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Specifications (2)..... I 111 STRUCTURAL CALCULATIONS FOR I • ln RIVER TERRACE EAS -( -- -'-' JAN 3 1 201/ 1 2 1 PLEXe, CITY OF (WEST HILLS DEVELOPMENT, UI D; ( DVIS1°N I I co IC"1 __- -,--'.! '".'.'•).14 , \,..,\ji.: \ '' '',. ''(...'"") .0' I cp t4j 51411.) cr I 1r 6,OREGON 22 IEXPIR E ,2.4.Arr 46. I IJANUARY 12, 2017 JOB NUMBER: 1 6-T 1 00 I ., I :1 fr.-- OFFICE COPY I / , 6,112 ci),/7- II FROELICH , ,_, ENGINEERSA I * * * LIMITATIONS * * * ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. DESIGN IS BASED UPON INFORMATION PROVIDED BY THE CLIENT, WHO IS SOLELY RESPONSIBLE FOR ACCURACY OF SAME NO RESPONSIBILITY AND I OR LIABILITY IS ASSUMED BY,OR IS TO BE ASSIGNED TO THE ENGINEER IFOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. A Main Office A Central Oregon 1 6969 SW Hampton St. Portland,Oregon 97223 Bend,Oregon 97701 503-624-7005 www froelich-engineers corn 745 NW Mt.Washington Dr.#205 541-383-1828 I . i I Page 1 of 136 I I I FROELICH --:. ENGINEERSA Scope of Work _.._ I Client: West Hills Development I Project: veTerrace East Project Number: Ri16-Tr100 Date: December 15, 2016 By: YSP Scope of Work: IFroelich Consulting Engineers, Inc. (FCE) has provided full structural lateral and gravity design of the project per the 2012 International Building Code (IBC). Froelich Consulting Engineers, Inc. has provided details only to the areas pertaining to our design. Froelich Consulting Engineers, Inc. did not design or review the details for the entire I project. Project Description: I This new three-story multi-family apartment building wood sheathed wood framed wall structure is constructed with gang-nailed wood roof trusses, wood framed floors, with slab on grade main floor. Conventional foundations (concrete continuous footings and stem walls and spread Ifootings) are used for building support. I I 1 I I IA Main Office FROELICH ENGINEERS A Central Oregon 6969 SW Hampton St. 745 NW Mt.Washington Dr.#205 Portland,Oregon 97223 Bend,Oregon 97701 503-624-7005 www..froelich-engineers_com 541-383-1828 I 1 IPage 2 of 136 I 4I Client. West Hills Development e. Project: River Terrace East Proj.5: 16-T100 Date: 12/1512016 .., By: YSP FROELICH E N 8 1 N CC R 8 1 Dead Load Calculations I Roof Dead Load Top Chord of Truss -Component Weights Actual(psfl Comments 'Framing 4 Roof Trusses I Roof sheathing 2 5/8"shth Roofing(Asphalt Shingles) 3 Misc. l_ Total= 10.0 ..psf Bottom Chord of Truss I Component Weights Mechanical Actual(pat) Comments 1:5 Ceiling 2,8 (1)5/8"gyp BattInsulation, 1.5 I Sprinklers 1 Misc, 12 Total= 8„0 a 4psf added for Seismic Base Shear Total Roof Dead Load= 18.0 psf Cale, IFloor Dead Load Component Weights Actual(pai _ Comments Framing 3 Joist Framing Sheathing 3 7/8"shth I Floor Coveting 11 1:25"Floor Topping(Gvperete 105 lbs/i13) Mechanical j Ceiling 5.6 (2)5/8" Flooring 1 I Sprinklers lutist, 1.4 r Total= 27.0 psf 8psf added for Seismic Base Shear Calc. Corridor Floor Dead Load I ComRonent Weights Actual(pal) Comments Framing 2 Joist Framing Sheathing 3 7/8"shth Floor Covering 13 1.5"Floor Topping(Concrete 150 lbs/ft3) I Mechanical I Ceiling 5.6 C2)5I8"gyp Flooring p Sprinklers Misc. 1.4 I Total= 27:0 psf; Exterior Wall Dead load Component Weights Actual(psi) Comments I Framing 1.5 Sheathing 1.5, 1/2"shth Interior Gyp Finish 2.8 5/8"syn Insulation 1.5 Siding 2.3 Fiber Cement Siding I ,Aliso. 0.4 Total= 10 psf Interior Wall/Partition Wall Dead Load Component Weights Actual(pslj Comments f I Framing 1,7' 2x6 16"o.c Interior C Finish, 5.6: 5/8"pup each side Insulation 0.5 Fiberglass Batt Insulation as occurs Misc. 0.2 Total= 8 �psf I Page 3 of 136 1 I Client: West Hills Development 4 Protect: River Terrace East Proj.#: 16-T100 Date: 4J&2014 By: YSP FROELICH ENOINEERSI. Flat Roof Snow Load Calculation: Based on the following Codes: 2010 OSSC ASCE 7-05 Snow Load Analysis for Oregon 3rd ed.December 2007 Maximum Elevation: 450 ft Ground Snow Load(P9)= 15 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(C,)= 1.0 per ASCE 7-05 Table 7-2 Thermal Factor(CJ= 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(Pr)= 10.5 psf Pf=0.7*C,*Cr*I*Pa Where po s 20 psf(pf Min)= 15 Where p9>20 psf(pf Min)= 10.5 Use(pf)= 15 psf Use(pf)= 25 psf per 2010 OSSC 1608.1 I I I I I I I I I I 1 Page 4 of 136 I Client: West Hills Development Project: River Terrace East Project#: 164100 Date: 12/15/2016 By: YSP FROELICH ENGINEERS, ISnow Drift Loads at Lower Roofs and Canopies Drift: Low Roof over Sprinkler Riser Room Ipr It Heiciht Density Leeward Length of Upper Roof, I,,: 46.0 ft Y 15.95 I Windward Length of Lower Roof, lu: 11.0 ft Ground Snow Load,p: 15.0 psf Density,Y: 15.95 pcf Leeward Drift Height, ha' 1.95 ft Controls I Windward Drift Height,ha: 0.48 ft Width of Drift Maximum Drift intensity Height of Projection, hr: 14.0 ft [Drift Intensity, pa: --------577;7-1 I Roof Snow Load, pf: 15.0 psf Depth of Roof Snow, hb: 0.94 ft Proj. above Roof Snow,tic: 13.06 ft I hJhb 13.89 >0.2, Drift Calc. Req. 4*hd: 7.8 ft 4"hd2/h, 1.2 ft IWidth of Drift,w: 7.8 ft Max width of Drift, 8*hc: 104 ft 31 psf 15 psf 1 8 f Sliding Snow Loading I ASCE 7-05 Section 7.9 Eave to Ridge of upper Roof,W: 22.0 ft 1 Sliding Snow Load, S: 8.8 psf Distributed over 15' But, if pf+S<25 psf, use 25 psf minimum S Equiv. = 25.0 psf I I .... • () ; . — iv r.,..,4!.....,.........)it.........11 1 Li _1 _ _.,--, It.,............! tit aiaMIMMIIIMINOMIIIIMIIIIIIIIIIIIIIIP M......11.1111111, ...... mal ir _ 111 CCONOMPIMIte,rn ,,,,„ _ 1 1 aiiiiiesi ie moil -, , . g4A . ii I , .......... .... :„.,,. .3 ...,.. ....,2 r 11,::',:::,::::::;:', ir E.7 *,,,,, : :....,...,.: ,... - ,0111111IMPA .. , ..„, __ . _. _ ,.. .. ... _._ .. ,... . . . ... , .. . . .... ._..... ,...,-,.•„,:., .. . . . ., .. .. .. , '' NI ,, , _..,., ,.._, i , , 1 ' 111:,,,,,:,...,,::::: -------j ....._ .., fra3 ...s' . . . . •••:, , ,m, r , , ........... i , I 1 NkAll i 1 lir I II 4 wAnk_, ,„,,ki,„.„„,i,...,,,,,,MfillfIIIIIIIIIMNIIIIIIIMIIIIIIIIIIIIIIINIIMIIIIIEIIIIIIV ---- , irillirAillillif.. , di 111111:„ ---1 —- . , , .... ., .. , ....... ..:,,„.,,, ,„ P t . ••, F.----- .,...._......,..,:........:.,:-Imis =- . ' 1 ' -- ::':::,-:::;::,.::All1111r11111 -11L,A :. , . . . , - - - -- i. .... .211::, :,.:...,, :::-..'.:;::.:'Q-..- 1._........_ I1 ...!......'-...:".' . . ,..,„.,... ...,..... F.:,.. •,. ...:•.. „ , A , .., . . . . ... .. , . .. . ........... , . I" a it , t-- -=........jili ,, , JIIM I Atitimennitanaminlemo. - --------,,, :i ' '._ __I 11, _F-11. -ii.,..._________.Laill -.----------. -iiiimisasm .J., ........ i . , 1 , 1 I , .(..;;) (,.,..;.. •,$) :„,i..„ ... _a ..., a, 0 „ . 2 ! Pi_ex - R or,F fie'otAk%Ai Gt, MO Mini OM MOM gin Mil MIK MIN NMI INI11 SIM MIll 111111111t MN MIMI 'Mil IIIII III I 46969❑ Mair.Ofnve CLIENT: Page 6 of 136 SW Hampton St. Portland,Oregon 97223 503-624-7005 PROJECT: Li Cyrrlrc Oreyvn 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97703 541-383-1828 I F R O E L I C H Office DATE; ENGINEERS 8 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 1 www.froelich.angineeri.com 720-560-2269 BY: eco c #tieA AA-I N f DES i Gt,t): I Roof DEAD COAO $s I PSF goo S.voc.J Co40rzs f SF II 1o! 2C MANuF use %dssi;�i4-i c Roo Gc. a DER iit-06S : ( Foy 'EAcTsoAf ©NLy) i Cn ', • �. - I PANT 23 -a T.Ls k7 )(,1$) sJ2.6 fa, 111 Ra a Di_ s ‘4250044 SL it 2o5o, RG,2., I ,,f ••• SFgN c Z3 —0 DL , (5 )(1g ) 5r 90 PLF L.. (,51 (,2_5, .c I Z5 PC.F ,: Rq; DLs 12„004 I 1 f' DLILz) ( 17 ) 36 Pt-� .w WZ t,,J2 s2_, q -a 5L.3 DL- (tt )(k7) szoopc.F L r(tt )L2-5 . r 27512LF Crizoikk 1,- Ion D 4Main Office CLIENT: Page 7 of 136 6969 SW Hampton St. P Portland,Oregon 97223 503-624-7005 PROJECT: 7 'illA r ,: Centro:Oregon 745 NW Mt.Washington Dr,#205 NUMBER: • Bend,Oregon 97703 541-383-1828 FROELICH nDenverOffice DATE: I E N G i N E E 5 d 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 BY: ,vwwEioelich eng#neer,.cum 720-560-2269 2Cx '` `� P@ 13'_0 a.d- I 5L s(Z)(25) z5° PLF 2.c -•o" Dt_r Zboo' SL s 2,00ill' W2 , r DLL- (to) �1 # `�0PCr PcFetoN. RCxZ) 5 .. o, (ZS) s Z5'° PC- DI-s. 130 0 I I RooF Hae 's , I RN1 - � I o SpgNr3 I: bLr (ll )( 18 ) sZoo f SL:(tIf)tZ5) r 2-75 Pl-F 7SPl-F I P1F .. Gc..e.o6 TeQss.) a 2--° 111 DL,r ( lo) (3') ( 1-g1,Z ) t1200 I SL t tlo`) (31� (25) s )5ao* R1-t2� . SP A NS �r oM WI 111 • DI-, (tti)CIS)x200Pc.F SLt (tt/) (�5) -r275 tr'c' I I I.. I Page 8 of 136 111 COMPANY PROJECT . i -11 I - WOOd \No r kk S Aug.31,201009:29 RHivnvb SOFTWARE FOR WOOD 0011GM , Design Check Calculation Sheet WoodWodts Sizer 10,42 Loads; Loud Distribution Fat--:. Location Ifti Magnitude nxt town... `bead ,tern. tar; :=~e,. Start Fn2 P ttai VDL Si-Stir 3.21215.0 '705,0 midLoad2 .Anew Partial VDI, 9.91 3.21 :75.0 275,0 plf 1.441d3 ':Dead Pont ;l46:. 1200 lbs Leed4 Snow Point 2.10% 1500 Sell=teeLAti#. Dead Foil..COIL 5111 IIMaximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in):` 3�... ._.._ .3:.1A", I I 4.(if ct:mod: _.. + t" Dead 715 Snow 920. :... facto red: ' 1110 Total 1635 1426 i :'Hearing; Cap ity 2544 3 m 163. support 1511 Anal/Des 2544 lean 1.10:. - 2017 Support. 0.50 Load :;.'c_ 0.. 1.,42 Length 0.T3 0,90 H 2y' ce9`d 0. _ A_ Cb 5.$k: 1.19 1.60 lb e - $,53 0'�r 025' k:i200 5 .1 _. _ .1::11 625 __.. Lumber-soft.OFir-L,No.2,4x8(3.1!2"x7-114") _.. ... Supports:All Timber soli Sean,D Fir{No,2 Total length:3'-1„9-,volume a 0:6 ask; Lateral support:top=at Supports,bottom=al supporta: Analysis vs.Allowable Stress and Deflection usI Fg NDS 2012 • ,C t -io Rraly n v rte 00014n Val ue ' e1 ,i4sn wx§:. $t3, a 5erding?'l 3i4Fol w 245 fh 931 , DeadDetl)n 0,01 <L:999 FSe5}}3 pea , _- '99, 3 Psi fbfeo' ` 0"t0... L Defl'n 0.01 =01;999 0,10 m- 1/360 0.11 Live sn Torsi Oaf)'n 0.07 - <11.989 0,15 6.:. 11240 in 0.15. I Additional Data: FACTORS; f p ..D CM Cl, CL CF Cfu Cr Cf Cn LCa F..4. F0). 1,15 1.00 1.00 _ -- 1,00 1.00 1,00 2 900 1.15 1.00 1.00 0.995 1.300 1.00 1,00 1.00 1.00 lop' 625 - 1.00 1.00 - .. II' 1,0 m.i_11.i.on 1.00 1.00 - F,in' 0.58 million 1.0D 1,00 ._ - 1,00 1,00 - 2 CRITICAL LOAD COMBINATIONS: - - ... 1.00 i,4C 2 Shear : l.,c 92 = MIs, V- 2521, V design= 2209 lbe sending;+i; LC 92 = D+6, II 2319 lbs-ft Deflection: LC 91 = 0+n (Live/ LC 42 = DIS (total) U'"dead L-livve 3-snow 0-wind 1'"inpact Ls-roof live La=concentratee a=eartaquake All LC'e are listed in the Analysis output. Load combinations; ASCE 7-10 ' TBC 20:.2 111 CALCULATIONS, ; Deflection/ Cl v 179 06 lb-i, L deflection 7 ft. ti £ x non-dead load li wind, w,",:7 Total U E ct s 0(De d Load Deflection) = Liar load Deflection. n� Lateral arability (+1 to 3'-0,94 Le= 6)-4.13. kH- 6,11 Design Notes: 1 I,WoadWorks analysis and design are in accordance 0511 the ICC international Building Code(IBC 2012),the National Design Specification(NOS 2012),and NDS Design Supplement, 2,Please verify mat the default deflection limits are appropriate for your application, 3.Sawn lumber bending members shall be laterally supported 0100rating to the provisions of NOS Clause 4,4,1... 1 I I Page 9 of 136 111 ._ 1111 1111.. 1111 1111 1111 COMPANY _PROJECT__. _.. 1111..... WoOd O rS.wf' Aug.3'1.2016 00:29 RI42.wwb SOFTWARE FOR WOOD DESIGN 1111 1111 1111 1111. Design Check Calculation Sheet SII*1BAZ Loads: Load Type Distribution t t .oc:a + [ft) Magnitude 'Unit tern r Start. End `Karl: _Rod Load_ Dead Deli.MIL Ree.e PLT Fell Uum., - 275.0 plf Load? snow UDI, 8.0 pLC 1111. _ 1111. ..elf-weight Dead Fill L , 1111.. Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) 1111. 6,-1.3` 1111 I a .r 1111 1111... - 1111.. 1111. 1111 _. ..._ 1111. .525 4 iC trr D e2ed: Dead 125 Scow 940 ago 1111 1111.. 1111.. Factred: 11_11,. _. 1111 Total 1470 -. 1111... 1111 1111 Dearing: . _1111. 1111. lq't Capacity 677 B, 1470 Support 1527 00 Anal/Des 0 9C - aL Beam 1.00 p2 Support 0.50 6.67 Load co42' 41.57 Length 01:47 100 Cb reg d 4.00 104 , Cb 00 1.01 inill ..b support T.11 1111. 1111.. FCP sup 625 - 4i21" Lumber-soft,D.F)r-L,No.2,4x8 43-112"x7-1!4") MI Supports:l length: :6-13Timber-soft oBeam us N0,2 1111. 1111 1111 Total bngih:6'-1,3•;volume 1,1 mit: Lateral support:lop=M supports,bottom=at supports; 1111. Analysis vs.Allowable Stress and Deflection using NDP 2012: c..usheyse r A5d2310)*V.Owe frr>ai9r'A 0tnr Read. .tonedp eta20/ poi ata7.35 00012. .v - 1333 psi Ft.1fn'' 0.65 B dlrrgi 1 'b Ot' s7;•:. Dead D E P - 0.04 L/499 0.2° Live 0ef1 r, 0.05 L/995 0.20 - L/360 in :Orel 0081'4, 0.10= 11.721 0..30. 7.1240. 30 1111. 0.33 1111. Additional Data: FACTORS: kf0tY'i 11 CMIt CL CE (.fCr 1. 1.00 11rt Ci en Iii 0 2 Is + 9 9' :00 1.l 1,00 0 l 00111 + 0C 1.15 SDC a 00 G.99 91 1.300 1.00 1.00x00 i .0 1..00 2 f,. 1011 ,},0D L 00 1.00 Fop' 6' 1.6 mill], 1 ,�,.00 1.00 w. 1.00 1.00 2 Em100 100 2 in' 0.58 million 3..00 4.00 . . CRITICAL LOAD COMBINATIONS: Shear LC 42 -- D+9, V= 1457, 4 design'- 1152 160 a ding+) I( 52 " 1710, M e 220lbs-ft Deflection: LC 5 090 fl... i IC 42 r DSC {tot li D=dead i-live a.2 new n.wand I .impa.. 1,2 roa f live Lo.,0000entrated E=earthq oke Ail. L.C.'s are lasted.in the Analysis Output Load combinations: ASCE 7-10 1 IBC 2012 CALCULATIONS: Deflection: El= e;lecf ib-int 1111 .Live.deflection_Deflection from all 111,1 loads fi'v< una*G,.)vied, Total Deflection- 2.50iDead Load Deflection)) + L Load Deflection. Iairral stability it): Lu F'-!.5°• IC 11 -e. 9' RB- 9.11 1111. 1111.. Design Notes: t Woodworks analysis and design are in accordance with the ICC international Building Code CIBC 2012),the National Design Speclflcalion(NDS 2012),and NDS Design Supplement. 2 Please verify Mal the default deflection limits are appropriate for your application. 3 Sawn lumber bending members shalt be laterally supported according to the provisions of NOS Clause 4,4.11 . I I 1 I I Page 10 of 136 6969 SW Hampton St. V411.1111, Portland,Oregon 97223 I „I 'NI 503-624-7005 C9ritrniCregoN 745 NW Mr,Washington Dr.#205 NUMBER Bend.Oregon 97703 541-383-1828 PROJECT: : I FROELICH ri Denver Office DATE: 12303 Airport Way,Suite 200 ENGINEERS; Broomfield,Colorado 80021 wy„1,,,,Armliclieuglixer„Jum 720-560-2269 BY: I W t AJDoc-.1 A-ICv 7--oiC I00T- 0c Pe..4 4.) ,DaL. roP, ,-, 1 (-, trwsF / c45:- c c,,,,LA.;r) ‘,.o 1 AE) x I ,... - ._ it-77 III „ , 111 1 I co II i f I i 2.41.0 tt 4/-z 1 !, 1 I i ILt, 14) T(45-* AJ I I , I 1 I I 1 I II1 Page 11 of 136 1 I Client: - Project: Project#. Date: By. I FROELICH ENGINEERS I WIND FORCE CALCULATION-C&C Walls 1 ASCE 7 l0 SECTION 30.6,30.7('Third Printing) Design Wind Loads on Components and Cladding-Walls Basic Wind Speeds Input 3 Second Gust Vas= 120 mph Exposure Category= B Wind Directionality Factor Kd= 0.85 Table 26.6-1 (page 194) Mean Height of Roof,h= 40 ft I Topoaraphlic Effects Input Hill Height H= 0 ft Table 26.8-1 (page 196) I Length of 1/2 hill height Lb= 1000 ft Table 26.8-1 (page 196) Dist.From Crest to Bldg.x= 100 ft Table 26.8-1 (page 196) Height Above Local Grade z= 15 ft Table 26.8-1 (page 196) Horizontal Attenuation Factor m = 1.5 Table 26.8-1 (page 196) Il Height Attenuation Factor g= 3 Table 26.8-1 (page 196) Shape Factor Kl/(H/Lh)= 1.3 Table 26.8-1 (page 196) Output-Topographic Multipliers Ki = 0.00 K2= 0.93 K3= 0.96 1 Topographic Factor Kc= 1.00 Terrain Exposure Constants 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) I I I I I IPage 12 of 136 I Pressure Coefficients Input IVelocity Pressure Exposure Coefficients Kb (see below) Table 30.3-1a (p ge 259) I Height(ft) Kb qn (psf) Velocity 15 0.70 22.0 Pressure 20 0.70 22.0 Output q2 I25 0.70 22.0 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 I 80 0.93 29.1 90 0.96 30.0 I00 0.99 3 I.0 120 1.04 32.6 h = 40 0.76 23.8 9n External Pressure Coefficients(OCA)'- Use Figure 3044 for h<60 f 30.6-1 for h>60 ft I GCp;=+/- 0.18 Table 26.11-1 (page 201) Pressure Coefficients on Exterior Surfaces of Walls IZone GCS Zone 4(4-) 0.90 Figure 30.4-1 for h<=60(page 277) Zone 5 (+) 0.90 Figure 30.6-1 for h>60(page 290) I Zone 4(-) -0.90 Zone 5 (-) -1.80 I Calculate Wind Pressure.,p,per Equation 30.4-1 or 30.6-1.using Ott Exterior Face of Surface Zone .y Zone 4 (+) 25.74 with Positive Internal Pressure I Zone 5 (4-) 25.74 with Positive Internal Pressure Zone 4 0 -25.74 with Negative Internal Pressure ' Zone5 (-) -47.19 with Negative Internal Pressure I I 1 I I Page 13 of 136 1 LL COMPANY PROJECT WoodWorks® Ln rrWM1RE ton WOOD or'sicn Oec 13.2016 09:39 Beaml Design Check Calculation Sheet Wood Warks Sizer 10.42 Loads: 67 t.$.'"A. E:6-., i tt: ,,t,464't; '� MI '72211 6"..7:3._.. 77.0 AIr Maximum Reactions(Ibs),Bearing Capacities(Ibs)and Bearing Lengths(In): e tI .. ,.. i V r;14"',:;r,::,,,. s. '7'7'7'7 Rte, .. 4' 'iy'1,.. a /{'::, . r 1.1-74 , GU > c F )1 1 Y. 6'.4.,-; r. `::C: .)` ,e�t '7'7'7'7. '7'7'7'7 ... -- '7'7'7'7 "til SiMUt#'t.. ,tholerveh Lt1ALt' 1j$"c eral _. 3,,, ..,. ,::., '7 '7'7'7. '7'7'7'7. '7'7'7'7... ._ '7'7 '7'7_. Lumber-soft,D.Ftr-L,No.2,4x8(3-112"x7.114") ' Supports'All-Timber-soft Beam,D.Fir L No.2 Total length:9'-1.0',volume=1,5 cut; Lateral support top=at supports,bottom=at supports;Oblique angle.90.,0 deg; - - 'Analys)s vs.Allowable Stress and Deflection using NDS 2012: c t. :.: , MIZtiya.i0 ta1.un Or42.4t4 s ./.2r/4.1.0 ttq.lzAae•I a it•ea4n beer 4..t n t3 y-7 - 2' 4 's #''Y =e r , . 0 y 73e:2"t, ,.- t , 77.1;1 L ;: i t C AL xk.tat Itarl`' I.112 ,.rr- ,h' "� Additional Data: . k 4r fit p t / Y. a0'1 1.,.,, 1 . .:;,3 i = 2 t 1 2...t, 125 - S 1,' ,:.11..,),„ r .- g _ . F..: :ei .r t . -, - 1.. 1,t'. - 2 P rii;n R'J C aIEttti, :C2t.,S- o‘rr..7-7,1".,, 7 , ,. :".: -• n Stat ". a,':: ^t ,,,,, 3.' ^.7i,...Y.. 1 1*. YE { - - Design Notes: 1 WoodWorks arralysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NOS 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 I I I co ID IV"Wiry art:10'7d T — xv-iciriz 021 ,._ .... 0 Nr (I) co r 1 I r L.'..,,,::,...V."•.77':7/4'1/1 ' - ,,,,_ ,.__. Atitl: c,„,04.- .., otamoncl. , 1 I - IMIIIIIIMIIBMII 1 ,1,11111.11.111111.111 ill 1 - 4 TI ' i ri iftillINI , 1 il ...111 i f MOM .•,,r, = =in. OWNIN . . 1 ' . a 0 — ;. 1 •1 - 1 1 -- n . ., milli mom iimmai , , 1 . I . '. ,.... IMIII111111111110111161111115"1 ,. I .,. -1 I 1 • , i 1 111.111 —•- - ----- - — - mow , •=1: ] 2. 1 li 41t i --L'ilt3 i H !.- v..4 ...... ._7 II, • 1 , . . . i i , , _in ii 4.- . _ iv .._.r... _..[ miu .j.„,......_ j. L IIMI1 .-!.!)--- i .• .... I t p. vci ii —7---- ,,,---,,, , I , . t I i 1 921. 19- NIB 1111 INS MIN SIB MIMI IIIIII till Eli III 111111 Inn BIB NIB NMI II, ell 1111111 all 4 E Man Office CLIENT: 'rGE ; I 6969 SW Hampton St. Portland,Oregon 97223 Page 15 of 136 503-624-7005 PROJECT: ,, 0 Cent ai Oregon li 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97703 541-383-1828 F R O E L I C H E Dene Office DATE: 12303 Airport Way,Suite 200 ENGINEERS 1 Broomfield,Colorado 80021 wws..£roe:.ec'h-erg,neer;xune 720-560-2269 BY: a ice,42,0e 0640 40A(: x 2 f' 0e b ue Ga<c o s go P l~ Ca ,e Lille' Os.1 1 Ft-4,01e, o S 1 AQs 1z'a ` P SPAN s /51— _ '.- SPAAJ r IS --r SP r 5'm'."4. ( or ) I s6. -0 (2) I �� 6 _ S e I ss hR- td.'sr Fro,,,,,. , I I I i IPage 16 of 136 " "gad. MEMBER REPORT 3rd Floor,Span 12=0" PASSED �€ 1 piece(s) 11 7/8"T]I® 110 © 24" OC Overall Length: 12'7" 1 r, 1 _ ,yg 1 2i All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual.Location ) Allasted Result LDF toad:Combination(Pattern) i System:Floor Member Reaction(lbs) 829 @ 2 1/2" 1041(2.25") Passed(80%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear lbs . ( ) 804 @ 3 172" 1560 Passed(52%} 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential )Moment(Ft-lbs) 2479 @ 6'3 1/2" 3160 Passed(78%), 1.00 1.0 D+1.0 L(All Spans) < Building Code:IBC 2012 Uve Load Defl.(in) 0.133 @ 6'3 1/2" 0.304 Passed(L/999+) 1.0 D+1.0 L(All Spans) Design Methodology:ASD I Total Load Defl.(in) 0.223 @ 6'3 112" 0.608 Passed(L/654) -- 1.0 D+1.0 L(All Spans) lTJ-Pro'"Rating 58 r 45 Passed • Deflection criteria:U.([/480)and TL([/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 3'1 1/2"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. A st ucbJral analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 7/B",1"Panel(32"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro'.Rating include:1/2"Gypsum ceiling. 1 "-Bearing Length toads to Supports(16s) i iSu , Total tbodlable Required Dead Total Accessories 1-Stud wall-SPF 3.50" 2.25" 1.75' 340 503 843 1 1/4"Rim Board 9 2-Stud wall-SPF 3.50" 2.2S" 1.7S 340 503 843 1 1/4"Rim Board I •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Floor Live E Loads ' Location(Side) Spedag (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 12'7 24" 27.0 40.0 dentia)-Living Areas t ;.W�r�ust Notes , :rico a_ - y I !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 I circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to II assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable (fog esb y standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested i In accordance with applicable ASPM standards. For current code evaluation reports refer to http://www.woodbywy.mm/servicesis_CodeReporis.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I I 1 Forte Software Operator Job Notes 5/24/2016 9:00:10 AM Irasnarsarraf our Forte v5,1,Design Engine:V6.5.1.1 Froelich Engineers (5031924-6311 Joists.4te ' ysarraf@froelich-engineers,corn Page 1 of 1 Page 17 of 136 I MEMBER REPORT 3rd Floor, Span 15'-0" PASSED T 1 piece(s) 117/8" TM® 210 @ 24" OC Overall Length: 15'7" ' ". . ... — I I 1= IAll locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. y Design Results Actual CD Location , Allowed 'Result IDE Load:Combination(Pattern) p System:Floor ' f Type Reaction(lbs) 1030 @ 2 1/2" 1134(2.25') Passed(91%) 1.00 1.0 D+1.0 L(All Spans) € Member :Joist s Shear(lbs) 1005 @ 3 1/2" 1655 Passed(61%).. 1.00 1.0 D+1.0 L(AIS Spans) Building Use:Residential Moment(Ft-lbs) 3853 @ 7 9 1/2" s 3795 Passed(102%) 1.00 1.0 D+1.0 L(All Spans) , Budding Code:IBC 2012 I Live Load Defl.(in) 0.265 @ 7'9 1/2" 0.379 Passed(L/686) 1.0 D+1.0 L(All Spans) i_ Design Methodology:ASD Total Load Defl.(in) 0.444 @ 7 9 1/2" 0.758 Passed(L/410) •- 1.0 D+1.0 L(All Spans) i I r T1-Pror"Rating 50 45 Passed -^ ..« I •Deflection criteria:ti(t/4B0)and TL(1/240). •Bracing(Lu):All compression edges(lop and bottom)must be braced at 3'3"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 7/e",1"Panel(32"Span Rating)that is glued and nailed down. •Additional considerations for the TI-Pro'"Rating include:1/2 Gypsum ceiling. Bearing Length toads to Supports(lbs) ^a SupportsTotal Available , r Re quired Dead Total 1 1-Stud wall-SPF 3.50' 2.25" 1.85" 421 623 1044 1 1/4"Rim Board 12-Stud wall-SPF 3.50" 2.25" 1.85" .421., 623 ..1044 '1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead floor Lire Loads Location(Side) Spacing (0.90) ' (1.00) ' Comments Rosi livingving 1-Uniform(PSF) 0 to 15 7" 24" 27.0 40.0 IWeyerhaeuSer;Notes ,,,s1x,ri.x, r;t:, .r .,r ,-..r•;c Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 11 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 aid ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/senrices/s_CodeReports.aspx. ;The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I . 1 I I , Forte Software Operator Job Notes 8/24/2016 9:00:19 AM Forte v5,1,Design Engine:V6 5.1,1 FasharcnEng eour Froelich gineersrs /OIStS.4fe ;503)524-6311 ysarraf@froelicn engineers corn Page 1 of 1 I Page 18 of 136 II .,... E MEMBER REPORT 3rd Floor,Span 18'-6" PASSED 1 piece(s) 11 7/8"TM®360 @ 19.2"OC Overall Length; 19' 1" i. I 18 6" 1c All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Acral i Location Allowed Result WF Lead:Contbinatioe (Pattwn) I System:Floor I ,Member Reaction(lbs) 1012 @ 2 1/2"Shear lbs120217(025.25") Passed(84%) 1.00 1.0 D+1.0 L(All Spans) Meng Type:joist (lbs) 992 @ 3 1/2" Passed(58%) 1.00 1.0 D+1.0 L(All Spans) � Building Use:Residential Moment(Ft lbs) 4669 @ 9'6 1/2" 6180 Passed(76%) 1.00 1.0 D+1.0 L(All Spans) ' Building Code:IBC 2012 Uve Load Deft"(in) 0.382@i 9'6 1/2" t 0.467 Passed(L/586) — ,1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(In) 0.640 @ 9'6 1/2" 0.933 Passed(L/350) 1.0 D+1.0 L(All Spans) I TJ-ProTM Ratio. Passed -- •Deflection criteria:LL(4480)and TL(4240). l 48 45 •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'9 1/2"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. i •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 7/8",1"Panel(32"Span Rating)that is glued and nailed down. •Additional considerations for the Ti-Pro'"Rating include:1/2"Gypsum ceiling. 1Bearing .p�length Leads to SObs) —u SI1PPOrtS Total Avallable Required` Dead Floc' Total inseatiorles Live , „1-Stud wall-5PF 3.50" 2.25" 1.75" 412 611 1023 1 1/4"Rim Board I 2-Stud wall-SPF 3.50" 2.25" 1.75" 412 611 1023 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. iDead Floor fire ;Loads Locedon(Sade) Spacing (0.90) (1.00); Comments 1-Uniform(PSF) 0 to 19'1" 19.2" 27.0 40.0 Residential-Living Areas l Weyerhaeuser Notes I 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 I 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 I I I Forte Software Operator Job Notes 8/24/2016 9:00:25 AM I Yashar Sarraf Pour Forte v5.1,Design Engine:V6,5.1,1 Froelich Engineers (503)924-6311 J01S1'S.4fl; ysanafgifroelich-engineers corn Page 1 of 1 Page 19 of 136 II MEMBER REPORT 3rd Floor, Span 5=0"(Corridor Joists) PASSED ii 4.211 1 ppiece(s) 2 x 6 Douglas Fir-Larch No. 2 @ 16" OC Overall Length:5'7" ..---- -- . 0 i 5 1 4 C C I 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 .' it Rem , IMP Load:Combination(Patten) I„ System:Floor l Member Type:Joist Member Reaction(lbs) 455 @ 2 1/2" 1434(2.25') Passed(32%) — 1.0 D+1.0 L(All Spans) Shear(lbs) 346 @ 9" 990 Passed(35%) 1.00 1.0 D+1.0 L(All Spans) j Building Use:Residential a. Building Code:IBC 2012 i Moment(Ft-lbs) 565 @ 2'9 1/2" 848 Passed(67%) 1.00 1.0. D+1 0 L(All Spans) Live Load Defl.(in) 0.064 @ 2'9 1/2" 0.129 _ Passed(L/965) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD I Total Load Dell.(in) 0.082 @ 2'9 1/2" 0.258 Passed(1/760) — 1.0 D+1.0 L(All Spans) I TJ ProT"Rating N/A N/A •Deflection criteria:IL(L/460)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at S'4 1/2"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A 1S%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. Bearing Length Loads to supports(lbs) ',Supports Total ,l Available Required Dead ' tare Total Accessories' 1-Stud wall-SPE 3.S0" 2.25" 1.50" 101 372 473 1 1/4"Rlm Board ` 101 372 473 1 1/4"Rim Board _. t` 2-Stud wall-SPF 3.50" ......2.25" LS0" - _ •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. roc Deed Floor Lrve f Loads Location(side) sparing , (0.90) _i (1.00) comments 1-Uniform(PSF) 0 to S.7` Sb" 27.0 100.0 Residential-Living d Ares i Weyerhaeuser Notes ::T. „G,t. . - -- ;r -,VF 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 forcuty standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1367 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.con/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I I I 8124(2016 9:00:31 AM Forte Software Operator Job Notes Forte v5.1,Design Engine:0:31 1 Yasnar Barret PourJOIStS.4fe Froelich Engineers 1503)924-6311 Page 1 of 1 ysarrafl troelich-engirreers.con Page 20 of 136 I F 0 R I E ` MEMBER REPORT 3rd Floor,Span 6'-0"(Deck Joists) PASSED 1 piece(s) 2 x 6 Hem-Fir No. 2 © 16" OC Overall Length:6'7" r . , s All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual Cl Location Allowed Result LDF Load:Combination(Pattens) ' ( System:Floor Member Reaction(lbs) 285 @ 2 1/2" 1367(2.25") Passed(21%) 1.0 D+1.0 L(All Spans) Member Type Shear lbs Use Joist (lbs) 227 @ 9" 825 Passed(28%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential ;;Moment(Ft lbs) 425 @ 3'3 1/2" $01 Passed(53%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2012 Live Load Deft.(in) 0.064@ 3'3 1/2" 0.154 'Passed(L/999+) -- '_1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Deft.(in) E 0(102840@). .18 @ 3'3 1/2" 0.308 Passed(L/688) 1.0 D+1.0 L(Ali Spans) f3-Pro'";Ragng N/A N/A w•Deflection criteria:LL(L/480)and TL(U240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 6'4 1/2"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. I •A 15%increase in the moment capacity has been added to account for repetitive member usage: •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. I I. Bearing Length ' -LaadstoSupports(lbs) .Supports Total Amitotic Required Dead '1 Flaer ' Total 3.50" 2.25" 1.SO" 119 176 295 1 1/ Litre '1-Stud wall-SPF "Rim Board ' .. 2-Stud wall-SPF 3.50" [ 2.25" = 1 50" 119 176 295 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. --- 1' Dead Floor Live Loads Location(side) spacings (R 90) (LOD) _ Comments 1 Uniform(PSF) 0 to 6'7" 16" 27.0 40,0 Residential-Using Areas_ Weyerhaeuser Notes I Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 5 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.Product manufactured at Weyerhaeuser facilities are third-party certified to sustainable Iforestry stindards.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 htup://www.woodbywy.com/services/s_CodeReporis.aspx. ,The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I I 1 Forte Software operator Job Notes 8/24/2016 9:00:37 AM rasharSerra=Pour Forte v5.1,Design Engine.V6.5.1,1 11 Froerrch Engineers g (503)924.6311 ysarraf@froe ich-engineers.corn Joists.4te Page 1 oft Page 21 of 136 1 [J Main Office CLIENT: AGE I 6969 SW Hampton St. Portland,Oregon 97223 503-624-7005 PROJECT: 111 ,, jJ Central Oregon r 745 NW Mt.Washington Dr#205 NUMBER: Bend,Oregon 97703 (� 541-383-1828 FROELICH folDenver OfficeDATE: 12303 Airport Way,Suite 200 ENGINEERS 1 Broomfield,Colorado 80021 ,,,,,,�.r...rd d,e3},t k„els,o n 720-560-2269 BY: A ..sAc. FLoa�e. $EAMS: spe31, : „ ,.. SPAN r 9 -`o talc 05/)(Z-7) c iAVO PLF LLr (15') (`'to ) s 6 ° (l PLF 1 3F82/: SPA N r e _OM DL4 i(z.7 ) s qio Pi- 1.1..., 1')('-!o ) _ 3-20 Pie 01 3FB3,: SPAN r1 2-.° , LLL '$ (4 0) s7-4.2.: 32,-c '° t:, I 3F8 41: SPAS s 5.- 0 I DL (3)LZl ) s *gi PLF LLs (3') (1co) s 3c4) PLF I 3FB5/: f111 SPAN: 13-0 DLs (3')(_27-)t .,fitPLF L1-1 (3 ) (HQ) s' 12-4 'L I I Page 22 of 136 COMPANY PROJECT • %%'oodVVo r Aug.31,201309:42. 3FB1 wwb i SOFTWARE FOR WOOF)PFS+CN Design Check Calculation Sheet WoodWorks Seer 10,42 I Loads: Load Type Distribution Pat Location `f- Magnitude Unit Sean Start End Start. End VOLf1a:0...... plf. 6oa.$1 -Dead -- run "" foad2 Live Full MOL 600.0 pif e1f-weight Deaad Pull VOL 9.6 glf111 .. Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) _ 9'-4:2- __. t 1 i ,,::,.: ,o, J., . ...• Dead 1.960 Live 290; 1960 #actoreo: 2905 Total 4765: Bearing: Capacity 4765 Ream 065: Support 5073 d765 A lines �c,t,1 Beam 2.00 Support 0.94 1,00'. Load cora) 42 :.39 Length 2.09 42 2.09 i . CS rev'd 2.09 2,00 .00 b 1-00 Cl,min 1-00 2.00 00 Cb support 11: dug, a tis 625 ' Giulam-tlnbal.,West Species,24F-1.8E WS,3.1/2'x11-718" i laminations,3-1/2'maximum wldlh, Supports:All-Timber-soft Beam,D,Fir L No:2 Total length:9,42";volume= 27 c u,fl.; Lateral support:top=fun,bottom=at supports; ArtMyslit vs.Allowable Stress and Deflection 40W.NDS 2012 i -• ttnatax:leax Araip5.a Valee Desi Valug Veit AnalyaiOtbea$gfi- - Ob iv 32 F = 2t(S pal E FfvT '0.ed' 0 A gtag fb l 5 h ' '.2d 0 pal fb,ib' - , ', T d D:fl n 0.00 I/4;'l+ Y.'e Der].'n O..i <1/999 s-31 L300 0.36 Total Defl'n 0.22- L1493 0.45- .,1240 in 0,49 Additional Data: FACTORS: £/E(psilCD '14 Ct CL CV C£u Cr Cfrr Notes Cr'Csr 110 EV' 265 1.00 1.00 6,00 :..90 100 1.00 Fe's. 2400 1..00 1_00 1.10 7,000 1.000 1.02 1.09 1,01 1.11 2 FeO' 650 2.00 1..00 e E' 1-8 million 1-00 1.00 - .. _. 1'00 _ 2 Pmfny' 0.55 million 1.00 1,00 - 1„00 - - 2 CRITICAL LOAD COIINATIONS: I sneer IC 42 _ +L v V- 4677, design 3579 The a dl gfi) LC 42 L M 107270lbs ft. Deft. t:. 7( 2 )+i (l.'.a LC a L (Loral) D=dred 1,1ive 9 snow 5e ,-d 1-i lx-roof live Lc-concentrated%rartnquake All Le's are listed fn the.Analysis output Land combinations: 0,021 7-10 I IOC 2013 CALCULATIONS: Deflection:t r. i af4 06 16 deflection- Oaf 1 ect1 on treys al I goo-dead loads 1 se, wind u...) Total Deflection ss 1,50(Dead Load Deflection) i Live Load Defle on. • • Design Notes: 1 WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NOS 2012),and NOS Design Supplement 2 Please verify that the default deflection limits are appropriate for your application,. 3 Glulam design values are for materials conforming In ANSI 117-2010 and manufactured to accordance with ANSI A190.1-2007 4,GLULAM:bad=actual breadth x actual depth,_ 5..Glutam Beams shall be laterally supported according to the provisions of NOS Clause 3,3.3: 8,GLULAM:bearing length based on smaller of Fep(lension),Fcp(comp'n), I I I I Page 23 of 136 I ... .„ . . .. COMPANY PROJECT 000 1.el ll If i I I . 00a WO r ks® : . Aug.:31,2016 0042 3FB2verib SOFTWARE 6012 woof)nesaw I - --- Design Check Calculation Sheet WoodWorks Sizer 1042 Loads: 80,00 Type hinfrilnTon Vat- Location [ft] Magnitude Unit tern .2L081 500 STOTE .0.410., :4401- Dead 11:15 2111, 490.0 pll 86ad2 Live full UDL 720.0 plf Seit-0<10:- rwaci 18011 001 5.5 01f Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) T.. 11 I tip !)7.4- II Unfactosedt: Dead " 156? 1568 Live : 2161 2261 Factored, Total 3920 3829 Searing: . Capacity Beam - 3029 Suppott. 4076 4075 Anal/Des Ream : 1,00.. 1.00 3appo0t : 0.94- 0.94 Load comb 112. 42 Length • LOS 1.60 Min rated 1.412 1.69: Eh 1,00 , 1.00: cl,,,,in 1,40 1.00 Cl,oupport 0,14. 1,11 FCli SOP 1428 „ 625 Glulam-Unbal.,West Species,24F-1.8E WS,3-1/2"x11-7/13" 6 laminations,3-112"maximum wIdlh, Supports:All-Timber-soft Beam,a Fir-L 1402 Total length:0-14";volume= 1:13 Cu IL Laleral support:top=lull,bottom=al support% Analysis vs.Allowable Stress and Deflection using NOS 2012: • Cliterion -Analysis Vaiue 74M1.7 VFO,,IS, limit Ashtlyttiefhaestdls Shear 1.11,. 00 F0':= 1165 paa Tv/Vv.. 0,33 Re0dingt91 0h. 010 20'' . 2+00 pot fhtfo' :4 0.35 Dead Defl'n 0.02. 41/999 Live Defl'n . 0.03.<8,4990 0.20- 81360 . in 0.13 70,10. .001l.,0 ' 0-05.03,1999 0,11 . 012.40. 1.0. 0411 . . .. . , . -Additional Data: 0.061000, PIE(po3)C0 CM Ct Cl CV Cfu Cr Ctft Motes 011000 10.4 110] 265 1.60 0,00 1,00 . --.. ... 1.00 1,00 0.00 2 86'+ 2400 1.00 1.00 0,00 1,000 1.000 1-00 1.00 1.00 1.00 - 2 Oct' 600 - 1.00 LW . V 1.0 million /.10 1,00 - - - - 1.110 - ,,- i Emlny' 0,05 million 1,00 4.-00 . CRITICAL LOAD COMBINATIONS: Sheaf : LC 42 - D+L, V',' 3744, V design- 2452 lbo Sending:1+1, SC 42 =thib, A. 5746 lho-ft. DeftwoLion: LC 112 -Imi, (lave] 1.6 i2 .,: 0+1. (total/ D=dead 00.1100 thtsnow W.mind heimpact Lr.roof live Lowooncentrated E=earthquake All LC's are listed in the Analysts output. Load combinations: ASCE 7-16 / 10C 2012 CALCULATIONS: Deflection: El 4 879006 Lb-in2 %Ave'deflection ,.Deflectien from all non-dead loads (live, wind, snow.) Total Deflection. Ii50(Dead Load Deflectionl .Live Load Deflection, . Design Notes: 1.WondlNorks analysis and design are M accordance with the ICC Inlemalional Building Code(IBC 2012),the National Design Specificalion(NM 2012),and NDS Design Supplemed, 2,Please verify lhat the detaull deflection limas are appropriate for your application, 3 Glulam design values are for materials conforming In ANSI 117-2010 and manufadured In accordance with ANSI A1901-20117 4,,GLULAM:bxd=actual breadth x actual depth, 1 Glularn Beams shall be hatemay supported according In the provisions of NDS Clause 13,3,. 6,GLOLAMiteteriri0166616 bi666 on smaller of Fcp(lension),Fci:Kcomplity. I I I IPage 24 of 136 COMPANY PROJECT 14 1 I I Woo /r dW ■ iJ Aug.31,211888:41 3983;wwb 1111 .SOFTWARE FOR WOOD DEMERS Design Check Calculation Sheet WoodWorks Sizer 18,42 Loads: lLoodType PD s-t 3tCur...i. r _..Loa tion lfe7 Magnitude UtrIL taro Start Sod Start End ..20.6 peit'.:' Load2 iso Full UM 320.0 pSi' s if'celur 7 p=md Nu 1 Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): 1 y _. 12".5' 0nf...cored: Led 1440 i3405 L L 1 i _ F d: Total 3es .4;9 8oa i1.iy. 365 Capacity Ream 3365 Support 3502 3382 Ial'f es .3502 Sean '.94. 5 coo .BS 3..pD Loadcomb t_ .12.52 Length 7.46 34014. Men oel'd 5.40 - 1.4b CO .:1.00 F..ia CO van 1.00 III/ rt support. 1,17 _._ i_rTt! TuP y-r 52`6 I.0) Glulam-Unbal.,West Species,24F-1.8E WS,3-1/2"x11-718" '' 8 tarninalions,3-112'maximum width, Supports:All-Timber-soft Beam,D F r-L No,2 Total length:12-3,0'.volume= 3 cuodf Lateral support:lop=full,bottom=el supports; Analysis 1/s.Allowable Stress and Deflection using NDS 2012 ".rrteruoo ,,,.Artalvais Value Otslien Jatue Unit local e t 11ann.ion "She -.v RT. ...fie$ _ 267 psi ' $vfkv x.'0.50 sending(.i lb w 1473 .ra 2400 psi. lbrib'7. 0,61 Lad 0-fl'n 0.13 <1./949 Live r.fl'n 0.18 v 1/8.2 0.40 360 to 0.-04 Total 0001'o 0.37 - LI 96 0.51 7'240 ;.n 1 0 ', Additional Data: - FACTORS: F/E(psi)CD CM Ce CL C'/ C`.0 Cr Cfrt Notes Cn"Cvr LCK Eu' 255 1.00 1,00 1.00 - III - 1.80 : 00 5,00 2 FS't 2400 1,00 7,00 7.00 1.030 1.000 .00 1 00 ,00 1.00 2 E' 650 $0o 1 00 „00 E' 1.0 nillvon A.LO 1.00 .00 2 Eniny' 0.85 nil/lion 1.00 1.00 CRITICAL LOAD COMBINATIONS: Shear : LC 02 - :'i+1., V-- 3331, V design.. 2054 lbs Sending i4-): LC 142 .- 005,, M- 10397 Lao-ri Deflection: L. 02 Li ( r .. < can =c A e2 L (total/ 0 I"i' S K _.d I 'mp. t Lr-roof live L centratr-d£ arthquakc All L' a are lieted in the Analysis output Load combinations:Ltions. AS t 7-10 / 11C 2012 CALCULATIONS: Deflection: El 879e06 lb...xn2 "Live" deft ntran a Deflection from 1 non-dead loads :live, wind, ow.,..) ITotal Deflection s I.,50(Dead Loaf 7 C f-o Live Load Deflmotion. Design Notes: 1 WoodWorks analysis and demon are in accordance with the ICC International Bulldog Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement,: 2`Please verily that the default deflection Omits am appropriate for your application. 3..CIOIem design values are for materials conforming la ANSI 1 t7-2010 and manufactured in accordance with ANSI A190,1.2007 4,GLULAM:bed"actual breadth x actual depth:. 1 5.Glulam Beams shall be laterally supported according to the previsions of NOS Clause 3.3,3.. S.GLULAM.bearing length based on smaller of Fcp(tensian),Fcp(comp'n), ' Page 25 of 136 I COMPANY PROJECT I tI\ .r k s® Aug.31,2016 09:40 3FB4 emt .SOFTWARE FOR WOOD 000I601 Design Check Calculation Sheet WoodWorks Sizer 10,42 Loads: I Load1�ypa Distribution Eat- Location lit; Magnitude Unit ter P8dol 6830i'. ata.rt 001 ':.'Loaei o,na . :Fu L_ 000. .01.0 pit Load2 Live Full au 120.0 'plf Self-we.iaht Dead Full UK, 2,6 11Af. Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) 1I I V i orad: iC 230 e Dead 930 Live 305 305 Factored: : .. _ ..... _ _. _.. 535 Total 535 Beating: _.... __ Capacity 211 Beam1 1137 : 1137 Support 1211 Anal/Les 0.47 Beam 0.47. 0.47 Support 0.44 44, Load cdmb 02. G.502 Length .50". 0.50•. 4b .. eq'a L 00 1.00 Ch 1.00 p 1.00 Cb 1.11 sa : 1.11 Cb port 1035 'alamflll fl tlearkg bnglllSeth uSea;l3X'for end lealie(ra Glulam-Unbal.,West Species,24F-1.8E WS, -112"x11-718 6 faminalions,3.112'maximum vridlh, Supports:All-Timber soft Beam.DFir-L Not Total length:5'-1 0';volume• 1 5 cu fl; :. Lateral support top=MI,bottom=al supports; _..; Analysis vs.Allowable Stress and Deflection wane NDB 2012: Crxelzterr Antaysfirs 14$61e dea#'.a L08aa Putt ,Nxallate/194.1gd Smear = 11 rv265 psi 4ct1'O' - 0,04 Bed:nql+1 Be- 91 PO' = 2400 psi fb/Et+' a 0,04 Dead letl'n 0.00=<1/999 Defl'n 0.00 0Li999 0.1'• - L1360 0.01 i ave to 3 Total,Defl'n 4,00`<1.1999 3.25 a L1240 :.:.414 0.02 Additional Data: FACTORS: r'E p TCD CM Ct CL C! Clu Cr Clot Notes Ln Cvr LCR P1,' 205 1.00 1.00 1,00 -. « 1,00 1.00 100 2 00'. 2400 1.00 1.00 1400 1.000 1.000 1,00 1.00 100 1.00 - 2 4*4,' 650 1.1), 1.00 E' 1.6 million 1..00 1.90 - Eminy' 0.05 million 1.00 1,30 CRITICAL LOAD COMBINATIONS: Shear 1 LC 42 - 0+1,. V- 531, V design= 31.0 lbe Bendxngi( LC 02 a 081, 74- 669 lbs-ft Deflectxo Lc 42 = 041. 111.00) LC 02 D+L (100013 Defeats L-.1.300 l- w M=wind 1=itspact rtoo = f live Lc-concentrated E'eattnquake All L(:'e are hated to the Analysis Oil r' Load combinations: F 71 f SBC 2012 CA 0ON DL00ile-t 00:_o I 6 oo from 2 'lave"deft s. - DeI F t..a� all non-dead loads ;[ive, wand, snow„,) Total Deflection- 1,10{Dead Load Deflection, + ..ive Load Defleetxon. Design Notes: 1,WoodWorks analysts end design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplemonl 2,.Please verify Thal 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:bed o actual breadth x actual depth. 5 Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3,3.3::: 5.GLULAM:beating length based on smaller of Fcp(lenslon),Fcp(comp'n),:. I I I Page 26 of 136 COMPANY PROJECT I Wood Wood Wo rks® I SDfrwAAaF-OSWOOD OfSi N Sep,9,2016 11:00 3FB5,web Design Check Calculation Sheet Woodworks sizer 10.:42 I Loads: Load lope ,Dlstribution Pat : Location 1_tMagnitude'' ^Unit tern Start End Start End ioadi .'Dead 'Full UDL 81.0 plf Io:d2 Live Full DUL 120..0!. p1t _f-wei;thl Dead Full UDL 9.9 nit III Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) .. _.._ 13-1,6" III `` t ,t1" I Un cored: Dead 59+ ve 788 583 Factored: 788 Total 1381 Bearing; .: 1381 Bean 1381 Support 1911 1311 Anal/Dos 15+11 Beam : 1.00 Support 0.72 1.00 Load comb #2 0.72 length 2 SMinreq d .79 0.7#9 b : 03' 0.79 Cb min 1.tl0. 1.00 Cb support 1.11 - 1.00 Fen pup ::.:.625 1.11 625 I Lumber-soft,D.Fir-L,No.2,4x12(3.112"x11-114") Supports:All-Timber-soft Beam,D,Fir-L No.2 Total length:13'-1 6';volume=3.6 colt„ Lateral support:top=full,bottom=at supports, I Analysis vs.Allowable Stress and Deflection using NDS 20121 Ori t2173 on An7 yais Value WDesign Value Univ Analysis/005ign Shear 1.1 - '11 Fv, 144 - pa:. _. iiv/14v1 -. 0.91....... Bending(4) fh .. 730 Flo' ::. 792 palfb/Fb' 02.92111 . Dead Dc, 1 n 0.09 <1/999 . Live Defl2n Deft0,12 <1/9994 t LJ G:, in 0.29 Total Delia 0-77 1) 90. 0.95 L/240 1 1n 0,41 Additional Data: =ACTORS: F/tlpsi Ct CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Ey' 980 1.00 100 100 - �-s ,0S 0.90 .00 2_ III Fo'a. 1110 1.00 1.05 1,00 1,000 .l .0, 1.00 ]..00 qty 0.00 2 Fop' 625 100 $ 10 ,99 I.00 6' 1.E vr.i. cr 100 1.001...00 0.95 -2 Oslo 0.58 million I_,10 1.00 _,400 0.95 2 CRITICAL LOAD COMBINATIONS: Shear : LC 92 D+L, V= 1374, V design .- I.170 lbs I Bendz g;+ LC 02 D L, 01 4499 lbs ft Deflection: LC 8' D L (live) LC #2 DL (total) D dead _= is 5-snow Wwind I.-impact Lf=roof live Lc-concentrated i_earthquake All 1.C's are listed in the Analysis output Load combinations: ASCE 7-10 / IB!C 2012 CAL(LLAT€ONS I Deflection: Ei654e06 id int leve deflection Deflection from all non-dead loads ).live. wind, snow,,) Taal. Deflection - 1.50(Dead Load Deflertioni Live load Deflection. Design Notes: Il 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 verity 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, III III 111 Page 27 of 136 r r Moir Office CLIENT: z 1111 6969 SW Hampton St. l Portland,Oregon 97223 503-624-7005 PROJECT:.44 _ Centro i Oregon 745 NW Mt.Washington Dr.*205 NUMBER: Bend,Oregon 97703 541-3831828 F R O E L I C H J Denver Offfce DATE: ENGINEER 5 1 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 BY: w.ianetich enginieer,.c.cm 720-560-2269 Ft c' HO R —SPAA/z —0Lsr ( 15 ) ,l ) r 4405 (IS' (c40) s 600 P4'4 1 1 1 t r I 1 Page 28 of 136 i COMPANY PROJECT ak %%'OOI\i\/c'+�)r�1KC® _.. �+✓./ ■\a/ Aug.31,2018 08:433FH1.w4vb I SOFTWARE FOR WOOD DESIGN _... Design Check Calculation Sheet Woodworks Sizer 18.42 Loads: Load Tope L tribut_c Pat- loe r:ir. [ft] Magnitude ad2 •_�tezr, ta.t Bad Start Sod L Ord.$. Lead F 11 3BL 405,6 pit Lo tl2 Live r 11 0]] 600.0 plf !,f-woigbt Bead Tell 0.p;.: a.o_ txt, • Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(In): 1 1 _. 01Tr..u1 -L barrz. a641 rBepaci.t.y i Beam 0.apuor17 96 Aral Lees i 157.1 1577 Beam I.00 740 011990rz. 0.90 7..00 0 Luad cork 92 0,9cork Length 0,72 Min ee'd 4.72. 12 Cb 1.00. 0,/2 0-..b i. 1.00 0.72 Cb support 1.11 1 00 "r^.: O, 6259 Lao Lumber-soft,D.Fir-L,No.2,4x8(3-1/2"x7.1!4'') _.. Supports At-Timbebsof Beam,D,Fir1 No.2 " Tole]length:3,1A*;volume=0.5 cult,; Lateral support:tops at supports,bottoms at supports; Analysis vs.Allowable Stress and Deflection ming NDS 2012; Gettezlan ADgigggie Value Dnwsopn Value Uoa.L 803.1 kg,Beei$p '6hear fir 54" Fe = lee psi P•.rl:v` - -0.90 h Bina t+] fir a6! h' 0195 Ps' fb/80. = 0.40 Dead o]+]DeflC 00 <46 99 LiveLail 0.01 /999 0.10= L/360 inTOt40.07 1 ,-.Y.2 e 0.01 0./299 0 t.,:.^. 4,/740 in Additional Data: FACTORS: L'/E(psi)C0 CM Ct Cl. '.S Cfo Cr Cfrt Ci Cr: LCF. 1Y' 1.00 /400 1.00 - _ -. 0.90 0.00 50160 2 £v'+ 900 ;00 1,00 1.00 0.996 1.300 5,00 I.00 1.00 1.00 2 Fap' 61 09 1.80 1. 0 Y.00 9' 1.6 r.i1.l.'Evn 1.:70 1.00 w1,0'5 1.0;7 2 E.min' 0.50 million 1.00 1.00 ». 1.00 1,00 2 CRIT€CAL.LOAD COMBINATIONS 5 LC 62 8+1:, V - 1547, V deaigi- 906 Ina 8 nd ngi+; LC 02 _ B+L, M= 1153 lbs ft Deflection: LC a1 = 7t] lit • D-dead L_i 0-snow D=wind l iapacn Ir-roof live Lc-eonrent.rated 2-earthquake All LC's are li te:d i..he Analysis output Inst ccnbinatouns: ASCE 7-10 / IBC 30.17 CALCULATIONS: Deflection: 63= 1704.06 Ib-int .Livesdeflection Deflection aae allnon-dead v 3 9 e raw.ti Total Deflection= 1.50t0e d ,ead Deflection) +Live Load Deflection.L ical stability (+) Lu- 3'-0. 5 e ,63S6n Design Notes: 1.Woodworks analysis and design are in accordance with the ICC International BuldIng Code(IBC 2012),the National Design Specification(NOS 2012),and NOS Design Supplement, 2,Please verify that the default deflection Omits are appropriate for your application, 3,Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4,4.1, I I . it 7- ---j---a'wm'T' 1 1 1 1 _i•,,,fftwr......n...4 .4'4.w,^1,...,L,-;:,....r:4 '. '' 4"• s•—•-7,".8•,• -mrs I . Elm,=-_,:m—,-,t- . 7....7,.....;... 1.::,,,f4t4olipp!ti,,,,„,.,,,_,.„,:.j, • , illl • I 1.11111.11111 — — , .. : If— .._ „....... , 1 •0111011111. ' . s 1 , 1 1 I ' + : IF , . 1 .._. _ ..E.____ . ... ,,...: _ ___. ...... . _ ....,... ........„ is ...._ _ . , ,....._ , .....4.1.4,.P.„: , --- . I kh, itillilit +1 44 LI li 1 . ' • iillillaWl, 11111111111111N11111111111 Mralli awl at -I :a .1:41 ' imilimmoom ix law lisumilis INF 4 .. ... .........._ _...... ---- -4-i-----1limilimmiummiammos.:Eimiesolium i 1 , , . . .... , . . . . . .„...._ I L.. ,m4, . , 1 1:1 , : - 1 1 womminm,. wiliginilli.:. i ;, , 1,7: .4 ;: trr...;...... 1 ' --- in ..._....,, 1 -- ' ' ii i,-,..4.1i4,-;,....,,,, ,•;.,-,. $ • t l i 8 (i6.:). o (LI CD ry co o c-; 2 1 PLEA - 2 "-Le:cue 1.-eiltAA.LA)GI,. Mill EMI all 11111 Mill 111111 11.11 11111/ IMO IN. Mill all 111111 INN 1,11 NMI MI =I 11111111 ❑ Main Oce 6969 SW Hampton St. CLIENT: Page 30 of 136 41 Portland,Oregon 97223 �=,GE J I ,17.. ., „„ 503-624-7005 PROJECT: : 1.1 Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER: :,oy ,. Bend,Oregon 97703 541-383-1828 I F R O E L I C H ❑Derrve-Office DATE: E N G I N E E R S S 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 www roehch-engineer,.corn 7245642269 BY: I i----74_0— — ....______ _ . I I 'See Rte rtoo ,e t �4ktAl iGLA,I 1 I I 1 1 g 1 I: I 1 1 I I i ! 8 Q.,3) (,,0 (•,. E.-.), IAN\\ } 1 c•-`.-- I 1 F8,as 1 f.5161 'L.. 9..91.;1:94.F.,110/C.:94.W.9" .. . .r ... IA,71 i -=-- --"-''1' r I ' / 1.- n .,,,,,..,..,,__ • . —,,,—,... . _,_.............,....._ .,........,_,._\31 11'1011.10ENNON 0. Er, 1,11 „ ...,tV:5.44i?:.,, ...__FAMillatim_.. -.. - i ..- =11 ,;,,,,,, , ..........,„ _ JJ— - K117,gtPl. 1 it i 111 ---------1 i`rallilli4111111 'ill_. i11- mumm ,..-...•__,----.__ 4_,,,_______,, , .1T11111111.111. Mal= 11111111111111111116 ..,...... -iii., F 1 taw 8V-v SI i anitillINS 1..... 4- 0 1........”.i -""' .•-4 Vi, -1 • 9 9 . ; litt'1 tliff IF ii3,‘ 1 IF:87 11 orosawskormour ' i I tr.a 4 • , I ': ..,..., , .........,,......_,...._...,.......... ..........,..*....... ....41,.,..::., 1 11411 $ 1 / V f'143 IF t"l'2- es' , ,--— 1 _ A 1 I .1111 h ' 1 , , iiiI , , .., , -,, - ' ' 'il ' 11 ' 1 I Itt ;1 1 t fr".nr. i . t /I"'1'. I 1 AlbOt i 1 9 , / I I Abb V. VV 1 , fr- o mtv -E,3" =...... 1 1 ......______ ..._ ,....0 4....-...-'-.....=" .'...." , I' I •.------------,,„, .. r-.,....1 ......i ,,,,-....-7.-:=-.7 i.,--,— -- ,. _........0 ...........„ ._.*,.., . ,_.............-- D 1 0 1.--r-. ig. . .,-- .. 0 , .4.1 ------T---'- -',`-- -*' 0 0 f- -...---......-4 f ,--------- ,,__,.............. ....- ;cell i 1, 1 I Y ,•e) 8 -0 t) fp (.0 0 (.., 0 0, 21 PLEA laoleme,,,,J7- MN 11111 INIII 10111 NM 61111 111111 MI 111111 111111 111111 111111 1111 O111111 111111 11111 11111 IIIIII1 /I 1 ❑ Moan Office CLIENT: Page 32 of 136 6969 SW Hampton St. CAVE j I Portiond,Oregon 97223 503-624-70054.1 PROJECT: 4 ❑Centrol Oregon 745 NW Mt.Woshington Dr.#205 NUMBER: Bend,Oregon 97703 541-383-1828 I �� LI Office DATE: ENClNEERSi 12303 Airport Way,Suite 200 Broomfield,Colorodo 80021 I720.560-2269 BY: 1*811- FLooi F,eAM.tn 1'c, 1 FLooie- DEACoA(J s 2-7 t' I FL- c o e L,V6 CCA D s c{o f:'' P. 1114A C2. DEAD COAD r l2 PSF I D E c.k DE-AI> 1,04b,r 12. p S F 1 I1 1ST FCocR Sot%Ts:' 1I w QLS Z' PsF w, LL= Lio PsF " 6~ 1 1 1 I I I I 1 Page 33 of 136 I ?'-'1 FORTE ' otili " 1 piMEeces) 11BER 7/" TM®560 0 2RT 3rd Floor,Span?OC' 1 Overall Length: 21' 1" I I 20'6" 11 0 All locations are measured from the outside face of left support(or left cantilever end).Ali dimensions are horizontal. I Actual Ci Location Allowed Result • LDF Load:Combination(Pattern) System:Floor(SA Results Member Type:Joist Member Reaction(lbs) 1119 @ 2 1/2" 1396(2.25") Passed(80%) 1.00 1.0 D+1.0 L(All Spans) emUse:Residential Shear(lbs) 1099 @ 3 1/2" 2050 Passed(54%) 1.00 ,1.0 D+1.0 L(All Spans) BuildingBuidng Code: I Moment(Ft-lbs) 5723 ll 10'6 1/2" 9500 Passed(60%) 1.00 1.0 D+1.0 L(All Spans) Design de:IBCy 20122D live Load Defl.(in) 0.399©10'6 1/2" 0.517 Passed(1/622) -- 1.0 D+1.0 L(All Spans) Total Load Defl.(in) 0.668@ 10'6 1/2" 1.033 Passed(L/371) -- 1.0 D+1.0 L(All Spans) TJ-Pro'"Rating _ 48 45 Passed ^- ,' —, I •Deflection criteria:LL(L/4B0)and TL(1/240), •Bracing(Lu):MI compression edges(top and bottom)must be braced at 6'5 3/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. I•A structural analysis of the deck has not been performed. •Deflection analysis Is based on composite action with a single layer of 7/B",1"Panel(32"Span Rating)that is glued and nailed down. •Additional considerations for the TI-Pro'"'Rating Include:1/2"Gypsum ceiling. Bearing Length Loads to Supports(lbs) Supports Total Available Required Deb a` Total Accessories I 1-Stud wall-SPF 3.50" 2.25" 1.75" 455 675 1130 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.75" 455 675 1130 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above It,bypassing the member being designed. I Deed Floor Live Lards Location(Side) sparing (0.90) (1.00)' Commons s Residential-Living I 1-Uniform(PSF) 0 to 2t'1" 19.2" 27.0 40.0 l Areas Weyerhaeuser Notes ( )',USTAINABLE 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 disdaims 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-1367 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www•woodbyNycom/services/s_CodeReports.asftt. I The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I I 1/24/2017 10:28:36 PM i Forte Software Operator Job Notes Forte v5,1,Design Engine:V6.5.1.1 Yashar aarraf Pour _ Joists.4te Froelich Eng:reers , (503)924-6311 Page 1 of 1 ysarraf@fr oelicn-eng ineers...corn I Page 34 of 136 1 '"" " " E" MEMBER REPORT 1st Floor, 1FJ1ce0 PASSED ■ 1 pies)11 7/8"TM®560 16"OC Overall Length: 15'3" I I i 14'6" 4. 13 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) x System:Floor Member Reaction(lbs) 1367©15'1/2" 1396(2.25") Passed(98%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist I Shear(lbs) 1350 @ 14'11 1/2" 2050 Passed(66%) ' 1.00 1.0 D+1.0'L(All Spans) Building Use:Residential Moment(Ft-lbs) 6572 @ 9' 9500 Passed(69%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2012 Live Load Defl.(In) 0.180 @ 7'10 1/2" 0.367 Passed(L/980) -- 1,0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Dell.(in) 0.394 @ 7'11" 0.733 Passed(L/446) '+ -" ',1.0 D+1.0 L(All Spans) I T3-ProT"Rating45 Passed n� e .� r..•��__ •Deflection criteria:U.(1/480)and TL(1/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 6'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. I •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 7/8",1"Panel(32"Span Rating)that is glued and nailed down. •Additional considerations for the 13-Pro."Rating include:1/2"Gypsum ceiling. Bearing Length Loads to Supports(lbs) x I or Supports Teta( Available Required Dead 1'j Total Accessories 1-Stud wall-OF 5.50" 4.25' 1.75" 594 5B7 11B] 1 1/4"Rim Board ~2-Stud wall-OF 3.50" 2.25' 2.14" 723 653 1376 1 1/4"Rim Board •Rim Board Is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Floor Live, Loads Location(Side) ' Sparing (0.90) , (1.00) Comments 1-Uniform(PSF) 0 to 15'3" 2-Point(PLF) 9' 16" 27.0 4D1 0 Residential-living Areas 16" 576.0 320.0 Weyerhaeuser Notes h I t SUSTAINABLE FORESTRY INEIIA-IVE Weyerhaeuser warrants that the sizing of Rs products will be in accordance with Weyerhaeuser product design criteria and published design values. ll Weyerhaeuser expresdy disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for irniallation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software Is not inbz ded 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 l 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.con/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I 1 111 Forte Software Operator Job Notes 1/24/2017 10:27:56 PM Yashar Sarraf Pour Forte v5.1,Design Engine:V6.5.1.1 FroelichEngineers JO/StS,4te (roe)ch2 g11 ysa rraf@froel ich.engineers.com Page 1 of 1 Page 35 of 136 I 4 El Main OfficeCLIENT: of 13 • 6969 SW Hampton St. Portland,Oregon 97223 111 503-624-7005 PROJECT: Am' El t;enrrai Oreacn 745 NW Mt.Washington Dr.#205 NUMBER: ,� " Bend,Oregon 97703 541-383-1828 FROELICHEl Denver Ortice DATE: 12303 Airport Way,SU e 200 E N G I N EE R R s a Broomfield,Colorado 80021 ,,,ww.froelich-engineers.corn 720-560-2269 BY: I '''r P-Onle. 86A AA,S: -------li ' `` r DLs( )UT) =72 PLF i 1 I I J, PAN r -6y QLsc 4/)(ii)1 1x_01(,4 )(t-z-)t12ot(ti)02}.,I.IZa tCu) 11Z) x 5$o PLF I SLs 0-6 c-z5) x 100 ratr - I 1 1 - - CM_tr2-o . (z 2.4..t 0Itr 10 lz.T ) t 4(, RC,T C7Y": I F 1' r use 151 / k. 2 I IPage 36 of 136 4 -,..-_, 7„0,,Office CLIENT. 6964 SW Hampton St. PAGE ; I Portland,Oregon 47223 503-624-7005 PROJECT: yentra Orecon 745 NW Mt.Washington Dr.#205 NUMBER: A8end,Oregon 97703 541-383-1828 I F R O E L I C H ❑Denver Office DATE: ENGINEER 8 6 12303 Airport Way,Suite 200 I Broomfield,Colorado 80021 w,•,171l c ti engineers om 720560.2264 BY':- � ,, Ii ''.4-6PA^)5. 2-_" w L...0, a) (e?)-r tcyo -t (. g 5(2.7) (3) 2-00 E Lt._0. ( f )«O)(.�-') % I 2. C Pc-F €' s S s O PL.1= e�'^ c'f- B.Lt iL.x2- I1--c__- 5 k 65 0 S 1 F B 6. I 'F" a"it 0 L -I')(t ) .c t( #,)(2-7)? lac. 7.4)t ilo .L . (too) i-(1 d� z) t_ a oz • r, I .', -2. it- F i Sao Dt3 I _..s 2-0 I- I ,,,, .4. DLS (2)(IT)- 1241` (6.5(?-7)-020-,p- CZ-7) I2,° (6'41(2-7 ) S 19 0 PLS Page 37 of 136 I 4 tvlc3in()lice CLIENT: ri7L= 6969 SW Hampton St, Portland,Oregon 97223 ' 503-624-7005 PROJECT: `' :, L] Centtni Oregor' 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97703 541-383-1828 FROELICH ,ren - O#ceDATE: E N G l N E E R 5 1 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 ,,i,w.fr<elich-a}igiuteer4.cBY' xem 720-560-2269 I I SPAN {Z- —° (A DLe (1- )(ty ) x ►z6 PAF II SLr U )(zst?S)r 350 !'G'` I I I I DL.: L-1,7_to ,PLF /—s (. pLF $L• 5QpLF I 'o t„n..'- 60 CA-A (_..- 3 r * 9 (Fro St our c, i4m I 000 ova (1' L46coo a. ) co I a f: r .» -- tiN " LA AT 1-6 � IF310) I D1_. i Lt., if ►s* I- S Lt. 0 I 1 , _ __ 1 Page 38 of 136 111 "" COMPANY PROJECT : A" . I ci 'q.,/r\\a./� Aug.31,201811At 1FB1vb I SOFTWANF FOR WOOD°MSMC' Design Check Calculation Sheet WondWorke saerilt: 2 I - Loads: Load Type D 4'it io Fat- Lo tion ft; Magnitude Unit Sean Star_ end 21661 t t. leed"1 Deed Pall CDL •12.0 plc Lo d2 Snowk ii VDL 20010 lilt Del-f..44.1-111.4:-:' Dead Fla/00(1 I Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) .t 8u1' 1 I Dead 242. Scow 608: 242 Factored: 606 Total 451. H561ee log. __. 697 -.- i- 6 044' Support 1211 1094 Anal/Des ..9_11.. eek 0,79 Support 0,7 0.76 1, 70 Load_ 0 42 Length 0.504 M1 0.604 O.SO* CO 00 0.40 Cb 00 1. 00 Cb support 7..1.7. 1.01 of O25 11 WieWtnmt:, eglenditteedieg Wit.tre for end suippods- {'25. • I Lumber-soft,D.Fir-L,No.2,4x10(3-1122x9-114") Supports:All•Timber-soft Beam.D.Fir-L 440.2 '.. Total length:P-1,0';volume 6 1 4 noft.; Lidera)support lop=full,bottom at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012: d nrlun , +a%y5.1 'aloe Don 00 t 0, value, 0 r1 A Lnadosis Design h r iv a 20 vI w 251 p_i k.vFFv' 0(.04 ae,.,d.ng(+} iT a, 307 P1 .�1212 psi thin; 0.71 Deed e,:: 'n 0.01.'s:.eI./999 Live Dell0.02 <1/999 0.20= 1.960 In 0,04 Tot-.. 6651'n n F 0'+ 1,/99.'9 0,30= 0.240 in 0,09 I Additional Data 00000011, FIE(psi1CD CM CL CL CF Cf.: Cr Clot Cr Cn LOP Fv' 160 1.19 1.00 1.00 - - - - 1.00 1.00 1.00 2 rb'S 000 1.15 1.00 1.,00 1.000 1.200 1.00 1.00 1.00 1.00 - 0 lop' 625 - 1.00 1.00 .. - F' 1.6 million 1.00 1.00 _, C tt 0,50 7 ,n 1.00 1.00 CRITICAL LOAD COMBENATION 4 IC a2 = 1+-. V 845. V design:= 6223 lbs n ,+I LC 42 - Den, H 1276 lbs-ft Deflection. LC 02 -SeS (hive? LC 42 = 0+0 (total/ L1`dead L=live s=scow w=wind lei/knack Li-roof live Lc=concentrated 6-earthquake All I.C.e are lizted ie gine Analysis Output Load Lis t ASCE 7410 IBC 2012 x.. CALCULATIONS: Deflection: LI 365e06 11 1 2 S def.) Deflection ! "l aor _d load (1:. w1 d Total Deflect - 1..50;Dead Load Deflection) +Live Load Def.le. x Design Notes: I 1.WoodWarks analysis and design are to accordance with the ICC InlemateopicNwnal Buiding Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design SupplamSupplement2.Please verify that the defaull deflection limits are appropriate For yourion, 3 Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 44..f. I 1 I I Page 39 of 136 111 . , COMPANY PROJECT 111,0 W Al ..41 I 0 I 0 or S® yv v IfAug 31,201811:02 1FB2.wwb SOFTWARE FOR WOOD OFOGN I Design Check Calculation Sheet 1NoodWorks Siker 1042 Loads: I ..... . Load Type Distribution Pat- Location [It) Magnitude Unit Lan Start led 044.00. 0o0 'Iota Dead Bestial 40151 0.11 0.11 50003 560.0 pi/ Load2 Snow Partial OIL 0,1i 8.61 100.0 100.0 Plf 0 L.4da Live Partial UOL 0.11 8.61 400,0 480.0 pit Self-weight Dead Full ROL 1.1.4 0LI; Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): I f , ... „ I 11 fall ,- Unfattored: Dead 2514 2511' Live 2040 2040 snow 425425 Factored: Total. 4554 4554 Bearing: • w ••• Capacity Beam 4554 4554 Support 4077 40'7 Anal/Des Ream 1.001.00 SUPPe,t. 0.01 0-91 Load comb 5242 Length 0.27 2.27 Min mss.d 427 1.27 CO 1.09 1.00 Cb min 1.00 4.00 Ci min f.87 4.07 022 rap $.41 „ 42',.. , , 044/10M-Unb8,West animists.24F4,SE WS,S•tirtifr tvienseseeine.5.112'maktMtaftvadln; Stippeete;m-Tiesieneos seem DPI).).ne,2 I Tom"gody if-tr;volume. ae Go& Lateral support:top=al supports.bottom=N supports; Analysis vs.Allowable Stress and Deflection using NM 2012r 000t0t,on Analusla Val.. nasion VA1,e into .ASAI',.,-./De.,,le lid Pa. . 265 2,22 tatirse 2,, "2,4a i Bamil..(a) in= 1003 85„,' =2301 you fb7Fb' = 0.67 Dead Defl'n 0,12- 1/551 Live Deil'n 0,18 - <1/999 0,19 4: 1/360 in 0.24 Total Defl'n 0.26 . 1/265 0.42- 1/240 ,. 0.65 , Additional Data: I FACTORS: F/E(psi}CD CII It CL CV Cf. Co Clot Notes 200000 124 Pa265 1.00 1.00 1.00 - - . - 1,00 1.00 1.00 3 FM', 2400 1.00 1.00 1.00 0.992 1.000 1.00 1.00 1.00 1.00 - 2 Fop' 650 - 1.00 1.00 . 4,00 E. 1,6 million 1.00 1.00 .. - - . 0.00 - - 2 Uxiny. 0.51 million 1.00 1.00 -. os 2 CRITICAL LOAD COMBINATIONS: neer : LC 52 .001, V- 4554, V design. 3,50 lbs BendingW: LC 52 =001, Fl- 9915 110-00 Deflection: LC 42 . 0.1. ilia., LC 52 -Dal, (totalS 0.4oead 1.1i0e It-snow W.wind YeiMeACt Lr.roof live ie-4conoentrated 6-earthquake All Lt.'s are listed in she Analysis output Load combinations: 0500 7-10/ 101'2012 CALCULATKANR Collection: E1= 001e06.10:.n2 "Live" oeflectIon-4 Deflection from all non-dead loads (live, wind, snow,.., Total Deflection. 1.50t0ead Load DatiectIoni 2 Llue Load Defle.LiOR. iatetal stability 14): lo- 8 -7.25= he. 10'-3.51" 185 . 7.62 i Design Notes: 1 WoodWorks analysis and design are In accordance with the ICC iniamational Building Code()BC 2012),line National Design Specification(NOS 2(012),and NOS Design Supplemen4 2 Please vedly that the detail)deflection limits are appropriate tel your application 3 Glulam dodge values ureter materials conforming to ANSI 117-2010 and manufactuied in accordance veil ANSI A1904-2007 4 GLULAM:bed=actual breadth x actual depth, I 5 Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3,23 13,GLULAM:bearing length based on smaller of Rea(leunion),Fcp(comp74, , I I I I IPage 40 of 136 I ., . , COMPANY PROJECT 000010114 1 I oadWa 8Aug,31.2019 1104 1983,wwb I : SOEXWARE EON WOOD DiNfaVi Design Check Calculation Sheet WoodWorks Sizer 10,42 Loads: Load Type Dead. Distribution Pot- Location (fri. Magnitude Unit ‘.,,ai um tore., $1016056 ,03,-1 0011 L000dO 3305.0. Pit 0.0,12 ,Live 'Full 1.011, - 'tt404 _pi.l. Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): i _ „ _ _ __ . 23,I„Tr I'.... • I „„... - „.... „ „.... „ . . ,.,. air Uofacioredi Dead 10094 Live '13199 Sectored; Total 29293 , 1101M, 29293: bearing( . ...„.. Capacity Seam ''30465 30465: Support 29293 Anal/ins Deem 0.99 0.98 Support 1.00 _ 29 1.00- Load oomb 42, N2 Length 6.94: e.94 Ain reg'd 6.94.1 6.94" a, 1.00, 1.00 Cl mim 1_00' C2,support 1.00 1.60- Fey 4.P . EE 025. .14104Eilletbailittlt ONNOtiloyemed by It*tequired:‘,40tb Ow upbeat%blerbbeC 1.00 .' Giulem-Unbal.,West Species,24F-1.8E WS,13-3/4"x28-1/2" 19 laminations,8-3/4"maximum width, Supports:All-Timber-soft Beam,11 Pint No:2 Total length:23,1.9%volume=30,9 c.ft.. Lateral support:lop=hit,bottorn=tut Analysis vs.Allowable Stress and Deflection 004 NDS 2012 I . trttaTioN1 :N9T.N1Y,TN*VI'll": 040o509 0090 r94:901-.0- M'Ir.1,4417, 1'9'9..61 mheer . fv.. 1511 ro ... 20,,, Sendingill Lb=2117 Fb' =2126 Patti 0,35 . 1:291 Live Defl.'n 2.30= L/952 0./5- 1:360 LP 06/16'' . 1.00 d De 0.38 Total 0eflto 0.90 1:316 1,13- 1:24.0 111 0.71 Additional Data: FACTORS: EVE(psi100 ax Cc 01, CV Ifo Co Cfrt Motes.0 Motes Car 1(31 Fv. 265 1.00 2-00 1.00 - -• 1.00 1.00 i.00 2 11(1i- 2400 1.00 1.00 1.00 1.000 0.966 1.00 1.00 1-00 1.00 - Fop' 650 -- 1.00 1.00 - - 2 - E 1.8 million 1.00 1-00 - 2 Eminy' 0.95 million 1.00 1.00 - 1' . .-. CRITICAL LOAD COMPIMARONSf Sloan ,: L! 42 ,i,D/L, V= 28562, V design - 211121 lbs '+•• LI 9, ....ab,, 44- 181.211a 169-ft. Deflection: LC 42 .0+1 (live) 11C 42 . 001 (tetal) 04-dead 1,2i.ve 9=qinow W.wind 1=149act timioof (Oct Lc-concentrated 6-earthquake All 1,00 are listed in the Analyois output Load combinatIons, 0000 1-10 I 11311 2012 CALCULATIONS: 0eilectimn( El = 23438e06 lb-in2 "Live.deflection.Deflection from all nen-dead loads (live, wind, snote,1 Total Deflection = 1.50(Dead Load hofleorion/ + Live Load Deflection. Design Notes: T Woodworks analysts and design are in accordance wall the ICC International Building Code(IOC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement, 2,Please verify that the default deflection limits are appropriate for your application, I a Glulam design values are for materials conforming is ANSI 117.2010 and manufactured In accordance with ANSI A190,1-2007 4,GLULAMi turd-actual breadth x actual depth, 9.Gluiam Beams shall be'Morally supported according to'he provisions of NDS Clause 333, 8.GLULAM:bearing length eased on smaller of Fcp(tension),Fcp(comp'n), I I I I Page 41 of 136 COMPANY PROJECT0000 _. Ikk II `., WOO Wo r ® .Jan..34,201722:35 1FB4,wwb IOFIWASF roe WOOD DESIGN Design Check Calculation Sheet WoodWortts Simr 10A2 Loads: -Load ....Type tistributiON Fad Location 11t.):. Magnitude Mon End 11116 rn Start End Star" Laeidl. d.xd Fa11 OBS, 420.0 plr Load3 Live Full 0D1 120.0 plf iload4 Love. Ed11 GDC. 50.0 Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) 19g1Dead e6d _..... _ __. 2578 Dant 1043 Live 1143 f aT.osviSi "-3621 Total 3621 BRIM ngl .. .3166 r.61.48'6 a /6 362: Support 3621 0 96 ' 1 96 Beam 1.96 00 Supporte3..92D 1.66 Load comb 6 Length 664. 1,6600 Cbeq'd 1.1.0i b 1 00 1.00 Cl sun 1.00 1.00 h support 1.00 628a ...Missitissiscissigiesstsesicastalst 8ti reaileileaf%ti ttRn,340silei Giulam-UnbaL,West Species,24F-1.8E WS, -112"x11-715" 8 laminations,3-182'maximum width, Supports'All.Timber-soft Beam D Fir-L No.2 Total length:12'43-;volume= 3,5 cull; Lateral support:lop=full,bottom=hill; Analysis vs.Allowable Stress and Deflection,arks NOS 2012: 00Itntion Analysts Valu, Desi411 Wide W116 Aha&61s1Ronign Shear ,' 100 to' = 265 psi fvfty` ' 0.40 Bend;ng T=1 fb a 1501 1'b' =2400 psi {b/FC' .. 0,66 Dead De{1 n 0.23 1/624 0.23 Live Dell'n 0.09 a..111999 0.40- L/360 in 0.13. Tn...u.1 Deft p.. - 0:94 w :./327 0.61 L/240 In Additional Data: FACTORS: F E;psi;CD CM Cl CL CV Cfu Cr Clot Notes Ch4Cor LC6 Fv' 265 1.00 1,00 0 001.00 1.00 1.00 2 Fb't 2400 1.00 1.00 1,00 1.000 1.000 1V 0 1.00 1.00 1.00 - 2 Fop' 650 g' 1,8 million $:600 1,00 +.. -. 1,00 4. 2:. Fairy' 0.85 million 1'.00 3.001,00 2 CRITICAL LOAD COMBINATIONS: -.. 4t ; LC 82 041, V= 3501, V design= 2956 lbs D. d ngr+1: LC 62 = D L II= 10666 lbs-ft ' Deflection: Lc 92 =D=L (live; LC 112 3.1, total) 2-dead L=live 9=snu0 Wooed I.:irpact Lx>xaof live Lc=ooncentiated E4-earthquake All LCs are listed iw the Analysis output: Load combinations; ASCE 7-10 / zee 2012 CNS TIO 0et150 A A 1 - 5 "1 1 ..i. d fl t n- Deflection {. 01.1 -dead loads (live, ra:t„i wind, a Tota! leflection= 1.50100011 Load Leflect an) 1 Live Load Deflection. _....... _. Design Notes: 1.WoodWorlis analysis and design are M accordance worth the ICC Inlema£lonel Building Code(WC 2012),the National Design Specification(NDS 2012),and NOS Design Supplemenl, 2,Please verify That the default deflection limits are appropriate for your application.. 3.Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A1901.2007 4.. GLULAM:bad=aduai breadth x atlual depth. 5.Giulam Beams shad be lalerally supported according to the provisions of NDS Clause 3,3,3. 8.,GLULAM:bearing length based on smaller of Fcp(lension),Fcp(oomp'n).: I 1 IPage 42 of 136 mNP4k PROJECT _.. IIIWoodWorks® SDFTwARF FUR WOOD V .cCN __... 1 Design Check Calculation Sheet WVWDOdwita,NW: Loads: man �z 3$ - i '3414 Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): sz I I I S 1p 3 ...3: :4 536 as I .RS¢i4> :a Lumber soft,Nem-Fir,No 2,4x12(3-1/2"x11-1/4") _. _....... I swot.Al-Tkrp..e.n Bern.D.Fii No 2 Teti ieroth:T3 T rMr a 00 or S. (r.d rpprt a-fi•,b.Ise r.upprd; Arletyblsys.Allowable Stress and Deflection ppm.10030 20/2: n Additional Data: r a z .3 C,,set EIAAD:, I' ^ONS -4 UFk fv':S Design Notes: Wee:Monte .no rA.ndoernae gn e poebooe Mel the ICC 00.rneMerol B;keem Cock MIC 203W.Br 14/mot Deign Soetlficadem(NOS 2012), d ADS Demon& lament.: I 2 ...MO Ora onNut Imesw.pproprW for y,0*$0W 3,.Sawn.ember bending memo,.rW ba Yxa yauppM.o.nomas to Urp prepay NDS Close 4 41,. I Page 43 of 136 I .. _.. _ . COMPANY PROJECT •: od, ' c rks® Aug.31,201e 11:08 1FBewwb ■■ SOFTWARE FOR WOOD DESIGN I Design Check Calculation Sheet 010r 100 Loads:' .Lead Type Distribution at- Location fti Magni Lode Unit... ate Star_ Ltd Start..... Sad 2.24,4612.24,461 "bead L Y- 005. , 9430.0: pa - LcLive -Fall Mg, ..1020.0 pit -'toad3 :anow Full.UDL 350.0 plf S if weight Teed Fates 001 15.i6 121.t Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) I ear; ......, III Uhf atored:II 9279 . Dead 4047 4047 . Live 4272 1466 '. 5 1468 Factored! .... 8357 Total 935'] Bearings Capacity 0.5'7 Boar„: 6357. 0583 Support 5503 A w1/Gea 1.00 B 1.00. 1 ,0 S'ppoct 0.97:. 93 Load 4.-.00th03 2.34 Length 2.34 3 Nin req'S 2,34. 1.34 *Lb 1.00 ::Cb min u :1.00 1.00 1.00.. Cb support 5.0?: :: 05a. Glulam-Unbal.,West Species,24F-1.8E WS,5-112"x11-718" 8 laminations.5.1(2-maximum width, Supports:All-Timber-soft Beam,0<Fir-L No.2 Total length:6'-4.7%volume= 3.6 etch:, Lateral support:top=full,bottom=Cl supports; Analysis vs.Allowable Stress and Deflectionuaktp NOS 2012: Criterion Analysis Value Design value :5000 Arda.S'fOLa(IIaa1 n Sneer '1397 fi'vl n.- 065 psi vtlV''- .55 Bending 7!) fb~<:1547 ft,' =2405 pat : £b.tb' - 0.64 D.,02 Le l 0.01 1/999 L De e i 0.06 1/999 0.27 _ If 3+:7 .n 0.26 0 44 Tota .(74,f,1` 0.10 .,,1540 0...41.= 1/040 10 Additional Data: 10110905 F!£(psilCO cN Cr. Cl. CV Ifor C€rt Motes C Cvr 100 ev' 265 1.00 1.00 1.00 -- - 1.00 1.00 i_O0 2 0,"-. 2400 1.00 1.00 1-00 1,000 1.500 1.00 1.00 1.00 1.00 1.00 - 2 Fop' 660 1.00 1.00 E 1.8 stallion 1.00 1.n0 A ^ rainy' 065 million 1.00 1,00 - 4. 1.00 3 CRITICAL LOAD COMBINATIONS Shear 4 LC 02 -191, V- 9134, V design_ 3976 lbs L'endtn9('a);.e LC lit =G+i, H- 16663 lbs-ft Deflect:mix LC 03 _00.75(1,5) (live) LC 60 A 1+.05(1,+11) !total) to-dead z It sru Waving 7 ..#> c l -al:live Lc-concentrated 1:^ra rcaq:ta lie. A11. I 'e listed in the Analysis output Lad combinations! ASCE 7-10 t IBC 2012 CALCULATIONS. Geflectionc E1.= 1361e16 lb-1n2 "Live" deflection-Deflection from all non-dead loads (live, wand, snow.:'Total Deflection= ..SO;Uead Load Deflect:nn) +Live Load Deflection. Design Notes: f WoodWorfcs analysis line design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NOS Design Supplement.:: 2,Please verify that the default deflection limits are appropriate for your application.. 3:Glulam design values are fur materials conforming t0 ANSI 117-2010 end manufactured in accordance with ANSI 6190.1-2007 4,GLULAM:bxd=actual breadth x actual depth. 5 Slalom Beams shall be laterally supported according to the provisions of NDS Clause 3,33,; O GLULAM:bearing length based on smaller of Fcp(lension),Pcp(comp'n), I I I I IPage 44 of 136 I . . COMPANY PROJECT .14 ILI ...s. I _ . , _ : - - 'T S(1.0 Aug 312016 11:06: 1FB7,wwb , 111 SOF1WARE roe 41.300 OESIGN Design Check Calculation Sheet WoodWorks Sizer 10,42 I i Loads: Load Type -10.1.stri .tion Pot- Location r0L1 Magnitude Unit 17,071 1,01, .tem 43400 11511 10811 Bod 004d I:MO.9 pll ' Load2 "'Live Rill um. 1 1120.0 .pit" Onlf-ueldht Dead 1,,,1.1 011L _ ' ' 2.2.8 I . Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) • 13,2.4" , $ ' I I tnracrored. • Bead 7530 7536 Live 7390 1390 Factored: - Total 14926 tearing: - 14926 I . Capacity deam 14926 Bapporb 15331 221 Anal/Des 1.926 15 team 1.00 400 Gepport - 0.97 0.97 Load comb 82 Length I 1-16" 4.16 Min reted, 4.19 Cb : 9.00 1,00 Cl,min ...00 Cb support I-07 4.10 1-00 1.07 Fed sue : 595 015----- - . Glulam-Unbal,West Species,24F-1 BE WS,5-1/2"x1S" 12 laminations,5-112"maximum width, Supports:All-limber-soil Beam,D Fir-L No2 Total length:1332,4';volumeiiir 9,1 cult,: Lateral support:tops full,bottom=at supports; ,.. - Analysis vs.Allowable Stress and Deflection using 903 2012: CrilIerIdd Altal.y4A.VAIN* 6905,954441.401. Belt 0daltrai#1130,a1.40 000880 et 0= 1,..3 .9dIn11{11 II, I - BC Dead 00 01.E -E:,10,.'<1,/ISO 10 4, 200 pc: ror4VY''.... 0,441, 6 '- 1<1,' "MOO Doi &M.,' w 0:19 11 1+,, Defl'n -.0.14 iii .19/999 0,43 ix- 0/300 ln 6.33 'rota) Geri`, G,36 12496 0.64- 1224.9 In I Additional Data: 00+002311:TO : 1194,41CP CM Cr CI, CV Cfc CE Cfrt Notes Cs'-Cor 1,C4- Dv' 265 1.00 1.00 1,00 v v v 1.00 I..,00 9,10 2 II,'. 2400 .1.00 1,00 3,010 . 009 1.000 1.00 1.00 1..00 0.31 - 2 Pep' 650 - 1.00 I_00 - E.' 1,8 mi 1 I i or, LII' ..9.-.00 - ,,. ,,i1 . - p Erniny' 0.65 million 1.00 1.00 . I CRITICAL LOAD COMBINATIONS: Shear 4.- 10:82 = 0+1,, si- i 4031, V design= 10743 01-,, 9ea4ing:4e: LC 42 -D.1, M . 46692 lbs-ft Derlectidn, LC 42 - 0..1. flive. LC 92 Dil :tetall D-dead larlive 1-',moa 8",,,<+0 ivimpaet Lrornolt live Le=ooneentratdd E.-earthquake All Irt's ore listed in the Anolyr1A output Load combinatlens, ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: El= 4111.1e00 11,-in2 'Live.deflection -PeflectIon iron all non-dead loads aloe, wind, snow,.? Total Deflection .' 1,31, lewd Load Deflection) . iso,, lead Deflection. Design Notes: I.WoodWorlis analysis and design am in accordance YAM the ICC international Building Code(IBC 2012),the National Design Specification(NOS 2012),and NDS Design Supplement, II 2 Please verify that the default deflection limils ans appmpriale for your application. S Glulam design Values are for materials conforming In ANSI 117-2010 and manufactured in accordance with ANSI A190,1-2007 4 CLULAM:had=actual breadth x actual deplh, 5.Glidam Beams shalt be lalerally supported according M the provisions of NOS Clause 33,3, 8,CLULAM:bearing length based on smaller of Fcp(lension),Pcp(comph). I I I I Page 45 of 136 I . . COMPANY PROJECT (II yivO -0 codw _ rks Aug,31,2018 11:08 1F886mb SOFSWARL FON WOOD OtitGN Design Check Calculation Sheet WoodWorks Size:10,42 Loads: Load Type Distribution Pat- Location 1051 Magnitude Unit , 131 litatt. 9301 Start End 1.adf ¶0321 Egli 9910.2it Load2 Live Full OIL 720.0 plt load3 Snow Fuil SDI, 50„0 p50 Self-weight Dead Fali IlDri 1950 PIS •- Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(In): i - 12'11,9, t I 1 l'e „, Unfacrored: Dead 5903 592335 Love 4679 Snow 325 Factored: Total 10591 10591 Bearing: Capacity 9 ram 10501 10591 Support 10900 10968 AnaltDes Bean 1,00 1.00 Support 0.97 1.93 Loud comb III92 Length 2.96 E.96 Bin req'd 5.99 2.96 20 1.00 1,00 Ch min 1.00 0,13 I CO support 1.07 1.07 Fen sap 625 925 Glutain-Unbal.,West Species,24F-1.8E WS,5-112"x15" 10 laminations,5-112maximum width, Supports:All-limber-soll Beam,0 Fir-t.No 2 Total length:12,11„9;volume= 7,4 cu,ft,; Lateral support lop0 full,bollom=at 6,ipporls; Analysts vs.Allowable Stress and Deflection..,int Nos 20124 cAt.rto. A1,4110110 v0100 0..1. 'lube Unit AnelytiattreatIP Shear Cu m 140 Fa - 30-5 pal fvfEv' = 0,56 Elending(m) fb a 1925 kb' -2400 poi 1b/Fli" e 0.00 Dead Seil'n 0,19 o 1.17913 Live Duel'a 0.15 a 01990 0.42 a 1./360 in 0.76 0.44 m 1.5344 00034 - 1,51110 in 0.70 Additional Data: 19020100: 1/639501 02 CM Ct CL CV COO Cr ('tot 80100 CniCer LC9 10' 265 1.00 1.00 5,00 - - - 0 1.00 1.00 1.310 2 00'" 20100 1,00 7.00 1,00 1.000 1,000 1.00 1.00 7.00 1.00 - 2 Fop' 050 - 1.00 0.00 - 0.01 E' 1.9 million 1.00 1.00 - Eminy' 3.85 million 1.00 5.00 - CRITICAL LOAD COMBiNATIONS 50000 : 1.2 82 =0+0, 0- 10302, V design a 6,15 ihs Betiding(al: LC 92 - DEL, 99" 33086 Ibis-it Dtflection: LI 62 4 nil, ilium) LC 92 a 0+0 (total: 17-dea11 L=live S=snow 71=w113d 1-005a01; tr•boof I on,,lc•0011,111Orated Famaithquake Ail. 10'0 ate 0103,7,1 sr. :he Analysis output. Load nosininations: ASCE 7-19 0 IBC 2012 CALCULATIONS: Deflection: ET = 2784006 lb-in2 "Live. deflection=Deflection (rots all non dead loads ,jive, wind, onow....) Total. IIwtl000,ut 1.00lOwad Load Deflection) 0 Love Load Deflection. Design Notes: 1 WoodWorks analysis and design am in accordance with the ICC International Beading Code(IBC 2012),the National Design Specification 2)05 2012),and NOS Design Supplement 2 Please verify that the default deflection limits art appropriate for your application ., , 3 Wiliam design values are for materials conforming to ANSI 117.2010 and manufactured in accordance with ANSI A1901-2007 4.GLULAM.bed=actual bieadth x actual depth 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 63,3 I 6 GLULAM:bearing length based on smaller of Pea(len:eon),Fcp(comp'n). I I I I IPage 46 of 136 COMPANY PROJECT WoodWorks® Aug.31,2018 11:09 1P119..wwb SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorts Stow 10,42 ItLoads: Load Type a .r5but1 Pae- Location {ft3 Magn:trd Unit mil ...T.:(d 510011 it Loadi bead mil 1190 125.0 pit Uaad2 Snow €'ail 11011 - 350.0 pl0 Self-weight Dead lull 1100. 8.5 plf,,. I Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): 12.28' 7 1 Ues3.:...,. 821 .. .. .38 621 F 't v Total .959' D g. 2958 Capacity 2130 _.... Beam 2959 .'. Support 3150 2959 Anal!Clea 315D.. L 1.02 Support 0.94 1,'00 Load caths, p? 0,9d Length 1.30 l30 Mtn r ,q'd 1.30 1..30 CD 1.00 1.00 Cb mi n 1.00 : 1.00. b s:ppa.t 1.11 1 00 t . I ! 11" tai op 425 "25 Gluianl-Unbal.,West Species,24F-1.8E WS,3-112"x10-112" 7 laminations,3412°maximum width, Supports:A6-Timber-soft Beam,8Fh-L No 2 Total support 17-26-:volume= 3 sup ot,; Lateral Support:lop=full,bottom=et apprLs; Analysis vs.Allowable Stress and Deflection using NDS 2012; i attitt MAI YAia Via tut= SMrsY -9n. VocOop .41411 Av:alTaiaf0tesypr. Shear tv IP2 t 307 you ,.v/Y'9'..0 0.13 5nnding I+l fb= 1651 Fb';2750ps'l lb1Fb' - 0.60 Dead Dflen 0. 7 . L152's.. Live Deid'c 0,220 - Ll521 0.40 1/362 in 0.69 1 tel..Gell n 0.4 1/:30 9__.;,- 1:,e240 .i..p 9.73 Additional Data: FACTORS: 1'/EipstICD CM et CL 114 CPu Cr Cfrt Nates Cn'Cvc L_% 3v' 265 1.15 1.00 1.0D 1.00 1.00 1.00 2 IPb'.. 2400 1-1 1.00 1...20 1,200 020 1:00 1.00 1.00 1.00 2 E p' 650 1,00 1,00 0.00 0 1.8 minion 1.00 ii00 gtd.ny' 0.65 million 1,00 1,00 1.00 CRITICAL LOAD COMBINATIONS. 2 Shear LC II -0+S, V= 2933, V design= 2483 Its bending,+); LC.#2 = 8+0, 94_ 8879 100-ft Deflection, 71:: 02 at D+S nivel LC 02 01 3 10.01811 0-d ad L-1 W=viand 1.impeet L-=ru L live toacencentrated.lv'arthoaake All LC are liated in the AnalAnalyais output Load c ebi rtiona, ASCE 1-30 i 15C 2012 CALCULATIONS, Deflection" EL « 608+06 lb d %civet deflection Deflection - 12 nor : load (live, wind, s.r Total Uef3 .. " titC ead Load D `recti nl + Live/cad °efle tis Design Notes: 1,WoodWorits analysis and design are in accordance with the ICC Intemalional Building Code(IBC 20121 the National Design Specification(NDS 2012),end NDS Design Supplement. 2,Please verify(het 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 3,33, iB.GLULAM:bearing length based on woollen of Fcp(tensdn),Fcp(compO) _.... I -I I ,1 Page 47 of 136 COMPANY PROJECT I\/'/cV r les® Jan.:24.201722'41: 1FB10,wwb i ■ 11 SOF7WARF tOO WOOD fiF53GM1' Design Check Calculation Sheet WoodWorks Slier 10.42 Loads: Loan Type Distribution rat- Location ift). Magnitude Unit teen Start End.. Start End Loael 'plead Full OIL 470.0 plc Load2 Live Full UDL 120.0 plf Load3 Snow Full UDI, 50.0 p1.". 10064a rthquake Point 3.17 13800 lbs 0Load5n1f- Dead Point 9.11 -110.0 lbs Dell-weight. ileal Full DDL 19.0 plf 3 Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(In): 3 12'-3.1` �UnDead 2679 ed: I Dead 2699 732 Live 736 305 Snow 306 -6627 r hq ^lea 6627 6 dr ...3126 Dpi.fiY. 3457 Total 746 nearing. Capacity 3457 Beam 7478. 3457. Support 7666 Anal/Des 1 J1 III 0.07 0 97 Load Support 0.07 03 Cad omb 0.91 -Doth 2.09 0.97 Min req'd.: 2.09 1.00 Cb 1.00. 1.00 Cl Min 1.01 1.07 Fop, scupor_ 1.27. 621 1 520 111 Glulam-Unbal.,West Species,24F-1.8E WS,5.112'x15" 10 laminations,5-112'maximum width, Supports:All-Timber-soft Beam,D.Fir-L No,2 Lateral support:top=full,bottom"at supports; Analysis vs.Allowable Stress and Deflection wing NDS 2012: -Crit .an Analysis Value Design Value Unit Analysis/Deafen Shear 6 4. 121 tv4 e 478 par futtv.=-1,50 Bend I qla) fp= 1215 Vb. 4 3640 psi `b/Fb' = 0,32 Dead Dell'n 00L/999 i 4,- LF 366 in 0* Live Defile 0.03 - L/99_a 04 Total Defl n 0,14 14999 1.61- 1/246 in 0,04 Additional Data: FACTORS: E'(E(ps31C1 CM Ct CL CV Cfu Cr C£rt Notes Cn'Cvr LCA 265 1,60 1.00 1.00 - - 1,00 1.00 1.00 6 '2• '- 2400 1,61 1,00 1.00 1.001 1.000 1..00 1,00 i 00.' 1.00 0 Fop' 610 1.00 1,01 E 5 million 1.10 1,00 - - - Ening' 0.65 million 1.11 1,00 - CRITICAL LOAD COMBINATIONS: Shear : LC 40 = 04.1E, V- 74'1, V des len- 6805 lbs Bendiegillo LC A6 - 1.1.7E, 14= 20860 lbs-£t Deflection: LC 61 a De.ISIL+S+,-7E1 Ilivel 1.0 II5 = De.751L-r1+.78i (total) D-dead 1.-live 3-snow li=w:nd Iv-impact Lr-roof live Lceconcentratod E earthquake All LC'a are listed in the Analysis output Load combinations: ASCE 7-11 / IFC 217.2 CALCULATIONS. Deflection: II- 2764e06 lb-in2 'Live"delleuixan--Deflection Iron al: non-dead loads (Live, wind, snow,/ Total Deflection...- 1,5O1lead...Load Deflection! 1 Live Load Deflection. Design Notes: 1,WoodWorks analysis end design are in accordance with the ICC International Building Code OBC 2012),the National Design Specification MDS 2012),and NDS Design Supplement 2 Please verify Thai the default deflection limits are appropriate for your application, 3,Glulam design values are for maleness conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190,1-2007 4,GLULAM:bed=actual breadth x actual depth„ 5,Gluten Beams shall be laterally supported according to the provisions of NDS Clause 36,3. 6 GLULAM:bearing length based Sa Waiter off .Fcp(comp n),: - - I I 1 IPage 48 of 136 COMPANY PIMIECT II I i Wood\A,'o rks® Atq,24.20161446 SFSii,mwb SOFTWARF FOR WC+o0 0FSiGNI .... Design Check Calculation Sheet Wowwata Sim 1042 Loads: I :,,, -r't'• uJ & Lx PY,t 3+L $. f » %a :, e. Maximum fi . I I -d: ZLe 1. L./ r,V%1., a• z,y s.$ An'4 I .. _ Glulam-Unbel.,West Species,24F-1.SE WS,3-wrsi1-7A" Stomotraw1tt onium 0100-I. Supports:M-TMLLr oil 64fAn.O,FM No2 TON immd,3-2:S:w onm.4 sop A„ lwat+wp f.lop.toll.bodam•4 supps06, IAnalysis vs.Allowable Stress and Deflection abbgNog pts; Add'€t€one€Data: 2 a4 a., at zeta: sfi a„ C0MCA;,LOA0 i;0k030.01755 >. •• - 1 ::02.0.0000000 Design Notes: I WoodWorkammfmm Pimmam wap as at 0' dome we, S ICC:nkn,, O 0e* 1010 1002012),sw xnxW Noir No6padrrebSN n 0$2012),500 N DS Omega S,9i eneriF.. verify 204 IM wiar 6,16edian Arita me aaprsp0ebr lwrr Msaa>Xm 43;GCL< rA.d Maas ap mfo efananikmio 005)117s00002316 and mp msrnwnn rah ANSI 0100.1-2032 •mets Stud.x e4 00 depth 0 SMIarn Mams0sl ImModty suppeladaoe 005b the pulsions of NDS Chose 333. 01 C-LULAAF.bong length Woad on molar of F5(.0osri.F.4aaM0:. I I I I Page 49 of 136 0 Ma,r;Office CLIENT: II 6969 SW Hampton St. PAGE / Portland,Oregon 97223 503-624-7005 PROJECT: AALI;Cer 1'01 O'egor 745 NW Mt.Washington Dr.#205 NUMBER: Bend.Oregon 97703 ., , .. "' •"/ 541-383-1828 FROELICH Li Denve'Office DATE: I 12303 Airport Way,Suite 200 ENGINEERS6 Broomfield,Colorado 80021 wvo,throelich-engsneer,“..orn 720-560-2269 BY; i I i IF 144 1, 4 ,/ * S pAAJ s 0 --C f C)Lff 12.0 * (I)(21)1 120 •fr(75(2'7)1'124 I 1. (Sti)CZ:4-j x's to, PL F I I f LL PLe 1.;s (1 1 71. s ) (40).ir 6sci I f `'.• 111 1F142X: 12.0 tui')(till -t. 124 .." (715')(7-7) x ic:45o Pt*F e e , 1ft f 5 )(LIC4'I Z41 , sl_„ (...4 ) (2.5) 35a Pc, I L. Lto ot* LL s 4-10,o0S I / if4 2-) C)L50 to SO P" I 1„,t,,,,r SL fr 350 PCAC I I 1 1 1i 1 IPage 50 of 136 I , . COMPANY PROJECT li . - - ' . s - 0 d NN r- 0 OD Aug,.24,2016 14:57 1FH1mwb I sozTwAirif 008 WOOD MIKA+ Design Check Calculation Sheet WoodWorits Sizer 10,42 Loads:. I Load " Typo ,Dist ri1ution Pat-, aties ifcl, Magnitude :Unit tete Start End Start End, ltrrattl 'Peed- 0011 VOL 400.0 -.01f Load2 : Live .Fell BBL : 660.0 .0;f- Eel f-weight iltaii nail.001, • 6.6 :r•1 f , Maximum I Reactions(Ws),Bearing Capacities(lbs)and Bearing Lengths(in):f--- 3,z2- I , I „, ... If " red:- , Unfacto Dead 1314 1314 1002 1042: Factored) five . Total 2590: 2346 Soaring) , v - . Capacity Beam 2396 2398 Support 2653 2653 Anal/Des :.- Beam 1.06 1.00 Support 0.90 . 6.90 Load comb 42 02 Length 1,10 0,10 Cb Mlo NeO'd 1-10 1.10 Cb min 1.00 1.00 1,00 Ch support. 1.11 , Fes Sup , 421 ;.00 1.11 625 . Lumber-soft,D.FIr-L,l4o.2,4x8(3-1/2"x7-1/4") Supports.All-Timber-soft Beam,Dyir-t,No.2 Total length:3'-2.2';volume--06 cu-114 Lateral support:topal supports,bottomo at supports; Analysis vs.Allowable Stress and Deflection wins Nos wir: ,,F..44.i$Valve ilvsialt) Vallee- Oritt 'frivaltilaillieftityrt ii, :Ettat: fa a 33 ' 2,-, ., 160 pot xv/Fvl - 0.44 Bending(il . fb a '180 RI, - 1165 psa Eklj PI)' = Dead Deft',: 0,70 .<1,1999Live Defl'n 0,01 e<1/949 : 0,10 - l./360 in 0.9)0 )34ill et ', 0 02 a D 0.0,1- It 49 in 3_14. Additional Data: FACTORS) EYEipsilCD CM Cc CI. CF Cfu Cr Clot Co to: 1.83 Fe' 100 1-00 1.00 1.00 . - . . 1,00 1,00 1,00 2 F5'v 900 1.00 1.00 1.00 0.946 1.300 1.,00 1.00 6.06 1,00 - 2 Fop' 625 - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 0,06 1.00 - 2 Rein' 0.50 sal:Lion 1,00 1.60 l. l. , -: 1200 1.00 - CRITICAL LOACCOMBiNATIONS: Shear : 00 42 a;1111, V- 2126, V design- 1344 lbs Bendingill) LC 02 . D+1, M a 1799 Ida-ft Deflection) LC 62 .110-1, (live;1. LC 02 .0, (total; Dt.dead Imilvt 0=000,Wariad P.impact Or-roof live 14v,oncertrated E.eart.hguake Ail 1,0,0 are listed in the Analysis Output Load combinations: ASCE 7-10 I IBC 2012 CALCULATIONS: Defleetion: R/ )v 179e06 11,3.2 "Live. deflection.Deflettloe from all non-dead loads flive, wind, snow.) Petal Deflection,' 1.50iDead Load Period" n) t ',tee ItavI ne.lectioc Lateral stability fill Le v; 3'-1,13. On '. 6 -4.44'l RD. 6.73 Design Notes: I.Woodworks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NOS Design Supplement. 2.Please verify that the default deflection limits are appropnate for your application i3,Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4 4.1., I I I Page 51 of 136 COMPANY PROJECT WoodWorks® ng2ax2,F09 ,p mob _.. SOFTWARE TOE WOOD DESIGN _. I Design Check Calculation Sheet W020002030100,2042 Loads: .., r.+ 4 a a., 652.E OS :o. t `% 4=0 >O2 '0Va i :,. :, sae :S.x Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) .yrr t: I I Itr- eso 'J.•3 J ee- Jrre-e. . eeSKF. " H re1R3}i: Y➢ .J J 01 Glulam.Unbal.,West Species,24F-1.3E WS,5-112"x7-1 i2" S}yp.APAia,.5-1f2'mam•an Men, Support:Al Tinter aall Rum.D:F01 Not Total iagth:3-9 4:ram• I t cu R.; Islam support AP'a9u4vta.alatmn.41=IgoSS _..... Anidysisys Allowable Stress and Deflection W441 20122 II ill aux =e 2 ...I-, ''t.: Additional Data: dz C'2 94 LbADCf 1P IUh 9I 1 C ,.ve _c._ac C eJea ,1,14, st+nPP,t f IPC CALCULATIONS Pis,.RIRP.e_L'Rr r-Pee e...",...o fro,per PRP-Itbs roaRc leaver..-R,Pr..--4, L e_a.a_r _acY 1•1• :. l ... fi-6.69 ;. _ _.. Design Notes: INISAIMNAss$4424244944I4444244,44,44,24/20444 440 W ICGav 420.4,,24E2420}2).teNelfwW Dat Spank:dm INDS 2012).and NDS ONA24545.14.400 iAPPIa 04R444440.a0422404 5244p4-4424aAxPII + 2[ faipesopaMi.oso W2tpat2 kgbAud3457-10214007 ramatagibess1 of 4 1,040/1aa31363 4 da.1P9#1t E4t+aeeaSemRlax.awiE1$6 a+ a'waw.that*:amlw m +;a«wg»tt.ava w..tttoswxssi S OtAttAIA WW 0WWWLea2'.nwWW.9 255204025253 _. 1 I I I IPage 52 of 136 COMPANY PROJECT . , - g 00 I4 wi0 041 WO rks 114 Aug,24,2016/4:57 1FF13,wwb SGE114 90 E FOR WOOD DCSIGN I r Design Check Calculation Sheet Woodworks Sizer 10,42 Loads: Ii.., 100,0., 000 --POLo.tri,btion ,,,o -fat. Location MI' Mloot agnitude : : - toad 0,pe :Load2 Live Fan um, 63260,. 10 .,1-'4.,,,t 5002 0U,-5-1 End - -ste -pOt t 0220,0 plf lead3 :Snow Sail 2111 - 3904 pl f ell-rreiebt Ovad -.,F41 ILUL ,- 6.0 plf ,.. Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(In): , f . 3'.3,4- ' 1 I ..' I „AV 1>< • 3.-tr I _ um.a.dt bead 1734. Live 2004 ' 7 1734 : 2004 Snow 575 : 575 Eetatratatdb , .-- Tot.1 , 3736 3736 I Capacity beam 3736 3730 9135 Support 4139 - Anal/Oen Pears 110 I, 2 S Lipp.rt 0.90 0.90 1.^..d',Mb- 112 62 i " rh 1.71 Min :0.92 1.71 1.71 CO , 1.00 Cl Tin 1.00 -- Cb support 1.11 1.21, 1.00. 1,00 I.:/' Pop 89P 612 62:, Lumber-soft,D.Fir-L,No.2,4x8(3-I/2"x7-1/4") Supports:All.Timber-soli Beam,DFIr-L No 2 Total length;V-3,4';volume=0.6 cuTt4 Laleral support:top=Cl supports,bottom.at supports; Analysis vs.Allowable Stress and Deflection using NOS 2052: I Osi,eri on Ms Lys i SS Vtii‘t. Segs V-104-. Oval .66,66.4326/ 6-63. Pleat ' ro.' 221 9,.' - 100 par (r/CO' . t.43 tcod,ogirl ; 0.1.1- 1100 El' .--1165 Dead Defl`n.). ' 0.01 3 51/699 pal fl/F1' - 0,94 Live Def 'n 0.02-3<1/999 - 0.00 3 L/360 ,o 0.14 Total ',>a a'n 0,01-00,991 0,lf- 1,1249 1.0 0,22 -Additional Data FACTORS. F/E: sirlD P CM . Ct CL CP Cfu Cr Clot Co Co LC* Ca lea 1.00 1.11' 1.00 - - -' - 1.12 1.00 1.00 2 Eb'e 900 1.00 1,00 1.00 0.991 1,300 1,05 1.00 1.00 1.00 - 2lop' 625 E. 1.6 million 1.00 1.00 - - - 1,00 1.00 - 2 ' Amin° 0.51 million 1.00 1.00 - - 1.0.0 1.00 - 2 CRITICAL LOAD COMSWATIONS, Shear LC 82 - D11., V- 3176, V design- 2039 Ile Bendlogill: IC 82 = Ort. M. 2010 110-ft Deflection: LC 62 -Dri. (live? LC S2 - Ott (total: Dsdead L-live Ssunow W-Clod 1-rodeos it=roof live Lc scooceotrated Eseerthquake Al) LC.. are 11.ted in the Analysis output Load combination.: ASCE 7-10 / ICC 2012 CALCULATiONS Deflectiop: DI . 179e95 lb''''2 "Live" deflection T Deflection trom alL cossclead loads fIlve, wind, snomrl Total Deflection=1.-50fOese Load Deflection) r Live Load Deflection.. Il Lateral stability 19)1 ld=3'-1.557 te s' L'-O,60" PA T 176 $ Design Notes: 1 WoodWorks analysis and design are Pt eoconlence wilh he ICC International Building Code(IBC 2012),the Nahonal Design Specificalion(NDS 2012),and NOS Design Supplement, I 2,Please verify that the Oafs all deflection limits ere oppropeale for your applloalion 3,Sawn lumber bending members shall be ialerally supported according 10 160 provisions of NDS Clause 4,4,1, 1 I I 36 #L i Ma;r.Office f Page 53 of 1 ill 6969 SW Hampton St. CLIENT: A boy— 36 Portland,Oregon 97223 {moi • 503-624-7005 PROJECT: j�• `V R I E cc EAST ❑ Cenral Orc-gor 745 NW Mt.Washington Dr.#205 NUMBER: t6—T1o0 Bend,Oregon 97703 541-383-1828 FROELICH DATE: a�.- 09_ le De r OFice 12303 Airport Way,Suite 200 ENG 1 N E E R 5 3 Broomfield,Colorado 80021 / „,ercn{i.ii en.;it,rr-:.::crn 720-560-2269 BY: F 12 PL6x Doi.4Nxic.L : Butt- DG AJE14 Pert # r I . g0 e ) 14 t" p) � 1..t5°) (5) 1 .s• a $ _eo : (551) (150 ) (a ) f(Li )(551150) ( !0)(k)F5 ) s -- .051‹ ,, , i ,iDA M6' A s . 3QD s 3oS r i 1 (2 Psr_-� (3) `3 6 t5o) t°r) fo PsC).� :2 o • S NOTAL totI � k Cs. t2 ;- Vs1o16kx o •12A 0.7s 75.3k s 1 H6lc t i WGt4PC H x w 7. $ k_ tlc I IQ0oF o 2d-t•5 K 1 0 32. �I i k -C. F} 6 30 305 9 150 k o6: 60.7 K ND 2.0e 305 CIoo _ "2-4 20.5 ' I � sr to 2.01.5 K 2.0 LS KS $ ,.9 K } lorgL s2�NNS` k-fit- 155.3 I w1Nd toAos; from _ `�jo.G k Roo F : '(tri`)(q.5 ) 11,5)(1513)g 12L *f' 3RD (5/)(1515 )14.5-.)(151 ) .r 15 °./t 2A,1� : (53(34.4 )t (5)0q.1 ) 1 1c4144/1 6. 0.( 10) (i . (00 /1 1,10D wAR.DI (1°` 1) •4) s- f3q *6 1 I I - -,„,..„,„,, CLIENT: Aro I. ,- Page 54 of 136 6969 SW Hampton St. PAGE 4 I I Portland,Oregon 97223,e „ , .* 503-624-7005 i-- PROJECT: R%Veit /EieweACZ” 645T Washington Dr#205 NUMBER: Bend,Oregon 97703 I 4.-T1 00 I• FR141 Li -.)541-383-1828 OELICH --"-(-Thic- DATE: 61$... 09- 2-014 12303 Airport Way,Suite 200 ENGINEERS/ Broomfield,Colorado 80021 YsP wwinfroelich-engineers.com 720-560-2269 BY: P6 I I. 21 lmax Boic D iNG : , I 15citc- D a 14-16-14Per: , • # t F. , 1,‹ , e e _ I 00P: S. — / ,..- k . F f 1 Ps i A- g Fs .3 = (55 ) Q/15 ) (a 7 ) +(b )(55 -tItis ) ( 10)(1‘) ) s 335. IAlf) eD Pc = ' e k• - i . ( 6 I e ' - i - 3 ) (/145) (27 k,. D ILI At Jkl I 5'5 csk ,0.724. s 0.\\\ 6 sc)------- V k k g.5_ xio 5, x 0.111 A 0.7 x ES2.715 1 f II He la 1-47- C4ia 1 4 kr H X tsi °f F 19.8'., k_;,t- ir i K —vo .. o.30 2q 9 ii RooF -to -t z no III 3Rc) a01 335 ? 10065.k-'+ _. A jiD 2o' k i k vl- 2 335.5 ,v7 I o - 0.25 2 0.-T lc I 1 k - ic 1 T I 0 I 95:5 1955 KgiV E 4 ' 70rAL s2 47o k-r1- ZYk i 6 1 wiamo leAc) ; s‘06-s.0 5 ii 1 Roo F . (111,)( ) ( I 5)(is.2)r I LI 4 6 . sg°: (5')(0.2. )-1.(5)(12.q) ,- f .4ip 2 : (55(iI .9 )t (55( /.(-1 ) x 117' Ili/ li-: ( 10)(16.B ) = tag "1 '..de Roo F: ( 14') (414).ri5r) 05.4) x 1115ttit sL°: (51 1114 ql s 152 1 Ar t) ( t) ) I 0 2 ' 5 (izi.ii 4 (5)(13.9) r 14/2 *// 151-4' 1,,I ) cir3.3 ) - ...._ ii -,- , - 111 Page 55 of 136 4 u Moir Office CLIENT: �A�f. 1 6969 SW Hampton St. Porttand,Oregon 97223 PROJECT: 503-624-7005 l tar.toi Orta n fx.#205 ,> 745 NW Mt,Wash ingtoNUMBER: Bend,Oregon 97703 541-383-1828 4 FROELICH fl DenverOfce DATE: 111 12303 Airport Way,Suite 200 E N G I N E E R S! Broomfield,Colorado 80021 BY: w,,.wfruelidreogineer,,:on,, 720-560-2269 LArtRAL LoAD Di6T. (Co NT.) : /�,tu �!� (�s5. k ) f 12..2 2A.D Ftaoo. L..,ti5: c4& W IA/0, ( 5e.5 1-.3 'AID s (1LI W *lt ) ( 55/) " � •9 k ots c0 sI2.2 ' A: K k w 'fops ( 6� %. ) (1Z•Z� .$.z. k W iDs (Z (,j )(t2•Z) Fs.2 r • ) (12z) Q o (2�1. 3.2 k E 4, 67 X ) (12.Zk)$q.2 k E ' K o k 6Qr ( I$7 )(12.2k) sZ.2 t2. * I kit/op r ( Zi; )(7.91`) r)( 9 ) r25 eq s 32/ ) 01-2-1C) s 3.9 k111 IS ,FGooZ. LINE. F43 C i t s too l' S$.S W1'0 s )3y /i 'ffism.%C.. x (4.1 I ' Q ' xJti�p s(55i ) ( too ) s"Z.% K. C k EQ = ( 55rZ( N'%SS,) s t.3 e Q s (i5/2. ) (q•1), s Z•1 k 16 1 �1 t ) *S 1l ' i,,)1NDs( 12 �)( 13ci ) t 1 •6 K r2 t . 1 , f U,1k 1 k I EQ A 3o2 );(1. 1 EQ 0 (62 ) ( 1 �)` l l (-1...,•1. Page 56 of 136 4 l...! 6969 SW Hampton St. PAG!'. ; Portland,Oregon 97223 CLIENT: I .° 44, 503-624-7005 PROJECT: t 745 NW Mfi Washington Dr.*205 - `� Bend.Oregon 97703I NUMBER: ,,, 541-383-1828 FROELICH — , DATE: ENGIN E£ r SX 12303 Airport Way Suite 200 Broomfield,Colorado 80021 Iu ewFn e`:ich ongiricer,com 720-560-2269 BY: I �� ,w P F S "a't,<- r>tr,' et - Sid JC r' Its® P6� I .` per-:' /t- . L.if Z' Z® x til 0 P4-4 ILLr (a`, (lcup) x200 Pt,. D L-c -1a oPe '5/rZoo .r"' I ILam. 4 3oe,t$ : t SF'AA) > _o ". � F 2-0 i,i,..„s1 fa 1 EA AA, AT t.AAJ Dfr J C : III .. _ AJr to-0 bLr (3')(z. ) s C?© y"c.ic Iti.,...s C e) t exp s 300 PGP W AU - ' ~ „ =x our (I) '3 ti`; ngt�J t-1r tLr 2 LLs- 'Boo* I r P®t,�s TCo A 0 2.51( 5 O Ca) t'rti IDL.Jr e-foo LL r l v0 Page 57 of 136 1 L. COMPANY PROJECTIII fit WoodWorks'TK4 _ Sep.1::2055 15"06 Ste It Sinoge1-3rd Ftaor_vra0 7OPRF,04N nog recto, Design Check Calculation Sheet WoodWarhs Sitar 10:42 Loads: III8c s> r xt u rE on 7-66 taadl 'bee. "r+# 200,0 :L i 1111, '. I. 07 Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) 1111 loci I _.. - " 5'-0 5' J=f acteemif .01 111C 8, )' Je6EY at e S__r:b+UZf ::i o"s9X° I.88^. "h _ `sere.. A pb ,, Prier"Avowal ='•' u9u ,.73''tar MT M1PPT75 _.. Lumber n-pty,D.Fir-L,No.2,2r6,3-ply(4-112"x5412") Subparts 4'.i-Timber-soft Beam,D Fa-L No 2 Total length ICI-0 2-.volume e 1 7 cut Para).Sr12; Lateral support'tope fill.500bme al sapiens;Repetitive lector applied where peminted(refer la Online nein): Analysis vs.Allowable Stress and Deflection using Nos 261.2: iii ,Ivn u.k.0,a+s8&08N8A.,,,,-.1.1i, "yv t2' °a yya&➢Y : ?v,a$ b,fiaika24Yst3 Sft -tee _ A 's ACTOR6it12!Data i4 PA TOp°: F 1- I ) `i.. 180 0 $ 3 151 i .,) _c,+ 6.51 p B20 F ii.: 17:P' 625 # r Rr iCAL;_ A 4l2e i l i a. A A Ci.-R'�:3,41, ,_ .i k e .2!!,1a,-, 5 ;P au6 ... .i!, 2i,,, 1,21 ? 1, , i Design Notes: ae Nationpl 06a jn Specification(NDS 20121,and NOS Design Supplement I WcbdW1#ka ana ysts:end design are in accordance wan the fCC Iniemaianal 8863185 Cade(IBC 2012),:. 2?tease verde goalie*default deflection ernes are appropnele}or you appii:hlia't 3 Sawn lumber bending mambaia alma be imaria1f s ypb eel according re the piovi tbne of NDS Clause 4a 1 4 BUILT-UP BEAMS.a;s assumed Mal cava pry in a sin a.an6nuaus member(thats no but karma art"pieserel fastened logetCei 5834:787)81:7ietials eel exceeding 4.limes the depth and that 440*le$7 a$ #pp,.Iit d8N..Where beams eilieidelveded.Special 1asten.n$details may be required 5 SLSPEO$EAMS:.htv01 bearing is regained fa all sbped beams... I I I iPage 58 of 136 1 COMPANY rAOJlQT ISOFTWARt fORit'VOt1i)f}t14V Design Check Calculation Sheet Leatla IIIx. 1,,,":„; d s.4 lMaxinuan Reactions(lb.),Hearing Capacities fibs)and Bearing Lengths(in) I I I 'ileeeeee.6rf`l ` saNeedee' + ; a F a ^"' ^+,�a+7 '44aw�++ rgs...Pevatelee wnwargrort.r _... lumbar n-ply,D.Fir-L,Nal,2n6,I-pty(4-1J2"x8-1J21 _....... _ - SAIRW.r.ei-rmr.wn e.,,,.[F.-t Nd 2 I WekOreem kies.,..eeet revel).me.,semi wve ea e;,,,e eke*..+wa�ecg>:.vt eeter*R4 ,an.34 d,P,@R N`2 - _.... f '2 aN�.aesaaft✓.s�+!6.'49'6' fPndA .clow"4.'"'"'d.oMAd(n *uetrMh .1: 4nalys s vs.Allowable Stress and Deflection y tint: t Additional Data: I Design Notes. t eVeveeetiolawehwwet.M,peeRw wee**OM etteeepesoM Sum*Cede;$8C.mt2{otet eireerve Damp R' *Pee,,.akr 14x0/mow +..014wr w c4 ata6Re ar,0a...ermey#10.0.4a04,4.6 yatr§4 x.04444.0z .ar5.n.ni.aaerb.5tr4 nnr.«w e,uarr ra+ut, A 8.e++Sembeeteederee eeteeemerteieeeftWeeellee9Peeeeew,urote&sRa.ye etetre*X s e.R*ro eery9 ewe"weer itl cYoPeole eeve eersa .se*Sekeee'M NtfiMlw9 rw.eee ever*** prompt)ieMMW9 brew w.Y/Y9t'e Y'YMY+M emends. Mcnet}'e:. Wh..wrw�w. tnw"4ta 'awr`ejOfn I I I Page 59 of 136 COMPANY PROJECT III fl 01°1% Wood or s' 011 WC;0 0 DESIC,N Sep.13,2016 15:12 Lending Joists wort, Design Check Calculation Sheet WoodWorks Sizer 10,42 Loads: ladag. Type. nt s t...,..: t:ort...,,-ft 4L-t 1.55-:g 55:n ,r,; Magni t ude tIt.5.t 0...!,`} Stat End Start, bnd Ir5.501 '''-'1`dad .1'1511 Area 20„op(16.0.1 prr Loar2 I.tad 1,211. Area 120.02/16.0"1 psi Full l'DI,- /. 2.6 'OF Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): t ..... - t I 1Mt,C1Or,.'1; Sead 62 Pg L.1,5:' 42S 406 3ca,-na „ Sspbar t 6,12 GI'4 Cr 5,00 Cr, , ' 4 1.00 1/215 2.././ aLrrant MSD dui, 4,0 51215 Lumber-soft,D.Fir-l_,No.2,2x8(1-1/2"x7-114") Supports:All-Timber-soft Beam,0 Fir-L No 2 Floor joist spaced at 16 0"cic;Total length:6-1 1";vilest*=0.5 cult; Lateral support top=full,bottom.at supports;Repelitivelestor:applied where permitted(refer to online help); III t. .. Analysis vs.Allowable Stress and Deflection using NDS 2012 1 -ea0 J.,, -.., > ,,, :,',., PV5.1 grn I-a E I." 7 11.176 -yrs at>.21 00 F.-, - i3. 1,..1 r .,-, ••• .",,,3,3.."' iler.d1,1'):•: lb /..-1, 5-5/1 - 1242 psi f hi MG' r.5,L 5 56.461 C,ill 5",,;1 - •.. ::.,,,, 11-2 bg-'r 2,Sr, a I 53211. Cl = 1,13SO la S.26 III 32 = n224? In Additional Data: FALToy.-3, FiE ip5...i C11 :.:›1 C., C'''.. '''.... CC,: '"2- cf.ns Cr is 426 u, I,,10 1.2.1 I,-10 1./1 - a - . 1.2: 1.0/1 I,00 2 430 1,,52 1.31 I,2.. I,C1VG I.2S2 I.(12 1..5 1-bI 1.0r - ? cc' 11;,,, - 1,0C- I.''... - - 5.22 t,00 . - C' 1.G mitItea 1,Cii, 3. ... - . . .,r 1.,I j.Oti - 1 1-.11.3n 2.Se tall 1.22 LOS 1.2.' . 5.22 1.00 - I CRITICAL LOAD COM8 NATIONS C::', 17 - D.L, '1 441, V d=s1/.5 Band.nti-;.1: LG. 6," - 1)=1,, M. .. I LC =I/ - D./, IL,-til 1 -1-/I4tiut L11-v 11 a:54 01i5 1'xiF,T.,,w,.. Li-125/1 455d 1,...,-, bas.5-entnata2 6=6-arra 1.-2/KC Al ',5,, ,r, ;3,4.1..,1 ', t,, dr, 15,414 o,Lplit 1.2a a c c.E.1,,.n.,,,5:,:...,,.., diCe c:1,, 1-14 1 7136: 21512 CAL Ot,,LATICAS i 25ar/eat/on. LI a ,G,ieS1 15-,-1,2 Est ta,,t•or, f-,..7. -•.' aon-gsati 12a0s /2,, '...f',,£.1 .,e, .PC::...CA.. ',Ii.,(!..si,il 1,dad Dar =.5t.12.5-, a ',1...1 1.,=a0 1-dr.Iert..2,/,. Design Notes: 111 1 WoodWorxs analysts and design are in accordence with the ICC International Building Code(16C 2014 the National Design Specification(NDS 2012),and ND'S Design Supplement 2.Please verify that the defauft deflection limits are appropriate for your tarsattattart 3 SaWft lumber branding members shalt be laterally supported a=orsling to the provisions of NOS Clause 4 4.1 I I I IPage 60 of 136 I ® COMPANY IMON C, Asp 15.101815.45 boa,x ianMy w.b 73 F'WARE FON Wor 1A-ViGN I Design Check Calculation Sheet wwssiaii fear6646 Lags ',....i9- r t'� lt eg^e 1`A x,46 rs ca .r *s 5 ' e ti' i 9 . a+ arts a L. f;^ $a. r 3Am3. &.Y, Y z^ T sF t. .a. . 6vwi xc33 ,, Maximum Reactions(lbs),Beadng Capacities libel and Beating Lengths fin) I tr,in xd Glolarn-Unbal„West Species,24F 5E SYS,3-112"c11-7/13" _. ... a 4w1+atoll.3.112.6611.66•66+Mt Unions N-rm4rti6e ism 0 Fr 1 047 1 Analysis La.u'ypt..p.4A nara..+R vs.Allowable Stress and Deflection.+„ryas7yp7 I 44 Design Notes: 1 WOOWNYa&tMAa,4 awgn atm 3ccr4.+ct4401 Ne.C:N4tA044,44ALANIA NC56m , c 144.0.haoo,a Deno, S 2012 EN NDS SWpw1wc4 29'.166".Rift'if*i7NMk.A aR1CUn N.NO*p',N*04414 sor ,.4454cA1 5aer.+fwntan(NU J, I 3 G4.1666 dn 6.6.466,iN !*Wl* von'a7,lt ANSI 11 7 2510 04 man WAO7 m ANAN4A4NAIA ANS,AIN,1-2607 4.3.2.A5:Rad-4 4440 MSG,i fc,..dept. S{Aim Oran NW bab(3Rysu{*OYl 66,6660eck,1.pwnstrl.of NOS so,.s3J S 025..AM MWg#,Otaa+i;$A 44,4N4 N Fso0m44m1 744cw4444 I '1111 I I I Page 61 of 136 III COMPANY PROJECT (It WoodWorks ® SUPWARf FOR W0OU OFSjG June 16,2003 10:53 (2)2x6 Cripple Stud.wwc Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: L oadType Distribution Pat- Location [ft] Magnitude Unit term Start End Start End: L oad1 Dead rxial (Ecc. = 0.00") ' 4000 lbs Load2 Snow Axial (Ecc- = 0.00") 7000 lbs III . , 35 lbs elf-weight Dead Axia.:. Lateral Reactions (lbs): ,. ... g m N I 0• 9' Lumber n-ply, D.Fir-L, Stud, 2x6, 2-ply (3"x5-1/2") Support: Non wood Total length: 9'; volume= 1.0 cu.ft.; Pinned base; Load face=width(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0= 0.0[ft]; Ke x Ld: 1.0 x 9.0=9.0[ft]; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Unit ' Analysis/Design pr7_on Analysis a..J ue Desxt n ValueAAAA II _., _L669 r c' .:::: 710 psi fc1Fc' 7 0.94 ::.. = l Ax al9 7 psi fc;Fc* 0.68 TaX_�f- , a�.�r,„ �c = 669 I Additional Data: FACTORS: Ff E(ps i.)CD CM Ct CLIC,? CF Cfu Cr Girt Ci LCI~` Fc' 850 1.15 1.00 1 .00 0.726 1 .000 - - 1.00 1.00 2 Fc* 850 1.15 1.00 1.00 I- 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: axial : LC it2 - Dj fS, P = 11035 ass Ef = 1.00 • D=dead -1ice S=snow w=wind TLr-rootmpact Lr-root live `., ac=concentrated E=earthquake: Al .. I.,C's are listed in the Analysis output Load combinations: ICBO-t3BC 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. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. I I I IIPage 62 of 136 ICOMPANY PROJECT 00"i di WoodWorks ® ISOFTWARE FUR WOOD Oli(W June 16, 2003 10:52 (1)2x6 Cripple Stud.wwc IDesign Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type • ;Distribution Pat- Location lft] Magnitude Unit tern Start End Start End Load? Dead 'Axial (Ecc, = 0.00' ) 2000 1�s Load2 Snow Axial (Eec. = 0.00") 3500 lbs Self-weight Dead Axial 18 lbs - ILateral Reactions (lbs): , 9 co 0' 9' Lumber n-ply, D.Fir-L, Stud, 2x6, 1-ply (1-1/2"x6-1/2") Support: Non-wood ITotal length: 9'; volume= 0.5 cu.ft.; Pinned base; Load face=width(b); Ke x Lb: 1.0 x 0.0= 0.0 [ft]; Ke x Ld: 1.0 x 9.0= 9.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion • Analysis Value 1Design Value Unit Analysis/Design Axial fc 669 Pc' = 710 psi fc,/Fc' = 0,94 Axial Bearing fc = 669 Pc* 977 psi fc/Fc* = 0. 68 . 11 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 850 1.13 1.00 1.00 0.726 1.000 - --II 00 1.00 2 Fc* 850 1.1.5 1 .00 1 .00 1.000 00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = DiS, P = 5518 lbs I D=dead L=live S=snow W-wind T=impact Lr=roof live Lc-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICBG-UBC I 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. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 1 I I Page 63 of 136 COMPANY PROJECT 11 00"4WoodWorks�' SW;MAW RIR W OD DIS GN II June 16, 2003 10:53 4x6 Cripple Stud.wwc Design Check Calculation Sheet Wood Works Sizer 10.42 Loads: Load Type Distribution Pat- Location :it) Magnitude Unit tern Stare End_ Start End Axial ( oo, _ 0.00") 7000 lbs Load2 leadlbs Load2 Snow Axia:. (r..�^c, = 0.00") 1Ci,�,v lbs Self-weight Dead .Axial Lateral Reactions (lbs): I 0' 9' Lumber Post, D.Fir-L, No.2, 4x6 (3-112"x5-112") Support: Non-wood Total length: 9'; volume= 1.2 cu.ft.; Pinned base; Load face =width(b); Ke x Lb: 1.0 x 0.0= 0.0[ft]; Ke x Ld: 1.0 x 9.0= 9.0[ft]; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Z-inal-p5is c a-•ae :gn `'ale Unit Analys s/Design Axial Lc, _- X335 y ic' 975 psi_ - *c, Fc' 0.91. -* = '1708 psi to ".c 8850.52 Aral Bearing Sc. � -- Additional Data: II FACTORS: F/E(psi)CD CH Cr CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 1.15 1.00 1.00 0.572 1..100 - - 1.00 1.00 2 Fe' i'S0 1.15 1.00 1.00 1.100 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC ##2 = D+S, P - 1/041 lbs D=dead L=Live S=snow bit=wind I=impa , Lr=roof live Lc=concentrated E--earthquake All. LC's are listed In the Analysis output II Load combinations: ICBG-UBC Design Notes: 1111. 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. , I I I 11 Page 64 of 136 COMPANYPROJECT 010°I4 Wood\/Vorks® 1 „,,",„„....„"m” Nov. 18, 2016 16:39 4x8 Cripple Stud.wwc IDesign Check Calculation Sheet WoodWorks Sizer 10.42 I Loads: Load Type Distribution' Pat- Location [ft) , Magnitude Unit tern Start End Start End Toad Lead Axial `Ecc. = 0.00"` 21400 Self aei-ght Dead Axia: lbs 54 lbs Lateral Reactions (lbs): CO m -I 9' 1 Lumber Post, D.Fir-L, No.2, 4x8 (3-1/2"x7-114") Support: Non-wood I Total length: 9'; volume = 1.6 cu.ft.; Pinned base; Load face=width(b); Ke x Lb: 1.0 x 9.0= 9.0 [ft]; Ke x Ld: 1.0 x 0.0=0.0[ft]; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion on Analysis ti a i ue . xiai igrl v-�lu Unit. . Analysis/Design fc 452 ,' = 451 Axial Bearing fc = 451 = ps = 1.00 _ ig 1 fc/Fc a 7 psi fc/Fc* = 0.35 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr. Cfrt Ci LC# 'c` 2350 0. 90 1.00 1.00 0.354 1.050 - - 1.00 1.00 II Fc* 1350 0.90 1.00 1.00 - 050 - - 1,00 1.00 1 CRITICAL LOAD COMBINATIONS: Axial : LC #1 = D only, P = 11454 lbs D=dead. L=live S=snow W=wind. i=impact Lr=roof live Lc=concen.tr'ated "_eat2:quake II All LC's are ._fisted is the Analysis output Load combinations: ICBO-UBC I 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. I 1 I I Page 65 of 136 I COMPANY PROJECT WoodWorks ® S fj5 TSYkftf FOR WOOD DEOGN I June 16, 2003 11:02 6x6 Cripple Stud.wwc Design Check Calculation Sheet 11 i WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location [it] Magnitude Unit tern Start End Start End lbs 'Loadl Dead Axial (Fcc. = 0.00") 9000 lbs Load2 Snow Axial (Ecc. 0.00") 14000 Lateral Reactions (lbs): co iiii 0' 9' Timber-soft, D.Fir-L, No.1, 6x6 (5-1/2"x5-112") II Support: Non-wood Total length: 9'; volume= 1.9 cu.ft.; Post and timber; Pinned base; Load face=width(b); Ke x Lb: 1.0 x 0.0=0.0[ft]; Ke x Ld: 1.0 x 9.0= 9.0[ft]; I Analysis vs. Allowable Stress and Deflection using NDS 2012 : riter..ion Analysis Value Design Value Unit Analysis/Design II 760 Fc' 823 psi Axial - iC,r`Fcx = 0.66 760 Fc* = 1 }0 psi Axial Bearing .¢_. ::. Additional Data: rCr cert ci Lc#i ^ Ct CL/CP CF .,t II FACTORS: E1 E(ps-,;.,D CM1.00 1.00 2 Fe' 1000 1.15 1.00 1.00 0.715 1.000 -1.000 - 1.00 1.00 2 Fc* 1000 1.15 1.00 1.00 - CRITICAL LOAD COMBINATIONS: II Axial : LC Y2 = DTS, P = 23000 lbs D=dead L=live S=snout W=wind I=impact Lr-roof live Lc-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICBO-UBC II 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. I , I I I Page 66 of 136 COMPANY PROJECT WoodWorks® . - GI3$iARf FOR WODii LtSil:t Nov. 18, 2016 16:41 6x8 Cripple Stud.wwc IDesign Check Calculation Sheet Wood Works Sizer 10.42 ILoads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End I Load' 'Dead _ Ax.iai (Ecc. = 0.00") 32000 lbs • ° A Lateral Reactions (lbs): I 9 _ 1 Co '''': m I o 1 I 0' 9• ITimber-soft, D.Fir-L, No 'I 6x8 (5-112"x7-114") Support: Non-wood Total length: 9'; volume=2.5 cu.ft.; Post and timber; IPinned base; Load face =width(b); Ke x Lb: 1.0 x 0.0= 0.0 [ft]; Ke x Ld: 1.0 x 9.0= 9.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2012 : I Criterion Analysis Value Design salue Unit •Analysis/Design Axial fc = 803 Pc' = 804 psi. fc/Fc' = 1.00 Axial Bearing fc - 803 Fc* = 900 psi fc/Fc* = 0.89*' *Column requires a bearing plate at top as per NDS 340.1-,.3: IIAdditional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1000 0.90 1.00 1.00 0.893 1.000 - - 1.00 1.00 1 Fc* 1000 0.90 1 .00 1.00 - 1.000 - - 1.00 1.00 I. CRITICAL LOAD COMBINATIONS: Axial : LC #1 = D only, P = 32000 lbs IID=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrates. E=earthquake All LC's are listed in the Analysis output Load combinations: ICBG-UBC IIDesign 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. 1 I I Page 67 of 136 II COMPANY PROJECT WoodWorks 000 ® 5O1a N.*.Rf FOR WOOD OFS7G0.' Feb. 10,2011 17:00 5 1-8x6 glu-lam.wwc Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load pc Dist_._ . .butlon' Pat.- Location rftf Magnitude Unit I tern Start End Start End 'Loads Dead Axial (Ecc. 0.00") 25000 lbs Self-weight Dead Axial SO lbs I Lateral Reactions (lbs): t9, t ,, .. co 3 N 0' g, I Glulam-Balanced,West Species,24F-1.8E WS, 5-118"x7-112" 5 laminations, 5-1/8" maximum width, Support:Non-wood Total length:9';volume= 2.4 cu.ft.; 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 and Deflection using NDS 2012 CLit_ricn Analysis Value Design Value Unit Analysis/Design_ 0.57 Axial Lc = 652 Fe' = 1140 psi tc/Fe ' __ 652 Fc* - 1440 psi €c/Fc` ::: 0.45. 1 Axial Bed=9" Lc Additional Data: Notes Lc# FACTORS: F/E(psi)CD CMM Ct CL/CP CV Cfu Cr Cf rt No I Fc' 1500 0.90 1.00 1.00 0.792 - 1.00 Fc* 1600 0.90 1 .00 .00 - - - - 1.00 - - CRITICAL LOAD COMBINATIONS: Axial : LC #1 = 0 only, P = 25080 lbs D=dead L=lice 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 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 I A190.1-2007 4.GLULAM:bxd=actual breadth x actual depth. I I 1 P Post Capacities Simpson Strorx�Tie age 68 of 136 11/18/2016 Post Allowable Compression Loads for Douglas-Fir-Larch Lumber --1 _ y , Perp to Compression Capacity Parallel to Grain Pc)100) Compression Capacity Parallel to Grain,P (16111- Framing ..,, 1 Grain, , Height Grade Pct ,n Nominal Top Plate 11 SIMpS°V p Peale ttetttht(1t.) 8 9 10 11 12 8 -- 10 11 12 2x4 .#2 3280 3170 2 3 ,1345 ,b 3x4 #2 5470 5285 2.a,x es 65 6340 ;. sty £115117 `tt ' 4x44 2 7655„ 7395 �; > _ .= �� 3 ,, „3 �" -9845 � 9510 xs�.- �,, �1r � '0 e2 115441 4x0 4'2 12030 �0Q3M' I _4x6 4'2 1 5860 15090 � � 12'215 d 41-10 !2_-. 20235 19060 aa; 4 6035 2x6 °Z 5155 ,' 8870 '- 7940,�� i��_ „:,602-''''' ' ' � � '�”" i � , 14945% 13235s ,x/35, aa1030" 923u 7740 5 5575 3x6 r2 8595 1=560 ",'1001-0')*:, S72o.. !18385- 15330 1'2835 )rt6995 =. 9290' 6 Inch 2-2x6 #2 10315 17935'_ 5885 sss .13875 . '',,124,"="0 1� 0 101'9. ';,. 22060 155 15475 !3O-f_ 11"145 Wali 4x6 #2 12030 2' S 1353(7- 1015 1.0 , 12 1a .2�73 , z i5'? .055, „, 152,5 - .1017.5,”. 3-2x6 #2 15470 269O5 23825 2081-1 1885 A "15 `5 r•0<. ,2.6957 . '.23215 .'. 1.,-,, :; ,1 7�E1"r 6x8` #1 18905 25250 ":': '.s"0 1565 . 19415 34255 -,300,.‘5 '.26125 '22475 - 19450 1 ... alt 25780 34450 ,15 2",::,_329 213 75 b_ 48715 C1 w5 3 185 311 1 ,,,,.16520_,,,„ See footnotes I Post Allowable Compression Loads for Southern Pine Perp to Com resslon Ca acl! Parallel to Grain,P 100 Corn rasslon Capacity Parallel to Grain f* (160) Framing - , - -- ... ". Gram Size Grade P Nominal Top Plate Height(ft,) Nominal Top Plate Height(Il) .e_ t 8 8 10 11 12 8 12 2x4.. :'2?-' 2 i 2965 1Q 3 � :2 4945 -* 2-2x4 2 .. , 5435- . ;' _.. 9 11 i..'. .; ., 4 lech #2 --.., .. 4 6920 . _...;.. .q .�.� .=,r .-F._,„, .-: .,...I. ,-,5,,,.�,.,. .alt � ,��,� P, --1-747=7:- �, 3 �. j Wall a s sy00 _ v: 4x6... .,' 42 1 10875 3° f,,. 1 4x6 t , i 14335 s .ti't 1 F u 4,r 10 _ 1 12 18290 �� 2x6 #2 4660 4660 31 3 _f 5 35 9 521-:.;. 5375 , 5795 8230 „( I 3x6 a�2 7770 6351:::;!;;<(;':- 0 8576 51' 1 " 2 �; 1146s1 a3�.; r> 0 6•inch 2x6__._ .,.:32 '2 9125 1 '�0 1, 1 3,; �.;; ':113-12900 5 Watt 4x6 #2 10875 111i ;i; �; i; '15' .17';,' 51 _ '1'6'01,5; 5 5. l) %8 '1918;:''055 u� 12` t" i1 7371;,' 479 I372x6 c2 M13985 13 30 a ��#«?�-, �--�c5 ,,; �. .i 1a 2��5 20330 17335. ,1479:5 fix6 #1 17090 21495 20270 18835 17260 15655 30025 26820: 23595 .,20610 . :17975 . 6x8„” .. r1 23305 29315 275412 25680 23540 " 21345 ' 1 .....' 36575' 32180 28105 24515 1 See footnotes Post Allowable Compression Loads for Spruce-Pine-Fir ILumber Perp to t;ompresston Capacuty Parallel to Grain,P (TOO) Compression Capacity Parallel la Grain Pc(160) i Framing Grain .. -,. - - , .M Nominal To Plate Hel ht It N Size Grade p 9 ( ) NaminalTppPlateHelght11 Pel 8 1 9 10 12 8 9 10 2x4 #11,2 ,i 2230 , 1305 ._ 57 12 .... 230 2775 _ 2250 1850 1540 1305 2930 .2340 1905 1575 1325 3x4 X11 2 ) 3• 720 4625 " 3745 3080 2570 2170 4 _... $$5 3895. 31-5 I 2630 2210 I 4-Inch c 2x4 moi"2 44& 5545 4495 3595 1 3085 2605 5865 , 4675 3805 L 3155 2655 1 Wall 4x4 4• 174-2 1 • 5 _. 6320 6745 5545 r 469_5 3040 6840 _ 015 4440 3680 s 3095 ' 6470 ; 5245 4J10 30+3 --3---"i;4—;--ii-1/4-2--i'- �« ..,, .. 5 3910 8795 {' 7015 571p t 4730 3980 IL4-2x4-1' #• 11#2 ' 8925 11095 8990. 7395 6165 5215 11730 9355 .;,.�X15 6310 5310 '' 2x8 t1f12 5505 77+15., . 6885' 6035 �" " 5255 4575 `," ",9600, ',- BOSS � 6770 . 5725"• q8 11.,,L-23-2x,67:, ,1/ 2 855 12905 11475 10080 8760 7625 " 16000 13425 : 11280 9545" 81456Inchs1f;2 7015 15485 13770 120,70 10515 9150 . 19200 '16110 13540� Wait . rc._.. 3 2x5 +ill#2 10520 2'230 01 51 7.0 1 5% - 1145 ..., ,, :-4:2x6 s #1d#2 ; 14825 s 97� 2 2 43 $-1325 35'45 65 155 0 See footnotes 1 I 0/C Page 69 of 136 I 11118/2016 Post Capacities I Simpson Strong-Tie Post Allowable Compression Loads for Hem-Fir _ _ Cam ession Capal lty Parallel to Grafi,P (100) Gore,fission C,a deity Parallel to Grain,P 1.1 Lumber Perp to Framing Grain, Nominal To•Plate Hal 1 hl(It.) SIMPSON P Plate Hal,lit It.) Size Grade Poi 8 9 10 11 ----d-- 10 11 12 2x4 #2 2630 2115 1730 1435 1210 2745 1770 1465 ..1230 ' 2125 �....,__�..�, ,,�.._... = .� 3x4 R2 3545 3525 2880 2395 2020 a ,r�� *�,'' �, A`'1`- , 141m5; f2 • ,255 ' 26(11.;;: 4230 3460 2875 2425. . X5485 y 4355 3540 2925 2460 ' ~7' - _ 3355 I 2 t 5 4125 3415 2870 - ' :*XI' " ' 6 80 7890, 6340 5185 4310 3635 4 $ 5 ;, 5305 4390 3690 �`"" 4935 4035 .ii� 14-2X�i K2 0505 °_;1Q525�. 8455 6915 5750 4850 097D, $715 � 7075 5855 4920 2x6 « #2 ' .3340 `w7 0 .' 6880 *5'i • 4 50 4 985 4-f7 642 5 4 1 3x6 12 55 0 v o E 1 i s 9841 ' 0 `70'7.. . 1 0 1 ;*1''' 10710 1 8995 i 6-Inch *---------- 2-2x6 12 6685 15900 13765. 1 810 10130 x$725 4 44071 .3 15470 12050 ;,'I0700 i 4,9165 Wall 3-2x6: #2 10025 :23855 20645 17715 15t95 , 13190 : 28150.. :23205 `19 75 416185 13745 13365 ' 31805 27525 r_ 2362 0t1 11,,.,.17455 37 35'. '14513521L,215700.m 'Z1M, '. 15325; See footnotes I Post Tension Load Tables I Post Tension Loads for Douglas-Fir-Larch e — .. - Allowable Tension Lumber pi, (160) Framing Bolt Diameter(in.) Size Grade % 1 I 2x4 #2 7245 6080 5820 5305 5045 3x4 #2 12075 10135 9705 8840 8410 2-2x4 #2 14490 12160 11645 10610 10090 4-Inch 4x4 #2 16905 14190 13585 12375 11775 Wall 3-2x4 #2 21735 18240 17465 15915 15135 1 4x6 #2 23025 19325 1850016855 16035 4x8 #2 28015 23510 22510 20510 19510 ` 4x10 #2 32765 27500 26330 23990 22815 2x6 wµ #2 9865 8860 8635 8185 7960 3x6 #2 16445 ..14765......_ 14390 13640 13270 I 2-2x6 #2 19735 17715 17265 16370 15920 6-Inch -� .. Wall 4x6 #2 23025 20670 20145 19100 18575 rt-- 3-2x6 #2 29600 26575 25900 24555 23885 6x6 #1 32670 29330 28585 27100 26360 6x8 #1 44550 39995 38980 36955 35945 See footnotes I I I A/Gr I11/18/2016 Post Capacities(Simpson Strong-Tie Page 70 of 136 Post Tension Loads for Southern Pine I Lumber Allowable Tension Framing Pty (160) SIMPSON Bolt Diameter(in.j stmrigie I Size Grade ttrs:Jt�.st t aor f� % % 1 I search °25/4 -2 5;r0 4760 4555 4150 3950 I3x4 #2 9450 7930 7595 6920 6580 2-2x4 #2 11340 9520 9115 8305 7900 4-Inch 4x4 #2 13230 11105 10630 9585 9215 Wall 3-2x4 #2 17010 14275 13670 12455 11845 4x6 #2 18480 15510 14850 13530 12870 I4x8 #2 22330 1874() 17945 ...16350 ....:15550 4X10 Illral 2 605 20650 19770 ' 2x6 #2 79201 7110 6930 6570 6390 3x6 #2 13200 11850 11550 10950 10650 6-Inch 15840 13140 12780 IWal) 4x6 #2 18480 16590 1617015330 14910 3-2x6 #2 23760 21330 20790 19710 19170 I 6x6 #1 43560 39105 38115 36135 35145 6x8 #1 59400 53325 51975 49275 47925 ISee footnotes Post Tension Loads for Spruce-Pine-Fir I Lumber Allowable Tension FramingPil (160) Size Grade Bolt Diameter(in.) i 0 _ 2x4 5670 4760 4555 4150 3950 3x4 #1/#2 9450 7930 7595 6920 6580 4-Inch 2-2x4 #11#2 11340 9520 9115 8305 7900 Wall 4x4 #1/#2 13230 11105 10630 9685 9215 mm 3-2x4 #1/#2 17010 14275 13670 12455 11845 4-2x4 #11#2 22680 19035 18225 16605 15795 2x6 rifia7720 6930 6755 6405 6230 I 3x6 111M12870 11555 11260 10675 10385 6-Inch 2-2x6 ` 15445 13865 111M11 12810 12460 Wali I3-2x6 rZ21 23165 20795 20270 19215 18690 4-2x6 #1/#2 28315 25420 24775 23490:... I 22845 ISee footnotes I 1.1.1.....•fA...,...ct...n.A:e.......1n..v11...M1s++n."040..la+uru.rt.nnnot0,rthrin netr.r.entnre kerFininol_nntne fnnet_noneritietc FM Page 71 of 136 r I Caeot: West Hills Development Project: River Terrace East Proj.is 16-TI00 lir Bate: 11!1812016 +' By: YSP FROELICH ENO 1 NE E R S I Cont. Spread Footing Design At Building Ext. Wall (II to joist) I '.Loading Criteria Foundation Results "Roof DL(psi) 16 Dead Load(Off 832 Roof SL(psi) 25 Ftg Dead Load(Pit) 435 Floor DL(psf) 27 Live Load(elf) 320 I Floor LL VC 40 "Snow Load(pit) 309 Well DL lost) 10 IBC Eq•16-9.(p1 1587 Concrete Wt.(pcf) 145 IBC Eq.16-10(pift 1567 ( ' SBCEq.16-11(pl 1732 . Tribidrey Areas " Total bearing(pat) 866 Roof Trib(ft) 12 Allowable brg(pat) 2600 Floor tub(ft) 8 Footing OK Stall height ( 40 I Stemwail M. (ft) 1 5 Stud Wall Loadings 1268 to Stemwail width(in.) 8 Dead Load(elft 832 Footing width(in) 24 Live Load pI 320 � 300 Footing depth(in.) 12 Snow Load( Cont. Spread Footin Design At Building Ext. Wall (I_to joist) toading Criteria Foundation Results Roof DL(psf) 18 !Dead Load(plf) 1057 I Roof SL(psi) 25 Ftg Dead Load(pi() 435 Floor DL(ref); 27 Live Load(pit) 840 Floor LL(psf) 40 Snow Load(OM 125 Wall DL(psf) 10 'IBC Eq.16-9(pii) �, 2332 Concrete (pe) 145 IBC Eq.16-10(If) 1817 IBC Eq.16-11 (pit) 2218 TributaryAreas Total bearing(psi)_ 1166:4 'Root Tri (ft) 5 Allowable brg(psf) 2600 Floor trib(ft) 21 Footing OIC Wail height(ft) 4° Stemwaii ht.(ft) 15- Stud Wall Loadings Results n Stemwall width(in.) 8 Dead Load(pI 1057, Footing width(in) 24 "Live Load(Pit) 884400 Fooling depth(in.) 12 Snow Load(pit) Cont. Spread Footing Design At Int. Brg Wall - 1st Floor Loading Criteria Foundation Results Roof CL(psi) 18 Dead Load(pit) 1651 Roof SL(psi) 25 F12 Dead Load(pit) 250 Floor DL(psi) 27 Live Load(pit) 1800 Floor LL(j?sf) 40 Snow Load(rill) 50 I Wall DL(osf) 10 IBC Eq.18-9(off) 3741 Concrete WI.(pcf) 145 IBC Eq.16-10(pif) 1991 ` IBC Eq.16-11(pit) tTributary Areas Total bearing(psi) 1871 Roof Trib(ft) 2 Allowable brq(psi) 2600 I Floor tnb(ft) 45- ' Footing Old` Wail height(ft) 40 Stemwali hI.(ft) 0 Stud Wail Loadings Results Stemwall width(In) _ 0 bead bead toff) ( 1651 Footing width(in) 24 live Load(p0) TIt 1600 Footing depth(in) 12 Snow Load ) 50 Page 72 of 136 Cont. Spread Footing Design At Int. 8rg Wall 2nd Floor ' Loading briterla Foundation Rt►su� ( DL(Pt) 18 Dead Load(Qlf) 1140' Roof SI(psf) 28 Ftg Dead Load(pit) 290 Floor DL(psf) 27 Live Load(plt) 1200 ' Foot IL(psi)` 40 Snow Load(pit) 50 Waa DL psfl 10 18C Ea.16-9(p1f) 2836 Concrete Wt.( 145 IBC Eq.18-10(pit) 1488 t6C Eq.15-11(Mit) 2374 Tributary Ara** Total bearing(psi) 1318 ' Rooarnb(ft) 2 Allowable bry(psf) Floor 2500 Mb(10 30 Foodna Ott Wall net8nt(it) 30, Stemwalt ht.(ft) 0 Stud Well Loadtings Results Stemwali width(in.) 0 (]gad Load(pit) 1148 Footing width(In.) 24 Live Load f) 1200 Footing depth(in.) 12 Snow Loadplf) 53'' 1 I I 1 1 1 1 Page 73 of 136 I Cont.Spread Footing Design At Party Wall I °Loading Cited* Foundation Results ' Root DL(psi) 18 Dead Load 1516 Root SL(psf) 25 Fig Dead Load(pil) 290 Floor DL(psi) 27 'Live Load(pit) 1600 Floor L(pat) 40 Snow Load(plT) 50 Wall DL( sf) 10 18C Eg,18-9(pi) 3406 Concrete Wt.(DCI) 145 IBC E4.16-10(If) 1856 ., IBC Eq_16-11(pit) 3044 I TributaryAreas Total bearing(psi) 1703 RoofIn (II) 2' Allowable brg(psf) 2500 Floor trio( — 40 Footing Off 'Wail height(ft) 40 Stemwait Iii ift) 0 Stud Waft Loadings Ramat* Stairwell width(in. 0 Dead toad loft) 1515 Footing width(in.) 24 Live Load(If) 1600 Footing depth(in.) 12 Snow Load(pit) 30' Design At Corridor Wall I Cont.Spread Footing tgn Loading Criteria Foundation Results ` `Root OL(pet) 16 Dead Load(pit) 1346 Roof SL(psf) 25 Ftg Dead Load(plT) 290, I Floor DL(pat) 55 i_ive Load(pill 900 Floor LL(psf) 100 Snow Load(ptf) 625 Wall DL(psf) 10 IBCEq.18-9(p0) 2535 Concrete WL(pct) 145 IBC Eq.18-10(elf) 260 I IBC Ea,.16-11(plf) 2779 Tributary as 'total bearing(psi) 1389 Roof Trio(It) 25 Allowable brg(psf) 2500 Floor tnb(It) 8 Footing Dtc Wall height(ft) 40 Stemwall ht.(ft) 0 Stud Wall Loadings Results Stemwall width(in.) 8 Deed Load tplf) 1346 Footing width lin.) 24 live Load(Of) 800 Footing depth(in.) 12 Snow Load(tf# 626 I I I I I I I I 11111 = 1 NM N MI 111111 I MI En an N M M M MN IIIII1 OM FROELICH CONSULTING ENGINEERS INC., Client: Project: Project#: By: Footings Maximum Allowable _ - Footing Size Required Required Dimensions Used Dimensions Footing Bearing Load(pot) qaa�., Area W(ft) L(ft) W(ft) L(ft) I D(in) Weight Pressure 18"x cont x10 3500 2500 1.40- 1.18 1.18 1.5 1 10 188 2458 24"x cont x 10" 14000 2500 5.60 2.37' 2.37 2 3 10 36"x cont x 10" 27000 2500 10.80 3.29 3.29. 3 500 2458 4 10 1500 2375 2'-6"x 2'-6"x 10" 15500 \ 2500 6.20 2.49 2.49 2.5 2.667 10 3'-0"x 3'-0"x 12" 21000 2500 8.40 2.90 2.90 3 3 350 2483 12 1350 2483 3'-6"x 3'-6"x 12" ' 27000 2500 10.80 3.29 3.29 3.5i 3.333 12 1750 2465 4'-0"x 4'-0"x 12" 37000 2500 14.80 3.85 3.85 - 4 4 12 2400 2463 4'-6"x 4'-6"x 12" 52000 1 2500 20.80 4.56 4.56 4.5 5 12 3375 2461 Required Area: =(ptatAlaa"W)o.5 Bearing Pressure =(P,qt+W)/(W*L) _(Ptot+W )/(W*L*3.1415/4) CO CD 0 W m Page 75of136 I I Client: West Hills Development I Project: River Terrace East Prej.tit 16-T100 Dote: 11/18/2016 At By YSP i FROELICH £Nt3I N£ER9 I Cont. Spread Footing Design At Buiiding Ext.Wall (II to joist) Loadta Crierta Foundation Results Root l (pat) 18 Dead Load(off) _ 832 Root St.(pen25 q Dead Load(Of) 436 I Floor C1L t.p 27 L Ars Load(pet 320 FIo LL(Pat) 40 "Snow Load(plfj 300 Wall DL(oaf) 10 IBC Eo.18-9(pit) 1587 Concrete WI:_(act) 145 IBC Eq:16-10(pitj 1557` 1150 Eq.18-11(pit 1732 Tribute Areas Total bearing(pee -. 656 Roof Tri�(R) .17 Allowable bre fest) _ 2500 Floor (t) b footing OK Wall height(ft) 40 I 5temwa0 nt: ng*h ) 1.3 Stud Walt Loadinits Stenm+ali wldtn(in.) 8 Dead Warr(0+) 832 footing width(fin.) 24 Live Load(pit) 320 Fooling Depth{tn.1 12, "Snow Load(plt) 300 r I Cont. Spread l=ooting Design At Buiiding Ext. Wail (I_to joist) Loading Criteria Foundation Results r Roof DL(psf) 18 pead Load(pir) 1057 I Roof SL(pat 25 Ftg Dead Load(pif) 435 Floor DL(psf) 27 Live Load(off) 540 Floor LI(psfl 40 Snow Load(plf) 126 Wall DL(pat 10 IBC Eq.16-9(plt) 3152 I Concrete Wt.gad) 145 IBC Eq,16-10(pit) IEC Eq.'1 -11(pit) 22 r6 4butitfy Areas ' Total bearing(pat) 1166 Roof Trio(ft) - 5 Allowable brg(pat) 2500 Floor trib((f) 21 Footing 010 I Wail height(ft) "_ 40 Stemwalt ht.(PEI _ 1.5 lud Wa1�(ngs duns $temwail width(in.) _ 8 '�Load( 1057 Footin wldih(in.) 24 ive LLoad(pit) 840 12 'Snow:Wad teff} 125 depth(in.) 5 Cont. Spread Footing Design At Int. Brg Wall - 1st Floor Loadins C: foundation Remelts , Roat DL(p51) la Beau !‘ad( 1651 0 R rSl-testi 25 Fig Dead Load 1800 0 Floor BL(pat} 27 Live Load(pat) Floor LL(pat) 40' Snow Load"(pe) 50 Wall DL Wet 10 t9C Eq.18-9(plft 3741 145 IBC Eq,16-10(pit 1991 Concrete Wt (( ISO Eq.18-11(pit 3329 'tributary Kress Total beating(pat) 187i I Roof T (ft) 2 Allowable bra(psn 2500 Floor till(It) 45 Footing O$t • Wall height(ft) 40 Stemwatl ht.(R) 0 Stud Wall Loadings.Results , Steam/ail wiath tin.) 8 Dead Load(pi) 1851 I Footing width(in} 24 Uve Load(pmt) _ 1800 Footing death(in.} 12 Snow Load(pig , 50 I Page 76 of 136 1 ' Cont. Spread Fobtin Design At Int. Brg Wall -2nd Floor Loadln Criteria Foundation Results hoof DL - 16 bead Load(p16 1146 Roof S /p 26 Fig Dead.Load(pit) 290 fir DL( 27 Live Load con 1200 F LL tiler gnaw Load(p1t) 60 WeI1 DL fit} 10 IBC Eq.16-9(ply 2638 to c ete WL(pl) 145 IBC EQ.16-10(Of) 1488' IBC Ea.-16-11(plf) 2374' ' `lrlbutaryAreas Total beating(Per) 1318 Tit(R} 2 'Allowable brg(Psi) 2500 Floor ldb(R) 30 Footing Ot( Wad height(It) 30 Stemwall ht.(It) 0 Stud ifiran Loadings Results ' Stemwall width(In.) 0 Dead Load(p11) 1146 Footing width QnJ 24 Live Load(pt9 1200 footing depth(In) _ 12. Snow Load S 50 1 I I 1 1 1 11 Page 77 of 136 I Cont. Spread Footing Design At Party Wall Loading&b d* Paundelbonllesuita ,RosiIb is bass Load too - 1516. 25 Fig Dead Load(ala) 290 I Irst; ieol7 Floor DL(pat) 27 Live Load(pill 50 Floor LL(psi) 40 Snow Load(pi') 9408 Weft DL 10 IOC Ef 1 a• (P 1856 C6tnCtete 145 IBC Eq.18-1'0 fol 38, IBC E4-16-11 Tributary Total bearing(iii 1705' RoofTr%tt) 2 Allowable brg(P59 2500 Floor bib(ft) 40 Fogtlrtg CI te Wall he(Bt(ft) 4(i Vermeil ht.(►t) o `Mud Wall Loading Results Stamwali width(In.) 0 Dead Loci(Pit) ` 1510 Foobn4 width,(in.) n 24 lave Load(ptf) 1e0A footing death(in,) 12 Snow load(Qtt) �. 50 Cont. Spread Footing Design At Corridor Wall I .Loading 0/nada "`oundation Rssult Roof D14paf) 18 Dead Loadjptt) Isle 'Moor Roof SL(par) 25 Ftg Dad Load(ply 200 DL( 55 Live Load 0 0 100° Snow Load _ 625, Floor D pa� 10 l8C 54..16-9,011) , 2530 4 Concrete Wt(pct) 145 IOC Eq 15-10 tali) 2779 I IBC Eci.18-11(plf) Tributary Areas Total bearing Oaf) 1380 Roof Trio(ft) 25 Allowable brg(pen _ 2501i Floor flab(R) 9 Fooling DK I Wail height(t1) 40 Steno/ail In (ft) 0 Surd Wail Loadir {wi Results 1345, Stemmata width(in.) 6 'bead Load(pit) 940 Foot6r g widthh,(in) W. 24 Live Load(pit} 900 111Footing depth(in.) 12,, Snow toad(pit) I I I I • I I I IPage 78 of 136 ICOMPANY PROJECT II WoodWorks IsoFr�rnar me wr,on aesrs Aug,31,2016 1301 Wall Awwc Design Check Calculation Sheet Wood Works Sizer 10 42 I Loads: i.oaci type _. r,1_ .: r, I" Magnitude t r tt rtn _t a I :..,j Dads s ax_ 1 c 21. r;,f37".2` S22 pt t '2 .cp.�3 .✓u tlx: t 3 € ,.t{ ':24< Lt k ,aa_ �Ax.-.' .✓t ...:: as 4._,. 'Lateral Reactions(lbs): s --1 N -8 0 A Itart ,, ,,0,ci, ._.. _..... g 1),,..3-I +t ' • M Cont.Spread Footing Design At Building Ext.Wall(II to joist) I Lumber Stud,D.Fir-L,No.2,2x6(1-112"x5.112") Support:Lumber Stud Bottom plate,D Fir-L No 2;Bearing length=stud thickness;continuous lower support Spaced at 16 0'dc:Total length 9';volume=0.5 cult.; Pinned base,Load face=width(b);Ke x Lb.1 0 x 0,0=0:.0(ft];Ke x Ld:1 0 x 9 0=9.0[ft];Repetitive factor:appi,'ed where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NOS 2012 I Dri.ter kart AmdDJx1P VP L4,1 i.<¢ i.i^ 3!'&$:.p 11z,..,,,,. 01 9`at3&K.at3 nh tsr� $17. 3 t x 3 r 14 tr r tt i.^ r tax.at t r. .Kt:^ __.y _ 2 I Pi ra 12 _-5E. f 12 1.1.,AL, DL I.'," 't •:x;547 gr T 11 Tweet Vaal 1'n 0.155 w rt./9:9* 'i,.4 ,�v ),x51, I Additions!C3ata, _t1( c.•, i r>;. t3 m' .. 'moi :}s 175 . 555J F t,1 10 .. ., i t„li - ..Sr` fl ._.i., -.,v0 '^ 1.0t3 z .: ,5v .. - .. .,µ. t'.1 I. CRITICAL LOAD COMB` ONS o i-c J e:s,05 ft,. LC k2 - _L, _ ._ 7• 7., _.,,> .1_ ct:pnr so /3. 2-.71:.1,.1.; ','1'..,,I ..15 10 §' V +2 C h ,.;x,,....t., 255 lC n2i ea _ 'r rd ., ... t f;3 1.. P.1 ; re ,_._ �. . ICAS£R lAY'C*d Sc.:'... ..', '.,. , . Design Notes: I 1 WoodWorks analysis and design are in accordance with toe ICC Internet anal Buttcing Code(IBC 2012),the Nations,Design Specification(NDS 2012),and NDS Design Supplement 2 Please verify that the defa.;ii deflection limits are appropriate for your application I I I Page 79 of 136 COMPANY PROJECT I Sil I• WoodWorksAl ® vorrw,uelxes woon nevem Aug 31,2018 13.02 Wali B wwc I Design Check Calculation Sheet woodworks sizer 10.42 Loads: Load ,Type Distribution moi_- Location [III Augnit0as U01C tern StarL.. End 11 6,1.1 lural 1z2 •Mesa. _.. 2x s: S72 :'cc 1.971', I05' pit 140 0know P.Xiai Uccc t 02' T1C, Pit Y S' Snow Axial DL ",uc ... 0.62.1 12; pie Sr,l e w,; hL '. wad Axial 6111..' id P11 _.. _.. Lateral Reactions(lbs): . 0 mN, c .,_ - _.s.. Dean l2.. Live 12 lnew 1 a• Load d I d c we 1 y 94 L: #: Load conA`• #2 .... _. Cont.Spread Footing Design At Building Ext.Wall(I_to joist) Lumber Stud,D.Fir-L,No.2,2x6(1-1(2"x5-112") I Support.Lumber Stud Bottom plate,0,Fir-L No.2;Bearing length=stud thickness;continuous lower support Spaced at 16 Cr'dc,Total length:9';volume=0:5 cu ft; Pinned base.Load face=width(b);Ke x Lb:1 0 x 0.0=0 0(*t;Ke x Ld:TO x 9.0=9.0[ft);Repetitive factor:applied where permitted(refer to online help), 'Analysis vs.Allowable Stress and Deflection using Nos 2012: I Criterion AesY a.t6 Voiva. fl Tigre ve I or that,._.. ,,Aha sl's ii)., LOM.... Rhear ffv - 4 A s"t tilt pc, :v r 1l2 Vending(;.` ft = '7 /b' 131S -->i h/'0 ".2? Axial fc -, 339 :re w 921? poi fc/Fe 2.13 CDmb1DC17 tea al e eccentric M*mv'tt4,. Eq,15.422 .12 kxlel Beating fc = 300 60. - 1v37, psi r./rr i l7 r.f. .. 761 po`' '_1' Support EleaCix"4� - r Dead neci'n O.U1 .13 , Live Defl'r 0.02 4L09/9 0.00 - 1./120 is i Total, tieft'n 9.02`". +1/999 5.9* 1,2129_.. ,.r. _.. ._ -- ._ Additional Data I FA T063 F2E4 irD ^ -t. t 1 CF C`i Cr Cfrt- 104 Fe'v' 190 ;, 'a 1.00 -. - 1.00 1 L 100'- 000 1.00 1.00 1.00 1.000 05 1.00 1 pc' 1353 1.00 1.00 1.')0 0f629 1.100 Loin 1 1.6 million 3 1.7 _ - - 1.00 } v .,, 1.01,,. 1 l+in' 0.50 z 1 e,:' 1.0 1.01, 0 1, 2 F.J. ,.350 r0 'f I..)0 - E cop 125 1,00 1 „0 1.00 1 CRITICAL LOAD COMBINATIONS. tie ahem 9? DeL, J L 22. V nestqa .2 ne!:di:::'J ;; IC 92 Oil, - 10e ilia-It Deflection: LC p3 = p liC.+ .. LC : (total. Ax is I C tt - » 2547 l b s q.75. u D+ Ab' 1515 loll L' ..x .=f 6vaid , r up(zor F7 21 C 90 Cap 40 i, 0 25 1-dead :..i. raw 0=w! l ,. 1*r.1t L:=ra e 'live L . necrtrated,I r...,q,;a e all LC's liaeea in the analysis. mt:p0e L....' lth t,JY3 ..9 ) 1 l3 1_ CALCULATIONS" Delle.1 4 33.3a04. It-in love 2.': ) ,.il e ,t11 all r ..':t(' .,",,A5- live. ..'d :o.T .} ot.,1. Deflection .lead lead Le .wet .n: + Lis :..a,: „.flee':...,•, Design Notes: 1 Woodworks analysis and design are in accordance with the CC International Building Code(IBC 20121.the National Design Specification INDS 2012).and NDS Design Supplement 2 Please verify that the default deflection Limits are appropriate for your application I I I IPage 80 of 136 I , ,... .,, COMPANY PROJECT I I illH WoodWorks® . i'OFTWARTi,f0/4 WOOD LII-,$/fA Aug 31,2016 13:06 Well C mare Design Check Calculation Sheet WoodWorks Sizer 10 42 I Loads: , "• Type - , 31rtriefit innrat- 1.c:CaT..1.0i, i:111 1139 011.11312 Gill t ' Cern 1.-Its.rt End StOr'. 2;50 -1#5,531 Seas' 13;3711/2.4, -•ere 3. 3.5Z-.( : 10',, par Load? Live Axial 0)3 (Exc. . 0,92"1 840 Or II ,..1;,,,:111,3,64,1ht ...,3):,.5 Axia1 USL - (gee. . 0.1021'1 :: 125 pl Reactions(lbs): f- Axial .1301, 13 Lateral pit . III , co 8 I> . . --i I : no tacLorsdi : ead 12 1 112,02tures, -, • #->3 22 I f.oad c,'"u`s .. 4oan csfit, 22 Cont.Spread Footing Design At Int.Brg Wall-1st Floor I Lumber Stud,D.Fir-L,No.2,2x6(1-112"x5-112") Support:Lumber Stud Bottom plate.D Fir-L No.2;Bearing length=stud thickness;continuous lower support Spaced at 160'cic;Total length:9';volume=as Cu ft., Pinned base;Load face'''w i d t h(b);Ke,v Lb:1_0 x 0 0=a 0(bp Ke x Lot:1 0 x 8,0=9.0(ft);Repetitive Factor:applied where permitted(refer to online help); I Analysis vs.Allowable Stress and Deflection wring NOS 2012: - , 9211-450#1601 Asa t y#1# 11/45,130i •133P1/40 1,04.1.0s tutr,c Ana ty-A ,.,;---:Ittkivitto - -ta/val: tv v 4 Pe v 160 as: - ;- 'vin' - 0.122 - renlisgr,) rs • 302 TS* = 11149 30.1 (b/Ob' - 0.23 Asi31 fr = 309 re' , 02,1 FST fc/rs' = 0,33 Cob: 'ft isocar 5 esse0Lris tour414.1 Esf1S.6-3 - 0.43 I Axial 11#4,130) fr , 309 e,,,,- -: 1488 - 5,appert Re4,111-# 'op - 303 rfp - 791 Wad 53-eti'n 0 0",. '.0,319 psi. Live bef1's 0.02 ,:, ,3/999- 0,90 - L/123 is 1c4re, = 0.71 0022s( = 0.40 f,, , rorAl,-13,11-1,3 0..01 # 4t-/119R 03190 4: L2120 10 -, 0,07 I Additional Data: tAcToRs, F/r(p,:,m:9 17.4 Cr, CLICP Cr 093, CT 3107, C". LC* Ft' IF PO', 0 1.00 1-00 1.4 .00 1,03 - 1 = - - 0 900 1,00 1.00 1,00 1,000 1.200 1.00 1,1.5 1.00 1,00 2 Fs' 1330 1,00 1,00 1.00 0_62b 1 1 rq, - ,, 1.00 1-03 2 E' 1.6111.1107' /100 1,00 - - - 1.00 1.00 2 21#001 0,58 milliar 1.00 1,00 • i - 3.00 1.00 2 I ' 2;, sup i.,1;2 1,00 !..Do 1,00 - '.c.RmcAL LOAD COMB;ATION1S-50 1'30 ' 1.i CO - - ' F,00 100 -- '1- 1,30 1,011 2 515eat : 33 07 t5L, 'c = 22, V desIgn = 22 is# 90soirs1,1: Le 52 . 101, 71 - :94 the-ft 901150,10s: LC 92 5 3,10 1live1 I ..,,,,Xlaa LC #2 - E1,13., (teta1) : 1,1 2 -. 0•',.,, P = 2010 13, T.:',1 P.:-.4-..3 : LC iO - Ulf., Fb-', lav, -P,:: = i6 1-.',ielS=f,-.".," ",, f,:.-fl,, 501 LC .,,.',.. -,, DiL, P - 7'.-:1' lbo, Cap . 6,“ , '.1 - 0,807, 01, - 1,79 D,41,,,c1 1,1,i,-,,,, ':,:.•-,-..,,,,-,.. 1') . nn L...nkp.a.'", tr,r3e1 1'.ve 14,53oncent re 12,0 1.1.-efirfrqsake 11H 1.2fs axe 1,3red ir ins Analy ",,", Qotput I ac. Lod ,,,---mt? i. , a,. ,,n,, ,333() ':h'- / 101 "i"012 CALCULATIONS; Oar:Zoe:loci ET , 2.1.331, it, 132 1.1.,,,,e dcrIc,-.:tici" - CAFtcf:coic frt.:, ', n.,,,-- deil lc,a..ci,-,, Wye,- wl'.1,-1,- ,'",,.- ' Total O707er:310n , 1.11,01f,030. icari Detlf,ri.101,1 . L5.,4 LOJci 13eflect1er. I .Design Notes: 1 WoodWorks analysis and design are M accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NOS 20121,and NDS Design Supplement: 2_Please verify that the default deflection limits are approprate for your appiication , . . i I I III Page 81 of 136 r COMPANY f PROJECT ?ilk W ' dWo �A . 0 - .. r s 0' Aug1 201613:05 Wall0.wwc xatrwarrt FOR svoaa oesicu g Design Check Calculation Sheet WoodWorks Sizer 1042 Loads: Load ap`. 121s6ributian Pal ter {ILI' Magnitude U;iL ,ride.._.. :b _ rad x.xt z 121 3 . 100 '0.::9 Is.10.. „,.P a : -:.s, Axial 3UL ,..,,,:e . 0.'322.00 Tit t 31r1- S ,,W Praia]. LYi ii2ac. _ 0,526P 50 ',f Lateral Reactions(lbs): dam. io ..5d : :3 to Livc 14 t:-7L r2 : Load caw L-6D 22 M: Cont.Spread Footing Design At Int.Brg Wall-2nd Floor Lumber Stud,D.Fir-L,No.2,2x6(1-112"x5-112") ' Support Luster Stud Bottom plate,D Fir-L No 2;Bearing length=stud thickness;continuous lower support • Spaced at 16 0"de;Total length:9',volume=0,5 Cu ft; Pinned base;Load face=width(b);K0e x Lb:1 0 x 0=0,0[rt];Ke x Lid:1 0 x 9.0=9 0[k);Repetitive factor applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NDS 2612 z I Cr%LLer iro0. Anaiya e 'ftitue-- 0pastle gag ea gait I Srsat.;kit A', ax-ei. r v L f iendina t.'; Co.- 134 to' ^^ 5 /Ds' - 0,41 d,amhiiird 120 ,t1 i acciint.ric ma ne.), 4-2 - 0.61 .6...•:.41 1 r C , 6.20 Sautior &! S' i STL.rot i iz .,p!) 2 0 1 -Dead DerPc i II 3 Lire Ucfi'n 0,03 . <IiCIII - L;120 i0 0.04 Total Lettl't 0.133 a Ate/a.:: 4.90 0 1.1i2f):... ex 0.99 Additional Data: rt 1 120;` 0i)FiFipri,CF CM Ct z/_' CCr Ctzt Cs, ..,Y O 1.00 1.01, 1,t16 .a 1 3 1,00 0 2 i3O') .00 ).6rii ..1'iP m. ).Ca 3.2)0 2 ti,.� 11.,x' or '1 - $,00 1..00 ' 1,6 n=r - .:.z ) 7'; ';.3ti «. _.- - i 7. 0$. ..,DD ['rin2 0..0 ixl. . _an 1 0' $.00 .. 0r;. 1.00 2 )123 t. 1 1, - i'; -` tY0 sup £2:� - 1.00 1.0 ... i.00 j.UG GRIT CAL LOAD COMBINATIONS - ac L'. 32 = 0.3, ,i,,.',. ,4 - tui 7 .ti's .,3, LW k2 = 2y-. M - 222 ..... p, il:, t 1, 4- - .1Y ) LC III .'i # ,L .. x9- L v id a+ P 6 s 4 J S 9 [ s 1 z `i= c 2x -; si- #1 I 3116 t bS ,1 v _.a= N=wIna 3 im.. -roof ,4 _,L'.:1 r a7t404 sura 011 LC.s .*a 1.213,d in th= ausPpiiIr .t-pa,: _ t ( L 1n Load rt Y= r - CALCULATIONS i v , S 'Live' a._ +_ . t .., fr4.4,. 411 .,;.:.:i isada P. wind, i<aw,_ _,., ^ ..i, ., f .-. ':3 f 3 i.iFC.'.:;1.cti 't F ..V o:7 >Y ,.;...i0. Design Notes: 1 WoodWorks analysis end design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NOS 2012).and NDS Design Supplement I 2 Please verify that the default deflection limits are appropriate for your application , I I I Page 82 of 136 I -00000% . . . COMPANY : PROJECT 1 - . 00 . - Or S0 IIISOP7149it 0FOX ivnun DiSFGN Aug;31,2016 13:08. Wall E wwc Design Check Calculation Sheet I WoodWorks Sizer 1042 Loads: . Load 1'2'114 a.0tFibeL,0 'io"1-r inn '. 11102,1, , (4.1:11 27,1-07.1. Lei 111,./ r2, 1;:rtil 1.,eadl ' laud 'Amlet Utt Mcc. - Zr-.92,,) 151.6 , pll" . : Load? 'Live .102,2%21 1721. Mac. - 0,92°1C 1600 ' P1F 1 .12100.d1 25acw am2e1 1,72., 01.112f-21.1.201 cm 1101, il Lateral Reactions(lbs): ti,.cc. - o.92'T 50 . pIC 01f . I . . t ....,_ .Ps: g'''7 i• ; .- CY 9' . D eab Liv-a .1a -:7 . . O new • i --;„ I - 1242,v: Fc24. 2.1021 47111:7 1,.. ,#I Cont.Spread Footing Design At Party Wall I Lumber Stud,D.Fir-Lt No.2,2x6(1-1/2"x5-1/2") Support Lumber Stud Bottom plate,D,Fir-1.No2;Bearing length=stud thickness;continuous lower support Spaced at 16 Gc/c;Total length:9';volume=05 cult; Pinned base;Load face=width(b),Ke x Lb:1 0 x 0 0=0 0(6];Ke it La:1.0 s 9,0=9.0[ft;Repetitive factor:applied where permitted(refer loot:dine help); I Analysis vs.Allowable Stress and Deflection using NOS 2012: Criterion AA41y.ttili Zituo 0,a40. 1 value unit A64i. 11411,*.d1 6 ,.r , , 1 $404T Bendlag,,',1 Is "' 4 ' -a"s! 4 OM r'14 2-4/141 Fb1 a 1342. 0.6-'100 -- 1.010, C, --, .t-A,-:; Fc.. . . :' $, CciFc.' 0, 1.-.. Cecb2aeL1 las al , ae-ever.',2 42..4444ti 11q-,.2-, I /1x".2.1.1, 060r,19 10 ,ae ac' p-.6-L '111111cr. 0n::rim; fnc - 1,-;,,,, Lep - 2,-, pal ,, 402 „ -.. Deed Daa..'a 0 '0- ,12.J !Ive 11of"L'e - 0 14 - eL2M9 0.00 - 0/120 L6, C0iFe" - 0,34 '. fpeep . 0.05 00; • V.,,vt..41 pettl1n. - 0.11 - t,/p99 0...9 - L11.20 150:- t,12 . I Additional Data: E0CTL1R3, 2111.1b011,21 CM C: 1:12:1.11 22' 22.12 C' Cart Ci 1,12a 1...172 ;.00 1 .2, 1.10 1,04 Fc' 135n 5.30 1.03 .1. ,', .... . 1 on 1.00 2 0' -2 - 1.06 1.00 7 F.4,04' 0.58 mil:Lica 1.10 /.71 --" - - - 1.10 1.00 2 I 1„,.4, .,,,,,p 1..i. 1,10 1,,.0 1,122 - 1.1'21 - ,... 1.00 1,0G CRIT1CAI.1.000 COMBINATiONS: 10 *2 ., '..),L, 0 ., - 25, :, 1.00 1.00 2 aeac.1_,na', Le h2 - D-12, 11 2-1 2,an-f, I022, 1;3E Fme:212:".2,ex,2,21-.12, a.'F., 11"acae 0-21va '2-arse, 10,240a1 12,22..02L, 12-"c.e, -.tea ..,c-caneF.:0.22-2.cd 11-e0a".14.0aee . I Lcad acmblnaLLor.-22. ASC.:1' ''-..2 i 222C :12:2 CALCULA720413'. cc "1.,....00' :10 f.I,.‘,.•. ..,..,. - -,''.f.:.e.:...,:.0, f.,..-..-.., .,:.L r,,-,..,..:-.,.: I-:-,,d, .•..,',,, ..,..:,.. ,,,,,,_::. , I 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 NOS Design Supplement 2 Please verify that the Oafs tat deflection limits are appropriate for your application. I .. I Page 83 of 136 1 COMPANY PROJECT III 1 WoodWorks® SOFTWARE rox waaa 015,CA Aug 31,2016 13:09 Wall F„wwc Design Check Calculation Sheet WoodWorks Sizer 1042 Loads: I✓oed Typo...... Lists>..i_iar: Pa1= Lo a ion li i ;dat;r i x: 331114 tV,M. 50040 ''fl 51/1.'21' hag t 00.._.. ,Med- Axa:01 ,.” ika 9„.)7.(' f'345 PT Loe12 7,", Ax1a1 UCL rrt:42400 FI` '.. iii+ Snow Axial Sol.rBi�`r. I5,2..t... 4 0,02"I 620 r:l 0 I . • -we nad Axi...1 :;I:_ 13 pit Lateral Reactions(lbs): I co N I darn, :q a; p :va 1 -9 24 L is 43 b 1-1A ^4 b Load ...tomb g3 Cont.Spread Footing Design At Party Wall Lumber Stud,D.Fir•L,No.2,2x5(1-1/2"x5-1/2") Support:Lumber Stud Bottom plate,D.Fir-L Nc.2;Bearing length=stud thickness;continuous lower support Spaced at 16 0"etc;Total length:9';volume=05 cult; Pinned base;Load face=width(b);Ke z Lb:1 0 x 0.0=0.0[ft];Ke x Ld.1 0 x 9.0=9.0[6];Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NOS 2012: t;Etterxen Arst1Ya s VX:ue 1nxv4r1 dulste ffoar; A1141 110/fe/3.k*B Sheer (v -' v Cv• «.< Sic 15t 4SP10 `3.03. .) 94 ' pet tbiPIPI - d..27 444 pdnif 3 tax ,t. ...._..f ..Am4.;-4611 1445..4 1 0, 09 AAIA. r t _ 404170. 1W1 psI 1 _. re BotiIp,'0%, 1. —, a,t 0.90 1.4121 In 0.00 °octt Vta 'rs, 0,110 �.Z.r'10g13 4.09. 4/1.3 .,' 0,10 Additional Data: 2ALITORS. I CM ft/ /"P CO C'00 Cr IITrt4 LC,/ FAI 100 1.00 3 ..t,, . 1.09 1.00 3.:1 ) 3 S- C o_2110r 1.00 1•00 " - - $ ) S ,/c 3' a :, t - 3 7 1.00 . -,., - 1 Fop pop 1...00 - _ ., T ^ 3 CRITiCAL LOAD COMBINATIONS I`IONS ». Shoat _' 1 - 0,2, SS 20o detmo .. 20 :3: f r:g _ 'C 12 1x1„ M - 2.3 ..,; .,. <fe r` tt ,r t 1Jf t >L3 r 4 d- I + Sb I. .14 i r x -.EC t oxf 1f3..:1 f , t CLTX,9nt.dt;:d it-nAr1Agpedo 1 Y 1 E:�:il 1', Lead al , C"'. :,J i .i, 7 / �f ( 101'e CALL ,RTIC' ,; _e z € ,s 0e r ' t L.vc' 1,,':,—). Deft -,"i. f-<... a,i. err .:.eau 1../.0d7 ,1: .1'd, -4o.a„^! 4 Cal .,;t3u.`_1 b' .a..,. .r02 lotlmc.isn, , 1,_,e 12,0 t e..:u.:•, 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 _. I 1 — 111111 NEI I I R M W In UN N MI NINO I M MIN FROELICH CONSULTING ENGINEERS INC., Client: Project: Project#: By: Footings Maximum Allowable R Required q i Footing Size Load(Plot) q e utred Dimensions Used Dimensions Footing BearingBearing Area W(ft) L(ft) W(ft) I L(ft) I D(in) Weight Pressure 18"x cont x10" 35002500 1.40 1.18 1.18 1.5 1.-- 10 188 2458 24"x cont x 10" 14000 2500 5.60 237 237 2 3 10' 750 2458 36"x cont x 10" 27000 2500 10.803.29 329 3 " � �, r 4 10 1500 2375 2'-6"x 2'-6"x 10" 15500 2500 6.20 2.49 2.49" 2,5 2.667 10 833 2450 31-0"x 3'-0„x 12" 21000 2500 8.40 2.90, 2.90. 3�'i 31;6q"x 3111'-6'x 12" _, 27000 w 2500 10.80 3.29 3.29 3.5LL 3333 12 1350 2483 4'-0" 4-0 x 12" 37000 2500 14.80 3.85 3.85 4 _1750 2465 4 12''' 2400 2463 4'-6"x 4"-6"x 12" 52000 2500 20.80 4.56 4.56 4.5 5 12 3375 2461 Required Area: =(Prot/q„tiow)o.s Bearing Pressure =(1310,+W )/(W*L) =(Prot+Wtr/(W*L*3.1415/4) m 03 0 W m Client: Project: Proj.#: Date: By: 11111 FROELICH ENGINEERS d ASCE 7-05 Earthquake Load Cs Factor Importance Factor(Seismic) 1= 1.0 Basic Seismic Force Resisting System Light Framed Wood Shear Wall R= 6.5 f�esponse Design S`pectrai Acceleration Seismic Design Coefficient Develo•ment Latitude Longitude DS 501 Cateao Cs 45.559 t -122.853 1.726 10.403 D l 0.1117 -Information in table was obtained from USGS website -Conservatively design all structures in all developments for the Cs design value specified below Controlling Cs Value» 0.1117 Use Cs =0.12 for Design in all Developments Equations: Cs=Smitlf t I Response Coefficient v 0, 0 w rn um m vim M Ili two um am mai MN ion ivilw AIN 111111 I Page 86 of 136 1 I 4 Client: Project: River Terrace(21 Plex) Project#: 16-T100 Date: 11/18/2016 IBy: YSP FROELICH ENGINEERSI WIND FORCE CALCULATION-MWFRS Side-Side Event I ASCE 7-10 SECTION 27-2 METHOD 2-ANALYTICAL PROCEDURE. IBasic Wind Speeds Input 3 Second Gust V33= 120 mph I Wind Directionality Factor Kd= 0.85 Table 26.6-1 Wind Importance Factor IH,= 1.00 Wind Exposure Category= B IBuilding Parameters Horizontal Dimension of Bldg B= 56 ft Measured Normal to wind direction Horizontal Dimension of Bldg L= 151 ft Measured Parallel to wind direction 1 Mean Roof Height h= 47 ft Highest Roof Level h„= 47 ft Approximate Fundamental Period Ta= 0.36 sec Eq. 12.8-7 I Output-Fundamental Frequency f= 2.8 Hz> 1 Hz Therefore Rigid I Topographic Effects Input Hill Height H= 0 ft Figure 26.8-1 Length of 1/2 hill height Lh= 1 ft Figure 26.8-1 I Dist.From Crest to Bldg.x= 0 ft Figure 26.8-1 Height Above Local Grade z= 0 ft Figure 26.8-1 Horizontal Attenuation Factor m= 1 Figure 26.8-1 Height Attenuation Factor g= 1 Figure 26.8-1 Shape Factor K1/(H/Lh)= 1 Figure 26.8-1 Output-Topographic Multipliers K1 = 0.00 I K2= 1.00 K3= 1.00 Topographic Factor Kzt= 1.00 I I I I Page 87 of 136 111 I Gust Effects Input Integral Length Scale Factor = 320 ft Table 26.9-1 %tewral Length Scale nominal height of boundary zg= 1200 Table 26.9-1 3-s gust exponent a= 7.00 Table 26.9-1 Turbulence Intensity Factor c= 0.30 Table 26.9-1 Power Law Exponent € = 0.33 Table 26.9-1 Minimum Height zm;n= 30 ft Table 26.9-1 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 Coefficieuts Input I Length to Width Ratio LIB= 2.70 Height to Length Ratio h/L= 0.31 Roof Pitch= 6 : 12 = 26.57 deg Velocity Pressure Exposure Coefficients Kh (see below) Table 27.3-1 External Pressure Coefficients Cp (see below) Figure 27.4-1 Direction Cp Height(ft) Kh qZ(psf) Velocity Windward 0.8 15 0.57 18.0 Pressure Leeward -0.27 20 0.62 19.6 Output qZ 1 Roof Windward 0.40 25 0.67 20.8 Roof Leeward -0.6 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 . h= 47 0.80 2532.60 qh hparapet= 0 0.57 18.0 qh 1 I I I 1 I Page 88 of 136 I Design Wind Pressures p (nsfl- C E=(4 16 ( Proof) per 27.1.5 I r . ` psf(8psf for min Internal Pressure Coefficient GCp,= -0.18 Figure 26.11-1 Wall Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW I Height 15 18.0 16.7 -12 ft 20 17.8 -12 19.0 25 18.7 -1.2 19.9 I 30 19.4 -12 20.6 40 20.7 -1.2 21.9 50 21.8 -1.2 23.0 I 60 22.7 -1.2 23.9 70 23.5 -12 24.7 80 24.2 -1.2 25.5 90 24.9 -1.2 26.1 I 100 25.5 -1.2 26.8 120 26.7 -1.2 27.9 47 21.5 -1.2 5.8 -3.7 22.7 9.48 I Parapet 0 27.0 -18.0 45.0 Design Load Case 1 Controls-By Inspection Parapet Loading per ASCE7-10 27.4.5 IDesign Wind Pressures p (nsf)_GCS„=(-1-) 16 psf(8psf for roof)min per 27.1.5 Internal Pressure Coefficient GC = 0.18 Figure 26.11-1 P' g Wall Roof I Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 7.7 -10.2 18.0 ft 20 8.8 -10.2 19.0 I 25 9.7 -10.2 19.9 30 10.4 -10.2 20.6 40 11.7 -10.2 21.9 50 1.2.8 -102 23.0 60 13.7 -102 23.9 70 1.4.5 -10.2 24.7 I 80 15.3 -10.2 25.5 90 15.9 -10.2 26.1 100 16.6 -10.2 26.8 I 120 17.7 -10.2 27.9 47 12.5 -10.2 1.8 -7.7 22.7 9.48 Parapet 0 27.0 -18.0 45.0 Design Load Case 1 Controls-By Inspection I Parapet Loading per ASCE7-10 27.4.5 IDesign Wind Pressures(ASO) p (us>1)-GCS„=1:I 16 psf(8psf for roof)min per 27.1.5 0.6W per 2.4.1 IInternal Pressure Coefficient GCp;= -0.18 Figure 26.11-1 Wall Roof Horizontal Effects Horiz. Direction-1 Windward I Leeward j Roof WW J Roof LW 1 WW+LW) RWW+RLW I 1 Page 89 of 136 i I Height 15 10.0 -0.7 10.8 ft 20 10.7 -0.7 11.4 III 25 112 -0.7 11.9 30 11.6 -0.7 12.4 40 12.4 -0.7 132 50 13.1 -0.7 13.8 60 13.6 -0.7 14.3 70 14.1 -0.7 14.8 80 14.5 -0.7 15.3 90 149 -0.7 15.7 100 153 -0.7 16.1 120 16.0 -0.7 16.7 1 47 129 -0.7 3.5 -2.2 13.6 5.69 Parapet 0 162 -10.8 27.0 Design Load Case 1 Controls-By Inspection Parapet Loading per ASCE7-10 27.4.5 Design Wind Pressures(ASD) P (MO-GC0=(+), 16 psf(8psf for roof)min per 27.1.5 0.6W per 2.4.1 Internal Pressure Coefficient GC0= 0.18 Figure 26.11-1 Wall Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+g W RWW+RLW Height 15 4.6 -6.1 110.4 ft 20 5.3 -6.1 11.4 25 5.8 -6.1 30 6.3 -6.1 12.4 40 7.0 -6.1 13.2 50 7.7 -6.1 13.8 60 8.2 -6.1 14.3 70 8.7 -6.1 14.8 80 9.2 -6.1 15.3 90 9.6 -6.1 15.7 100 9.9 -6.1 16.1 120 10.6 -6.1 16.7 47 7.5 -6.1 1.1 -4.6 13.6 5.69 Parapet 0 16.2 -10.8 27.0 Design Load Case 1 Controls By Inspection Parapet Loading per ASCE7-10 27.4.5 1 1 I I I Page 90 of 136 I 1 4 Client: Project: River Terrace(21 Plex) Project#: 16-T100 lir Date: 11/16/2016 Igy� YSP FROELICH ENG 1 N E E R s i I WIND FORCE CALCULATION-MWFRS Front-Back Event I ASCE 7-10 SECTION 27-2 METHOD 2-ANALYTICAL PROCEDURE IBasic Wind Speeds Input 3 Second Gust Vas= 120 mph I Wind Directionality Factor K. = 0.85 Table 26.6-1 Wind Importance Factor I,r= 1.00 Wind Exposure Category= B IBuilding Parameters Horizontal Dimension of Bldg B= 146 ft Measured Normal to wind direction Horizontal Dimension of Bldg L= 54 ft Measured Parallel to wind direction Mean Roof Height h= 47 ft Highest Roof Level hn= 54 ft Approximate Fundamental Period Ta= 0.40 sec Eq. 12.8-7 I Output-Fundamental Frequency f= 2.5 Hz> 1 Hz Therefore Rigid I Topolraapluc Effects Input Hill Height H= 0 ft Figure 26.8-1 Length of 1/2 hill height Lh= 1 ft Figure 26.8-1 I Dist.From Crest to Bldg. x= 0 ft Figure 26.8-1 Height Above Local Grade z= 0 ft Figure 26.8-1 Horizontal Attenuation Factor m= 1 Figure 26.8-1 Height Attenuation Factor g= 1 Figure 26.8-1 I Shape Factor K1/(H/Lh)= 1 Figure 26.8-1 Output-Topographic Multipliers K1 = 0.00 I K2= 1.00 K3= 1.00 Topographic Factor K2= 1.00 I I I I 11 Page 91 of 136 I Gust Effects Input s Integral Length Scale FactorI= 320 ft Table 26.9-1 Inti Length Scale nominal height of boundary zg= 1200 Table 26.9-1 3-s gust exponent a= 7.00 Table 26.9-1 Turbulence Intensity Factor c= 0.30 Table 26.9-1 Power Law Exponent E = 0.33 Table 26.9-1 Minimum Height zmi„= 30 ft Table 26.9-1 1 Integral Length Scale of Turbulence LZ= 310 ft Output-Background Response Factor Q= 0.83 Intensity of Turbulence IZ= 0.30 111 Gust Effect Factor G= 0.82 Pressure Coefficients Input I Length to Width Ratio L/B= 0.37 Height to Length Ratio h/L= 0.87 Roof Pitch= 6 : 12 = 26.57 deg Velocity Pressure Exposure Coefficients Kh (see below) Table 27.3-1 External Pressure Coefficients C, (see below) Figure 27.4-1 Direction Cp Height(ft) Kh qZ(psf) Velocity Windward 0.8 15 0.57 18.0 Pressure Leeward -0.50 20 0.62 19.6 Output qZ Roof Windward -0.40 25 0.67 20.8 Roof Leeward -0.6 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= 47 0.80 25.0 qh hparapet= 0 0.57 18.0 qh I I 1 I I 1 i Page 92 of 136 I Design Wind Pressures 0 (nsfl-GCS'( 16 psf(8psf for roof)min per 27.1.5 I Internal Pressure Coefficient GCp,_ -0.18 Figure 26.11-1 Wall Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW I Height 15 16.3 5.8 22.1 ft 20 17.3 -5.8 23.1 25 18.2 -5.8 24.0 I 30 18.9 -5.8 24.7 40 20.2 -5.8 25.9 50 21.2 -5.8 27.0 I 60 22.1 -5.8 27.9 70 22.9 -5.8 28.6 80 23.6 -5.8 29.4 90 24.3 -5.8 30.0 100 24.9 -5.8 30.6 120 25.9 -5.8 31.7 47 20.9 -5.8 -1.7 -3.5 26.7 8.00 I Parapet 0 27.0 -18.0 45.0 Design Load Case 1 Controls By Inspection Parapet Loading per ASCE7-10 27.4.5 IDesign Wind Pressures n (nsf)-Gee=(+) r16 psf(8psf for roof)min per 27.1.5 Internal Pressure Coefficient GCp;= 0.18 Figure 26.11-1 Wall Roof 1 Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW" RWW+RLW Height 15 7.4 -14.8 22.1 Ift 20 25 8.4 92 -14.8 -14.8 23.1 24.0 30 9.9 -14.8 24.7 40 11.2 -14.8 25.9 I 50 12.2 -14.8 27.0 60 13.1 -14.8 279 70 13.9 -14.8 28.6 I 80 14.6 -14.8 29.4 90, 15.3 -14.8 30.0 100 159 -14.8 30.6 I120 17.0 -14.8 31.7 47 11.9 -14.8 -5.7 -7.5 26.7 8.00 Parapet 0 27.0 -18.0 45.0 I Design Load Case 1 Controls-By Inspection Parapet Loading per ASCE7-10 27.4.5 IDesist,Wind Pressures(ASD) n (nsf)-GCe=(-) 16 psf(8psf for roof)min per 27.1.5 0.6W per 2.4.1 I Internal Pressure Coefficient GCp;= -0.18 Figure 26.11-1 Wall Roof Horizontal Effects Horiz. Direction- I Windward I Leeward I Roof WW 1 Roof LW I WW+LW! RWW+RLW I I Page 93 of 136 1 I Height 15 9.8 -3.5 133 ft 20 10.4 -3.5 13.9 25 10.9 -3.5 14.4 30 11.4 -3.5 14.8 40 12.1 -3.5 15.6 50 12.7 -3.5 16.2 60 13.3 -3.5 16.7 70 13.7 -3.5 172 80 142 -3.5 17.6 90 14.6 -3.5 18.0 100 14.9 -3.5 18.4 120 15.6 -3.5 19.0 47 12.5 -3.5 -1.0 -2.1 16.0 26.0 4.80 Parapet 0 16.2 -10.8 Design Load Case 1 Controls-By Inspection Parapet Loading per ASCE7-10 27.4.5 Design Wind Pressures(ASD) p (psf)-GCT,=(+) 16 psf(8psf for roof)min per 27.1.5 0.6Wper 2.4.1 Roof Internal Pressure Coefficient GCT;= 0.18 Figure 26.11-1 Wall Hori Horizontal Effects z. Direction- Windward Leeward Roof WW Roof LW WW+LW3 RWW+RLW Height 15 4.4 -8.9 ft 20 5.0 -8.9 13.9 25 5.5 -8.9 14.4 30 6.0 -8.9 14.8 40 6.7 -8.9 15.6 50 7.3 -8.9 16.2 60 7.9 -8.9 16.7 70 8.3 -8.9 17.2 80 8.8 -8.9 17.6 90 9.2 -8.9 18.0 100 9.5 -8.9 18.4 120 10.2 -8.9 19.0 47 72 -8.9 -3.4 -4.5 16.0 4.80 t Parapet 0 16.2 -10.8 27.0 Design Load Case 1 Controls-By Inspection Parapet Loading per ASCE7-1.0 27.4.5 I 1 I I Page 94 of 136 „, 4Client: Arbor Project: River Terrace-21 Plex 4111r Project#: 16-T100 tr Date: Jan-16 By: YSP FROELICH EN GI NEERSI Lateral Design - Wood Walls Shear Walls SEISMIC: Site Classification: D Occupancy Category: II Occupancy Importance Factor I E= j 1.0 System Over-strength Factor: Light Frame Walls with Shear Pane/s I W= I 3.0 Response Modifiaction Coefficient: Light Frame Walls with Shear Panels j R= j 6.5 I MCE Short Period Pectal Response accel.: Ss= 1.088 MCE 1-second period spectral response accel.: S1= 0.590 5%damped short period spectral response accel,: Sos= 0.726 5%damped 1-second period spectral response accel.: Sal = 0.500 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= 0.112 Controls Eq 12.8-3(max)-in addition to sections 12.8.2, 12.8.2.1, Table 12.8-1 Cs=So1/(T(R/I)) TB=C,h„" TB= 0.365 Cr= 0.02 C„= 1.4 from table 12.8-1 hn= 48 T= 0.511 ger 12.8.2 x= 0.75 Cs= 0.211 Eq 12.8-5(min) Cs=0.01 Cs= 0.010 Eq 12.8-5(min) = os Cs= 0.032Cs0.044Sl Cs= 0.112 Allowable Stress Design: 0.7E Cs= 0.078 I I i Page 95of136 I Seismic Dead Loads Note: Dead Load includes 10psf for interior walls/partitions Load Int.`Wail Trib Wall Int.Wall Wall Wt-Ext.V1�ail DECK SQ FT Total DL I diaph area Dead L(ft) 10 PSF {lbs) Level (ft2) (psf) L(ft) height(ft) Wt(psf) (psf) Roof A 7600 18 400 5 10 10 470 2160 182460 411'Floor 7600 27 400 10 10 10 470 2160 294360 3'd Floor 7600 27 400 10 10 10 470 2160 294360 2nd Floor 4800 27 200 10 3 10 10 250 1080 175680 Total= 948880 I Seismic Base Shear(Working stress Design) V=Cs(DL) V= 74030 lbs Vertical Distribuition Level Weight Height Wt*Ht vatnTomt V Vi=(Wt(Ht)rTotal)*V Roof_ 18246040 7298400 0.307 74030 22727 =V„r I 4th Floor ` 294360 30 8830800 0.371 74030 27499 =V4th '3`a Floor 294360 20 5887200 0.248 74030 18333 =V3,d 2""Floor 175680 10 1756800 0.074 74030 5471 =Vend Total= AfTi/(55 1.000 V,t= 22727 lbs Vat,= 27499 lbs (Allowable Stress Design Loads) V3rd= 18333 lbs V2nd= 5471 lbs 74030 Diaphragm Loads Level I w0(lbs) I V(lbs) j I V,(lbs)[ Ew,(lbs) F., =(( V)/(/W))*w,, Roof 182460 22727 22727 182460 22727 '=FrrIII 4"'Floor 294360 27499 50226 476820 31007 =Fen 3'd Floor 294360 18333 229345 771180 87541 =F3rd 2"r'Floor W 175680 5471 229345 946860 42553 =Fend Min Diaphragm Loads SDs= 0.726 Fpmin 0.2*Sps*wp„*I*0.7 Level Fpmin_ i Roof 18545 V,t= 22727 lbs 4"'Floor 29919 V4tn= 31007 lbs 3`d Floor 29919 V3,,= 87541 lbs 2""Floor 17856 Vend= 42553 lbs (Allowable Stress Design Loads) I I I I I Page 96 of 136 COMPANY PROJECT : 101, II oad f 7 O • _✓ Jan,24,201717:24 Side Side Event-Beam Conceplwwb SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Woodworks S(zer 10„42 -Loads: Load t4d10Type Dfatrib t on Vat- Location [fel' Magnitude Unit tern start 8nd Start find Lull VOL ft. x:.0 Ipif Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(In): 1 J. ...... 542 1 i Cnfact:ored: .. 20.0.6. • Dead. 10 : Vectored; `Totalt red: 17 17 _. 10 10 Bearing, 17 Y7 capacity , . 10 Ream 691 Support 781 12U5. 1209 Anal/Des 7tl1. 781 581. Beam 0.01 701: Support 0.01 I. 0.01 a.02 Load mb -#1 0.02: 0.02 U.01 Length 0.504 #1: Ni reg'd 50+ S,50' a7 0.0.7. Cb 0.50'- #1 1,00 8.50+ : 0.50+ : 0.50` LC min 1.00 Y.75. : 1.75 0.50• CO support 1.10 1.75: 1.J' 1.00 e&B*0 62;, _. ,. 1.76 'B 1,00 "fiih6nia(fl Moaned ath seloong used.lit"tar'hard s arld SFS-lir imaMr .s . - 1:.224 762as Glulam-Unbal.,West Species,24F-1.8E WS,2-1/8"x8" 4 laminations,2-118"maximum width, Supports:All-Timber-soft Beam,ELFia No:2 Total length:04'-2.C`I volume- 4,8 awe; Latera[support:lop=al supports,bottom=al supports: Analysis vs.Allowable Stress and Deflection ya) NOB 2012;: 03Stortaa 0)4atysaR 4aa1*a ne4�'u tate ` 118000, -Agalyvtav73eariDD Shea: �,_ z , ding(.l fb= 45220psi - 0.01 I R Pb' 13719 psi lbtFn 0.03J g{ 7 d 50 B11 1:6 ib/Sb' 0.014 Dead J fl'n 0.06= c.,t899 ", L. D fl'n negligible »-Z1 i.t n 0-.0Y 1r9a9 1 70 - 1.6200 SYf MO a Additional Data; 1A:TORS, E't6;pooic0 CM Ct CL Cr.' Cfu Cr Cfrt Notes _.... I F 265 0.90 1.00 1.00 - - n-cvt r.C# lv't 2 0. U 1.00 1.00 0.019 1.000 :.00 1 00 A 0 3.. 00 a0 1 0b'- 1450 0.90 1.00 1.00 0.855 1 000 .00 1.00 1.00 1,00 1 Fop' 850 00 0 1 V - 1 a 1'_a n 00 1.00 1' 0 I:rainy' 0,05 million ..,:0 _,110 CRITICAL LOAD COMBINATIONS: - - 1. Shear : LC #1 =0 only, V_ 1A, V design- II Abs I6 ndi,S t1 L - ..01 0 only, M. 53 lbs-ft nn, B L -#1 0 only, M 53 lbs.it f:. t. ti do o L kl D 1y (total) Dr-dead L-1 W u - d£=impact Lr-r f live Lc-concentrated R=ear-6 ', gnke All LC'a are listed i-.the Analysis output Load combinat:o.^.n; ASCE.7-10/ 10C 2012 CALCULATIONS: Deflection: 02 - 66.9006 ib 2 I "Live. deflection .Deflection 1.7.0non-dead load (live. d s Total Deflection 1 50(Dead Load Deflection) t Live Load.Deflection, snow-) Lateral stability ity ;-I 0 50 - 44 2 6_ RB 26.56 Lu :,e stability (-I: -.v-24.-0,50" 44.-2.81" RB- 28,55 Design Notes: 1,WoodWorks analysis and design are In accordance with the ICC Intertlalionat Building Code(IBC 2012),the National Design Specification(NOS 2012),and NDS Design Supplement 1 2:Please verify that the default deflection limits are appropriate for your application: 3.Glutare design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190:I-2007 4 Grades with equal bending capacity in the top and bottom edges of the beam croseeeclion are recommended for continuous beams:: 5 GLULAM:boil-actual breadth a actual depth,. 8,Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3,3, 7,GLULAM:bearing length based on smatter of Fcp(lension),Fcp(comp'n), I. I I I I Page 97of136 1 Client: Arbor Project: River Terrace-21 Plex Project#: 16-7100 Date: 42379 A, , ,may..; y: YSP FROELICH ENGINEERS 1 SEISMIC LOAD Areas: Roof. Story Distribution: _ Roof: 7798 sq ft Roof: 22727 lbs 4th: 27499 lbs 4th: 7798 sq ft 3rd: 18333 lbs 3rd: 7798 sq ft 2nd: 5471 lbs 2nd: 7798 „sq ft WIND LOAD Story Distribution: Level 'Windward [Leeward( Total Front-Back Event Roof: 109 36 145 4th:- 114' 38 152'Redundancy Factor, p 3rd: 107 36 142... 2nd: 100 33 133 1.0 because of lar a amount of shearwalls and Side-Side Event Event Per ASCE?-10, p= 9 Roof: 110 37 T 146 because no wall takes more than 33%of the story shear. 4th: 96 32 128 I. 3rd: 88 29 117 2nd: 81 27 108 Front/Sack Event SEISMIC I WIND Trib AreaLoad Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL GRID (sq ft) I (lbs) (ft) 1 (lbs) (lbs) (WN) I (ibs) (lbs) Roof _ YA - 900 ' 2623 18 _ 1958 653. ... . Y 2610 2623 S YB-D 2100 6120 39.5 4296 1432 Y 5728r' 6120 S YE 999 2912 37 4024 1341 N 4024 . 4024 W YF 999 2912 37 4024 1341 N 4024 4024 W YH 1900 5538 35 3806 1269 Y 5075 5538 S YJ 900 2623 18 1958 653 Y 2610 ^_ 2623 S YA 900 E 3174 18 2052 684 Y 2736 3174 W S w 4th II YB-D 2100 7406 39.5 4503 1501 Y 6004 7406 S YE 999 3523 37 4218 1406 N 4218 4218 W YF 999 3523 37 4218 1406 N 4218 4218 W I YH 1900 6700 35 3990 1330 Y 5320 6700 S YJ 900 3174 18 2052 684 Y 2736 3174 S li 3rd YA 900 2116 18 1917 639 Y 2556 2556 S 1 YB-D 2100 4937 39.5 4207 1402 Y 5609 5609 S YE 999 2349 37 3941 1314 N 3941 " 3941 S YF 999 2349 37 3941 1314 N 3941 3941 S YH 1900 4467 35 3728 1243 Y 4970 492570 S 0 S I YJ 900 2116 18 1917 639 Y 2556 2nd YA 900 631 18 1796 599 _ Y 2394 631 S YB-D 2100 1473 39.5 3940 1313 Y 5254 1473 S YE 999 701 37 3691 1230 N 3691 701 S YF 999 701 37 3691 1230 N 3691 701 S YH 1900 1333 35 3491 1164 Y 2655 55 631 1333 S i YJ 900 631 18 1796 599 Y I Page 98 of 136 I I I I I I I I I I I Side/Side Event SEISMIC WIND Trib Area Load Trib Width 1 Windward Leeward Combined? Load Design Load Load Typ LEVEL GRID % % On) (55) (Ibs) (YIN) 1 (lbs)(Ibs) (lbs) I Roof 31 16 3636 16 964 32 34 , 321 Y -1285 - 3636 S 7727 34 2048 663 Y 2730 7727 S 33 347727 34 2048 683 Y 2730 7727 S 34 16 3636 16 964 321 V 1285, 3636 S 111 4th 31 16 4400 16845 282 Y 1126 4400 S 32 34 9350 34 1795 598 Y 2394 9350 S I 33 34 9350 34 1795 598 Y 2394 9350 S 34 16 4400 R 16 845 282 Y 1126, 4400 S 3rd 31 16 2933 16 772 257 Y 1030 2933 _ S -_. 32 34 6233 34 1641 547 Y 33 34 6233 . 34 2188 6233 S 1641 547 Y 2188 6233 S 34 16 2933 16 772 257 Y 1030 2933 S I2nd 31 16 875 16 713 238 Y 32 34 1860 34 950 950 W 33 34 1860 34 , 1515 505 Y 2020 2020 W 1515 505 34 16 875 16 713 238 Y 2020 2020 W 950 950 W I I I 1 I I I I I Client: Arbor �(:j_v,_c:_s=)+Lr Project: River Terrace-21 Plex L s ength of indii•rdr:af tvatl Project#: 16-T100 Gt.,Total length of scall along gridline 10-Jen La=Length of mordent arta rn,...1111(if 411 Date: different than spall length)o L By YSP lies Walt Height ire to roof 1X3=(Y3,1(11YT-Ir4-114-IA'-i)-C kIt4-It3-Jc-'}-Ir?i13-1t?-1)TY h?}]x Lr ;ate'' I}4 Height of allfll;:lrt h3-Height of Well f1s_-.1x3 F R O E L I C H lr,=Height of oral.flrl_fh] EN 6 I N E E R S 1 t;' Vrf=Horizontal fore at gridline from roof ,iLrt��(Fri(hr)-6`1(hi1-V3(hi}�-P?(e;t1]:,L .}_Horizontal force at gelatine G:ora-t'°fh Lt Shear Wails & Holdowns v3 -Hork..,tat force at gridline from 3 a fir L' V2 Horizontal fore at gelatine Som"'s fir Wind'.tt7'=f).ti�(Rtrt<y x koq/T)L)-(rPn'th x iS'triJDL}_(Ftrirr x FloatDL)� Roof to eh Floor a Unit rar=semen i wall L• }t w (d abo,to mg moment citcn upper-uail is a'trib x FIoorDL),-- Roof DL: 18 psf star:kod p,)Urc tosser�kxtlt Seismic .11P=(0.6--,145�}I(RtrlD x RooJDL)-+(T<"u:b x ti?tifDL')=(,. Floor DL: 27 psf Mu-Chertunt ag moment tvlrea upper aeaU IS riot atackod or docs not exist Ain_.1lr Sit-,it, Wall DL: 10 psf fttr.f�.li'tab.Ftrib=Roof.wall,and floor hr= tributary area.used for calculating dead lona - Lc L Stud Spacing: 16 inches OC %r=Restating raomeat Ane to dead load 7',=Tension rfwalls not stacked -tts Ste'�(h, ;r RoojD Rind.(.'- L)-(i trtb xrtallDL.1 DL x F1oorDL)} - TsTension if loops slacked L 12 Stall spactingMs g.�. ,'.4 Ce. Compression at ends.if walls stacked S f.!-ti,135 .�(Kntitr Rx7afUL -volt)tb�7Yt71UL)-f Ftrrb k'F1corD1)�SmootCs L. 12 Wail 1 L Lt La h,, Vrf _ v Mu Rtrib Wtrib Ftrib Mr Cs Tu ` Comments j Holdowns I Shearwall (Controlling Grid (ft) I (ft) (ft) (ft) I (Ib) (p11) j (Ib•ft) � (ft) (ft) J (ft) , (lb"ft) I (lbs) I (Ib) ( ` Nailing Event Front/Back EventMST37 6/12 S VA 13 13 13 9 2623 202 23607 8 9 0 9854 1988 1058298 6/12 S YB-D 24 _ 50 24 9 6120 122 26440 8 9 0 , 33585 1274 _ 6/12 W YE 22 22 22 9 4024 183 36214 8 9 _ 0 33977 _ 1802 102 6/12 W YF 22 22 22 9 4024 183 36214 - 8 9 0 33977 1802 102 6/12 S YH 14 40 14 9 _ 5538 138 17443 8 9 0 11428 1418 430 -- 6/12 S YJ 14 14 14 9 2623 187 _23607 8, _ 9 ,,,;0 11428 1858 , 870 , Side/Side Event -- 6/12 31 3 39 3 9 3636 140 2517 12 9 0 686 1064 610 _„ 6/12 S 3.5 39 3.5' 9 3636 120 2937 12 9 0 934 1064 572 6/12 S 4 39 4 9 3636 105 3357 12 9 0 1220 1064 534 6/12 S 32 14 100 14_ 9 7727 77 9736 12 9 0 14945, -920 -372 --• 6/12 S 33 14 100 14 9 7727 77 9736 12 9 0 14945 ' 9206/12 S 34 3 48 3 9 3636,,, 114 2045 12 9 0 686 907 453 — 6/12 S 3.5 48 3.5 9 3636 97 2386 12 9 0 934 907 415 6/12 S 4 48 4,_ 9,,, 3636 85 2727 . 12 0 1220 , 907 377 Seismic 6/12 4/12 3/12 (2)4/12 (2)3/12 240 350 450 700 900 psf to m m Wind 6/12 4/12 3/12 (2)4/12 (2)3/12 0 335 490 630 980 1260 psf Z;') OM OMR 111111 -. - - S - 1111 - - Ell - - - Ilal r r i r SM. till" all Moll all int III1N IMO MIMI all 11.1 IMO 11111 IIINI Client: Arbor .-ot_r-l-r7-r_)z:Project: River Tnuml Project#: 16-T10 s�L'ads,4Pt:�La1tmL7.,t,1!of Date: 10-Jan t c s aa all knrh) BY: YSP a+ F6afiAatde-411ira,fW' Ir ,:i,rn;,rf'.4 r,: t, ;',..;-40_,7-at_„a. r. _t 1 t °t.w.MnpAt 4,all 4.141.t:. "I�S Lr FROELICH ' acr£e-ta= gmmt f �.d?:Hm< rat tar ata ibbr Eton,4'7 Ftr s -1E74..0 ;ra_.r'3.) ENGINEERS* ',' .El octal bate at p:idl:ce& 3'fit Shear Walls t - »;f�t� tgx,dlne iron, fb Holdowns `°` p'' �� 5.4=Ca. n ) d 1¢'m 0 b[t& ^,Ro. SL t: 1 r1t.`�l 1 (171,b'c I G .74)to €II10-41 a.ChSu 11 is Etz- aa +$ab larr 11 Sex < t, 4t Floor to 3"d Floor g nx nt.,ben urra xaL as • o6 13.5x;rt4 t kBc,;t•sx} ( ,-tb r ..,.x).( ,h r.:carD q_ 5 s;aczbe1 uz doesDot c.ux lb Roof DL: 18 , ttA,T b 0 Rczof.,zu and m« , -.0 psf ;e Xs:87v ares,used fc;calmlatmp dccd lead 4XT kt Floor DL: 27 '70-`a' ,=d tod0adIad Psf tk,-Tens.4,7147 not sruNd Wall DL: 10psf rt-I a,sarai ,i: ta.1l n , u P #S4a F r 1_irl n t r; at I) Stud Spacing: 16a drat Eta,r all* f r inchesOC l ._aaa,-,[r ,�rz,-tlrtd n ,axi.tFt.,a,.�:.nr.} Wall I L � Lt � La h i h T Grid „ 11 4 Vii V4 v Ms � {'Muu Rm0 Wirt Ftnb Mr I. Cs Tu Ts - Comments Holdowns. Shearwall Controlling (ft) {ft) 'y (ft) (ft) (ft) (lbs) (lbs) IPSO {Ib ft ) {ft) {ft) {R). Obit) 3 (��) (lam) (l�) ront/l ack Event Nailing VA5 18 ' 5 9 9 2623 3174` 322 21778 14492 8 18 12 4037 Event 4832 2091 -216 MST6i� 4/12 S YB-D � 24 50 24 9 9 6120 7• 406 271 87810 58432 8 18 12 93006 4135. -1441 -216 ~- 4/12 S YE 22 2222 9 9 4024 4218 375 114413 74176 8 18 ' 12 94090 5633 -905 924V YF 22 22 W 22 9 9 4024 4218 375 114413 74176 8 18 12 -94090 5633 -905 924 MST37 4/12 W VH 14 40 14 9 9 5538 6700 306 57930 38549 8 18 12 31648 4614 493" '1877 MST37 „„ 4/12 MST37 4/12 S YJ 14 14 14 9 9 2623 3• 174 414 78402 52172 r 8 18 i2+ 31648 6076 1466 3340 Side /Side Event MST60 3/12 S . 31 3 35 3 9 _ _ 9 . 3636 4400 344 9316 6199 12 18 4 1130 - 3476 1690' 2300 3.5 35 3.5 9 9 3636' 4• 400 295 V 10869 7233 ' 12 18 4 1538 _ 3476 1627 2199 MST37 4/12 S 4 35 4 9 9 3636 4400' 258 12422 8266 12 18 4 2009 3476 1564) 2098 V MST37°' 4/12 S 32 14 100 14 9 9 7727 ' 9350 171 32335 21517 12 18' 4 ' 24615 2680 MST37 4/12 S' 33 14 100' 14 9 9 7727 9350 171 32335 21517 12 18 4 24615 2680 -221 551 6/12 S ,, 34 3 35 '^ 3 '` 9 -- 6/12 S 9 3636 4400 344 9316 6199 12 18 4 1130 3476 1690 2143 3.5 35 3.5 9 9 , 3636, 4400' 295 10869 7233,, 12' 18 4 - 1538 3476 1627' 2042 MST37 4/12 S 4 w 35 4 9 9 3636 a 4400 258 12422 ' 8266 12 18 ' 4 ' 2009 3476 ,1564 1941 MST37 4/12 S MST37 4/12 S Seismic 6/12 4/12 3/12 (2)4/12 (2)3/12 240 350 450 700 900 psf Wind 6/12 4/12 3/12 (2)4/12 (2)3/12 335 490 630 980 1260 psf °' m 0 0 0 w rn Client: Arbor (r;j-r4-1'3-l':',,Lt Project: River Terrace-21 Plex , a Y�+axpiki of u,^,a ti Masi„,11. Project It: 16-TI00 .,.tom Teal Sr a#of isiall along a< ne •4*Lanethdttleatteln Orn:in Wall tit 10-Jan-,,. Date: s.(fCdilRf tun walllength) By: ,s*ttail Height Dos to roof "-.f r ) > P?A3-1?r-Pt IW,t.. L YSP E' 1tSx[I.j hif-hd-ha E.2-3)-.V.Jahr-hi-IL-.,- C , '(' )1"t� H@,[at of null flat°"` til- eil{bt of w -nil Ora. 3 FROELICH ,. .,Height of nail flrl flr"' Ytf=Horizontal farce at 4rldNne fIVIV,,roof L' ENGINEERSI lu_[ (,;r tt.{ 1-7 •Ifi 1'..1'x--. : '.{�llnfiZo111a1 forms of prf.dltllt from d'�"IIT .•t Shear Walls . Holdowns 1 .Horzrnrtalfarce . tiltuer ,1:.1)r t a..s Honzcntal farce at midline from 22t flrrt �. Lra-3teat n.lad Ifirrd lit J.6[rhrr b+f 1flDL f (1, 6 0 I/7HD:.1 (Falb Flrorf'7L`..._ 3rd Floor To 2nd Floor ,Y=T„ w.,inIIrn��_= btnn,upper f L • rt.�adatxxrEo.wcwall Selsun' .lir (0,0 -,14Sr.)`(RtrIO RooJL) (rrti5 na71DL) (Firth Faal'DL)J Roof DL: 18 psf 61ts=1.erturnn:a moment when upper wall is Floor DL: 27 psf .. stadotdor dors not emst 1! _..kir Ms...Mr Wall DL: 10 psf N haw Arta,0.04dim stlatits tcndi ,; Ln , Stud Spacing: 16 inches oc %SI.I{estutp moment due to tread load u...Tension if walls not;ra:kedllald C 'i' S `((Kalb Rooli?L 1-(flab lai!DL i-(Fvrb.,FloarDL.II aa=Toroncn if scalls studied L 1 14tsi riarioin.1 Scasmx C. it SJ2;I+6.14 ?I_4trti::.Ru0/«L i._!ti rr. tt3iLjL)-(F.*r:i� °loorDL 1l C 3ai 41rr08s.if walls stacked ,� Wall L Lt La htl h, Ii hl, >l{1 V, 17 v f Ms Mu W, , Fss Mr Cs Tu Ts Comments I tioid0Wris II Shearwaii contraflirl9 t8) I () 1 t t t 1 tib*} E t ) (lit t t*4l 1 +`e) l t►t1 I (0) 1(8)1 etele 18 ) I (11ne I ill Netting event Fro t7Back Event 1 1 t6I int r YA 5 " 18 5 9 � 9 + 9 2623"3174 " 2556 464 44271 20882 8 29 '24 6740 - 9649 828 1006 Shth(2)Sides MS it)0 TT5 4/12 S /12 S YB-D _ 24 50 24 9 9 9 6120 7406 5609' 383 176966-82663 8 ,27 24 152426 8154 HT/H 3/12 S YE_ 22 22 22 9 9 9 4024 4218 3941 554 232295 109640_ 8 27 24' 128081 11267 -838 4737 ` FITT5 3/12 W YF 22 22 „ 22 ,. 9 9 9 ,4024'4218 3941 554 232295 109640 8 27 24 128081 11267 -838" 4737 MST60%60 3/12 S YH 14 ` 40 14 9 9 9 5538 6700 4970 430 116418 54205 8 27 24 51867 9096 167 4611 YJ 14 14 14 9 9 9 2623 3174 2556 597 159375 75176 8 27 24 51867 '12164 1865 7679 Shth(2)Sides HDQ8 4/12 ''S Side/Side Event 31 3 35 , 3 9 ' 9 9 3636 .4400 2933 470 18467 8462 , 12 27 8 1574 6611 , 2296 4596 Shth(2)Sides NISTC66B3 4/1?MSTC66B3 3/12 "S 3.5 35 3.5 9 9 _ 9 3636 4400 2933' 403. 21545 9873 ;12 27 8 2143 6671 2208 4408 4 35 4 9 9 9 3636 4400 2933 353 24623 11283 12 27 8 2799 6671 2121 4219 MMS 63 83� 6/12 S 32 14 100 14 9 9 9 ' 7727 9350 6233 233 a 64097 29371 12 27 8 , 342851 5094 -351 r 2129 MST37 6/12 S 33 14"" 100 14 9 9 9 7727 9350 6233 233 64097' 29371 12 27 8 34285 5094 -351 2129 34 3 35 3 9 9 9 3636 4400 2933 470 '18467 ,"'8462 12 27 8 1574 6671 2296 5631 Shth(2)Sides 11008 4/12 S 12 27 8 2143 6671 2208 5544 HDQ8 3/12 S 3.5 35 3;5 9 9 9 3636, 4400 2933� 403 21545 ;9873 HDQ8 3/12 S 4 35 4 9 9 9 3636. 4400 2933 363 24623 1128312 27 . 8 2799 6671 2121 5456 c. Seismic 6/12 4/12 3/12 2)4/1 2)3/12 240 350 450 700 900 psf Wind 6/12 4/12 3/12 2)4/1 2)3/12 335 490 630 980 1260 psf co to co o_ 0 F,', rn gni gilt M ' 111111 11111 OMNI Mall 4111 MINI IIIIIII MIN Ilia Mill Sill NINO IIIIII 11111 VIII , .., 111111 111111 1111111 MIMI lin lila 0111 1111 till 11111 111111 11111 1111 Mil nil NIS 11111 1111 inn Client: Arbor 1 aw i.lif.IA-I"3- 'Zi Project: River Terrace-21 Plex L ,„0, f6,ai„.,11 ILi • 41111( Project#: 16-Two '%."rmattertit of ssall 044f F.'&int 4*Lialleth 4 utomont kill tn wall ' IP Date: 10-Jan of it Moor Cm,All lemeh) By: YSP her.wall Han*flrxio roof L I.Kopf of.2.3 fli3-fis4 -1 fs"".liVfittsf.-i LI-173-it.:-:...:1-V I(1,4 18 1:2-2.)-1',3(ii3-/t1i-It-1'202'44- La ,, .1fitiRtu of mail 11r2-111.4 F R 0 E L I C H 2.14mbt.t svall firl-fir2 ENDINIKERSg Vre,4HrriVriergg forct at eisdlart fttsin roof '.1.-,.flonrciatal f2rc,..at pridlina from 4'flr . ..ittf(41)4f;4•;:i7-f" -,.-'- v, Shear Walls & Holdowns V..1----ffixtriantal force at pidiint fruit,.1"fa LI' t:..2;:_niii0g,0,7,1e0i:11intr at insfitfar from 2.'Os ,L- 3 rd Floor To 2nd Floor I..,.Ortireurniet4 moment'when triapis-,s ell is ryp,,i,2t ft..a,6f(Rb,RoODL )-(WO,t,.Walla:i tfira>-.FloorDL)j - 2 Roof DL: 18pSf ,•cszdatootimerwal:. •:.',5nr:c,-4A -(0•4- ti.54)ii Rfle'.R04/DI.1-(Wrrtb ,WaffaL 1-t FIT tti x Flom DI.)g;:. Me.Overtuidiritt moment is hen uppc.oat!is Floor DL: 27 psf .. stark.rd or does riot emsr Ti Ms-Aft Wall DL 10 psf Rtrtit,WOO/ftrib.itoaf.wall ano eft. 7, .if -..1fr, IvItavAt04„tkoKt'&4,4744141X*4444 botd .F.0 1. Stud Spacing: 16 inches oc it=Re .31111,4,rtscfnen•eau to dead load Trowel if%sails not stacked Wm":C==:11'-1-11(ilts a,,,rioraDL i--(Iry 6,mci,'D.L.I--(Frob./14araf.11 if walls stacked L 12 . Studtapatul -1-.Crawripre4Sassita 41 euds.if walls stacked .s.,km, c:.''.-.L...... ...it-)14 S-11- l'i,fb, coff).1, (Irr,,,,,Ira'DL.1-(,,,q. Wall rfh4 h3 Vii- I V4 I V3 r---,, Ms Mu Rbib Ant) Fbib Mr Cs Tu Ts * 1 1. i It 1 La ] h 1 Comments Holdowns Shearwall Controlling Grid (ft) (ft) (ft) (ft) (ft) (ft) (lbs) Obs) (lbs) (pit) (lb•ft) (1b*ft) (ft) (ft) (f1) (I b'ft) (lbs) (IM) (lb!) Nailing vent Front/Back Event VA 5 18 - 5 ' 9 - 9 9 2623 3174- 2556 464 —44271- 20882 8 29 24 6740 9649 - 2828 7506 -Shth(2)'Wei FIDQ8 4/12 -S YB-D 24 , 50 24 9 9 9 6120 7406 5609 383 176966 82663 8 27 24 152426 8154 -2907 1022 MST37/HTT5 3/12 •,S YE 22 22 22 9 9 9 4024 4218 3941 554 232295 109640 8 27 24 128081 11267, -838 4737 , HTT5 3/12 ,W YF 22 22 22 9 9 9 4024 4218 3941 554 232295 109640 8 27 24 128081 11267 -838 4737 MST60 3/12 W YH 14 40 ' 14 9 ' 9 9 ] 5538: 6700 4970 T. 430 ' 116418 541'05 8 27 24 51867 9096 ' 167 4611 • .-MST60/1-ITT5— 3/12 S YJ 3,5 21 3.5 9 9 9 2623 3174 2556 511 26562 12529 8 27_24 3242 8369 2654 6663 'Shth(2)Sides HDQ8 4/12 S ,_ , ,, Side/Side Event , - - 31 3 - 35 3 9 9 9 3636 4400—2933 470 18467— 8462 12 27 8 15Th 6671 2296' 4596 Shth(2)Sides MSTC66133 4/12 S 3.5 35 3.5 9 9 9 3636 4400 2933 403 21545 9873 12 27 8 2143 6671 2208 4408 MSTC6653 3/12 S 4 35 4 9 9 9 ,3636 4400 2933 353 _24623 11283 12 27 8 2799 6671 2121 4219 MSTC66133 3/12 S 32 14 ' 100 14 9 9 9 7727 9350 6233— 233 64097 29371 12 27 8 34285 5094 -351 2129 MST37 6/12 S 33 14 100* 14 9 . 9 ' 9 7727' 9350:6233: 233 64097 29371 12, 27' 8 34285 ' 5094 -351 2129 MS137 6/12 S 34 3 35 3 9 9 9 3636 4400 2933 470 18467 8462 12 27 8 1574 6671 2296 5631 Shth(2)Sides /1008 4/12 S 3.5 35 3.5 9 9 9 3636 4400 2933 403 21545 9873 12 27- 8 2143 6671 2208 5544 HDQ8 3/12 S 4 35 4 9 _ 9 9 3636 4400 2933 353 24623 11283 12 27 8 2799 6671 2121 5456 : ,.. H0Q8 3/12 S Seismic 6/12 4/12 3/12 2)4/1.2)3/12 240 350 450 700 900 psf Wind 6/12 4/12 3/12 2)4/12)3/12 335 490 630 980 1260 psf -13 sv a. 0 r.) o --,, C', o) Page 103 of 136 I I Client: I 4 Project: Prof.#: Date: By: FROELICH EN G I N e E R S f ACI 318-05 Appendix D - Tension Failures (Page 1 of 3) Anchor description: 518"ASTM A36 Threaded Rod for Simpson HTT16 I HTT22 I HTT4/HTT5 I 1 Number of Anchors si = 0 in. (see Fig 0.625 Inch Diameter sz= 0 RD,5 2.1) 8 Inch Embed 2500 psi Concrete Footing Naaig„= 5.250 (kips)Allowable Design Tension Requirements (ACI 318.02 Section D.3.3.3) I D.3 General Y S� Y 0.75 Are seismic loads induced into the anchor? D.4-General Requirements for Anchor Strength (ACI 318-02 Section 0.4.4) 9 2 I Strength reduction factor 4 for anchors using load combinations from ACI 318 05 Anchor 0= 0.75 Will anchor be governed by brittle steel failure? Brittle failure 0.65 (brittle defined by tensile test elongation less than 14%) Ductile failure: 0.75 is rebar present around anchor to resist blowout? N Reinforcing 0= 0.70 If rebar is present around anchor: 0~75 Otherwise, 0.70 II Summar I el �Nn WindNn Seismic Summaryf From Below ONn Sw= 1.0 Sr= 0.75 ON,= 9 83 9.83 7.37 `kips ONcb_ 19.01 19.01 14.26 kips ON „= 121.71 121.71 91.28 kips o cAN,b= 198.14 198.14 148.60 Kips 0NSbg s 198.14 198.14 148.60 kips inimurn ON„= 9.83 9.83 7.37 kips r. Converting To Allowable Stress Design Wind Seismic Conversion Factor 1.4 1.4 7.02 5.27 kips ONAu�webie _ ihidesion ►t+lki sbio 5.250 c 5.27 Therefore, Anchor Design OK I Page 104 of 136 I IClient: 4. Project: I Prof.ti: Date: By: FROELICH ICMo.affenat ACI 318-05 Appendix D - Tension Failures Cont. (Page 2 of 3) ITension Design Calculations ID.'$.'1 -Steel Strength for Anchor in Tension de, (Anchor Diameter) = 0.625 inches I n = 1 #of anchors ne = 11 Number of Threads per inch A„= 0.23 in.2- (effective cross-sectional area of anchor) luta= 58.00 ksi- (tensile strength of anchor material (not the yield strength) not exceed 1.9%or 125 ksi) Nsa= 13.11 ksi-(Eqn. D-3) Anchor cb= 0 75 7�T IoN:�= 9.83 kips j Y sa fAse✓ utu .1.2-concrete Breakout Strength cit Anchor in TensorlID Si = 0 inches (see Fig. RD.5.2 1) S2 = 0 inches(see Fig RD.5.2.1) 1 A„(for single anchor) = 576 in.2(see Figure RQ,5.2.1) A (for group anchor) = T82 in.2(see Figure RD.5.2.1) AN„ (for single anchor)= 576 in2(see Figure RD.5.2.1) IANeo (for group anchor) = 576 in 2(see Figure RD.5.2.1) 4)ao.N= 1 Eqn. 0-9 (Anchors not Eccentrically Loaded, 411 = 1.0) Wed,N = 1,000 Eqn. D-10&D-11 I4'c.N= 1 (1.25 for cast anchors. 1.4 for post-installed) Section D.5.2.6 k, ' 24 (24 far cast anchors, 17 for post-installed) Section D.5.2.2 f c = 2500 psi 1.5"het= 12 Iher= 8 inches Q.7+0.3(c,,,;„f1.5hef)= 1.000 Cmin= 12 in -distance to closest edge of concrete Nb = 27.15 kips-(Eqn. D-7) ' :-'o _ � f'c dz 3 j t INc°= 27.15 kips -(Eqn. D-4) cbg= 0.00 kips -(Eqn. 0-5) N cb ''i'' t t�! iV g ec,N ecl„V � c,�,A b Reinforcing 4 = 0.70 n'Aico I oNcby= 19.01 kips 1 I Page 105 of 136 1 I Client: I Project: 4001110. Proj.H. Date: By: • FROELICH EN DIN EERSI ACI 318-05 Appendix D - Tension Failures Cont. (Page 3 of 3) 1 05.3 Single Anchor Pullout-headed or embedded,nut Use Plate Washer? Y Plate Washer Width= 3 inches Nut diameter= 0.985 inches Nut or Plate Washer Bearing Area= 9.000 in2 Abrg= 8.693 in2-bearing area of embedded anchors head or nut Wov = 1 For an anchor located in an area of concrete where not cracking at service loads is anticipated, otherwise use 1.0 value(ACI 318-05 Section 0.5.3.6) n= 1 #of anchors 11\1 = Sfc Np= 173.87 (kips)Eqn. D-15 a N = 173.87 (kips) Eqn.D-14 Npr —.N,y,, pn Reinforcing+b= 0.70 4)Np„= 121.71 kips 05. -Anchor side-faced blowout-Pleaded AntRhor (Required only if anchor is near an edge where ca, <0.4he. Anchor is not close to Edge of Concrete.5 distanceAnalysis below NOT Reuired. to perp edge ofconcrete from anchor i Cat- Ga, = 12 in -distance to closest edge of concrete Nsb= 253.05 (kips) Eqn. 0-15 Factored N,b= 100.25 Reinforcing t4= 0,70 IN s6 = 160 c a, .,jA k� ''c ONsti= 198.14 kips s= 0 in-spacing of outer anchors in group 253.05 (kips)Eqn. D-16 Reinforcing to= 0.70 N sbs = (1 + '----!---)Nsb oN,,,g= 198.14 kips 6Cat I I I I Page 106 of 136 I I • Client; [G(�[ (f�r('�, Project: I FRORKlr�1 Proj.0: (CJIISU[1NG Date: I EhIGN[ERS,INC ACI 318-05 Appendix D - Tension Failures (Page 1 of 3) IAnchor description: 7/8"ASTM A36 Threaded Rod for Simpson HDQ8 1 Number of Anchors Si = 0 in. (see Fig 0.875 Inch Diameter s2= 0 RD.5 2 1) IS inch Embed 2500 psi Concrete Footing Naesign = 9.230 (kips)Allowable Design Tension ID.3 -General Requirements (ACI 318-02 Section D.3.3.3) Are seismic loads ind iced into the anchor? Y S,: = 0.75 I DA -General Requirements for Anchor Strength (ACI 318.02 Section D.4.4) Strength reduction factor cp for anchors using load combinations from ACI 318-05 section 9.2 Will anchor be governed by brittle steel failure? N Anchor = 0.75 IBrittle failure: 0.65 (brittle defined by tensile tesf elongation less than 14%) Ductile failure: 0.75 Is rebar present around anchor to resist blowout? N Reinforcing = 0.70 If rebar is present around anchor: 0.75 IOtherwise, 0.70 Su �i mma ■ a/Nn Wind QtNn S.Qmic Summary From Below (13N„ SW= 1.0 SF= 0.75 SNS= - 20.09 20.09 15.06 kips �Ncb- 25.87 25 87 19 40 kips 4)Npn= 117,59 117.59 88.19 kips I ct)N.tr= 227.21 227.21 170.41 kips tDN�,9 227.21 227.21 170.41 kips Minimum ON, = 20.09 23.09 15.06 kips I Converting To Allowable Stress Design Wind Seismic I Conversion Factor 1.4 1 4 ONauaw.bie' 14.35 10.76 kips I Naasign <` citNAiiow.bit 9.230 c 10.16 Therefore, Anchor Design OK I Page 107 of 136 I I ii Client: [{� [ 1({!.7 Project: 1 f1OEI.lC}1 alit: CUNSIIING Dat PIG EERS,INC ACI 318-05 Appendix D - Tension Failures Cont. (Page 2 of 3) I Tension Design Calculations._ . p 5.1 -Sjeei Strength for Anchorin Tension I do(Anchor Diameter) = 0.875 inches n = 1 #of anchors of= 9 Number of Threads per inch Ass= 0.46 in.2-(effective cross-sectional area of anchor) f, = 58.00 ksi-(tensile strength of anchor material (riot the yield strength) not exceed 1.9fy or 125 ksi) Nom= 26.78 ksi-(Eqn. 0-3) -- 0.75 — J uta Anchor rA = � '' ��' RtN 20.Og kips sa i 67 it.5.2•Coric ate Brea out tr- t th of Anchorin TettsiM s, = 0 inches (see Fig. RD.5.2.1) S2= 0 inches (see Fig. RD.5.2.1) A„(for single anchor)= 784 in.2(see Figure RD.5.2.1) A„(for group anchor)= NA in.2(see Figure RD.5.2.1) Ac,„(for single anchor) = 576 in.2(see Figure RD.5.2.1) ANco (for group anchor)= 576 in.2(see Figure RD.5.2.1) pec.N - _ i Eqn.D-9 (Anchors not Eccentrically Loaded, kV, = 1.0) wedN = 1.000 Eqn_ D-10&D-11 . (1.25 for cast anchors, 1.4 for post installed) Section D.5.2.6 4�a.N= _ 24 (24 for cast anchors, 17 for post-installed) Section D..2.2 kC 12 Pc= 2500 psi 1.5*hsf= hu= 6 inches 0.7+0.3(Cmir.11.5Ftst) _ 1.050 cmif „= 14 in -distance to closest edge of concrete INth = kc V 'c h,r! s Np– 27 15 kips- (Eqn. D-7) Nab= 36.96 kips-(Eqn. D-4) r r A: 0I .00 kips-(Eqn. 0-5) 1v cbg ec,NW ed,AV cp,NNb Reinforcing cti= O.70 Alvto 4)Ncbg= 25.87 kips I I Page 108 of 136 I I ■ Ipj' Client: nt I, Project: I FkOEIIKH pare.. : • (OP SUITING I ENGINEERS,INC I AC1 318-O5 Appendix D - Tension Failures Cont. (Page 3 of 9 3) I05.3 -Single Anchor Pullout-headed or embedded nut Use Plate Washer? Y Plate Washer Width= 3 inches 111 Nut diameter= 1.438 inches Nut or Plate Washer Bearing Area = 9.000 int I Abrg` 4'c.P= 8.399 inz-bearing area of embedded anchors head or nut 1 For an anchor located in art area of concrete where not cracking at service loads is anticipated, otherwise use 1.0 value (ACI 318-05 ISection 0.5.3.6) n= 1 #of anchors Np = 167.98 (kips) Eqn.0-15 p ` --,, 8f c INpn= 167.96 (kips}Egrt. D-14 ' Reinforcing m= 0.70 rn a `' "`' oNpn= 117.59 kips 1111 05.4 -Anchor side-faced blowout -Headed Anchor (Required only if anchor is near an edge where ca, <0.4he, IAnchor is not close to Edge of Concrete. Analysis below NOT Required. cat= 14 distance to perp edge of concrete from anchor 11 Lab = 14 in -distance to closest edge of concrete Nab = 324.59 (kips) Eqn. D-15 Factored Nab= 162.29 I Reinforcing 0= 0.70 IDN:b= 227.21 kips N sb = 160 cal NIA brg -sif'c S= 0 in -spacing of outer anchors in group 111 1‘1,,,,g= 324.59 (kips) Eqn. D-1$ Reinforcing c = 0.70i'V, , 1 + S 4V�b ONsba= 227.21 kips ,b i 6CaI I I Page 109 of 136 1 I � ,,.(� Cttent: i'�e , Project: FkOE1K 1 Proj.II: CONSUU14G Byte: ENGI EERS,1MC I ACC 318-05 Appendix D - Tension Failures ( age 1 n off 3) M00141 HD14a fliDUi1 1"ASTM A36 Threaded lFlpU14 Anchor description: 1 Number of Anchors s, = 0 in. (see Fig 1,000 Inch Diameter S2= 0 RD.5.2,1) 12 Inch Embed 2500 psi Concrete Fooling NDesian= 13.710 (kips)Allowable Design Tension D.3 -General Requirements (ACI 318-02 Section D.3.3.3) I SF= 0.75 Are seismic loads induced into the anchor? D.4 -General Requirements for Anchor Strength (ACI 318-02 Section D.4.4) Strength reduction factor f'for anchors using load combinations from ACI 316-05 secr tion 9 2 0.75 Will anchor be governed by brittle steel failure? Brittle failure: 0.65 (brittle defined by tensile test elongation less than 14%) Ductile failure: 0.75 N Reinforcing C�= 0.70 is rebar present around anchor to resist blowout? If rebar is present around anchor: 0.75 0.7 Otherwise, 0 Summa 10Nn Wind 1(1)Nn Seismic 111 Summary From Below 1 ON Sig-1.0 SF= 0.75 ON:= 26.35 19.76 kips II ONon= 29.64 29.64 I kips 4�NDn= 115.01 115.01 86.26 kips 4:4Nsb= 288.91 288.91 216.68 kips ost288.91 288.91 216,68 kips t 'incrturrt<Pk= 26.35 26.35 19.76 kips Converting To Allowable Stress Design Wind Seismic Conversion Factor 1.4 1,4 18.62 14.12 kips ONAilowa6N Neiwt < ONAstvoilibto 13.710 < 14.12 Therefore,Anchor OK t I t Page 110 of 136 II 1 • n,- Client: ,. ,r_t - -. Project: I FROFLI(H Proj.>h CONSUITNNG Dote: 1 ENGNEERS,INC ACI 318-05 Appendix D - Tension Failures Cont. (Page 2 of 3) ITension Desi! n Calculations ID,5,1 -Steel Strength for Anchor In 'tension do (Anchor Diameter)= 1 000 inches In= 1 #of anchors nt= 8 Number of Threads per inch Aso= 0.61 in.2- (effective cross-sectional area of anchor) I feta= 58,00 ksi- (tensile strength of anchor material (not the yield strength) not exceed 1.9f,or 125 ksi) Nsa= 35.13 ksi- (Eqn. 0-3) I Anchor tD= (7.75 N = nA f ION„= 26.35 kips scrSc uta I0,5.2.Concrete Breettout Strength of Anchor In Tension sl = 0 inches(see Fig. RD.5.2.1) I sz= 0 inches (see Fig. RD.5.2.1) A„(for single anchor) = 1100 in.2(see Figure RD.5,2.1) A„(for group anchor) = NA in.2 (see Figure R0.5.2.1) AN„(for single anchor)= 1296 in.2(see Figure RD.5.2.1) AN„(for group anchor) = 1296 in.2 (see Figure RD.5.2.1) 411.-C.N = 1 Eqn. D-9 (Anchors not Eccentrically Loaded. 4', = 1.0) I4)5d,N= 1.000 Eqn. D-10 &D-11 41C.N= 1 (1.25 for cast anchors, 1.4 for post-installed) Section D.5.2.6 k,= 24 (24 for cast anchors, 17 for post-installed) Section D.5.2.2 I fc= 2500 psi 1,5*h,�= 18 hot= 12 inches 0.7t0.3(cr„,,/1.5h,t) = 1.000 c-n4n= 18 in -distance to closest edge of concrete i- _ kc -J f,c k E s No= 49.88 kips-(Eqn. D-7) cb Neo= 42.34 kips -(Eqn. D-4) Nceg= 0.00 kips - (Eqn. D-5) Ncb , ee ,ti' ed ,I' N S cp,�t b I Reinforcing � = 0.70 ,v�,;o ��Cbg 29.64 kips I I Page 111 of 136 ' I Client: (� [ O-1:!, Project: FROEI C'H Proj,it: Co tftT NG Dtle:$y: MITERS ACI 3'i8pp -05 Appendix D - Tension Failures Cont. (Page 3 of 3) 1 05.3-Si •to •n h r Pullout- t .ed o a bedded i Use Plate Washer? Plate Washer Width= 3 inches Nut diameter= 1.625 inches Nut or Plate Washer z Bearing Area= 9.000 in Abrg = 6.22 int-bearing area of embedded anchors head or nut 41:.-..p = 1 For an anchor located in an area of concrete where no cracking at service loads is anticipated.otherwise use 1.0 value (ACI 318-05 , Section D.5.3.6) #of anchors i n = 1 ��- =4,8-8fc = 154.30 (kips) Eqn- D-15 N° E n. 0-14 1V K =Arp 4'r.1., � 164.30 (kips) 4 _ N° 0.70 Reinforcing = 115.01 kips t�Np„ 05.• -Anc or aide-face. blowout-Headed Anc .o; (Required only if anchor is near an edge where cal c 0.4he Anchor is riot close to Edge of Concrete. Analysis below NOT Required. c,Z= 5 distance to perp edge of concrete from anchor owl _ 13 in -distance to closest edge of concrete 111Nah= 412.73 (kips) Eq 412.73 n D-15 Factored Nse= � Reinforcing = 0.70 N sb = C,�Ire c c>ahf,a= 288.91 kips p in -spacing of outer anchors in group s= 412 Reinforcing = N sbg .73 (kips)Eqn. D-16 S 0.70 — t + N sb Rei 268Al kips 6cai r mNzbg I I I Title Block Line 1 Page 112 of 136 Project Title: You can change this area Engineer: Project ID: I using the"Settings"menu item Project Descr. and then using the'Printing& Title Block'selection. Title Block Line 6 Primed:1 CCT2in 141PM Cantilevered Retaining Wall Flle= 016117t191s8^-SE1frECKI1t;7AAT- IL C6 Lic,#, KW-06002304ENERCALC,INC.19832016,auiid.fi16.62,Yer,6,16.6,7 Licensee:FROELICH CONSULTING ENGINEERS Description: 4'-0'Wall Criteria Soil Data 1Calculations per ACI 318-08,ACI 530-08,IBC 2009, Retained Height = 4.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2010,ASCE 7.10 Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure 35.0 psffft Height of Soil over Toe 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psffft III Vertical component of active Soil Density,Heel 110.00 pcf Lateral soil pressure options: Soil Density,Toe NOT USED for Soil Pressure. 0.00 pcf Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressers 12.00 in i Surcharge Loads Lateral Load Applied to Stem "" Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 20.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.00 ft Footing Width = 0.00 ft Surcharge Over Toe 0.0 psf Height to Bottom 0.00 ft Eccentricity Used for Sliding'&Overtuing 0,00 in Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load I Axial Dead Load 500.0 lbs Base Above/Below Soil _ Axial Live Load 0,0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 ft Axial Load Eccentricity0.0 to Poisson's Ratio = 0.300 Desi n S g, umma ! _ ,..., .. ... Stem Construction _ Top Stem I Wall Stabil' Ratios Stem oK Overturning 2.01 OK Design Height Above Ftg ft= 0.00 Sliding 1.52 OK Wall Material Above'Hi' = Concrete Thickness in= 6.00 I = Rebar Size # 4 Total Bearing Load 1,578 lbs Rebar Spacing in= 12.00 resultant ecc. 6,04 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,692 psf OK fb/FB 1 Soil Pressure @ Heel 0 psf OK Total +fa(Fa a8.0 Allowable Z500psf Total Force @ Section lbs= 528.0 Soil Pressure Less Than Allowable Moment....Actual ft-I= 757,3 ACI Factored @ Toe = 2,030 psf Moment...,Allowable ft-I= 3,559.5 ACI Factored @ Heel = 0 psf Shear Actual psi= 10.4 I Footing Shear @ Toe = 0.7 psi OK Shear Allowable psi= 67.1 Footing Shear @ Heel = 62 psi OK Wall Weight psf= 75,0 Rebar Depth 'd' in= 4.25 Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lap splice if above In= 20.93 • Lateral Sliding Force = 517.5 lbs Lap splice if below in= 8.40 less 100%Passive Force = 0.0 lbs Hook embed into footing in= 8.40 less 100%Friction Force = 788.8 lbs Concrete Data Added Force Req'd = 0.0 lbs OK ft Psi= 2,000.0 I ,,,,for 1.5 1 Stability = 0.0 lbs OK Fy PSI Load Factors _.," .,,,,___..... Dead Load 1._200 Live Load 1.,800 I Earth,H 1,600 Wind,W 1.600 Seismic,E 1,000 I I 1 Page 113 of 136 1 Title Block Line 1 Project Title: Engineer: Project ID: Youcan change this area Project Descr. using the"Settings"menu item and then using the"Printing& Title Block'selection. w;mea OCT 2016,3:a� Title Bleck l iFte 6 FlIe=P40161.17-6 EAC 6-CAC7Aet alLL 12-816 Cantilevered Retaining Wall ENERCALC,INC.1963?016.Build:6.166.7,vec6.166.7 I Lic.#:KW-06002304 Licensee r FROELICH CONSULTING ENGINEERS Description: 4'-0"Wall Footing Dimensions&Strengths I 1 Footing Design„Results Toe Width = 0.75 ft Toe Heel Heel Width = 1.50 Factored Pressure = 2,030 0 psf Total Footing Width = 2.25 Mu':Upward = 494 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 51 354 ft-lb Mu: Design = 444 354 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 0.75 6.21 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in fc = 2,500Fy,= 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete tensity 150.O0pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S'Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments ....,,,. OVERTURNING. RESISTING .... •••• Force Distance Moment Force Distance Moment Item ____ lbs._..- ft ft-lb lbs ft ft-lb _ ... I Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 440.0 1.75 770.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 500.0 1.00 500.0 Added Lateral Load = 80.0 3.00 240.0 •Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe Stem Weight(s) = 300.0 1.00 300.0 ,.. Earth @ Stem Transitions = Total = 517.5 O.T.M. = 969.2 Footing Weight = 337.5 1.13 379.7 ResistinglOverturning Ratio = 2.01 Key Weight = Vertical Loads used for Soil Pressure= 1,577.5 lbs Vert.Component _..- _.-.._, Total = 1,577.5 lbs R.M.= 1,949.7 *Axial re istance,but is included tor soil total ae culat n for overturning I I I I I 1 I I Title Block Line 1 Page 114 of 136 Project Title: You can change this area Engineer: Project ID: I using the"Settings"menu item Project Descr and then using the'Printing& Title Block'selection. Title Block Line 6 Printed:1 OCT 2016,3.4381 Cantilevered Retaining Wall File=P1201917USIS ITEC ncTA L-t1.EC6 ERCALC INC Lit.#:KW-06002304 Licensee F ROELNC 1 CO016 BeiW.61667 Vera 16.67 Description: 6'-0"Wall nlSttLTiO ENGINEERS Criteria _ Soil Data Calculations perACi 318-08, ACI 530-08,IBC 2009, Wall height above soil �= 0.00 ft �EquivalentRetained Hght = 6.00 ft SoilFeuid Pressure Method 2'500,0 psf ; CBC 2010,ASCE 7•t0 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft I Vertical component of active Soil Density,Heel 110.00 pcf Lateral soil pressure options: Soil Density,Toe 0.00 pct NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. I NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads c_ Footing . a _. � Lateral Load Applied to Stem Adjacent FootLoad Surcharge Over Heel = 0,0 psf Lateral Load - 30.0 plf Used To Resist Sliding&Overturning .Height to Top 6.00 ft AdjacenttingWidthdLoad = 0.000 lbs Surcharge Over Toe = 0.0 psf Footing = ift Used for Sliding&Overturning_ Height to Bottom = 0.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist =, 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 500.0 lbs Base Above/Below Soil _ Axial Live Load 0.0 lbs Wind on Exposed Stem 0.0 psf at Back of Wall 0.0 ft Axial Load Eccentricity = 0.p in Poisson's Ratio 0.300 Design Summary € Stem Construction Top Stem Wall StabilityRatios Stem 0 Overturnin = 2.29 OK Design Height Above Ftg ft= 0,000 Sliding = 1.29 OK Wall Material Above"Ht" = Concrete Thickness in= 8.00 = Rebar Size # 4 Total Bearing Load 3,203 lbs Rebar Spacing in 12.00 ...resultant ecc, 9.37 in Rebar Placed at = Edge Design Data __..., , Soil Pressure @Toe = 1,951f OK Soil Pressure@ Heel = 0 psfpOK fb/FB+fa/Fa = 0.477 Allowable = 2,500 s{ Total Force @Section lbs 1,188.0 Soil Pressure Less Than Allowable Moment....Actual ft-I= 2,556,0 ACI Factored @ Toe = 2,342 psf Moment.....Allowable ft-I= 5,359.5 ACI Factored a@ Heel = 0 psf Shear Actual psi= 15.8 I Footing Shear @ Toe = 0.9 psi OK Shear Allowable psi= 67.1 Footing Shear @ Heel 19.9 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' In= 6.25 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 20.93 i Lateral Sliding Force = 1,037.5 lbs Lap splice if below in= 6.00 less 100%Passive Force = 0.0 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 1,606.0 lbs Concrete Data Added Force Req'd 0.0 lbs OK ft psi= 2,000.0 I ....for 1.5:1 Stability = 0.0 lbs OK Fy psi_ Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 I I Page 115 of 136 Title Block Line 1 Project Title: Project ID: You can change this area � Ifteer:ectDeter. using the"Settings'menu item and then using the'Printing& Title Block"selection. P mea:1 OCT so,s a s 3PM Title Block Line 6 RIe=f'u i1117USIS-EtEHTEC ?AOC- 17171 911_-u.EC6 1 Cantilevered Retaining Wall LC,INC.1983-2016 9uild:6.16:67,Vec6.16.6.7 - Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description 6-0'Wall j Footing Dimensions&Strengths ; Footing Design Resu is Toe Width = 0.75 ft Toe Heel = Heel Width = 3.00 Factored Pressure 2,342 0 342 0 psf Total Footing Width = 3.75 Mu':Mu':Upwa and = 51 0 ft-lb pward = ft-lb Footing Thickness = 12.001n Mu: Design = 558 2,556 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 0.88 19.89 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in ft = 2,500psi Fy = 60,000 psi Heel Reinforcing = #6©16.00 in Footing Concrete a er sity = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings I Cover @Top 2.00 @ Btm: 3,00 in Toe: Not req'd,Mu<S"Fr Heel: Not req'd,Mu<S*Fr Key: No key defined of Overturning&Resisting Forces&Moments �.._".� RESISTING..... ..OVERTURNING Force nce Moment Force Distance Moment ft-lb I lbs ft ft-lb ,._ ..w., ,..., lbs _..�.��. Item _ 1,540.0 2.58 3,978.3 Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load Adjacent Footing Load = Axial Dead Load on Stem = 500.0 1.08 541.7 Added Lateral Load = 180.0 4.00 720.0 *Axial Live Load on Stem Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe Stem Weight(s) = 600.0 1.08 650.0 Earth @ Stem Transitions = Total = 1,037.5 O.T.M. = 2,720.8 Footing Weight = 562.5 1,88 1,054.7 ResistinglOvertuming Ratio = 2.29 Key Weight = Vertical Loads used for Soil Pressure= 3,202.5 lbs Vert.Component =.,,.. .... Total= 3,202.5 lbs R.M.= 6,224.7 "Axaf live load NOT included in til displayed,or used for overturning resistance,but is included for soil pressurculation. I I I I I 1 Page116of136 Title Block Line 1 Project Title: You can change this area E ineer: Project ID: I using the"Settings"menu item Project Descr. and then using the"Printing& Title Block"selection. I Title Block Line 6 Printed:1 OCT2016,3:45P/A Cantilevered Retaining Wall Rle=P2 17USISEiEl r �tL.�,L, .6r Licensee; FROELICH CONSULTING ENGINEERS7 ENERCAI ,NC.1Q832(j16PBut1dt.6ii.7,Vecfl LIc,#: KW-06002304 Description: 8'-0"Wall Catena Soil Data Calculations per ACI 318-08,ACI 530-08,IBC 2009, Retained Height = 8.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2010,ASCE 7.10 I Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00:1 Heel Active Pressure 35.0 psf/ft Height Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psi/ft I Vertical component of active Soil Density,Heel 110.00 pcf Lateral soil pressure options: Soil Density,Toe0,00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. I NOT USED for Overturning Resistance. Soil height to ignore for passive pressure 0 00 in Surchar a Loads .,., Load_ 9 a. Lateral Load Applied to Stem Adjacent Footing = , .,. Surcharge Over Heel 0.0 psf Lateral Load 40.0 plf I Used To Resist Sliding&Overturning Height to Top 8.00 ft FootinglWidth Footing0.00 ft s Surcharge Over Toe 0.0 psf ...Height to Bottom 0.00 ft Eccentricity 0.00 in Used for Sliding&Overturning = Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ! _. _, Footing Type Line Load I Axial Dead Load 500.0 lbs Base Above/Below Soil 0,0 ft Axial Live Load 0.0 lbs Wind on Exposed Stem 0.0 psf at Back of Wall - Axial Load Eccentridty = 0.0 in Poisson's Ratio 0,300 Stem Construction Top stem I Design Summa . Wall Stability Ratios Stem OK Overturnin Design Height Above Ftg ft= 0.00 Overturning 2.29 OK Wall Material Above"Ht" Concrete Sliding 1.53 OK Thickness in= 8.00 I - Rebar Size # 5 Total Bearing Load 4,983 lbs Rebar Spacing in= 7.00 ...resultant ecc. 11.86 in Rebar Placed at Edge Soil Pressure @ Toe = 2,198 psf OK fb/FB 0.469 1 Soil Pressure @ Heel 0 psf OK Total +fa/Fa = 12.0 Allowable 2,500 P Total Force @ Section lbs= 2,112.0 Soil Pressure Less Than Allowable Moment....Actual ft-I= 6,058.7 ACI Factored @ Toe = 2,637 psf Moment Allowable ft-I= 12,922,4 ACI Factored @ Heel = 0 psf Shear Actual psi 28.4 I Footing Shear @ Toe = 6.8 psi OK Shear Allowable psi= 67.1 Footing Shear @ Heel 36.1 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 26.16 Lateral Sliding Force = 1,737.5 lbs Lap splice if below in= 6.00 less 100%Passive Force = 165.0 lbs Hook embed into footing in= 6.00 less 100%Friction Force = - 2,490.0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK Pc psi- 2,000.0 I .,..for 1.5:1 Stability = 0.0 lbs OK Fy psi Load Factors Dead Load 1.200 U Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 I I I Page 117 of 136 i Title Block Line 1 Project Title: Prosed ID: You can change this area Engineer: using the"Settings'menu item Project Descr: and then using the'Printing& Title Block'selection. Printed OCT zoos 3.a "tire B�M ir File_P:2016117USIS-tet =tetl? sseu a Etas Cantilevered Retaining Wall EsEM".INC'198328t6I3uid&1667 Ver616.6:7 Lic.#: KW-06002304 Licensee FROELICH CONSULTING ENGINEERS Description 8'-0Wall jFooting Dimensions&Strengths '.Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 4.00 Factored Pressure = 2,637 0 psf Total Footing Width = 5.00 Mu':Upward = 1,222 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 90 0 ft-lb Mu: Design = 1,132 6,059 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 6.78 36.14 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psiI Key Distance from Toe = 0.00 ftToe Reinforcing = #7 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concretes Density 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings I Cover @ Top 2.00 @ Btm.= 3.00 in fie d Mu<S`Fr Heel: #4@ .75 in,#5@ 18.25 in,#6@ 25.75 in,#7@ 35.25 in,#8@ 46.25 in,#9@ 4 Key: N key ey defined Summary of Overtuminsi&RI eslstrng For &Moments OVERTURNING ,.....RESISTING Force Distance Moment Force Distance Moment lbs ». ,s ft ft Ib _.. Item. Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 2,933.3 3.33 9,777.8 Surcharge over Heel = Sloped Soil Over Heel Toe Active Pressure = Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load Adjacent Footing Load = Axial Dead Load on Stem = 500.0 1.33 666.7 Added Lateral Load = 320.0 5.00 1,600.0 'Axial Live Load on Stem Load @ Stem Above Soil = Soil Over Toe = I Surcharge Over Toe Stem Weight(s) 800.0 1.33 1,066.7 Earth @ Stem Transitions = Total 1,737.5 O.T.M. = 5,852.5 Footing Weight = 750.0 2.50 1,875.0 ResistinglOverturning Ratio = 2.29 Key Weight = Vertical Loads used for Soil Pressure= 4,983.3 lbs Vert.Component =� ..... Total= 4,983.3 lbs R.M.= 13,386.1 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation, I I I I I I I Page 118 of 136 Title Block Line 1 Project Title: I You can change this area Engineer: Prosect ID: using the'Settings'menu item Prglnt Dasa. and then using the'Printing& Title Block"selection. 1 Title"OEC Lin*6 Printed:t OCT.in 5:33PM eP. o, , T>cixrsu �.Cantilevered Retaining Watt � � - ENERCOb.7Lic.#:KW-06002304 Licensee FROELICH CONSULTING ENGINEERS I Description: 10'-0"Wall Criteria Soil Data Calculations per ACI 318-08, ACI 530-08,IBC 2009, Retained Height = 10.00 ft Allow Soil Bearing 2,500.0 psf CBC 2010,ASCE 7-10 1 Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0,00 in Toe Active Pressure = 30.0 psf/ft IWater height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. I NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 15.00 in - .- Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel _ 0.0 psf Lateral Load = 50.0 plf Adjacent Footing Load = 0.0 lbs I Used To Resist Sliding&OverturningHeight to Top = 10.00 ft Footing Width 0.00 ft Surcharge Over Toe 0.0 psf Height to Bottom = 0.00 ft Eccentricity 0.00 in Used forSliding&OvertumIr Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load I Base Above/Below Soil Axial Dead Load = 500.0 lbs at Back of Wall 0.0 ft Axial Live Load 0,0 lbs Wind on Exposed Stem 0.0 psf Poisson's Ratio = 0,300 Axial Load Eccentricity = 0,0 in Design Summary -� _...._ Stem Construction Top Stem Iw _ _ _ Stem 0.00 Wall Stability Ratios Design Height Above Ftg ft= Overturning = 3.13 OK Wall Material Above"Ht' = Concrete Sliding = 1.53 OK Thickness in= 8.00 Rebar Size = # 5 I Total baring Low = 8,223 lbs Rebar Spacing in= 6.00 ...resultant ecc. = 9.42 in Rebar Placed at = Edge Design Data , _ _. _.. Soil Pressure@ Toe = 1,785 psf OKfb/FB+fa/Fa 0.777 111 Soil Pressure @ Heel = 408 psf OK Total Force @Section lbs= 3,300.0 Allowable 2,500 psf Moment.,..Actual ft-1= 11,833.3 Soil Pressure Less Than Atowable ACI Factored @ Toe = 2,142 psf Moment Allowable ft-1= 15,222.0 I ACI Factored @ Heel489 psf Shear Actual psi= 44.4 Footing Shear @ Toe = = 13.6 psi OK Shear.....Allowable psi 75.0 Footing Shear @Heel = 49.8 psi OK Wall Weight psf 100.0 Allowable = 75.0 psi Rebar Depth 'd' in 6.19 I Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 23.40 Lateral Sliding Force 2,691.4 lbs Lap spice below in; 7.gp less 100%Passive Force 0,0 lbs Hook embed into footing in= 7.90 less 100%Friction Force = - 4,110,0 lbs Added Force Req'd = 0,0 lbs OK f o psi= 2,500.0 r for 1.5:1 Stability - 0,0 lbs OK Fy psi= Load Factors - -- -- ,., Dead Load 1.200 I Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 I I I Page 119 of 136 i Title Block Line 1 Project Title: Project ID: You can change this area Engineer using the"Settings"menu item Prrsyel Descr. and then using the Printing& Title Block'selection. Printed OCT 2016,sa3PM Tine Block tinee 6 He=p:v2o1s11nsst � a4Ytr 61L-U1 66BIL-u.EcaI Cantlleverecl Retaining Wall c. : ,ire.1902a1s.9,,aa5.1ss.7,val..16♦6.7 Licensee:FROELICH CONSSULTING ENGINEERS Description 10'-0"Wail Footing Dimensions&Strengths Footing Design Results Toe Width = 2.00 ft Toe Heel = Heel Width = 5.50 Factored Pressure 2,142 489 psf Total Footing Width = 7.50 Mu':Upward = 3,990 0 ft-lb Footing Thickness = 15.00 in Mu':Downward = 450 0 ft-lbMu: Design = 3,540 11,833 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 13.60 49.78 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7@ 16.00 in fc = 2,500 ' Fy = 60 000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 1&0.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings 1 Cover @Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S"Fr Heel: #4@ 8.50 in,#5@ 13.25 In,#6@ 18.50 in,#7@ 25.25 in,#8@ 33.25 in,#9@ 42 Key: No key defined Summary of Overturning&Resisting Forces&Moments ---. OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb . :. 5,316.7 5.08 27,026.4 Heel Active Pressure = 2,214.8 3.75 8,305.7 Soil Over H Over Heel - Surcharge over Heel = Toe Active Pressure = -23.4 0.42 -9.8 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load Adjacent Footing Load = Axial Dead Load on Stem = 500.0 2.33 1,166.7 Added Lateral Load = 500.0 6.25 - 3,125.0 "Axial Live Load on Stem Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe Stem Weight(s) = 1,000.0 2.33 2,333.3 M, , . w_. Earth @ Stem Transitions Total = 2,691.4 Q.T.M. = 11,420.9 Footing Weight = 1,406.3 3.75 5,273.4 ResistinglOverturning Ratio = 3.13 Key Weight Vertical Loads used for Soil Pressure= 8,222.9 lbs Vert.Component Total= 8,222.9 lbs R.M.= 35,799.8 * resistance,but but is includeedd Pori soil sure lculati for overturning I I 1 I I I I Page 120 of 136 I ICantilevered Retaining Wall Ef�r n4I°e sl 1,- tL . s LiG.#;ILt -0600230A ENERCAI.C.INC.1902M Build:S.13.8,31,Ver,6.13.8.81 Licensee:FROELICH CONSULTING ENGINEERS Description: 12-0'Wall A (Criteria Soil Data Calculations per Retained Height = 12.00 ft Allow Soil Bearing = 2,500.0 psf I Wall height above soil = 0.00 ft Slope Behind Wall 0.00:1 Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 6.00 in Toe Active Pressure = 30,0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft I Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. 1 NOT USED for Overturning Resistance. Soil height to ignore Surch for passive pressure 0.00 in Surcharge Loads . pr , Lateral Load Applied to Stem t I Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 60.0 plf 0.0 lbs I Used To Resist Sliding&Overturning ...Height to Top 12.00 ft Adjacent Footing Load - 0.0 lbs Surcharge Over Toe 0.0 psfFooting Width -. 0.00 ft Used for Sliding&Overturning ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Axial Load Applied to Stem Wall to Ftg CL Dist 0.00 ft Footing Type Line Load I Axial Dead Load r 500.0 lbs Base Above/Below Soil 0.0 ft Axial Live Load 0,0 Its Wind on Exposed Stem 0.0 psf at Back of Wall 7. Axial Load Eccentricity _ 0,0 in Poisson's Ratio 0.300 Design Summary_g .�._. -, .. ._._` Stem Construction Top stem _. ... _.� µ a Wall Stability = Stem OK 2 Ratios Overturning .20 OK Design Height Above Ftg ft= 0.00 Wall Material Above'Ht' = Concrete Sliding = 1.27 Ratio<1.5! Thickness in= 10.00 I14.90 Slab Resists All Sliding! Rebar Size # 6Total Bearing Load9,161 lbsRebar Spacingin= 6.00resultant ecc. in Rebar Placed at Edge Design Data __` ....,._... .. _. ._.._... Soil Pressure @ Toe = 2,318 psf OK -_... ___ /FB+falFa 0.654 Soil Pressure @ Heel 46 psf OK Allowable 2,500 psf Total Force @ Section lbs= 5,051.5 Soil Pressure Less Than Allowable Moment....Actual ft-1,=< 22,279,7 Ad'Factored @ Toe 2,782 psf Moment Allowable ft-I= 26,082,9 ACI Factored @ Heel - 55 psf Shear Actual psi=; 55.2 Footing Shear @Toe - 28.0 psi OK Shear....Allowable psi= 75.0 Footing Shear @ Heel = 52.5 psi OK Wall Weight psf= 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 7.63 Sliding Calcs Slab Resists All- Lap splice if below Sliding! Lap splice if above in- 28.08 Lateral Sliding Force 4,003.1 lbs in 10,48 less 100%Passive Force = 505.3 lbs Hook embed into footing in- 10.48 less 100%Friction Force = - 4,580.0 lbs Concrete Data ., Added Force Req'd = 0.0 lbs OK f c psi= 2,500.0 I for 1.5 1 Stability = 918.7 lbs NG Fy psi= 60,000.0 Load Factors Dead Load 1.200 I Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 I I I Page 121 of 136 I . I g File=P.12014\1E1PLM,REHTECe-QiC7A4YC-F1R6681L-LAR6691L•-U,EC6 ' I Cantilevered Retaining Wall_ LiettSe� ROELICHCONSULTINGENERCALC,INC. 'Sler613�31=, ENGINEERS rnLic.#:KW-06002304 Description 12-0*Wall I Footing Dimensions&Strengths ,Footing Design Results x Toe Width = 2.75 ft Toe Heel Heel Width = 5.00 Factored Pressure = 2,782 55 psf I Total Footing Width = 7.75 Mu':Upward = 9,300 0 ft-lb Footing Thickness = 15.00 in Mu':Downward = 1,100 16,398 ft-lb Mu: Design8,200 16,398 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 27.96 52.47 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in ft = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Specd Min.As% = 0.0018 Other Acceptable Sizes&Spacings I Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 9.75 in,#5@15.00 in,#6@ 21.50 in,#7@ 29.00 in, ..•6' 38.26, in,#9@ 48 Heel: #4 6.25 in,#5@ 9.50 in,#G@ 13.25 in,#7@ 18.25 i n,#8@ 24.00 in,#9i 30. Key: No key defined 1 1 Summa of Overturning&Resisting Forces&Moments OVERTURNING ....RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft _ ft-lb _ _._. 5,500.0 5.67 31,166.7 Heel Active Pressure = 3,072.3 4A2 13,569.5 Soil Over Heel Surcharge over Heel = 210.8 6,63 1,396.5 Sloped ia Soil Over ver Heel Heel T - 208.3 5.67 1,180.6 ur Aare POver e = Adjacent Footing Load Surcharge Over Toe = Adjacent Footing Load = Axial Dead Load on Stem = 500.0 3.17 1,583.3 Added Lateral Load = 720.0 7.25 5,220.0 `Axial Live Load on Stem = 1.38 Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe Stem Weight(s) = 1,500.0 3.17 4,750.0 --•_ Earth @ Stem Transitions Total = 4,003.1 O.T.M. = 20,186.0 Footing Weight = 1,453.1 3.88 5,630.9 ResistinglOvertuming Ratio = 2.20 Key Weight Vertical Loads used for Soil Pressure= 9,161.5 lbs Vert.Component .. w. . Total= 9,161.5 lbs R.M.= 44,311.4 Axial live load NOT included in ttal displayed or used for overturning resistance,but is included for soilpressure caiculatiori. I I I 1 I I I I Page 122 of 136 I Cantilevered Retaining Walt Fid=P12614t111P1t111Etl1Ek1C7A4Yf= L- .1 cs fr ENERcam 1 Lir.#:KW-06002304 Licensee;FROELICH CONSULTING ENGINEERS 111 Description: 4'-0'Wall(Slab to Resist Sliding) Criteria I Soil Data Calculations per Retained Height = 4.00 ft Allow Soil Bearing = 2,500.0 psf I Wall height above soil = 0,00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 6.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft I Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure 0.00 in Surcharge Loads € Lateral Load Applied to Stem Adjacent Footing Load Surch Over Heel 0.0psf Lateral Load = 20.0 plf I = Adjacent Footing Load - 0.0 lbs Used leo Resist Sliding&Overturning ...Height to Top 4.00 ft Footing Width 0.00 ft Surcharge Over Toe0.0 psf Height to Bottom 0.00 ft Eccentricity = 0.00 in Used for Sliding,&Overturning _ Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load I Axial Dead Load500.0 lbs Base Above/Below Soil 0.0 ft Axial Live Load 0.0 lbs Wind on Exposed Siem 0.0 psf at Back of Wall Axial Load Eccentricity 0.0 in Poisson's Ratio 0.300 Design Summary I Stem Construction Top stem Wall Stabilitynin Design Height Above g Stem 0.00 Wall Ratios Ftg ft= Overturning = 1.77 OK Wall Material Above"Ht Concrete Sliding = 2.12 OK Thickness in= 8.00 II5.87 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load 1,457 lbsRebar Spacingin= 12.00 resultant ecc. in Rebar Placed at = Edge ' _Soil Pressure @ Toe 1,901 psf OK fb/FB+falFa 0.141 Soil Pressure @ Heel 0 psf OK Total Force @Section lbs= 522.0 Allowable 2,500 psf Moment..,.Actuai ftl� 756.3 Sal Pressure Less Than Allowable ACI FactoredToe = 2,281 psf Moment Allowable ft-1 5,359.5 ACI Factored at Heel = 0 psf Shear Actual psi 7.0 Footing Shear @Toe = 0,8 psi OK ShearAllowable psi, 67.1 Footing Shear @Heel = 3,6 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 II Sliding Calcs Slab Resists All Sliding! Lap splice if above in=, 12.00 Lateral Sliding Force 517.5 lbs Lap splice if below in= 8.40 less 100%Passive Force - 37t3 lbs Hook embed into footing in 8.40 less 100%Friction Force _ - 728,0 lbs 1 Added Force Req'd a 0.0 lbs OK fc psi= 2,000.0 for 1.5:1 Stability 00 lbs OK Fy psi= 60,000.0 Load Factors Dead Load 1.200 I Live Load 1.600 Earth,H 1,600 Wind,W 1.600 Seismic,E 1.000 1 I I Page 123 of 136 111 I Fie=P:1201411EIFU44EfITEi A4YC=PR660IL LHI.EC6 ' Cantilevered Retaining Wall E t.C:INC,1 -20t3.B d.6.13. Ver:6.13.8.31 fr Lic.#:KW-06002304 Licensee;FROELICH CONSULTING ENGINEERS Description 4'-0'Wall(Slab to Resist Sliding) Footing Dimensions&Strengths i , Footing Design Results 111 ' Toe Width = 0.75 ft Toe Heel Heel Width = 1.25 Factored Pressure = 2,281 0 psf , Total Footing Width = 2.00 Mu':Upward _ 537 0 ft-lb Footing Thickness = 12.00 in Mu':Downward 69 120 ft-lb Mu: Design = 468 120 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 0.81 3.62 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings I Cover @ Top 2,00 @ Btm.= 3.00 in Tom; Not req'd,Mu<S'Fr Heel: Not req'd,Mu<S*Fr Key: No key defined ISummar of Overturning&Resisting Forces&Moments _.-- .- - --. OVERTURNING RESISTING Force Distance Moment Force Distance Moment .� _��__lbs ft-lb lbs ft ft-lb ��- - 256.7 1.71 438.5 Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load Adjacent Footing Load = Axial Dead Load on Stem 500.0 1.08 541.7 Added Lateral Load = 80.0 3.00 240.0 *Axial Live Load on Stem Load @ Stem Above Soil = Soil Over Toe = I Surcharge Over Toe Stem Weight(s) = 400.0 1.08 433.3 ___ •_--- - -- Earth @ Stem Transitions Total = 517.5 O.T.M. = 969.2 Footing Weight = 300.0 1.00 300.0 Resisting/Overturning Ratio = 1.77 Key Weight Vertical Loads used for Soil Pressure= 1,456.7 lbs Vert.Component Total •,.. 1,456.7 lbs R.M._ 1,713.5 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation, I I I I I I I I Page 124 of 136 I ICantilevered Retaining Wali Re=P:1201411E pir--,nENTEC6-Q1C7A4M-FIR66BIL w:s6>1L u.Ecs Lic.#c KW-06002304 ENERCALC,INC.1963-2013.Build;6.t,3.&31,Ver.6.1a8,31 Licensee:FROELICH CONSULTING ENGINEERS Description: 6-0'Wall(Slab toResist Sliding) 1 Criteria I Soil Data Calculations per Retained Wall height t Height bove soil = 0.00 ft Equivalent Bearing = 2,500.0 psf Ig = Fluid Pressure Method Slope Behind Wall 0.00;1 Heel Active Pressure 35.0 psf/ft Height of Soil over Toe 6.00 in Toe Active Pressure = 30.0 psi/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft I Vertical component of active Soil Density,Heel 110.00 pcf Lateral soil pressure options: NOT USED for Soil Pressure. Soil Density,Toe 0.00 pcf Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pre85ttre 0.00 in 3urchar a Loads Lateral Load Applied to Stem Load PP q ;Adjacent Footing Loa Su€cha Over Heel 0.0 psf Lateral Load 30.0 plf 0._.__s Used To Resist Sliding&Overturning Height to Top 6.00 ft Adjacent Footing Load = 0.0 lbs I = Footing Width 0.00 ft UsedforSl dit &Overturning0.0 psf ...Height to Bottom 0.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist = 0.00 ft Axial Load A,P. (led Stem Footing Type Line Load toSt I Axial Dead Load 500.0 lbs Base Above/Below Soil - Axial Live Load 0.0 lbs Wind on Exposed Stern 0.0 psf at Back of Wall - 0.0 ft Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Design Summary _ Stem Construction Top Stem I Wail Stability Ratios � srem oK Overturning Design Height Above Ftg ft= 0.00 1.77 OK Wall Material Above Ht = Concrete Sliding r. 1.63 OK Thickness in= Slab Resists All Sliding! 8,00 I = Rebar Size = # 4 Total Bearing Load 2,633 lbs Rebar Spacing in= 12.00 resultant ecc, 9.90 in Rebar Placed at = Edge Soil Pressure @Toe = 2,193 psf OK Design Data -- --• II Soil Pressure @ Heel 0 sf OK fb1FB+fa/Fa = 0.477Allowable 2,500 psr Total Force @ Section lbs 1,182.0 Soil Pressure Less Than Allowable Moment....Actual ft-I= 2,555.0 ACI Factored @ Toe = 2,631 psf Moment.....Allowable ft-I= 5,359.5 ACI Factored @ Heel = 0 psf Shear.....Actual psi= 15.8 I Footing Shear @ Toe = 6.3 psi OK Shear.....Allowable psi 67.1 Footing Shear@ Heel 13.5 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 1 Lateral Sliding Force = 1,037.5 lbs Lap splice if below in 6.00 less 100%Passive Force = 371.3 lbs Hook embed into footing in= 6,00 less 100°Friction Force = - 1,316.13 lbs Concrete Data Added ForceReq'd = 0.0 lbs OK f° psi= 2,000.0 I ..,.for 1.5:1 Stability = 0.0 lbs OK Fy Psi= 60,000.0 Load Factors ..-_ �....... _... Dead Load 1.200 Live Load 1.600 I Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 I I I Page 125 of 136 I I r_, Fie=P;I20411E1 -AlfrE i 'O" . ^�IEC6 Cantilevered Retaining Wall;- ENERcuc,INC,t r i,Btib:6,13.8.31,Ver.8.13.Q.31 Licensee: FROELICH CONSULTING ENGINEERS a Lic.#:KW-06002304 Description 6-0'Wall(Slab to Resist Sliding) , Footing footing Dimensions&Strengths j Desi 9 n Results 9 Toe Width = 1.00 ft _ Toe Heel Heel Width - 2.25 Factored Pressure 2,631 0 psf I Total Footing Width 3.25 Mu':Upward = 1,133 0 ft-lb Mu':Downward123 1,218 ft-lb Footing Thickness 12.00 in Mu: Design = 1,010 1,218 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 6.30 13.50 psi Key Depth 0.00 in Allow 1-Way Shear = 75.00 75.00 psi 1 Key Distance from Toe0.00 ft Toe Reinforcing = #7 @ 16.00 in ft = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete density = 150.00 pcf Key Reinforcing = None Spec d Min.As% = 0.0018 Other Acceptable Sizes&Spacings 1 Cover @Top 2.00 @ Btm: 3.00 in_ Toe: Not req'd,Mu<S'Fr Heel: Not req'd,Mu<S*Fr Key: No key defined I Summary of Overturntn &ResistingForces&Moment RESISTING OVERTURNINGeFoy Distance Moment ForceDistance Moment lbs ft ft-lb lbs �m ft ft lb ._.. . Item1,045.0 2.46 2,569.0 Heel Active Pressure = 857.5 2.33 2,000.8 SSoil Over ed r Heel =Over Heel Surcharge over Heel = Surcharge Over Heel SurchargeTur Aae OvPrer e = Adjacent Footing Load I Over Toe = Adjacent Footing Load = Axial Dead Load on Stem = 500.0 1.33 666.7 Added Lateral Load = 180.0 4.00 720.0 `Axial Live Load on Stem 0.50 Load @ Stem Above Soil = Soil Over Toe I Surcharge Over Toe Stem Weight(s) = 600.0 1.33 800.0 _ _,. Earth @ Stem Transitions = Total 1,037.5 •O.T.M. = 2,720.8 Footing Weight = 487.5 1.63 792.2 ResistinglOvertuming Ratio = 1.77 Key Weight Vertical Loads used for Soil Pressure= 2,632.5 lbs Vert.Component Total= 2,632.5 lbs R.M.= 4,827.8 Axial live load NOT included in total displayed,or used for overturning reSiStance,but is included tor soil pressure calculation. I I I I I I I Page 126 of 136 I Cantilevered Retaining Wall File=P1263411Et J1EHTEG6 OtG)A4YC-FR66BIL-16R66 -u.Ec6 i Lic.#::KW06002304 RCALC,1f C.1 .2013,Build:6.131.31,Uec6.13.ii,31 `. Licensee:FROELICH CONSULTING ENGINEERS Description: 8'-0'Wall(Slab to Resist ISliding) Criteria _.. . Soil Data Calculations per Retained Height = 8,00 ft Allow Soil Bearing = 2,500.0 psf I Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00:1 Heel Active Pressure 35.0 psf/tt Height of Soil over Toe = 6.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft I Vertical component of active Soil Density,Heel 110,00 pcf Lateral soil pressure options: Soil Density,Toe 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. ' NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Lateral Load Applied to Stem _ RP �Adjacent Footing Load Lateral Load Sutttt�Over Heb 0,0 psf = 40.0 plf Adjacent Footing Load = 0 0 lbs I Used o Resist Sliding&OverturningHeight to Top 8.00 ft Footing Width _ 0.00 ft Surcharge Over Toe 0.0 psf ...Height to Bottom - 0.00 ft Eccentricity 0.00 in Used for Sfit n &Over urriin Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem _ ,,, Footing Type Line Load I Axial Dead Load b00.0 Lbs Base Above/Below Soil - Axial Live Load 0.0 lbs Wind on Exposed Stem = OA psf at Back of Wall 0.0 ft Axial Load Eccentricity = 0 0 in Poisson's Ratio = 0300 Design Summary ____ Stem Construction i ....Top stem I Wall Stability Ratios �..R slam oK Overturning 1,79 OK Design Height Above Ftg ft= 0.00 Sliding - 1.41 Ratio<1.5! Wall Material Above"Ht" _' Concrete Slab Resists All Sliding!- Rebar kness in= 8.00 I - Rebar Size # 5 Total Bearing Load 4,141 lbs Rebar Spacing in= 12.00 _resultant ecc. 12.94 in Rebar Placed at = Edge Design Data _.... Soil Pressure @ Toe = 2,355 psf OK �... /FB+fa/Fa -- o.;ss Soil Pressure @ Heel = I Allowable = 2,5000 psfpsf OK Total Force @ Section lbs= 2,106.0 Soil Pressure Less Than Allowable Moment, Actual ft-I= 6,057.7 ACI Factored @ Toe = 2,826 psf Moment Allowable ft-I= 7,993,7 ACI Factored @ Heel = 0 psf Shear Actual psi= 28,4 I Footing Shear @ Toe = 11.3 psi OK Shear Allowable psi= 67.1 Footing Shear @ Heel = 21.4 psi OK WPI Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 ' Sliding Calcs Slab Resists All Sliding I Lap splice if above in= 19.83 Lateral Sliding Force = 1,790.5 lbs Lap splice if below in= 7.80 less 100%Passive Force 458.3 lbs Hook embed into footing in= 7.80 less 100%Friction Force = - 2,070.0 lbs Added Force Req'd = 0.0 lbs OK ft psi= 2,000.0 I ....for 1.5 1 Stability = 157.0 lbs NG Fy psi= 60,000.0 Load Factors �, Dead Load 1.200 I Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 I I ,1 Page 127 of 136 I I -File=P�12(1,0E.tpLk JIE# C rwyc4viss8t.ukR666tL a.ECS Cantilevered Retaining Wall ENER Atc.INC. -2k13.8ukd:6.13.8.31,Ver6a3.8.3i Lic.#: KW-06002304 Licensee='FROELICH CONSULTING ENGINEERS Description 8-0'Wall(Slab to Resist Sliding) I Footing Dimensions&Strengths 1 Footing Design Results '' Toe Width = 1.50 ft Toe Heel Heel Width = 3.00 Factored Pressure = 2,826 0 psf I Total Footing Width = 4.50 Mu':Upward = 2,728 0 ft-lb Footing Thickness = 14.00 in Mu':Downward _ 311 3,446 ft-lb Mu: Design 2,417 3,446 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 11.30 21.41 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in fc = 2,500i Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete[ lsity - 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings I Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S"Fr Heel: Not req'd,Mu<S*Fr Key: No key defined ISummary of Overturning&Resisting Forces&Moments ... . ..__ ' OVERTURNING __RESISTING-. Force Distance Moment Force Distance Moment Hem lbs ft eel Active Pressure = 1,470.5 3.06 ft-lb 4,493.2 Soil Over Heel 12,053.3 3.33 bs ft ft-lb6,844.4 Surcharge over Heel = Sloped Soil Over Heel Toe Active Pressure = Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load = i Adjacent Footing Load = Axial Dead Load on Stem = 500.0 1.83 916.7 Added Lateral Load = 320.0 5.17 1,653.3 "Axial Live Load on Stem = 0.75 Load @ Stem Above Soil = Soil Over Toe I Surcharge Over Toe Stem Weight(s) 800.0 1.83 1,466.7 Earth @ Stem Transitions Total _ 1,790.5 O.T.M. = 6,146.5 Footing Weight = 787.5 2.25 1,771.9 ResistinglOverturning Ratio = 1.79 Key Weight = I Vertical Loads used for Soil Pressure= 4,140.8 lbs Vert.Component _._,_ _ _.,. Total= 4,140.8 lbs R.M.= 10,999.7 "re stance but is find included for soil suer �culused at for overturning 1 I I I I I I IPage 128 of 136 I ICantilevered Retaining Wall =e:+�01at1E1au�-ne+�TEc6-oC Aaxc-�Rssel-usRssa1L=u.Ecs Lc.#t:KW-06002304 ENERCALC,INC.1 2013,8dd:6.13.821,Ve:a13 8.31 Licensee: FROELICH CONSULTING ENGINEERS Description: 10'-0"Wall(Slab to Resist Sliding) CriteriaSotl Data [ Calculations per Retained Height = 10.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method I Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psflft Height of Soil over Toe = 6.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft I Vertical component of active Soil Density,Heel 110.00 pcf Lateral soil pressure options: Soil Density,Toe 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing = psf - Footing Load Sur Over Heel0.0 Lateral Load w. . 50.0 p• Footing plf ---- _� Used o Resist Sliding&OverturningHeight to Top 10.00 Adjacent Footing Load = 0.0 lbs I Surcharge Over Toe = 0.0 psf Footing Width = 0.00 ft Used for Sliding&Overturning Height to Bottom = 0.00 ft Eccentricity = 0.00 in 0.00 Wall to Ftg CL Dist �= 0,00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 500.0 lbs Base Above/Below Soil I Axial Live Load at Back of Wall r 0.0 ft = 0.0 lbs Wind on Exposed Stem - 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio 0.300 Design Summary Stem Construction 109Stem Design Height Above Ft ... Wall StabilityRatios Overturtting 2.00 OK g ft 0.00 Sliding 1.37 Ratio<1.5! ThWall Material Above"Ht" = Concrete Slab Resists All Sliding!« Rebar Sizeess in= 8.00 I - Rebar = # 5 Total Bearing Load 6,292 lbs Rebar Spacing in= 6.00 resultant ecc. 14.33 in Rebar Placed at = Edge Soil Pressure @ Toe = 2,323 psf OK Design Data _.. Soil Pressure Heel, = 0 psf OK fb/FB+fa/Fa 0.777Allowable = 2,500 psi Total Force @Section lbs= 3,294.0 Soil • Pressure Less Than Allowable Moment....Actual ft-I= 11,832.3 ACI Factored @ Toe = 2,788 psf Moment Allowable ft-I= 15,222.0 ACI Factored @ Heel = 0 psf Shear Actual psi= 44.4 I Footing Shear @ Toe = 16.7 psi OK ShearAllowable psi= 75.0 Footing Shear @ Heel = 34.3 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 18.19 1 Lateral Sliding Force = - 2,668,9 lbs Lap splice if below in= 7,90 less 100%Passive Force 505.3 lbs Hook embed into footing in= 7.90 less 100%Friction Force = - 3,146.0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK Pc psi= 2,500.0 ....for 1,5:1 Stability = 352.2 lbs NG Fy Psi= 60,000,0 Load Factors ---.-_. ..._.. ._ . Dead Load 1.200 Live Load 1.600 I Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 I I I Page 129 of 136 I I File=PA201411E1PLM-IEHTEC6-01C7A4YC-RR66Btl-U1R66BIL-U.EC6 Cantilevered Retaining Wail £NERCALC,INC:19832013,'Build:6.13.8.31,Ver.6.13.8.31 Lie.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: 10'-0*Wall(Slab to Resist Sliding) Footing Dimensions&Strengths__ f Footing Design Results Toe Width = 2.00 ft Toe Heel Heel Width = 4.00 Factored Pressure = 2,788 0 psf Total Footing Width = 6.00 Mu':Upward = 4,889 0 ft-lb I Footing Thickness = 15.00 in Mu':Downward = 582 8583 ft-lb Mu: Design = 4,307 8,583 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 16.66 34.33 psi I Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 16.00 in fc = 2500 psi Fy = 60,000 psi Heel Reinforcing = #6 a@ 16.00 in Footing Concrete 1lsity = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: #4 9.75 in,#5@ 15.00 in,#6@ 21.50 in,#7 29.00 in,#8@ 38.25 in,#9@ 48 Heel: #4@Sa 9.00 in,#5@ 14.00 in,#6@ 19.75 in,#7@ 26.75 in,#8@ 35.25 in,#9@ 44 Key: No key defined Summary of Overturning&Resisting Forces 8 Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item _ lbs ft ft-lb lbs ft .: ft-lb Heel Active Pressure = 2,214.8 3.75 8,305.7 Soil Over Heel = 3,666.7 4.33 15,888.9 Surcharge over Heel = Sloped Soil Over Heel Toe Active Pressure = -45.9 0.58 -26.8 Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load = ' Adjacent Footing Load = Axial Dead Load on Stem 500.0 2.33 1,166.7 Added Lateral Load = 500.0 6.25 3,125.0 *Axial Live Load on Stem = 1 Load @ Stem Above Soil = Soil Over Toe 111Surcharge Over Toe _ Stem Weight(s) 1,000.0 2.33 2,333.3 __,_.,..,_ .__. - .....---. Earth @ Stem Transitions r. Total = 2,668.9 O.T.M. = 11,403.9 Footing Weight T 1,125.0 3.00 3,375.0 ResistinglOverturning Ratio = 2.00 Key Weight = I Vertical Loads used for Soil Pressure= 6,291.7 lbs Vert.Component Total __ 6,291.7 lbs RM.= 22,763.9 .. *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure r;alculati t, I I I I I I I Page 130 of 136 I ICantilevered Retaining Wal FIe= 1201411E PLM-JIENTEC6-Q1C7A4YC-FIR66BIL-U1R6681L-U,EC6 Lic,#;KW-06002304 ENERCEC,INC 1983.2013,Build:6.13 831,Uer,6.13.6.31 Description 8'-O Wall(at Garage} Licensee:FROELICH CONSULTING ENGINEERS Criteria t Soil Data Calculations per Retained Height = 8.00 ft Allow Soil Bearing = 2,5o0.0 psf Wall height above soil = 0,00 ft Equivalent Fluid Pressure Method I Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 6.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft I Vertical component of active Soil Density,Heel 110.00 Lateral soil pressure options: pcf NOT USED for Soil Pressure, Soil Density,Toe 0.00 pcf NOT USED for Sliding Resistance. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Overturning Resistance, Soil height to ignore for passive pressure = 0.00 in Surcharge Loads "` '" Lateral Load Applied to Stem _ ! x Adjacent Footing Load Surcharge Over Heel - 50.0 psf Lateral Load = 40.0 plf n d..� 0-..lbs Used To Resist Sliding&Overturning Height to Top 8.00 ft Adjacent Footing Load = 0.0 lbs I Surcharge Over Toe = 0.0 psf Footing Width = 0.00 ft Used for Min.&Overmin Height to Bottom 0.00 ft Eccentricity = 0.00 in ( Axial Load Applied to Stem Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load I Axial Dead Load 500,0 lbs Base Above/Below Soil - Axial Live Load Axial Load Eccentricity = 0,0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 ft 0 0 inPoisson's Ratio - 0.300 Design Summa } _... Stem Construction Top stem I Siem OK Wall Stability Ratios Design Height Above Ftg ft= Overturning = 1.84 OK 0.00 1.43 Ratio<1.51 Wall Material Above"Ht" Sliding = Concrete Slab Resists Al!Sliding! ThicknessearSize in 8.00 I Total Bearing Load 4,593 lbs Rebar = # 5 resultant ecc. Rebar Spacing in 12.00 13.27 in Rebar Placed at Edge Soil Pressure @ Toe = 2 41 0 3 sf OK Design Data , .. Soil Pressure @ Heel = 0psf OK /FB+fa/Fa = .eso Allowable = 2,500 psf Total Force @Section lbs= 2,309.6 Soil Pressure Less Than Allowable Moment.,.,Actual ft-l= 6,872.2 ACI Factored @ Toe = 2,895 psf Moment Allowable ft-l= 7,993.7 ACI Factored o@ Heel = 0 psf Shear Actual psi= 31.1 I Footing Shear @ Toe = 9.3 psi OK Shear Allowable psi= 67.1 Footing Shear @Heel = 23.4 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 22.49 ' Lateral Sliding Force = - 1,964.5 lbs Lap splice if below in= 8.92 less 100%Passive Force = 505,3 lbs Hook embed into footing in= 8.92 less 100%Friction Force = - 2,298.6 lbs Concrete Data --. . .,_.,_ , ,, Added Force Req'd = 0.0 lbs OK f c psi 2,000,0 I ....for 1.5 1 Stability = 144.9 lbs NG Fy Psi= 60,000.0 Load Factors Dead Load 1.200 Live Load 1.600 I Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Page 131 of 136 111 I FIe=P:12014\1E1PLM-JIEHTEC6-(J1C7A4YtrF1R668tL-1flR6681L-U.ECb I Cantilevered @1 1111ng W+ al l ENERCALC,INC,1983 2013,BuiId:6.13 6.31,Ver6.13 8.31 Licensee:FROELICH CONSULTING ENGINEERS Lic.#:KW-06002304 Description: 8'-0'Wall(at Garage) I [Footing Dimensions&Strengths Footing Design Results Toe Width = 1.50 ftToe _ Heel Heel Width = 3.25 Factored Pressure = 2,895 0 psf0 I= Total Footing Width = 4.75 Mu':Upward 2,829829 4,5410 ft-lb Footing Thickness = 15.00 in Mu':Downward = 2,502 4,541 ft-lb Mu: Design Key Width = 0.00 in Actual 1-Way Shear = 9.33 23.44 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in ft = 2,500iFy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete sity _ 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 inI Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments .,...OVERTURNING RESISTING... Item lbs Force Distance.. Moment FoDistance Moment lbs I s Heel Active Pressure = 1,497.3 3,08 4,616.8 Soil Over Heel 2,273.3 3.46 7,861.9 Surcharge over Heel = 147.2 4.63 680.6 SlSurcharge rSo Soil Over ver Heel Heel Toe = 129.2 3.46 446.7 Aare PrOver e = Adjacent Footing Load I Surcharge Over Toe = Adjacent Footing Load = Axial Dead Load on Stem 500.0 1.83 916.7 Added Lateral Load = 320.0 5.25 1,680.0 "Axial Live Load on Stern _ 0 75 Load @ Stem Above Soil = Soil Over Toer Surcharge Over Toe Stem Weight(s) 800.0 1.83 1,466.7 Earth @ Stem Transitions = Total = 1,964.5 O.T.M. = 6,977.4 Footing Weight = 890.6 2.38 2,115. 2 Resisting/Overturning Ratio = 1.84 Key WeightI Vertical Loads used for Soil Pressure= 4,593.1 lbs Vert.Component Total=_.._ .__4,593.1 lbs R.M.= 12,807.2 "Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. i I I I I I I I Page 132 of 136 I 1 Cantilevered Retaining Wall Fite=P:V20141tE1PLM-JIEHTEC6-QIC7A9YC-FiR6ggIL-Wt66gll U.EC6 Lic.#:KW-06002304 ENERCALC'(Nq.1f 13 Build:6.13lnVec6.13.8.31 Description: 10'-0"Wall(at Garage) Licensee:FROELICH CONSULTING ENGINEERS Criteria s Soil Data mm Calculations per Retained Height = 10.00 ft Allow Soil Bearing = 2,500.0sf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method p I Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe6.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pd- Lateral soil pressure options: NOT USED for Soil Pressure. Soil Density,Toe 0.00 pct Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore I for passive pressure = 0.00 in Surcharge Loads _., Lateral Load Applied to Stem ,Adjacent Footing Load Surcharge Over Heel = 50.0 f Lateral Load _Adjacent Load Used To Resist Sliding&Overturning Height to Top 10 00 ft Adjacent Footing Load - 0.0 lbs t I Surcharge Over Toe = 0,0 psf Footing Width = 0.00 ft Used for Sliding&Overturn Height to Bottom - 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist -. 0.00 ft Axial Load Applied to Stem Footing Type Line Load I Axial Dead Load = 500F0 lbs Base Above/Below Soil Axial Live Load = 0.0 tbs Wind on Exposedat Back of Wall 0.0 ft Axial Load Eccentricity Stem 0,0 psf 0 0 in Poisson's Ratio 0.30D Design Summary Stem Construction Top stem Wall Stability Ratios . Design Height Above Ftg ft= stem oic Overturning = 206 OK 0.00 Slidin Wail Material Above"Ht" Concrete 1.37 Ratio<1.5! Thickness Slab Resists All Sliding! in= 8.05 Rebar Size = # 5 I Total Bearing Load 6,793 lbs ...resultant ecc. Rebar Spacing in 6.00 14.32 in Rebar Placed at Edge Soil Pressure @Toe = 2,344 psf OK Design Data I Soil Pressure Heel 0 psf OK /FB+fa/Fa o Allowable 2,500 sf pTotal Force @ Section lbs= 3,548.5 Soil Pressure Less Than Allowable; Moment....Actual ft-I= 13,105.1 ACI Factored @ Toe - 2,813 psf Moment.....Allowable ft-I= 15,222.0 ACI Factored a@ Heel = 0 psf Shear Actual psi= 47.8 I Footing Shear @ Toe = 17.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel _ 38.8 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 20.15 I Lateral Sliding Force = ' 2,847.9 lbs Lap splice if below n`= 8,85 less 100°k Passive Force = 505.3 lbs Hook embed into footing ih, 8.85 less 100%Friction Force = 3,396.0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK f c psi= 2,500.0 I ....for 1.5:1 Stability = 370.2 lbs NG Fy psi= 60,000.0 Load Factors ._. ...._,.,�_,*, _._.. _,.� Dead Load 1.200 Live Load 1.600 I Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 I I I Page 133 of 136 I I Fil P:1201411E1PLM-J1EI TEC6�41C7144YC-fUL U1 26681R6681L-U.EC6' IICantilevered Retaining Wall ENERCALC,INC.1983-2013,B d6.13.83i,Ver6.13.831 Licensee:FROELICH CONSULTING ENGINEERS 4 Lic.#:'.KViI-06002304 _ Description: 10'-0'Wall(at Garage) 1"` _ Footing Design Results 1 Footing Dimensions&Strengths »i _._ Toe Width = 2.00 ft Toe Heel = Heel Width = 4.25 Factored Pressure 2,813 0 psf I Total Footing Width = 6.25 Mu':Upward = 4,978 0 ft-lb FootingThickness = 15.00 in Mu':Downward = 582 10,433 ft-lb Mu: Design4,396 10,433 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 16.96 38.82 psi I Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete( sity psi Fy= 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings I Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 9.75 in,#5@ 15.00 in,#6@21.50 in,#7@ 29.00 in,#8 38.25 in,#9 48 Heel: #4@ 9.00 in,#5@ 14.00 in,#6a 19.75 in,#7@ 26.75 in,#1 35.25 in,#9 a@ 44 Key: No key defined Summa of Overturning&Resistln Forces&Moments -- ----- I - RESISTING..... OVERTURNING Force Distance Moment Item Fobs ftft-Ib Distance Moment lbs ft ft-lb I__ w__ m»_�_. ... . M,�. lbs»�. Heel Active Pressure = 2,214.8 3,75 8,305.7 Soil Over Heel = 3,941.7 4.46 17,573.3 Surcharge over Heel = 179.0 5.62 1,006.7 Sloped Soil Over Heel = 179 2 4.46 798.8 Toe Active Pressure = -45.9 0,58 -26.8 Surcharge Over Heel i Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 500.0 2.333 1,166.7 Added Lateral Load = 500.0 6,25 3,125.0 "Axial Live Load on Stem 1.00 Load @ Stem Above Soil = Soil Over Toe = = I Surcharge Over Toe Stem Weight(s) = 1,000.0 2.33 2,333.3 _ Earth @ Stem Transitions = Total 2,847.9W O.T.M. = 12,410.6 Footing Weight = 1,171.9 3.13 3,662.1 ResistinglOvertuming Ratio = 2.06 Key Weight = I Vertical Loads used for Soil Pressure= 6,792.7 lbs Vert.Component = Total= 6,792.7 lbs R.M.= 25,534.2 *resistancce,but is included for soilpress��ulati used for overturning II I I I I I I Page 134 of 136 I I ?Cantilevered Retaining Wall Fiie=.F:12014t1E1FLM-AEHTEC6-41C7A3YC-FlBNEA01"-11Rt IL UtR66BILHJ•EC6 EN Lic.# KW-06002304 ERCALC,INC.1963.2015,Buildc6.1510.6,Ver:6.15.16.6 Description: 11'-6"Wall(at Concrete Patio) Licensee FROELICH CONSULTING ENGINEERS Criteria I Soil Data I Calculations per ACI 31&08,ACI 530-08,IBC 2009, Retained Height 9 = 11.50 ft Allow Soil Bearing 2500,0 psf CBC 2010,ASCE 7-10 IWall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft Vertical component of active Soil Density,Heel 110.00 pcf Lateral soil pressure options: Soil Density,Tce pcf NOT USED for Soil Pressure. 0.00 NOT USED for Sliding Resistance. Friction Coeff btwn Ftg&Soil = 0.500 I NOT USED for Overturning Resistance. Soil height to ignore a for passive pressure = 0.00 in Surchar Loads �" "�� Surcharge Lateral Load Applied to Stem ,Adjacent Footing Load 1 Sum Over Heel Lateral Load 50.0 psf = 0.0 plf Adjacent Footing Load = 0.0 lbs Used o Resist Sliding&OverturningHeight to Top 0.00 ft Footing Width 0.00 ft Surcharge Over Toe 0.0 psf Height to Bottom 0.00 ft Eccentricity 0.00 in Used for Sliding&OverturningWall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem j Footing Type Line Load I Axial Dead Load 0.0 lbs Base Above/Below Soil Axial Live Load 0.0 lbs Wind on Exposed Stem m 0,0 { at Back of Wall ft 0.0 Axial Load Eccentricity = 0„0 Poisson's Ratio = 0.3.0 1 Design Summary i 00 Stem Construction Top Stem 2nd II Stem OK Stem OK _" ""'"_" Wall Stability Ratios Design Height Above Ftg ft= 3.00 0.00 Overturning = 2.69 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.55 OK Thickness in= 10.00 10.00 I Total Bearing Load 8 887 lbs Rebar Size # 5 # 5 resultant ecc. Rebar Spacing in 12.00 = Edge 6.00 11.47 in Rebar Placed at Edge Soil Pressure @Tce = 2,309 sf OK Design Data _... ,.. Soil Pressure @ Heel 230 Psf OK fb/FB+fa/Fa = 0.610 0.763 Allowable = 2,500 psf Total Force @Section lbs 2,239.4 3,995,7 Soil Pressure Less Than Allowable Moment,...Actual ft-I= 6,651.4 15,878.0 ACI Factored @ Toe = 2,771psf Moment.....Allowable ft-I= 10,911.3 20,802.0 ACI Factored @ Heel = 276 psf Shear Actual psi= 22.8 40.7 I Footing Shear @ Toe = 9.6 psi OK Shear Allowable psi= 75.0 75.0 Footing Shear @ Heel = 22.3 psi OK Wall Weight psf= 125.0 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 8.19 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 14.26 17.86 I Lateral Sliding Force = 3,024.2 lbs Lap splice if below in= 14.26 4.69 less 100%Passive Force = 257.8 lbs Hook embed into footing in= 14.26 4.69 less 100%Friction Force = 4,440.0 lbs Concrete Data ,, Added Force Req'd = 0.0 lbs OK f0 psi= 2,500.0 2,500.0 ' ,,..for 1,5:1 Stability 0.0 lbs OK Fy psi= 20,000.0 20,000.0 Load Factors -- -- - Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 I I I Page 135 of 136 1 1 File=P:12014t1E1PLM-AEHTEC6-01C7A4YG-FIBMEA01-11R661311 Ulf266BL U.EC6 lI Cantilevered Retaining Wall ENERCALC,lNC 1963.2015,Build:6.15.10,6,Ver.6.15.10.6 Lic.#: KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description 11-6Wall(at Concrete Patio) I Footing Design Results n Footing Dimensions&Strengths , .� I I Toe ..Heel Toe Width = 1.50 ft Heel Width = 5.50 Factored Pressure = 2,771 276 psf I Total Footing Width = 7.00 Mu':Upward = 2,917 9,041 ft-lb Mu':Downward253 19,850 ftIb Footing Thickness = 15.00 in Mu: Design = 2,664 10,809 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 9.61 22.26 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi I Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in ft = 2,500 psi Fy = 60 000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings I Cover @ Top 2.00 @ Btm.= 3.00 in Tce: Not req'd,Mu<S`Fr Heel: #4@ 9.00 in,#5@ 14.00 in,#6@ 19.75 in,#7@ 26.75 in,#8@ 35.25 in,#9@ 44 Key: No key defined ISumma of Overturn.._ &Resi ttn Forces&Moments _ _ . _ ..... _ _, -- -..... .ryw��Over_ _g �, ...8 RESISTING OVERTURNING Force STING Moment Force Distance Moment I lbs ., ft ft-lb item _ ft ft-lb ._..Ibs .. .. 5,903.3 4.67 27,548.9 Heel Active Pressure = 2,844.8 4.25 12,090.6 Soil Over Heel Surcharge over Heel = 202.8 6,38 1,293.1 Sloped Soil Over Heel Toe Active Pressure = -23.4 0,42 -9.8 SurchargerFooting Heel _ 233.3 4.67 1,088.9 Surcharge Over Toe = AdjacI Adjacent Footing Load = Axial Dead Load on Stem Added Lateral Load = Axial Live Load on Stem Soil Over Toe - Load @ Stem Above Soil = Surcharge Over Toe I Stem Weight(s) 1,437.5 1.92 2,755.2 Earth @ Stem Transitions Total = 3,024.2 O.T.M. = 13,373.9 Footing Weight - 1,312.5 3.50 4,593.8 Resisting/Overturning Ratio = 2.69 Key Weight = I Vertical Loads used for Soil Pressure= 8,886.7 lbs Vert.Component = Total= 8,886.7 lbs R.M.= 35,986.7 `Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. I I I I I I I I Page g 36 of 136 I I Cantilevered Retaining Wall Fi®P;2otaut~1 -:I t4TE�A�rrc tEA01-11R6681l.-tAR66BIL-tiEc F RCALC INC.f' 5 Build.6.1510.6.Ver.6.15.10.6 Lic.# KW-06002304 Licensee.FROELICH CONSULTING ENGINEERS Description: 11'-6"Wall(at Concrete Patio-Seismic) Cr @ a Soil Data ( Calculations per ACl 318-08, ACI 530-08,IBC 2009, Retained Height = 11.50 ft Allow Soil Bearing = 3,200.0 psf CBC 2010,ASCE 7-10 Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method I Slope Behind Wall = 0.00:1 Heel Active Pressure 35.0 psf/ft Height of Soil over Toe 0.00 in Toe Active Pressure = 30.0 psflft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft I Vertical component of active Soil Density,Heel 110.00 pcf Lateral soil pressure options: Soil Density,Toe NOT USED for Soil Pressure. 0.00 pcf NOT USED for Sliding Resistance. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Overturning Resistance. Soil height to ignore I for passive pressure = 0.00 in 1 Surcharge Loads -Lateral Load to Stem AppliedAdjacent Footing Load SurchargeOver Reel = 50.0 psf Lateral Load - 57.5 plf IUsed Resist Sliding&Overturning Height to Top 11.50 ft Adjacent Footing Load - 0.0 lbs Surcharge Over`Toe = 0.0 psf Footing Width 0.00 ft Used for Sltding&Overttrrmrn ...Heightto Bottom 0,00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist 0.00 ft Axial Load Applied to Stem Footing Type Line Load 1 Axial Dead Load r. 0.0 Base Above/Below Soil T Axial Live Load O p lbs Wind on Exposed Stem 0.0 psf at Back of Wall _ 0.0 ft Axial Load Eccentricity 0 in Poisson's Ratio 0.300 n DesiSummary --- Degn 1 Stem Construction i Top Stem 2nd Wall Stability Ratiosstem OK Stem OK Overturning = Design Height Above Ftg ft= 3.00 0.00 2.00 OK Wall Material Above'Ht* = Concrete Concrete Sliding = 1.28 Ratio<1.5! Thickness in= 10.00 10.00 I Total bring Load = 8 887 lbs 7Rebar Size = # 6 # 6 resultant ecc. Rebar Spacing in= 12.00 6.00 1'.72 in Rebar Placed at Edge Edge Soil Pressure @ Toe = 2,928 psf OK fb/FBDesign Data 1 Soil Pressure @ Heel 0 psf OK Total +falFa 8.1 0155 .0 Allowable 3,200 sf Total Force @Section lbs= 2,728.1 4,657.0 Soil Pressure Less Than Allowable Moment....Actual ft-I= 8,728.6 19,680.2 ACI Factored @ Toe = 3,513 psf Moment Allowable ft-I= 14,069.5 26,082.9 AC1 Factored a@ Heel = 0 psf Shear Actual psi= 33,0 55.2 1 Footing Shear @ Toe 12.3 psi OK Shear Allowable psi= 75.0 75.0 Footing Shear @Heel = 29.8 psi OK Wall Weight psf= 125.0 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 7.63 7.63 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 17.42 21.19 1 Lateral Sliding Force = - 3,685.5 lbs Lap splice if below in= 17.42 9.11 less 100%Passive Force = 257.8 lbs Hook embed into footing in= 17.42 9.11 less 100%Friction Force = - 4,440.0 lbs Concrete Data , ,, .., Added Force Req'd = 0.0 lbs OK ft psi'= 2,500.0 2,500.0 1 ...for 1.5 1 Stability = 827.1 lbs NG Fy psi 20,000.0 20,000.0 Load Factors Dead Load 1.200 Live Load 1.600 I Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 I I 1