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I STRUCTURAL CALCULATIONS FOR I RIVER TERRACE EAST I APARTMENTS l -; '1 2 PLEXM UPHILL 4 f. ip (WEST HILLS DEVELOPMENT, INC.) `r�� -0; 20-1 �, a) •,-,,- f a+� k 4 ...r.0-1 ----- ,, , .::, ,.„,„ f far _. 4/ '�� I I FEBRUARU 1 5, 20 1 7 JOB NUMBER: 1 6-T 100 i 9'IICEL5 s4, 1 6�� 4.,gaf? 0/2 -CSG I , cmc i - ��=C �r `'/ '' r ' Iei0 r I FROELICH ENGINEERS ?, 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/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 I 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 Page 2 of 126 4 Client: West Hills Development Project: River Terrace East Proj.#: 16-T100 Date: 2/15/2017 By: YSP FROELICH er+rr$s NEER$% Project Design Criteria Project Description New three-story multi-family apartment buildings. 'sang-nailed wood roof trusses. Wood Framed Floor. Ligttt=framed wood sheathed wood walls. Slab on Grade Coitvcntiot sl Foundations Project Location Portland OR 45.548°N 122. 84°W Average Elevation=350 fl(approximate) General Building Department Building Official: Phone Number. Building Code(s):2012 International Building Code(IBC) 2014 Oregon Structural Specialty Code(OSSC) ASCE7-10 Roof Live Load: Ground Snow Load— 15 psf(Snow Load Analysis for Oregon 2007) Minimum Roof Snow Load= 25 psf (Snow Load Analysis for Oregon 2007) Snow Importance Factor(Is)= 1,00 Deflection Criteria= 11240 Floor Live Loads: Residential Live Load— 40 psf (IBC Table 1607,1) Corridor Live Load= 100 psf (IBC Table 1607.1) Wind Load: Basic(3-Second Gust)Wind Speed_ 120 mph(OS SC Figure 1609) Exposure= B Wind Importance Factor(Iw) 1.00 Seismic Load: Occupancy Category II (IBC Table 1604 5) Seismic Importance Factor(Is)= 1.00 Site Class= D * Mapped Spectral Acceleration Values(Ss) 0.985 g Mapped Spectral Acceleration Values(S,) 036 g Design Spectral Response Parameter (Sas) 0.726 g Design Spectral Response Parameter(SDI)_, 0,403 g Seismic Design Category= D Response Modification Coefficient(R)= 6.5 Light-framed walls sheathed with wood panels Shear Walls(Bearing Wall System) Soils Data: Allowable Bearing Pressure— 2500 psf. Exterior Footing Depth= 18 inches* I Page 3 of 126 111 Client: West Hills Development II Project: River Terrace East Proj.5: 164100 Date: 2/15/20171 1:,, - .,.. By: YSP FROELICH ENGINEERS' Dead Load Calculations Roof Dead Load Top Chord of Truss a Component Weights Actual{psf) Comments II Framing 4 Roof Trusses Roof shealhing 2 5/8"shth. Roofing(Asphalt Shingles) 3 "Misc. 1 Tom 10.0 psf Bottom Chord of Truss Component Weights Actual(pat)' Comments Mechanical 1.5 Ceiling 2.8 (1)5/8"MIT Batt Insulation 1,5 Sprinklers I Misc. 1.2. Total' 8,0 psf 4psf added for Seismic Base Shear Total Roof Dead Load= 18.0 psf Calc, Floor Dead Load Component Weights Actual(psf) Comments 'Framing 3 Joist Framing 'Sheathing 3 7/8"shth floor Covering 11 1,25"Floor Topping(Gyperete 105 lbs/f13) Mechanical 1 ceiling 5.6 (2)5/8"gyp Flooring L Sprinklers 1 Misc, 1,4 Total= 27.0 psf 8psf added for Seismic Base Shear Cale, Corridor Floor Dead Load Component Weights Actual(psf) Comments Framing 2 Joist Framing Sheathing 3 7/8"shth Floor Covering 13 1.5"Floor Topping(Concrete 150 lbs/113) Mechanical I Ceiling- 5,6 (2)518"gyp flooring 4 Sprinklers 1 Misc. 1.4 Total— 27.0 psf Exterior Wall Dead Load Component Weights +Actual(psi) Comments :Framing 1.5 1 Sheathing 1.5 1/2"shth Interior Gyp Finish 2.8 5/8"giro Insulation 1.5 Siding 2,3 Fiber Cement Siding Misc. 0.4 I Total 10- psf- Interior Wall/Partition Wall Dead Load Component Weights Actual(psf) Comments Framing 1.7 2x6 Ctl)16"o.e., 'Interior Gyp Finish 5.6 5/8"gyp each side Insulation 0.5 Fiberglass Batt Insulation as occurs Misc. 0.2 Total 8 oaf I Page 4 of 126 Client: West Hills Development Project: River Terrace East Proj.#: 16-T100 Date: 2/15/2017 YSP FROELICH ENGIN EERS Fl t Roof Snow Load Calculation Based on the following Codes: 2012 OSSC ASCE 7-10 Snow Load Analysis for Oregon 3rd ed.December 2007 Maximum Elevation: 450 ft Ground Snow Load(Pg)= 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(Ce)= 1.0 per ASCE 7-05 Table 7-2 Thermal Factor(C1)= 1.0 per ASCE 7-05 Table 7-3 Importance Factor(I)= 1.0 per ASCE 7-05 Table 7-4 Flat Roof Snow Load(Pt)= 10.5 psf Pt=0.7*Ce*Ct*I*Pg ' Where pg s 20 psf(pt Min) 15 Where pg>20 psf(Pt Min)= 10.5 Use(pt)= 15 psf Use(pf)= 25 psf per 2012 OSSC 1608.1 1 I I I I I 1 1 I I I L;Maw Office CLIENT: 6969 SW Hampton St, '-'':- i 4Portland,Oregon 97223 Page 6 of 126 if 503-624-7005 PROJECT: Li Central Orcoon 745 NW Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97703 541-383-1828 'FROELICH 0Denver Office DATE: ENGINEERS 12303 Airport Way.Suite 200 Broomfield,Colorado 80021 www.truelich-engineers.com 720-560-2269 BY: fooF , `RAM-trJG1.' DC'StGtX1,.1_: Roo f DEAD Ct,AI u s 1 g PS F. II!ii use i -a _ t,c $ *,,.2..c.-{ Cc _ _i 1 Roo SMR -R 1 USS : . Fog. e6AcXtoAl C30Qty) ; i?Gt 1 _ ' PAA r2a mo " l�1- . 7 OS) 0 12 '4-.1; 7 D ., s 5.C) -Si. s 1756.* R , Sp,AA,' s t '-o .. D L r 12, P C RA; 1 li K GI.5/ • Pe f 3 Pc. II ` z s 5O PLIIM P Oi..x.g'T * �. ..., f L. c� ..1-7.. «t c .L aocka tg L ,r 154,0 II sLas17 4 C Mair OfficeCLIEM: 69699 SW Hampton St. f'' Portland,Oregon 97223 Page 7 of 126 503-624-7005 PROJECT: w i`-0-11 1 Or ,qnr� 785 NW Mt.Washington Dr,#205 NUMBER: I Bend,Oregon 97703 591-383-1828 F R O E_L I C H D 3..,1 yF,off.: DATE: - EN G I tV E E t2 5 a 12303 Airport Way.Suite 200 Broomfield,Colorado 80021 w,,,r.iixl di-e:,g;a.t,.<,.-i'iii; 720560-2269 BY: Y, 261 I + • GO P } 01...s (.Z1(t'g} s ../ cf ...... (...)t (.4.2.. 5L- S'(2.5 25 r6PLF DL.r 1,6c= 2-c{!-0 D-,26:0 L,1150111.." Si. ,coil r= C); s• (1.0 f j 1.113.E s 1'3 ► €tet, Fk.Fe ► Rat 2 ) I L.>: ((or)(25) r ?V.0Pt, DL - 13oo# 5Lr# 6 oo I y Roo F HDA s x3, o� I DL ( ')( )t s 2 co t'Lt S Lrue)tz5) s 2-7-51)1-4' I P c - Gte-ca -r ss) 2`-0' 111 Lr (t ', 3' (2.5) s 5 ... 'taF)A s --a aL.x (tut) (z5) -'2 PC-F I I I I Page 8 of 126 COMPANY PROJECT 0001e lli Aug<,23,2015 15,41 RHi.wwb SOFTWARE l(IR WOOD DESIGN III Design Check Calculation Sheet WoodWorks Sizer 1042 Loads: Load Type -. Distrib1rion-:Pat- Location Eft; Magnitude tdar[6 ween: Start End Start End " /Load! 'end Partial 272`1, 3 0 06 ,23 2 .0 ;20000 p,;@...:.. Lead2 Snow Partial 151, 1 10406 3.21 275.0 275,0 p4 Load3 lead Point 4.22 600 the III S.oad4 Snow Point 2.00 750 140 >e1f'-wei;1G Dead Tull 0111 : 6.0 *14':- _ j Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in).: 111 1 t 3'43" _... i I 34'; Gnfa .....ea:III 709 1. d 514- 914 Sn w 658 Factored: Total 1132. 1623 . I Cap1623 t Be 1152 support 1398. 1.57 Ana /Des Beam '0, 1.00 Support: : : 0..S0 0.90 Load :am.. G_: 02 Length 0.54. 0.74 III Min c;'1 11.54 0 00 Cl, 1.$00 1_00 Cl, Kon g 1.00 Cb support 7 i1 (125 Edo nu;r SRS. I Lumber-soft,D.Fir-L No.2,4x5(3-112"x7-114") Supports All-limber-soft Beam,D f r-L Not Total length:3'-1,3';volume=0.5 cu.ft,; Lateral support top=at supports.bottom=at supports; Analysis vs.Allowable Stress and Deflection woos Nos wiz; I Criterion t sig Valoe 04a.1ga Wldc Sir.,1 7,,,A*vq*pr'.AlD.s t° *ROW '7' V 202 p 1 YV1'4'Y' J.3: Bend g , 558 1139 psi fb>_b' .... 0.42 lead DeOL'e. ._ +<LJ995 11 Live Defl'r. 0.01 ar AL/999 d 10.>: 1/360 1r. 2.07 Total tinfi'.r.:_ 0,01 At AL1399 O.1', L/240 .;'n. i 7.1'S Additional Data: ACTOR F/EfosijCE CM Cr OF C_'s Cr Efrr Ci On L'..9_ ^v' 180 1.15....1 'IL .00 G...... 03 2 1 III FK.'-* 906 1.15 1.00 1.00 0.995 1.100 1.00 1.00 :_00 2 Fop' 625 - 1.00 1.00 r 1.6 million 1.02 1.00 r1,0.2 2 asin' 0.58 million 1.00 1,00 .- -- +, l.10 2 CRITICAL LOAD OMBINATIONS I e 4 Shear C # L+5 V 1850 de5;.ra 1301 ib3 Rend _5+ - C 8 212 Y 14 ..t.e-:'t Deflection: LC 82 " n+S Ila LC ,12 - D+S ttctali 0-dead i.-live 5-5n0#:W-wir:d i:::impact Lt-roof live, Lc-cucar,trsated E. -a_ct.-4aie All t.c'o a e llvied in the Aratys.i.s output Load c n:ilaa;:lons. ASCE / 18C.2012 :-1 't El = 1104:00 X inZ deflectionI Deflection Mallnon-dead.1 dx ,live, wind, prowvi .. C1ni 7e_te..tion : 1.SO,Jnad Lord ? Ilo,t._o.,, oad _. 1St_-! .a.,:.1-ty (14. 3. 3'-0.63" Le ,. 3_51' 45# 0,48 Design Notes: I 1.WoadWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NCS 2012),and NOS Design Supplement. 2.Please verify that the default deflection limns are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4 4,1. I I I Page 9 of 126 COMPANY PROJECT..., Aug,23,201615:42 .RH2.web SOF/WARE Felt WOOD DYfiGN Design Check Calculation Sheet Wodtktaw'10.42 Loads: 'Load Type Distribut_on' at-' Location. tel Magnitude :Unit tern Start End 5tuCt 7,;,7d G ad €Dead Ful VOL 252.0 D10 L ad< Snow 'Full 275.0 p1f Self-weight Dead Pall _Du : 6.Q olf - Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) ,� - . ..,8,•1.,3^ _ � �I I qi 1 11=0.7" Uniaotoredi Dead a5 629. Snow 040' 940 S• .,: c a- A7 t3 '7J nearing: n Capacity Ream 1416 1670 Support 1677 - 1627'. Azle i po 70 LOG Support 0.90 0.90 Lu >,.,h ({2 0,. :oo h 0.67 9.e7 Min teq'd 0.67 0.61. 06 "00 1.00 r... 1.00 1.00 CO aupporf ...... 1.11 Lumber-soft,D.Fir-L,No.2,4s8(3-112"s7-114") Supports:All•limber-soft Beam,D.Pir.L No 2 Total length:8"1,3";volume=1.1 co;ft, Lateral support:lop=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection„stns NDS 2012 Czi.ttraL 77 A51e1y 2s trelavr. 50017•s 331x:;, Atxa3.a A/Delkt i Stmar .v- td Fs - 2h, pa Bend r<g[+) - 663 r - 7333 psi. 1:0160' m 0.65 Dead x 0.04 13 .: <1 7 Lime x 50� n D., 9>990 � 2.20 = 1/363 ::: 0.23 ..,7t.1 a..._7 r. '7.10= 4/73L iG 1/343 La 2.33 Additional Data: FACTORS: F: ipo.y C'i).. li! 2, '.;L CF 07+ 0.7 100 190 1,00 1.00 1.00 1.0;3 1`00 ' 2 Fb'' 930 1.15 1.00 00 0.991 1.200 1.05 1,37 2.00 . 2 �. Fop' 625 1.00 3 tJ 1.0 00 7 - E. S million 1.00 1 C0 1.00 1.90 2 Amir 0.56 million 1.00 2._L4 p 1.33 1.00 -^ 2 CRITICAL LOAD COMBINATIONS: Sheet LC 02 D+S, ,,7- 1457, V design = 1152 lbs Rendingt+F: LC=2 = D+S, Y= 2205 lbw-,t Deflect amt- LC 2 -D+5 be) it 0 C d2 = D+5 ;total) D=dead L re S-snow ti-wind T-impact Lie=_oaf live'in.-concentrated 0-earthquake All IC's are listed in the Analysis output Load corrb.i dahicns; ASC2 7-10 / 180 2012 CALCULATIONS: Deflection: EI = 178e06 1b-in2 Ltae deflection Defleotion from 1 non-dead loads13 Da 'w a 5 .::t.,.^ Total Deflection 1 ,0 nett ad Deflection. / Load .tee - .. Lateral stability ) to 0'...0.69^ - 11'-8,19" R6 9.11 Design Notes: 1,WoodWorks analysis and design are In accordance with the ICC International Building Code(IBC 2012),the National Design Specificalon(NDS 2012),and NOS Design Supplement„ 2,.Please verify that the default deflection limes are appropriate for your application, '3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4..1. 1 I I I Main Office CLIENT: II 4 E 6969 SW Hampton St. PAGE f Portland,Oregon 97223 Page 10 of 126 503.624-7005 PROJECT: :14114 Centro Oregon I '‘Aill; $' '' 745 NW Mt.Washington Dr,#205 NUMBER: Bend,Oregon 97703 541-383-1828 F R O E L I C H ❑Denver Office DATE: E N G 1 N E E R S T 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 BY: www.ioeiich-engin ers.com 720-560-2269 r : W 1 AUDOC,s.) I--fai" iro,t* O off"" c ec Pe-A pat. 7700' PL v 1111 k e I q-5 1 , ...... : 1.6. ' '" i A 1 1....4„.. t ` e• A.JA t¢ i I 0 1 i i Page 11 of 126 I Client: I 4 Project: Project#: I Ar Date: N By: FROELICH I ENGIN-ERS ! WIND FORCE CALCULATION- C&C Walls ASCE 7-10 SECTION 30.6. 0.7(Third Ertntine) Design Wind Loads on Components and Cladding-Walls Basic Wind Speeds Input I 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 Topographic Effects Input Hill Height H= 0 ft Table 26.8-1 (page 196) Length of 1/2 hill height Lh= 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) Height Attenuation Factor g= 3 Table 26.8-1 (page 196) Shape Factor K1/(H/Lh)= 1.3 Table 26.8-1 (page 196) Output-Topographic Multipliers K1 = 0.00 I KZ= 0.93 K3= 0.96 1 Topographic Factor Kzt= 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 1 Page 12 of 126 IPressure Coefficients Input IVelocity Pressure Exposure Coefficients Kh (see below) Table 30.3-1 (page 259) Height(ft) Kb qh(psf) Velocity 15 0.70 22.0 Pressure 20 0.70 22.0 Output qz 25 0.70 22.0 I 30 0.70 22.0 40 0.76 23.8 50 0.81 25.4 I 60 0.85 26.8 70 0.89 28.0 80 0.93 29.1 I 90 0.96 0.99 30.0 100 31.0 120 1.04 32.6 Ih= 40 0.76 23.8 qh External Pressure Coefficients(GC,)-Use Figure 30.4-1 for h<60 ft,30.66-1 for li>60 ft IGC0_+l- 0.18 Table 26.11-1 (page 201) Pressure Coefficients on Exterior Surfaces of Walls IZone GC, Zone 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 0.6.1,using,q , Exterior Face of Surface Zone ` (psf) I Zone 4(+) 25.74 with Positive Internal Pressure Zone 5 (+) 25.74 with Positive Internal Pressure Zone 4(-) -25.74 with Negative Internal Pressure 1 Zone 5 (-) -47.19 with Negative Internal Pressure I I I I I Page 13of126 I COMPANY PROJECT k: 8 I i WoodWorks® SOFTWARE sos WOOD DESIGN Dec.13,2016 09:39 Beem1 Design Check Calculation Sheet ' WoodWorks Sizer 10,42 111 a^w • Loads: :Load , Type Distribution Pat- Location ft] ', Magnitude Unit tern Start EndStart End II° €=spit "Stiisd "�'°sa11 t3t�r 172;0 pit Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in):,, 9'-1" I iinfactored: Dead Wind 327_ 327 Fact ed: Total 3.96 196 Rearing: Capacity Beam 2266.; 2266 Support 2266E 2266. Anal/Des '.. Beam 09 0.09 Support 0=3 0.04 Load comb 42 #2 Length 0.504. 0.50*'. Min req'd 0.50* 0,50*. Cb 1.00 1.00... Cb min 1.00 00 Cb support 1.00 1.00 Fcp sup+ 1 675. _....... _._.. 625w :-Itiffintaturnbeartngiength setting used,112"[iu end supports Lumber-soft,D.Fir-L,No.2,4x8(3-112"x7-114") Supports:All-Timber-soft Beam,D Fir-L No2 Total length:g-1.0";volume=1,6 cuff.; Lateral support:top=at supports,bottom=at supports;Oblique angle:90.0 deg; Analysis vs.Allowable Stress and Deflection using NDS 2012: CrIteri Roe`1ala VSlue Daai40 Vhaue tthtt :Ara3aOat.Oeaign, Shear x-x iv = 0 , Fv - 28% .kips rvi6'v ..i.00 III y-y fv -- 11 Fe' _= 288 psi fv/ty' " : .04 feadir:g(+) x-x fb = 0 Ft:' = 1931 kin-ft fb/Fb' = :.00 '. y-y fb = 3358 Fb' _ 1966 kip-ft fbtFb' = 0.1% Dead 11 De negligible Live De a r 0.16 1692 0,45 $ L/240 in t1,35 . Total D r n 0, 6 = L/692 0;.45 - 1,1240 to 0'.35 Additional Data: FACTORS: F/E)psi)CD CM Ct CL C. Cfu Cr Cfrt On LC4 Fey' 180 1.60 1-,:00 30 - n 0 1:00 2 900 1.60 1,00 1,00 1.000 1,300 1.05 1,00 1,00 0,00 - 2III Fop' 625 - 1,00 1,00 1,00 1.00 - - 6' 6 million 1-.8(2. 1,00 - - - 1.00 1,00 - 2 Erin' 0.53 million 1.00 1.00 - - 3.00 1.10 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = .6D+.6W, V = 195, V design = 182 lbs III Sending(+): 'C t.2 = .60+.6W, M - 441 lbs-ft Deflection: LC #2 = .611+.6W (flee) LC #2 - .£D+.6W (total) --0=dead -,live S=snow W=wind I=impact Lr-roof live Lc=concer_trated F=earthquake All IC's are listed in the Analysis output Load combinations: ASCE,7-10 / IBC 2012 CALCULATIONS: Deflct.ion: EL = l7lre06 lb-in2 Ely = 41.4e06 lb-i.n2 'Live" deflection Deflection from all on-dead loads (live, wind, snow.-) Total. Deflection = 1.50(Deed Load Deflection) + Live Load Deflection. Lateral stability = -0.50" Le - 16'-7.63" RB = 3.65 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.Sewn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4,1, I I I J Main Office CLIENT: 1 46969 SW Hampton St. PAGE Portland.Oregon 97223 Page 14 of 126 503-624-7005 PROJECT: I , n.„. Centra Orogon 745 NW Mt.Washington Dr.#205 NUMBER: 4fy Bend,Oregon 97703 A 541-383-1828 1/FRQE_ c LICH Denver Office DATE: EN G I N E E R S R 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 www.froetich-e'gineers.yom 720-560-2269 BY ooF 864 M : ii III1 ill 1 I 1 1 : i 1 I L I 1 ii111 I Y Page 15 of 126 II COMPANY PROJECT . . . di " 0 • . . vvor s Feb 11.2017 11:30 RB1.wwb 3414,164n==t1440b1a0n ns'isTn Design Check Calculation Sheet II StroodlAlorasSizer1042 Loads: Load Type 11,strib00000Pat- Locatico [ft'. Magnitude Only rnro Star Zod Stast Sad loadl 'bead r,0_, J22" III 121:3 412 Lon62 Snow 3,11 1041 ' 115,0 pit 003.4,441.1444 IS„ta.,.., 262.1 1.11.1. Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): , I . Is. V Tofactorod: nun.: ir.i, 116 I Snow 112 , f.,44 Total 330 136 Tapao1iy benm 1114 '104 nspowt 1031 1211 , AnaliTo, Monm 0.34 Mai., Suppo,..s 0.16 4470 Load uonm 4240 Lan7'h 5.1C4 0,54. Mtn 000'd 0.30" 0.11" .00 tib min 1./1 1.0t Ci support 1,11 1231 4:0p imp 114kU0iWAV04,714;1044AMVU8t040*112'304401V,OVVVAS Lumber-soft,I),Fir-L,No.2,4x10(3-112"x9-1(4") Supports.Alt.Timber-soft Beam.10,F0LL No.2 Total length:V-1,0";volume=1 4 cut.; Lateral support:top=at supports,bottom=at supports, • Analysis vs.Allowable Stress and Deflection usino NDS 20121 Ciftter.)en 1444419*44 va_oe A:m.41r VA146 42,4443; Abnires104m414Z 10 ,Thbet f=- 31 Tv . '03 06, Boolloom 5 . 319 4t4 - 1221 f3101' - 1.2'6 D.a7 'lefi'm 1.11. - <1.3111 4,4 ooll'M 1,01 . 60/.39 0.00 b ,i3.4 „ .,.."1 raft,41 ball`61 I ,3.13 - 64/915 156.1 ,x. Z.:24,) ,-, 0...15 Additional Data: FACTOP.S, E/41:pa /CD 54 Tt 11 CT T".1., 1: 016T C... T, 104 Omiao 1.12 1.13 1,10 - = - . 140 0-00 1.10 2 Pb - 900 1.15 1.10 1,10 1.9,11 1.23T 1.01 1.33 1.13 1.33 - 2 Fos' 625 - 10C 1.11 - 2' 1.6 m2;13on 1.01 1,11 . Railo' 1.51mIllion 1.00 1,30 - CRMCALLOADCOMBENATiONS. Shear SLC 42 =0.5, V= 913, .dosiin = 460 146 Boodin1N14 LC 42 01, 0 . 1410 lbs-,34. af-.e..,..,,,,,, LT 40 .: p+4. :13,ve, TC 42 . .1=3 '745s1' 16.dead 1..11se T.stow M.-wind T=Imtact 1,,,, 0 1:so 9.----aboeb,iaTto E.eartnntato 01.1 IC's are stored in toe Analysis ootput Load comtinations, ASCE 1-11 / 060 2112 CALCULATIONS, De5lestkon: F.1 - 3,64eC6 111=41,1 "tive" detle0S100. Detlencion LOIn et 00:-4< 1cabs 115e, ws„nd. total Detiesttan = 1.50,,Doad Load 144f160T,on; 4- 75,e ..,4,3 De...nit:Lon. Lateral 00ab,t1i0y 3-;:. L, C'-0.50" 4e . 12 -1.34' 30 -4 10.3/ - . Design Notes: 1.woodWorks analysis and design are M 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.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 44 1 I I I I 77itt/Nemo1—`)ta,/d -Zi 1 1, rt-11-r.vfy -vcx !-,:,./ ot , T (vx) 8 # i I CV 4C:i. 0 Iiiit - .4* iCiv 4,.. . "6 i att 0 CC) , r........ ................. r.:31 1 ....t......i.iz..1.7...... .A. A •-• ......... - ii1111111111tIc 1111111111111104 y_, . grj (1) -............ 4) — .. . ..... CP ,.. ' • fa II‘ a. _ 0 , 4 1111111111111111111111111111111111111W 0 4.,,,, , AIM ii (t.)• 44)'.1- vistiiiiimil , i , V Z irk N77 1 . ICOP i , • _ t. immort. e , IF4 :4104, a cio, „ ,,..) .. , t vor .1wa: t 1. 1 „ T --,.....,....F.,.. v . • • . i...A... 4.1:1, nor it. WA 2 0 ..s-os . ,..-j .41‘„ li 1.6... sr- ....., , L IF/mil Lug col i NirP li . ,,,,/, ; ..k.,..„... ..,... . 46 1 1.1........ .., ii. ,,.........w .r . ." L....:....... .. I I --** ' — - t-V'd , i ,7- 0„ .111 1 .. 00. # - 7 I III (ii)........_............. .... .,....0 . . .,..., •, . ,—..,:amsts......- -•smgatishI-- ---.' . " ...„.............„, . ......... __ .,...d ., , i IIIIIIIIIIIMJSVIII IINIIIIIIIII]IM 1111.1111111111111.111.1111.I*'''" IPrl'r “—.2.' .1111.1= ..., _1 . II (.0- . II taIIIIIIIIIIIIaII._. ..._..........:=.If. .. t ..... , .., • I' .' 0 * . lo , .:=-" "'"• 1 —,..* 1 i,,V.: —. -.., t i , ' 's r7ii- ' .4A rifl 4 Of. °MiNgin rilli' ' . JI. i #.4•FPEIMIIIMMr!MjPIMlnt alliRSIIIP.111.1111., NION/ 1 i 0, - • . . -—-' ..._ 1 1- •,rp, .. .. 00 dM,rn. e ! , -V7 'ii".- ..- ,.. j / .., 111111 111111 11111 111111 11115 111111 111111 11111 111111 Olaf 111111 11111 — 111111 1111111 11111 1111111 1111111 1111111 ❑ Main Office CLIENT:4 vqGE 6969 SW Hampton St. Portland,Oregon 97223 Page 17 of 126 503-624-7005 PROJECT: ,..A/ r= ❑ Central Oregon �:` 745 NW Mt,Washington Dr,#205 NUMBER: I Bend,Oregon 97703 541-383-1828 F R O E L I C H ❑Denver Office DATE ENGINE£R S S 12303 Airport Way.Suite 200 Broomfield,Colorado 80021 BY:www,fnoelich-engeneers.cum 720.560-2269 .3��' Gr s2 F,e4A. t.V cx : 1 R. &tie 6.0A 0 .c `-t a P•5G I CeefOo,E? C..j tie j., ,q gyp,.i cam,tPSF I 1fe, acs �T SI -. .. , ... 'A,,s s f 2 -o SPAA.t A- bra'— `" I spA N r 5`-4 Ccore,:1 orr11 pAAJ5 f-0- D ) I I I I 1 I . I F '"j` E " MEMBER REPORT 3rd Floor,Span 12= Page ge 18 of 126 PASSED 1 piece(s) 11 7/8" TMI® 110 0 24" OC IOverall Length: 12'7" I i I' 12' 0 C I All locations are measured from the outside face of left support(or left cantilever end).AIl dimensions are horizontal Design Results Actual°Location Allowed Result UDF Load:Combination(Patient)t) System:Floor Member Reaction(lbs) 829 @ 2 1/2" 1041(2.25") Passed(80%) 1.001.0 0+1.0 L(All Spans) Member Type:Joist Shear(lbs) 804 @ 3 1/2" 1560 Passed(52%) 1.00 1.0 0+1.0 L(Ali Spans) ,` Building Use:Residential I 1 Moment(R-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 Dell.(in) 0.133 @ 6'3 1/2" 0.304 Passed(11999+) 1.0 +1.0 L(All Spans) Design Methodology:A5D Total Load Defl.(in) 0.223 @ 6'3 1/2" 0.608 Passed(L/654) — 1.0 D+1.0 L(All Spans) ITJ-Pro'"Rating 58 45 Passed — — •Deflection criteria:LL.(11480)and TL(1/240). •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 structural analysis of the deck has not been performed. 1 •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. Bearing Length loads to Supports Obs) I Supports Total Available Required Dead Floor Total Accessodes 1-Stud wall-SPF3.50" 2.25" 1.75" 340 503 843 1 1/4'Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.75" 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 Goads Location(Side) , Spacing (0.90) (1.00) Comments I 1 1-Uniform(PSF) 0 to 12'7" 24" 27.0 40.0 ttesidentia{-Living Areas: € Weyerhaeuser Notes 0c -.Ai€i,'''L'(J3£S'RY 1N3'IAT'E I1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. any other warranties related to the software.Refer to current weYerhoetteer literature for lratiflialok details. l(www,yroodt .arm)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 fav a design l as determined by the author y faav Tie designer of mord,bulkier or framer'is responsibie to' assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable :forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASPM standards. For current code evaluation reports refer to http://www.woodbywy.cam/services/s_CodeReports.aspx. I ',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 9:00:10 AM IYashar Sarraf Pour Forte v5:1,Design Engine:V6,5.1,1 Froelich Engineers (503)924-6311 Joists.4te ysarrafifroehch-er gmeers,corn Page 1 of 1 F T E MEMBER REPORT 3rd Floor,Span 15=0" Page 19 of 126 PASSE I 1 piece(s) 117/8"Tile 210 0 24" OC Overall Length: 15'7" r I t 1 15' I 0 E] All locations are measured from the outside face of left support(or left cantilever end).Ail dimensions are horizontal. I Design Results Actual 0Location Attawed {Result RDF t oadt Coef[Irfatlert(Pattern) System:Floor 1.Member Reaction(lbs) 1030 @ 2 1/2" 1134(2.25") Passed 91%) 1.00,1.0 D+1.0 L(All Spans) i Member Type:Joist Shear(lbs) 1005 @ 3 1/2" 1655 Passed(61%) 1.00 1.0 D+1.0 L(All Spans) i Building Use:Residential Moment(Ft-lbs) 3853 @ 7'9 1/2" 3795 Passed(102%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 1012 ,_ i.Live Load Defi.(in) 0.265 @ 7'91/2"__ 0.379 Passed(L/686) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Dell.(in) 0A44 @ 7'9 1/2"` 0.758 Passed(L/410) »» 1.0 D+1.0 L(All Spans) T3 Pro'"Rating 50 45 Passed '_ -- r •Deflection criteria:LL(L/480)and TL(11240). • Bracing(Lu):All compression edges(top 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 analysts 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 T}Pro"•Rating include:1/2"Gypsum ceiling. I Bearing Length Loads to Supforts(lbs) Supports Total Available Required Deed Taw4he TaA 1 Stud. wall-SPF 3.50" 2.25" 1.85" 421 623 1044 1 1/4"Rim Board 2-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. IIDead Floor Rive I Laads Location(Side) Sparing (arty) (s.00) Comments Residential-Living 1.•Uniform(PSF) 0 to 15'7" 24" 27.0 40.0 Areas1 * ATAi NiA3i.c.roRss ri!NITIA VE Weyerhaeuser Notes � . 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 riot designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. IThe product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I I I 8/24/2016 9:00:19 AM Forte Software Operator Job Notes Forte v5.1,Design Engine:V6.5.1.1 Yashar Sarraf Pour oists.4fe� Froelich Engineers (503)924-6311 ysa-eft roeiich-engineers,corn Page 1 of 1 iPage 20 of 126 PASSED " R E' ' MEMBER REPORT 3rd Floor,Span 18'-6" pieces) 11 7/8" TM®360 @ 19.2"OC Ii Overall Length: 19' 1" I I 18 6 a o IAll locations are measured from the outside face of left support(or left cantilever end).Alt dimensions are horizontal, Design Results Actual c Location Allowed Result IDP_Load:Casnbinatloa(Pattern) System:Floor Member Reaction(lbs) 1012 @ 2 1/2" 1202(2.25") Passed(84%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 992 @ 3 1/2" 1705 Passed(58%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential II I Moment(Ft-lbs) 4669 @ 9'6 1/2" 6180 Passed(76%) 1.00 1.0 0+1.0 L(All Spans) Building Code:IBC 2012 Live Load Defl.(in) 0.382 @ 9'6 1/2" 0.467 Passed(L/586) -- 1.0 0+1.0 L(All Spans) l l Design Methodology:ASD Total Load Dell.(in) 0.640 @ 9'6 1/2" 0.933 Passed(i./350) -- 1.0 0+1.01(All Spans) I T]Pro'"RatingI 48 45 Passed -- -- • Deflection criteria:LL(U460)and TL(U240). t. •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'9 I/2"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. 1 •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. Bearing Length Loads to Suppotts(lbs) - Supports Total Available Required Dead ± Total 1 ':1-Stud wall-SPF 3.50" 2.25" 1.75" 412 611 1023 1 1/4"Rim Board t 2-Stud wall-SPF 3.50" 2.25" 1.75" 412 611 1023 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 line Loads Location(side) Spacing (0.90) (1.00) Commerce 1 11-Uniform(PSF) 0 to 19'1" 19.2" 27.0 i 40.0 Residential-Living - Weyerhaeuser Note$ Jsr ttiiF7iE' f.'TP1 r..fTi..LVE I 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 riot intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable ;forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested Ilin accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbyvry.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 Yashar Semi Pour Forte v5.1,Design Engine:V6.5,1.1 I Froelich Engineers Joists.4te (503)924-6311 ysarref@froelch-engineers corn Pani 1 of 1 MEMBER REPORT 3rd Floor,Span 5-O"(Corridor Joists) Page 21 of 126 PASSE[ 1 pieces) 2 x 6 Douglas Fir-Larch No. 2 @ 16" OC Overall Length:5'7" I 1 k 4 I I , El o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. 1 Design Results Actual 0 Location ' Allowed Result LDF Load:combination(pattern) System:Floor Member Reaction(lbs) 455 @ 2 1/2" 1 1434(2.25") Passed(32%) -- 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 346 @ 9" 990 Passed(35%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 565 @ 2'9 1/2" 848 Passed(67%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2012 Live Load Defl.(in) 0.064 @ 2'9 1/2" 0.129 ,Passed(11965) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD I Total Load Oefl.(in) 0.082 @ 2'9 1/2" 0.258 Passed(L/760) •- 1.0 D+1.0 L(Ail Spans) i Tl-Prol"Rating N/A N/A •Deflection criteria:LL(11480)and TL(11240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 5'4 1/2"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •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. II ( Bearing Length Leads ti3 Supports(Ws) IFloor SupportsTotal Available Required peed Total Aormairones III - live 1-Stud wall-SPF 3.50" 2.25" 1.50" 101 372 473 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.50" 101 372 473 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) Spadng (0.90) (1.00) Comments I Residential-Living 1-Uniform(PSF) 0 to S 7" 16" 27.0 100.0 Areas Weyerhaeuser Notes susT.-,rtA3tr.rrx.s?vv NiTip,Vt lWeyerhaeuser 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. l(www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable ;forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. 'The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I 1 I Forte Software Operator Job Notes 8/24/2016 9:00:31 AM 'rasher Saraf Pour f Forte v5.1,Design Engine:V6.5.1. Froelich Engineers Joists.4 (503)324.63'1 ysarraf@froetich-engineers corn Page 1 of 1 I ' Page 22 of 126` F � " � MEMBER REPORT 3rd Floor,Span 8=0"(Deck Joists) PASSED 1 piece(s) 2 x 6 Hem-Fir No. 2@ 16" OC IOverall Length:6'7" I . ' : '' "-:-'- ' ''- , 6 G 0 All locations are measured from the outside face of left support(or left cantilever end).Aii dimensions are horizontal. I €Design Results Aeh+al Cl Location Allowed Result LOF Losd:Combination(Pattern) ', System:Floor I Member Reaction(lbs) 285 @ 2 1/2" 1367(2.25") Passed(21%) 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 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" 801 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(Ali Spans) Design Methodology:ASO I Total Load Defl.(in) 0.108 @ 3'31/2 0.308 IPassed(1./688) 1.0 D+1.0 L(All Spans) T1-Prop"Rating N/A N/A a '� • Deflection criteria:LL(11480)and TL(1./240). 4` • 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. •A 15%increase in the moment capacity has been added to account for repetitive member usage. I •Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Deanna Length m- Loads to Supports(lbs): • Supports goat Avail* .' Required r Furs Total " 1 1-Stud wall-SPF 3.50" 2.25" 1.50" 119 176 295 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" _ 1.50" 119 176 295 1 1/4"Rim Board I .Rim Board is assumed to carry rectl all loads applied diy above it,bypassing the member being designed. Dead Floor Rive Loads Lamson(Side) Spaany (0"90) (Leo)" Comments 1-Uniform(PSF) 0 to 6'7" 16" 27.0 40.0 Residential-Living S. Weyerhaeuser Notes cei SUSTAINABLE FORESTS,'.11TIz::"\FE 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 lassure 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 lin accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. 'The product application,input design loads,dimensions and support information have been provided by Forte Software Operator 1 I I I Forte Software Operator Job Notes 8/24/2016 9:00:37 AM II Yashar Sarraf Pour Foto v5.1,Design Engine:V6.5.1,1 Froelich Engineers Joists.4te i (503)924-6311 Barra f.Asfrnalirhcnnrnaarc inn, Main Office CLIENT: °;�E 6969 Hann St. Page 23 of 126 Portland, .Oregon 97223 ,., 4 503-624-7005 PROJECT: 11 Centra,Oregon 745 NW Mt,Washington Dr*205 NUMBER: I Bend,Oregon 97703 541-383-1828 F R O E L I C H r-_; Denver Office DATE: 12303 Airport Way,Suite 200 ENGINEER$ 6 Broomfield,Colorado 80021 ti ww.tFE?a;i-11-eng4nrer,,,OM. 720-560-2269 BY'` I R SeA M.5 3F8 t .. 1a, SPAN -0 DLr (J2')(2 ) g325 PL, PCP 1 �.(..s ( 1.2-/) C c40 ) s �o I 3F1321: SPAAJ r t l a` , 1 DLt(i ) Z7 ) S F>42Co L-s '); t-to > c5.66PleF I 3Fe)3, : SPAN x 5-0 ... (3.5 (2;) V 95 P I ; F 41 • DL 4- CS)Lz1 s t Ft F I L Ls (,31) (-o) s 12-0 P'LF I P4N s I DL.$ 9541 Ptf L,., t20 lI 1 1 Page 24 of 126 `COMPANY PROJECT %%'oodVVo`r i�.✓ Aug::24,2018 06:11 3FBiavwb SOFTWARE FOR WOOD10550a5 Design Check Calculation Sheet W00/0 zSteer1042 Loads: Load Type DiaCrIbuton Pet Location ,£tl_ .nagnitudo rAzYb sed^. :.;act ''''r-1 .1t. End Laad2 Live '41E 5D1 lt 325.1 . 480 D yPf 5&L?i- '"2ygtst 240,441 _ :;; 503 0 0.... pit Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) _.... 112-3.r - y. urXer .'. Deed ve 1724'I -11 ,Deed 2474 _17.4 Factored: 473. Total 411'. Bearing: 4^I? Capacity Beam 4:38 '.' Suonoct I 4465 4439 1114469 .,Ana ea 3 1,00 5 opo t _.94. Loadr 32 4 Length 0 1.03 rib reg'd 1.40 .51 , Cb 1.00. 0.8= Cb support. 1.11 11 3.E,.,�r map t�J 1.11 500 Giuiam-Unba1-,West Species,24F-1.8E WS,3-1d2"x11-7/8" 8 taminatIons,3.172'maximum width, Supports:gt:Timber-soft vR Beem.D.0 Cu Not Total length:10,1T:volume- 3.0 w,11.:;. Lateral support:tope full,bottom=at supports: Analysis vs.Allowable Stress and Deflection tat3Ap NDS 2012: _'^CEterrsrrr, Atai*e53 o1bn : 0a-aa-n 'aloe 1120'.Y0 Ava ysi4 **.t.v i , Bending', 3 6 S n Dpsi =' 7:3.: Ur .'r 339 = fla a 0 11't t 3 = L 34 5 ta�S3s„2a0171000., ..:, a4arw ..2: 11241 .1 r. Additional Data: I :r'ACTOAS: 251 cs '*t D L " £'u Cf Lt Soles ry C -i.00 ev' 265 1 11 1.10 1.00 1.00 2: Fb'' 2400 1.00 1.00 1,10 1.100 1.301 1.00 1.20 1.00 1.00 2 eop' 453 0 f 02 1.C:I E' 2.0 sOl.-io.-. 1.12 1,01 EYa:ny' 0.85 million 1.01 1.00 1.00 - 2:: CRITICAL LOAD COMBINATIONS: Shear Lb 02 = 0+1.. 413£ V design= 3217 lbs Bending T I 02 - M 098 cs t a Lef t' 42 LC 02 a D-= 054w A=dd roof live LC oo.:entraied E- stbgaake All L listed in the Aooiysisoctant Load ooadinanions, .ASCE 7-11 1000 2112 CALCULATIONS: Deflection, I = 9°5e317 e.'deflection= Le:lection from all non-dead loads (live Acrd 00,00,..)To7al 1eflaction 4 1.50,,,iced a_i:1Deflection', live Load Deflection, Design Notes: 1.WoodWork9 analysis 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 thatthe default deflection limits are appropriate for your application. I 3.Glutam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A1601-2007 4,GLULAM:bad=aSual breadth x actual depth,.. 5.Glulam Beams shall be laterally supported according to the provisions of NOS Clause 31.3„ 8,GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n), I , I i 1 Page 25 of 126 __ __. _. ........ -'COMPANY PROJECT Works® :.Aug.24.201603'12 3P82w EW dI 10FIVrhAE FOR WOOF)(AOC., Design Check Calculation Sheet Loads: Maximum Reactions(lbs},Bearing Capacities(lbs)and Bearing Lengths(in) 1 r I I 111r ffs >SS` Y;." Giutamllnbal.,West SegtenJW,24F-1.sE w8,3-1/2•x11-nE" it novenas S4tr onamenmen. snapa's At--n5is,.aap Swn.014.4.Not TWR lamp 4-1 r;vpaans* 1<d:t1;. iaasal a:rpsN NVA'.a ana1L(r=a ouppab Ana)yala vs.Allowable Stress and Deflection...mou 4tra <1 Additianai Data 3x I '.:..AL.ttfil YS Design Notes 1 Wm YJvb+nh....wwilegiarc Al wocnrvont N.CC inggoaWMS:aming cod,NBC 20121.go Nairnu 3 Habana "ftRDS 20121,an6 NDS DeK S1ANNAP,k 2_P1ogoa vady fila to defwa Regrew footsore opproposs4s,yoxiggigeopt, 3 Glu rn drigr masn for No roa+krlarnng W ANSf 117-2010 and nwaits,Surr h moat:Ace wig"ANSI Alta 1.2007 3.134-V 8!ub yNNI Idsrabogogtha gya lsco 3>Gadn Seas star es,Ytav/i asPag depth, to Dae CM...a NOS Lirr 333 3 Eh ULAFM Nenalg iongth bred on snubs,or AgggeogRog,iii esI I I I I Page 26 of 126 COMPANY PROJECT .ii:1 Woodworks soFrwaQs FOR wood oeseea Aug;24,2016 09:13 3F83 wwb Design Check Calculation Sheet WoodWorks Sizer 10,42 Loads: Load Type SD tr n tion Fat- Location f Magnit0de 0.it tern Start End Start End Load! Dead ftir:T't0- 9`.v p15 Load2 Live ,Full VD.. 350;0 p1f Self-weight Deed Ful:.:1:.:((DL 4.6 plf III Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) 6-15 5{}.5 III *Jn# Mored: .. __. -.. Dead 253 L>..e 390' 253 890 Factored: _. Total :.:. ...__. 4J 1143 III Capacity Beam 1143 Support 1266 1143 Anal/Des 1246. Beam 1.00 Support 0.90. 0.906. 0.90 Loac con2 62 ., Length 3.52 2 Hie =eg'd 0.520.; 52 2.00 Cb min 1.00 1. Cb poi :1 1: 625. II/ Fcp sup 625 lumber-soft,D.Fir-L,No.1,4x6(3-112"x5-112") Supports:All-Timber-soft Beam,D.Fir-L No.2 Total length.5.-1.0";volume=0 7 cu.ft„ Lateral support:top=full,bottom=at supports; I Analysis vs.Allowable Stress and Deflection„sing NDS 2012; C er'ion frral esa value € sn as€.ue 'iKotl ala "Leri sign �l R ,r Bleat fs- _ 72 Fv4 - 1..00 oei : fvir'"'- 5.43 ' Bending(+, fb 972P'b13°0 .r 0 ✓t,':. fta_r"c� 0.'75 Dead Defl 0.02 = <1/999 Live Defi 0.0E L/9'9 0_17 1/36 in7.3: '..Total-Defl n 0,09 = 1/696 ::0.25 L1240 'In 0..3B Additional Data: 11/ FACTORS: £I6(psi CD DM Ct CL CF Cz `C + Cr Cr; LCF-.` £v' 290 1.00 ,00 1.00 1.03 1.0' 1.00 2 --i�'.,. 1000 .00 1.00 1.00 1.000 1.300 '.00l 0 1..01 2 CCD 6625 1.00 1.00 - - - - 1.00 1.O0 - - E. 1.7 million 1.00 1,00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear C 42 = D--L, 0 - 1134, V design = 918 los III BendL g C #2 = 0-L, NI = 1430 lb,-ft Deflection: LC 02 = 0,1 'live( LC 42 D«I, i'totall D"dead L.live 5-snow W"wind I=im sct. Lr roar. live Lc=conoentrated F=eactbquake All. IC's are listed in the Analysis n.tput Load combinations: ASCE 0-10 / IBC 2012 I CALCULATIONS: Deflection: EI = 82.5e06 1.,-'.n2 "Live dejection . Dc_l,_c,t:on from aLl. .:.;.. dead loads (:.re, wx.:o, s w..,: Total Deflection ' 1 011eao Lost Dere_.__-on} Live Load Deflecteon. III 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 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 Page 27 of 126 I ., .- . COMPANY .i PROJECT '.. . . ill.' WoodWorks® .1 501,,Wati,'OR WOOD atadCal Sep,9,2016 10:51 3FB4,wwto - s Design Check Calculation Sheet . II WoodWorks Sizer 1042 Loads: Load Type Distribution Pat- Location iftr Magnitude Unit .t..e.,.rn Start Lad Start End :14adl tle. 1.1 - 1.,11 lx-: -' - ,, - .:. 01,. .. p.1f Load2 Live Full VOL • 120.0 Plf ,p,# .f.,,, 1 uoL .0.1 Maximum Reactions(ibs),Bearing Capacities(lbs)and Bearing Lengths(in): .. , t 11412". - f , , ,------- ' -: I I 111.1'' Onfactored: Dead 520 520 Live 701101 Factored: Total , 1221 122. :Bearing: Capacity Beam 1221 1221 Support 2608 : 2606 Anal/Des Beam. 1.00 1.00: Support 0.47, 0.47 Load comb 42, , #2 Length 1.09 1.06 • Min ret-VO 1.08 1.08 Ct. 1.00 1.00 Cb min 1.00 1.00 Ch support 1-11 1-11 F577, sup 620 625 ...4. Lumber-soft,Hem-Fir,No.2,4x12(3-1/2"x11-1/4") III Supports:All-Timber-soft Beam,D.,Fir-L No 2 Total length:11.-82"-,volume=3.2 cu ft; Lateral support:top=full,bottom=et supports; Analysis vs.Allowable Stress and Deflection using NOS 2012: Criter:ton Analysts Value -1es100 Valim, Ur4t An41/5isiDaSign 8hear fv -- '...t1 • F--,,,' . 120 ps1 o.,/Tv' - 0,32 - Bending(+) lb = icli .'.o. . 743 pai fht1b' = 0.76 Dead Dei 0.07 = <4/999 Live Def 'n 0.09 - <L/999 ' 0.39 = 1:340 In 4.25 Total Defi'n ,.. 0.20 7 114:92 0.58 - 1/140, in 0.35 111 Additional Data: FACTORS: F/7:“pailCD CM Ct CL CE Cfu Cr Cfrs Ci Co LC4 Fe' 150 1.00 1.00 1.00 - - .= = 1.00 3.00 1.00 2 850 1.00 1.00 1_00 1.000 1.100 1.T2 1.00 1.00 0.80 - 2 111 ice405 - 1.00 1.00 - - = =• 1.00 1.00 . - 1.3 million 1.00 1.00 - - - . 1.00 0.95 ••• 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMB/NATIONS: Shear : LC 42 = DL, V = 1212, V design = ",,,A6 lbs Ili Bending =); LC #2 " 0-1, V_ ,. 3911 Ir,-ft Deflection: LC 02 = D=L Uivel LC 42 = Cm-L (total":' D=dead Iii Ce S=snow W=wihd I=impant Lr=roof live ic-cdncenttated E.,earthquake Ob; 'Cu are listed in the Analysis ootput Load combinations: ASCE 7-10 / In 2012 CALCULATIONS: III )eflection; ET - 541006 It-1n2 'Livh' deflection = Deflection fron all non-5ead loads :Lave, wino. snow 4 • Total Deflection = 1-10Mea1Ihad Defie=ion] , LI•se Load Deflection. . . Design Notes: 1 WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NOS 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 44.1: c 111 III 11 IPage 28 of 126 COMPANY PROJECT I • WdWorks° anr,ve 00, .e a',an 65st:.e/ Feb,9,2017 09:39 3FB5.wwb I Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat-.... Location ft' Magnitude Unit 1erz1> S" 'Ind Start S P oad. aeas � U 81<0- , Lo < Live :71.1 _l UDL 120.0 p_5 Self-weight Dead-. F-.,:1. lOL _pit;. Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) I1 13'-2.4 I 13'12" Dead 566 II/ T.Sve b',1792 792 Total 11NO Bearing: 1390 Sean: 3S III 1epp - 40`.. 330. Aa port. Seam 0 1,,,pport 0.47 .SGU <1.0 Loan comb #2 0.47 Length 1.22' #1:". *r. 0.;'d 1.22 1.22 £ 00Cb 1.22 mi.n1.00 CU s'aPPort 1.11 1.0t1 03 Fc £ oop.. I' 1.1.1 ' Lumber-soft,Hem-Fir,No.2,4x12(3-112"x11-114") Supports:All-Timbersoft Beam,D.Fir-L No.2 Total length:13'-2.4';volume=3.6 cu,ft,; Lateral support:top=full,bottom=at supports; I Analysis vs.Allowable Stress and Deflection using NDS 2012; es o. 'A.^ is ,alue -.oas. Va.;�e mit A^ss Crlt ?s a/E stt€r. Sneer Banding(*; x psi �-:;, y: 729 Fb' .. r4',: psi. folEh 1,90 ` Dead Defi'n 0;.12 - <1/090 L/392 zn ^ .Tota 3e'f,1 r 0,' :/479 2_n - 1/240 In �r Additional Data: FACTORS,: E'/E;psi7CD :CM :2 Et CF CfuCr Cfrt Ci In 1.09 E‘,1 150 1.00 1.00 1.00 - _. - 1.0C 0.80 1.00 2 I the 050 :_AJC .30 1.00 -.030 0 1,00 _.-isf 110 9 - 2 - - 2 Fop' 405 - 0; 1 0O 1 CD .06 6' 1,3 million1.00 t70 t 3 ,; a5 r_-r,:n' 0.47 minon .: 1 ? 1.00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS. Shear LC 42 = t'L, V - 137U, zr desion = .1E3 ICs B -d. : LC 42 = DCL, v 4:87 lbs Deflection: LC 42 = 11.1, .? n LC 42 - D a III -=de d L _.iv S.snow A ino I iepact L. _oof live -17: .u,.lr ...d 0-earthquake P... LC are listed i the Aneaysis output Load c_ui binati.dns: ASCE �7-1C 2 1Ss4 2012 CALCULATIONS. Deflection; El = 540eCC2 "Live"- zefl& ti - Deflectiox.• from all _ n"de a lona. Z.live, wind, ;Foca..,., Total Deflection ... 1 50,Deud load Def ect_on., Liv,' Iciud Def. -..tion, Design Notes: I 1,WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement, 2.Please verify that the default deflection limits are appropriate for your application. 3_Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. I III I 4 U Main Office CLIEM: i SCE 6969 SW Hampton St. Portland,Oregon 97223 Page 29 of 126 503-624-7005 PROJECT: 0 Centra?Oregon ` 745 NW Mt.Washington Dr.#205 NUMBER: I Bend,Oregon 97703 541-383-1828 F R O E L I C H U Denver Office DATE: ENGINEERS12303 Airport Way.Suite 200I Broomfield,Colorado 80021 BY: www,, rodu,h-ersgzsaeeri.;:xsrn 720-560-2269 et 3Ff-1I� •: t ' P V: a.0�` DL,. us ) (al. ) A" 05 Pt..F '� ) oc PGS I I I I I I I I I I I I I I IPage 30 of 126 ::COMPANY PROJECT %VoodVVorks® iii Aug,.24,2018 09:23: 3Fhit;trwtr 5O6714n61 foe s1'oca,136960. I _ Design Check Calculation Sheet Woodworks Sizer 1042 Loads: :';dna :Type Distribution,i_ /station fft.1- Magnitude Jn.':t... e09 31400 21A4 Maart Saul I Toad 5162 Saud Live ssa: +:f5516-weight ✓ead aL : 050r Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): •I De▪ad 641 641 c` :ea: -w 935 Total 157a Beam 1577 Support 1745 1577 I na Des 1?d5. Feam Sopoct 90 .GG 0.90 `"Le;i{::h 0.72 72 '.Yin req'c 7.72. i.7? Cb 1-00 0.72 CI man 1,00 CS support 1.1a. Fee adP ' -5- Ma Lumber-soft,D.Fir-L,No.2,4x8(3.1!2"x7-1/4") Supports:All-Timber-soft Beam,D,Fir•L Not / i i, Analysis vs.Allowable Stress and Deflection using Nos 2012>. Total length:3'-'1.4';volume=0.9 cu R,; Lateral support:lop=at supports,Wham=at supports; w▪ 4>000, A9Azbtzt3 abide7eeigh la ..Le:iAdeilttto/M;ai-th Shear - Y:5 4 s- 6v' 1.57/ . hendmog,,) f.b= . Lei 7 'r. s' f''''/Th' " C i Live tln 0 =< /033 ,J fj Q.01 Total :.e_l'n , Additional Data: FACTORF: '111CM Ct CL CF Cfg Cr Cfrt Ca Cr. LCC I Fe' E 906 D 0L 1.00 1 .1 2▪ 9 1-00 r 0.996 1. 1 07 t 25 1 1.50 .09 .i..iia 1.00 GC 1.00 1.00C7 3.00 1.00 2 2 :'.CRITICAL LOAD COMB'NAT€ONS: SheatC 's- a D'-L '1060. design 9:36 10,, Beading'' $2 = 0,12, - 1.3 __s- t I : Deflection: ., 02 =L. LC 2 DealWawird 1 i.-.,,,,, - „ra,:,,d E-earenc::a;.e All LC'a re /acted in the ccrpdt Load t-or,:n,nat:lon,, ADZE 7-10 1 05CJ2;i10 CALCULATIONS: Deflect ea: 01 .' 176304,; ,,'oo2 / - d 'of t f .r > from oll non--dead i. % i!W_1Coa. Deflectionv oat , c 000t e ,< L,Elfin, 5.. /attars'. stability +t 'J',. 9.7Ln 3 Fa= 5.59 Design Notes: 1:.WoodWodes analysis and design are In accordance with the ICC International Building Code(IBC 2012),Ma National Design Specification(NOS 2012),and NDS Design Supplement. 2::.Please verify that the default deflection limits are appropriate for your application, i 3;Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1 I I I XA iA\ XQC XE r __ _ ---_ # €V , e4c . , v , I il till I '2,,f-el ;, _ 1 i 1F �x -- / ti dP Ir--=- *lair 111101.101 t ). sem.,gg » : i� was as oat vial J i [; t e-i 3 . ; . t ca � 1 o XA rn XE 12. P E – UpHiG_�. .... 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CtT @ iz«s F ) DL s joo QL.s 03/)(1`3)(t11) s 1/9oc� (.L. s '`rico::� 1-r (_g')(25)(12t) r -2.-c;t0 o 1 I iF Bz-. SPAN s it t.t1 DL. (3)(17) . -.Si PLF 1 O to 1y I L.C..'(3') (go ) s 1 Zo Pt-F OL: (251)1',}-t 120tCa)(2.7) rt'12-0t (Z)(24) g. -9a P4-Ft or It a f LI- I,a.) (410) s 1G4 Ft_c I F LOAt3 t_� -s it(Fee & ').F C3 t) I LLrZ.4-3Q `' 5 - 2„eo0 I L IPB ai: .. s,PA Js Zo -O 1 DL 12o..1S (,2.' .) .t 12.0 -KG")(z,--; ) cg 5b PLF IIIII I 4 E Man Once 6969 SW Hampton St. Portland,Oregon 97223 CLIENT: Page 34 of 128''' 503-624-7005 PROJECT: *fr, , E Centrai Oregcn I ,, A ' 745 NW Mt.Washington Dr.#205 NUMBER: ' Bend,Oregon 97703 541-383-1828 FROELICH 0 Denver Office ENGINEERSI II 12303 Airport Way,Suite 200 Broomffeld,Colorado 80021 www.froelich-engmeers.coni 720-560-2269 DATE: BY: IFEV4, : e — IPA/3x 1 / 0 ... PoxiQT tokr) 411- 2 -0 ( gie.40 IA IF 8 i 41FB a) DL * Jit it /Hoc, t 92.00 r ttS 64:!IP- t I 1-1- s i 11 I IF a5t ,, ... 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C z-f) C *?-5) '5° 4 J;ytr.m Once CLIENT: 6969 SW Hampton St, Page 35 of 126 Portland,Oregon 97223 503-624-7005 PROJECT: Central Oragor- ' 745 Bend.ONW regon Mt.Wash977in03gton Dr.#205 NUMBER: �f I. _. 541-383-1828 F R O E L I C H 0 Dene,of ce DATE: 12303 Airport Way,Suite 200 E N G i N E E R 5 E Broomfield,Colorado 80021 www.110elich-engineer%cnm 720-560-2269 BY: 41F E191: I SPr 0_- (Air b,s ( b )(1$)02.0 -r (b)1z1}t {Zo rt (6)(ZI. ) I Z.L. s ( 2 ) (6')L(4a ) s Lilo PLF SL., (6') (z 5)x 150 PC, �oa.�fi'�C+A� o ho Pot Nr to Ar, , A 2.1--‘''' ( FRoM 1F& , ) 82) DL s 4.60 DI_ s 2goo i` I 46 s 155o LG s i Sao O # SLt Lto * I gto•: SPAAJs lir y © DL: (z')(t$) 112-0i ( i') (27) tJ2o -rt I )(Z71 Po,Airc-4Ao& 0,3, `!, 1y 3- ,0 Pc % 12.caoo o-3' 4. 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""i 4:4,07- 64o/A 0 (i2:4eoiv1/4. 6,...iezzLie, 7-,e,os„s eittit oVer)I Z- 055 (115 0i) r 1`a0 * 3Lc (I ') (<6 (25)s 600SP 1 1 I 111 1; I 1 I i I 1 I i i 1 Page 37 of 126 III cGAwwrc- rno,act peS_1.,23171267 2Fa1xMIII dWorks® SOFT WAR£FOR WOOF 11E51GM Design Check Calculation Sheet I 2taia: Loads: ygg. s,asne aX ,treat "� M, f.5 Ao 6 ,c,, .4.4 s ,, 4.4. 24@ .4., Ve 4,`a Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in); I7:74,tortro; e. ,e _ 3 „� 1,.Z 1+4' A-5 ."40 .4.444 4.4 9e,4, ;:_tg s:4 pp '"itiMd Rf 40144.0 f to/KR Id Nlotont IFii M AWte.n rmelae+an BAaalYRane�ppSp66Ae tA'fb+M+I YVCs5rn141NiAa$601$P4i*di on*1,3*MON 614O6 alpwr:hem...%d 14464.wm hnary.ie.ears M mxlim bort,846414 kaa conaxWYxt Glulam-Bal.,West Species.24F-1.SE WS.6-112"x7-112" breix*als:3.12°nrakr..o welh. Swoons.AA:T'rrdm-509 Boom.a.Tkd-rat Tani WO 5'-!18' W = I TGv R, i Latent s•IMro'E',1 it*,Wool.*17.1tt4 Aaaiyais vs.Allowable Stress and Deflection ti sysos x0122: dF433 £4 s :1' 1 -44474,4,447 Additional Data'. I GRETICA*„CAD CCea3'.%ATICt3S �. ..��� I 3J 473344 Design Notes: t ormx4330+s anwr.ew amp ate n**03oa wkh the ICC froml*rnitheH9 cone(Iac 2012).6e weuur.d Do64241S048041Agn(340132042..,eM Nos Drip.8ep41461.84. 2 Pore w.:ry)hot the WWI de0eclim:4*0 me wow**ho 400 optilattlont 3 GAAmn Auer.flues oft tor nrterii9 oontornrg to ANS.117-2310*rod mane oned ot moottrAnco with 4440131901-2007 R I 4 Grade,rah ,BW booting e+the too ed %I**War*gas m w the 6m drowaactian ototaeoneoo *d he continuo.toololt. S GUJ3 m4 Se.r4618116h x adwi moth 6.Gratten8*+M o*W WOKS.VsWo8 { *d.ccaAto 660f 3406 CWme 733.. 7 Gt.il-4AAwow*length bawl on armAx d ie{;tor.an}. e7K000003. b..T?Ie c*5e*detiemkat 5005 tom moon demo".u.k+9 naoArme6 boat.05llh*Owl.On:exiiewt da0ctc.m r5 no 944.634l i. _.... I I I I Page 38 of 126 COMPANY PROJECT 1111 1111 1111. 1111... 1111_... • I 0000% " 0 %%'ood�'if r �. Feb.11.201712:09 2FB2awb SOFTWARE FOR 701267 0±5107 I Design Check Calculation Sheet Wood Works Sizer 10.42 Loads: Load 1111 'type.... 5.2$tt11Nxt8189 Pat- 1cca.ion efti: Magnitude '670101111. :'here 0.04`t .tod00 Steck.1sod L4sd1 Dead �az li;itb3. hi 0:�0 11.b0 01.11 -01.0 ,Pd.X ..cad"c ,Bold Partial VOL No 0.00 14.00 120..9. 120.0 p2f Lead, 1k41td Point N 1,.06 4000 los .,oatle 525,915 ?Dint No 3.05 2750 lbs Loads dMsd; Point No tr•. 14.05 4000 .its L:oad6 ;wick Point No 14.06 2750 1hs oad9 ROAd. :Pmt lei COL Ni ` 1.4.05 22.05 290,0 290.0,Sr1d load10 49.5 %a:1 _ 90L N. ,00 22.0f15'.0 l40 -030 .001_1 93 ee Point N 2.90 '40 Shoe •'.td:2 Soon Polot to 3.05 2000 Absif xkl#tft ,,ite+ld Full 670, ksz , 15.0 pod Maximum Reactions(Ibs),Bearing Capacities(lbs)and Bearing Lengths(in): - 2211Z^ ,1111.. . �..�..- �: _ -. 1111 „w Cnf ctaraa: Dead 2565 3790 2315 Lave 1505 425 1070 Snow 1724 37£01 Factored, 195 ta. 1111. 1111. C 1111.. 11.11. ^a.0 1; 4488. 3 _ 3385 Capacity 0eam 4906 Support 5123... _ G 3477 2265 Anal;Qca ., 1477 Bear., 2.000.33 1.00 Support 0.97 1,00 0.97 Load co53 83 :: Length 1.40 02 Min read $.40 3.75 0,95 CL* 1.00 3. 1 1, 0y5 1.10 1.00 C:min 5.00: 1.10 1..00 h oport '1.07 : 1..07 5.07 Pap 490 625 1111 41'.x+ 1111 02,0 44Airtithum tuyari tongth'! by 13%0 toss ss WH$th 01171e sopotiing mYrEtfft<.... 1111.. 111 1 1111.. Glulam-Bal.,West Species,24F-1.8E WS,5-112"x75" 10 laminations,5-1/2"maximum width, Supports'Al-Timber-soft Beam;D.FIr-L No2 Totalerlength'221,1 2";volume= : 12,7 Cucu R . La!suppan:lop=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection u,;,, Nos 20121 Lateral Criterion Anu}ya,a'Linin: Design 5Fraws unit Analyaire"4ieatln "'bee.' .0_ 340 T,r 251 pal ' 4.975v" m Den:410e.) th= 819 FD' "2700 psi !hf tire° m 0-343311 91 Sen fh .. a Dead DCf n 0.05= <7 444 Fb' -_2350 P. Liv 201', 0.03 =011999 0,27 L/150 ir fc:31 5±31± S.39-.08/94' :; 0.55 = II240 Sfi ft/Fa" .__.3 0 0.97 €_17 11 ,. Additional Data: FACTORS: DIE(psi)C0 CM Ct Ci, CV C'o Co Cfrt Notes Cn'Cvr LC,9 255 00 t,U :: 1.00 0 1.00 '2 �`+ Z`- 2400 15 030 .3 00 1.000 1.00 .00 00 1.00 5.00 1 2400 00 00 5.00 0.919 1.000 1.09 10 3.00 1.00 2 Pep" 650 00I 0 1.0 1 ,.+' n 1.00 0 .. - 1,00 3 Entiny' 0.85 million 1.00 1.00 .' « - - 1,00 ry, ;2 CRITICAL LOAD COMBINATIONS: 0004 C 92 " o+.. 201 design 8031 lbs Send gt+ k 0+.70(1.+.91, N 14(}80.W _ Bonding( I0 92 = p+:. Y= 15317 h `.t LC y- Dal, f_25101) 0-dead L"l ve ,:ar:a04wind':impact '[-,ont hive ,0,ene tatc1 £-:art3 akn: All LC's are iiat:rsd ir, the Analysis.oixt;:u:. Load combinations: ASCD 7-10 / :BC 2012 ' 9fleLATIONS: oc,on: 7-CU n L 2704,06 k 9Live.deflectionDeflection from ail t> V Sri '.,,f Total Scf1 c ,o - 1 1.'). x Load Def coo, Live Load Deflee. iaterai stability 1"-i; it= 11' _< = 21'-4.1" NB = .11.2£= Design Notes: I 7 WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Des.gn Speci^:cation(NOS 2012),and NDS Design Supplement.:: 2.:Please verify that the default detledion limits are appropriate for your application,: 3..Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A.90.1-2007 4.Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended far continuous beams.. 5,GLULAM:bad=actual breadth x actual depth.. 6:;Glulam Beams shall be laterally supported according to the provisions of NOS Clause 33.,3,: 7:.GLULAM:bearing length based on smaller of Fcp(tenson).Fcp(comp'n)., I1111 1111 1111. 1111.. 1111 _.. 1111.. 1111.. 1111 , I Page 39 of 126 t _. COMPANY PROJECT. • • Feb:;.11,2017 1211 2FS3.wwb sarrwAar 7116 100110 0110104 Design Check Calculation Sheet WoodWorks Sizer 10,42 Loads: 'bcxd Time - Distribution t=at-r Location 1ft1 Magnitude •ikhitt Fete, atn[i Snit Start End toad1 bead i t i 1701 -ISC"0 St Load? Lave Full U➢L 080,0 p45 ' Self-weight DtAd mill.:L 32.6 Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in)i'. y 20-85" _ t 7 .Mfanxored; _.. _. 9132 Dead 5132 8636. . Fact Live Total 741£ .it 1 17827 37827 Bearing: , Capacity .ar g- Capacity 38541 Beam 10041 : 1 1541: Support :17527 Arai!Des 0.55. Supp 00. .00 •pp:.rt 1.00 a2 Load t coa3i 23 4.23 Length 4.23 4 23'• q'd 4,23'• .,CQ . Min 1.0e 1.00 ;,b min 1.08 .1.00 n lb support 1.0U roe sup eec 62 i Mertsquhadvadth Glulam-Unbal.,West Species,24F-1.8E WS,6-314"x21" 14 laminations,6.314"maximum width, Supports'All-Timber-soft Seam,D Fir-1 Not Total length:20'-8,5";volume o 20.4 cu ft.; I , Lateral support'top=full,bottom full; Analysis vs.Allowable Stress and Deflection 1,eing ruts 2012: e,ti .,Dos: 7019)p515 CLxvO Cer �__ ^Anal is .est n Shear C• .",10 . to, i5th'v' 11,118 Send g fb« 1 h 1 psi fl'r'0' 0.07 Dead Derl'o 0i36. I,r672 Live Defi 4.10 m t; L/360 in r'.°v! Tote] Left n .0.82 w B1234._.. 0,124 to 0-e11 Additional Data: FACTORS: FillPelICD cM CI- CL CV Cfu Cr Cfrt. Metes Cn yr LCF e ' 265 1.00 1.05 1.00 = 1.00 1,00 1,00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 0.923 1.36 1.00 1,00 1.00 2 Fop' 650 - 1.00 1.00 6' 1.0 million 1.00 1.00 e Foamy' 0.85 million 1.00 1.00 -- CRITICAL CRITICAL LOAD COMBINATIONS: Shear LC Ill DeL, V= 17530, v design = 14212 lbs Bend g 2 Del H 59 lbs-ft Deflection: 1 42 - o LC 62 L.1 1 1ot+:.1 Dedead L-i'vr S=anow W=wi-w I=impacf >r-.oaf. live Lc=nonce-crated &-earthquake All Le'a are listed in the AnalySiS output Load combinations: ASCE 7-10 f TBC 2012 CALCULATIONS: Deflection: T = 9217.06 Lb "-2 "Live. f ec io Deflection from .dead loads ill wind, Snow...,i Total i -1 t .3 ,d-._ Deflection} _ Del e t . Design Notes: 1..WoodWorks analysis and design are in accordance with the CC 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 tot your application, 3,.Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1.2007 5, the Bbearing:bxd.'.actual breadth x actual depth, 'lutameaesrahbelt acoritovIsiof NOS Clause 3.33„ 5,Gesed ou supported of o)pc s ? , I I I I 1 Page 40 of 126 . . COMPANY PROJECT •-• I . 1 .., OD Feb.11,2017 12:13 2FB4Awb sur-IWARF fOR WOOD(2/SIGN I . . Design Check Calculation Sheet Wood Works Sizer 10A2 .. .. Loads: Load " Type Distribution-Tate'LocatiOn 119.1. Magnitude •Daia., 00.00 Scoot :End. 91000 0:04 i 20-adi Load2 2.S6 Reif-weight ::ai ::11.77/11L , 2.36 .... ''''''int 10000 lba 9700 0149 lbs 'Plf .._ Maximum Reactions(Ms),Bearing Capacities(Ibs)and Bearing Lengths(In): • t I : , . . I III ... .11 Onfactored: Dead 7682 2891 Live 7134 2566 I Taciored1 .4 Total 1501:i 5457 11earing: Capacity Beam 15616 5675 Support 15015 5457 Anal/Des 0.96 Beam 0.96 Support Load comb 1.00 1.0 02 01 Length 4.37 mia reg'd 8.27** . .Cb 1.00 0 ......-t9.-? 1 , (n: von 1.00 1..00 CO support 1.00 1,00 Ftp auP ..., 625 625. baanAd gemmed mtremodedmium at d*suppedirimoostor„ liAmitinum *VA . . Glulam-Unbal,West Species,24F-1.8E WS,S-1/2"x18-1/2" 11 laminations,5-1/2"maximum width, Suppono Ml-Timber-soh Beam,D Fir-L No2 I : Analysis vs.Allowable Stress and Deflection using MDC 2012: Total lenMh:85&0',volunve= 5,40111; UMemIsuppod:Wp=alsuppons,bottonv.ful - tricarUul- .Analysis Value Design Valve Unit: 46nalyrian0esiekn iv-' 248 Sel-a 2,0 poo Sentlingfal En. 1.573 Fh. a 2150 psi On//b' '''' 11.67 Dead Defl'h 0,04 a<11999 Live Detl'e 0.04 e'<1/999 0.27 = 1J1160 io 0,14 ---Tot=1 Defl'ri , 041,0. 1./9014 0,41 = 14.11S0 _ in. - . , . Additional Data: FACTORS: F/i(psi}CD CM It CL CS ('Os Cr C001 Sotos Cr.'eVi. 1/0 FV. 0' 261 1.00 1.00 1....05 ,,. 'o - - 5.01 1-50 1.00 2 119'. 2400 1.00 1..00 1,80 0.903 1,000 1.00 1.00 1.00 1.00 .., 650 - 1, nn -30 1,00 .. 1.0 miio -1,00 1 - - 1.00.00 .,, !miry' 0,65 million 1.00 1,00 _ a _ a d9 - - 1-00 a 2 Fop' , a c 2 CRITICAL LOAD COMMATIONS: Shear , LC 02 a DaL, V= 15015, V design = 14953 lbs Bending(*): LC 42 =DaL, M a 32718 lbs-ft Deflection, to 42 = Del. flive) LC 42 - 211., (total3 Dad Lalive Souse W'or'd 1.-impact Lr=roof live tc,,,,,cestrated 1,aeafthquane All LC's are listed in the Ai:alp., output Load combloafions, ASCS 7-1.0 / IBC 2012 CALCULATIONS. DEf10ction: Fi = 370606 1b-in2 "Lrve. deflection 4. Deflection from all non-dead loads tlive, wind. 0000.5 Total 1),,Electi., .1.501Dead Load Deflection) 1 Live Load Deflection. Design Notes: 1.WoodWolks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement, 2 Please verify that the default deflection limits are appropriate for your application, 3,Glulam design values are for materials conforming to ANSI 117-2010 and manufactured In accordance with ANSI A190.1-2007 4,GLULAM:Sod"actual breadth x actual depth., 5,Glulam Beams shall be laterally supported according to the provisions of NOS Clause 313. B GLULAM:bearing length based on smaller of Fcp(lerision),FeP(comPM), I I I Page 41 of 126 _. :' COMPANY PROJECT ' c'Wo r I S feb,11,201712:15 2FB5.wwb i stiff ia(kE F(7k 4#()012 OfSIGN Design Check Calculation Sheet WoOdWorks Sizer 10,42 I Loads: - Loud "" Type— TDistcibutionYet-. Loca_an i?tzm. Magnitude i 1!oXB tem. Otart :Eng Stmt End aril., .Dead "25e11-111511.- 490,0 "p'y[ Ld11 gt:C �Leve Ful L", 71(¢.0 1111 _-_ Se.__ reXDead Full It:L'u 2,0,4 1+11. Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in):. 1 Dead 3577 Live 2440: 5'-t Factored: 2930 Total 6567 6567 Bearing: _. .. _.... Capacity Beam 11607 1167 Support 6745:.. 6745 - Anl/Des Bean. 1.00 1.00 SuPOort L97 0.47 Load comb n.2 tt2 Length 1,64 1,44 Min req'd 1.114 I.(.d rL-^_ .UI) 1,00 r,e. 1.00 Ct: support 1.07 1.00 eAA su: r. 525.. 1.07 6/5 Glulam-Unbai.,West Species,24F-1.8E WS,5-1/2"x9" 6 laminations,5-1/2'maximum width, Supports:All-Timber-soft Beam,D,Fir-L No2 Total length:8'-3.7-;volume= 2,9 cuSt; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NOS 2012: Cr1tertaia yMu1gu1u 4'51** Posits 'Value tfntt AaAlypaird0/nd69n ttouer f'..'^ 1BE Pr - 211) ° pax 1vi5v'* 47.0$ iiending(+i fb= 2124 Et.' 2.400 psi fb/01' :.. 0368 Dead Deft.' 0.14 - i 1:i Derl'r 2 L/622 0.27- 5'360 In 0.04 To-trr Lo-fl'A t a-13= 51/0 14. D 41 - 240 Xis 0,62 Additional Data: FACTORS: F/E(palICD CM 7t CL _. Cfu. Cr Cfrt.Notes r .,04: Fe' 265 bI 1,30 1.60 1:;00 1,00 .00 `1 0 1 2400 3 _0 1,00 1,00 000 1.000 1.00 1.00 1,00 1.00 2 Fop- 6501 00 -1,20 1.4 - on 1 60 ,00 a 5 -.- 1,00 - ', Far_. y 0.85 million 11:00 1,00 CRITICAL LOAD COMBINATIONS: Shear : Le 12 =L=L, V- 6441, v 0v..16, = 5140 ibs Bending)-1;; LC 42 -= 2=1, (4= 13140 lbs-ft Deflection: 1C, 42 141. (live) LC 12 =011 ll - 17 :Dead L-live B=BSOW 6=0600-I .pact L-roof line .,c-..xa,+nC rate¢ 85:eart;RYuszke All LC'u are listed in the Pmalysis output. Load combination.: 2.577 7-10 / IBC 2012 CALCULATIONS: Deflection, E1 = 601e06 1b-i.n2 "Live.deflection=Deflection from all non-dead 1oade fi_ive, 610d, mows,. '.. ' Total Deflection- 1.50(Cead Load Deflectior0 f Live Load Deflection. I 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 verity that the default deflection limits are appropriate for your application;: 3,Giulam design values are for materials conforming to ANSI 117-2010 and manufactured In accordance with ANSI A190.1-2007 4,GLULAM:bbd=adult!breadth x actual depth- 5,Glutarn Beams shall be laterally supported according to the provisions of NOS Clause 3,3,3, I '6,GLULAM:bearing length based on smaller of Fcp(lension),Fcp(comp16. I I I I IPage 42 of 126 COMPANY PROJECT. _._. , .00000.114114 Wood\IVorks Feb..11,2017 12:15 2Feevnvb SOFTWARE FOR WOOD DESIGN III Design Check Calculation Sheet WoodWorks Sizer 10,.42 Loads: Load Type Distributio 'Pet Location Ift1 Magnitude Unit Cern Stas% sad Start. P.nd i ,.o Y Dead' hall ACL '9'f 0.it-- 3 f': Lo d2 Live Pel OIL 720.0 p).0 Loao3 Snow Full DEL 350.0 p10 Sd1l wsixlro 0505 l'1.. L<'.RL Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): 7,113" t I I ustActossei Dead 2857 2557 Live 2056 snow .1390 2850 Factored: 1390 .Feta/ 5049. 111 Bearing, - 6044 Capacity Seam Support 6044 6044 6434 Anal/Des 0434'. Beam 1..00 Support 0.94 1 34 0.04 =RP Len9.h a3 { .iii 2 66 M rey'd 266 7.66 Cb 00 Cb min 1.00. .00 CD support 1.11 1.11 31Y0c 4 62 1.x1 a 625 I Glulam-Unbai.,West Species,24F-1.8E WS,3.1/2"x11-7/8" B laminations,3.12•maximum width, _. Supports:All-limber-soft Beam,D:Fir-L No.2 Total length:7'-11,3';volume= 2.3 Coil.; Lateral suppon:tope full,bottom=al supports; Analysis vs.Allowable Stress and Deflection using NDS 20121 CAn,yais'YA1.uc 6+c%i. magus 'Unit At ai ex o!Des:gn 'Spear to 143 - £"a'= 265 bending(+) peg 1 fv' . 9.64 l 1 .: - 1.Ls fD' 2400 psi tDrF >m ba.. £:,.F'S Dead bef2'r G ?'t=.<1.1999 Live Defl'n 0.0' e 51/994r1.26- 1/360 in 0,25 I ::.Total. De£1's 0.17 5/541.... &.39 - LIb40 171 L'.4-0 _.. - _.. _...... Additional Data: FACTORS: Fic.;psi,CD CM tut CL CL' Cr t Notes Cn'Ca.r. LC0 Fv' 265 1,00 1.00 1.00 1.00 1..00 1.00 2 Nb'. 2400 1.00 1.00 1.00 1.000 1.000 1x:00 .,c0 1:00 1.00 2 FoE. 650 - 1.00-1.00 :E' 5 million 1.00 1.00 <OG. 6ininy 0.85 million 1.00 1.00 ,00 3 CRITICAL LOAD COMBINATIONS: Sher : LC 02 - D!L, V 5556, V design= 9974 iOs Bending(*); LC 12 - D+1., M 107226 los-ft Deflection: Lc p3 = De.75:5e11 /Live) C R3 = .7511+5! (total) III D.dead S- - a 1.anov Mewind Ebimpact Lx-roof live Lc-concentrated Beearthguake All LC are listed 'n the Analysis output Load nombinationst A0CF. 1. / IBC 2012 CALCULATIONS: Deflection. LT - 07.4,06 1D x,01 "live' deflection - Deflection from a.1l nen-dead beds t.l.ive. wind. snow.,:). 70001 Deflection o 1.50;0eed Load Deflection) + Li.ue Load Deflect.ior,, I 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 NDS Design Supplement 2.Please verify that the default detection limits are appropriate for your application, 3.Giulam design values are for materials conforming to ANSI 117-2010 and manufactured In accordance with ANSI A190.1.2007 4,GLUTAM.bad=actual breadth x actual depth,.. 5.Glulam Beams snail be laterally supported according to the provisions of NDS Clause 3.3,3,. i6,GLULAM.bearing length based on smaller of Fcp(tension),Fcp(comp'n),:... III I I Page 43 of 126 COMPANY PROJECT n 11,2017 12:17 2F . soFTWAmF ,k1,.,(8110 31 Feb, 137,web 11 0 or Design Check Calculation Sheet WoodWorts SRer 10,42 Loads; Load Type Distrabution Pat- Location (11 Magnitude UM*. tvou 37.011 20550 End ead!. Ma' Pull Utt ' 110,* agt Load2 Da•• ve Full UDL 600.0 Self-weichtfiaia 5.94, 4(i9,0 f Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in)-1 - • LI . . . • , • • Unfaotored) .1 Dead 54'21 5421 Live 4924 4924 FACL.r0ei, Total 10845 10845 Rearilddr : Capacity tiAAT, 10340 10345 Buoport 10626 10626 Anal/Das :- Beam 1.00 1.90 Dor:port 0.97 .97 Load cols)) 412 A2 Lanath 2.89 2.09 Mid req'd 2.09 t.49 CS 1.00 1.00 Cb mid 1.00 2.00 Si'support 1.01 1-97 FCp sop , 625 625 Giulam-Unbal.,West Species,24F-1 SE WS,5-1/2"x15" 10 laminations.54/2"maximum width, Supports:All-Timber-soft Beam.D.Fir-L NO2 Total length:14'.5 ;volume= 8,3 Cu A.; Lateral support:top=full,bottom=al supports; Analysis vs.Allowable Stress and Deflection using NDS 20121 81550-10514101 )oui Mu 25551.4.5 'Omni,* -V51,555n- 410101 An4511011i5/en1501 841055 ,o ry = 2610 44145 /woe A 0.720 .- Bending fi; fb.2109 4.0' 2400 pal flaBh' - ((.56 Dead Defl'm : 0.25 4,2556 Live Deli's 0.23- C.47 = 0.45 Total Befi'n 0.00- L2205. 0•71 - f.1240 In "„.„. Additional Data: fACTORS) F/5l410ilC0 CM Cl CL CV Cie to Cftt Notes Co'Cvr LC* fv. 255 1.00 1.00 1„00 n: 9b'm 2400 1.00 1,00 1,00 1,050 1.000 1,1(1) 1,1-0 1,00 i.90 - 2 Fcp' 650 - 1.00 1,00 a B' 1.6 million 1.00 140 Endny' 0.05 stallion 1.00 1.00 - - m 00 - - 2 ,CRITICAL LOAD COMBINATIONS; Shear a LC 52 a B.f., V 10175, V aenlgn = 5217 (Iv Bendingffli LC 02 . 211, M 36229 ibe-it Deflection* LC 02 . 0+1. (live) LC 42 0+1 Metal) 0-deal L.live B.snow W=wind 1-impost Li-"roof live Lcaeonuenttated f.eafingdake All IC's ate licted Sr the Analysis output Load combinations: ABU.1- 0 (SC 2012 CALCULATIONS: Deflection. ET a 2794e06 lb-an2 "Live"deflection Deflection from all nor,Scud leads :live, mind, snow...) Total Deflection . 1.501Dead Load Deflection) . Live Load Deflection, Design Notes: 1:WoodWorks analysis and design are in accordance with the ICC International Building Code((13C 2012),the National Design Specification(NDS 2012),and NDS Design SupplemenL 2.Please verify that the default deflection limits are appropriate for your application, 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 NOS Clause 3,3,3. GLULAM:bearing length based on smaller of Fcp(lension),Fcp(compn). 1 IPage 44 of 126 COMPANY PROJECT ., . III w 0 rks® Wo Feb,11,2017 1218 2F138.04vb : •. SOFTWARE FOR WOOD DESIGN I . Design Check Calculation Sheet WoodWorks Sizer 10A2 Loads: ,-... Load Type -''SisttibutioniPar- Location frr4 Magnitude • bete , tern Start End Starr End I .Loadl "ma Load3 Snow Live : Self-weight 'tend ' f..L1 um " ' full 000,Full UM .0.11 4400 240:0 0l:0T -701 Load2 Pil 4.,.S. p-Pt Zt •. : •-- : . „ Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in); t 12,3.7" .,. t I , Unfaoturen, Dead 2767 2767 Lrvr 1417 1477 I Snow Facrored: ' 434te' . i 301 4244. Dearing: , .. . lba .744 Capacity Scorn 4244 support 4516 4244 461# Anal/Dee Beam 10044 uppart 4. 094 $ . 4: trodtrodcomb: ' 02 1.00 .5 • 82 imngth i.4.0' 1.47 Min reg`d 16.441 1.61 lb Ii-00 1.00 CP 1.00 ch support I.,11.. 1.01 9,4,902 4.26210k .._ 625. Glulam-Unbat.,West Species,24F-1.8E WS,3-1/2"x11-7/8" 8 laminations,3-1/21 maximum width, I , Supports:All-Timber-soft Beam,D„Fir-L No.2 Total length:12.-3,1':volume= 313 cult,: Lateral support top=full,bottom=at supports; -- Analysis vs.Allowable Stress and Deflection arti80 NDS 2012: -CtiteC4oA Analvslo Value Design Value Unit Angfieitibeitt$ Shear fir. lin : BO 4: 255 ' psi f,190 „... 0.043 I ' Bending141rb 4, 1030 .• Fb` =3411 : Dead 0011 0 .`n .25 . L:540 par . Live Dell's . 0.13 .'=eld949 . 0.41 L:360 in 0.32 Total Dafl:o 1.51 - L/305 0.41 = L:241 , tw in:41,`w .0.70 0.64 Additional Data: I - PACTORS: tigipsi3C0 CM Ct C`. 80, 011''. E' 28'. 1-46 1.00 1.00 - ,- CV Cf. Cr Ct., got. Cn4Cvt Lif , .... t,01 1.00 1.00 2 2400 1.01 1.00 1.00 1.000 1.000 1_40 1,00 1,00 1.00 - 450 - 1.00 1.00 - 1.8 million 1.00 1.00 4` 2 Fop 2 Smioy. 0.85 million 1.00 1.00 --, 2 CRITICAL LOAD COMBINATIONS: Shear 1 LC 82 = 044, V= 4191, V design = 4456 lbs I ' bending1- 41: LC 42 . 241, M. 12726 lbs-ft Deflection: LC #2 . 1r1 {live` LC #2 = 0+1 :screen D.dead 1-live S=snow 0-wind 1.impact 1:-roof live Lc.concentrated 0.-earttaaake 0.1.1 -,..r'z are listed in the Analysis cutout Load combinations: ASCE 7-10 / 102 1012 CALCULATIONS; Deflection: El = 470e06 I1-in2 "Live. deflection . Deflection from all roes-read loads "live, wind, anomi? Total. Intlection- 1.50Dead Load beflectior0 + lrve load Der:Lent:ion. 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 debut deflection limits are appropriate for your application.: I 3,Gltdam design values are for materials conforming to ANSI 117.2010 and manufactured in accordance with ANSI 41901-2007 4.:GLULAM:bxd=actual breadth x actual depth, 5.Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.13 8.-GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n), I I I I Page 45 of 126 I •-'_.. _- COMPANY : PROJECTIII WoodVVorks® Fob 1.20i71220 2f1313.3.01 SO17'WAA'7 WM W000 DESIGN Design Check Calculation Sheet wwei esireteat I tA Loads: L.W... -,,i .sY YYl4`, .7 xYR .' R r .' ; .baa • t R »w ttax --"'"' , fi7 s bT3R, 0^44.4 *}i 344 7 Rs p' 0,3,_S&w YXs 774 2144 Y .4 ',4442'. II ,ite °'^£a'ettt 7 - x74* 1 9 ,:Ra..f*et,.>*,.. _xna <x..; t,:4 444 4 4444 .. 4444.... 4444 Maximum Reactions(lbs),Bearing Capacities(lbs)and Searing Lengths(in)t I d4444 _ 4444 _. 4444. 4444 I I 4444... 4444 4444 . 4444.. 4444 4444.. 4444 _. 4444 _ix 3r 174 ,.. b*RW '..^. 4444.. 4444. 444_4 4444 4444. 4 444. 4444 __4444 _. 4444. 6s > . 4444 4444 - 4444 I 4 4 a £, 8 4*�'X 4444.. n oaf:z.,>. A.°", 4444. _. 4444. 4 444. Glulemllnbal.,West Species,24F-1,DE WS.5-1!2"x15"70e '..5-1R'mammon)xikh, g,poll lon lb.i-4T�oll'R 3.Too 11,2 4444. i TON Ngl'top t ,CI70•37 wx.; Lrwal wpm'.top-me b5lom=*support.; 4444. 4444 Analysis vs.Allowable Stress and Deflection ,,w;e Nos 2012: x▪?pre..R 4444 iqr:w.. ..q... ., . 1.244 ;,. RR.(ffip. !# 4444. 4444 4444 4444 4444 .__. Additional Data: 41;AL L0A] Ob141NAT17N5 J y£ - e3 9 - +v. ...,ren rat,1 t.,,,,, Y "fib. ¢ H1' CA.CLA AT'MS ���:._, t,_:-: ...P:,...� .., 4444..,.::. .,. i , ':.•.... _ 4444. 4444 4444 Design Notes: Woo:Mona amelys*and design am n ecco nMx<wth tho iCC Inx711iaN&tin%Cada(IOC 20127,the Naim*Dear Bpeclmc*iu:0400 20121,and N07 Oeeg1 s:hnbmen: ]t1tlpastlta5affiiBciAi4taal!€0oli a* nOt3eteeibM*a I 3 o fN a 270 'kabm*vlQbAN51117:�19aMntorti VPtln tkon/WV A190.12007 4 GLUlAM bad•arua bandit,x*iia!Ow,, 5 Obdun Baan*Waal be nweRysop{wmee amercing to Ineotwoolno of N07C3wae333, 6.01747472.LrWg WOO booed on 17575 of 10p757007),Fop(onmp,t1 I I I I 1 Page 46 of 126 COMPANY.. PROJECT ■\ Feb,11,2017 12:23 2%10,wwb lantl1YAOF Fa18 411.1011100)1.1 I Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: :Load Type Distribution;Pat- Location CftlMagnitude 1056'g tern Start End Start Env "1.nadt Cad Bull. 00L 126.0 Lood2 Live Full OIL 1 a u p10 Lod13 Snow Full 10L 50 p3�t :.oad4 EarthquakePcia_ 0.10 12091 3Art Loads Earthquake Point 3.18 -12000 lbs oad6 Earthquake feint 04,18 -12040 lbs Lead'r Earthquake Point 11.18 12000 Ins Load8 Dead Point 3,10 1 les Lo:sd4 ,Dea : 18.i0 1200 .r. Goa'10 Ja Point 480 lbs oaali ,Point 3,06 400 lis ••ez -weight Dead 01111 OIL la,i p21 Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) 14 .10. Unfactored: Dead 3880 4660 Live 1220 1443 III : Snow 5 3 ... _.. 358 Ea thquakr 522: 5 71 sect ed: p11 t 817 Tota. 7818; 6103 Searing: Capacity Beam 7810 III 9 29 8193 Sunoort Anal/Des e6268 $05 Yu y 0 r 1.00 Load r m 85 "47 r t( length 2.14 1.71 F»n road 1,19 1_.11. II/ Cb 1,00 _. _ _. Ch b F+ Eiiin 1.00: 05 • support 4 07, ,t 1 CG ,:.44,sop .. 028 102" Giulam-Unbal,West Species,24F-1.8E WS,5-112"x11-718" I8 laminations,5-1/2'maximum width, Supports:All-Timber-soft Beam,DFir-L No.2 Total length;14'-3,9';volume= B 5 cull,:Late Lateral support:lop=full,bottom=at supports; AM'aiysis vs.Allowable Stress and Deflection ming NDS 2012 Cz t0r3an hna0vtax balue Tied tin Valua ir0.61 $e1Va524,1afl2eal..ar3 Shear fv.a.. 95 ?E; Pa,. Lv7 v' _ '0.40 fb�*.1 9 6 2400 psi i_b' _ 9.60 DeadDell's 0 25 _67 Liv Defi'n V < )994 0.47 - Lr_£G - 0426 Total Def_'n 7.57 an. L/350 0,31 =....1/240 -„, 0,9.1 Additional Data: FACTORS:}V 265 11.F/60P 1. .0 0M C CL CV Cfu Cr C-'rt 6 a-Cvs LC0 05 1 05 1 C0 1-00 1,00 0.00 7. 2400 1.00 1.00 $ 00 1.000 1.000 1-00 1,00 1.00 - 8 Pop' -- 650 1.00 1.50. E. 1.0 millie 1:,00 4-02-: -. - -.. - 1,10 - - I Sleboy' 0.35 million 1,00 1,00. 1.00 - 3 CRITICAL LOAD COMBINATIONS:III Shear LC e2 = 0+15015, V desigo - 4572 lbs 000: 0g1+1: LC ff.2 0+: M 1544 ! P Deflection" LC 4' - SOIL'S-5 rL (1 LC .,. D.,75“.111..211) Motel' D«dead L-live Senoow W.sind Twiapact Lr.roof Live L.cn:zr-_-ntoated.P.earshauake All.S.C's are listod in the Analysis output. L0a1 ceml:in:st.ions: P.710 7-10 / 13C 2012 III CALCULATIONS: Deflection" PI . 13- 08 -t ''2 ”Live. deflection. Deflection from ail loads '110e, aind, snow-) -.,.;al Deflection 1._1(_ .Ed Load Deflection' t live 'Load Deflection. Design Notes: IWoodWorks analysis and design are in accordance with the ICC international Building Code(IBC 2012),the National Design Specification(NDS 2012),and NCS Design Supplement, I 2.Please verify that the default deflection limits are appropriate for your application.: 3.Gluiam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190,1-2007 4,;GLULAM:bud=actual breadth x actual depth,. S.Gluiam Beams shall be laterally supported according to the provisions of NDS Clause 3.$.3, ft GLUtAM:bearing length based on smaller of Fcp(tensien),Fcp(comp'n) I I I 111 Page 47 of 126 COMPANY PROJECT � J i+� r1<S� feb„11,201712:24 2FB10,wwb I SOFTWARE FOR WOOD OFS1GN Design Check Calculation Sheet WoodWaotks Sizer 19,42 I Loads: Load Type cisth1bution Pat- Location 'f_ti M1VniLe01 -.unit twee, .St,act t»,d "tart. Sn0 2oadl 4444. 'Dead- 4444... Moll 8105 " 330.4 PIT- i t.ca62 Live Full 655 120.0 p11 :. Loads snow tell 101 50.0 plf Loa04 Earthquake Font 0.16 12000 lbs L oads Earthquake Foist 3.16 -12000 lbe L oad6 F.rthqua,e Point: 14.16 -12000 ihs :Load7 tarthquake Feint: 11.18 12000 150 L ad1 .n ad e : t: 3.16 1000 ihn Load? lead Pa<r,t 14.18 3800 ps t:a 1,1 Live Feint ' 14.18 18 486 ba _ l:oadll Live Point 3.11 480 he 2n31-Meizht 1040.. _Full 111 15_0..... ire f. Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) tI. 4444 4444. 4444 14'-39. _. 4444. 4444 I 14L #i78iuotoxctlx ,.. 4444. 4444. 4444 _. 4444 4444 4444... 4444 4660 Dead 3801: lave 236 • _443 351 Snow 9 A{X;,4tq:44F 5221 221. e"4111(681#94 4444 4444. 444_4. Uplift al% ^nisi 76186103 4444 4___444 v #8S6;lf5Tik: 4444. 4444 4444.4444 Capacity 4 y C 618 0103 Support 0029 6266 An all n Seam 1.00 1.00 Support, 0.91 0.57 LOild -nm6, 05 #2 __ Length : 2.19 71 1.71 Min t.eq'C 2.19 .h 00 .07 IIIS nip 1.00 1.00 C3 supper( 1.07 1.07 525 F4F.R 625- 4444. 44 4.. Glulam-Unbal.,West Species,24F-1.8E WS,5-1/2"x11.7(8" e laminations,5.112'maximum width, Supports:All-Timber-son Beam,D.Fir-L Not Total length:14'-29';volume= 8.5 cu-fl!. Lateral support:top=hilt,bottom=at supports; Analysis vs.Allowable Stress and Deflection„sing NOS 2012: Lri >n •MalvNits Vafee 4444 Deshe Value Unit Analyse /Desi0n Shear iv. 105 P = 760 Fel iv/v`:>.. 0.40: BendinOti fb a 1434 Ft.' = 2400 , psi fb/?b' = 0.60 Dead Defl'0. 0,29 1/567 Live Defl'e 0.13 0<L/999 0.47 - L/360a 0.28 Tota'..Deft'. 0..57 ^ 1./300 4,71.= L/240 in. 0.60 Additional Data: FACTORS: 6/68)301)61 CM Ct CL CV Cfa C. Cf.t Notes C `Cvz LCB Fv• 265 1.00 1.00 1.40 -- - <i0 1.00 1.00 2 65 + 2400 1.00 1.21 1.00 1.000 LOU 1.00 1.00 1,50 1400 - 2 Fcp' 650 1.00 1.00 - -. - 1..00 - - 1' 1.6 million 1.00 1.00 -- .. --1 ' 1.10 - &tiny' 0,05 million 1.00 1.00 + _- 1.00 - " 3; CRITICAL LOAD COMBINATIONS she : LC 02 - 0+1, V= 5075, V design= 4573 lbs Benda t+1: LC 82 -5+5, M 15449 lbs-ft Deflection: LC 85 - 0+.7514.104,76 (live) LC 85 -. 1+.751L5+.7E1 (total) D=dead L-ti.ve s-snow W=a+_nd 1-impact. L.-roof live Lc=conceet: ::ed F.earthquake All LC`e are listed in. the Analysis output Lead ccmbieations: ASCE 7-11.0 / FDC 2012 CALCULATIONS: ET - 1381r:06 1.0-1n2 "Live"deflection -Deflection .-nom all ncn-dead toads (live, wand, snnow,,) Total Deflection 1.50:Dead Lead Deflection; : Live Load Deflection. Design Notes: 1,Woodfvorks 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 Mal the default deflection limits am appropriate for your application. 3..Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordente with ANSI A190.1-2007 4.GLULAM:bed=actual breadth x actual depth, 5,Slalom Beams shall be laterally supported according to the provisions of NDS Clause 3.3,3.. 5.GLULAM:bearing length based on smaller of Fcp(lenaion),Fep(eomp'n}. 4444 4444. 444. ---- _ 4444. 4444 4444 4444 I I I IPage 48 of 126 2222 2222 2222 2222.._ 2222 COMPANY ;PROJECT 2222 2222 2222 ® Fabil.2M712Xx ZFBttwet '� + ►tWorks 22 22..SOVIWAR'£'t{?R WOOS)0.E5S6-6A+ I Loads: Design Check Calculation Sheet YFbpsabAM Sew*42 .e, -2r.r ca, 0...,"ii,... 1 4.5 266,,•62 66266,626.6 a 6a 2r vi, t;.ti Aa& 6.a 2222. 2222... 115,83 Maximum � 3s . I I • I ;y., i , ,e. %.s k5 ..i. 2222... 2222. 2222 2222... 2222. 2222 6lulem-UnbaL,West Species,24F-1.aE WS,3.1@":71-7/a" 4000.11,414,,6663,66.6,341 NOM,136/64.1652 6,650136ee65 3.5 5 vasm. 11366 ft 16060 6620161.1166116206133166-111.6116166 Analysis vs.Allowable Stress and Deflect'on,0„0Nos sots: 662 t 2, ,i- 6 5 „,;a II Adatit1o11ai Data: rc „, 2222... 2222.._ 2222 2222... tt, • • a _ I .to, . ,- +- LOA 1!NAIONS.,. .. ,.. 2615, e 605 t D 50L.• 04%,51.,3".,Z, 1 2€. 3TY1C 4„' Design Notes: r Wooth oda;warp*aro ded(s tla aeosraia Nth Rs CCi ennden PERON 13566nde(IBC 2012j,t1+e Nkann(Mater.5a.e.4n,l 6I(NOS X 12).and NDS Deep Segrpimasa 2 Hef%5 the WAda<aeein WMs are eppr6pria(e Sar ysn 3 08asndesign values aro A m%ari.snnntanmg b ANSI 117-2016 and nan:tsched en 6- .6561ANS:61P3 1-Z307 4,CU:LAM,663 2 56.616/drodth x ec(W 3ap1n.. 2 22 2 I S GkOrn Boom WW 1.6 hderaty ouppo6166essonSn5 is,the c000trat 0111GS Cisme 33E 2222... 2222.. 22_22. _ 2222 2222.. 6 3LULA64;Ramp length eased an make of F*5/e sanj, Fp1'x2+pn6. I I I Page 49 of 126 : _. COMPANY 'PROJECT: _ ..:l l P tI\/\ft RR r 1<s Nov,18,201618:55 ZF812 wwb soF'r 4/76:6'00"wa013 066(G,'r Design Check Calculation Sheet I WoodWorks Slier 10,42 Loads: Load Type E striottlon-'2 Lobation ,ft) ... Ma4n:'tude 0110.. tern Start E.'td DDerr. £nd i Loadl Dead ..point 51'P4 314 §9a 5 Load2 Snow Feint 5.74 1500 lbs Load3 Dead Full 001. 750.0 ,.-041 Load4 Live .Full OIL 025 .0 NOf I Leads Snow Full 001, self-weight... Dead _..Fu.1.1 UDI, 1'.1.... p"1.l Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) t0.-vis. t I id Ar bnf:ctared: 4796 Dead 4735 5692 Live 1691 1746 Snow `:.616. :Factored: __ _. :r,03,.3 Total _4335 Dearing: --- _. `:G.tHH Capacity .'1669 Seam 10336 Support :9516 '.i A;eales 2.00. Seam 1.00. 0.97. Support 8.i7 : 42 comb. /2: 2 91 Length - 2,19 2 91 Min eq'd 2.$0. 1 09 Cb .2..00. 1.00 Cb min 1-.05 5.07. Do support X.01: 627 Fop isigi 6.2E Glulam-Unbal.,West Species,24F-1.6E WS,6-112"x13-1/2" I 9 laminations.5-1/2'maximum width, Supports:Ail-Timber-soft Beam,D>Fir-L No.2 Total length:10'-11.8';volume= 5/cu fL; Lateral support:lop=full,bottom=at supports; _. _.. Analysis vs.Allowable Stress and Deflection Aoki NDS 2012: III Criterion Ana]. gas Value r:3 Value 17x''0ASaiy000/:ion'. Shea^.. ✓v ,6`. s'.:. `26^. pet IV?ta' . 0,41 Dencing(it ft.=2059 F5 - 1,409 psi.. toJEb` 0.86 Dead Def1.10 0.14 L/936 Live Detl.n 1.16 111321 0.36 0 1/360 in 0.44 7'o a1 Def'.' 0,26: 1 4115. r..St it 1.1240 it 0.69 _.. IIIAdditional Data: FACTORS: F/Elpsi1CD CM Ct CL CV Cru ' CIrt. No-es C:.Cvr LC* Fr' 265 ,00 .00 1.00 - - - - 2.04 1.00 1,00 2 Fb'+ 2400 1.00 1.00 1.00 1,000 1.000 1.00 1.00 113 .00 - 2 Fop' 650 - 1.00 1,00 - - 1.00 H' `.H a:i:liar. 1.00 1,00 - - 1.00 3 Eminy' 0.05 million 1.00 1,00 - - - 1.90 3 CRITICAL LOAD COMBINATIONS: Shear 92 - Ott:, V- 174. V design r 7947 lbs III aendinglll: LC 02 = D+L, 0= 28666 lbs-ft Deflection: LC =3 _ 0--.75(0+S7 ve) LC =0 .- C 15 7 .k o 11 D=dead L-lav S W I a mp 2 L-" o,r live Lc-concentrated L earthquake All LC's are listed in the Analysis ty:t Load combinations; ASCE 7-IG / 100 1:12. CALCULATIONS. III Def lee:e:ion.: EI 2031e06.lb-1r.2 "Live' deflection=- Deflection txe:rr:all non-dead leads (live, wind, snes,,. Total Deflection- 1.501.0ead toad 9efle:tIen1 .1live Load Deflection. Design Notes: 1,Woodworks analysis and design are in accordance with the ICC intemalional 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.Gtutam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190,1.2007 4.,GLOLAM:bad=actual breadth x actual depth, 5.Gluiam Beams shall be laterally supported according to the provisions of NDS Clause 3.13: I 8. U GLAM:bearing length based on smaller of Fcp(lens:on),Fcp(comp'n), I I I I [] Mn Office CLIENT: 5969 SW Hampton St. r{(,^E Portland,Oregon 97223 Page 50 of 126 503-624-7005 PROJECT: j Central Oregon p. 745 NW Mt.Washington Dr.#205 NUMBER: ;, Bend,Oregon 97703 541-393-1828 FF R O E L I C H ❑Denver Office DATE: 12303 Airport Way Suite 200 E N G I N E E R s 6 Broomfield,Colorado 80021 WWWfrod ieh-etlgisac,'1.,A om 720560-2269 BY; E 7 E'�`r l ooae AIDr2 S I IFH1 w SPAM r 3 — W, li" C 11 r / r PGF 1 111 I FH 2./: 5 pA 'J S ' 0 ., L. x(it 4it, 1 ) !Zo . t4 (2.l)t IZ0, ((-4'}(2,7: I 1 120 (446:9)(1-1)}C1- = 1a Pc.F 1 , LL0 3'-t J j t0 )"#' ` �1t#-I` 5') 4o)dlZ 1 SL ((Lit) (ZS 350 PCF Fz.'-o ` Fo Is--st . IIL r ucscatt LL s 4-1600* 1l II ;F 1- Ii DLs 1050PL r Z Z0 Pc I III I 1111 Page 51 of 126 COMPANY.. PROJECT %Vo tWorks Aug.,24,2016 14:57IFNI VA.& SOFTWARE FOR WOOD OtSIClO Design Check Calculation Sheet Wood Works Sizer 10.42 Loads: .Lead 7Yne 1pytt:i,i1, 1.1J t- Lcca or E Magr.ituae 0nit 3 tern Stan-. &,d etas; Sv toed:. e'S:ead 'fcli Ott - 8'i.4.A r°.. :.00d2 live Tull 2DL 680.0 ll€ 3el.d-weight_. 302.1 .a0.1 20L - firs} p1.2 Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) -3'-22 I ,n� { 15 V L.ive 312 7002 TDKAL 2390 2306 Gearing: , Ca};a•;.ty 391, i 9 2590 Support pp 2 _3. Anal/Deb n0 Doan 1.00 0.90 Sup;cit 0.90 1t2'. Load comb 02 1.10 Length .10 1.10 Min r Ch 1.00 1:00 manCh 1 :r :1 -r .. nt x.l.'. 30, gas' 620 Lumber-soft,D.Fir-L,No.2,4x8(3-112'x7-1/4") { Supports:ng-:3-22;vflume .6ceL No 2. Total fengttc 3'-2.T;volume=Ob mit.; Lateral support:tom at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using Nos 2012: sa,eerzzza= P :3a 4 valve.. ties€01s... .VAL.., =-holo ;raiza3 .,,,,tse►i r Seat Tv. 9 1' ,' t82 pus ,,v/Ev' ^' .4# 3end1nn ., lb- 04 - 116:.. pa, f0/Da' ti D.6, Dead Defl'n 0.01 0909 Lave Defl'n 9.01 e 41/993 1/360 in 0.08 „Total 0efi'o 0.07 R<:.1994„ ,.,20 41241 ar. 6,04 Additional Data: DC'r'Jh9: 110; nsi 11.00 1.10 .00 -M Ct CU -„ Cr f 0 124 0 1 00 1u 116 + 900 3.0C 1.00 1.95 0.036 31o. i.301 0.00 1.00 a..60 2 Fro' 620 - 1,06 1.00 - 1,66 1..09 - 0' 1.6 million 1.00 1.3: - Emir,' 0.318 mill,on 1,06 1.03 - 1_00 3.00 2 CRITICAL LOAD COMBINATIONS: sneer LC 4 C L v 2128, ✓design. 1349 Ihs a i+i LC 02 - + i De t .. - a A - ? x t)+1 •• LC 12 - 11"I. - to : P= .ad L" -VC S.snow k!meed 1.1mpact Lturoof vt L^---oster_-rated E-eartiquase All Llisted ` a Ana1Yais output Load ro:rblunit loos: ASCE. -10 1190.2012 CALCULATIONS: Deflection,f , Y 178e06 b i8 1" Deflection from all non-dead 1.JdC te, wind. snow-) Total De „t'41 - 1.501Dend1 Load Deflectlda i' Love Load Deflection. L4000<.:. stability L. i'- Le :.44". Eg . 1.71 Design Notes: 1 WoodWorks analysis and design are in accordance with the CC international Building Code(IBC 2012),the National Design Specification(NOS 2012),and NDS Design Supplement.. 2.Please verily that the deface deflection limits are appropriate for your application. I 3.Sawn lumber bending members shall be laterally supported according to the provisions of N00 Clause 4.4.1, I I I IPage 52 of 126 COMPANY i PROJECT I 11114 ® Aee.::2e,2010 1.330 1fN2.we0 ' � ' ►rks SOFTWARE FOR WOOD ZILLION I Design Check Calculation Sheat Loads: u.. ' »,, ,.a •,,, x,- :..ec',R d-^ ate.-aa 5�.- .s" a ml xa Maximum Reactions(lbs),Bearing Capacities(ibs)and Bearing Lengths(in) I $.e4• $ I 1 na a I :- 4'fl ;a a: 2#t • $S GlufamAJnbai.,West Species,24F-1.SE WS.5-112"x7-112" SI Tineteee.5-1,7 minimum warn_ .. - Suppab'AM-Te berwen Been.2 FE-1.No 2 TAY length 3-4,,Noone= l0 cult, Lateral subpar bpe A suggests.Whew Aecpone Analysis vs.Allowable Stress and Deflection e,iAaaos wit: x.D ,a. r --`S '::: IAdditional Data i TRAL LOAD COMMNNAT19n$ I &1 CALC(:LA7ONS.. IDesign Notes: 1..Wo5 WoAo embus and deq area ancxw4551 wee 0e!CC beewmuswe&Ming Cad SSC 2012i.We Nafierse Design SpeeRgerem(NOS 2012,aM NOB Deem Supole015 7_Pease the the deem*deeessa,Webs wsweemerwee!a yourymeeben.:. 3 Giulan sedge weer we Far metauls axdamng to ANSI 1172010 ane neng.oued in aenernanee with ARSE A190..1-2207 II GLULAM Bead a beeentxslob d005 5 quire OM be Mangy suspected _ _.... pro Coe parsons o:`NOS Cisme 339 0 GLU(AM: un h*e1 en snake A:Copeeoont,rep(sespl). I I I I IIIPage 53 of 126 -' -- COMPANY PROJECT dr\\5 Aug.24,201814:57 1FH3.wwb SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type :-Distribution ?at- Lodat.an fftle Magnitude, Unit.... pare Start Ind star¢ crud toad/ '.. ' am/ 1111.. Dead.., 'ruff 1t01 ` ..•2'759.0 p10.... Load2 Lave Full UCL 1220,0 pit Lcan3 Snos, :cull OIL 401,0 plf ;Selr .,A'_. Dead. Fa:1.CPL 1111. 1111.. 4.0 p1£:,_.. Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): i 1111 1111. _ _. _ ;3-3.4 1111 1111 1 ' I I fp r. 1111. 1111 1111 1:_111 .Dead 1734`1 1 734 Live ' 700, _. . ,5 5 75 Snow � - 111 1111... 1111 Faixeaed5 1111 1 111 1 1 11.. 3738 eat_... 2119_ 1111. ' ad#ta7x 1111 C ',loam '1138 ee ort 9-35 41339 .nal; .,a 1.aa' clam 1,44 0,90' Support 0.90 4 : Load root, 11 b7 Length 7 ci, .71 r.q'C 1 ?1 i 1)o Cb 1 07 Cb 1 JO £.-1 :"t 25 ' 1 1,01' 626 7771710raYs14}r :.h: _ - 1111 _1111 Lumber soft,D.Fir-L,No.2,4x8(3412"x7-1141 I Supports All-Timber-soft Beam,D.FIr-L Not Total length:3'-3,4-;volume=0.8 w.ft,. lateral support:top=at supports.bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012; C0 te.I.an .ssaOz a 3113 Deai371 0a13e :snit Arta xr4S:atA +4+s 4a i Shea.. 1111.. 20 Fe'• 3.99 pal . 1111 _y ,e= 0.97 BeniJngr•) fb A 110') -b* s 1165 : psi 1b.-n' x 0.94 Deed Defl.'71 G.0,a 41/999 L .'n 0,.02 :,, 0979 :0.17 = 1/301 in a 0.14 total 0raf,'n 0.,03 -. L/999 o t2= 1.1201 £t; 3.22 Additional Data: FACTORS: FI i,C1 Cl CI. CF stn Cr Yfrt L.... Cu LC4 1111. 1111. Fe' 100 1.00 1.00 1_30 - - - - 1,10 1.90 1-00 2 13'+ 900 1.00 1.70 1.00 9.995 1.340 1.00 1.00 1..00 1.00 Fop' 525 - 1.10 1.09 - - - - 1.01) 1.00 ,. - l.1 million 1.00 1.00 -- - - - 1.00 1,00 o 2 Ola' 0.59 million 1,00 1,00 - - - 1.00 1.00 a 2. CRITICAL LOAD COMBINATIONS shear i LC 92 = Doi, V= 357C, f design = 2039 lbs Bending(+i: LC 42 " J - 2019 103-f Deflection: LC 42 - 647.. ;live; 1.0 42 . 111 (total 0-send 1,=1iv >._snov k-wind 1-impact Lx-,mo.. live L'1 -ntta _ 0-earthquake All LC's are listed _ the Analysis .19lt Load m1 'Y 1-10 +3C 1 CALCULATIONS:Def Deflection: r i i OE 1>'. 7 ^°,.v- deflection = 1,711.7711.7717'. f..m all don-dead Imads ,?.ave. wiao, soaw,f Total 0aflection= 1.50;Dead Laud Defle_ticni + L'a, load 2efle1tl.<sn. Lateral.0111)7lit2 t r7 ..r, - 3'-1.69Le = 9°-5.69' RI= 5.78 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. I 2>Please verify that the default deflection limits am appropriate for your application. 3,Sawn lumber bending members shall be laterally supported abnording to the provisions of NOS Clause 4,4:1.... I I I I4 ❑ vlcin Once CLIENT.. ,` 6969 SW Hampton St. ::1"-Portland,Oregon 97223 Page 54 of 126 503-624-7005 PROJECT: Centro.Oregon I 745 NW Mt.Washington Dr.#205 NUMBER: ".o Bend.Oregon 97703 //^^�� r`� �^.{� 541-383-1828 F V ELis( t r_ Denver Once DATE: 12303 Airport Way,Suite 200 E N G I N E E R S R Broomfield,Colorado 80021 orw v..froellch engineer;. om 720-560-2269 BY: Say C>Ls2.© P 6 F I } �I.. -i e _ rc 5- 100 F I I ',PAA!s 6 - nzo.e6.-:7:4 z., L 2' 2. 0 s q 0 P(-' li 2..1.4- (2-5 (ice)) z 2oc Pc., Illi '54-01/4-z sr- n�,,r. e. Il : v- — 2"41 fecoir ■ i� 'X't _ III /NJ DL b 't' R r dPe 11 1111ILv .; .3(3.z-sts : f w FSA nJPSF DL c 2-0 iii I EA AA. AT` LAJD, G ; i /a f o br ' ( s 60 OF III G. z 1)(lon) .r3co F I ',c ` to At:), e. - 9 (FX. ►) `C-{ e.8*- 'l.,, 2 L- c cc* 1 i "Pa i A a 2.c' 5 **7.5i c.. , r' 'e' Page 55 of 126 . . .; ; .. . _ COMPANY PROJECT 011111#4111 I I ' -Wo d\i\lork ® 0 s® Sep.13,2018 15:08 Stair Stringer-3rd Floor,vwdy SOFTWaef FOR WOOD DESIGN k Design Check Calculation Sheet Waaawsvag sirer 1042 ..,, Loads: Il 'Load ; Type - Distribution'Rob:-location I.Et1 MaitliOn 11010 tern Start End - Start End "Uoadl • ,feat., ' -Cfull1/01. 40,13 p06 Load2 I tIVe ,Full UDL 2004.0 pit ogl.f.-weit8.t Pea0 Nil 001. 0.6 plf Maximum Reactions(lbs),Bearing Capacities(Ws)and Bearing Lengths(in); , . . . , . .. 1 . , . . . 8,-0,5- I nob...toted, ' - -- „ 221 . 5CII ot, l .... . Factored: To. 1 1051 ! 1531. Beating: . .7,,,,, .„.. - Capanity - , beam 1211- ' 1711 a. .,m ..00r, 1323 ' 1522: An- . e.65 i Bean: 0.OU Support 0.66 1.60 Lood oomb 4242 Length 0.5R. - 0.50' Min req'd 0.50. , - 0,30' Cb /..00 0.10 CL min 1.00 , 11....6.1 CO auppert 1.08 7IZ...Asibi 623 . ' lAinrishire besting Moeda*ening want lirlor andscippiels: .... Lumber n-ply,D.Fir-L,No.2,2x8.3-ply(4-1/rx5-112") Supports:All-Timber-soft Beam,D.Fir-L No Total length:18-0 2;volume=17 colt;Pitch:8112; Lateral support:top=full,bottom=at supports;Repetitive fader applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NOS 2012:, I Crteenlext Ar ,50.000Yel 'be ..ser.eile. Value tJet. amailateiheeg.ge , 'Moban ' ,. ""- If it' t I 93, 4II8Mm. 11,21; -ai. ngfs Or t IC//) re.-. - 1.142 pal 00/Or'aa, 0i51 Dead Refl'n 0.103 1.1.00 Dafil' 0.21 - 1i427 0.32. L/160 SA 95 ' - .. 0 T4r,0). 2.-,...t.i• 1.10 i.i:w:. ,,<.16., - ;:d24r). in a-9P.,* • -- Additional Data: FACTORS: 1/E(psifC0 CM Cf Cl CO I/o Cr Clot CI Co LC8 Fv. 160 1.00 . 01. 1.50 - 1.10 1.10 1,93 7 Fn + ' 1 7 1,010 1.300 1.00 1.15 1.50 0.31 . 2 Fm ' 625 - 1.20 1.05 - - -. s 1.50 0,00 F..* 1,6 million 1.00 1031 - CRITICAL LOAD COMBINATIONS: Shear f LC 82. .Dtl., V. so,, o 'leOlgo - 764 ibo aandingit., LI 47 . 5.L . 2a62 li”-ft DnOieota,001 LC 82 . 011., Illeel 1C82 " 1.0, ftetaif Utdead 1,1too' 11.03000*001041 T.impart Lc-roof live Lc-concentrated E....earthquake Al.i LCIS ane listed in the Analysio getout Coad cbeninationst ASCE.7-10 / 151 2512 CALCULATIONS: Deflection: 0:i ii, 33,3:56 lb-sfi2/0III1' "Live" deflection s Deflection ::,nm all no..-.lend ?gads flive, wind, annwil Total DoELeation. 1.50Ibeaa Load Deilection. s live Load Defleation, B,,aring, A11011101e bearing at an angle FItbeta oulculated for each support as per 1105 3.10.5 Design Notes: 1 w oodWorks analysis anddip es'n are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NOS 2012),and NOS Design Supplement I , 2 P ease verify that Me defaultdeflection limits are appropnate for your application., 3,Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 44,1, 4,BUILT-UP BEAMS:it is assumed that each ply is a single continuous member ghat is,no butt joints are present)fastened together securely at intervals not exceeding 4 Ernes the depth and that each ply is equally lop-loaded.Wnere beams are sida-loaded,special fastening details mabe required,.y 5,SLOPED BEAMS:level bearing is required for all sloped beams. I I I Page 56 of 126 ... _. ... 'COMPANY :...PROJECTI 0 ® Slp;:13.201615 11 SW/so4yp.2nd flovPot I " ` rks Sire1-144.41 rC0 W,100 iXk£l(3.t I Design Check Calculation Sheet Loads: WoodWorls Sim 1042 nn a ac^ ka e 1 x< ,, IMaximum Reactions(lbs),Bearing Capacities fibs)and Bearing Lengths(in}: I 9sss • I • _.. 641% 16-1:7 9aa has t tti < e . 311,. 43...,144 Yn R'' , aY � [L iv : l ,....6 aar_ _ s_:nn ant i RLrrnw s [*litwfp164POPadit`#M6>y 'u "1v.."ar"b020"0. 1,g9vanaatym.+00.W.311.fffitOuappotkg member Lumber nply,D.Fir-L,No.2,2a3,3-ply 14112'63-1/2"1 Support:All-746614466 D6e-1.Not Td!*NM 1W0*4,ro4ws=9 4ov 14,Pa.&12; I Lass support;Up=hi,bottom.*supports;Reoe4Me bola'MPF0 white oerOM1ed(tele b dorm hep), I WAR10110 P.P./4r4h lapa1e npai Porn Mnplhd f a7 IA Analysis vs.Allowable Stress and Deflection t NDS mm -44. 1.f ro 4s 2, , • Additional Data: t 2 CHIT G» 00<2 ccc esu 0-0'I j IIcaLcu,AnoNs Design Notes: I PRO4619641 34Ml90sio1.leeesom** ue*AS 12C Intsannuoroll Soong Caf1(10C 2612).dot Nemxal 0a44Spoo<1Mwn(NDS=12),and NDS:'+s9r Sodout urt __... 1 Pam Nutty6wFhaMaun6041Pon innOlutpncescrittht Nr your aodtirww 2<Goodwood a Conlinatal90nvns NOS OPPP42Ti5Nq,fraalhatnue p top ick to es n.GU4213 of 2 span bsero and 10 Ps nil PRP,at autiunds.MNhrt 098. 4 Sawn nowise brnvg memswa ars PrOto tr4 .4046/toodiPrptothsporontrandr P40606664.44:. S.,eUIt.T-UP SEAMS:eN.Nutwe4!hot noon peraaeapi4e*s..e fagepgat rgas,rP bud pots en Restd)baurnoi 1pWrraaouray al wbtW.:m*0m*1y 4 Nunn the dope,ata not own of to onus*toP+rutlee:ri'hae k15.ea0rirodok #M M$dbiu nrf ba 1wtiw1:.:. C SiOPEO SEAMS'lend bung at spinet for at wont POOs:.. I I I I Page 57 of 126 COMPANY PROJECT WoodWorks® i sorrwaee FOR wOon pts cx Sep,13,2016 15:12 Landing Joists wwb Design Check Calculation Sheet WoodWorks Sizer 10.42 . , Loads: Load Type Distribution Pat- Location Iftl Magnitude Unit r. a r. Start End Start End Loadl Dead l_ Area 2 .0D i6 0"Ipot II Load2 Live Full Area 100.00(16.0') psf Self einbt Dead Full UDL 2.6 p/L Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) y 6%1,1 f 111I i 15 Unfa oredt _._.. Dead 89' 89 Live 40A406 Factored: __... _-., Total 495 495 Searing: Capacity 495 Joist 495. Support 619' 6 9 Anal/Des .00 Joist 1.00' . Support ..80 0.803 Laid comb #2 62 Length 0.53 0.53 0.53 Min req'd 4.53 Cb 1.00 1.00. Cb min 1.00. 1.00Cb support 1.2:3 .,. 1.2,. Fop sup 625 _ 620 . . Lumber-soft,D.Fir-L,No.2,2x8(1-112"x7-114") Supports:All-Timber-soft Beam,D_Fir-L No 2 Floor joist spaced at 16,0"de;Total length:6-1 1";volume=0.5 cu,ft„; Lateral support:top=full,bottom=at supports;Repetitive factor.applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NOS 20121 Criterion Analysis. raluesStrrt 'Ia'/Ole °shat A e y 5/zL#8ign_- 'Sneer - Yr = 54 Ss' - 160 / 0.33 . tenaing,+ £ - 673 1242 psi fL/Fb' - 8.55 Dead Defl'n 0,01 = <1/999 Live Dell n 0.05 = <1./999 0.20 = L/360In 0.26 Total Defl'n s0,0' ..<1/099 0.3 = L/240 In 0.23 -. ill Additional Data: FACTORS: F(E p -tCD CM Ct CL CE Cru Cr C r_ Li Cn -C6 Fv' 180 1..00 1.00 J040 1.20 1.00 2 Fb'+ 801 1.00 1.00 1.00 1.000 1.200 1A.00 1.15 1.00 1,'01 2 rcp' 625 - 1.00 1.00 - 1.00 0: - 6' 1.6 million 1.01 1.00 - - 1,00 1.00 L '.. Frain' 0.53 million 1.10 1.00 - _ - .». 1,90 1.00 2 CRITICAL LOAD COMBINATIONS Shear 62 DL, It " 491, V design = 390 Its 5cr.d.ing;-'1: LC #2 DS., M = 742 Deflection. LC #2 _ De- ._ve3 LC it - 0.1ttotal1 =dea ....ce S W wt dimpa _. -or _ >e L ... c=coer.t r ..=earthquake 717 z ares n the •t } Si> output combinations:omb1 at_ons: $ 10 / 25.• 2012 CALCULATIONS: Deflection: EI :... 7t'.2e80 -int °Live deflection = Deflection from aal non-dead loads illue, £td, unto.... Total Deflection = 1,50ti)Y r.:t Load Deflection) '. °le Load '.+£-. :..:St:. Design Notes: 1 WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement, 2 Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4 4 1, , I I I IPage 58 of 126 COMPANY PROJECT Sep,13_20/315 15 Seem K Landing eaeo I %Vood\'Vorks® SOFTWARE FOR WOOD bESK:.N I Design Check Calculation Sheet Loads: ve ewaadnsea*Aa �.a ....,.1,' ::',;:1-..: y,Y1 mat x, mss- i'„;stI �- , 'ex .."5';.:'-'--e- "' „8a, s Maximum Reactions(lbs),Bearing Capacities(abs)and Bearing Lengths(in): laar i I -,,,A,0 ,,,L,r ,* IA 9 5_, x OltIttl*OnbaLe West Syectele,24F.1.JE Wa,3-1!2"x11-7/8"... _.. aatop.B.f-weE DOA Oa3Na1x M.1'543 3tBea DOA Na? I TaM1e'eb'**/to*We*3ewA, [KadsleBeo±3 keu«NAD,as, ax.iai Analysis vs.Allowable Stress and Deflection a tg1p; I Additional Data: - I/ - ,, AIiiCAt LDA CC469143 O10 ICELCuE410,153. Design Notes: 1 WootNab anlems and design eeeet eeepeleeefee vAh»e ICC Ile I bthN Borg Code 119020121,Be wiunef Design SaDDReatext....(NDS 20127,and NCS Oeuyn SupyMernere II 2 Plasia wary dr the debut d ciectim pew are epworwafs kr yo+sypnBa+1 3-Geeen.deems bees to*everts*melamine walla(117.2010 and mrwfstturad m seeordnrz MD ANSI01001-1007 4 OLULAM ta0 x amafbe.40 x actual dace 5.Guam eesm e&Y be YrrPy%upended eacbedi g to 6e anawrana of D05 Came 3 33.. S GLULAM_warn)hasp taxed an waste d FeWberabeU.Foplmnlyn), I Ii I I ) . 1 ❑ 1 1 i� r........�. I ❑ i tt A t 1 1 r---------------/ rte_ _ ___, ir.",..1 __� —2 j # 1 ' _- - -, ».J -- w_� 1 1 --1 ? r-a m _-1 r-i r 1---------J i,...::,i i "� 3. ..... =�....' ....,. 1 I -L....J L__J 1 1 L J L__J r--......_,» i 1 i , t 1 r 1_ ».. 1 L ..a.«.:....,1 i EQ s I .Mr EQ m I 1. E 1EO 1 1 ? I. 1 i i 1 1 t 1 I 1 p« 1 i 1 i 1 I is t I t 1- t 1 tt 1� I . 1 1 i,. 1 1 1... 1 I i 1 1 1 I.111 I ❑1i R, ZaiF y. ..�� ' _ # a. " (f( ([gF Nalligillilligliga VIMIIIIIMIN B MUM 1111111111111111 , IIIIIIIIIMIII I . (J7 COOM O rn 0XB D XE 11111 11111 11111 Wilt BM N 11111 1111 11111 11111 Sill Will CLIENT: 6969I 4 -3 h.,. SW Hampton St. EA':�E Portland,Oregon 97223 f Page 60 of 126 503-624-7005 PROJECT: I ,'41C - 7461v ;W .Wa„h ngto Dr.#205 NUMBER: 16 j - 0 0 Bead,Oreton 97703 541-383-1528 FROELICH r-PE )' . DATE: 110 "S1 /2_01 ENGINEERS : 12303 A.iport Way,Suite 200 Broomfield,Colorado 80021 BY: IIIx0,w.Ei,.�a1i Ir Ui'rRT1CPc,<:;,az 720-560-2269 Iasp . ,DEc) ARA T:)csi IIIG/ e-v Ai tie eT, ; 150 PS Pj. (16,2........s 5 o PSF es.-- A)tea. ` .A,4.1A.J . : x kit.0 'S F I aCirti3e... ile, 600-ti lila I Pot.5 a. l.9er V€ 1t 0e_ 00.4 6oa. 1 I I " .6sqi- s cbc , :z. Po % t a .sus Oc 0' I 11._.X(2c) -o )if 2..”. 62.0 PLF "T To /x- Mi Al - Ie AAA Ai II'' I MEMBER REPORT Basement, Garage Joists Page 61 of 126 PASSED! 1 piece(s) 11 7/8"TJI®360 0 12"OC Overall Length: 11' 7" I I II 11' T dr CI o All locations are measured from the outside face of left support(or left cantilever end)Ali dimensions are horizontal. .Design Results Actual er Location Allowed Result LDF ,Load:Combination(Pattern) System:Floor e. Member Reaction(lbs) 789 @ 2 1/2" 1202(2.25") Passed(66%) 1.00 1.0 D+1.0 L(Ali Spans) Member Type:Joist Shear(lbs) 789 @ 3 1/2" 1705 Passed 1.00 1.0 0+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 4176 @ 5'6" W 6180 Passed(68%) 1,00_1.0 0÷1.0 L(All Spans) Building Code:IBC 2012 Live Load Defi.(in) 0.220 @ 5'6" 0.279 Passed(1)608) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASO I Total Load Def.(in) 0.220 @ 5'6" 0.558 Passed(L/608) -- 1,0 D+1.0 L(Ail Spans) 8 I TJ-Pro'"Rating, 68 50 Passed • •Deflection criteria:LL(L/480)and TL(1)240), • Bracing(Lu):All compression edges(top and bottom)must be braced at 4'1/8"oic 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 1 1/8"Weyerhaeuser Edge Gold"'Panel(48"Span Rating)that is glued and nailed down. •Additional considerations for the T3-Pro'"Rating include:bridging or blocking at max.B'o,c.. Bearing Length toads to Supports(lbs) $uppOttsfloor Total Available Required Dead Total Accessories 1-Stud wail-SPF 3.50" 2.25" 1.75" - 799 789 1 1/4"Rim Board " 2-Stud wail-SPF 3,50" 2.25" 1,75" 711 711 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) Spadng (0.90) (1.00) Comments 1-Uniform(PSF) 0 12" 50,0 Residential-Using APAP4s 2-Point Iib) 5'6* N/A 1500 4 •Web stiffeners required at location 5'6"due to loads. Weyerhaeuser Notesls _.,JSTA1N'1Lt FG tt,:R,INi!oliv Wayerfutetteer warrants that the sizing of its products will be in accordance with Weyerhaeuser product design c'iteria and pubiishei design values. Wevethaeuser 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 tlrettrn rerit the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http:/(www,woodbywy.comtservices/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 12/19/2016 6:58:46 AM Forte v5.1:Design Engine:V6.5.1. Yashar Satraf^aur Froeuco Eng.neers Joists.4t (50. 524.6311 ys are z ref,ct..e ginecrs L'etr Page 1 of 1 Page 62 of 126 I COMPANY PROJECT „,, I . 1 d or 1<s Ceu 19,2016 07101 gasernear 5ettet wei.a inFIWANFfOR warm DrSICA I Design Check Calculation Sheet Wooden/ores S zer 10 42 Loads: uouu Typc :r77„0727., 0-- • - ri n :1.._ _4 IDn: F.1..1:: . , p11 70: , oh 3'2(1 . 4 :4 17 i Maximum Reactions(ibs),Bearing Capacities(lbs)and Bearing Lengths(In): , . .i. I " - I .... . ... .,.., 1 . . , . . ,.... .. ' --!•,.5-. ,,•' , - ' I s' ' • •,,, • L,n,i,h 7•.,' . '...ou t .h. - - ' - " - " Lumber-oft.0,FR,L,No.2,4x10 13-112"x9.114) "S7,04070nS.AC-—4,11*f-soh Beast.0 FiT L.740 2 T0131 0`.,..7i11"4`-2 0.7:111,1111,,..20 ou 11 i.iaiarai supper 11"--at supporta.&trireme kit supports, %. I Analysis vs.Allowable Stress and Deflection using Nos 2312:: s,',,,, ,. ,,, 11 -` .*g .,,,c 'I:' '7- 1,7 ,,c 71.Et,' ' 1;,,,,4 C,t i`,, ,,3, •i,;,.,, i..:.,•? ['Pi i `I -, '...,2. ''.,"-,-,-3 "3,,4 ' "„';4 L :h. 9,7• I r, th7,1 04,71'0 ...-",','" .0'40 , 27 '• Additional D . zoa,::. :-...-i.,.>.. -... I(1 --: zt :.,:,) ,.z:.) ,,00 7 ,7, , 7 - - 7,3.4 14,4 ,00.7'.c 0 .0,, C.170 i'y i- ' h:i.: i ou :. t ,,,,, , , ',--ir ' - , ..., . ,• - , ,)11 ,.1, , 1. : .' I . Ecuac' 0. ti l';?.1 4.h 1 4,7", ,4';0 r ..7 CRITICAL 7.000 Cokiii4NAT,ON'27 44A00, , Trh kir . 0 77.. , ,,,,L L 727.,444 - ,,,,,jc.h9 I,: IC 172 - 4,E., 11 1 7,- lc". 3.2 LC I , h=.14,0 7,..4.77. 4,4,4, ,i—e.,,.., ,.. '.f.,,.., ,e-,,,,,,.. 11.,", :.,,,-,,„.--t 7,00",,,, 4,07- hh„.4 h• 4.1.1 72,0'0 cc, li,scci ,t, ,,,,,, 4,,,,,,, G, 0 2c,d 04,7,,cc: 1)07:7',7.0.T:00(1 :.,,,f..I,,,:‘,,,,1 07.1" - "it I .:G .• 10:,,,,,... ^,:7r . .,::I ". ,24-0 ...,,d 1,0,0,1 Design Notes; 1 WriodWorse analysis and design 010 at araorde nee Attt toe COIiniernationat Build:rig Code tiBC 2012t.the Naithea Ceeign Snetilicaliat 1111)0 27:111.404 03$Design Suppiernent. 2 Please veery that the tiettiii0 de/teal/1n limits are aapnannate for Y0o1 eanhostntri 3 Sawn turnher beading members shah be ieterally Suppariel awarding io the recis:ohs 04 03$Ci.I,ASe.e 4 1, 1 " . I I 4 n Man Office 6969 SW Hampton St. Portland,Oregon 97223 CLIENT: 2PBAGE I Page 63 of 1 "7 %IC 503-624-7005 PROJECT: 4 4, i, e, 0 Control Oregon ' 745 NW Mt.Washington Dr,#205 NUMBER: 11 Bend,Oregon 97703 541-383-1828 FROELICH n Denver Office DATE: EN G 1-341-E R S 3 12303 Airport Way Suite 200 Broomfield,Colorado 80021 ww w.fruelich-(11gineers,com 720-560-2269 BY: I ii rPc, . 1.--_,_ a Fct.,..7-/A) G, 522:›L=.5,1a,. .v . 1 I II I I I 1. 1 I I• a . 1 I I I . , _ . 6969 SW Hampton St. x t Portland,Oregon 97223 503-624-7005 PROJECT: Page 64 of 126 Y" tea- Central Oregon 745 NW Mt.Washington Dr.#205 NUMBER: Bend.Oregon 97701 541-383-1826 FROELICH opener^:Ate DATE: , 12303 Airport Woy.Suite 200 E N G I N E E R S Broomfield,Colorado 80021 wwacfroelich-engineers.corn 720-560-2269 BY 1 —111 'I' Al V/ Fu LL /-•t ����' Co�oLur�.N ALL itkt.4r> Loo D I � 1(S 1Z- ' �` l krT s k,1 ..,- c),< 5 s (3. Psr { 1 r— : ct.C4-DY O A i1 0 Al EA Cf-( Co C.L.)>u.A)s e Q3.6 ) c 5 ) F L"; , PGF I II t it CJS E (2 ) A 3s e A EAio o f Co CA)Iv, Al I 1 1 1 1 i I t 1 Page 65 of 126 COMPANY PROJECT d Wo r ks® SOFTWARE FOR WOOD DESIGN July 23,2014 05:07 + Column1 1 Design Check Calculation Sheet Sizer 2004a LOADS (lbs,psf,or plf) Load Type r Distribution Magnitude Location [ft] PatII - , Sart End Start End tern Load1 _ cq nd Full CDL 48.0 No MAXIMUM REACTIONS (Ibs): 11 o' 27 Dead Live 648 648 648 Total 648 t' il Glulam-Balanced,West Species, 24F-1.8E WS, 5-1!2x7-1/2 Self Weight of 9.5 Of automatically included in loads; Pinned base; Loadface=width(b); Ke x Lb: 1.00 x 0,00=0.00[ftj;Ke x Ld: 1,00 x 27.00=27.00[ftj; Lateral support:top=Lb,bottom=Lb;Load combinations: ICC-IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2001 : Crr,teraon Ana:1431,z value Daa-It*1 va1Ue Ara_j"iS/DeSigA Shear 1.v rr, 24 r Pe 384 fv/Fv' 4= 0.08 Bending(e) to = 1016 Fb' -= 384: b`E'o' - 0.27 Axial is = 6 Fc' _ 389 fcIFc' . 0+02 Axial Searing 'r Fes' 144 /Fr' = 0.00 Combined ex.,a;, co preosi n + sIde lead bending! 3.9-3 - 0.27 1/ Live De ala1.65 = X1196 1.80 L/180 0 Total f, n 1.09 L/190 1.80 , X9_::4) 0.32 ADDITIONAL DATA: FACTORS: F CD CM _t CL/CP ,_, Cfu Cr Cfrt Note_ LC`# Pb' i 2400E 1 .. ._ 1.00 1.00 1.000 30 1.00 1.00 1 .00D :.0; 2 240 1.60 1.00 1.00 - - 1.00 1,00 7 Fr' 1600 0.90 1.80 1 .10 0,270 - 1.00 -- 1 Ec'c.ontio 1600 1.60 0.155 - F' 1.e million 1.00 1.00 - -°, - 1.00 2 .c* 1600 0.90 1.00 1.00 - _ 1.00 1 Bending(+) : LC4 2 = 6 .;yt, c4 - 3374 abs-f' Shear LC# 2 _ .6D*W, V = 648, design - 648 Lbs Deflection: LC4 2 = .50+W E1_ 348e06 Lb-int Total Deflection = 1.00(Dead Load Deflection: + Live Load Deflection. Axial . LC# 1 = D only, P = 256 lbs Combined : LC# 2 = .6D+41; (1 - fc/F+_E) 0.98111 (D=dead L=litre S=s ow W=wird I=impact C-construct .on CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSVAITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. It 111 I I I 1/ Page 66 of 126 COMPANY PROJECT I WoodWorks® SOrTWW FOk WOOD lDStG V 1 June 16, 2003 10:53 (2)2x6 Cripple Stud.wwc Design Check Calculation Sheet IWoodWorks Sizer 10.42 Loads: 11 Load Type Distribution Pat- Location [ft} Magnitude Unit tern Start End Start End Loadl Dead Axial (Ecc. = 0.00") 4000 lbs ILoad2 Snow Axial (Ecc. = 0.00") 7000 lbs Self-weight Dead Axial 35 lbs Lateral Reactions (lbs): I g' t 00 o 9 ILumber n-ply, D.Fir-L, Stud, 2x6, 2-ply(3"x5-1/2") Support: Non-wood I 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 : Criterion Analysis Value €Design Value Unit Analysis/Design Axial fc = 669 Fc' = 710 psi is/Fc"' = 0.94 Axial Bearing fc = 669 Fc* - 977 psi fc/Fc* = 0.68 I` Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 850 1.15 1.00 1.00 0.726 1.000 - - 1.00 1.00 2 I Fc* 850 1.15 1. 00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D+S, P = 11035 lbs Kf = 1.00 D=dead L=live S=snow W=-wind I=impact Lr=roof live Lc=concentrated E=earthquake II All LC's are listed in 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. I2. 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. II I/ I Page 67 of 126 COMPANY PROJECT di WoodWorks® sop..lair WOOF)D 5i4V June 16, 2003 10:52 (1)2x6 Cripple Stud.wwc I Design Check Calculation Sheet WoodWorks Sizer 10.42II Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit _ II tern Start End Start End Loadl Dead Axial (Ecc. 0,00") 2000 lbs Load2 Snow Axial (Ecc. = 0.00") 3500 lbs Self-weight Dead Axial 18 lbs Lateral Reactions (lbs): co im 0' 111 9' Lumber n-ply, . - , mb r l DFirL Stud, 2x6, 1-ply (1-1/2"x5-1/2") i Support: Non-wood Total 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 Design Value Unit Analys .s/Design Axial fc = 669 Fc' = 710 psi fc/Fc' = 0. 94 Axial Bearing fc = 669 Fc* = 977 psi fc/Fc* = 0.68 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# 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 - 1.000 - - 1.00 1.00 2 11 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D+S, P = 5518 lbs D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output II Load combinations: ICBO-UBC _ Design Notes: /I 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 IPage 68 of 126 COMPANY PROJECT II 104 a WoodWorks ' SOFTWARE FOR WOOL IIFStGN IIJune 16, 2003 10:53 4x6 Cripple Stud.wwc Design Check Calculation Sheet j WoodWorks Sizer 10.42 Loads: I Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl. Dead Axial. (Ecc. = 0,00");, 7000 lbs I Load2 Snow Axial. {Ecc. = 0.00") 10000 lbs Self-weight Dead Axial- 41 lbs Lateral Reactions (lbs): I 9' ID V 13 9' Lumber Post, D.Fir-L, No.2, 4x6 (3-112"x5-112") Support: Non-wood I 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 : il , Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 885 Fc' = 976 psi fc/Fc' = 0.91 Axial Bearing fc = 885 Fc* - 1708 psi fc/Fc* = 0.52 Additional Data: FACTORS: F/E(psi)CD CM Ct 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 Fc* 1350 1.15 1.00 1.00 1.100 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D+S, P = 17041 lbs ID=dead L=live S=snow W=wind I=impact Lr=roof live Lc-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICB©-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. I2. Please verify that the default deflection limits are appropriate for your application. I I I IIPage 69 of 126 COMPANY PROJECT iii WoodWorks ® ii 5OFTW4RE FOR 44,000 DFS$C:Y Nov. 18, 2016 16:39 4x8 Cripple Stud.wwc I Design Check Calculation Sheet WoodWorks Sizer 10.42III Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load/ Dead Axial (Ecc. = 0.00") 11400 lbs Self-weight Dead Axial 54 lbs Lateral Reactions (lbs): 9` w N 0' 9' NI Lumber Post, D.Fir-L, No.2, 4x8 (3-1/2"x7-1!4") Support: Non-wood 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 [ftj; 111 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design I Axial fc = 451 Fc' = 451 psi fc/Fc' = 1.00 Axial Bearing fc = 451 Fc* = 1276 psi fc/Fc* = 0.35 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1350 0. 90 1.00 1.00 0.354 1.050 - - 1.00 1.00 1 Fc* 1350 0.90 1.00 1.00 - 1.050 - - 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=concentrated E=earthqua'.ke All LC's are listed in the Analysis outputII Load combinations: ICBO-UBC 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 IPage 70 of 126 COMPANY PROJECT II 144 di WoodWorks ..OF{WkREt'.,..d3fd., 1 June 16, 2003 11:02 6x6 Cripple Stud.wwc II Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: I Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Axial (Ecc. = 0.00") . 9000 lbs Load2 Snow Axial (Ecc. = 0.00") 14000 lbs il Lateral Reactions (lbs): IID D o m I � I 0' 9' I Timber-soft, D.Fir-L, No.1, 6x6 (5-1/2"x5-1/2") 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 : Criterion Analysis Value !Design Value Unit Analysis/Design 1 Axial fc - 760 Fc' = 823 psi fc/Fc' = 0.92 Axial Bearing fc = 760 Fc* = 1150 psi fc/Fc* = 0.66 I/ Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1000 1.15 1.00 1.00 0.715 1.000 - - 1.00 1.00 2 Fc* 1000 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 2 I CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D+S, P = 23000 lbs D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake I All LC's are listed in the Analysis output Load combinations: ICBO-UBC Design Notes: I 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 71 of 126 I I COMPANY PROJECT 00°14I Il WoodWorks ii7F7w.,t F .R WOOD it(SIGN Nov. 18, 2016 16:41 6x8 Cripple Stud.wwc a Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Axial (Ecc. = 0.00") 32000 lbs Lateral Reactions (lbs): I 9' f 0 11 ca t A 0' 9' I Timber-soft, D.Fir-L, No.1, 6x8 (5-1/2"x7-114") Support: Non woodII Total length: 9'; volume=2.5 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]; IIAnalysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 803 Fc' = 804 psi fc/Fc' -- 1.00 Axial Bearingfc = 803 Fc* 900 psi fc/Fc* = 0.89* *Column requires a bearing plate at top as per NDS 3.10.1.3 Additional 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 1 CRITICAL LOAD COMBINATIONS: Axial : LC #1 = D only, P = 32000 lbs D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ICBO-UBC 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 l I IPage 72 of 126 COMPANY PROJECT WoodWorks® 510TW'ARf WIT WOOD DFSI(,X Feb. 10,2011 17:00 5 1-8x6 glu-Iam.wwc ■ Design Check Calculation Sheet II WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location (ft3 Magnitude Unit tern Start End Start End 11 Loadl Dead Axial (Ecc. = 0.00") 25000 lbs Self-weight Dead Axial 1 80 lbs Lateral Reactions (lbs): I9' co 111 D) CX o co 9' Glulam-Balanced,West Species,24F-1.8E WS,5-1/8"x7-112" I 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[ftl; Ke x Ld: 1.0 x 9.0=9.0[ft]; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 652 Pc' = 1140 psi fc/Fc" = 0.57 IIAxial Bearing fc = 652 Fc* = 1440 psi fc/Fc* = 0.45 Additional Data: III FACTORS: F/E(psi)CD CM Ct CL/CP CV Cfu Cr Cfrt Notes LC# Fc' 1600 0.90 1.00 1.00 0.792 1.00 1 Fc* 1600 0.90 1.00 1.00 1.0G 1 CRITICAL LOAD COMBINATIONS: Axial : LC #1 = D only, P = 25080 lbs D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake II All LC's are listed in the Analysis output Load combinations: ICC-IBC 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. I 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd=actual breadth x actual depth. I I I I Page 73 of 126 1 COMPANY PROJECT Woodworks st3rrx kt HA worn CE.MN Feb.10,2017 18:19 5 1-2x7 1-2 glu-lam:wwc Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type -Distribution-Pat- Location ft) Magnitude Unit tern Start End Start End Loadi dDead "X"xlal ',Ecc. 1.25"' 3°00 'lbs III Self-weiebt Dead , ,xial 85 lbs Lateral Reactions(lbs): s j NG W 9' Jrfac e e..: • _.._. _.. Dead 333 -383 Factored: _... 3_eL 383 Lead comb 83 L->R 383 Load.comb #i', 81.' Glulam-Balanced,West Species,24F-1.8E WS,5-1!2"x7-112" III li 5 laminations,5-112"maximum width, Support:Non-wood Total length.9';volume= 2,6 tuft; Pinned base:Load face=widlh(b);Ke x Lb:1,0 x 9.0=9,0[ft];Ke x Ld:1.0 x 0,0=0.0 Ift1; Analysis vs.Allowable Stress and Deflection using NOS 2012: Criterion -7%nslysin Value Deign Wane Unit Analz4isitesign SlutAt t*,t = 1.4. "Fif' .. 239 ' pss zvlf"v = 0.08 t, Be d n,? = 302 Fb' = 2148 ns fb/rb' 0.37 Axial ft = EI0,2it' 1203 psi f-/8c°= n 5: III Combined t'aac:.al a eccentriz ,en l S 4' 0.82 z% Axial Bearing_ .. 902 rc f-. psipsi _ - 0.56 Dead Defl'n 0.09 _ <I.1999 -. Live Def i'n negligible Total :Deft 0.133 = MS10 0.60 == 0/180 in 0.22 Additional Data: EA0T0RS: 1, s i;Cx 054 Ct. C'.../CP CV Cfn Cr Cfrt No.e.: 400 III Fv' 255 0.90 1.00 1.00 - 1.30 1.00 2 Fb' 2400 0.90 1.00 1.00 0.9'84 1.000 1.00 1.4i 1.0 1.00 1 Fc t 600 0.90 1-.00 1.00 0.833 1 E' 1.0 million 1.00 1.00 - - - 1.00 - 1 Erin' 0,95 million 100 1.00 - - 1 _ 11 Eminy 0.85 mill" 1.00 1.00 1.00 1 1600 0.9C 1.0G 1.00 - ^. 1.00 - 1 CRITICAL LOAD COMBINATIONS: Shear LC #1 - D only, V = 383, V design 383 lbs Bed:na .i: LC #1 = 0 only, 1 :::- 3444 los-ft } Deflection: LC #1_ 0 only tt ai Axial : LC x1 = D only, F = 33035 lbs 84.15.4-3 : LC #1 = D only Fb'= 2148 Fc8=43925520 Pe/S'fc i 8xeld;= 302 D=dead L-li re 5 s.o.; W=wino I=impact Lrroo£ live Lc ct.centrated E=ec r ;:hake All LC's are . d in the Analysis output Load combination ICC-IBC CALCULATIONS: Deflection: E:. = 348e06 1b i..:..,: _Live' deflection - Deflection on allnon-dead loads give, wind, snow.. Total Deflection = .50:Dead Load Deflection - _ Deflection. Lateral stability , Le = 9' Le = 15'-c.75= RFj/... 7.02 Design Notes: ii 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.Gtulam 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.Axial load eccentricity applied in direction of load face only,It is the designers responsibility to check for effect of eccentricity in the other direction. I $ I III Page74of126 COMPANY PROJECT tot WoodWorks® inFrwa.Rr"OR waaD ocsrca Feb.10,2017 18:19 5 1-8x6 glu-lam;wwc Design Check Calculation Sheet WoodWorks Sizer 10,42 Loads: Laad ...Type Distribu .on t- Location Ift Magnitude Unit erg Start End Start End Loaf1 Dead Axis' tern, = 1.00") 26002 lbs 5e1£-weigh* Dead xia.. 6[ d.bs-- Lateral Reactions(lbs); f III o' A gUnfactored:- Dead 232 -232 Factored: _. R->L 232. Load comb 8 1 >R 232 Load,opee 91 it I Glulam-Balanced,West Species,24F-1.8E WS,5-112"x6" 4 laminations,5-112"maximum width, Support Non-wood Total length:9';volume= 2,1 cu4ft,; Pinned base;Load face=width(b);Ke x Lb:1,0 x 9,0=9.0[ft];Ke x Id:1.0 x 0,0=00[ft]; IIAnalysis vs.Allowable Stress and Deflection using NOS 2012: rit_rice, -Analysis V4lue Design Value Unit itee4yya3.M2tes# n Sheett.v = 1i £'v 236 Psi fvf.-'€`vt . .04. Ber:dina;+) ft, -755 b 2150 ',ps"s. fb/tb' :::. 0.35 III Axial 4c = 760 Fe' .1103i f5.4 0.a3 i.1r zi fax b« eccentric- ' t .0 3. g 1 5.4 0.35 xial Bea :9J .. 1660 g+si f-/Fe' 0.53 0010 ., 0.1. <11999 . Live .Defii'n negiig.i.t':e :Tate1 Don'n......, 0.16 = ,;1/644.- :0.62 - L/162 to, 8.26III _ Additional Data: FACTORS: F/EiPsi; D CM Ct .JF Cf ..... l ....Totes LC# 265 0.90 1.0; Oil - 1,t0 _00 Fb'+ 2400 0.90 1.00 00 0.995 1.000 1.00 1.00 1.30 1.00 1_. Fe' 1600 0.90 1.00 .00 0.935 - - - LOU - 1. '.. 1.9 minion 1.00 7.00 .g:, Emir.' million 1.00 1. _- m- - - - 1 - 1. Einy' 85 million 1.00 1.00 I I. Fc' 1600 0.90 1.00 .00 1.0C I CRITICAL LOAD COMBINATIONS: Shear LC 41 = D only, V = 232, V design = 232 lbs Herding(+): L.0 # = U only, N = 2089 lbs-ft Deflection: LC 4M1 = D only 'tota17 111 Axial LC. D only, P = 2506E _..n €9.15.4-3 C #1 = D only e' 2150 FcE 291 2409 Pxe/5=fc€6xel0)= 759 D=dead I,live S-snow :v=wind I=ampact Lr-roof live Lr coaeentratedF.-earthquake All IC's are listed in the Analysis output Load combinations: 3c .. CALCULATIONS: Deflection: ET6 ?e lr, A2 "Live" deflection = Deflection from aal non read _cads "lige, wind, arrow I Total Deflection i. 1,50;0e 5 Load Deflection: Live Load Deflection. Lateralstability i,,;: L:: = 9' .-e = 16'-0 Tri" _a = 6.25 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 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.Axial load eccentricity applied in direction of load face only It is the designers responsibility to check for effect of eccentricity in the other direction. III I I Page 75 of 126 a COMPANY PROJECT . li ii . -WoodWorks® . sot7wnae'EBtr We r..n 0esio.Y Feb.10,2017 18:19', 51-8x6 glu-lamwwc Design Check Calculation SheetIII WoodWorks Sizer 10,42 Loads. Load Type stributionPat Location Ift Magnitude Unit 'tern Start End Start End Load° Dead Axa, L--r = 0.51' 62000 lbs Self-weight Dead - A4.1.00. 61 lbs Lateral Reactions(lbs): L. I m 0 ISa tr e Volactored: 17<^ Deadl?`t: Factored: 172 R > 72 Load comb L->R 172. Y 1'. . 'Load..cords #: _. '... - Glulam-Balanced,West Species,24F-1.8E WS,5-112"x6" 4 laminations,5-112"maximum width, Support:Non-wood Total length:8';volume= 1.8 cult.; Pinned base;Load face=width(b);Ka x Lb:1:0 x 8.0-8.0(ft);Ke x Ld:1.0 x 0.0=0.0(ft]; Analysis vs.Allowable Stress and Deflection using NOS 2012 erlt4r'adln Analysts Value benign VaLoo Unit Yacaa .siii+esign Zieuda ngr+7 ft 500 21.51 pr.ibir,b _. 0.23 Axial It 0: 279 poi c r 1L79 �. Combined (ax.a1 eccentric momenbl Eg - 4 i - 0.95 Axial Bearing fc = 1302 Fo - 1440 pro /F 0.70 Dead D111'n 0.115 <51999 Live Qe`l'n negligible Total foe:l'n 4,54 . 4;4999 1..,; _ .5/161 1 in 0.15 Additional Data: FACTORS: F (psi)CD CL/CP CVu Cr Ofrt 91 Les LC.4 cv' 265 i) 17 1. 9 1.00 -• - _G 1.00 1 III €W.,- 2.400 0,95 1.00 1_00 6.996 <1.00. 1.0 1.00 1.00 1.111 1 Fc' 5 16000.90 1.00 1.00 0.000 1.90 1 t 4 �r .1 1.00 1.30 -- - - �. GG 1 Emin' ; 9r m ll 1.00 1.00 - - _ 00III . Pmny' 90 million 1.00 5,00 -' 1.00 Sc. 1600 0.90 1.00 1:00 - 1.00 CRITICAL LOAD COMBINATIONS: Shear LC #1 = D only, 172, V design = 1?2 lbs get g ..) 'i, = D only, H --. 137S 111s-et Deflection; '-C 41 = D on:y (total) Ax al C #1 D only, E = >1061 lbs Eg.15.4-3 : LC #1 - D only 2151 FCB=28112400 PxelS- - 6xefd 500 D=dead L=live S=snow 4=wird 1-impact Lr=rnof live Lc=cnr,ten_tated E.earthquake All LC'a are listed in the Analysis output Load combinations: _.0-.BC III CALCULATIONS: Deflection El . 179e06 lb-i::2 ice" deflection Deflection iron all non-dead loads i jive, wind., 11:0w..i Total Deflection = ..SG(Dead LoadDeflection) 4 Live Load Deflection. Lateral stability (7.): Lu = a' La ,- 14`-9.E:9°' 1t9 = 5.02. Design Notes: I 1 WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement. 2_Please verify that the default deflection limits are appropriate for your application 3,Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190 1-2007 4.GLULAM:bxd=actual breadth x actual depth. I I 11/182016 Post Capacities I Simpson Strong-Tie Post Tension Loads for Southern Pine Page 78 of 126 Allowable Tension Lumber SIMPSON Framing Pt, (160) Size Grade Bolt Diameter(in.) (ham:lstr i.on,4 such _ 02Rita.: 0,1102 5 0 4760 4555 4150 3950 3x4.., #2 9450 7930 7595 6920 6580 I2-2x4 #2 11340 X52(1 91=: 9 5 8305 7900 4-Inch 4x4 #2 13230 11105 10630 9685 9215 IWall 3-2x4 #2 17010 1a27 5 13670 12455 11845 4x6 #2 18480 15510 14850 13530 12870 4x8 #2 22336 l 18740 11945 16350 15550 it _. .6 9 7 t 460:, 20650 tit �`' tiE. 18015 17135 2x6 #2 7020 7110 1 6930 6570 6390 3x6 #2 18200 113510 i 11550 10950 106D0 2-2x6 #2 15840 6-Inch 15840 Wall 4x6 #2 480 • #2 23760 21336- 20,90 • • #1 43560, 3910 38115 36135 35145 1 6x8 59400 53325 51975 49275 47925 See footnotes I Post Tension Loads for Spruce-Pine-Fir Lumbar Allowable Tension I r--- raming pt, (160) Size Grade Bolt Diameter(in.) 11 '1/2 sla 7 1 2x4 #1/12 5670 4760 1 4555 1 4150 3950 3x4 #1112 9450 7930 7595 y 6920 6580 I4-Inch 2-2x4 #1/12 11340 9520 l 9115 8305 7900 Wall 4x4 #1/12 13230 11105 10630 9685 9215 I 3-2x4 11112 17010 14275 13670 12455 11845 4-2x4 #1/12 22680 19035 18225 16605 15795 I 2x6 #11#2 7720 6930 6755 6405 6230 3x6 11/12 12870 11555 11260 10675 10385 6-inch Wall 2-2x6 11112 15445 13865 13515 1281012460 I 3-2x6 #1/12 23165 20795` 1 20270 19215 18690 4-2x6 ' 11112 28,E 25420 2477515 23490 22845 , See footnotes I I htir, •llwww.trein Ricer",ren€hrer9rrtstrrinnAntrirgiwnrsti-c stns:ti entina tcu thnicar-['otesin caDaCities 5/: Page 79 of 126 Client: West Hills Development i Project: River Terrace East . Proj.a: 16-T100 Date: 11/18/2016 By: YSP II FROELICH EN G I N E ER 9 S Cont. Spread Footing Design At Building Ext. Wall (II to joist) Loading Criteria `Foundation Results -Roof DL(psf) 18 Dead Load(p1f) 832 Roof SL(psl) 25 Ftg Dead Load(plf) 435 Floor DL(psf) 27, Live Load(plf) 320 Floor U.(psf) 40, Snow Load(plf) 300 Wall DL(psf) 10 IBC Eq.16-9(pit) 1587' Concrete Wt.(pd) 145 IBC Eq.16-10(pit) 1567 IBC Eq.16-11(pit) 1732 TributaryAreas Total bearing(psf) 866 Roof Tri (ft) 12 Allowable brg(psf) 2500 Floor tib(ft) 8 Footing OK 1 Wall height(ft) 40 Stemwall ht(ft) 1.5 Stud Wall Loadings Results `Stemwall width(in) 6 Dead Load(plf) 832 Footing width(in) 24 Live Load(plf) 320 Footing depth(in) 12 Snow Load(p11) 300 Cont. Spread Footing Design At Building Ext. Wall (I_to joist) .1 Loading Criteria Foundation Results i. Roof DL Spsf) 18 Dead Load(plf) 1057 Roof SL(psf) 25 Ftg Dead Load(Of) 435 Floor DLjpsf) 27 Live Load(pit) 840 Floor Li..Cost) 40 Snow Load(pit) 125 Wall DL(psf) 10, IBC Eq._16-9(pit) 2332 Concrete Wt.(pct) 145 IBC Eq.16-10(pif) 1617 IBC Eq.16-11(p1?) 2216 Tributary Areas Total bearing(pat) 1166 Roof Trib(ft) 5 Allowable brg(psf) 2500 Floor tnb(ft) 21 Footing OK Wall height(ft) 40 Stemwall ht.(ft) 1.5 1Stud Wall Loadings Results Stemwall width(in.) 8 Dead Load(ptf) 1057 'Footing width(in) 24 Live Load(pit) 840 ;Footing depth(in) 12 Snow Load(plf)` 125 Cont. Spread Footing Design At Int. Brg Wall - 1st Floor Loading Criteria Foundation Results Roof DL(psf) 18 Dead Load(Oft 1691 Roof SL(psf) 25 Ftg Dead Load(pit)" 290 Floor DL Cost) 27 Live Load(plf) 1800 Floor LL(ps) 44 Snow Load(plf) 50 Wall DL(psf) 10 IBC Eq.16-9(plf) 3741 Concrete Wt.(pct) 145 IBC Eq.16-10(pit) 1991 IBC Eq.16-11(pit) 3329 Tributary Areas Total bearing(pat) 1871 'Roof Trib(ft) 2 Allowable brg(psf) 2500 Floor trib(ft) 45 Footing OK Wall height(ft) 40 Stemwall ht(It) 0 Stud Wall Loadings Results Stemwall width(in) 8 Dead Load(pit) 1651 111 Footing width(in:) 24 Live Load(pit) 1800 Footing depth(in) � 12 Snow Load( If) 50 I I Page 80 of 126 Cont. Spread Footing Design At int. Brg Wall - 2nd Floor Loading Criteria Foundation Results Roof DL(psi) 18 Dead Load(pit) 1146 Roof SL(psi), 25 4Fig Dead Load(pif) 290 Floor DL(psf) 27 Live Load(pit) - 1200 Floor LL(psi) 40 Snow Load(plf) 50 Wall DL(psf) 10 IBC_Eq.16-9(pit) 2636 Concrete Wt.(pci) 145 IBC Eq.16-10(p1f) 1486 1BC Eq.1g-11'(p11) 2374 7ributar Areas Total bearing(psf) 13181 Roof Trib(ft) 2 Allowable brg(psi) 2500 Floor crib(ft) 30 Footing CSC Wall height(ft) 30 Stemwall ht(ft) 0 30 Wall Loadings Results Stemwall width(in.) 0 Dead Load(pit) 1146 Footing width(in.) 24 Live Load(off) 1200 111 Footing depth(in.) 12 Snow Load(Of) 50 I I I I I I I I I r I I I Page 81 of 126 I Cont. Spread Footing Design At Party Wall Loading Criteria Foundation Results Roof DL(psf) 18 Dead Load(plf) 1516 Roof SL(psi) 25' Ftg Dead Load(plf) 290 Floor DLJpsf) 27 Live Load(plf) 1800 Floor LL(psf) 40 Snow Load(plf) ` 50 Wall DL(psf) 10 IBC Eq.16-9(plf) 3406 Concrete Wt.(pcf) 145 IBCEq.16-10(plf) 1856 IBC Eq.16-11(plf) 3044 Tributary ATotal bearing(psf) 1703 Roof Trib(ft) 2 Allowable brg(psi) 2500 Floor bib(ft) 40 Footing OK Wall height(ft) 40 Stemwall ht.(ft) 0 Stud Wall Loadings Results 1 Stemwall width(in.) 0 Dead Load(pIt) 1516 Foofing width(in.)' 24 live Load(plf) 1800 Footing depth(in.) 12 Snow Load(plf) 50 Cont. Spread Footing Design At Corridor Wall 'Loading Criteria Foundation Results' Roof DL(psi) 18 Dead Load(plf) 1345 Roof SI(psi) 25 Ftg.Dead Load(plf) 290 Floor DL(psi) I. 55 Live Load(plf) 900, Floor LL(psi) 100 Snow Load(plf) 625 Wall DL(psi) 10 IBC Eq„16-9(pit) 2535 Concrete Wt.(pcf) 145 IBC Eq.16-10(plf) 2260 IBC Eq.16-11 (pit) 2779 Tributary Areas Tlotaf bearing(psf) 1389 Roof Trib(ft) 25 Allowable brg(psi) 2500 Floor trib(ft) 9, Footing OK Wall height(ft) 40 Stemwall ht(ft) 0 Stud Wall Loadings Results I Stemwall width(in.) 8 Dead Load(pit) 1345 Footing width(in.) 24 Live Load(plf) " 900 Footing depth(in.)== 12 Snow Load(pif) 625 I I I I I 1 I • I I MUM Ms — — WO 4 V — r NO - — r gra — — MN MI MN FROELICH CONSULTING ENGINEERS INC., Client: Project: Project#. By: Footings Maximum Allowable Required Required Dimensions Used Dimensions Footing Bearing Footing Size go. O O O I _ (ft [_ (in) Weight Load(Prot) Area W ft L ft W ft L Din Wer 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 V 5.60 2.37 2.37 2 3 10 750 2458 36"x cont x 10" 27000 2500 10.80 3.29 3.29 3 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 3'-0"x 3'-O"x 12" 21000 25008.40 2.90 2.90 3 3 12 1350 2483 3'-6"x 3'-6"x 12" 27000 2500 W 10.80 3.29 3.29 3.5 3.333 12 1750 2465 4'-0"x 4'-O"x 12" 37000 2500 14.80 3.85 3.85 4 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: =(Pioi/gaiow)ozs Bearing Pressure =(Ptot+Wftg)/(W*L) =(Ptot+Was)/(W*L*3.1415/4) v co co co N O_ J N Client: Project: Proj.#: Date: By: FROELICH ENGIN SERSA ASCE 7-05 Earthquake Load Cs Factor Importance Factor(Seismic) I = 1.0 Basic Seismic Force Resisting System Light Framed Wood Shear Wall R= 6.5 Design Spectral ' Response Acceleration Seismic Design Coefficient Development Latitude Longitude Sas ] Say Category Cs I 45.559 I -122.853 L 0.726 l 0.403 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=Sps"'lIR I Response Coefficient w CD CO C., 0 CDse tow am 0111 NB XIII RIO SW 11/11/ MI NM Oa all IMO WM IMP IPage 84 of 126 IClient: Project: River Terrace Project#: 16-TI00 Date: 11/18/2016 By: YSP I FROELICH ENGINEERS I I WIND FORCE CALCULATION-MWFRS Side-Side Event ASCE 7-10 SECTION 27-2 IMETHOD 2 ANALYTICAL PROCEDURE I Basic'Wind Speeds Input 3 Second Gust Vas= 120 mph Wind Directionality Factor Ka= 0.85 Table 26.6-1 IWind Importance Factor Iw= 1.00 Wind Exposure Category= B I Building:Parameters Horizontal Dimension of Bldg B= 54 ft Measured Normal to wind direction Horizontal Dimension of Bldg L= 146 ft Measured Parallel to wind direction I Mean Roof Height h= 40 ft Highest Roof Level hn= 40 ft Approximate Fundamental Period Ta= 0.32 sec Eq. 12.8-7 IOutput-Fundamental Frequency f= 3.1 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 I 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 11 K2= 1.00 K3 = 1.00 ITopographic Factor K2= 1.00 I I I Page 85 of 126 I Gust Effects Input I Integral Length Scale Factor I = 320 ft Table 26.9-1 Integral 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 1 Power Law Exponent E = 0.33 Table 26.9-1 Minimum Height zm;n= 30 ft Table 26.9-1 Integral Length Scale of Turbulence LZ= 310 ft I Output-Background Response Factor Q= 0.88 Intensity of Turbulence IZ= 0.30 Gust Effect Factor G= 0.85 Pressure Coefficients Input Length to Width Ratio LB= 2.70 Height to Length Ratio h/L= 0.27 Roof Pitch= 9 : 12 = 36.87 deg Velocity Pressure Exposure Coefficients Kb (see below) Table 27.3-1 111 External Pressure Coefficients Cp (see below) Figure 27.4-1 Direction CP Height(ft) Kh qZ(psf) Velocity i Windward 0.8 15 0.57 18.0 Pressure Leeward -0.27 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 32.6 111 h= 40 0.76 23,8 q1 hpampet= 0 0.57 18.0 qh I I I I I IPage 86 of 126 Design Wind Pressures p (psi) GCr~=(-) 16 psf(8psf for roof)min per 27.1.5 Internal Pressure Coefficient GCp;= -0.18 Figure 26.11-1 Wall Roof IHorizontal Effects _ Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 16.6 -1.2 17.8 I ft 20 17.6 -1.2 18.8 25 18.5 -1.2 19.7 30 19.3 -1.2 20.5 I 40 20.6 -1.2 21.8 50 21.6 -1.2 22.8 60 22.6 -1.2 23.8 11 70, 23.4 -1.2 24.6 80 24.1 -1.2 25.3 90 24.8 -1.2 26.0 I 100 25.4 -1.2 26.6 120 26.6 -1.2 27.8 40 20.6 -1.2 7.5 -4.7 21.8 12.20 I Parapet 0 27.0 -18A 45.0 Design Load Case 1 Controls-By Inspection Parapet Loading per ASCE7-10 27.4.5 IDesign Wind Pressures p (psi)-GCS,:=(+) 16 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 8.0 -9.8 17.8 I ft 20 9.1 -9.8 18.8 25 9.9 -9.8 19.7 30 10.7 -9.8 20.5 40 12.0 -9.8 21.8 I 50 13.0 -9.8 22.8 60 14.0 -9.8 23.8 70 14.8 -9.8 24.6 I 80 15.5 -9.8 25.3 90 16.2 -9.8 26.0 100 16.8 -9.8 26.6 120 18.0 -9.8 27.8 40 12.0 -9.8 2.3 -9.9 21.8 12.20 Parapet 0 27.0 -18.0 45.0 S Design Load Case 1 Controls-By Inspection Parapet Loading per ASCE7-10 27.4.5 I Design Wind Pressures(ASD) p (psf)-GCpt=(-1 16 psf(8psf for roof)min per 27.1.5 I 0.6W per 2.4.1 Internal Pressure Coefficient GCp;_ -0.18 Figure 26.11-1 Wail Roof Horizontal Effects Horiz. IDirection- I Windward ( Leeward ( Roof WW I Roof LW I WW+LWI RWW+RLW 1 I Page 87 of 126 Height 15 9.9 -0.7 10.7 I ft 20 10.6 -0.7 11.3 25 11.1 -0.7 11.8 30 11.6 -0.7 12.3 40 12.3 -0.7 13.1 50 13.0 -0.7 13.7 60 13.5 -0.7 14.3 I 70 14.0 -0.7 14.7 80 14.5 -0.7 152 90 14.9 -0.7 15.6 I 100 15.3 -0.7 16.0 120 15.9 -0.7 16.7 40 12.3 -0.7 4.5 -2.8 13.1 732 Parapet 0 162 -10.8 27.0 Design Load Case 1 Controls- By Inspection Parapet Loading per ASCE7-10 27.4.5 1 Design Wind Pressures(ASD) t? (psi)-GCS =(+I' 16 psf(8psf for roof)min per 27.1.5 0.6W per 2.4.1 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 Height 15 4.8 -5.9 10.7 ft 20 5.4 -5.9 11.3 25 6.0 -5.9 11.8 30 6.4 -5.9 12.3 40 7.2 -5.9 13.1 50 7.8 -5.9 13.7 60 8.4 -5.9 14.3 70 8.9 -5.9 14.7 80 93 -5.9 15.2 90 9.7 -5.9 15.6 t 100 10.1 -5.9 16.0 120 10.8 -5.9 16.7 40 7.2 -5.9 1.4 -5.9 13.1 7.32 I Parapet 0 16.2 -10.8 27.0 Design Load Case 1 Controls-By Inspection Parapet Loading per ASCE7-10 27.4.5 I I I 1 I IPage 88 of 126 IClient: Project: River Terrace ;I Project#: 16-T100 Date: 11/16/2016 YSP I FROELICH ENGINEERS I WIND FORCE CALCULATION-MWFRS I Front-Back Event ASCE 7-10 SECTION 27-2 IMETHOD 2 -ANALYTICAL PROCEDURE I Basic Wind Speeds Input 3 Second Gust Vas= 122 mph Wind Directionality Factor Kd= 0.85 Table 26.6-1 IWind Importance Factor Iw= 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 I Mean Roof Height h= 40 ft Highest Roof Level hn= _ 40 ft Approximate Fundamental Period Ta= 0.32 sec Eq. 12.8-7 IOutput-Fundamental Frequency f= 3.1 Hz> 1 Hz Therefore Rigid I Topographic Effects Input Hill Height H= 0 ft Figure 26.8-I 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 I Height Attenuation Factor g= 1 Figure 26.8-1 Shape Factor K1/(H/Lh)= 1 Figure 26.8-1 Output-Topographic Multipliers KI = 0.00 I K2= 1.00 K3= 1.00 ITopographic Factor Kzt= 1.00 I I I Page 89 of 126 I Input I Gust Effects. In p Integral Length Scale Factor e = 320 ft Table 26.9-1 Integral 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 zmin= 30 ft Table 26.9-1 Integral Length Scale of Turbulence LZ= 310 ft I Output-Background Response Factor Q= 0.83 Intensity of Turbulence IZ= 030 Gust Effect Factor G= 0.82 Pressure Coefficients Input Length to Width Ratio LB= 0.37 Height to Length Ratio h/L= 0.74 Roof Pitch= 10 : 12 = 39.81 deg Velocity Pressure Exposure Coefficients Kh (see below) Table 27.3-1 External Pressure Coefficients CF (see below) Figure 27.4-1 Direction CF Height(ft) Kh qZ(psf) Velocity I Windward 0.8 15 0.57 18.6 Pressure Leeward -0.50 20 0.62 20.2 Output qZ Roof Windward -0.20 25 0.67 21.5 Roof Leeward -0.6 30 0.70 22.7 40 0.76 24.6 50 0.81 26.3 60 0.85 27.7 70 0.89 28.9 80 0.93 30.0 111 90 0.96 31.1 100 0.99 32.0 120 1.04 33.7 h= 40 0.76 24.6 qh hparapet= 0 0.57 18.6 qh I I I I I I IPage 90 of 126 DesignIII Wind Pressures; s - =-- p f� �*��: (-) 16 psf(8psf for roof)min per 27.1.5 Internal Pressure Coefficient GCp,= -0.18 Figure 26.11-1 Wall Roof I Horizontal Effects Horiz. Direction - Windward Leeward Roof WW Roof LW WW+,LWRWW+RLW Height 15 16.7 -5.7 22.4 Ift 20 17.8 -5.7 23.5 25 18.6 -5.7 24.3 30 19.4 -5.7 25.1 I40 20.7 -5.7 26.4 50 21.7 -5.7 27.5 60 22.7 -5.7 28.4 I 70 23.5 -5.7 29.2 80 24.2 -5.7 29.9 90 24.9 -5.7 30.6 I 100 25.5 -5.7 31.2 120 26.7 -5.7 32.4 40 20.7 -5.7 0.2 -5.0 26.4 8.00 I Parapet 0 27.9 -18.6 46.5 Design Load Case 1 Controls By Inspection Parapet Loading per ASCE7-10 27.4.5 IDesign Wind Pressures P (PSI)-GCla=(+I 16 psf(8psf for roof)min per 27.1.5 Internal Pressure Coefficient GCpz= 0.18 Figure 26.11-1 Wall Roof IHorizontal Effects Horiz. Direction- Windward ' Leeward Roof WW 'y Roof LW WW+LW RWW+RLW Height 15 7.8 -14.6 22.4 ft 20 8.9 -14.6 23.5 I 25 9.8 -14.6 24.3 30 10.5 -14.6 25.1 40 11.8 -14.6 26.4 I 50 12.9 -14.6 27.5 60 13.8 -14.6 28.4 70 14.6 -14.6 29.2 I80 15.4 -14.6 29.9 90 16.0 -14.6 30.6 100 16.7 -14.6 31.2 I120 17.8 -14.6 32.4 40 11.8 -14.6 -5.4 -10.6 26.4 8.00 Parapet 0 27.9 -18.6 46.5 I Design Load Case 1 Controls-By Inspection Parapet Loading per ASCE7-10 27.4.5 i Design,Wind Pressures(ASD) p (psi)_GC ;=(-1 16 psf(8psf for roof)min per 27.1.5 I 0.6W per 2.4.1 Internal Pressure Coefficient GCp;= -0.18 Figure 26.11-1 Wall Roof Horizontal Effects Horiz. IDirection- I Windward 1 Leeward ! Roof WW 1 Roof LW I WW+LWI RWW+RLW I I Page 91 of 126 I Height 15 10.0 -3.4 13.4 I ft 20 10.7 -3.4 14.1 25 11.2 -3.4 14.6 30 11.6 -3.4 15.1 40 12.4 -3.4 15.8 50 13.0 -3.4 16.5 60 13.6 -3.4 17.0 11 70 14.1 -3.4 17.5 80 14.5 -3.4 18.0 90 14.9 -3.4 18.4 100 15.3 -3.4 18.7 120 16.0 -3.4 19.4 40 12.4 -3.4 0.1 -3.0 15.8 4.80 Parapet 0 16.8 -11.2 27.9 Design Load Case I Controls-By Inspection Parapet Loading per ASCE7-10 27.4.5 1 Design Wind Pressures(ASD} p (psi)_GCr,=(+1 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 Wail Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 4.7 -8.7 13.4 ft 20 5.3 -8.7 14.1 25 59 -8.7 14.6 30 6.3 -8.7 15.1 40 7.1 -8.7 15.8 50 7.7 -8.7 16.5 60 8.3 -8.7 17.0 70 8.8 -8.7 17.5 80 9.2 -8.7 18.0 90 9.6 -8.7 18.4 100 10.0 -8.7 18.7 120 10.7 -8.7 19.4 40 7.1 -8.7 -3.3 -6.4 15.8 4.80 Parapet 0 16.8 -11.2 27.9 Design Load Case 1 Controls-By Inspection Parapet Loading per ASCE7-10 27.4.5 I I I I I Page 92 of 126 COMPANY PROJECT � � ■ Feb..8,201711:13 Front Bade Event•Beam Concept wwb 000rW,44E FOR WOOF,O/3tG. Design Check Calculation Sheet Woodworks Siker 10.42 Loads: Load Type Distribution Pat- Location 1001 Magnitude ;snit IILAadl,,,, 'Bead IGnU Itado StArt :End staori Frrsd ai`. Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): I41" VC I „ U Ceado a. 1�: i 16/0 • ( {kf ."' • • .:ored: •r sa // t Total ib: la.. �" ,+J� {�t� ..,f Capacity .. Sb *SSV, "il.. p, S 34 Bean {:9z 4t // J Support ,UL • ! ¢� Q. 2:u /.�(,�' y�" Ana por 01 yrl C c .� 1r f,91 Bean 0,02 •�i LL�� /{''��}'"� ii 75• Beam t 0.02 0.04 CV •� Loud :aus #1 0.0' (.14\ „ i 4 0,02 th 4 ,U• #1 02 Min q'd 0.50e 112,:,, 50• 91 Cb 1.00 0 0-. tf S J J• 00 Ct. .00' 1 75 1•"11 p cb a 0• C i,.,r%. 1.18 1./5. TO >i :.0e PE sup b.'S t SO n<5 jf, -,10 h9 > oKed:1i2"iar &app4tta add 112'ftty adidrK avr8gfis :.... _ .:.. ��i V 64: Glulam-Unbar.,West Species,24F-1.8E WS,2-118"x6" 4 Iaminetons,2-1/8'maximum width, Supports:All-Timber-soft Beam,D.Fir--L No.2 Total length:80••1.5-:volume= 7,1 a.up Laletai support:tap=at supports.ttoaom=at supports, WARNING:Member length exceeds typical stock length of 80.0 fit) Analysis vs.Allowable Stress and Deflection NDS 2072. ' -criEez£sns. Aruelyae0s Ways�... Oso a-: 9falaae `Uric .Sitio ppatat ,af e P ax v,� Y ' 200 # Tfo°- 0. I Bn din F_r 91 3 fib 100) cu• ... a , on, fbl-`h' - 0.15 Bending 0:h 1'0 _ 73 ft,/315` - 3.25- Total De Dell.' 0«57 -negligible - Live Defi'n negligible Toa Polio. .,_ 0,71 -. L/710 .i0 ::: 1/140 Yr, 0.34 Additional Data: iFACTORS: P/13fpoilCD CM CI CL CV Cx:u Ct Clit 1111.. 1111.... 111 1. Fir 205 0.90 7.110 1.70 N e0 r = L1 'p 2400 .90 1.00 1.00 0.372 ..000 1.001 Oil 00 ,,,G 1. 1.00 1.00 1.00 - 1 Pb'---' 6801450 0.90 1.00 7..00 0.591 1.000 ] .. .,00 ilii LI 1.00 I s'cp4 - 1.00 1.40 LAI .. E' 1.8 million 1.00 1.00 - e e w. 1.00 - 1 i ' Paainy 0.85 n01116,11 1.00 1.00 - .140 - CRITICAL LOAD COMBINATIONS: Shear : LC # only, V= 0, V design - 25 lbs Pending,..): 1e 01 _ only, 1.1 132lbs ft Bending!-i: LC 71 -p only, M- 202 lbs-ft. l Ceflect:on: LC #1 - D only (total) D-dead L-live 5=snow Y=w.nd Y=impact Lr=roof live Le=coeeentzated E-earthquake All LC's are looted in the Analysis output 11 Load combinations: 0025 7-10 / IBC 2312 CALCULATIONS: Deflection: 02 - 66.8e06 1b-in2 "Live"deflection= Deflection from ail non-dead loads I Live, wind, scow,...:I Total Deflection a 1,50U/esd Lod Deflection) =Live Load Deflection. i.atera.oLsbilitY (+3: Lu= 42'-0.50 " Le= 77'-4.25" Sb = 35.12 Lateral stability 0.-7: Li- 42'-4-.50" Le = 7`-4,25" 00. 35.12 IDesign Notes: 1.WoodWarks analysis 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. a,Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.,1-2007 4,:Grades with equal bending capacity In the lop and bottom edges of the beam cross-section are recommended for continuous beams, 5.GLULAM:bud=actual breadth x actual depth, 1111.. . 1111.. 1111... 8..Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3-3- 7.GLULAM.beating length based 1M!sintsitatid FOggettaired,Fcp(comp'n), 1 I 1 I COMPANY PROJECT Page 93 of 126 : I 0 •Ill . WO Feb,a.2017 11:13 Side Side Event-Beam Conceptamb irafrwma Foe W01110 DERGAi Design Check Calculation Sheet WoodWorks Slzer 10,42 Loads: Load Type DistribationrBat- Location t'0t1 Magnitude- -11)02 I tern Start End Start End 1.0.0102- ' -Seed .0421 AWL .,440 4,0- "eat Maximum Reactions(ibs),Bearing Capacities(lbs)and Bearing Lengths(in): II , . . . . 1I 1 i . . gn 304' ,...5. 'Unfactoreei.i - Dead 10 17 11 10 Total 10, ' 17 17 10. Bearing: - Capacity . Beam 091 1209 1209: , 1.91 support 781 . 701 791 781 Anal/Des Beam 0.01 ' 4.01 1)01 0,01. Support : 0.01 0,02 0.02 0.01, Load toed 41' 11 - #1 01 Length 050'. , 0.80- 0.10. 0.00. Min req'd 4.20. 0.50' : 0-50 0-20* Ch 1-001.75 ! 1.71. 1,00 Cr, min 1.00 1.75. . I-70 1,00 • Ch support' 1-19. 1.18 - 1.10 1.10 F.. COP : 022 .6.2.1 4.2,5„ ---- 1,27,444414441400400060004444109tir hated sd upeoattee:Wts ifereettatatoW' used .... ... , ..,. Glulam-Unbal.,West Species,24F-1.$E WS,2.-1/8"x6" 4 laminations,2-1/9'maximum width. Supports:All-Timber-soft Beam,D.Flr-L No.2 r'cte'reth : Total length:55'.20',volume= 4.9 cult.; Lateral support:toyw at supports,bottom=at supports: Analysis vs.Allowable Stress and Deflection iiiono Nos nu, 2680A0730 .4klaily02.0.*Sala* 1.14,04.414 Veld* -Unit. Artealyei.e?Daief.ge. Shear f.v= 2 T.Kr' . 2110 pn fit/By - -e.11 - 1... Bendinglf7 th = l8 rb' 0 1292 pal- fhieb' . 0.0e 04nd7:>9 1-7 fb- 51 it' a 1.090 psi tb/174' - 0.05 Dead DefIrt 1.07 = <11799 Live loll 1) 00711:Ji1117, ' Teta:i DefIlLe i_ 5.10. e1.01,.99 1-22 - 1.)2.10 -'in 0-08 Additional Data: FAcTORs,.. FiE(paiCD CM It rL CV Cfu Cr Cfrt 00100 Cn.f..... 17.$ fe. 215 0.90 1.00 1.00 - . - 'e 1.917 1,00 1.00 4 Bh... 2400 1,90 1.00 1-00 1.590 1.0115 1.721 1.0e 1.90 1.00 -- 4 F.5'.. 1451 0.90 1.00 1.00 0.94) 1.1117) 1.00 I..00 1.00 1.00 - 1 Fop' 610 - 1,10 1.30 .. 7. - . 1.01 F.' 1.8 milAjon 1.00 1)09 7- . - .--- 1.00 - . 1 Eminy' 0.85 million 1.00 1.00 ..- . . . 1.00 - - i CRITICAL LOAD COMBINATIONS Shear : LC 41 .D only, v-...- 15, V design. lA its Bendinglell LC #1 =D only, M= 5i lbs-fi Bendingi-1: LC #1 = 0 only, M= 61 lea-ft Deflection: LC 41 -D oniy (total) ))=dead 1-love S=snow W=wind 1=impace Lr=roof live Lc=concentrated C.:earthquake All 1C7s are listed in the Analysis output Load combinations: ASCE 7-10 i IBC 2012 CALCULATIONS: Deflection: SI = 68.9e06 1.10-in2 "Live- deflection.Deflection from all non-dead loads (live, wind, 5000.4 Total Deflection= 1.5010ead Load Deflection) i Live Load Deflection. Lateral stability ftl: Le. .25'.0.59. Le=44,-0.94' 27411 Lateral stability (-i: to =25,-1.50'. Le. 46.-0,94. RE. 21S10 I 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 am 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.Grades with equal sending capacity In the top and bottom edges of the beam cross-section am recommended for continuous beams 5.GLULANI:bed=actual breadth x actual depth. 0.Gilliam Beams shall be laterally supported according to the provisions of NOS Clause 3„3.3, 7.GLULAM:bearing length based on smaller of Fop(tension),Fcp(comp'n), I I I I I Page 94 of 126 I IClient: Arbor IProject: River Terrace-12 Plex UH I i1I 4 Project#: 16-TI00 Date: Feb-17 B FROELICH nat3.N�ER.0 YSP Lateral Design - Wood Walls Shear Walls SEISMIC: Site Classification: D IOccupancy Category: II Occupancy importance Factor I 1= 1.0 System Over-strength Factor: I Light Frame Walls with Shear Panels I W=_ I 3.0 Response Modifiairtion Coefficient: Light Frame Walls with Shear Panels I = 6.5 I I MCE Short Period Pectal Response accel.: Ss= 1.088 MCE 1-second period spectral response accel.: S, = 0.590 5%damped short period spectral response accel.: Sos= 0.726 5%damped 1-second period spectral response accel.: Sol = 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= 0 Cs.112=Sos1(R/I)Controls Eq 12.8-3(max)-in addition to sections 12.8.2, 12.8.2.1, Table 12.8-1 ITa=C,h„" Cs= 0.211 Ta= 0.365 Ct= 0:02 Cu= 1.4 from table 12.8-1 h„= 48 T= 0.511 )er12.8.2 x= 0.75 Eq 12.8-5(min)Cs=S0,i(T(RIl)) I I Cs=0.01 Cs= 0.010 Eq 12.8-5(min) Cs=0.044Sos1 Cs= 0.032 ICs= 0.112 Allowable Stress Design: 0.7E Cs= 0.078 I Page 95 of 126 11 Seismic Dead Loads I Note: Dead Load includes lopsf for interior walls/partitions diaph area Dead Load Int.Wall Trib Walt Int.Wall Wall Wt Fxt.Wa DECK SQotat MC Level (ft2) ( sf L(ft) hei•ht ft Wt cpsfl (psf) L(ft) X10 PSF 14Ibs) Roof 4150' 18 300 5 10 10 300 2160 106860 43i Floor 4150 27 300 10 10 10 300 2160 174210 3rd Floor 4150 27 l., 300 10 10 10 300 2160 174210 2f=Floor 3000 27 200 10 10 10 200 1080 122080 Total= 577360 Seismic Base Shear(Working stress Design) I V=Cs(DL) . _.. V= 45141 lbs �. Vertical Distribuition Level 1J Weight Height Wt*Ht "`J/rotai ! V Vi=(Wt(Ht)/Total)*V Roof 106860 40 4274400 0,301 45141 13583 =Vyr 441 Floor 174210 30 5226300 0.368 45141 16607 =Vsth 3t°Floor 174210 20 3484200 0.245 45141 11072 V3rd 2'""Floor 122080 10 1220800 0.086 45141 3879 =Vznd Total= 142057 1.000 V,r= 13583 lbs Vat= 16607 lbs (Allowable Stress Design Loads) V3rd= 11072 lbs Vznd= 3879 lbs 45141 Diaphragm Loads Level wpX(itis) V1(lbs) I V,(lbs) ( Zw;(lbs) 1 Fp,=((EV;)I(Ewi))*wpx Roof 106860 13583 13583 106860 13583 =Fri 44'Floor 174210 16607 30190 281070 18712 =F4th '3t0 Floor 174210 11072 41261 455280 15788 =F3rd `L"'Floor 122080 3879 45141 577360 9545 =Fznd Min Diaphragm Loads Sos= 0.726 F,,,,,,,=0.2*Sos*wpX*1*0.7 LevelFpmin ll1 Roof 10861 Ir- =V 13583 lbs 4m Floor 17707 V4th= 18712 lbs 3`1 Floor 17707 V3d= 17707 lbs i V'Floor 12408 Vz d= 12408 lbs (Allowable Stress Design Loads) I I I 1 I IIPage 96 of 126 Client: Arbor . 4 Project: River Terrace- 12 Plex UH I -, Project#: 16-TI00 Date: 218/17 By: YSP I FROELICH ENGINEERS i ISEISMIC LOAD Story Distribution: Areas: Roof: 13583 lbs Roof: 4146 sq ft I 4th: 16607 lbs 4th: 4146 sq ft 3rd: 11072 lbs 3rd: 4146 sq ft 2nd: 3879 lbs 2nd: 3000 sq ft I WIND LOAD Story Distribution: Level IWindward ILeeward I Total Front-Back Event I Roof: 109, 36 145 4th: 114 38 152 Redundancy Factor, p 3rd:' 107' 36 142 I 2nd: 100 33 133 Side-Side Event Event Per ASCE7-10, p= 1.0 because of large amount of shearwalls and Roof: 110' 37 146 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/Back Event SEISMIC WIND i' Trib Area Load Trib Width 'Windward T Leeward Combined? LEVELLoad Design Load Load Typ GRID _ (sqft) (lbs) (ft) (lbs) (lbs) (Y/N) (lbs) (lbs) I Roof AA 830 2719 16 1740 580 Y 2320 2719 S AC 2590 8485 50 5438 1813 Y 7250 8485 S AE 726 ' 2378 ' 14 1523 508 Y 2030 2378 S I a 4th - AA 830 ` 3325 16 1824 608 Y 2432 3325 S AC 2590 10375 "' 50 * 5700 1900 — Y ''7600' 10375 S AE 726 2908 14 1596 532 Y 2128 2908 S 3rd AA 830 2216 16 1704 568 Y 2272 2272 S AC 2590 r 6916 50 5325 1775 Y 7100 7100 S AE 726 1939 14 1491 497 Y 1988 1988 S 2nd AA 600 776 1 16 1596 532 Y 2128 776 S I AC 1875 2425 50 4988 1663 V 6650 2425 S AE 525 679 i 14 1397 466 Y 1862 679 S Side/Side Event SEISMIC 7 WIND ITrib Area Load Trib Width'Windward Leeward 'Combined? Load Design Load Load Typ LEVEL I GRID % (ibs) %(55') (lbs) fibs)' (Y/N) (lbs)' (lbs) Roof ' 11 16 2173 15 903 301 Y 1205 2173 S . 12 34 4618 35 2108 703 Y 2811 4618 S 13 34 4618 35 2108 703 Y 2811 4618 S 14 16 2173 15 903 301 Y ' 1205 2173 S Page 97 of 126 I 4th 111231 16 2657 15__ 792 _ 264 Y 1056 2657 S 34' 5646 35 1848 616 Y 21464 5646 S 34 5646 35 1848 616 Y 2464 5646 S 14 16 2657 , 15 792 264 Y 1056 2657 S 3rd 11 16 1771 15 724 241 Y, 965 1771 S 12 34_ 3764 35 1689 563 Y 2252 3764 S 13 34 3764 35 1689 563 Y 2252 3764 S 14 16 1771 15 724 241 Y 965 1771 " S 2nd 1 . 11 16 621 1-5 668 223 N 668 668 W 12 34 1319 35 1559 520 N 1559 1559 W ' 13 34 1319 35 1559 520 N 1559 1559 W 14 16 621 15 668 223 N 668 668 W I I I I I I I I I I I I 1 I INN I I 1 IN en 1 NM e V Mb ND — IIIIIII IIIIII N 111111 S 11111 Client: Arbor Project River Terrace-12 Plex UH L Length of individual wall . t0i,i „ AI Client: Arbor Project: River Terrace-12 PI -- ex • , I. ,,tiii,of 4444c:14.v-1(4.1,.44111 1--0)1-1,4-l'..r-I'1) Pt Project#: 16-T100 -Total kllF-04 of'‘',4H 41<lll.g.gridlill! ...,.. ttt mitt t ta,t,.t,:,n,:14.-141.4„.1:-;4 lstrttl In kvalt vt Date: 8-Feb -•4 , ”''' By: YSP 4'f..;liVs,.;11,iti,,1'4,1:,%.,‘1111c;',tzc...'ttln'i if,o:[FrAhol 1,4-Id-h2-V)-1'44 444-10-IL2.-2)-V3f./t3-h2-1)-lz:1 J/214 1. L, 3-fititatt btwriri fl -11t3 FROELICH 0....:"1414,1°f."rdt tit-141'1 ,.., A A OA iDAMIAAI ii:lretf St ikt xr ite(4.4.41t4 r.,,i ENtaiiNEER S ,.. i '4.Mil 4ontal fotLe.at gr1414.144,-€44441 4-lia 1.1:44 4--101 O.)-I 4044 24-4444,2-4. Lt Shear Walls & Holdowns .1-i4.6,,,. f,,,,,..,foilalll<"o'll "2-Hontontal tor,'at gmit4m.-'Will L'''lit 1 L. Pt,a,14,ar 141 s,all V.4/4 lli' 444 0 t44,1?,,'“)x.P“,,)1Di..)-10 trtb ,11 anDL )-t I'.,:,,b x FioorDL 4 j--- 4th Floor to 3rd Floor ,4:0..odor:arbor 11111,f0 tIlt,,i.1 CR1 uppct ksall I, . '. . — 2 * iitat 4 ibo.••,lo,arr wall Sosom ...IP. ..1,1),6-A-154) Rtlb ,R,,ifT,I..1-(Wtrib ',a:34U.)--(Ftrib,••FloorDL)-- 11' Roof DL: 18 psf tu- C.h /liming morn orrt,11c.i:ut1.4t.r 4,01 i4. 1 Floor DL: 27 psf 101..ta,k,...drA dot,tot d•,444....4 . . . . Wall DL: 10 psf ••nib*v‘•tub,4 tort.,Root,wail,aord fl-ol 4144 lit 11- th ribitUri aroci,itscr3 for oak:ILI:bag&ad load ' L, L Stud Spacing: 16 inches oc if- ,i,,rio: mosbritt 411.to dead load 14.,Ion ambits nor iiiwkori :ifs S,'2, wow/:C',- - 4.(12 44 ib,Rot.v.D2l.4-i Wm!,,11-411L/L)-4 Fit 15,FloorDL)1 In--r,-,-).,,i...i f walls.tooked C., 1,1 •Stikoi ptbi ,.tbibpotbsicier at Mat,C.well,stacirod Sotirnic :es o--—II-0,14 So1iiRbrb x Rc,c,,1DL-)-1rrnit, .,tralIDL)--(Toth-FlOorDL La 12 " rib —bb.., VVall L Lt La ha h4 V d V4 v Ms Mu Rt F Witrib Mr Cs Tu Ts Comments Holdowns ,Shearwall Controlling Grid (ft) (ft) , (ft) fft) (ti) (Ibs) (Ibs) (pit) - (1b11) (Ib*ft) _ OP (I1)_ (e) , (Ibit) - (lbs) (11)s) I (lbs) , Nailing _Event Front/Back Event AA 17' 17 17 9 9 2719- 3325 356 81585 54394 8 18 12 46664 5275 455 2054- MST37 3/12 S AC 23 69 23 9 9 8485 10375 273 84862 56579 8 18 6 64063 4047 -325 904 MST37 4/12 S AE 13 29 13 9 9 2378 2908 182 31990 21328 8 18 12 27288 2937 -458 362 — 6/12 S Side/Side Event 11 3 18.5 3 9 9 2173 2657 392 10574 7050 12 18 4 1130 3895 1973 2802 MST37 3/12 S 3.5 18.5 3.5 9 9 2173 2657 336 12336 8225 . 12 18 4 1538 3895 1910 2701 MST37 4/12 S 4 18.5 4 9 9 2173 2657 294 14098 9400 12 18 4 2009 ., 3895 1848, 2600 MST37 4/12 S 12 36 36 36 9 9 4618 5646 285 138562 92381 12 18 4 162760 4219 -1955 -3545 — 4/12 S p - 13 15 58 15 9 9 4618 5646 177 35835 23892 12 18 4 28257 2759 -291 -718 — 6/12 $ -. 14 3 18.5 3 9 9 2173 2657 392 10574 7050 12 18 4 1130 3895 1973 2802, MST37 3/12 S 3.5 18.5 3.5 9 9 2173 2657 336 12336 8225 12 18 4 1538 3895 1910 2701 MST37 4/12 S 4 18.5 4 9 9 2173 2657 294 14098 9400 12 18 4 2009 3895 1848 2600 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 -ti iv co tb Co CD 0 -4. ai OW ill. - - or ems 111111 11111 11111 111111 11111 III. III, VIII *Ill all ell SIB IIMIA MS O M 1 IMP I S M 111111P N O all IIIIN 1111111 1 IIIII 11111 Client: Arbor Project: River Terrace-12 PlextJ Project#: 16-1100 k. , s " Date:� 8-Feb t vSP FROELICH ENGINEERS; Shear Walls & Holdowns 3rd Floor To 2nd Floor Roof DL: 18 psf Floor DL: 27 psf Wall DL: 10 psf Stud Spacing: 16 inches oc Wall 1 L 1 Lt 1 La I hrt 1 h.4 h3 Vn V4 V3 v Ms I Mu RinbIWtl Fes, MrCs Tu Ts Comments .Holdowns Shearwali Controlling ,PGrid (ft) (ft) (ft) (ft) (ft) ._ (ft) pbs) (lbs) 1 (lbs) ` (p'1) I (lett) (Ib'ft) (ft) (ft) (ft)[. (VIP I (lbs) I.psi (Ibis) 1i ront/Back Event ) ( Nailing vent M 17 17 17 9 9 9 271.9_ 3325" 2272 489 162471 74842 8` 29 24 77918 10352 -184 4914 Shth(2)Side HODS 4/12: S AC 23 69 23 9 9 9 8485 10375 7100 376 169027 77879 8 27�24w139989 8129 -2700. 1263 MST37 _ 3/12 S AE 13 29 13 9 9 9 2378 2908 1988 251 63709 29349 8 :27—24 44722 5681 -1183 1460 1. HTTSlMST37 ' 6/12 S Side/Side Event 11 2 14.8 2 9 9 _ 6 2173 2657'' 1771 671 14867 5371 12 24' 8 670 7927 2351 5152 Seth(2)Sides' HDC/8„ 4/12 S 3.5 14.8 3,5 9 9 9 2173 2657' 1771 575 30717 14099 12 27 8 2143 9292 3416 6117 Shth(2)Sides HDQ8 4/12 S 5 14.8 5 9 9 9 2173 2657 1771 448 43882 20141 12 27 8 4373 9292 3154 5753 12 36 36 36 9 9 "9 ' 4618 5646' 3764 390 275086'126260 12 27 8 226702 8157 HDQ8 3/12 S 13 15 58 15 9 9 9 4618 5646; 3764 242 71143 32653 12 27 8 39358 5258 x147 21193MS737 " 4/12 S12 ,' - r ` r 14 3 18"5 3 9 W 9 9 2173 2657 1771 , 535 20992 9835 12 27+ 8 1574 7513 2687 6473 'Shth(2)Sides (2)MST48 4/12 S 3.5 18,5 3.5 9 9 9 2173 2657 1771 459 24491 11241 12 27 8 2143 7513 2599 6385 Shth(2)Sides (2)54ST48 7 4/12 S 4 18.5 4 9 9 9 2173 2657 17711 401 27990 12847 12 27 ,8 2799 7513 2512 6298 (2)MST48 ' 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)4/1 2)3/12 335 490 630 980 1260 psf -v n) Ca co 0 0 0 N 9 Client: Arbor Project: River Terrace-12 Plex UH .:.1.,,,,3 lb eii.ci,,i,hu,1,0 Project#: 16-T100 4=Total le;vt41 of wall ateng f xidlir, , A--,--Lesqlsh of reanmInt akrz,Ire war, ii Date: 8-Feb mr„.0 0,..,,•,311,000, Bir ysp uf.w,x14,-iirht PAIN ° ' ,, Sia' I,/rIthlf-144-113-h2.,21-S.4.(h!.0...i.2....2)-i 303-r,2-li.V20:2)1,— FROELICH crvottvegnst 'e.florizoksi ir,r,--,v gracil.n,tvam , ft V), ...%)-1 Virp.1 '4.Hon,m1A1 to:c...x.r landlov.limo.:-I?, t t Shear Walls & Holdowns --;,liorrzomat ikuce Al ol.113,fly...,.'ft; '2...Tel,nzorsta.1 for:,..t3t1.3.1cre.ti cm;2'it >i' blut.attral in‘1a4.1 ii W,1 lb .a 0 4k Runt,,R.x,frn.4- cc(WI,lb• mini,\ .1.•If ii'a.1-1Vig • 2nd Floor To Foundation -h„,..la en-wrong etkonitra a,he,s,ppc,a,At i, ' ' ' .Avkaand Ata3sol,,,,,,,att ;...;,:, If, . 0 t,—,145,01,bo,,,,,,NowliL -Op lb,ir,,,ll at )-f ft,if.nweat, Roof DL: 18 psf Vel."Ovalsunrog',mat,.,,h,“arrri nail to ,.. Floor DL: 27 psf ..t.t.e.i..doet ttot futt Wall DL: 10 psf bat.r.VM*4,11,401 kr kitritkat 4.42.4 kart tr: ' L. Stud Spacing: 16 inches cc Ii"ib.th:6:Sk'T:robr:r.lit:dat::34-7:1 "; r'" f'''-If' Ts 3''''-4!' If 1111 c,'''',...3 kR,..0 a yonilv.j.,.ortrth a r;',..)-b.l.1-tFrrth a I,:ea.DE 11 ,%.Tmsion if walls an 71; 7.: ' '-stadv$46.0$ . It:, 4 SfP.$' C 2. .0 glop rscti44 mind-s,if,,r1.1,4 It.n,..kt.i : ' .r..,.........-,.. II,,4 1.4..4.)1(farit,a Roo/Df,-(it p.1.;,, ira.,32.e,f.'(„Fmr3,F,,,o,.;,,g.1 ^ ' I 12 Mall - 1. Lt La h0 h4 h3 h2 Vo ' V4 ' V3 V2 ' v - Ms - Mu —Rtnt;WIrgb Ftnb Mr Cs Tu Ts Comments Holdowns Sheanandrtontroiling ' Grid Oa (ft) (ft) (It) (ft) (ft) (It) (fits) (lbs) (fits) (Ibs) ilsin (1511) (1b.ft) 00 09 (1.1) Olt) _ (IW) (Ibs) _ Oths) , Nailing Event i Front/Back Event , , ....., ...— AA - 14 14 -133 9 9 if. 9 0 0 ' 0 176 - 56 6983 (5963 6 36 36 72081 1601 .4823 -4823 — 6/12 S . - . . ... , ......... . , , ... "e. ner AC 23 69 22.5 9 9 9 9 8485 10375 7100 2425 411 282833 85152 8 36 36 194561 12765 -4863 3034 HTT5 3/12 S , - 13 , 29 12,5 9 9 9 , 9 , 2378 , 2906, 1986 679 274 99058, 32066 9 36_ 37_ 64051,, 9042 _-2557,„ 2800 ,, HTT5 4/12 S Side/Side Event " 32 7,3- 44 7 9 9 9 9 4818 6646 3784' 1559 354 73195 23914 12 36- 12' 12015 11117 ' 1614 6654 HDQ8 3/12 S 33 5 50 4.5 9 9 9 9 4618 5646 3764 1559 312 42941 14029 12 36 12' 5607.,.10203 1872 8296 HDQ8 4/12 S 31 3 18,5 2,5 , 9 9 9 ' 9 2173 2657 1771 , 668 589 32673 10610 12, 36 12 2018 13730 3437 8589 Shth(2)Sides HDQ8 4/12 S 3,5 18.5 3 9 9 9 9 2173 2657 1771 668 505 30119 12379 12 36 12 2747 13367 3211 9327 Shth(2)Sides HDQ8 4/12 S 4 18,5 3.5 9 9 9 9 2173 2657 1771 668 442 43564 14147 12 36 12 3588 13108 3017 8770 , HDQ6 3/12 S -t) co CD 0 o n) o) NIB INNS MID MI RIB Ilia 1112 NMI SIMI Ill SIMI MINI SNIP 111111 lila Nil Ilia MIMI Mill i Page 102 of 126 I I Client: Project: Proj.#: 1 4 Date: By. FROELICH ENGINEERSI I ACI 318-05 Appendix D - Tension Failures (Page 1 of 3) Anchor description: 5/8"ASTM A36 Threaded Rod for Simpson HTT16/HTT22/HTT4/HTT5 I 1 Number of Anchors s.1 = 0 in. (see Fig 0.625 Inch Diameter s2= 0 RD.5.2.1) I 8 2500 Inch Embed psi Concrete Footing Neesign= 5.250 (kips)Allowable Design Tension I0.3 -General Requirements (ACI 318-02 Section D.3.3.3) Are seismic loads induced into the anchor? Y SF = 0.75 D.4-General Requirements for Anchor Strength (ACI 318-02 Section D.4.4) Strength reduction factor 4) for anchors using load combinations from ACI 318-05 section 9 2 Will anchor be governed by brittle steel failure? N Anchor cV= 0.75 I Brittle failure: Ductile failure: 0.65 0.75 (brittle defined by tensile test elongation less than 14%) Is rebar present around anchor to resist blowout? N Reinforcing Q3= 0.70 If rebar is present around anchor: 0.75 IOtherwise, 0.70 Summa I r _ Q1Ne Wind WNn Seismic? A Summary From Below NNn Sw= 1.0 SF= 0.75 "ib'Ns= 9.83 9.83 7.37 kips <DNcb = 19.01 19.01 14.26 kips ctiNan= 121.71 121.71 91.28 kips I4 Nsb= 198:14 198.14 148.60 kips 10N$bs_ 198.14 198.14 148.60 'kips Minimum cPNr,= I 9.83 9.83 7.37 kips I Converting To Allowable Stress Design Wind Seismic I Conversion Factor 1.4 1.4 mN/uiowame= 7.02 5.27 kips I Ndesign 4ONAiio.,abis 5.250 c 5.27 Therefore, Anchor Design OK I I Page 103 of 126 i Client: Project: 414 Proj.#: Rate: $y: FROELICRH ENGSIV tiERSS AC1 318-05 Appendix D - Tension Failures Cont. (Page 2 of 3) Tension Design Calculations 11.5.1 -Steel Strenoth for Anchor in Tension (Anchor Diameter) = 0.625 inches n = 1 #of anchors nt= 11 Number of Threads per inch Asa= 0.23 in.2-(effective cross-sectional area of anchor) f„t= 58.00 ksi-(tensile strength of anchor material(not the yield strength) not exceed 1.9fy or 125 ksi) NSa= 13.11 ksi-(Eqn. D-3) Anchor = 0.75 Nsa = fAsefutu 4}Ns, = 8.83 kips 13 .2-Concrete Breakout Strength of Anchor in Tension si = 0 inches (see Fig. RD.52.1) 1 S2= 0 inches (see Fig. RD.5.2.1) A„c(for single anchor) = 576 in.2(see Figure RD.5.2.1) A„(for group anchor) = 782 in.` (see Figure RD.5.2.1) AN„(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) (Vac,N = 1 Eqn. D-9 (Anchors not Eccentrically Loaded, 411 = 1.0) pec N = 1.000 Eqn. D-10 &0-11 4,c.N= 1 (1.25 for cast anchors. 1.4 for post-installed) Section D.5.2.6 kb= 24 (24 for cast anchors, 17 for post-installed) Section D.5.2.2 1?c= 2500 psi 1.5`her= 12 her= 8 inches 0.7+0.3(cmi„11.5he1) = 1.000 — emir.'” 12 in-distance to closest edge of concrete ,-1 cEr i Nb= 27.15 kips -(Eqn. D-7) Nbb= 27.15 kips -(Eqn. D-4) _ A 'c Nag= 0.00 kips-(Eqn. D-5) cbg -- c f� r ed,,vT cp,,%` b Reinforcing tD = 0.70 `:co 01.1bb9= 19.01 kips I I iPage 104 of 126 I Client: I Project: Proj.#: .*441 I ak 1‘1 FROELICH Date: By: eNotakerts: I ACI 318-05 Appendix 0 - Tension Failures Cont. (Page 3 of 3) I05.3-Single Anchor Pullout-headed or embedded nut I Use Plate Washer? Plate Washer Width = V' 3 inches Nut diameter= 0.985 inches I Nut or Plate Washer Bearing Area= 9.000 in2 Abrg= 8.693 in -bearing area of embedded anchors head or nut klic P = i For an anchor located in an area of concrete where not cracking at I service loads is anticipated, otherwise use 1.0 value (ACI 318-05 Section 0.5.3.6) I n= =4,. 8f' Np= 1 #of anchors N c 173 87 (kips) Eqn. D-15 ;7 g Npn= 173 87 (kips) Eqn. 0-14 I Reinforcing 4)= 4)Npn= 0,70 121.71 kips I D5 4-Anchor side-faced blowout-Headed Anchor (Required only if anchor is near an edge where cal <0.4h I Anchor is not close to Edge of Concrete. Analysis below NOT Required, Ca 2= 5 distance to perp edge of concrete from anchor cal = 12 in -distance to closest edge of concrete iNsb = Factored Nsb= 283.05 (kips) Eqn. D-15 100,25 Reinforcing 0:1)= 0.70 I ONsb= 198.14 kipsi N sb = 160 Cal V44 brg V f C s= 0 in -spacing of outer anchors in group I N zbg = Reinforcing 4:1)= 283 05 (kips) Eqn. D-16 0.70ri S '.1 A,r = 1 + I AT " sbg ti)Nsag= 198.14 kips 6c ,)1' sb al I I Page 105 of 126 I 1 s Client: [ I; Page 106 of 126 g I Ia' ���� Clieake I [�f� i �, Project: II FROEII'N Proj.#: (OI1SUl�N1J Date: sy: ENGINEERS,IHC ACI 318-05 Appendix D - Tension Failures Cont. (Page 2 of 3) Tension Design Calculations DIA -Steer Strength for Anchor tri Tension do (Anchor Diameter) = 0.875 inches I n = 1 #of anchors nt= 9 Number of Threads per inch Ase= 0.46 in.2-(effective cross-sectional area of anchor) f. = 58.00 ksi-(tensile strength of anchor material (not the yield strength) not exceed 1.9fy or 125 ksi) Nsa= 26.78 ksi-(Eqn_ D-3) Anchor 47 = 0.75 T — t Nsa= 20.09 kips ru se uta 0,92-Concrete Breakout Strength of Anchor In Tension s, _ 0 inches (see Fi . RD.5.2.1 9 } S2= 0 inches (see Fig. RD.5.2.1) Anc(for single anchor) = 784 in.2(see Figure RD.5.2.1) Anc(for group anchor)= NA in.2(see Figure RD.5.2.1) AN,, (for single anchor)= 576 in.2 (see Figure RD.5.2.1) ANS (for group anchor)= 575 in.2(see Figure RD.5.2.1) Wec,N = 1 Eqn. D-9 (Anchors not Eccentrically Loaded, 4 = 1.0) Wed,N= 1.000 Eqn. D-10 &D-11 41c,N= 1 (1.25 for cast anchors, 1.4 for post-installed) Section 0.5.2.6 kc= 24 (24 for cast anchors, 17 for post-installed) Section D.5.2.2 f'c= 2500 psi 1.5*hef= 12 he= 8 inches 0.7+0.3(CmE�I1.5he5) = 1.050 I c,n;r,= 14 in -distance to closest edge of concrete ,. __ k / j, 1 5 INb= 27,15 kips-(Eqn. 0-7) .i '�f No= 36.96 kips-(Eqn. 0-4) lr < Nis = 0.00 kips- (Eqn. 0-5) cbg ec,'v Y'ect,�'v' cp,_V b Reinforcing 4?= 0.70 `C 4tNc ,= 25,87 kips - I I Page 107 of 126 i I ■ Client: FROWN[7'7•E Project: (RO K 1 Proj_U: �C #� UITIM Date: I ENGI1[ERS,INC I ACI 318-05 Appendix D - Tension Failures Cont. (Page 3 of 3) 1 D5.3 -Single Anchor Pullout-headed or embedded nut Use Plate Washer? Y Plate Washer Width = 3 inches Nut diameter= 1.438 inches I Nut or Plate Washer Bearing Area = 9.000 int Abrg= 8.399 in2-bearing area of embedded anchors head or nut 1 For an anchor located in an area of concrete where not cracking atIII service loads is anticipated, otherwise use 1.0 value(ACI 315-05 Section D.5.3.6) 1 #of anchors I Hp = 167.98 (kips) Eqn. D-15 r p 4rg8fC Nps, = 167.98 (kips) Eqn. D-14 j\fpn =_-N-t�..�, Reinforcing G? = 0.70 - 0Np,,= 117.59 kips D5.4-Anchor side-faced blowout-Headed Anchor (Required only if anchor is near an edge where ca. <0.4h.f, Anchor is not close to Edge of Concrete. Analysis below NOT Required. I 0a2 = 14 distance to perp edge of concrete from anchor cal = 14 in -distance to closest edge of concrete Nsb= 324.59 (kips) Eqn. 0-15 Factored Nab= 162.29 Reinforcing 0 = 0.70 7�; _ ..Ni� ' I 0Nsb = 227.21 kips c"Y = 160 Cal ,J A brbf e S= 0 in -spacing of outer anchors in group Nsby= 324.59 (kips) Eqn. D-16 Reinforcing 0 = 0.70N = I + s ) fi sb ONsy.= 227.21 kips Cal 1 I IPage 108 of 126 I I s' r' ((�� Client: 1,"hlti Project: EROEUC}I Proj.#: Date: By: ENGINEERS1INC ACI 318-05 Appendix D - Tension Failures (Page 1 of 3) I Anchor description: 1"ASTM A36 Threaded Rod for Simpson HhDQ11 /HH3014/HD14A/HDU11 1HDU14 1 Number of Anchors Si = 0 in. (see Fig 1.000 inch Diameter sz= 0 RD.5.2.1) 12 inch Embed 2500 psi Concrete Footing NDesign 13.710 (kips)Allowable Design Tension 1 0.3-General Requirements (ACI 318-02 Section 0.3.3.3) Are seismic loads induced into the anchor? y 5F= 0.75 ID.4 -General Requirements for Anchor Strength (ACI 318-02 Section 0.4.4) Strength reduction factor(1)for anchors using load combinations from AGI 318-05 section 9 2 Will anchor be governed by brittle steel failure? N Anchor D = 0.75 I Brittle failure: 0.65 (brittle defined by tensile test elongation less than 14%o) Ductile failure: 075 Is rebar present around anchor to resist blowout? N Reinforcing = 0.70 I If rebar is present around anchor: 0.75 Otherwise, 0.70 Summary I (1Nn wind Q)Nn Seismic I Summary From Below 'DNI Sw=1.0 Sr=0.75 4'N$= 26.35 26.35 19.76 kips tbNcb= 29.64 29.64 22.23 kips ItDNpn= - 115.01 115.01 86.26 kips cPNsb = 288.91 288.91 216.68 kips ONsb9= 288.91 288.91 216.68 kips IMinimum ON,= 26.35 1 26.35 19.76 kips Converting To Allowable Stress Design I Wind Seismic Conversion Factor 1.4 1.4 tANAIIowabbe= 18.82 14.12 kips INdsign < t .sow 13.710 c 14.12 I Therefore, Anchor Design OK I 1 Page 109 of 126 1 I . 1 n!�� Client: 1,1-if, Project: FROEII I Proj.k: L Ut i U Byte: II ENGINEERS,INC ACI 318-05 Appendix D - Tension Failures Cont. (Page 2 of 3) 1 Tension Design Calculations I D.5.1 -Steel Strength for Anchor in Tension, dQ(Anchor Diameter)= 1.000 inches n= 1 #of anchors I nt= 8 Number of Threads per inch A5e= 0.61 in.2-(effective cross-sectional area of anchor) fats= 58.00 ksi- (tensile strength of anchor material (not the yield strength)not I exceed 1.9f, or 125 ksi) Nsa = 35.13 ksi-(Eqn. 0-3) �. Anchor cA = Q.75 Y sa = nAse J arta ON„= 26.35 kips 1111 p.5.2-Concrete Breakout Strength of Anchor in Tension s, = 0 inches(see Fig. RD.5.2.1) S2= 0 inches(see Fig. RD.5.2.1) Ani(for single anchor)= 1100 in.2(see Figure RD.5.2.1) Anc(for group anchor)= NA in.2(see Figure RD.5.2.1) ANco(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) II �_� N = 1 Eqn. 0-9 (Anchors not Eccentrically Loaded, W1= 1.0) 4)ed,N= 1.000 Eqn. D-10 &D-11 Ws N= 1 (1.25 for cast anchors, 1.4 for post-installed) Section D.5.2.6 kc= 24 (24 for cast anchors, 17 for post-installed) Section D.5.2-2 fc= 2500 psi 1.5'he= 18 II he- 12 inches 0.7+0.3(cn,,n11.5he) = 1.000 Cmm = 18 in-distance to closest edge of concrete N = k r y f,c h•`15 Nb= 49.88 kips-(Eqn. D-7) I Nob= 42.34 kips-(Eqn.,0-4) Aryc ��rtr( ��! r 0.00 kips- (Eqn. D-5) t chg ec,:v ect,;v p,1v4V h Reinforcing m= 0.70 (DN..= 29.84 kips 1 I 111 Page 110 of 126 I 1-i• f..r -, ; Client 111 : Project: FRA I (OtiiSUEING Date: By: ENGIEERS INC I 1 ACI 318-05 Appendix D - Tension Failures Cont. (Page 3 of 3) p5.3 -Single Anchor Pullout-headed or embedded nut IUse Plate Washer? Y Plate Washer Width= 3 inches I Nut diameter= Nut or Plate Washer 1.625 inches Bearing Area = 9.000 in2 Abrg = 8.22 inz-bearing area of embedded anchors head or nut 9-1.-...,p= 1 For an anchor located in an area of concrete where no cracking at service loads is anticipated,otherwise use 1M value(ACI 318-05 Section D.5.3.6) Ir1 = 1 *of anchors , 164 30 (kips) Eqn. 0-15 P ' I Npa= Reinforcing (1)= 164.30 (kips) Eqn. D-14 N =N tif PrT p r c,P 0.70 115.01 kips 1 05.4»Anchor side-faced blowout-Headed Anchor (Required only if anchor is near an edge where cv < 0.4heo IAnchor is not close to Edge of Concrete. Analysis below NOT Required. Cat= 5 distance to perp edge of concrete from anchor I Cal = No= 18 in -distance to closest edge of concrete 412.73 (kips) Eqn. D-15 Factored Nsb= 412.73 I Reinforcing (1)= thNi,b= 0.70 288.91 kips sb = 160 Cal VAbrg .jf'c I s= Nstm2= 0 in -spacing of outer anchors in group 412.73 (kips) Eqn. D-16 \ Reinforcing cl)= 0.70 N . = ÷ 51N5b IION sbg = 288.91 kips spg 1. 6ca1 ) I 1 Page 111 of 126 Title Block Une 1 Title: Job# You can changes this area Dsgnr: using the'Settings*menu kern Project Dec and then using the'Printing& Project Notes Title Block"selection. Title Blocs Line S Pr. ;13 Walla,ispia o ass m �.__ .w _ �- ,»». tie:P1201iii ietfl Tt73 W r si Cantilevered Retaining Wall c.ion2or,e -.at, o; il,10.te Lic.#:KW.c6002304 Licensee:FROEL,I H CONSULTING ENGINEERS Description 4-0"Walt Calculations per ACI318-08,ACI 530.08,IBC 2009, Criteria Soil Data- 0 BC 2010,ASCE 7-05 Retained Height = 4.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure tviethcd I Slope Behind Wall = 0.00'1 Heel Active Pressure = 35.0 psitit Height of Soil over Toe = 6,00 in Toe Active Pressure = 30.0 psfift Water height over heel = 0.0 ft Passive Pressure = 330.0 psfift Vertical component of active Soil Density,Heel = 110 00 pof Lateral soil pressure options: Soil Density Toe = 0 CO pcf NOT USED for Soil Pressure_ F-ction Coeff offer.Ftg&Soil = 0 500 NOT USED for Sliding Resistance, Soli helght.to ignore NOT USED for Overturning Resistance: for passive pressure = 0 00;n Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Over Heel _ 50 0 isf i atera Load e- 20.0 IfSurcharge Adjacent Footing Load = 0.0 lbs Used re Resist Sling&OverningP He ah:to Top 4,00 ft Footing Width t 0.00 ft Surcharge Over Toe e .0 psf ...Haile to Bottom 0 00 ft Eccentricity 0.30 in: llsetlkr S .,. .., tttr?irt w.___- Wall to Ftg Ci_Dist te 0.00 ft Axial Loadlied_to Stem Footing Type Line Load APp Base Above/Below Soil e 0.0 ft Axial Dead Load = 500.0 lbs at Back of Wall i Axial Live Load = 0,0 lbs Wind on Exposed Stem 4 0.0 psi Poisson's Ratio = 3 300 Axial Load Eccentricity = 0.3 in �..�.. ....�..._, .�,......, �n Desig Summar Stem Construction ... .,�_, n. .__ TOP Stern.. Sernox Wall Stability Ratios Design Height Above Ftg ft= 00.00 Overtumieg = 2.43 OK Wail Material Above*Ht' = Concrete Sliding = 2.25 OK Thickness in= 6.00 ertical Component NOT Used) Rebar Size = 4 4 Total Bearing Load = 1,948 lbs Reber Spacing ;n= 12.00 ...resultant ecc. = 82 in Rebar Placed at = Edge Design Data .. Soil PressureToe = 1,515 psi OK fbiFB+fatFa = 01711 I Soil Pressure %Heel;, = 0 psi OK Total Force @ Section lbs= 623.8 Allowable = 2,500 psf Mome,nt ..Actual ft-I_ 9600 , Press Less Tra^Allowatle'. ACI F Toe = 1,818 psf Moment....Allowable ft-i= 3,559.5 ACI Factored @ Heel = 0 psi Snear. Actual psi= 13.2 ;:near .;:Allowable psi= 671 Footing Shear @ Toe = u 6 psi OK Weight Psi= 75 Wall 0 Footing Shear @ Heel e 10.4 psi OK lr Depth 'a` in= 7 0 111 Allowable = 75.0 psi ReLap splice if above in= 12.00 Sliding Cates (Vertical Component`,ICT Used) Lap splice if below in= 5.40 Lateral Sliding Force = 597.0 lbsHock embed into footing in= 5.40 less 100%Passive Force = » 371.3 lbs Concrete Data - -- - ...._ ,_.. ... e less 100%Friction Force = . 976.8 lbs re psi= 2.000.0 Added Force Req'd = 0.0 lbs OK Fy psi= 60,000.0 .. for 1.5:1 Stability = 0.0 lbs OK Dead Load 1.200 Live Load 1.600 Earth,1-1 1.600 Wind,W 1.600 Seismic,E 1.000 I I Title Block Line 1 Title: Page 114126 You can changes this area Dsgnr: I using the'Settings'menu item Project Des:: and then using the'Printing& . Project Notes Title Blockselection, I Tide Block Lkte 6 _._._ antilevered Retaining Wall . , _ _____ C _ P,Ineo 13 wia am isami EtiMeat,lire,.1902011,stiattmdtvectitutm Lie.#: KW-06002304 PAEP21311*12141131A41): nseeWr ,:FRASOEL-"e're"telblatugAsvcatelICH CONSULTING ENGINEERS Description: 4'4 Wall Footing n & Dimesions Strengths . _ Footing Design Results Toe Width — 0.75 ft Toe Heel IHeel Width oting Thickness ., = = 2_0ii__ 12,00 in Factored Pressure Mu' Upward 452 0 NO Mu':Downward .. = . 1.818 Total Footing Width 2.75 69 0 pst Fo 887 Nb Mu: Design = 392 887 ft-it Key Width 0.00 in Actual 1-Way Shear = 063 1837 psi I Key Depth Key Distance from Toe 0 4= -= 0 00 n _30 ft Allowas. 1-Way Shear = 75,00 7501)psi Toe Reinforcing Hee:Reinforcing --- 4 71.@ 1500 in = 48@1600iri Fooling Concrete Ueisity = 150.00 poi Key Reinforcing = None Specd i op 2.00 Min,As°,1,, = 0 0016 Other Acceptable Sizes&Spacings Cover @ T @,Btrri,— 3,00 in Toe Not req'd,Mu<S•Fr Heel Not reo'd,Mu<S.Fr Key No key defined _ Summary of Overturning&Resisting Forces I Moments - ., _ , . . .._. _ _ OVERTURMIi1G..... ...RESISTING.... Force . Force Distance Moment Distance Moment I• Item ft Heel Active PreSatirri-- , lbs , 437 5 157 Nb729 2 Soil Over Heel , LS i'l 6600 200 ftt il 1,3200 Surcharge over Heel = 79.5 2.50 198,9 Sloped Sail Over Heei = Toe Active Pressure = Surcharge'3/or Hee; . 75 0 200 150,0 I Surcharge Over Toe . = Adjacent Footing Load Adjacent Footing Load Axial Dead Load on Stern = 500.0 ' 00 500.0 Added Lateral Load = 80 0 3.30 240 0 'Axial Live Load on Stem Load @ Stern Aoove Soil = Soil Over Toe = is 38 I Surcharge Over Toe Stern Weigra(s) = 3000 1 00 300,0 u Earth @ Stern Transiliors = Total . 597 0 O.T.M. = 1 168 0 Footing Weight = 412 5 1.38 5672 I Resisting/Overturning Ratio 2.43 Vertical Loads used for Sail Pressure= = 1 947-5 ins Rey Weignt Vert.Component = - ' Total= 1.947.5 lbs RM.= 2 837.2 'Mai ive load NOT induced;n total displayed.or used icr overturning Iresistance bit is ncluded for soil pressure carculation I . I I I I I Page 113of126 Job�: Title Block Line 1 Title itle You can changes this area Dsgnr: Project Desc.: using the'Settings'menu item and then using the'Printing& Project Notes Title Block'selection. ?,«, i3 YAR> 3 1,; Title Block Line 6 4.�.. .�.,,_.�...,.,..n,�.,.� .. rot i+ ffjat+dls 4973 rpss = , Cantilevered Retaining Watt £ - 1,. ff.kQ. 1.WrtItioas Licensee:FROEt ICH CONSULTING ENGINEERS Description': 6-O'Wall Soil Data Calculations per ACI 318-08, ACI 530-08,ISC 2009, tiriteria - - �� CBC 2010,ASCE 745 Retained Height = 6.00 ft Mow Soil Bearing = 2,500,0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.000:1 Heel Active Pressure = 35.0 cell Height of Soil over Toe - 6.00 in Toe Active Pressure = 30 0 psi:ft Water height over feel - 0,0 ft Passive Pressure = 330,0 psf,/ft Vertical component of active Soil Density, Heel = 110.00 pcf Lateral sail pressure options: Soil Density Toe = 0 00 pcf SIO T USED for Soil Pressure Friction Scef~ctxn Fig&Soil = 0 530 NOT USED for Slicing Resistance. to' nary NOT USED for Overturning Resistance. Soil height 9 for passive pressure = 0,00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load 0 psi Lateral Load - 0 0 pif Ali a ent Footing Load = 0;0 Its Sum evel mel _ - 6.00 ftFooin Width = 0.00 ft UsedTo Resist&dog Owt.mi _Height to Topg 0 uG in�, S t Over Toe y 0.0psf Height tc Bottom = 0,00 ft E ntnottf O.OG ft adir4&�utot;r Wale to Ftg CL is Used fOr Footing Type Line Lead Axial Lpad{ plied to Stem Base Above:Be-w So i i Axial Dead Load = 500 0 lbs at Sack of rva.l - 0,i ft Axial Live Load 0.0 Its Wind on EXFcsec Stem CO. psf Poisson's Ratio - 0 %- Axial Load Eccentricity = 0.G it „. _ Top Siezrs Stern Construction I Dell n Summary _ . 71�K Wall Stability Ratios Design Height Above Ftg rf,= 0.00 Overturning - 2.3' OK Wall Material Abci 'i-r x Concrete Sliding = 1,78 OK Thickness In= 8.00 (Vertical Component NOT Used) Reber Size �. g 5 Total B arng Load = 3.357 ibs Rebar Spacing ir.= 12.00 ...resultant.CCC. = 8.81 in. -=bar Placed at = Edge Design Data - ._. , _.....- „.n.,,___.. _.. Soli Pressure CP Toe = 1,76'7 pSf Op�,�K foiFB+fa/Fe _ 0.377 Soil Pressure 0 Heel = 0 psi OK Total Force @ Section ibS= 1,33d 7 Allowable = 2 500 pst Moment....Actua. ft-I= 3,013 2 5uif Pressu e Lass Tn3r:�l!ewable Moment. ,Ailowable ft-1= a93.7 ACI Factored @ Toe = 2,121 psi Sheaf•..,r= tuat psi= 19 d I RCI Factored = 0 psi Shear._...A lcxacie psi= 671 Footing Shear Toe - 5.1 psi OK Wail Weight psf= 1 Footing Shear @ Heel - 21.5 psi `OK Reber Weight 'd insi= 6.19 Allowable 75.0 psi Lap splice if abover;M: 12:00 i Sliding Calls (Vertical Component NOT Used Lap splice if below n= 0,00 Lateral'Sliding farce - 1,168.9 ibs Hope.embed into footing in= 6.00 less 103%Passive Force = - 3713 lbs Concrete Data - — _'. c� less 100%Friction Force = - 1,678.3 lbs pap= L 000.0 Added Force Reg - 0.0 lbs OK ry psi= 60,000.0 .. .for 1.5:1 Stability i:i 0.0 lbs OK Load Factors 1.200 Dead Load Live Load 1,500 Earth,H 1.600 Wind,W 1.500 Seismic,E 1.000 I I I I Page 1 126 Title Block Line 1 Title: J0117 You can changes this area Osgnr. I using the'Settings'menu item Project Oesc.; and then using the Printing& Project Notes Title Block'selection. • Title tock Line 6 - ?R^r_u t 3 Ai R Ma 1.Oni Cantilevered _ , I Wall ei';° +s -rt13 r ' - C,Imo. . 1111101 + hil a Lic.#:M11.03002364 Licensee:FROELICH CONSULTING ENGINEERS Description: 6-0'Wall 111 Footing Dimensions&Strengths Footing Design Results Toe Width = 1.00 ft Toe Hest I He&Width = 3.00 Factored Pressure 2,121 0 osf Tota!Footing Width 4 00 Mu' Upward 967 0 't..-lb Footing Thickness 1200 in Mu' Downward 123 2,564 ft-lb KeyWidth Mu: Design 844 2,864 ft-lb 0 s00 in Actual 1-Way Shear = 5,07 21.63 psi I Key Depth0 0 it Allow 1-Way Shear = 75.00 75.00 psi Key Distance,From Toe u 00 ft Toe Reinforcing = z#7 13.00 it Fc = t 500 1 F1 = 80, 0 psi i-eel Reinforcing = #6 15.00 in Footing Conc,e:e 3Darls;ty = 15000 cf Key Reinforcing = None Speen Min,As% - 0.0013 Omer Acceptabie Sizes&Spacings I Cover a@ Top 2.00 C Sim: 3.00 in Toe; Notre `d,Mu<S~Fr Heat #44 11.75 in,#5'18 25 it 4 @ 25.75. .fi u 35 75 i•+;482 46 25:n,#90 4 Key' No key defined ....OVERTURNING.....Summary of Overturning&Resisting)Flow&Moments _RESISTING.— Force Distance . Moment Force Distance Moment ' !tern bs ft-lb 'ba ft ft-b Heel Active =Pressure65:.5 2 33 2.0043 8 Soil Over Heei 134.,0 2.83 4.363 3 Surcharge over Hee = 111.4 3.50 389.8 Sicped Soil Over Heei = Toe Active Pressure = Surcharge Over Heel = 116.7 2.8- 3306 I Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load Axial Dead Load on Stem = 500.3 1 33 666.7 Added Lateral Load - 180.0 4.30 720.3 *Axial Live Load on Stem =- Load Load @ Stem Above Soil = Soil Over Ice = 0,50 I Surcharge Over ice ` Stem Weight s) 600 0 1,33 500.0 . Earth P Stem T-ans'.tions = Total - 1,148.3 O.T.M. - 3,1110 5 Footing Weight = 600 0 2.00 1,2100,0 I Resisting/Overturning Ratio = 2.37 Key Weight = Vertical Leads used for Scii Pressure= 3.356 7 !os Vert.Component Total= 3:358 7 lbs R.M.= 7 360.6 *Axi&live load NOT included in;ct=t displayed,or!used for overturning Iresistance,bat is included for soli pressure calculation. I I I I I I Page 115 of 126 I Title Block Line 1 Title: job I You can changes this area Dsgme Project Desce using the'Settings'menu item and then using the'Pnn#ing& Project Notes Title Block'selection. F 13 WR sett i:saard Title Block lin: -.-.. ,Y.----._tae P, 1 tt irlikbOt screewide - Cantilevered Retaining Wall 4}eRca£, i,t 2fttt Bultelt.t l00,ih eii.tri tic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS Description: e'-0'Wall Criteria Soil Data_ Calculations per ACI 318.09,ACI 53008,IBC 2009, CBC 2010,ASCE 7-05 Retained Height = 8.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.00 ft • Equivalent Fluid Pressure Method I Slope Behind Wail = 0.00:1 Heel Active Pressure = 35.0 psi/ft Height of Soil over Toe = 6.00 in Toe Active Pressure = 30.0 psfift Water height over heel = 0.0 ft Pass':ve Pressure = 330.0 psfift Vertical component of active Soil Density,Heei = 110=00 p I Lateral soil pressure options. Sol;Density,Toe = C.CO poi NOT USED fir Soil Pressure Friction Coeff oiwn Ftg&Soli = 0.533 NOT USED for Sliding Resistance Scii height to ignore NOT USED far Overturning Resistance. for passive pressure = 0.0.0 inI . Surcharge Loads Lateral Load Applied to Stern Adjacent Footing Load 50.x' f Lateral Load �^ - 40,0 Rif Adjacent Footing Load = 0.0 lbs SUsed To Over Sliding i{3veertur ..Height to Too 8.00 ft Footing Width = 000 ft Surcharge Over Toe = OD psf ..Height to Bottom 000 ft Eocentr city 0.00 in U Sts &Overturning _ Wail to Ftg CL Dist = 0.00 ft __v0. -- .- Footing Type Line Load Axial Load Applied to Stem Base.AboveiBelow SSoil _ Axial Dead Load 5 0 +<of'r`vait Cee ft Axial Live Load 0.0 Its Wind on Exposed Stem - 0 0 psf Poisson s Ratio - 0.300 Axial Load Eccentricity i= 0 0 in Ta wStem Design Surnrna Stern Construction P «......, . Wall Stability Ratios Design Height Above Fig ft= 0-00 Overturning = 2,55 OK Wall Material Above'Hr = Concrete Sliding = 1.59 OK Thickness In= 8.00 (Vertical Component NOT Used) Rebar Size = ff 5 Total Bearing Load = 5,225 lbs Rebar Spacing in= 5.00 I ...result i ecc. = 9.94 in Rebar Placed at = Edge _... ._....._ „.. ....... Design Data `, oil Pressure Toe - 1,809 psf OK fe/F5 efe/Fa a Asa Soil Pressure eZD Heb = 91 psf OK Total Force @ Section its= 2,309 c I Altowabie = 2.500 psf Moment....ActLal it-I= 6,872.2 Soil pressure Less Than Allowable Moment-.Allowable fel= 14,711.7 ACi Factored' Toe = 2,171 psf ACi Factored g Heel = 109 psf Sheae..Actual psi= 33 7 Footing Shear @Toe Shear Ailcwabie osi= 57.1 13.6 psi OK Weight Psi= 100.; I Footing Shear @ Heel Wall 38.5 psi OK Wall eigDept 'd" n= 5.1y Allowable 75.3 psi ReLap splice if above in= 12.22 Sliding talcs (Vertical Component NOT Used) Lap splice if 13e10W in= 5.00 Lateral Sliding Force = 1,880.7 lbs Hook embed Tito feet ng '.n= 6.00 lessI 100%Passive Force 371.3 lbs Concrete Data - - less 100%Friction Force _ e 2,612.6 its Pc psi= 2,000.0 Added Force Req'd = 0.0 lbs OK FY psi= 60.000.0 ....for 1.5:1 Stability = 0.0 lbs OK I Load Factors Dead Load 1.200 Live Load 1.600 I Earth,H 1,600 Wind,W 1 600 Seismic,E 1-000 I 1 111 Page 116 of 126 Title Block Line 1 Title: Job# I You can changes this area Dsgnr: using the'Settingsmenu item Project Desc.: and then using the'Printing& Project Notes. Title Block*selection, I __ . - - _ „ .....____ Cantilevered Retaining Wail Plate&13/4AR Ma,1.56144 m............— Rim PA;101gebett 4-Ti73&bar Pees cteeikoe,Apte..yvtitrooloostpicoloopo OteRrAtAINC.1902011,044.6.11 i.i • .:ILIM Lic.#:KW-06002304 Licensee:FROELICH CONSULTING ENGINEERS I Description: 13.-0'We .... „... , ,.., ..... . , Footing Dimensions&Strengths ..... .„,.. , __ ._...„_—_ .. Footing Design Results ...._ . ___ .. _ . ,.... _ I Toe Width 5.50 1 50 ft MuUpward Toe Heel Heel Width a = 4 Oa. = Factored Pressure '• -= = 2274,,35'9223'1 oc75.00 psi 6775472111 109 psf Total Footing Width 0 ft-lb Fooling Thickness = 12.00 in Mu' Downward = 0 a-lb Mu. Des1 ign . 672 ft-lb I Key Width Kfm T = = 0.00 in 0. i C.00 ft Actual 11 -Way Shear = ANOW 1-Way Shear = ey Depth 00 n Toe P•oinicrcirg = 4 7 3 1&00 in 38 48 psi Key Distance rooe it z 2,500_psi Fy = 66;.,00 psi Heel Reinforcing = #6 16001n Footing Concrete Density = 150.00 pot Key Remforoing = None Spedill I MM.As% Cover Cd)Top 0.0018 2.03 fi.,,E:stm-- 3.00 in Other Acceptable Sizes&Spacings Tod. NOt'elti,MLi<S•Fr •Heel. 11 COM,#5@ 17 25 in #66:P 24 25 M,#7@ 33 30 in.#Z1ii;43 50 in, Key• No key defined „ I . Summary of Overturning&Resisting Forces& Moments ,„. ..._ ..„. , __OVERTURNING RESISTING IItem , Heel Active Pressure a Force Distance .bs I 417 5 3 00 Moment fl-in Soil Over Heel Force Distance Moment = ft 3 83 11.244.4 Surcharge over Hee = 143.2 4,50 544.3 Sloped Soil Over Heel 11•1 Toe Active Pressure Surcharge Over Toe = Surcharge Over Hee; Adjacent Footing Load r= 165 7 3.83 638.9 Adjacent Footing Load = A x:ai Dead Load on Stem = 500.0 1 83 916 7 Added Lateral Load = 320 0 5 IC °.500 3 *Axial Live Load an Siam I Load @ Stem Above Soil = Soil Over Toe 3 75 Surcharge Over The Stern Weightts} = 800 0 1.83 1,466.7 Earth i5 Stern Transitions = II• Total = Resisting/Overturning Ratio 1,880.7 O.T.M. = = 2.55 Key Weight 6396 8 Footing VVei;ght = = 825.3. 2.75 2,268.8 Vertical Loads used for Soil Pressure= 5,225.3 lbs Vert,Component Total= 52250 lbs R,M,2 185354 I Axial live'clad NOT included in total diso,layed,or used for overturning resistance,but is included for soil pressure calotiation. I I I I I 1 111 Page 117 of 126 6464 SW- Hampton St CLIENT: Portkand,Oregon.47223 503.624-7005 PROJECT: NUMBER: t 745$W Mt Washington Dr,0205 Bend.Oregon 97701 DATE: FRCELICK °� �-,a � E N Q t N E E R t3 1 Mv,r+.irttel.,t .1%i.:tte1,4 ,':r+ BY: Ret roto ii r I .., - o a I fit 4P; `z ti t-Pe C .3 /.;t I E?. P , _ „5-040/ire Rat` ---T i, 7 I 1 Watt tarppi r S',t rGkcer a x.31[ VJJt I 4*, 1449,--12e II DL= Caopif (-L.:: f r00p ti nt' 522,5T x0,3 * ices I,&- t 19`- 04 03 . p i or;zI , 5 I IPage 118 of 126 I 7 v . -ir; CLINT:4Q69 SW Hampton St Porttc nd.Oregon 97223 503.624-7005 PROJECT, • _ NUMBER: 745 NW Mt Washington Dr.*205 Berms,Oregon 97701 541383-1828 DATE: ROELICH INIENGINEERSI _SR,eBu[ e,Vo,t,T'., BY: 1 d I cQ '— vki / g CZ DL : 'zt I ND .- Su(Girt a rt s NI 5,0;i aceve = 5f,a-, I, I pa,OS r,K' - 350/X I 1 n _ , t21_. 174e,i,4 -r-i,- --- 3c.z>,004 M1ce - tbit,4 -T hr't`0,= e S- IBY'. t, 33x N 53 e•brr- 1 i IIII I I D L.r s P ` tot I a i 4 1' Froelich Engineers Project Title: Page 119 of 126 I 4 9 Engineer Project ID: Project Descr: I FROELICH p:�,:� f «ta �a a-,+ a f,�z R a, _- ----- _,.,,,. -_,,,, r .,,,fii = +m t�-Vi=a a uktitAi iCTE:t -- e Ca ttitev rc! 1atn�ng 1MaII O #. CONSULTING .14.8.18,ver814.8.16;. 11600230 ENGINEERS Description: Garage Ret Wail-No Seismic Criteria . ._. ..._, Calculationsper ACI 318-11, ACI 530-11,IBC 2012, n , Soil Data _ ___ t' CBC 2013,ASCE 7.10 , ... .. Retained Height = 11.50 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 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psflft Water height over heel = 0.0 ft Passive Pressure = 330.0 psflft Vertical component of active Soil Density,Heel = 110.00 pcf I Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12,00 in I Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge'OverrHeel = 0.0 psf Lateral Load = 70.0 Of Adjacent Footing Load _ 0,0 lbs Used To Resist Sliding&Overturning .,.Height 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 for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft .. Footing Type Line Load Axial Load Applied to Stem Base Above/Below Soil Axial Dead Load = 500.0 lbs at Back of Wali 0.0 ft 111 Axial Live Load = 1.100.0 lbs Wind on Exposed Stem =- 0.0 psf Poisson's Ratio 0.300 Axial Load Eccentricity = 0.0 in Design SummaryStem Construction Top Stern 2nd ___ --- . .. Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft W 2.00 0.00 Overturning 2 73 OK Wet Material Above"Ht" _ Concrete Concrete Sliding - 1.59 OK Thickness in-- 8.00 8.00 Slab Resists All Sliding Iy Rebar Size = # 5 # 6 Total Bearing Load = 10,739 lbs Rebar Spacing in= 6.00 6.00 ..,resultant ecc. = 12.27 in Reber Placed at = Edge Edge Design Data .. ., Soil Pressure @ Toe = 2,372 psf OK Po/FB f fatFa = s.658 0.938 I Soil Pressure 8 Heel = 313 psf OK Total Force 8 Section lbs= 3,087.0 4.379.0 Allowable = 2,500 psf Moment....Actual ft-l= 10,242.2 17,686.8 Soil Pressure Less Than Allowable Moment.....Allowable ft-I= 15,562.2 18;848.3 ACl Factored 8 Toe 2,944 psf Shear....Actual psi= 46.1 71.1 I ACI Factored @ Heel 388 psf Footing Shear 8 Toe 22.3 psi OK Shear Allowable psi= 82282.2 Wall Weight psf= 100.0 100.0 Allowable = Footing Shear Heel 52.5 psi OK Rebar Depth 'd' in= 619 5.63 82.2 psi Lap splice if above in= 14.06 24,05 Sliding Caics Slab Resists All Sliding l Lap splice if below in= 14.06 10.64 Lateral Sliding Force = 3,500.5 Ibs Hook embed into footing in= 14.06 10.64 less 100%Passive Force = - 733.3 lbs Concrete Data less 100%Friction Force = 4,818.8 lbs fc psi= 3,000.0 3,000.0 I Added Force Req'd = 0.0 lbs OK Fy psi= 60;000.0 60,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Dead Load 1,200 I Live Load 1.600 Earth,H 1,600 Wind,W 1.600 1 Seismic,E 1.000 I I IFroelich Engineers Project Title: Page 120 of 126 Engineer. Project ID: I Project Descr: FROELICH CMCfiNECRSt P r.tcd r:AL32)i 3 'r`.�.� ,- �� ------....---s ,, _, , . �. _ _ u = uts r v tea t a s`Cantilevered Retairning Wall' crlc,01C,k 19e2014k swig6.14.etser ta.e.teLF.#:KW 06002304 ...., Licensee: FROELICH CONSULTING ENGINEERS Description: Garage Ret Wall-No Seismic Footing Dimensions&Strengths .... ... Footing Design Results ...n. Toe Width = 2,50 ft Toe Heel IHeel Width = 5.50 Factored Pressure 2,944 388 psf Total Footing Width 8.00 Mu':Upward 8,367 0 ft Ib Footing Thickness 16,00 in Mu':Downward 1,163 0 ft!b Key Width = 0.00 in Mu: Design 7,204 17,687 ft-lb Key Depth = 0.00 in Actual 1-Way Shear _ 22.31 52.45 psi I Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 82,16 82,16 psi Toe Reinforcing _ #6 6.00 in fc 3000psi Fy = 60,000 psi Heel Reinforcing #6 @ 12.00 in Footing Concrete Density = 150.00pcf Key Reinforcing = None Speed I Min.As% Cover @Top = 0.0018 2.00 @ Etm.= 3.00 in Other Acceptable Sizes&Spacings Toe: #4@ 9.00 in,#5@ 14.00 in,#6@ 19.75 in,#7@ 26.75 in,#8@ 35.25 in,#9@ 44 Heel: #4@ 6,25 in,#5@ 9.50 in,#6@ 13.50 in,#7@ 18.25 in,#8@ 24.00 in,#9@ 30. Key: No key defined ISummary of Overturning&Resisting Forces&Moments OVERTURNING ..RESISTING I Force Distance Moment Force Distance Moment (temlbs ft ft-lb Heel Active Pressure 2,882.2ft ?:fib 4.28 12,329.2 Soil Over Heel = 6,114.2 5.58 34,137.4 Surcharge over Hee, = Sloped Soil Over Heel = I Toe Active Pressure = -81,7 0.78 -63,5 Surcharge Over Heel Surcharge Over Toe Adjacent Footing Load Adjacent Footing Load = Axial Dead Load on Stem = 500.0 2.83 1,416.7 Added Lateral Load = 700.0 6.33 4,433.3 *Axial Live Load on Stem = 1,100.0 2.83 3,116.7 I Load @ Stem Above Soil = Soil Over Toe = 275.0 1.25 343.8 Surcharge Over Toe Stem Weight(s) = 1,150.0 2,83 3,258.3 Earth @ Stem Transitions I Total = 3,500 5 O.T.M. 16,699.0 Footing Weight - 1,600.0 4.00 6,400.0 ResistingOver#urning Ratio = 2.73 Key Weight Vertical Loads used for Sal Pressure= 10,739.2 lbs Vert.Component = I Total= 9,539.2 lbs R.M.= 45.556.2 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 1 /A Froelich Engineers Project Title: Page 123 of;126 " II EnctITIBBT: Protect ID: ' FROELICH Re ii, ievere Reiaintng wan Lie,#:KW-06062304 ���n '�i �� :FROELmCH CONSULTING ENGINEER5 Description: Garage Ret Wall-VW Seismic ' Criteria Soil Data Calculations per ACI t10-11. ACI oo-11,IBC 201 CBC 2013,ASCE 7-1 Retained Height - 11.50 ft Mow Soil Bearing = -, ^-- ,- Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0O0:1 Heel Active Pressnn = 35.0ps0t Height of Soil over Toe = 12.00 in Toe Active Pressure = 30Opni/ft I Water height over heel = 0.0 ft Passive Pressure = 330.0 psfift Vertical component of acdve Soil Densty,Heel = 110,00 pci Lateral soil pressure options: Soil DensityToe = 110.00p� I Pressure.NOTUGEDbrSoU ' FhodonCnaffh8xnRg&So|l = 8.500 NOT USED for Shding Resistance. G�hm�����g�m�` NOT USED hnG���ngR����. for passive pressure = 1200 in ~_^� __-_- -�^ -~_- ' --- ___~_ - .. - _ _ _ __-__ - _ ISurcharge Loads Lu�m'�| Lo d UedboStom __ _ A�w�ontFonunqLuad -~- -Surcharge Over Heel 14- 0,0 psi La Load -- -= 0S�OP� Adjacent - Load `¥ 0.0 lbs Used to Resist Overturning ~8a��boTop = 10.00 ft � Width Footing !� 0.00 ft SurchargeOver Toe Sliding a 00psf .'Heightt»Bottom a 0.00 ft Eccentricity = 0.00 in I U�dhj S|idi &Ove�urni ��|/\nRgCLOi�\ '= O8Gft Footing Type Line Load ' --� --- Base Above/Below Soil Axial Dead Lolbs= 500.0s yuBack ufWal = 0O| ft I Ax|a|Li = O.O�m VMndonE�aoed S�m = O.Qpsf poaoon's�u�in ^= 0�3OO_ A�a|LoodEnnentdu�_� = 8.0� _ _��__-- ---��� stem Tv ot 2nd DesignSummary �n"".vw.="°^~,= � � __~_�^ � -�- -- mem Or; SIEnOic IVUaUStubU|tyRod � 0p� Oo�ignHe}g��Abovo � = 2OO 0.00Overtuming = 2.58 0K YVa||Natoh�Above^Hf' = Concrete Donorete Sliding = 1.52 OK Thickness in= 8Q0 8.00 Slab Resists A/I Sliding! Reber Size = 4 5 # G ngLoad = 9,639mm ReborSpodng in= 8�UO 6.00 I. ...resultant�� a 13,26� Placed at = Edge Edge Design Data Soil Pressure @,Toe = psf 22�3OK +fa/Fu = 0.704 oum Soil Pressure @ Heel = 207 psi OK Total Force @Sechmn lbs a- 3.207.0 4.529.0 I Allowable = 3'33UPsfW*ma� Adma| hAs� 1O.7222 18,436,8 Soil prssumLess T�mAUmeb|a -� MumootAi|mwub|e ft-I= 16222� 188403 ACI Fu�umU�aToe = 2O44p� -' ' � ' � '248 Shear Actual pei=` 48.7 74.7 AC|Fm�oed��Heo| = p$ I - ' Shear Allowable pa�= 7�D 82.2 FnnhngShour��Tue = 19.5p� �K . Wall Weight p�s� 100.0 100.0FooUng8hoar��Hooi = 625p� OK \f �= G�18 5.63 Allowable = 82.2pd Reber ' Lap splice if above M= 1O48 25.07 SUd/nWCm|cs S|ahReo��AUS|iding! in= 16.48 4,03 I Lo��|S|k8 Force = �G5O5�s +�p �= 16.48 4O3 less i00��Poao� Force = - 733,3 lbs ''`~'--ed--- �" Concrete Data , -------�--�-~ -~� ------_ - -- - less 1O0%Friction Force = ~ 4,819.0 lbs fc osi= 2.500.0 8.000� , AddodFoomRaq� = 0,0 lbs OK Fy poi= 60,000.0 60.000.0 I |ity = O8 |ba Load Factors � -- -- - ----Dead Load 1,200 Live Load 1.800 IEaMb.H 1.0OO VVind.VV 1.600 Seismic,E 1.000 - I 4 Froelich Engineers Project Title: Engineer Page 124 of 126 Project ID: '.% Project Descr: FROELICH Lic.#:KW-0600230'4 Licensee.,'FROELICH CONSULTING ENGINEERS ` 'Footing Dimensions&Strengths ' Footing Design Results I Toe Width = 2.50 ft T —' Heel Width = l �� To�|Fouhng�N� = — Factored Pressure = 2.644 248 p� 8.00 �u'�Vpwo� = 7482 O��|b �� F��n0Th�hneux = 76.00in Mu':Duwnwag = 1'183 8#Ah �� Width = O�0� W»� Design = 6,320 18.437hAb Ke' De�h � O,dN|n Actual 1WaSh r = 1Q.54 52.4Spsi Key DinanoehnmToe = DUO� Allow 1-Way uhea' = 82.10 8216ysi �� . ToeReinom(nU = #O��O0Uin �� yt = 3.0O0�� Fy = GU�0Opoi Heel = #8��1'OOin FootngConcrpteDmn�iy = 15000pcKuyReinoc/ng = NoneD -o'd Min.Ao / = 00018 '- C»v»'(0Tnp 200 ��Bum�� 3.00n OtherAccopah|e8tsy&Sp*onQ« �� #4 8.0O/n'#5��14.UOin #6© 18J5in #7 @2G75in.#8a3S25in #9d44 �� Hae: #4@0.00in'tGV�S.25io.#O ��8�OUin.�7��17�-0�n. 8��23-Oin #9��2S Key: NokydohnoV — ' — ' . _ ____- I nf nLo —~—g �� _ _ -__-_- - _' -~ _~__.___-Distance -- OVERTURNIN Force nMoment Force Distance Moment I ft '�"212,329.2 !bm ft-lbft-lbMed��vaP�msune = 8�22 428 l23282 GoVHm� -Su�hu�oover Heel = ' ' � Over = O.�14�2 5SB 34.l374 Sloped Soil OveHeel = Toe Active Pressure = '81-7 0.78 -63.5 Surcharge Over Heel = Su�haqgeOver Toe = A�auuntFnobngLoad = I ��am�FoutngLood = Aial Dead Load on Stern = 5000 Z03 14187 Added Laera Load = 850.0 6,33 5.363.3 *Axial Lye Load or Stem = ' Load @ Stem Above Soil = Soil Over Toe = 275.0 125 343.8 I Su�hnrgeOvw Tou Stern Weight(s) = 1^150.0 2.83 3,258.3 — -- - - - -�-. — Earth cl1)Stem Transitions = Total = 3.650.5 0JJM. = 17,6490 � Footing Weight = 18DOO 4.00 &4O00 I Reoio�ngOvedurningR#io = 2.58 Key Weight = ' � ' ' VerticalLo�sunodfzGWiPressure= 9,639.2 lbs Vert.Component = Total= 9,639.2 lbs R.M.= 45.5502 ^Axial live aadNOT�cudmU�m�|displayed, � � used for I ,resistance,uut is included for soil pressure calculation, I I I II