridlinefrom4'flr N k4',.) Horizontal force at gridline from 3"tlf V2 ii Horizontal force at ridlinc from 2""fir ) 1---- CD aD 2 Floor to Foundation g "'==iYart'r'> f'tlir> '-'t,at'_, f,,t, a'=T alt ahem t? Ms=ON eery to g marncut when upper xsail is Roof dl: 15 psf stacked above lower wall r . L Cl_ Wall dl: 10 psfMo=Ovcrtumm¢moment=daevupperwall is .l(7 _:I{RrzfsRooflLi(Wirth xll'a11P7.)(F'si/s FloosPL}l Floor di: 26 psf not atm-keit or does not esi>t Rttib.Wt-cib.Ftrib=Roofwall.and floor ttabtttmai arra.used for calculating dead Mau tin 1& 7,,7 .Is-1;i1.1,_ stf=P_a=,isXin¢moment due to dead load iia y To=Tension if walls not stacked Is=Tension if walls stacked Wall L Lt La h,, h3 h2 V,f V3 V2 v Ms Mu Rtdb+Wtrib Flit Mr Tu Ts Comments Holdowns Shearwall Controlling Grid (ft) tft) , (ft) (ft) (ft) (ft) Otis) (lbs) (lbs) (plf) (Ib•ft) (Ib`ft) < (ft) (ft) (ft) (1b•ft) (lbs) (lbs) _ Nailing ,�Event Front:Back Event _ A 8 , 36 7.5 9 10 10 4545 3383 1691 267 50859 21377 4.0 29 8.0 11904 1263 5194 S A 21 , 36 20 9 10 10 4545 3383 1691 267 130325 54779 4.0 29 8.0 78167 -1169 2608 S B 10 40 9.5 9 10 10 5303 3947 1973 281 66752 28058 4.0 29 8.0 18600 996 5069 S C 13 44.5 12.5 9 10 10 3930 2925 1462 187 57805 24297 4.0 29 8.0 31434 -571 2110 S D 42 42 41.5 9 10 10 6345 4722 2361 320 319455 ' 134275 4.0 29 8.0 328104 -4671 -208 S E 13 44.5 12.5 9 10 10 3930 2925 1462 187 57805 24297 4.0 29 8.0 31434 -571 2110 S F 10 40 9.5 9 10 10 5303 3947 1973 281 66752 28058 4.0 29 8.0 18600 996 5069 S G 8 36 7.5 9 10 10 4545 3383 1691 26750859 21377 4.0 29 8.0 11904 1263 5194 S G 21 36 20 9 10 10 4545 3383 1691 267 "130325 54779 4.0 29 8.0 78167 -1169 2608 .S Side-Side Event 2 3 a 61 3 9 ,. 10 . 10 8470 6313 3157 490 20986 8823 4.0 29 8.0 1674 2383 6437 S 2 4 61 4 9 10 10 8470 6313 3157 368 27981 11764 4.0 29 8.0 2976 2197 6251S 2 11 61 11 9 , 10 10 8470 6313 3157 294 76948 32350 4.0 29 8.0 22506 895 4949 S 3 48 163 48 9 10 10 16942 12626 6313 220 251338 105665 4.0 29 8.0 428544 -6727 -3692 S 3 67 163 67 9 10 10 16942 12626 6313 220 350826 147490 4.0^, 29 8.0 834954 -10261 -7226 S 4 3 61 3 9 10 10 8470 6313 3157 490 20986 8823 4.0 29 8.0 1674 2383 6437 S 4 . 4 61 4 9 10 10 8470 6313 3157 368 27981 11764 4.0 29 8.0 2976 2197 6251 S 4 11 61 11 9 10 10 8470 6313 3157 294 76948 32350 4.0 29 8.0 22506 895 4949 S Page 209 of 250 Client: LRS Project: TIGARD APTS All Project#: 15-T084 Date: 12/7/2015 By. RH FROELICH EN atNeERsi Lateral Design - Wood Shear Walls WIND: 3-Second Gust: 120 mph Exposure: B I= 1.00 Level Top Bev Bott Etev Wind Load (8) (ft) (Plfl Lower Roof Front-Back' 20 1 10 ] 100 Side-Side 25 1 10 1 100 Page 210 of 250 SEISMIC: Site Classification: D Occupancy Category: Ill Occupancy Importance Factor I I= I 1.0 System Over-strength Factor: Light Frame Walls with Shear Panels I O= I 3.0 Response Modilaction Coefficient: Light Frame Walls with Shear Panels I R= I 6.5 sMCE Short Period Pectal Response accel.: Ss= 0.965 MCE 1-second period spectral response accel.: • S,= 0.424 5%damped short period spectral response accel.: SDs= 0.717 5%damped 1-second period spectral response accel.: SDI= 0.446 Seismic Design Category(ASCE Table 11.6-1 &11.6-2): D Seimic Response Coefficient(ASCE 7-05) EQ 12,8-2 Cs=Sos/(R/I) Cs= 0.110 Controls Eq 12.8-3(max)-in addition to sections 12.8.2, 12.8.2.1, Table 128-1 Cs=SD,/(T(R/I)) Ta=Cihn" Ta= 0.149 C,= 0.02 C.= 1.491 from table 12.8-1 h = 14.5 T= 0.222 per 12.8.2 x= 0.75 Cs= 0.462 Eq 12.8-5(min) Cs=0.01 Cs= 0.010 Eq 12.8-5(min) Cs=0.044SDsl Cs= 0.032 Cs= 0.110 a Working Stress Design: 0.7E Cs= 0.077 Page 211 of 250 Seismic Dead Loads Area diaph area Load Wail L Trib Wall Wall Wt meth u. Full Ht Total DL (ft`) (Psf) (ft) height(ft) Jpsf) (lbs) Vaneer (lbs) Lower Roof 1140 181 154' 4.5 10 0 27450' Seismic Base Shear(Working stress Design) V=Cs(DL) V= 2120 lbs ................... a Seismic Load_(wsd) Lower Roof j 2120 lbs Diaphragm Loads Area wax(lbs) Vi(ibs) J E V;(lbs)_, Lwi(Ws) I F =((EV)J(I ))*wpx Lower Roof 1 27450 1 2120 1 2120 27450 1 21201 lbs J=Focw Min Diaphragm Loads Sos= 0.717 Fpmin=0,2*Sos*wpx*l*0.7 Area rpmin NCW 1 2755 Fncw= 2755 lbs Page 212 of 250 4 Client: LRS Project: TIGARD APTS Project#: 15-T084 Date: 12/7/2015 , By: RIS 111 FROELICH ENGINEERS S SEISMIC LOAD Shear Load Areas: Lower RoofI 2120 lbs Lower Roof' 1140 sq ft WIND LOAD Wind Load: Level !Wind Redundancy Factor,p 1.3 Front-Back Roof:I 100 Side-Side Roof:f 100 Front-Back SEISMIC - WIND Trib Area Load Trib Width Wind Load Design Load Load Typ LEVEL GRID (sq ft) (lbs) _ (ft) _ (lbs) {lbs) _ Roof A 570 1378 28.67 2867 2867 W B 570 1378 28.67 2867 2867 W 0 0 0 S 0 0 0 S 0 0 0 S Side-Side SEISMIC WIND Trib Area Load Trib Width Wind Load Design LoadiLoad Typ LEVEL I GRID _ (sq ft) _ (Ibs) _ (ft) (lbs) (lbs) Roof 1 1140 2755 20 2000 2755 - S 0 0 0 S D L.0 N 0 01 1— N , Client: LRS t =Length of individual wall =Total length of wall along gridline 05 Project: TIGARD APTS I : =Length of moment aim in wall(if different than wall a. '.11111 Project#: 15-T084etg111 Date12/7/2015 rtl* Wall Height nix to roof , ... : By: RH •'rf=Horizontal force at gridline from loot' '=s U1itvesheuanriiiliiig‘lno nail 1 =Olitwent when upper wall is stacked above OELICH ,ower wall FR lu—Overturning moment when upper wall is nor stacked or ENGINEERSI oes not exist 1* nib.Wtrib,Ftrib=Roof,wall,and floor tributaty area,used Shear Walls & Holdowns ,hr calculating dead load Mt=Resisting moment due to dead load Roof to Foundation =Tension if walls not stacked Ts=Tension if walls stacked Roof DL: 18 psf Floor DL: 0 psf v...:,.(op,Lr 1 .11,5-=[Vd(hrfilx— 1.11 Mu -Mr Ts s_ Ms-Mr Wall DL: 10 psf Lt La L , I I: L Mr =—1(Rtrib x RoofDL Wirth xWalIDL )(Ftrib x FloorDL )1-- Mu =[lit!(hi)]x-- 3 2 Lt Controlling Load(Wind or Seismic) Wall L Lt La h rf Vrf v Mu Rtrib Wtrib Ftrib Mr Tu Comments Holdowns Shearwall Grid (ft) (ft) (ft) (ft) (Ib) OM (Iblft (ft) (It) (It) (1b*ft) (lb) _ Nailing .... 2 Front-Back A , 20 20 19.5 9 2867 143 25803 8 9 0 28080 -117 N/A 6/12 W B 20 20 19.5 9 2867 143 25803 8 9 28080 -117 N/A 6/12 W Side-Side 1 57 57 56.5 9 2755 48 24799 4 9 0 157901 -2356 N/A 6/12 S 0 1.0 N 0 1— N CD 411 Client: LRS I =Length of individual wall i t=Total length of wall along gridline Ca Project: TIGARD APT,.., a—Length of moment arm an wall(if different than wall CZ .... a.. -4 Project#: 15-T084 ength) Date12/7/2015 rf=Wall Height flex to roof : .41 Lrfu=illutostihzeoaintianl‘f‘oarlcie at gridline from roof By: RH Is=Overturning moment when upper',Nall is stacked above FROELICH own'wall In=Overturning moment when upper wall is not stacked or ENG114EERSI ,oes not exist ''trib.Wtrib.Ftrib=Roof wall,and floor tributary area,used Shear Walls & Holdowns br calculating dead load .., Iv=Resisting moment due to dead load Roof to Foundation 0=Tension if walls not stacked s=Tension if walls stacked Roof DL: 18 psf Floor DL: 0 psf , .::(VP:f)'Lt L .11 [116(hrtflx— To _ Yu Air Ts,_ Wall DL: 10 psf Lt La 1 2 i L- L Ltit = Mr =—[(Rtrib x RoofDL )(Wtrib x WolIDL )(Firth x FloorDL )jSb iliif HO] -- 3 2 Controlling Load(Wind or Seismic) Wall L Lt ' La hrf Vrf v Mu Rtrib Wtrib Ftrib Mr Tu Comments Holdowns Shearwall Grid (ft) (ft) (ft) (ft) (Ib) (pit) (1b*ft) (ft) (ft) (ft) (Iblt) (ib) Nailing, -4. _ _ , . Front-Back A 20 20 19.5 9 2867 143 25803 10 9 0 32400 -338 N/A 6/12 W B 15 15, 14.5 9 2867 191 25803 10 9 18225 523, N/A 6/12 W , . Side-Side 1 57 57 56.5 9 2755 48 24799 4 9 0 157901 -2356 N/A 6/12 S -.aft 1 Page 215 of 250 Client: LRS Project TIGARD APTS Project#: 15-T084 Date: 12/7/2015 - By: RH FROELICH E N G I N E E R S& Diaphragm Design LOADS Front- Back Side-Side Level Seismic 1 Wind I Design Load I Seis/Wind Seismic I Wind I Design Load I Seis/Wind GARAGE ] 37 1 100 1 100 1 W 1 106 1 100 I 106 1 S SHEAR & NAILING Level I Grids Wmb (ft) V(lbs) Ldiaphragm (ft) n (plf) ] Nails Spacing Blocking Front-Back Event GARAGE A-B 28.665 2867 20 143 8d 6/12 no Side- Side Event GARAGE 1-2 10 1060 57.33 18 8d 6/12 no Chord Ties Dbl Top Plate Splice) Level Grid IL(ft) ]Depth (ft) IWs/w(plf) IT=W*L`/(8*D) I# 16d nails I or Strap Front-Back Event GARAGE 1 A-B 57.33 20 92 1896 12 MST37 Side- Side Event GARAGE 1-2 20 57.33 106 92 1 N/A Use (12) 16d nails at all double top plate splices or a Simpson MST37 strap. Page 216 of 250 Cr 1 , 0.- -r----- 1 1 hi Al t11111. Allphswer gmlow,*1 ar 7 NIPIr ..,. ,... ....,,t.: , u - _.,... .• , , 1 Rvm, ri) 1 i 4' , I ' I 2cx - t ..t 4, t . t 1 , t tt , ge2" I II I I 6Ii.) 4 a 1 I1 I ''''' RW4 i ill 0 , 1111111111,1 i — [. W.MMr‘ . 011 111. 1 I . •*Am*I , *04 1 12134 • , I I 1 II I i II I i 1 1 , : ii I . ,...40% I EN.. .. .. ... . ,..._„... „.. 1 . IT • , ca‘1. Ai . 3, •, _ _ _ s , , kill GJr5 0- ....____ .. - .. • i R85 , . , i 1 1 1 ,... RooF rie.A. AA-tA14 Coa AAA.%u Airy 5 d i CP°A • nn� 6969 SW Hampton Street CLIENT: LR5 Page 217 of 250 PAGE Portland,Oregon 97223 FAX 503,624.9770 PROJECT FROELICH 503624.7005 V 745 NW Mt.Washington Drive NUMBER: CONSULTING Bend,Oregon 97701 ENGINEERS,INC FA541 383541 383,7696 DATE: 541,383.1828 wvw.hoelich-engineers,com ■ BY: Roof. EeAM A)cr ReoF DEAD LoAa: 15 PF ROOF 21 v6 LoAD: 25 P3 F U55 ,- MANuF. Moss Q 244 -4 c .C . RovF Gt RDER '7--Russ GTI PAA; 26`_0` GJ: DC s (75( 1'8 = 124 PCF SLS ( 1-) (25) s 14-5PLF " T2 SPAA, ; 21= 0" oT 05cD14 5Lx(16) (25)sL{.oaPLP RA : DL s 3'icc aL s 5 c* Gc f 3: SPA N 'Zq t O pe 11:c ( FRo c32. ) DL- 31-4cet 31-4cSL, 52oo* " A)oT U e VN �1 . D Lr 30 PLP sLs 50r LF s DL.t. 2950 to..50* R3r DL.s \ Okkle# SLs Zi55 G741 : sPAAJ: t2-o DLs(5)( 1 )-r 94 r LF sL , ( 61) (25)s 125PLF RA : DLs 600 x -4-so` • �� Q 6969 SW Hampton Street CLIENT: Page 21 8 of 250 PAGE Portland,Oregon 97223 FAX 503.624.9770 PROJECT FROELICH 503624.7005 745 NW Mt.Washington Drive NUMBER: CONSULTING Suite 204 Bend,Oregon 977071 ton F5/2311 4 .383 138318328 7696 DATE: 541 .18 www.froelich-engineers.corn • BY: GK T S pqAJ= ib'-0' S 18' '8 s t5 F'LF TSL ( ) t ( )�-(9)(to ) �t SLs(!81) ( 2.$) s1-6oPLF RAs OLx33 ' SLs36cf:) GT6 ' SPA Ai; Si_ 0 4 W‘: DLT 10 ) ( 1.S )� xt5fo PIF ( Sys ( ‘0")( 25)s2E'0 PLF RA : OLr y5,0* SL2coo* GT 71 S DA'u:3o'_0" [�L s( (') ( 15) s 90 PLF SLS ( 4') ( 25) . tso f'LF RA : DL s 15O* SL.s 2250' s -1..T,n 06969 SW Hampton Stre CLIENT: I ili''':7; Portland,Oregon 97223et Page 219 of 250 PAGE FAX 503 624 9770 FROELICH 0 574053 6m2w4 7005 , PROJECT: CO'ISULTING suite 204Mt Washington Drive Bend,Oregon 97701 NUMBER: MINEERS,Iq FAX 541 383.7696 541 383.1828 DATE: www froelich-engineers corn • BY: Scx3f BEAMS: R8 I, , Li, : DL, (s)( 16 ) , go p,F c,J, A S L ( 5)(25) 5/25it.f , R 8 2/ ; DL-c (6/)(18). ‘‘OPLF L , (6') (Z5)= 50 PLF D L (5-')( leo) r. 90 PCF 51- -5 (5/)(25k IS) g2.a0PLF -.- 12 Lo" R 8 Lc; P(0 13i Di- r (22/)(113) s L4 ino. PLF SL-r (24 (25) s 550 Pt, MIEN W2. F3( F/?C)PA Gc-rt, S L x OS 1) ( 25)s 32s PF OL s ism) ,4v SL s 2coo 3 Res,, . f - WI . G.J1 $1- $06f)(2-5) r goo PcF t 111-0 - A PCF-go AA 6-77 ? ( OT CD) Di_x 150. 5/.._ s zzso-st ■ n 6ortland,O969 SW Haregomptnon9Street CLIENT: Page 220 of 250 PAGE I�ILS� P FAX 503,6249770 PROJECT: FROELICH 0503'624 7005 745 NW Mt,Washington Dove NUMBER: CONSULTING Suite 04 Bend,2Oregon 97701 ENGINEERS INC FAX 83.1828 541 383 696 DATE: www.froelich-engineers.corn • BY: RooF PDR: ' S r (i 5) (2�5) =37-5 PC.F 1A P)-12 J SAME AS R N S fI M E A`j jR)vA 1--s C70`)(1 3 ) 5360 PLF SLS ( Zoe) (ZS) s Soo / LF i 6 _ oy Page 221 of 250 COMPANY PROJECT ill1411 WoodWorks® SOFTWARE FOR WOOD DESIGN Oct.2,2015 15:08 RH1.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft] Pat- Start End Start End tern Loadl Dead Full UDL 270.0 No Load2 Snow Full UDL 375.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : ww;gvifogr4w44rtfPTOlrfgfFlfrgSfrM,t,,,'Ts,v;,,YpOW, -/".2 /4%204,, ,7t44$4k6f-tvglti#**letleneig0,41#40t6Airlfz;;- 50,y40, 0' 6' Dead 833 833 Live 1125 1125 Total 1958 1958 Bearing: LC number 2 2 Length 1.00 1.00 Lumber-soft, D.Fir-L, No.2,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports; Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fy = 67 Fv' = 207 fv/Fv' = 0,33 Bending(+) Lb = 706 Mb' = 1227 fb/Fb' = 0,58 Live Defl'n 0.03 - <L/999 0.20 = L/360 0,15 Total Defl'n 0.05 = <L/999 0.30 - L/240 0,17 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 0.968 1.200 1.00 1.00 1.00 1.00 - 2 Fv180 1.15 1.00 1.00 - - 1.00 1.00 1.00 2 Fop' 625 - 1.00 1.00 - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - 1.00 1.00 - 2 Bending(+) : LC# 2 = DfS, M = 2937 lbs-ft Shear : LC# 2 = D+S, V = 1958, V design = 1455 lbs Deflection: LC# 2 = D+S EI= 369e06 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4,4.1, Page 222 of 250 COMPANY PROJECT 00°°1% i I i WoodWorks' SOFT WAN(FOR W000 OfSIGY Oct.2,2015 15:09 RH4.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start. End Start End tern Loadl Dead Full UDL 360.0 No Load2 Snow Full. UDL 500.0 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : :-rarrFfFrh5v7rgmtr7xmf,ovff.ifT7::mgrqeototoE4rrtg3Tff--CT%/X .g,,v:4,„ ..,:.,,:.*,„ „,,o,o„:yt,v,,y,.„. ,:, ,, ,:,74,,,,,„:.. ,,,r,„,,,,;,,,,,akt,,,,k,,,,o4t#,A.t.,12,.4g, :„:/,,,)y,.,,,,,,,:,:4,„,,.;,'ar i,,,,b4.;„4;,,,...44;,,,,,,,,, ,,,i;,ivi;::,;.&. 41$17;14;TV: te'k3:%;C*V'';'':' n,,,,,,,,p',,,,,, .,,4,/..,,,:,,,,,,,0„,14?-„/,?4-0,?..,,,,,,,,,, •,:,,,,e,-11-71, ,1',,;,,41,-',9,0,440,41,,V„ .:1W.q;,tW,47wrW'54/7,/fr,,...,1,,,R.,Z.,0,;,,e 7.451 h o' 6' Dead 1103 1103 Live 1500 1500 Total 2603 2603 Bearing: LC number 2 2 Length 1.19 1.19 Lumber-soft, D.Fir-L, No.2,4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 90 Fv' = 207 fv/Fv' = 0,43 Bending(+) lb = 939 Fb' - 1227 fb/Fb' = 0.76 Live Defl'n 0.04 = <L/999 0.20 = L/360 0.20 Total Defl'n 0.07 - <L/999 0.30 = L/240 0,23 ADDITIONAL DATA: FACTORS: F CD CM Ct. CL CF Cfu Cr Cfrt Ci On LC# Fb' i 900 1.15 1,00 1.00 0.988 1.200 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1,00 1.00 2 Fcp625 - 1,00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1,00 - - - - 1.00 1,00 - 2 Bending(+) : LC# 2 - D+S, M = 3905 lbs-ft Shear : LCI 2 = D+S, V = 2603, V design = 1934 lbs Deflection: LC) 2 - D+S EI= 369e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S-snow W-wind I.-impact O=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 223 of 250 COMPANY PROJECT 111 WoodWorks® SOFIWARF FOR WOOD(MX;N Oct.2,2015 14:55 RB1.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft) Pat- Start End Start End tern Load2 Snow Full UDL 125.0 No Load3 Dead Full UDL 90.1) No MAXIMUM REACTIONS(ibs)and BEARING LENGTHS (in) : f i 0 11' Dead 563 563 Live 687 687 Total 1251 1251 Bearing: LC number 2 2 Length 1.00_ 1.00 Timber-soft, D.Fir-L, No.2,6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv - 51 Fv' 195 fv/Fv' = 0.16 Bending(+) fb = 499 Fb' = 1006 fb/Fb' _ 0.50 Live Defl'n 0.08 = <L/999 0.37 = L/360 0.22 Total Defl'n 0.15 = L/900 0.55 = L/240 0.27 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1,00 1,00 - - - - 1.00 1,00 1.00 2 Fcp' 625 - 1,00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1,00 1.00 - - - - 1.00 1,00 - 2 Bending(+) : LC# 2 = D+S, M = 3440 lbs-ft Shear : LC# 2 = 0+5, V = 1251, V design = 1071 lbs Deflection: LC# 2 = D+S EI= 511e06 lb-int 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 224 of 250 '` COMPANY PROJECT ill WoodWorks® SOFTWARE FOR WOOD DESIGN Oct.2,2015 14:55 RB2.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft) Pat- Start End Start End tern Loadl Dead Full UDL 110.0 No Load2 Snow Full UDL 150.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : A 0' 14' Dead 857 Live 1050 857 Total 1907 1050 Bearing: 1907 LC number 2 Length 1.00 2 1.00 Timber-soft, D.Fir-L, No.2, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support:top=at supports,bottom=at supports;Load combinations: ICC-IBC; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv 45 Fvr = 195 fv/Fvr = 0.25 Bending(+) fb = 968 Fb' = 1006 fb/Fb' = 0.96 Live Defl'n 0.25 = L/661 0.47 = L/360 0.54 Total Defl'n _ 0.46 = L/364 0.70 = L/240 0.66 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1,00 1.00 - 2 Fv' 170 1.15 1.00 1.00 - _ - .. 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 E' 1.3 million 1.00 1.00 - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 6674 lbs-ft Shear : LC# 2 = D+S, V = 1907, V design = 1691 lbs Deflection: LC# 2 = D+S EI= 511e06 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) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 225 of 250 COMPANY PROJECT r WoodWorks® SOFTWARE YOR WOOD DESIGN Oct.2,2015 14:55 RB3.wwb Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ftJ Pat- Start End Start End tern Loadl. Dead Full UDL 90.0 No Load2 Snow Full UDL 200.0 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : 0' 12' Dead 614 614 Live 1200 1200 Total 1814 1814 Bearing: LC number 2 2 Length 1 .00 1.00 Timber-soft, D.Fir-L, No.2,6x10" Self Weight of 12.41 pit automatically included in loads; Lateral support:top=at supports, bottom=at supports;Load combinations: ICC-IBC; Analysis vs. Allowable Stress(psi)and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 45 Fv' = 195 fv/Fv' = 0.23 Bending(t) fb = 790 Fb' = 1006 fb/Fb' = 0.78 Live Defl'n 0,18 = L/788 0.40 = L/360 0.46 Total Defl'n 0.28 = L/521 0.60 = L/240 0.46 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+) : LC# 2 = D+S, M = 5443 lbs-ft Shear : LC# 2 = D+S, V = 1814, V design = 1575 lbs Deflection: LC# 2 = D+S E1= 512e06 lb-int 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) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 226 of 250 COMPANY PROJECT 1I I WoodWorks'" S(JFIVIARE Fou wool)Of SIGN Oct.2,2015 15:00 RB4.wwb Design Check Calculation Sheet Sizer 2004a LOADS (ibs,psf,or plf) Load Type Distribution Magnitude Location [ftl Pet- Start End Start End tern Loadl Dead Partial UDL 400.0 400.0 0.00 23.00 No Load2 Snow Partial UDL 550.0 550.0 0.00 23.00 No Load3 Dead Partial UDL 270.0 270.0 23.00 32.00 No Load4 Snow Partial UDL 325.0 325.0 23.00 32.00 No Load5 Snow Point 2000 23.00 No Loac(6 Dead Point 1500 23.00 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS (in) : ..r , 0' 32' Dead 7291 7107 Live 9078 8497 Total 16369 15604 Bearing: LC number 2 2 Length 3.73 3.56 Glulam-Unbal.,West Species, 24F-1.8E WS,6-314x25-112" Self Weight of 39.63 plf automatically included in loads; Lateral support:top=full,bottom=at supports; Load combinations: ICC-IBC; Analysis vs. Allowable Stress(psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear Ev = 125 Ey' = 276 fv/'Fv' - 0.45 Bending(+) fb = 2220 Fb' = 2387 fb/Fb' = 0.93 Live Defl'n 0.82 = L/467 1.07 - L/360 0.77 Total Defi'n 1.49 = L/258 1.60 = L/240 0.93 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.15 1 .00 1.00 1.000 0.865 1.00 1.00 1.00 1.00 - 2 Fv' 240 1.15 1.00 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 Bending(+) : LC# 2 - D+S, M = 135355 lbs-ft Shear : LC# 2 = D+S, V = 16369, V design = 14291 lbs Deflection: LC# 2 - D+S El= 16788e06 lb-1n2 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) DESIGN NOTES: 1,Please verify that the default deflection limits are appropriate for your application, 2.Glulam 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). I if f fit,� CLIENT: 6969 SW Hampton St. Page 227 of 25O E , Portland Oregon 97223 y 503-624-7005 PROJECT: 745 NW Mt.Washington Dr#205 NUMBER: Bend,Oregon 97701 541-383-1828 FROELICH 1 .r,zF ---/fi<u DATE: 12303 Airport Way,Suite 200 ENGINEERS; Broomfield,Colorado 80021 wA,wit-0cl:ch-engineer..LOM 720-560-2269 BY: CLur-,,, / D6SiGA) M,1s .oAJ C-0 Lv 5 See THE /ILEAr PAc,6'. 1 — Po ST uppok.Tid4J L- 86A : ( 6 `c6A 2S'2 ) IP P( oM RBLI) Po DL g 7-3°°# LL.s 91004 3 `_o ~ t0E6P — PosT Ar G, .io 1,1".16 X i ( 'So Pote:i1"ac, OQ-r_oF_ PLANE. ) in?t AID : x 0.002.56 i"G. r ° + �� v2 M (J. z mph __ kzs 0.7 kzt 1.04s kc, s o• 7'S Vx 12,o 4-- 2. e,Zx o . t>oas4 A. 0 .1A o . ,5 x )2-° wt... rim 2 �� 22c.r. cotic- s 16 u>r# c 22 �t-7- A 7 r /SLI F' Ago Va.tke_ .r- IJ A 'ca • b .S 9?,P4 4 € _. tLto . & (Ai Page 228 of 250 Allowable Post Compression Loads for Douglas Fir Larch Posts in Walls DF#2 Pis HF#2 Pis f l'' .4'. Jf� � f ;,. f /ff` �; �'� a � � a �� r.,, �/ <?:Y v�i's,Jf1 ,r 2 '!, "rr .rf—.1.,"„ ,41,:;,if,15;1';‘,/!,,,,ilf;:4;::,,,,-/::;"*Iit-01`,"'";7'."1::?‘'''L‘C; ;: ci LA ,, f ,f;.3 Y��`ff�?' ;f4 - 'i r /1 ,'* !''lh%,'. .. s-. �, A a 4 � ^ r Q i f„ � f ./.st A �,�, ,,, '7",1"7'.'' �, — 'mr' ar (1) 2x4 #2 3281 2126 2580 2120 1765 1490 - (2) 2x4 #2 6563 4253 5165 4240 3535 2975 - 441' 4 (3) 2x4 #2 9844 6379 7745 6360 5300 4465 - r 4x4 #2 7656 4961 6025 4945 4120 3470 - bN' 4x6 #2 12031 7796 11540 9420 6450 5440 4x8 #2 15859 10277 12345 10165 8485 7175 - 4x110 #2 " 20234 13112 15650 12910 10790 1 9130 - (1)2x6 #2 5156 3341 ryq 7975 6965 6050 5260 4000 - w (2)2x6 #2 10313 6683' 15950 13935 12105 10515 8000 4 (3)2 6 #2 1 469 '''1-41(1',0'24—,',',� 23925 20900 18155 15775 12000 -412'��+ x'. #2 w ,12:63i . 7/A0, 18605 16255 r ,14120 12270 9300 fd� 6� #1 �� h 1 1 23560 21565 19480 17435 13800 Sa ' - - #1 149 2 44 � 32125 29410 26560.; 23775 18800 6x10 `# 3�7§ Shaded values are limited by DF#2 Plates Perpendicular to Grain bearing allowable load. Shaded values are limited by HF#2 Plates Perpendicular to Grain bearing allowable load. 1- ,§ �f .b YAlf' tS11 Sf ' 2 5 : 5 Cb 1.25 1.15 1.13 1.11 1.08 1.07 1.00 Perpendicular to grain allowable loads do not include the NDS Bearing Area Factor, Cb. For posts whose bearing area is not closer than 3"from the end of a sill plate,the Pei.values may be multiplied by Cb. fb =Bearing Length (post thickness) DF#2 F,i 625 psi Cb= Bearing Area Factor per NDS 3.10.4 HF#2 F,± 405 psi Page 229 of 250 COMPANY PROJECT 0010% WoodWorks® SOFTWARE FOR WOOD DFSICN Oct.8,2015 14:08 Post supporting GLB.wwc Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location (ft) Pat- Start End Start End tern Load1 Dead Axial 7300 (Eccentricity = 0.00 in) Load2 Snow Axial 9100 (Eccentricity = 0.00 in) MAXIMUM REACTIONS (lbs): 0' 8' Lumber Post, D.Fir-L, No.2,3-112x9-114" Self Weight of 7,69 plf automatically included in loads; Pinned base;Loadface=width(b); Ke x Lb: 1,00 x 8.00=8.00[ft];Ke x Ld: 1.00 x 0.00=0.00[ft];Load combinations: ICC-IBC; WARNING:this CUSTOM SIZE is not in the database. Refer to online help. WARNING:your custom section may be too thin to use the properties of this TIMBER database. Use a database containing LUMBER sizes instead. Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Axial fc = 508 Fc' = 572 fc/Pc' = 0,89 Axial Bearing to = 508 Fc* = 1552 fc/Fck - 0,33 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.15 1.00 1.00 0.369 1.000 - - 1.00 1.00 2 Fc* 1350 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 2 Axial : LC# 2 =--- D+S, P = 16462 lbs (D=dead L=live S=snow W=wind 1=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. Page 230 of 250 COMPANY PROJECT i l 1 WoodWorks® SOFIMAREtOMWOODOESIGN Oct.8,2015 15:34 Post @ Grid Line B1.wwc Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loads Wind Full UDL 93.0 No MAXIMUM REACTIONS(lbs): cr 18' Dead Live 837 837 Total 837 837 Glulam-Balanced,West Species, 24F-1.8E WS, 5-112x10-1/2" Self Weight of 13.3 plf automatically included in loads; Pinned base; Loadface=depth(d);Ke x Lb: 1.00 x 18.00=18.00[ft]; Ke x Ld: 1.00 x 0.00=0.00[ft];Lateral support:top=Lb,bottom=Lb; Load combinations: ICC-IBC; Analysis vs. Allowable Stress (psi)and Deflection (in)using NDS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv == 22 Fv' = 336 fv/Fv' = 0.06 Bending(+) fb = 854 Fb' = 2482 fb/Fb' 0.34 Axial fc = 4 Fc' = 417 fc/Fc' = 0.01 Axial Bearing fc = 4 Fc* = 1440 fc/Fc* = 0.00 Combined (axle_ compression + sale load bending) Eq.3.9-3 -- 0.35 Live Defl 'n 0.94 = L/229 1.20 - L/180 0.79 Total Defl'n 0.94 = L/229 1.20 = L/180 0.79 ADDITIONAL DATA: FACTORS: F CD CM Ct CL/CP CV Cfu Cr Cfrt Notes LC# Fby' 1450 1.60 1.00 1.00 1.000 1.000 1.07 1.00 1.00 1.00 2 Fvy' 210 1.60 1.00 1.00 - - - - 1.00 1.00 2 Fc' 1500 0.90 1.00 1.00 0.289 - - - 1.00 - 1 Fc'comb 1600 1.60 - - 0.166 - - - - - 2 Ey' 1.6 million 1.00 1.00 - - - - 1.00 - 2 Fc* 1600 0.90 1.00 1.00 - - - - 1 .00 - 1 Bending(+) : LC# 2 = .6D+W, M = 3766 lbs-ft Shear : LC# 2 = .6D+W, V = 837, V design = 837 lbs Deflection: LC# 2 = .6D+W Ely- 233e06 1b-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Axial : LC# 1 = D only, P == 239 lbs Combined : LC# 2 = .6D+W; (1 - fc/FcE) = 0.99 (D=dead L=live S=snow W-==wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1,Please verify that the default deflection limits are appropriate for your application. 2.Glulam 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. Client: LRS Architects Project:Tigard Apts. R- 4111 Project Number: 15-T084 Date: 8/19/15 ‘1111 By: RH FROELICH ENGINEERS6 fl,. r - :fir• , f b a ¢ Givens: PLL "°� $, ', kips live load -13 . dead load 1 Pa= ::.., psfkips -' . , g811 allowable soil bearing capacity L » feet Length of footing t B a s feet width of footing d ;-feet depth of footing below slab on grade b -e - ; inches width of wall h, s inches thickness of foundation EFP a pcf EFP for passive resistance .. hs inches thickness of slab Ls ' feet trib length of slab -- E�„ , e, `I coefficient of friction `3 xp b@ e inches distance to property line from edge of wall Calculations: PDL+LL= 2.1 kips Ptotal= 2.6 kips total vertical load(including footing,soil and slab weight) Ma,= 1.6 kip-ft moment from vertical load Vslab= 0.8 kips slab resisting force Mslab= 1.4 kip-ft slab resisting moment PPas= 0.3 kips passive soil resistance Must= 0.2 kip-ft passive soil resisting moment MTou.L= 0.0 kip-ft total rotaional moment (MTOTAL=Mot-Mslab M5011) e= 0.009 feet e=Mtotal/Ptotal k= 1.483 no tension on footing k=3/L*(L/2-e) q= 1800 psf Maximum Bearing Pressure(no tension) q=P/(L*B)+Mtot*6/(B*L2) I OK Maximum Bearing Pressure(tension) N Slab Tensile Reinforcing W 1 0.8 kips total tension force t= 750 plf unit tension force 0 to= 1138 ptf ulitmate tension force N fy= 60 ksi reinforcing steel yield strength O 4t= 0.9 tensile strength reduction factor +6fY= 54 ksi design steel strength Asp= 0.021 in`per foot Use#5 at 4'-0"on center(min) 10/8/20151:39 PM 1 L Footing Building A2.xls FROELICH CONSULTING ENGINEERS INC., Client: LRS Architects Project: Tigard Apartments Project#: 15-T084 By: YSP Footings Footing Size Maximum Allowable ;flow Required Required Dimensions Used Dimensions Footing Bearing Load (Prot) Area W(ft) 1 L (ft) _ W(ft) L (ft) _ D (in) Weight Pressure 2'-0"x 2'-0"x 10" 9500 2500 3.80 1.95 1.95 2 2 10 500 2500 2'-6"x 2'-6"x 10" 14500 2500 5.80' 2.41 2.41 2.5 2.5 10 781 2445 3'-0"x 3'-0"x 12" 21000 2500 8.40' 2.90 2.90V 3 3 12 1350 2483 3'-6"x 3'-6"x 12" 28500 2500 11.40 3.38 3.38 3.5 3.5 12 1838 2477 Required Area: = (Prot/ga„ow)o.5 Bearing Pressure = (Ptot+Wftg)/(W*L) = (Prot+Wttg)/(W*L*3.1415/4) 2) CO CD N CA) N 0 N 0 O Page 233 of 250 Client: LRS Architects Project: Project#: Date: By: FROELICH E N I I N E E R S a Front - Back Event WIND FORCE CALCULATION-MWFRS ASCE 7-05 SECTION 6.5 METHOD 2-ANALYTICAL PROCEDURE Basic Wind Speeds Input Fastest Mile Vfn,= 80 mph 3 Second Gust Vas= 94.5 mph Wind Directionality Factor Kd= 0.85 Table 6-4 (page 80) Wind Importance Factor I,= 1.00 Table 6-1 (page 77) Wind Exposure Category= B Building Parameters Longitudinal Dimension of Bldg B= 31 ft Transverse Dimension of Bldg L= 121 ft Mean Roof Height h= 20 ft Highest Roof Level hi,= 30 ft Approximate Fundamental Period Ta= 0.26 sec Eq. 12.8-7(page 129) Output-Fundamental Frequency f= 3.9 Hz> 1 Hz Therefore Rigid Topographic Effects Input Hill Height H= 0 ft Figure 6-4 Length of 1/2 hill height Lh= 0 ft Figure 6-4 Dist. From Crest to Bldg.x= 0 ft Figure 6-4 Height Above Local Grade z= 0 ft Figure 6-4 Horizontal Attenuation Factor m= 1 Figure 6-4 Height Attenuation Factor g= 1 Figure 6-4 Shape Factor K1/(H/Lh)= 1 Figure 6-4 Output-Topographic Multipliers K1 = 1.00 K2= 1.00 K3= 1.00 Topographic Factor K2= 1.00 Page 234 of 250 Gust Effects Input Integral Length Scale Factor 1= 320 ft Table 6-2 Integral Length Scale nominal height of boundary zg= 1200 Table 6-2 3-s gust exponent a= 7.00 Table 6-2 Turbulence Intensity Factor c= 0.30 Table 6-2 Power Law Exponent e= 0.33 Table 6-2 Minimum Height zmin= 30 ft Table 6-2 Integral Length Scale of Turbulence LZ= 310 ft Output-Background Response Factor Q= 0.91 Intensity of Turbulence IZ= 0.30 Gust Effect Factor G= 0.87 Pressure Coefficients Input Length to Width Ratio LB= 3.90 Height to Length Ratio hfL= 0.17 Roof Pitch= 8 : 12 = 33.69 deg Velocity Pressure Exposure Coefficients Kh (see below) Table 6-3 (page 79) External Pressure Coefficients Cp (see below) Figure 6-6(page 49) Direction Cp Height(ft) Kh Ch(psf) Velocity Windward 0.8 15 0.57 11.2 Pressure Leeward -0.2 20 0.62 12.1 Output ch Roof Windward 0.20 25 0.67 12.9 Roof Leeward 0.60 30 0.70 13.6 40 0.76 14.8 50 0.81 15.8 60 0.85 16.6 70 0.89 17.3 80 0.93 18.0 90 0.96 18.6 100 0.99 19.2 120 1.04 20.2 h= 20 0.62 12.1 qh Page 235 of 250 Design Wind Pressures p (psf)-GCS,=(-1 10 psf min per 6.1.4.1 Internal Pressure Coefficient GCP,= -0.18 Figure 6-5 (page 47) Wall Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 10.0 0.1 10.0 ft 20 10.7 0.1 10.6 25 11.2 0.1 11.1 30 11.7 0.1 11.6 40 12.5 0.1 12.4 50 13.2 0.1 13.1 60 13.8 0.1 13.7 70 14.3 0.1 14.2 80 14.8 0.1 14.7 90 15.2 0.1 15.1 100 15.6 0.1 15.5 120 16.3 0.1 16.2 20 10.7 0.1 2.4 4.7 10.6 5.55 Design Load Case 1 Controls-By Inspection Figure 6-9(page 52) Design Wind Pressures p (psf►-GCp;=(+1 10 psf min per 6.1.4.1 Internal Pressure Coefficient GCpi= 0.18 Figure 6-5 (page 47) Wall Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 5.6 -4.3 10.0 ft 20 6.3 -4.3 10.6 25 6.8 -4.3 11.1 30 7.3 -4.3 11.6 40 8.1 -4.3 12.4 50 8.8 -4.3 13.1 60 9.4 -4.3 13.7 70 9.9 -4.3 14.2 80 10.4 -4.3 14.7 90 10.8 -4.3 15.1 100 11.2 -4.3 15.5 120 11.9 -4.3 16.2 20 6.3 -4.3 0.0 2.3 10.6 5.55 Design Load Case 1 Controls-By Inspection Figure 6-9(page 52) Page 236 of 250 Client: LRS Architects Project: Brenchley Phase II(Community Building) Project#: 12-T034 Date: 3/21/2012 By: YSP FROELICH E N O I N E E R 8 i Side -Side Event WIND FORCE CALCULATION-MWFRS ASCE 7-05 SECTION 6.5 METHOD 2 -ANALYTICAL PROCEDURE- Basic Wind Speeds Input Fastest Mile Vfin= 80 mph 3 Second Gust Vas= 94.5 mph Wind Directionality Factor Kd= 0.85 Table 6-4(page 80) Wind Importance Factor Ix,= 1.00 Table 6-1 (page 77) Wind Exposure Category= B Building Parameters Longitudinal Dimension of Bldg B= 121 ft Transverse Dimension of Bldg L= 31 ft Mean Roof Height h= 20 ft Highest Roof Level h„= 30 ft Approximate Fundamental Period Ta= 0.26 sec Eq. 12.8-7(page 129) Output-Fundamental Frequency f= 3.9 Hz> 1 Hz Therefore Rigid Topographic Effects Input Hill Height H= 0 ft Figure 6-4 Length of 1/2 hill height Lh= 0 ft Figure 6-4 Dist.From Crest to Bldg.x= 0 ft Figure 6-4 Height Above Local Grade z= 0 ft Figure 6-4 Horizontal Attenuation Factor m= 1 Figure 6-4 Height Attenuation Factor g= 1 Figure 6-4 Shape Factor K1/(H/Lh)= 1 Figure 6-4 Output-Topographic Multipliers K1 = 1.00 K2= 1.00 K3= 1.00 Topographic Factor Kzt= 1.00 Page 237 of 250 Gust Effects Input Integral Length Scale Factor 1= 320 ft Table 6-2 Inteeral Length Scale nominal height of boundary zg= 1200 Table 6-2 3-s gust exponent a= 7.00 Table 6-2 Turbulence Intensity Factor c= 0.30 Table 6-2 Power Law Exponent e= 0.33 Table 6-2 Minimum Height;pia= 30 ft Table 6-2 Integral Length Scale of Turbulence LZ= 310 ft Output-Background Response Factor Q= 0.85 Intensity of Turbulence IZ= 0.30 Gust Effect Factor G= 0.84 Pressure Coefficients Input Length to Width Ratio LB= 0.26 Height to Length Ratio hIL= 0.65 Roof Pitch= 8 : 12 = 33.69 deg Velocity Pressure Exposure Coefficients Kb (see below) Table 6-3 (page 79) External Pressure Coefficients Cp (see below) Figure 6-6(page 49) Direction Cp Height(ft) Kh qz(psi) Velocity Windward 0.8 15 0.57 11.2 Pressure Leeward -0.50 20 0.62 12.1 Output qz Roof Windward -0.2 25 0.66 12.8 Roof Leeward -0.55 30 0.70 13.6 40 0.76 14.8 50 0.81 15.8 60 0.85 ' 16.6 70 0.89 17.3 80 0.93 18.0 90 0.96 18.6 100 0.99 19.2 120 1.04 20.2 I h= 20 0.62 12.1 qh Page 238 of 250 Design Wind Pressures p (psf)-GC/,;=(-) 10 psf min per 6.1.4.1 Internal Pressure Coefficient GCp;_ -0.18 Figure 6-5 (page 47) Walt Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 9.7 -2.9 12.5 ft 20 10.3 -2.9 13.2 25 10.8 -2.9 13.7 30 11.3 -2.9 14.2 40 12.1 -2.9 15.0 50 12.7 -2.9 15.6 60 13.3 -2.9 16.2 70 13.8 -2.9 16.7 80 14.2 -2.9 17.1 90 14.7 -2.9 17.5 100 15.0 -2.9 17.9 120 15.7 -2.9 18.6 20 10.3 -2.9 0.1 -1.9 13.2 5.55 Design Load Case 1 Controls-By Inspection Figure 6-9(page 52) Design Wind Pressures p (psf)-GCp;=(+) 10 psf min per 6.1.4.1 Internal Pressure Coefficient GCp;= 0.18 Figure 6-5 (page 47) Wall Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 5.3 -7.3 12.5 ft 20 5.9 -7.3 13.2 25 6.4 -7.3 13.7 30 6.9 -7.3 14.2 40 7.7 -7.3 15.0 50 8.4 -7.3 15.6 60 8.9 -7.3 16.2 70 9.4 -7.3 16.7 80 9.9 -7.3 17.1 90 10.3 -7.3 17.5 100 10.7 -7.3 17.9 120 11.4 -7.3 18.6 20 5.9 -7.3 -2.3 -4.3 13.2 5.55 Design Load Case 1 Controls-By Inspection Figure 6-9(page 52) Page 239 of 250 Client: LRS Architects Project: Tigard Apartments Project#: 15-T084 Date: Oct-15 By: YSP FROELICH ENGINEERS !' Lateral Design - Wood Walls Shear Walls Community Building WIND: Front-Back Event Side-Side Event Level Top Elev Bott Elev Wind Load To. Elev Bott EleN Wind Load (ft) (ft) (Pii) 1111=11111111=11111M. Tall Roof 30 10 180 Tall Roof Wind Load Wind Load 30 10 180 Roof Wind 20 10 110 Roof Wind Load Load 20 10 120 SEISMIC: Site Classification: D Occupancy Category: II Occupancy Importance Factor J I= ] 1.0 System Over-strength Factor: Light Frame Walls with Shear Panels ( W= ( 3.0 Response Modifiaction Coefficient: Light Frame Walls with Shear Panels J R= I 6.5 MCE Short Period Pectal Response accel.: Ss= 0.872 MCE 1-second period spectral response accel.: S I — 0.321 5%damped short period spectral response accel.: Sos— 0.669 5%damped 1-second period spectral response accel.: SDI = 0.376 Seismic Design Category(ASCE Table 11.6-1 & 11.6-2): D Seimic Response Coefficient(ASCE 7-05) EQ 12.8-2 Cs=Sas/(R/I) Cs= 0.103 Controls Eq 12.8-3 (max) -in addition to sections 12.8.2, 12.8.2.1, Table 12.8-1 Cs=Sot/(T(R/I)) Ta=Cth„" Ta= 0.336 Ct= 0.02 C„= 1 from table 12.8-1 h„= 34 T= 0.336 per 12.8.2 x= 0.8 Cs= 0.172 Page 240 of 250 Eq 12.8-5(min) Cs=0.01 Cs= 0.010 Eq 12.8-5(min) Cs=0.044SDsI Cs= 0.029 Cs= 0.103 Working Stress Design: 0.7E Cs= 0.072 Seismic Dead Loads diaph area Load Wall L Trib Wall Wall WtMech U. Solar Total DL Level Z (ft ) (psf) (ft) height(ft) (psf) (lbs) Pnls(lbs) (lbs) Roof 5100 18 410 5 10 0 0 112300 Seismic Base Shear(Working stress Design) 112300 V=Cs(DL) V= 8091 lbs Vertical Distribuition Level Weight Height Wt*Ht ")/Total - V IVi= (Wti(Ht)/Total)*V Roof 112300 10 1123000 1.000 8091 II 8091 11=Vrf I Total= 1123000 Vrr= 8091 lbs Diaphragm Loads Level 1 wpX(lbs) I V;(lbs) Y V;(lbs) (lbs) I Fpx=((EV;)/(Zw1)) * wpx Roof 112300 I 8091 8091 I 112300 8091 =Frr Min Diaphragm Loads SDs= 0.669 Fpmin-00.2*Sps*wp*I*0.7 Level IFymi„ Roof 10518 Vrr= 10518 lbs Page 241 of 250 4Client: LRS Architects Project: Tigard Apartments Project#: 15-T084 Date: 10/7/2015 ,41 , By: YSP FROELICH ENGINEERS 6 SEISMIC LOAD Story Distribution: Areas: I Roof: 8091 lbs I Roof:1 5100 sq ft WIND LOAD Story Distribution: Level (Windward Leeward Redundancy Factor,p Front-Back Event Per ASCE7-05 12.3.4.2,p— 1.0 because of large amount of shearwalls Roof: 90 20 and because no wall takes more than 33%of the story shear. Tall Roof 140 40 Side-Side Event Event Roof: 90 20 Tall Roof 140 40 FRONT-BACK LOAD DISTRIBUTION SEISMIC - WIND Trib Area Load Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL I GRID (sq ft) (lbs) _ (ft) (lbs) (lbs) _ (YIN) (lbs) (lbs) Roof 1 100 159 23 3220 920 Y 4140 4140 W la 800 1269 20 1800 400 N 1800 1800 W 2 2225 3530 34 3060 680 Y 3740 3740 W 2a 1250 1983 28 2520 560 Y 3080 3080 W 3 650 1031 16 1440 320 Y 1760 1760 W SIDE-SIDE LOAD DISTRIBUTION SEISMIC WIND Trib Area Load Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL GRID (sq ft) - (lbs) (ft) (lbs) (lbs) (YIN) (lbs) (lbs) Roof A 840 1333 22 1980 440 Y ' 2420 2420 W Al 1600 2538 40 3600 800 N 3600 3600 W B 1720 2729 33 2970 660 Y 3630 3630 W Bl 1800 2856 20 1800 400 Y 2200 2856 S Client: LRS Architects ‘,11.4111111, Project: Tigard Apartments � Project#: 15-T084 Date: 10/8/2015 t' N3_ r� if Y B . YSP Length of mdiudual wall t'h ' 1t tal Toanatb,at call 41,14 Yridliue ya La=Length ot moment arm Cn wall if diffcrsnt than wall lrnatIi) FROELICH hrf. al all ttopht ill, o root ENGINEERSI hi Hdcht rhalt fic;-flra tihall.'rj(Irtoh4i-kla/L'-l).C=It1i4-h3-/1_ 2,-f'J%Ux/i"t1)--11:!th24,�- I,s t(eiehr 1 aatl tlr -Qct it 42_Height of null tlrl-ilr Shear Walls& Holdowns 5"rf 4 Horizontal torte ar andhoe tram root rd VJ=Horizontal torch at tirdltnr tram ae Ili Roof to 3 Floor L`3 Notinnxtat(Dice at eridlitrr non, al Roof dl 18 psf -' :ttort octal force atgridlatr horn"alit Ida-=flt,f lot NSC r) 1 hire),l'ltlr;1. L t-C.nit abr.'to wall I Wall dl: 10 psf NI,=Osrttorraag momrat,oboe upper ls'ali IS Floor dl: 26 psf staked aboa r foster stall r- Nlt >Overturning oratorio when upper wall is fCr: -- = 11R'trtb<Rttvf7 L 1iWorth•IT a•1,91 ri Euro x F/nrirDL)i not stacked or dacs not rots i/srih.Woerb.YHA.=Root:scall,and floor ¢ribs tarn area.used for oaloulaune dead load Cllr Aft if,- _!2r 7r--;.._.. ------- 1 s- ._..._.._.. M, -Rea,snug ntwrteut due to dead load La L 7u n Trusron if'calls tior cracked la-it s/at;It a stacked Wall L Lt La - ha, VR v Mu Ruh Wall, FSI, Mr Tu Comments Holdowns Shearwall Controlling Grid (ft) (ft) (ft) (ft) (lb) (vin pb"ft) (ft) (ft) (ft) (1b"ft) (lb) Nailing Event Front-Back Event s 1 3,33 6.66 2.83 9 4140 622 18630 6 10 0 769 6311 HDQ8 3/12 t W 3,33 6.66 2,83 9 4140 622 18630 6 10 769 6311 HDQ8 3/12 W 1.8 7 30 6.5 9 1800 60 3780 10 10 4573 -122 --- 6/12 W 2 11 25 10,5 9 3740 150 14810 10 10 11293 335 ... 6/12 W 2a 19 19 18.5 r 9 3080 162 27720 6 10 25029 145 -.- 6/12 W 3 30 30 29,5 9 1760 59 • 15840 6 10 62400 -1578 — 6/12 W Side-Side Event A 2.67 5;34- 2,67 9 2420 453 10890 6 10 0 494 3894 HTT4 4/12 W Al 18 18 18 ' 9 3600 200 32400 6 10 22464 552 -- 6/12 W 2) B 21 21 ^ 21 9 3630 173 32670 4 10 25284 352 --- 6/12 W (Q B1 7 12 7 9 2856 238 14992 15 10 6043 127$ a HTT4 6/12 W CD 5 12 5 9 2856 238 10708 15 10 3083 1525 HTT4 6/12 W N) N) 0 N 01 0 Page 243 of 250 4 Client: Project: Tigard Apartments Project#: 15-T084 Date: 10/12/2015 DCT FROELICH ENGINEERS b WIND FORCE CALCULATION-MWFRS ASCE 7-10 SECTION 6.5.14 METHOD 2-ANALYTICAL PROCEDURE Design Wind Loads on Solid Freestanding Walls and Solid Signs Basic Wind Speeds Input 3 Second Gust Vas= 120 mph Wind Directionality Factor Kd= 0.85 Table 26.6-1 (page 194) Wind Exposure Category= B Object Parameters Horizontal Dimension of Sign,B= 8 ft Vertical Dimension of Sign, s= 6.25 ft Height of Sign,h= 6.25 ft Approximate Fundamental Period Ta= 0.08 sec Eq. 12.8-7(page 129) Output-Fundamental Frequency f= 12.6 Hz> I Hz Therefore Rigid Topoeraphic Effects Input Hill Height H= 0 ft Figure 26.8-1 (page 196) Length of 1/2 hill height Lh= 1000 ft Figure 26.8-1 (page 196) Dist. From Crest to Bldg.x= 100 ft Figure 26.8-1 (page 196) Height Above Local Grade z= 15 ft Figure 26.8-1 (page 196) Horizontal Attenuation Factor m= 1.5 Figure 26.8-1 (page 196) Height Attenuation Factor g= 3 Figure 26.8-1 (page 196) Shape Factor K1/(HILh)= 1.3 Figure 26.8-1 (page 196) Output-Topographic Multipliers K1 = 0.00 K2= 0.93 K3= 0.96 Topographic Factor Kzt= 1.00 Page 244 of 250 Gust Effects Input Integral Length Scale Factor I= 320 ft Table 26.9-1 (page 199) Integral Length Scale nominal height of boundary zg= 1200 Table 26.9-1 (page 199) 3-s gust exponent a= 7.00 Table 26.9-1 (page 199) Turbulence Intensity Factor c= 0.30 Table 26.9-1 (page 199) Power Law Exponent e= 0.333 Table 26.9-1 (page 199) Minimum Height zm; = 30 ft Table 26.9-1 (page 199) Integral Length Scale of Turbulence LZ= 310 ft Gust Effect Factor G= 0.85 Pressure Coefficients Input Aspect Ratio, B/s= 1.3 Clearance Ratio, s/h= 1.0 Velocity Pressure Exposure Coefficients Kb (see below) Table 29.3-1 (page 251) Force Coefficients Cf (see below) Figure 29.4-1 (page 252) Height(ft) Kh q, (psf) Velocity 15 0.57 18.0 Pressure 20 0.62 19.6 Output qz 25 0.67 20.8 30 0.70 22.0 I h= 6.25 0.57 18.0 qh Force Coefficients,Cf Load Case Cr Case A 1.44 Case B 1.44 Design Wind Pressures-p(psf)at h p=ghGCf Load Case Pressure,p Case A 22.04 Case B 22.04 Note: Pressure shall not be less than 16 psf, per ASCE 7-10 27.1.5 (page 203) CLIENT: 4 / 6969 SW Hampton St Page 245 of 25TE Portland,Oregon 97223 503-624-7005 PROJECT: V&AR p A e tivr IvIeivers Ai 721 N1W Mt.Washington Dr.#205 NUMBER: V6 Tosq Bend,Oregon 97701 541-383-1828 FROELICH , c,--- :', DATE: 10/1 Zi ZOIS 12303 Airport Way,Suite 200 ENGINEERSA Broomfield,Colorado 80021 sv,f roeliCh engin.Qt:n,,..011t 720.560.2269 BY: 17tEL C.---C I-1 A NN e L CA P W I: 11 L26 PI.F LPI "•''''' Use 46 x115 (&/OcDO 2, 1f4 tmtosPAN) WI WL ''• CZ2 psf)(C„25-)0/z) )t'-- ust ./-/x4/ 0," z m . s-moN6 -wilt-L. s(3 stl 09 R.wikl-1- 12L- 6, N WI ‘, pi_ 17- > ---) -1, pi (F- RorA C, -c_I-IANNL-) --%. ----) uu/._ = 1651412. 1, ---,. Z Cc- Rd M L.0 00P isepon) --, wt..= 2-4301# /z - ILloi*- kt _1 Vbtks.E :.--( PLF)(‘.--25') 4- ‹z, .,s4A + 140±1 \J,)\ A ---,wsk-z_ K s 7 art 5 i:t >if • (-) 4 .1. Olc 1- ( \) R T-l) t4 I 1\./6 NtoftAe:Iv I- 1..• OM -7-- (6,25 -)(72.S ) -f• (2,6 .)( 1q014) f‘ (S3191-11(4.-2-- -) 15 1 0 -P-L --Pb 1... / 1..“ suostt2 i( <1 7 106.30 * 1 104 , . OK r 1 U C C '7/q>" iq tv c 0 o v- flo CT a 1 z--- ooc)-t& > (5/0 #- ..*, or ._:-.. _..... Lt) = 124 ,, J ele. -7. 6 's ca miA)• cLiz O6- 9i SI-ANC• -• /---Rom Gartom I, 4 1 12: H" vow r- oo-riN6- -1-1-11a-ive?S_S , Title Block Line 1 Project Title: a Pa 246 ff nn You can change this area Engineer: g �tol5' using the"Settings"menu item Project Descr: and then using the Printing& Title Block"selection. Title Block Line 6 Printed:13 OCT 2015.9:39AM Steel Beam Fife=pi20i5ltL K-D1EHTEC6-QtCJA4Yc-Flsign(ORTELX-Y.EC6 ENER C,INC.00in Build:6.15.3,9 Ve0.15.3.9.. Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: -None-- CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 W M:o421 'V 'V I, v/ 5 /: f .1.. ...... ! ...,rr r /..:�. ✓ f..-...' r....w,....t,.� !f.:,/ �. rJ *rf 450- rfif d:.r ; /7,i�f //,,f ` ti.r/ `„g, ijirF/ „% ✓rf >r '' �r !r>t: ! r,r rlfJ^* + ;.u ' � Pr., �" fj " tf .r� :''V � , . , % � � . , � fr , ;/17041707, rt�6/� 1f ! Ji r„�xy :7r ,: 01/#.1, � "lrZ r, f srrl r $1 0.4f0J Off Ir�k:;r�f,?P' i,� 1 ,����f: ., #. y >...�. 1 .,�o .,.;. .. w, . L .d14.:c : '.i:.- . :,,,, l . .6r:Sf„fn 4 , 'u.iF , Lhi'tA.,i� , � Ya •Span=6 0 ft CBx11 5 Applied Loads Service loads entered. Load Factors will be applied for calculations.. Beam self weight NOT internally calculated and added Uniform Load: W=0.0420 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.014: 1 Maximum Shear Stress Ratio= 0.004 : 1 Section used for this span C8x11.5 Section used for this span C8x11.5 Ma:Applied 0.202 k-ft Va:Applied 0.1008 k Mn/Omega :Allowable 13.929 k-ft Vn/Omega:Allowable 22.764 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 4.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio= 23,189 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.002 in Ratio= 38650 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# MV Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 8.00 ft 1 0.000 20.48 12.26 1.00 1.00 -0.00 38,02 22.76 +D+L+H Dsgn.L= 8.00 ft 1 0.000 20.48 12.26 1.00 1.00 -0.00 38.02 22.76 +D+Lr+H Dsgn.L= 8.00 ft 1 0.000 20.48 12,26 1.00 1.00 -0.00 38.02 22.76 +D+S+H Dsgn.L= 8.00 ft 1 0.000 20.48 12.26 1.00 1.00 -0.00 38.02 22.76 +D+0.750Lr+0.750L+H Dsgn.L= 8.00 ft 1 0.000 20.48 12.26 1.00 1.00 -0.00 38.02 22.76 +D+0.750L+0.750S+H Dsgn.L= 8.00 ft 1 0.000 20.48 12.26 1.00 1.00 -0.00 38.02 22.76 +D+0.60W+H Dsgn.L= 8.00 ft 1 0.014 0.004 0.20 0.20 23.26 13.93 1.14 1.00 0.10 38.02 22.76 +D+0.70E+H Dsgn.L= 8.00 ft 1 0.000 20.48 12.26 1.00 1.00 -0.00 38.02 22.76 +D+0.750 Lr+0.750L+0.450 W+H Dsgn.L= 8.00 ft 1 0.011 0.003 0.15 0.15 23.26 13.93 1.14 1.00 0.08 38.02 22.76 +D+0.750 L+0.750S+0.450 W+H Dsgn.L= 8.00 ft 1 0.011 0.003 0.15 0.15 23.26 13.93 1.14 1.00 0.08 38.02 22.76 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 8.00 ft 1 0.000 20.48 12.26 1.00 1.00 -0.00 38.02 22.76 +0.60D+0.60W+0.60H Dsgn.L= 8.00 ft 1 0.014 0.004 0.20 0.20 23.26 13,93 1.14 1.00 0.10 38.02 22.76 Title Block Line 1 Project Title: Page 247 of.zw You can change this area Engineer: t using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:13 OCT 2015,9 38A Steel Beam File=p:t2O1511L822K-DiENTEf8-OVC7A4YC ELXELX-Y,Ec6 • ENERCALC.INC.1983-2015,euild:61519,Ver.6.15.3.9 Lic.#: KW-06002304 Licensee: FROELICH CONSULTING ENGINEERS Description: —None-- Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Max Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +0.60D+0.70E+0.60H Dsgn.L= 8.00 ft 1 0.000 20.48 12.26 1.00 1.00 -0.00 38.02 22.76 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span W Only 1 0.0041 4.040 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum...... . ......_ 0.168 . ._..�. 0♦16 8 __ Overall MINimum 0.076 0.076 +D+H +D+-*l +D+Lr+H +D+S+H +0+O.750Lr+0.750L+1-1 +0+0.750L+0.750S+H +D+0.60W+H 0.101 0.101 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 0.076 0.076 +D+0.750L+0.750S+0.450W+H 0.076 0.076 +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H 0.101 0.101 +O.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only 0.168 0.168 E Only H Only Page 248 of 250 COMPANY PROJECT 4111 ill WoodWorks® 5OF7WARF FOR WOOD DESIGN Oct.12,2015 16:43 Beam1 Design Check Calculation Sheet WoodWorks Sizer 102 Loads: Load Type Distribution Pat- Location (ft) Magnitude Unit tern Start End Start End Goad!. Wind Pull UOL 69.9 'plf Self-weight Dead Gull UDL 2.9 plf Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): 6%1" 8' ,5" llnfactored: Dead 12 12 Nina 276 276 Factored: Total 1.73 173 Bearing: Capacity Ream 1094 1094 Supports 1211 1211 Mal/Des Seam 0.16 0.16 Support. 0.15 0,15 Load comb 62 02 Length 0.50• 8.53* Min req'd 0.50• 0.50' C; 1.,00 1.00 Cb min 1.00 1.00 Ch support lilt 1.11 Fop sup 625 625 'Minimise bearing:length salting used::1/C'for end supports • Lumber-soft,D.Fir-L,No.2,4x4(3-112"x3-1/2") Supports:All-Timber-soft Beam,D,Fir-L Not Total length:B'-1,0'; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2012: Criterion Analysis Value Designv Value Amelysia/Desl'gn. Shear fv = 20 Iv 299 fv/Fv' - 0.0'7 9endingl+I ft) = 599 Fb' = 2190 fb/Fb' -" 0.29 Live Defl'n 0.19 = L/497 0.27 - L/360 0.72 Total. Defl'n 0.21 " 1/119 0.40 . L/240 0.53 Additional Data: FACTORS: F/E(psi)C0 CM Ct CL CF Cfu Cr Cfr.t Ci Cn LCB FY' 180 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.60 1,011 1.00 1.000 1.500 1.00 1.00 1.00 1.00 - 2 Pcp' 625 - 1..00 1..00 - - - - 1.00 1,00 - F' 1.6 million 1,00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 62 = .604-.6W, V = 175, V denign = 164 lbs 9endingt+1: LC 62 = .020.616, M 357 lbs-ft Deflection: LC 62 = .60'.616 (live` LC 63 = 0+.5W (total) D=dead L=live 5=snow W=wind 1=impact Lr=roof live Lc=cencentiated E=earthquake All LC's are listed in the Analysis output. Load combination8: ASCE 7-10 / TBC 2012 CALCULATIONS: Deflection: El = 20e06 lb-in2 "Live" deflection Deflection from all non-dead loads (live, wind, snow„I Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection, Design Notes: 1 WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement, 2,Please verify that the default deflection limits are appropriate for your application. 3,Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4 4,1. Page 249 of 250 COMPANY PROJECT ill WoodWorks® SOFTWARE FOR WOOD DESIGN Oct. 13,2015 11:58 Stair Stringer 1 Design Check Calculation Sheet Wood Works Sizer 10.2 Loads: Load Type Distribution. Pat- Location (ft] Magnitude Unit tern Start End Start End Loath Dead Full Area 35.00 (2.00) * psf Load2 Live Full Area 100.00 (2.00)* psf Self-weight Dead Full UDL 15.2 pif *Tributary Width (ft) Maximum Reactions (lbs), Bearing Capacities (lbs)and Bearing Lengths (in) : 19.36 0' 15.25' tin factored: Dead 793 793 Live 1533 1533 Factored: Total 2326 2326 Bearing: F'theta 447 447 Capacity Beam 2326 2326 Supports 2329 2329 Anal/Des Beam 1.00 1.00 Support 1.00 1.00 Load comb #2 #2 Length 0.95 0.95 Min req'd 0.95 0.95 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/2"x12" 8 laminations,5-1/2"maximum width, Supports:All-Timber-soft Beam, D.Fir-L No.2 Total length: 19.35';Slope:34.7 deg; Service:wet; Lateral support:top=at supports, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2012 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 38 Fv' = 232 fv/Fv. = 0.17 Bending( -) fb = 803 Fb = 1868 fb/Fb' = 0.43 Live Defl'n 0.30 = L/733 0.62 = L/360 0.49 Total Defl'n 0.46 = L/483 0.93 = L/240 0.50 Page 250 of 250 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Stair Stringer 1 WoodWorks®Sizer 10.2 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.00 0.88 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 0.80 1.00 0.973 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 0.53 1.00 - - - - 1.00 - - - E' 1.8 million 0.83 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 0.83 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 1903, V design = 1687 lbs Bending(+) : LC #2 = D+L, M = 8828 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 1426e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification (NDS 2012),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3.Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4.GLULAM:bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). 7.SLOPED BEAMS: level bearing is required for all sloped beams.