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Plans "'ICEC � ` k,? — o \-)s-374-\ `\9- ie- STRUCTURAL CALCULATIONS �� , FOR KtdCEIVED RIVER TERRACE EAST MAY 02 2018 CITY OF TIGARD CONDOMINIUMS BUILDING DIVISION 2 1 PLEx (POLYGON NORTHWEST) ,458%DPAOI 15472 air yr r s j ! - , 7r25 "' ' 1 pN / �; EXP IA CU 447 c:r; v. MARCH 9, 2018 ,.'6, JOB NUMBER: 1 7-T 174 411 FROELICH ENGINEERS g * * 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 FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. A Main Office A Central Oregon 6969 SW Hampton St. 745 NW Mt.Washington Dr.#205 Portland,Oregon 97223 Bend, Oregon 97701 503-624-7005 www.froelich-engineers.com 541-383-1828 Page 1 of 129 • FROELICH ENGINEERS % Scope of Work Client: West Hills Development Project: River Terrace East Project Number: 16-T100 Date: December 15, 2016 By: YSP Scope of Work: Froelich Consulting Engineers, Inc. (FOE) has provided full structural lateral and gravity design of the project per the 2012 International Building Code (IBC). Froelich Consulting Engineers, Inc. has provided details only to the areas pertaining to our. design. Froelich Consulting Engineers, Inc. did not design or review the details for the entire project. Project Description: This new three-story multi-family apartment building wood sheathed wood framed wall structure is constructed with gang-nailed wood roof trusses, wood framed floors, with slab on grade main floor. Conventional foundations (concrete continuous footings and stem walls and spread footings) are used for building support. A Main Office FROELICH ENGINEERS A Central Oregon 6969 SW Hampton St. 745 NW Mt.Washington Dr.#205 Portland, Oregon 97223 Bend, Oregon 97701 503-624-7005 www froelich-engineers corn 541-383-1828 Page 2 of 12� Client: West Hills Development Project: River Terrace East 444 Proj.#: 16-1100 ' Date: 12/15/2016 '-' By: YSP FROELICH ENGINEER 5 t Dead Load Calculations Roof Dead Load Top Chord of Truss Comment Weights (Actual(psf)( Comments Framing 4 I Roof Tasses Roof sheathing 2 5/8"shth Rooting(Asphalt Shingles) 3 Misc. I Total- 10.0 psf Bottom Chord of Truss Component Weights (Actual(psi) Comments Mechanical 1.5 Ceiling 2.8 (1)5/8"gyp Batt Insulation 1.5 Sprinklers 1 Misc. 1.2 Total < 8,0 psi 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 i Sheathing 3 7/8"shth Floor Covering I 1 1.25"Floor"Topping(Gyperete 105 0)013) Mechanical 1 Ceiling 5.6 (2)5i8"gyp Flooring 1 Sprinklers 1 Misc. 1.4 Total<:•: 27,0 psf 8psf added for Seismic Base Shear Cale, Corridor Floor Dead Load Component Weights (Actual(psf)l Comments Framing 2 Joist Framin Sheathing 3 7/8"shth Floor Covering 13 1.5"Floor Topping(Concrete 150 lbs/t33) ` Mechanical 1 Ceiling 5.6 (21 5/8"gyp Flooring 0 Sprinklers 1 v1isc. 1,4 Total 3 27.0 psf Exterior Wall Dead Load Component Weights (Actualpsf}I Comments Framing 1.5 Sheathing 1.5 1/2"shth Interior Gyp Finish 2.8 5/8"gyp Insulation 1.5 Siding 23 Fiber Cement Siding Mise. 0.4 Total 10 psf . Interior Wall/Partition Wall Dead Load Component Weights 'Actual.(pool Comments Framing 1 2x6(if;16"o.c. Interior Gyp Finish 5,6 5/8"gyp each side Insulation 0.5 Fiberglass Batt Insulation as occurs Misc, 0.2 ' Total 8 psi. ['nue 3 of 129 4 Client: West Hills Development Project: RRCr"terrace East Proj.#: :6-T100 Date: 4.'8/2014 By: YSP FROELICH E N p I N E E R S Flat Roof Snow Load Calculation: Based on the following Codes: 2010 OSSC ASCE 7-05 Snow Load Analysis for Oregon 3rd ed. December 2007 Maximum Elevation: 450 ft Ground Snow Load(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(CO= 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 Pi=0.7*Ce*Ct*I*P9 Where pe s 20 psf(pr Min)= 15 Where pg>20 psf(pt Min)= 10.5 Use(p1)= 15 psf Use(pf)= 25 psf per 2010 OSSC 1608.1 Page 4 of 129, Client: West Hills Development Project: River Terrace East Project#: 16-T100 Date: 12/15/2016 By: YSP FROELICH ENGINEEr2Sr Snow Drift Loads at Lower Roofs and Canopies Drift: Low Roof over Sprinkler Riser Room Drift Height Density Leeward Length of Upper Roof, l,,: 46.0 ft Y' 15.95 Windward Length of Lower Roof, I : 11.0 ft Ground Snow Load, pg: 15.0 psf Density, y: 15.95 pcf Leeward Drift Height, hd: 1.95 ft Controls Windward Drift Height, hd: 0.48 ft Width of Drift Maximum Drift Intensity Height of Projection, hr: 14.0 ft Drift Intensity, pd: 31 psf Roof Snow Load, pf: 15.0 psf Depth of Roof Snow, hb: 0.94 ft Proj. above Roof Snow, tic: 13.06 ft hjhb 13.89 > 0.2, Drift Calc. Req. 4*hd: 7.8 ft 4*hd2/h, 1.2 ft Width of Drift, w: 7.8 ft Max width of Drift, 8*hc: 104 ft 31 psf 15 psf 8 ft Sliding Snow Loading ASCE 7-05 Section 7.9 Eave to Ridge of upper Roof,W: 22.0 ft Sliding Snow Load, S: 8.8 psf Distributed over 15' But, if pf+ S <25 psf, use 25 psf minimum S Equiv. = 25.0 psf ":„.4,,,, •11: .......„ a i I I I I / I .• , 1 ilIMINMPOrnt 1111.11111.11 Ilroll ' ................„......... I- . • _.....r Mild - • ---, i __,,,,,,,,,,,,,_ _J—• ., ' i.:1 ell 1 11 ,,., 1 . • 1' 4‘...i...i.i%8 i I O.— • 1-a .• ..... I , ,i J[71 ,7,„,„„.,.,!...„:: ....: ,,,;, ,.,„„4„. „„.: 1, r TSS. ' 42'a' smrmAntri al, : '' w ,,,,•,:•.,.. , ,..:,•,• ••,..„. , ' 1.--L_I ' n .. • ....._ . , . -7.,::-7vP : , , ., ...,,, . , ,..... I 444 7:1 1 • - 1 1 ....._, • 1 11 ii'''''''''• 77"------4 /.:,..,, : , I i r „ 11 P., ,. I :f *L.; • •I•'----.1-,„ . 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[ , l 1 : . . .. . . : .,N,,,:*-t• • , 4:R:A• : Illir,-- ,,,:i :' -:,..1•1,,,.;‘•:41.,::i.L.J....,. .. , ... • — , : . i , i •44SZ ,€••,,aikA, ' I I • , 1 1 ' ',,d,;•"dIe , • , . , 1 1 ' It'I'0''Ad'•4 1 I i '•';II , . . • • •• , -1: Ii , '01%,•+•.•4,,' I -: ! 1 i i . ., v„..4...h404, •,.• At:f etti, •••i i i • . , . i . ,.....e r--•••• • '—.„ ; , .,.._..„._ . „,„,...... a, . , , • , „ •,:r,..e: • i i 1 i • : . . ..... ........ ......... 1 , R11-111 1 1 • . . i t . i , . • „. . ., • •-.•Ya'! ':','. • ,..., co co CD cri o ry co• 21 PLex - RzhoF FeAmt do Cat Page 6 of 12g _I '.• v .)'p,- ; CLIENT: 6,?69 SW Hampron ST. Pc.,,rfland,Oregon 97223 -. 503-624-7005 PROJECT -.r-orr..0 Orogur r.— , 745 NW Mt Washington Dr.#205 NUMBER: Bend,Oregon 97703 541-383-1828 FROELICH Li -;,,,,,,,,O .::-.: DATE: ENGNEE12303 Airport Way,Suite 200 IRS * Broomfield,Colorado 80021 ww%w.fro ,:,,,,,rtre,S.COitl 720_560_2269 BY: : eooc 4 AAI Ai GL Des,tat/V: Ro-oF DEAD D 5 I cE PS F. _ goo i . SA)c)c .) 604 Dr Z5 P'SF use Piet"- A't iiteV Lirc 7 $ 22 - cc_ i : Roo ig ezt...tie 0-6R bre-OSS : ( Fog. ReAcri IV CAILy) g Gt / I . , • i. - ' PiN 6\1 2,3 '-0 • -51._ x 205a , f . ,...., ....)1::3 A/1J 4-,, —0 .." . - L4.- (5) (2..5), )2.5 PL F I 2.-00, ' * , t•-% . (-4i • ' • 2_112. ) t<3 ) 36 fP e.....1 t . tp r * --- ...... 3 2_.s.(z/) (25) -r 5C) Cx.c 2-zoo A..41 0 L 13-0, ) pc Pi2 c . R (::;t. •,-..), f-P F a. , * I2..c:;C::4" , _ , _j Mr. 7,;= CLIENT' Page 7 of 129 / 6969 SW Han.prcn Portand,Orecon 97223 503,524-7005 PROJECT: CCF:( ( rJ(",' 745 NW Mt Washington t r 423,7, NUMBER: Bend,Oregon 97703 �-y 541-383-1828 f R O E L I H C. Denver .:;:r. DATE: NGINEES; 12303 Airport Way,Suite 200 EBroomfield,Coioradc 80021 tvwv,;,61ie11 720-560-2269 BY: '-G` . ( )(I Z 6 w t pL. S(2 ) (25) 2.t.4 -0 _ eco 3L x 32,001 DLs {1a�) `15ffi. S° PLS pc Faco„, R z) - o (23) r 2-5°Pc F D L.-s- 13a Q L. 00z RooF HDR 5 : RN ) . . K ' •spAN x 3 -0 DL s (lk )( ) c 2.00 Pc-f S L r c t t')t 2_5) 4" 2- PL's Fk' Gcte.o6 T Q ) a 2-0 Si- 1. S. ( [a',} (31) (a5) )5 ca SPA rU r -0 Jt DL (‘‘')(1.6) s., 200 �iF S -r ( fir) (2,5) rte- -5 Pc-F. Page 8 of 129 COMPANY PROJECT r*k +' t o S Aug.31,2201809:29 RI-11 wet 0 d ...:r,.Fa£,OR Wt)(lb F .. Design Check Calculation Sheet W000'Arorks Sizer 10 42 Loads; t. ast:. - L6. 3 , :1i`7 .,.: La-A43 1 1,543'4 31 ..r, It, - ..ii-wn1',l+'.1. Deari 1,11 t'F3 y.i 111 1... l'`f 1:111 11 11. Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in); A, __1 111 1111_.. 3'•1 9. 11 11. — . -----Y ....... - .,1111. e...._...' ___ _..__. ..........._ t 1 1 .._..,_„_,.„...,_.„......__.___ _____ 1111 ...... _______ _ ._.._ ,. 44 G Onfac.tCned: Deed 115 1116 Snow 929 2426 Factored: 1111... 1 1 11. __ �______..__ Total 16352544 Dearing; _.._... -._. 1 111 Capacity Dean 16'.5 2544 Col:port 1611 2817. Anal/Deo Beam 9.601; ,on 3:tl:newt 8.9. J.90 Load we, ST 62 Length 0,91,1 Min reel'd 0,T C 1,16 lb 1.:00 1.90 C6 man 1.00 1,00 Cb nsppe3t 1.11 £.11 Smb 41625 0 ST5 — Lumber-soft,D.Fir-L,No.2,4x8(3.112"x7.114") Supports:All-Timber-soft Beam,D.Ftr-L No 2 Total length:3'-1.9";volume=0 B Cu.ft. Lateral support top=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012: Criterion A.a Yals Va1'.e Ces2an Valae .'nit 1y xltleasoa Shear to'. 1.111 330 `3" :vim,' ce. -4,6'1 Sending(+ - 931 sti. 11923 5:61 - 0.v9 Orad Deli's 0,01 1.:999 Live Defl'e 0,01" 32/9910,71 Total 0efl' L n. 0.02 - < .1330 0,11 0/249 so 0.15 " Additional Data: FAC'0000s; F(Gtpsi CT CM Ct CL cif Cf0 Cr CT,. Ci Cn .C5 51' 180 1,15 1,00 1...00 - - _. - _ 1.011 1,10 Fb'+ 9011 1.1500 0.935 1.100 1.00 .00 - 2 Fop' 625 - 5 1.013 - - - - 1113 - - .6 million00 1. - - _. - :0 - 2 ri , 3.59 millio1.00 1.90 - - i.GD - 2 CRITICAL LOAD COMBtNATlONS; t12 1115, - 22'09 __s iz.,; t;tl: LC 02 " 010, N.: Deflection: 92 > dt5 ;1102; LC 02 - 515 ;tocol' . D':xtead 101.1.ww.W.wiod •1145( -roof 1114_ -__..ccntrated ... _.n.... :ske A11 LC' ee ariised in the Anal Load ,'ombinatf encs. ASC,. :-10 r 214: 2017 CALCULATIONS' Deflection: El - 17Se06 11,-in2 "Live"deflection . Sallectson f cm all non-dead loads Ilive, wi^. ,..,.a,,. Totan Deflection .. ., 0°bea:i!.1x,44 o .notio ,.n: Lateral inability I4-): L. , 1P-0.941to _ L1': 12::: 6.'11 Design Notes: I.WoodWorks analysts and design am In a0cordance w ih the ICC tniemeti0nal Building Code('BC 2012),the National Design Specification(NOS 2012),and NDS Design Supplement, 2 Please verity that the default deflection limes are appropriate for your appp'ation. 3 Sawn lumber bending members shaft be laterally supported according to the provisions of NDS Clause 4.4.1.. Page 9 of 129 se , COMPANY PROJECT r.7 Aug.31,2618 09:29 RH2wwts x130 rxf.,e;CC Design Check Calculation Sheet 1NOIN1WorR6 Sizer 18;f.2 Loads: -lead TYP0 Crstri0otroc ;.r,. :_,.l ..,.,i _ d .._ .:ICE -ead ; naw p;.: Cal£ _qe, n_ Bead plf Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): ,_..,...�_.,......:. 1111,.. 1111... 8'-13' : :: ed: Dead 522 Encx 140 623 040 Total 1470 Bearing. _.. _ 1111 1470 Capa nt Ream 1470 Ruppert. 1627 1476 Anal/0e5 1077 Beam 1.00 Support 0.90 1.00 8.02 90 Load comb 02 H2 Leagtn 0.6' 4.67 Min req'd 0.67 0.67 Cb 1.00 4.00 lb min 1.00 4..00 Cb support 1.11 1.11 Fop s r 5",5 F.:iL. Lumber-soft,D.Fir-L,No.2,4x8(3-112"x7-114") Supports:All-Timber-soft Beam,D FIr-I.No,2 Total length:8'-1,3";volume=1.1 wit; Lateral support lop=al supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012: Cr600010n A.0.4/y410 Valgees4o 'Value :i5tc i0a1yr efSOtol Sar^•.aL .V:- 011. _ ... os, 1'17.,,5' �ry ending:13 fb - 063 > 1,n3 pa: Dead dall'n 0.04= Live Oefi',, 0,110 " CL/995 C3,20 Tetdl Ve.s:d'a 0.1.0-. [:.:'.:t i. lr.110 i6 0.'S7 Additional Data: E'ACTORS, F/E:psi:CD C;: Cr L!. C." ;fl: Cr - 1,C;s Yv' 80 .15 1.511 1. - r,._ 1.00 '4. 900 1.15 1.10 1,11 0.091. 1.344 ..01 1,10 1.04 _ rep' 675 - 1, 1, - - - 1.00 - 0. .6:nLllion 1.1000 .11- 1. - _ - i.1 - 2 LoIn' 0.58 million 3..10 1.18 CRITICAL LOAD COMBINATIONS: Sneas I LC 02 a 2.0, '7 145 1.152 _,,a ending(4?.L LC 42 e peg, 6! - 205 it,. Deflections 15 42 - {1,!y LC 42 a LdS ircraU D=dead L=11ve S.snow W=:riga t-impact L :o.... lies L:=concentrated r=earthquake All LC's are listed i the Analysis .-a 'p-rr Load combinations: ASCE 7-10 r IBC 20.12 CALCULATIONS: CDeflection: F.1 - 178e01 16-102 ''1.1,"dc"0ct.Loa == Oefleet:CIn Fro: _.._:dead toad_ ilive, wind, slew.).. Total. Beflection'. 1.50iae:ad Load e 11. Lend ..:1::10;11. Lateral stability 1e): Lo = 1:2 - ._ -I.:5" RD ::. .,11 Design Notes: 1.WoodWo:ks analysis and design are in accordance with the ICC international Building Code MC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement. 2 Please verify Mal the defend deflection limits are appropriate for your application, 3 Sawn lumber bending members shall be laterally supported according to ttie provisions of NDS Clause 4,4.1.. _ •, s.,......,,,4, Page 10 of 125 •-,3 7:oc1dr C`*.do- :72223 ii,.., ik'-• 4 PROJECT: ,,..-1 NUMBER: FROELICH [ i, :230:::A rport Way,S„}ite 21.1:: DATE: ENSINEERSA 9::dorrtfe d C,'::::. =:doc;Buc2i ,,,,,,,,,Ok4.....11,h ,,41,.. , 4.i 720 56$22ó BY: W 1 AiDoc"i ii-ip/ 11::::C)i< ,.... se... I \---41P( _ tA..i' i'l...i ir). .., IA.) Air.) x , (3 g ---4z-----ci x 43-2— r , ,....r L.? I:: °47' kr)/elj ifi- % i L',-; " Y.,5'.••5". IT a , 1 e.•,„.., , 7-":- › ..'c.L> -----e•----- i\c, --1--- 4 i 1 I , 9 1 i c,x,,,..). A.3 GI, , , I 1 2.eg, 1 ! , (..). =EF ( OT6 • 1 • • Pae 11 of 129 Client: Project: 4114( , Project#: Date: By: FROELICH ENGINEERS ) WIND FORCE CALCULATION - C&C Walls ASCE 7-10 SECTION 30.6,30.7 (Third Printing) Design Wind Loads on Components and Cladding - Walls Basic Wind Speeds Input 3 Second Gust V3, = 120 mph Exposure Category= Wind Directionality Factor Kd = 0.85 Table 26.6-1 (page 194) Mean Height of Roof, h 40 ft Topqraphic 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 K ll(H/Lh) = 1 3 Table 26.8-1 (page 196) Output- Topographic Multipliers K1 = 0.00 = 0,93 K3 = 0.96 Topographic Factor Kz.,-- 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) Page 12 of 129. Pressure Coefficients Input Velocity Pressure Exposure Coefficients Kh (see below) Table 30.3-1 (page 259) Height(ft) Kh qh (psf) Velocity 15 0.70 22.0 Pressure 20 0.70 22.0 Output(I, 25 0.70 22.0 30 0,70 22.0 40 0.76 23.8 50 0.81 25.4 60 0.85 26.8 70 0.89 28.0 80 0.93 29.1 90 0.96 30.0 100 0.99 31.0 120 1.04 32.6 h = 40 0.76 23.8 qh External Pressure Coefficients (GCr)- Use Figure 30.4-1 for h<60 1100.6-1 for h>60 ft 0.18 Table 26.11-1 (page 201) Pressure Coefficients on Exterior Surfaces of Walls Zone 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) Zone 4 (-) -0.90 Zone 5 (-) -1.80 Calculate Wind Pressure,p, per Equation 30„4-1 or 30.6-1,using qh Exterior Face of Surface Zone p (psf) Zone 4 (+) 25.74 with Positive Internal Pressure Zone 5 (+) 25.74 with Positive Internal Pressure Zone 4 (-) -25.74 with Negative Internal Pressure Zone .5 (-) -47.19 with Negative Internal Pressure • Page 13 of 129 COMPANY PROJECT tiA . ,— - ::•:.,,iii,,,,,. .114 Rik.-1 i iWorks® , .... ,- „iv.. ,4 .., 0 13 2916 0939 Searrl • _ „..... Design Check Calculation Sheet WoodWarks Sizer 10.42 Loads: _.,.. .... .1,..s.1,11 ,s7,-,a -7',..--7,----- - .0 Of , Maximum Reactions(lbs), Bearing Capacities(lbs)and Bearing Lengths(in) is. ._ . mil M77 30,m 0 -, ,,- ,,,,, . :., *Malamute beaten;tenger Setting use,d17 tot end soppeas — .--_---„— . Lumber-soft,D.Fir-L,No.2,414(3-1/2"x7.114") Si;pports.All-Timber-soft seam,0 Fir-L.No2 Total length:94.0 yoturne=1$tPJ it; Laie,a;support top=at supports.bottom=at s-ipports:Oblique angle.9(0 deg Analysis vs.Allowable Stress and Deflection using NDS 2012: thit f„ A:141 .%i.eat1 It "TU6.r -v • ' ',.: 9.19 R,14J. r41f:„'a --, ', ,',,,,:',:: ), ,„,._. .. , .. Additional Data: 1,,,a‘:,. ,..-.::,.p:.•,..,,.:7: '.:M .. ", '.. . ' • .'. '.-''' i ,„v•.: 1 1.,;-":. :., • ;. : , 1.1,' ,,q) 2,'' ,:"1,:. :,.,::,.. ':,,.:• • i.,.'', t :: v.:EY :7.:.: - ":-',, 07 - - 10 o :1,:.;.L,.r.7 a l .:'..- i.......: , •.,;:: 9.91 M.,..,I it.::. 1., 1 '. - :r:CAL 1.C1/17 17(.)MeiNATIONS 91"0 ',, .../.. ,'-...." = Mi, ",-,'. - 1. .... - C ,.,c.".1 ":', „ci c-..,,,I, c,..,-,•.,m.f..' 1%.::,::.1',..- ' .-. , ".."..-1,",, 2',. ,.....,.-_,c,'. c-. IL,'i 1,‘,. .-:: ^, , '• ''.'' , .-' '.-.1-, 1 -:-.C"'.' Design Notes: 1 WoodWodis analysis and design are in accordance with ine ICC International Building Code(SC 2012),e-,e National Design Specdica0011(NOS 2012),and NDS Design Supplement 2 Please verify thet the clef eon deflection limits are appropriale for your epplition, 3.Sawn lumber bending members chat be ialerally supported armroing to the proy;sons of NOS Clause 4 4 1 ESS 1 . T _ . . . — , . ........................„___. 4......... .21 ra . . .. ... ..... .. .. .. ,.. .......semognmens..:...., '''. ''''-* r......- - - .„.. •-------7- 1 , ..... Li J ..........,...„......._..........._ , \ _ ........,il71-4-- IP IP ir I ,..., , .,......_,..„ ,zs.:52- TTT 1J ,........ „,:•,,,.., 4 t ii° : : —1 --,....., — • , .,• • :: , n Ili ,,....._„......11 1: , ........_, 1 1 -I.' .4, 1.1 ,———-1.I q : ii . : 1 .. ._1 _„._..,7, 1._„.„,......7 : .•t r , i.0 . . L..-•-k , . . . . -.:3• 1,-----, Li , ,„„.,_,-';f, ! , . .'.f.„” '':: ' -• ,' 3 r a ............., ,........ ,, ' , c „....,.....,... ,...... • I , ,..,.., , -• .';! I I ,•• , -----, .._ . ........„ , ....... I, .,f. ' ................... : . ...,. . . . . ... . . a) ..... 4, o __. RD 23 P4„ex – 3 rz,coa fir4A01/414 Gi. ‘.0 • CLIENT: Page 15 of 129 69695W Oregon 9:223 503-624-7005 PROJECT: I conw.: 745 NW IV. Aosh:rigton Dr-0205 NUMBER: Band.Oregor 97703 541-383-1828 FROELICHCA t iDATE: 12303 Ai:polf Woy,Su'e 200 ENGINEERSA 13foomfie d,CoiQrodo 80021 720-560-2269 BY: „co 47) .14` A:Unte. ERA AA,1 GA, iczerye OAc.> . c/4.0 271.17F Pz) fecciv- Zaue '.",c),t1 0 j 440 00,e Z-11.16 604 Ow)PSC /c2-c50ife ttATS PAAJ z SPA /5— FAA/ sp A Ai r 5f• (CO ) *Sp AA D ) ao 1,-gb r Frki„,‘ 11 Page 16 of 121 1-23 :of B.112017 dh,i FO12GL 7O 17.1 I).1 aci.( D:u:dxru U6'_ Vlember Data )escription: Member Type:Joist Application:Floor Top Lateral Bracing:Continuous Bottom Lateral Bracing:None standard Load: Moisture Condition:Dry Building Code:IBC/IRC _ive Load: 40 PSF Deflection Criteria: L/480 live,L/240 total )ead Load: 27 PSF Deck Connection:Glued&Nailed Filename:Beam1 T M 1520 / © 0 / 15 2 0 3earings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 0' 0.000" Wall Not Checked N/A 1.750" 821# - 15' 2.000" Wall Not Checked N/A 1.750" 821# - Naximum Load Case Reactions Iseife 1}iy*'9 port lads(e he )to canAg me,bes Live Dead 490#(306p1f) 331#(207p1f) 490#(306p1f) 331#(207p11) )esign spans 15'3.750" Product: 11 7/8" RFPI-400 19.2" O.C. PASSES DESIGNCHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Lateral support is required at each bearing. 41lowable Stress Design Actual Allowable Capacity Location Loading 'ositive Moment 3142.'# 4315.'# 72% 7.58' Total Load D+L >hear 821.# 1480.# 55% 0' Total Load D+L -L Deflection 0.3714" 0.7656" L/494 7.58' Total Load D+L _L Deflection 0.2218" 0.3828" L/828 7.58' Total Load L ontrol: Pos.Moment DOLs:Live=100%Snow=115%Roof=125%Wind=160% SiMPsoN aR �baelr�ra��c r ea es Kami L.Henderson v1 74) EWP Manager Cq» t(C)3]16tyS,reo19rox}TieCanpa,1rcALLRIGHTSRESERVED. Padfic Lumber&Truss ssu-g e 84r,oi as oje1(Fe merhe,(bv pst,tear r drda,skin a Itis&o4 g ro s fciie ctsics oH&a fa G E,Lre j CoriArro ax1 s tste�of IRs sI 4 The dsig mtsl re✓,ene(L5 a 4sif ic1 Beaverton.O rea on RdseburgC Page 17 of 129 1-22 x.461), I fel «; ,,ulz3us tY�-vi nF,n�inc 3017.LQ4 uaiais 1Xa4 c 156' Member Data )escription: Member Type:Joist Application:Floor Top Lateral Bracing:Continuous Bottom Lateral Bracing:None -Standard Load: Moisture Condition:Dry Building Code:IBC/IRC _ive Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 27 PSF Deck Connection:Glued&Nailed Filename:Beam1 22 4 0 / 22 4 0 3earings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 0' 0.000" Wall Not Checked N/A 1.750" 1004# - ? 22' 4.000" Wall Not Checked N/A 1.750" 1004# - iaiomum Load Case Reactions IseJ t,r pat lark(a Trek )to rmyxg memhas Live Dead 599#(4500) 405#(303p1f) 599#(450p1f) 405#(303p1f) Design spans 22'5.750" Product: DBL 11 7/8" RFPI-400 16.0"O.C. PASSES DESIGNCHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Lateral support is required at each bearing. 4llowable Stress Design Actual Allowable Capacity Location Loading 'ositive Moment 5643.'# 8630.'# 65% 11.17 Total Load D+L ;hear 1004.# 2960.# 33% 0' Total Load D+L -L Deflection 0.7327" 1.1240" L/368 11.17' Total Load D+L _L Deflection 0.4375" 0.5620" L/616 11.17 Total Load L ;ontrol:LL Deflection DOLS: Live=100%Snow=115%Roof=125%Wind=160 a�`it t� PNpoidrensaetrxana¢dthe ra t eo es Kami L.Henderson a - cgf(c)�sy sn,�smr�cm a�ix.au RioHTSRESEnv�. EWP Manager Pacific Lumber&Truss f'"1°"'bef"'grdshavtmthsda.+i"?meis"*"led,,aaeiaf,ttat,Icare"',aiS� 'ma,ttisshe.The m'St re'''ad e�rted Beaverton.Oregon D Pape 18 of 129. 1-22- 2.Roseburg 470 of 11i,:un 2017.3115 Member Data )escription: Member Type:Joist Application:Floor Top Lateral Bracing:Continuous Bottom Lateral Bracing:None standard Load: Moisture Condition:Dry Building Code:IBC/IRC _ive Load: 40 PSF Deflection Criteria: L/480 live,L/240 total )ead Load: 27 PSF Deck Connection:Glued&Nailed Filename:Beam1 Mme,. T fi / 19 4 0 19 4 0 3earings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 0' 0.000" Wall Not Checked N/A 1.750" 1044# - 19' 4.000" Wall Not Checked N/A 1.750" 1044# - Naximum Load Case Reactions (sal fa TP*9 pit leat(a ine low(tocaefrg meetas Live Dead 623#(390p1f) 421#(263p1f) 623#(390p1f) 421#(263p1f) )esign spans 19'5.750" Product: DBL 11 7/8" RFPI-400 19.2"O.C. PASSES F C CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Lateral support is required at each bearing. JIowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5084.'# 8630.'# 58% 9.67' Total Load D+L ;hear 1044.# 2960.# 35% 0' Total Load D+L L Deflection 0.4976" 0.9740" L/469 9.67' Total Load D+L _L Deflection 0.2971" 0.4870" L/786 9.67' Total Load L 1ontrol:LL Deflection DOLs:Live=100%Snow=115%Roof=125%Wind=160% SIMPSON �i pa c,ang aetr ,iak Kami L.Henderson EWP Manager c l(c)a116 sy 5n,p;Q,granre cm,p,y u RIGHrs aEs avEo. Pacific Lumber&Truss ssey is d inai vJ,a,Ihe'rna.,rn,flan jos[,tarn a�r ch so m ttn da,^wr,g ma3s a}i e l crdEra fa Loat,Lc do codi"s, Ins 5e1.The dig,mist he re iec,r M a gcl'ed Beaverton.Oreaon Page 19 of 129 22- • �ft l of T& n3017.3.(1. &tunFn�inc�017.I aoittls Da(Ou.,�•�i(2 Vlember Data )escription: Member Type:Joist Application:Floor Top Lateral Bracing:Continuous Bottom Lateral Bracing:None Standard Load: Moisture Condition:Dry Building Code:IBC/IRC _ive Load: 40 PSF Deflection Criteria: L/480 live,L/240 total Dead Load: 27 PSF Deck Connection:Glued&Nailed Filename:Beam1 O 17 9 0 / 17 9 0 3earings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 0' 0.000" Wall Not Checked N/A 1.750" 799# - '_ 17' 9.000" Wall Not Checked N/A 1.750" 799# - ilaximum Load Case Reactions IsWfa *g p*l Irk(a ie kaE)to caryig m9rt s Live Dead 477#(358p1f) 322#(242p1f) 477#(358p1f) 322#(242p1f) )esign spans 17'10.750' Product: 11 7/8" RFPI-400 16.0"O.C. PASSES EIC CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Lateral support is required at each bearing. 4llowable Stress Design Actual Allowable Capacity Location Loading 'ositive Moment 3576.'# 4315.'# 82% 8.87' Total Load D+L >hear 799.# 1480.# 54% 0' Total Load D+L L Deflection 0.5684" 0.8948" L/377 8.87' Total Load D+L _L Deflection 0.3393" 0.4474" L/632 8.87' Total Load L ;onto!:Pos.Moment DOLs:Live=100%Snow=115%Roof=125%Wind=160°/ SiMPSOM AA Pala ra sae a a s d th''r re"1"e onnas Kami L.Henderson K" f 3 ,a� CcpmCJl(C)W16 by smpsp,Stro}Te Canary Inc.ALL RIGHTS RESERVED. EWP Manager Pacific Lumber&Truss ssog 5 threi Nl,a,l'e monis,flm joist,barna 9r�sWa m tHs darag mks tie d ig,adaie to Lari;,Lssd g DaYttios,a d Sr"s 6sto1 m 1W Shea,The WIg,aVE W re'enei Fy a 4Eii(iai Beaverton.Oreo on Page 2r LA 2 a?t" qJ, 3rd Floor, Span 5'-0"(Corridor Joists) 1 piece(s) 2 x 6 Hem-Fir No. 2@ 16" OC Overall Length:5'7" 0 0 5' All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed ' Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 455 @ 2 1/2" 1367(2.25") Passed(33%) -- 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 346 @ 9" 825 Passed(42%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 565 @ 2'9 1/2" 801 Passed(71%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2012 Live Load Defl.(in) 0.079 @ 2'9 1/2" 0.129 Passed(L/784) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.100 @ 2'9 1/2" 0.258 Passed(L/617) -- 1.0 D+1.0 L(All Spans) TJ-Pro°'Rating N/A N/A -- -- -- •Deflection criteria:LL(L/480)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 5'5"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 5'5"o/c unless detailed otherwise. •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. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories 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. Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 5'7" 16" 27.0 100.0 Residential-Living Areas Weyerhaeuser NotesSUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator • Forte Software Operator Job Notes 316/2018 407:43 PM Forte v5.2,13esirin Engine:`x6.8 0.14 • • roc-iieh 3"ngincers .1?isfs.4tf& i i.'>;h24-7hOS bhawken(frealir,h-eng nee+S.comPage,1 of 1 Page 21 of 129 kil D T MEMBER REPORT 3rd Floor, Span 6'-O"(Deck Joists) PASSED 1 piece(s) 2 x 6 Hem-Fir Na. 2@ 16" OC Overate Length.6' 7' • 6' li All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) i System:Floor Member Reaction(lbs) 285©2 1/2" 1367(2.25") Passed(21%) _-- 1.0 D+1.0 L(All Spans) Member Type:Joist `,Shear(lbs) 227 @ 9" 825 Passed(28%) 1.00 1.0 D+1.0 L(All Spans) ., Building Use:Residential - Moment(Ft-lbs) 425 @ 3'3 1/2" 801 Passed(53%) 1.00 1.0 D+1.0 L(Ail Spans) Building Code:IBC 2012 Uve Load Defl.(in) 0.064 @ 3'3 1/2" 0.154 Passed(L/999+) -- _1.0 D+1.0 L(All Spans) . Design Methodology:ASD Total Load Defl.(in) 0.108 @ 3 3 1/2" 0.308 Passed(1/688) -- 1.0 D+1.0 1(All Spans) : 'TJ-Pro''"Rada% N/A N/A -- , •Deflection criteria:LL(t/480)and TI.(1/240). ---- �'�` •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. •Applicable calculations are based on NDS. • No composite action'between deck and joist was considered in analysis. Bearing Length Loads to Supports(lbs) j Supports Total Available - RequiredDead Fll Total Accessories ve l 1-Stud wall-5PF 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 I 1 1/4 Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. i Dead Floor Live 1 Loads Location(Side) Spacing (0.90) (1.00) Comments ;1-Uniform(PSF) I 0 to 6'7" 16" 27.0 40.0 Residential-Living Areas Weyerhaeuser Notes ,. s.:.FE:r:...Iler r r`b?br'e Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to ;assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable !forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. .•The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes P 8/24/2016 9:00:37 AM "ashar sorra/Pour Forte v5.1,Design Engine:V6.5.1.1 Froelich Engineers Joists.4te i (5 3)924x311 i 1 Page 22 of 129. , ,, CLIENT. 6969 SW Hampton St. Portland.Oregon 97223 503-624-7005 PROJECT: = Oregon 745 NW Mt.Washington Dr.#205 NUMBER: r rt ' •' Bend,Oregon 97703 541-383-1828 FROELICH Cfficte DATE: 12303 Airport Way,Suite 200 ENGINEERS •4 Broomfield,Colorado 80021 720-560-2269 BY: 'a r) 45AAAS I • • SPAN r — 0 DL5')(Z ) O ,PL.F 600 ftdc 3F132,,: / S P A AJ r 0 - 90174-P 7.2 0 „Pc F SPA r o 3,F8 P#5,,..Ai 0 C.7-7FLF : Zoo F B5/: sPAAJ \ DL s (3')(27) S Page 23 of 129 COMPANY PROJECT • Woo . Works� Aug.31,2016 08:42 3937 vr+rt; • '^' sf'114,4Re 1.0N;0'11017.aiSIGS' Design Check Calculation Sheet NtondWorks sizer 10,42 Loads: Load C.2T, L.=r. F: 10radi. s M . ;.L1e Unit: 5:1: . 0t.3rl EndStart End E--d1 ._ -L:;, 211L6 p3.f Lhad2 Full CEL 600.0It It s1£1gh: Cmad Loll U111 0,0 Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(In) .. 1111 1111.. AM 1111 9'4 2'1111... 1111. 1111 1111.. } I 1111 peal, 1900 - 1950. Lion 2005 2605 Fact::rld; Total 1161 9765 Nearing: Capacity noam 170.5 4765 Support 0005 .5073 Aral/Deo Scam 1.00 1.04 Support 00.94 Load cons{ s2 112 Length 2.01 2.09 Min told 2.09 2.09 Cb 1.00 :.00. ch min 1.0,1 1.00 Gb c::ppoct 1.11 ,Ii 2cp x, 6?-=, 62.5 Glulam-Unbal.,West Species,24F-1.8E WS,3-1!2"x11-718" 8 laminations,3-1/2'maximum width, Supports:All-Timber;Soft Beam,OFir-L No 2 Total length:9'-4,.2";volume= 2,7 cull; Lateral support:lop=full,bottom=at supports: Analysis vs.Allowable Stress and Deflection using NDS 2012: Ca tvtinn (.5I3 Value 3£44,9 �'/Aiae briot Ar+4.l a$sfIkvsl,xr '7'x1..^. .�::. _,.. ispsis2,1' . ta,*nc,n0 i+1 - 1001, Fr' 2400 p01 EbtFb' ... 11.00 Pond ;i'n :Ll090 Live Calti'n 0,11 0,l,1 L.'360 in 0.36 Total Dofl 0.22 ..1193 .1.46 L%240 x0 1 0.45.. Additional Data: FACTOnn: F/Finsi1cr, CMEt CI, ::s, Cfu Cfrt: 4001.5 Cn'Cvc L a 00' 205 1.00 - 1.00 1.00 1.00 2 0b'r 7.400 1.00 1.00 0.00 1,000 1.000 1.00 1.00 1,00 1.00 - 2 Fop' 1 .. 1,00. .0 no:1 L:xn 1.00 4.10 - -. - 1,00 - - 2 t3niny' 0.65 millLon 1.00 1,00 r CRITICAL LOAD COMB4IATiO?.iS: Shoar 04' 22 _044„ V- 46?7, V des:qc - 33'9 lee Bonding02 - - 10027 lbs-ft -efie.._.inn 22 - ilive LC 22 - aCal' dead L=1.0,, Soano,r 11'-::2,0 ."dtpatt Lr....rccl live Lc_co oentcated E'ucurthquaxe Al.i LC's axe IdrOCd to rho Analy-sir: 0Mtp0t Lna 11, ::= 0.5. 0.u....- ... 2 IBC 2012 CALCULATIOf:3 efi -cion: EI - '9C .,-.� /* .: too.. ]on-dead loads {live- wind, sn0w..,1 ..:.vr" dc::xy,,;F..E<�n (`:4?:ie�L[.n;: :11::11 ail Total Deflection::: 1..5L:oo,' 0:01.._....-.ct., • Live Load 0.flettlon. Design Notes: 1 Woodworks analysis and design are in accordance with me ICC Inlametionai Building Code(IBC 2012),the National Design Specification(NOS 2012),and NOS Design Supplement. 2 Please verify Thal the oefeon de'Ieist:on:limits are appropriate for your application. 3 Slalom design values are for malanals conforming to ANSI 117-2010 and manufactured In accordance with ANSI 5190,1-2007 4,GLULSM.bed=actual breadth x actual depth. 5 Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3,3.3. 6 GLULAM:bearing length based on smaller of Pcp(lension),fcp(comp'n).: Page 24 of 129. COMPANY PROJECT "aa a Aug.31.201009.42 a}Ez wwb `� 000,710,01111.8000 080(10113.E30(IV Design Check Calculation Sheet Woodworks Sizer 14 42 Loads: loot -..r;or r 0,3:_i; r LS:.'aF 101) M ;::itudc 1011. 0.00 .2118.G 00 FR 0001 F 3 .301:. Mao- fult OFU 490.0 . pit - toad2 Li,. Full aht 7220 xl` _Full Fat 3,6 615 Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) 6%34--�,-• .-._. -..._..._.. • '`uV ,}nfaeo reds Dead 1866 1566 Live 22(;1 2261 Total 3023 3029. Cspacl.Fy Beam 3029 3629 3appo:.t. 4676 4075 Anal/Des eaom 1,00 1-00 8opport 0.14 0.85 1..>34 cool, Ail 12. Length 0.9' 1.60 lrated :2.66 1-.88 b I...100 1.11 Ch min 1.66 1.00 Ct.s eppo_r_ 0.11 1.11 tcp:n.zl: , 62625 Glulam-Unbal.,West Species,24F-1.8E WS,3.1/2"x11-718" 6 laminahons,3-1/2 maximum width, Supports:All-Timber-soft Beam,D.Fir-L No 2 Total length:6'-3.4";volume= 1,6 at ft.; li Lateral support:top=fug,bohornc at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012: Cr,teroon Annlyuio 1.0.10 Peft.S. \Loo.' Errol has y01+s./s',s(100.y... 08 160, a 258 psi follm21: .33 Be»07.1:.1:' 03e >b' M 21.00 fro:t `010/02' - 6.35 ad De11'n 2,02 m <01999 Live . 0.64 m at/93a 0.20 A Lf360 in 0.13 _Toto1 006.'0 0,65 :b. <1:1999 0.34 > ,.,12403 In 0.50 Additional Data: FAC bkn. 61llo1iCD CM Ct CL CV Cfu CT Cfrt Notes Cr'Cvr LCb kv' 265 .1,00 1.07 0.04 ^. - w. 1,00 1,30 1.10 FL'4' 210 .. 1.00 1.0h ,10 1.000 .000 1.108 1.0a .0:" 1.00 2 10p' 1511 - 3 1,00 ". 1.00 1.0 million: 0,12 1.011 _ .. _ _ 1,00 - 2 FminY' 5.05 million 1, 0 1.00 ,..Og - a CRITICAL LOAD COMBINATIONS: 0.05e.r 02 al o '3744, V design u ,.552 lbs entin .. = UV 1":• , K ,, 27.4e lbr-ft Deflection: C a2 C 22 0+1. totaif D'dead 1.'iive6 anon Wows nd le mpar„t Lr= ,e roof live Lc'eonceetrnted n'0r i:hgnake All 0.2'4 e..:.listed > thre Analysis output i..onri combinational A:1:24 7-16 7 18C 2012 CALCULATIONS: Defleol. ,,o, 03 679806 108-1r02 "Live"deft:e:t:ion. '., lollect:i.on tion all non-dead load, 000va, wind, u• : . au Tats,:;. Oe>::':ie::=.::on e 1.00(Dead Load Deflection} a, l:ioe load irefl.e;t:ion. Design Notes: 1 W000Wmks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specific-anon(NOS 2012),and NOS Design Supplement.. 2 Please verify mat the default deflection limits are appropriate for your application. 3 Gluiam design values are for materials conforming to ANSI 117-2016 and manufactured in accordance with ANSI A190 1-2007 a,GLULAM:axd'actual breadth x a•.duat depth.: y.Gletam Beams shalt be latatall'y supported according to the provisions of NOS Clause 33.3, e.GWtAM:twillirxo ICeylh boses on smaller of Fcppension),Ecp(comp'n):, • Page 25 of 129 COMPANY PROJECT .4 -_ „ ,.„ • k Aug 31,2019 09,41 3FB3,4mb 117/7.(a.1.014.770,0111f7f00' Design Check Calculation Sheet WoodWorks Over 10 42 Loads: 0e.d Tyr. 7.<l- loca7n M'+<. +0 2011 LeLc 71C71 0,04 tart: Cce rc,11 VOl 210c pi 31,1, 320.0 g -4 Maximum Reactions Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): 12-3' -• 121),5* 1407 1.90 10n0 ,.i0 leavta.,ed, 3S00 2202, fvf,ioo. 4opovi.ty 0eam 2260 6C Suppers iee2 7772 Sea I S4irt, 5.00 1.90 Suppet, 0.91 9.14 lead comb 12 1.seto 1.1e 4,411 14;; "p'd 2.41/ 1,41 cc 1.00 Lao 41..do 1.07 1.110 (7,oupp .; 1.11 1,11 10:4, sop 500 45244 Glulam-Unbal.,West Species,24F-1.8E WS,34/2"x11-7/8" 9 laminelions,3.NZ maximum width, Supports.All•Timber-son Beam,D.FU-L NO 2 Teal length,12,30%volume= 3,5 coil; Laleral support:lop=full.bollom=al supports: Analysis vs.Allowable Stress and Deflection using NOS 2012: Crit.1,00 Analyila Value 00.,,(9 Y. Volt AosIvaasidesIe. .;0aat 7e 17;'' pa, t,Inv' SIP eoodi.voI41 fb 4 1473 fic' - -2400 O.Li near? 0<r,11(1 4,12 <1/200 vo Oaf 1 n 0.10 0.40 1/047 ;+ 0,1) Total fit 11.37 ;11,10 0.01 a 5./<21 Additional Data: 0540011), 0iCfpsil4D CM 'lb CI. CV Cfb Cr Cfct Notes 4of4vx,1.00 265 1.09 4.00 1,00 - 1.00 1.00 1,00 C 2400 1.00 1.00 1.00 1,11(1') 1.000 1,00 1,00 1.00 1,00 2 Pap' 650 1,00 1,00 - E' 1.fi million 1.00 1.00 - 2 Eslifty' 0.05 million 1.00 1,77 - CRITICAL LOAD COMBINATIONS- LI 42 - c a 3321, cdn4ign 212.4 Il;; feadind111, LC 12 . M (eon? lbw-ft 0a11ection, 1,0 012. (hive) 04 42 - 0+L teeall 0-eead L-live 1.impa4t Ilr.roef live lv.coo,enbrate0 E.easthgeake All 1,45 are .1.1.ecod in She,Analysis ...std., Lead C<MbiSlatiOriS: Ascs 3-1C 7 1002017 CALCULATIONS: Detleorloo, 41 073e70 lb-172 "52ve7 deflection . 0.11.471oo fscr,all nen-07.0 loads 111ve. suIte, anow..1 Veflection . 1.e0170ad f live Load Design Notes: 1 WoodWorks analysis and design are in accordance with the ICC Inlernational Building Code(IBC 2012),the National Design Specification(NDS 2012),and NM Design Supplement 2 Please verify that the defeat!deflection litnils are appropriale for your application, 3 Glularn design values are for materials corrtonning to ANSI 117-2010 and manufactured in accordance will ABS.A190 1-2007 4,GLULAM:bud=actual breadth x actual depth. 5.Ditilem Seams shell be laterally supported aumiting to he provisions or NDS Clause 3,31 B.GLULAM:bearing length based on smaller of Fcri(tension),Fr,o(comp'n), Page 26 of 129, -.. COMPANY PROJECT ®Q f Aug.31,2016©8'.40 3F?4 wwb 1111 1111... Design Check Calculation Sheet Waod44'orks Sizer 10,42 Loads: r,,, 1 ez 9.0 Ir i Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): sa= t1111 1111 _ _..,. 1111. 1111.. ... 1111. 1111. _.......m... 1111... 1111. 1111. 3 1 1 1111 _..................mem.,.-.-.. . . .,..,.... .,. «..,,,...,..,,,;,...... ...a ...,,.....m.. 1111 S'-°.S` • ita:actared) 250 Dead 'Iii :05 Live 3t35 Factored: _1111. Total 5311111., Sea rlag 1 Capacity Berm 2331 1177 ;upz,o rt ;211211 Anal/boo b,4i Beam 0.4',' 0.44 Support o 0<44 12 Load comb k2 C.310' zr_ngre 0.50* 0.5C" Cin re:q°r: 01.0+ 1.00 eb 1.00 i.00 Cb tete l..10 1 1.,Lt Cb nurprvz�: 1.12 p atto 02'1 625 't mlell Des e g#ength.eettir:g used'1r2'ef eD0 0€55uanx Glulam•Unbal.,West Species,24F-1.8E WS,3-1l2"x11.718" 6 laminalions,3.112'maximum width, Supports:All•limber-soft Beam,D-Fir-L No 2 Total length:5'410";volume" 1 5 cu ft; Lateral support:top=tali,bottom=al supports: Analysis vs.Allowable Stress and Deflection using NOS 2012: Crt<e000P Analysis`loitle. hooks,, <9)30 ?Jest. Mlv +sa/{s qn.. 311ea0 3v = 2633 'poi ? t0<' .' 0,104 Banding l+l ft: 9d .23311 t1.11 ...(FGa 11.04 1mud bell 0.00 = <0/592 t2'Wl'n 0.00 =<L/999 0.1' - 4.101 10 0.51 L: 1 TcL43.00 1'" 0.on,..= 999 , 3.25 - L.24D in 0.02 Additional Data: FACTORS; FI;;pat.ieb CM c:: et eV rare. cr 00r;.vote., CnoCvr Leg f.v• 265 1,00 1,00 '0, _ .. 1,05. 1,00 1,01 2 Fb'+ 2400 1,100 1.00 11.06 1.000 1.000 1.06 1.,00 1.3e 1,3e -- 2 650 - 1..00 1: ,pr1 - 0'Y 1.8 million1•00 1.00 _ 7,05 - _. 2 CRyt 0.55 m111.1.1 1)n 1,51, - _ - 1.06 - _. iTiitxCAL LOAD COMEIN.ATIONS: Shea?: 1 le 42 6 i)+1.., 1 - 531 013n a l:e .,es 9endin LC e2 u,., _. 5v€lection.: L€: as - •1::1 LC 02 6 :^+L 1cra11 rr:dead 0..11 v'1. Saanow d-w:60 _ 4Lr= ._ Lex _... s,. s.,. a ,.ake ASl.a c 1,0'., are looted.. 0 Analosty G Luz .^.:c4;:eatlons, 1,011., . ...0 . 11.60 2111_ CALCULATIONS 5etlecci0n' 01 a. 6'?94,00 lb-102 "lave" 1-,1,ie ad . 423..:t Total Deflation °.✓vire_.. Loah noflooticol .1t.r Loo6 P..:1: St. Design Notes: 1.WoodWorks analysis and design.are In aacve(900e with the ICC International Building Code(IBC 2012),the National Design Specification(NM 2012),and NDS Design Supplement, 2,Please verify that the default deflection limits are appropriate for your application. 3,Giulam design values are tar materials conromling to ANSI 117-2010 and manufactured in accomance with ANSI 0190,1-2007 4,GLULAM:bxd=80081 breadth x actual depth. 5 Glulam Beams shall be laterally supported a000fding to the provisions or NDS Clause 3.3..3 6.GLU AM:bearing length based on smaller of Fcprlension),Fcp(comp'r:)< Page 27 of 129 COMPANY PROJECT 0 r bks® i,(300 t rse.. Sep 9,2016 11:00 3E85 wab Design Check Calculation Sheet Woodworks Sizer 10,42 Loads: 1:o.:: Type :10111011.iun Pe Location iftl Magnitude Unit Iota la t End Start. End 1.o li _._ `tread 'Full 001 51.0 _ pr i" T.Dad2 Live Fuil DDL 120.0 pif Self-weight Dead Full [III. 9.4 p12 Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): 13'-1 6" 13*=orae lnfactored; Dead 593 593 Live 789 Factored; 738 Total 1381 Bearing: mm....- 139- Capacity Beam 1881 Support 1911 1311 Ar-a1/Dee 1911 Bean 1.00 1.00 Support 0.72 0.72 Loa^ r omb #2 Length 0,79 #2 Kin req'd 0.14 0,79 Cb 1..00 0.79 1.001 ' Cl) min 1..00 1.00 Cb support 1.11 1.11 Fop sup i;f, 625 Lumber-soft,D.Fir-L,No.2,4x12(3-112"x11-114") Supports:All-Timber-soft Beam,D,Fir-L Not Total length:13'-1.6';volume=3.6 cu.11; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NOS 2012: Criterion ' �� ...vn A.::a..ygk Value Design Value Jrtit Analysis/Design S'hGrr fv 45 ° " 144 ✓s1 fv/Fv' - Ber•:dingt41 fb = 730 Fb' 792 psi fb/F~ 0.92 Dead Defi'n 0,09- :L/999 Live Defi'n -12 = <1:/999 :7.44 = 1,1:1:.0 n 0,29 �' Total ,Pi' 0 2 L,/190�. 1.17 ., ..�. r: t`--.6,1 'cn 0,41.. Additional Data: FACTORS: F;P(p,i)(:D CM Ct CL CO (:,u Cr Cfrt Cl. Crt LC44 Fv' 180 1.00 1.00 1.00 - - 1.00 0.70 1.00 2 E':^,'+ 900 1.00 t,00 1.00 1.000 1.1.0; 1.00 1.00 1.00 0.90 - 2 Fop' 625 - 1,00 1,00 - .. - 1.00 1.00 - - F' 1.E million 1,00 1.00 - - 1.00 0..95 2 Emin' 0.5E million 1,00 1.00. - - - - 1..00 0.95 - 2 CRITICAL LOAD COMBINATIONS: :.. ShearLC #2 -: 13+1,+L, ._ 1374, V desi,design1170 lbs L1endngi+): LC 12 = OrL, M .. :139 lbs-.... Deflection: LC 42 - r+L (live) LC 92 = Di L, (total, D=dead 1.-1i.re 5::::>no4 i4,:wind I"inpact Lr.:::=roof live Lc-concentrated i=ear I:t;auaie All LC's are listed in the Ar aly ie output . Load combination*: ASCE 7-1.0 / IBC 2012 CALCULATIONS: Deflection; T -- 561e06 lb-zn2 "Live deflection = Deflection from all nc -dead toads ;live, wind, snow�z Total Deflection 1 .0,Ce2: Load Je _oticn Live , Deflection, r 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 NOS Clause 4.4.1. 1 CLIENT' Page 28 of 129., 89O9 SW Harnofcil Si. Portland.Orogon 97223 503-624-7005 PROJECT: �-�743 NW 1 Mt.Washington Dr.#205 NUMBER: Bend,Oregon 97703 541-383-1823 FROEL(CH DATE: N ri R 12303 Airport Way,SUiie 200 EBroorrfitied.Colorado 80021 BY. 720560-2269 1.1 1 i.„. 5 . if ') boo - Page 29 of 129 COMPANY PROJECT . .. - . ,.. 41.li, A / (P) :.: .,j'A ell p ',41 - ' ..‘ WiLir 0 ,..t V V 0 rks Aug 31.201602:43 391-11wwb w,ilt,A3a,c. ,:.12woeo I Design Check Calculation Sheet WoodWorks Sizer 1542 Loads: Load TY0i Piss:if:It:on Nit- Location (al fispoirude Onit Lets 5lett 6.14 Stott kiwi lesol Prod Coo. 001 445.70 1.:1 'toll bi.ve 1u11 151 600.0 pin '2'1"6:900 read ireli. 301 6.0 ,oit Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): t - 371w' $ r 1 i • • Ix 347. Usfastored: read 041 601 Lot:: 7.711 636 rotol 1577 1560 nsecing: ., . " Caparaby Seem 1)71 1577 8upport 1746 1746 Anal/Dog Beer 1.00 1,00 Bappert 0:90 0,-go load comb 42 42 Length 4.72 0,72 Min ida'd 0.72 0.72 Cl, 3.00 1-00 CO min 0.00 1-00 CO support 1.11 1.11 6:11' sup , 6211 625 Lumber-soft,D.Fir-L,No.2,4x8(3-1/2"x7-1/4") Supports:AS-Timber-soft Beam,0 Fir-i.No 2 Total length:3%1:4%volume iii:0 5 cull t ' Lateral support:tori at supports,bottom"al supports; Analysis vs.Allowable Stress and Deflection using NOS 2012 Criterion Anoiyals 'Abut _.tweIgn. valve , Unit nealTaleireargn iheaK ,., 54 AO ,, 100 psi folii. . 0.66 Sending:0.) Cl,. 463 PO' . 1165 psi fbirb' . 0.10 Deed Lf1.0 0.00 w al./609 Live DePPo 0.01-, e1,1996 0.10 . 1/360 in 0.07 tool 0efl'e 0.01 .eLf99.9 0.15 . 6/240 in 0.03 Additional Data: PACTORB: 6/617411030 CM Cr. Cl. CP Cfu Cr Cfrt Ci Co LC4 re. 160 1.00 1,00 1.00 - 3 - 1.00 1.00 1.00 2 10., 600 1.00 1,00 1.00 0.996 1.300 1.40 1,-00 1.00 1.09 - 2 Fcp' 625 - 1.00 1.00 - - -. 1.00 1.00 - - 0' 1.6 mallion 1.00 1.00 . .. , - 1.00 1,00 . 2 Sets' 0.50 million 1.00 1.00 . - , - 1.00 1,00 - 2 CRITICAL LOA()COMBINATIONS- 1 LC 42 . DiL, V- 1.547, V design- 906 lbs 3o6dir0C+Ir LC 112 - 0',L, M ' 1107 ib'.-ft Deflection: LC gi . 1441, Clive: 1,1 ,2 . 170-L (total) rtoeed 1,11,e 3-snow 44-wind 1-impact Ls.roof is Losnonceortated 6-earthquake Ail T.74: aro listed in the Adalyals output Load combinations: AfICE.7-10 / IBC 2012 CALCULATIONS: Vetlectioo: 01 . 1j0,,06 ii,...,,,2 31.1.0e. de:Unction. Deflection from all oon-dead loads (live, wind, snowil 'rural Peflwction . 1.50iDeed Lood riefleetiont +Live Lead reflection. Lsteral stability Cri. Lu . 6'-0.753 Le. 6.-3,63. 00 . 6.61 Design Notes: 1,Woodworks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Oesign Specification(6105 241)12),and NOS Deakin Supplement 2 Please verify that the default deflection Omits are appropriate for your application. 3 Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4A,1 Page 30 of 129. ,F , 3 k ww+wt ! I II LI {{ � _ aLI o li j[ [l 'MN .I l i} iiiII ; j s t:� t j 4 gs U j jj q 1 iii l �_>_ I I ii1 a L._ 1 a '' i i .. r [1,3 ,It.,,, ..„... 1. 7„,;_ _ , ,, cliL.11,1 1 ,.., qt 1 11: . ._, :._' .. tN I , } :. K3 , S IQ 1 g5 6.r.. w s' N I --,,,....—..,...... ..11 er L 1 I J 1� t • I ti i Am • +.�€ CLIENT: Page 31 of 129 i ' 6969 SW Hampton St, Poriiand,Oregon 97223 °a .P* $-.: N 503-62x1-70 �5 PROJECT: 0? �ryc - 745€N 1 Mt,Washing ton Dr. 205 NUMBER: Bend,Oregon 97703 541-383-1828 F R O E L I C H [- Ue„,:er = DATE: ENGINEERS ; 12303 Airport Way,Suite 200 Broornfetd,Colorado 80021 r.,S .r`eli 1.,-<•,,,•,.....,,<•) 720-560-2269 BY: i 1 le CRAAA,t,AJ1 i • 1 1 1 Page 32 of 129. 1 i 1 4 ,..- 1_,........—... , II) I,/.. 1',—, ,:,.•••• .., _ 4•••: ......... --,-----_,,,,,,,__,, , '" —- 1 , ----/;,.-' — 1, ' 1 0 t ! , t "1 rOr.rOrOtorrO.O. i , D ta - r 1 • 1 . i '1 i "1 N. I CNI Li- : i .... , _________--, „.1.:....:71 i-r-u-i 42.10----iiker„ ...--./--- _.-,--„„,„, , , • .,,,.. , , „,„,,,,,,„ ..„.„,,„i„.„t„„,..1 ! ! 1121. \,.. , I. •4. 1 ; ' 1, . ........--.....——.........•,.....••••••••.--...... ^ , : 1 4" El , I 1 t i u. i .............-..... ..........., 4 lt. ....... . . .. . . • •-- • -- - , 11i , 17- --4- 4 ( IN/1 i 41 0.. 1 r j t I, , 'i 1 LI • rtrt. 29..........V.I4n......"...' a....' 1 :I 1 1 _-__---------___ ___. ‘..--,4 (w; e , H 1----1 t I i, 1 , t tu rq ' 1; t , , 10 t : , , -•-•- •-•••••,,....,-.44.-.4.---..... ------ tz At U. .,..-1111 i......---....„ low r . , 4.4 A....I , %.,,„. I= ,,,,,... .,, „ .0..., ,.. ...,.. r , ,=,/, . i„ ..._ ...,, _ .._ , ....-, N I Lk' 11 I , I I. . ' 1 11 1 1 1 1.............r-- , 0 t. 1 = r ' LI„.,, ..... t....., . .;1 ' * ..„, 1 . 1 1 _ , .......,__....................... I , , . , i • - L i;i� oftCLIENT: Page 33 of 129 6969 SW Hampton St. Portland,Oregon 97223 503-624-7005 PROJECT: V Centro'Oregon 745 NW Mr.Washington Dr,#205 NUMBER: Bend,Oregon 97703 p(�^^�$, 54 i 383-1828 `" \„J E _ICH CH uer:..-er: ffce DATE: ENGINES ; 12303 Airport Way,Suite 200 Broomfield,Colorado 80021 720-560-2269 BY: a � C)6,4 LoA r. ..r 2.7 F'` F Fe-cx>e r vE 4.0A D s go Ps F k)4[-1. DE40 L.oAD r Ii P6F 1 sT FCoo .3cASTs: LL. , o PsF Page 34 of 129, CLIENT: ;, 6969 SW Hampton S- '" Oregon 97223 ' , 503-624-7006 PROJECT' $ w t ,' TG3 Nth Vit,th?ashingtc€�Dr, 'O6 NUMBER: ' Bend,Oregon 97703 J 541-383-1828 FROELICH i' ,,,;?.irpo, DATE: N € r (�s a '2303 Ai€pori Way,Suite 200 Broomfield,Colorado 80021 �y, ,8z ri ,1-t c ,'-, :-,-; 720-560-2269 1 a A 2.6.1 2_0 1 1 ,,. t,D1., ( i') 120 - 1 Q-c.)tk�)t t2°. (ti} 1- (12.)fit24) i.LS ( )C.�t,){. r-l ° } sg2o L�= t SpA U ..Ls- 12,0 \ 12,x,1 OS )1,2,4) c r, � : (Z-7 90 PLY r, ‘51 a 55 15/ V R AT .ri .a , Page 35 of 129 CLIENT: irV,.. 6969 SW p%:-..x-:St, Porliond,Oregor,97223 503-624-7(05 PROJECT: Li 2:45 l4,;/ v:1!.),4.:>ning0onl.)!.. 2C% NUMBER: 4ilf„. 8and Of eclon'97703 A1-3B3••1808 FROELICH El c.),..„.,,,:,,c,,,,,„ DATE: 12303 Airpoit Way,SUite 2C.0 ENG1NEERSi Broomffeicl,Coicycdo 80021 k.,•,:.1:n,,,..:1:;::,>0'.. 720-560-2269 BY: i 1F-B14, ' 591\11/41s 12-'311)(2 ) C.3)1- 2c" pce LL,s,. (. 1 ) 0)c.Fp) I a 1 i 1 , P A Ai Z Co et. ,, (g.. Cemv,,,,At2.-r- ... '12) (...,..5, /...-.C.., $ rk.e6 a t .SPAA1 s 1 -LL) C)L I (Aii ) (IZ) t 12.01 1,:/-1 )(7-7)t 110 „1,{145(23-11.12-0 .t. (e-41)(2.4) s 950 Pt ic S L Lf.1 L 1) (ZS) s 50. Pt-F. r ' .1AA1 r LL_/r k.k:2-0 Pt-F 1 .IFT3./',/: 90 P L-F / ." .0, ". L ,,-- c,,t? )(ut 0. ) (4) lz 7-2 a pcp • , 1 , -. r.7. 1„..-7,e) 9 1.-le. Page 36 of 129,- , _ - CLIENT: 695°aid f. Portl d Oregon 97223 503-624-7005 PROJECT: 4.,:ft'I'l 0`?'' 745 NW ilt.W s_rr .or Dr 42CE . NUMBER: Bond,Oregon 97/03 541-383-1828 FROEL.JC - ,, t , ,, DATE: E G t N E! to 12303 Airport Way.Su^:a 200 Broomfield,CcloroOo 80021 , 720-560..2269' i 'sPik,,,,AJ -C " WI: - ) 12- 6 FL,F i SL (3- ) (' fiZS) .1 o '6F. 1 i f££ i } V- /` SPA DL s Lit i- { - t.k Oo Ar Ls 4 .-t- =0 Page 37 at 129 • COMPANY PROJECT r„. * 4, 1 '0 411;d Wo rks® Aug 31,2016 11•01 1FM1 testa 02I"27255tf iftt5,5702}2M-30Tei Design Check Calculation Sheet WoodWorfts&co 10,42 Loads: Load Typ, 015, :c Sf0i ,55, ,55f fed 05, , Y1,51 _ Loadi fail 702. 72.0 plf Load2 Sncs eL, 2T8,.1 elf • Self-welght 1,21 201 f Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): 01' , Dead 242 n2 Snow 628 Factored; f Total 851 Searing: Capacity Beam 1UN 1034 Support 1211 1211 Anal/Des Beam 0.78 0.78 Support 0-70 0.70 Load comb 02 02 Length 0.505 0.50. Min .req'd 0.50. 2.20' 510 1,00 1.80 22'man 1,00 1.00 CD support 1,11 1•11 Fop 441P 42:0 tslS 7atiimum beenne1ength softest used;1,2'tel 0311 supports Lumber•soft.D.Fir-L,No.2,4x10(3-1/2"x9-114") Supports:All-Timber-soft Beam,0 MAL No 2 Total length:6.-1.0":volume v 1,4 cu It: Lateral support:loom full,bottom"at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012: Cr.t.Coricc, Analye, Val ee Des'en '5'01E. 51n It 'Ana lyslaiDes tem: does!. 11 44 P2>1 d t vier. v 1>14 Dending2il Ic . fh. e 1242 psi te/Fe' m Dead Dett'n 0,81 e c1,i549 Live Defl`n 0.12 e 92;5500 0.20 e 1>3>2 u 41.04 Total Defl , 8,03 I 2189.19 S.250 L5-101 tn 2.09 Additional Data: FACTORS: FIE(Ds:I CD CC Cl CL CF Clo Cr Cf tt Cl On 2.20 Fo' 120 1.15 1,00 1.00 1.81 1.05 1.23. 2 F1'5 900 1.15 1.510 1,o0 1.1057 1..211 1.15 1.00 1,00 1,22 - 2 Sep' 625 - 1.12' 1.10 1,80 1.80 - - DI 1.2 million 1,01 1.81 -- 00551.90 m1ll1on 1.15 1.1; - CRITICAL LOAD COMBINATIONS: Shear . 62 ill e DtS, 080, IC design- 127 lba Ilermiing2n, LC 62 e 05-22, II e 1270 les-55, Deflection: LC 02 ., 050 21,Eve LC 62 e 0+3 ttetal? D.dead Leeraof Lcecancen5,ated Eeeatthquake All LC's elm listed in 5he Analysis estr.ut toad 31o3,binatlanS5 AS's, 3-5 1. 1221 Ir‘c 2812 CALCULATIONS: Oe fleet ion: IL e 2:99016 16-in2 "Live"deflection e Deflection tree t:i i cc, .45.5,1. s2181.1 Total Detleollon I•9051lead 1,13 e iant 0 L .•55? 1.0.51 Design Notes: 1 WoodWorks analysis and design are in accoMance with the ICC International Building Code(IOC 2012),the National Design Specification(NDS 2012),and NOS Design Supplement. 2 Please witty that the default deflection limits are applopriate for your application. 3.Sawn lumber bending members.01011 be laterally supported according to the provisions of NOS Clause 44 1 Page 38 of 129. COMPANY PROJECT thgrth- 111 0 W \A1Ork .. ` ` Aug 31,20181t:02 1FB2 xwb Design Check Calculation Sheet WoodWerks Sizer 10 42 Loads: 41 Ftno 5ih1Ei6,1,o to,. 1,c7-171,,0 St, c 4,00s4 Pa4t.ini 7,1.1 6.61 110.0 100.0 ol5 Load) ijoe thrt121 C22 0,I1 11,61 440,n 440.0 pIt Dthd 145:11 "12 olf Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): Ono t :d:Ocad 7 I.fl i 4 L10 Snow 825 25 Factored: ._... ... 4554 -40ta1 4551 .. F4554Clean:•.s 4554 4577 Sunpoet. 4677 Sa:a rcf5 1.0:1 San 1..00 Support , s7 ''#7 2 Load comb, 1.22 :'.e gth 1.24 1.27 41 .34 . Min to4I'd 844 Cu:iiia :.0e 8,,7. Ch u::pcert 1.6' .07 i lulam•UnbSL,West Species,20E-'1.8E WS,6-112"x9" 6tarn;natives,Sv182'mathrmen%Ash, Soppronth Alt T44n1*asaa-Bean,D.rat•L 140.2. "NW Iet.911r b'"l!5':0481010 88 30 Cent):: Lateral support:top=al supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012: t . :alValot Unit Ana .t'on ) 232 4(54' 9 l 4:3 ''5' 5'401 Ps:: _,.._.. - 0,:57 Ve ,_- Ve 4 fi ti0.51 Additional Data: FACTORS, F/EIpsiICh CM Cl CL Pr C i hetes ce-mrr 2440 265 1.611 .1.06 1.00 .« ,03 Fb7. 24011 1.0t. 1.1:U .n4 0.99. - 1.44 1. 2 F'<3p 450 1.00 1.00 .. ;. I.44 tr 164. 1,00 - ,-,:ny 0,61.00 1.00 - 3:70 - _. 2 CRITICAL LOAD COMBINATIONS: sheer a'l. _ - b 4544, V dtsitn 0757 Its Ben1lir:g t+l: 1,C t2 910 Ot peilec5_oi l2 C2 - otz ...E"..d S. - livo Le=ccocontrated Al. _,C'.Aaxe 5_ 4 1no}v 1ya15 ohihiab Loth cont, pal.Sons: .15172 7-11 r In. 2012 CALCULATIONS: t)e Elect u!x: f:i - 6610 2 "Live" deflection loo . e 1i rt 51:45, ... v:>. .1.'". :.56x.:..1 '"< :. 1..,4.1 01:ion iii 1.:3 .,,.8. htfittotihril Live 1.4,41 Pee.i.totion. Lattiai F»t_ :-t, .: Design Notes: `:..WoedWorks analysis and design are in accede=with the ICC International Building Code(IBC 2012).the National Design Specification(NDS 2012),and NOB Design Supplement,. 2 Please verily that the default deflection limits are appruptlate for your application: 3 Glulam design values we for materials conforming to ANSI 117-2010 and manufardured in accordance with ANSI A190.1.2007 4 GLULAM:bad=actual breadth x actual depth 5.Glulam Beams shall be laterally supported a45014(ng to the pravisiorn of NDS Clause 3:.3.3, 8..GLULAM:b044,1,g length based on smaller of Fepgension),Fcp(comp'n). ... • Page 39 of 129 COMPANY PROJECT -� / ( O r +,.! Aug.31,201811.04 1FS3wwb Design Check Calculation Sheet WoodWorhs Sizer 10 42 Loads: Load Type Dist h'..o. -.� itu,d Sfart +191,7 I.::A.i :lead rvi7 elf Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): ..a,..e.„.,._ 23-L9' ... . _. 22%4311 lf:fncforod; 'lead 16994 15091 Live 1.3199 7.3499 Factored: ...._..... .Sorel 29293 29293 bearing: Capacity Beam 30465 90465 $3pp011 29293 i;D<. 29293 ram 0.96 0.=36 Support 1.00 1:.00 Load comb 92 &2 Length 6.94 ii„014 Kiv r.-eq'd 0.94" 1x.34 .00 1.90 Cb 031.0 1.00 1,O0:8:•support1-00 1,09 62' -'� rtparrl boa(rr9 golon,gove0009 by 1190 Mniiim3 wenn Oi.3he sup ting mermber. Glulam-Unbal.,West Species,24F-1.8E WS,6-314"x28-1/2" 19 iaminaliohs,8-3t4'maximum width, Supports:All-Timber-sof Beam,D,Fir-L No 2 Total length:23'-1.9`;volume 301 cul„ Lateral support:lop"lull,bottoms tall; Analysis vs.Allowable Stress and Deflection using NDS 2012: Ctxta,r:tris P,vol9as9 'ta.vs Utaz.,10 ivol`ufintO egialyale27.7ealua '3he10 173 - 1r• - 2A . .. 1) St: v 211 t .. Eh' . .20 _1 11>30' .s 1.00 Dead 110 El' 0..95 u x:1781 Live Defl'n 0,29: 1%952 0, 960 0.39 ?otni. hefl'n 11.60_ Lf+7E 1,13.- :112x1 in Additional Data: EACTORS: 0/6<pai,Ch CM Ct Cl. CCEu Cr Cfrt dotve Cn.•Cvr ls.q 8v' 265 1.90 '1..00 1.00 - - - - 1.117 1.00 1.00 2 99's 2400 1.00 1.00 1..00 1.000 0,909 1.00 1.00 1,00 1.00 - 2 Pop' 650 - 1.01 ... - 1.00 -- 1.6 rsillinn 1.00 1.90 - - - - 1,31: - - 2 0.05 million 1.00 1..03 - _ _ ... 1,CO ... - 2 CRITICAL LOAD CCMt3ENAT€ONS: :hear LC 92 = 0+1, V= 28562, V 2`821. i Oer.ding;,t, LC 92 - 0+1., x}.= 16;.219 Inv-ft Deflection: t +-. Deflection: LC 92 = D+L !live} 1:1: 92 - 0+L (total) D=dead 1=live 5=snov 0=w,nd 1=impece Li:--roof live triace::::.ent,r1ed 0--rait.hooax., Ail ' e listed iv the.11alysia output Load ',oa:binationsr 9204 3-10 i let: 281; CALCULATIONS: 0e:l.sciion: ftr.. - 00418e06 1b-in2 .Live" deflection Deflection from all. ton-dead : (1 envie Total Oeflaotr ...SD(bexd Load Deflection/ + L_veL d Dvile,tion. Design Notes: E..WoOdWetito analysis and design are in accordance with die iCC ln:en.ali^al Building Code(ISC 2012),the National Design Spocl€calien(NDS 2012),and NDS Design Supplement.. 2.Please verify that the Octane deneotion limits are appropriate for your appiioa0on. 3.:Glulam design values are for materials conforming to ANS!117-2010 and in anufaclured ln accordance with.ANSI A190.1.2007 4 GLU.AM:hod=actual breadlh x actual depth, 5.:Glulam Beams shag be laterally supported according to the provisions of NDS Clause 3.3.3. B.GLUl,AM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). '.. Page 40 of 129. COMPANY PROJECT • ., , ... , d w . . ,. ..... . „„ ,.... ., , . xi. orks ... . sk. Jan,24,2017 22:3.5 1FB4 vent • "7l4.8814''' iiivoU F-X"M'i•V100111304IGN Design Check Calculation Sheet WoodlAfonis Sizer 10 42 Loads: Load ..-0000 Distributiona, Locallon 1f.".1 Msenitode 1,011 ,ern 01,01 End Start End Leadl Dead 'loll Obi. '420.0 Olt Load3 Lis, Fell 0.111, 120.0 p33 Lus44- Live 0011 130140.0 )1111. - ... Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(In): ,.. 12-33 '---" . . .. . ,, . ... ... ... ... „ ... y02012' earnoisitexv. Dead 2570 . 2578 Live 1043 1043 Dazu.otelli ..-..-........ - Total 3621 1621 bentinv CApaci40 Seam 3766 1766 Support 3621 3621 Anal/Des Beam 0,06 0.96 Support /.00 1.00 Load comb 1242 Length 1.46 1.66 din roe'd 1.66.. 1.66s. Cb 1.00 1,00 Cb min 1.00 1.10 lb supper:, 1.00 1.00 'Vp coo' 025 625 l'81inetunn boanng iiengthgevnrned by tne 0090060 width of the supporting mornbor. • Giulam-Unbal.,West Species,24F-1.9E WS,3-1/2"x11-713' 0 lannumions,3-1/24 maximum width, Supper's:All-Timber-soft Beam,0,Fir4..Not Total length:12-33";volume= 3,5 cu ft; Lateral suppon:lap"full,bottom=full; Analysis vs.Allowable Stress and Deflection dein NOS 20121 dr11,rion Anaiyola Velue -26a1'30 '0,30.5Unit AnalriOideiign 841ear r-o. 147 Vv* = 215 p311 tviN` " 0.46 Bend Lng:fl lb. 1505 fb, = 2130 psi lb/Vu' . 0.66 Deed Dl It 0,23. 1/624 Live 43031'3 0.09 .,L/999 0.40 = 1/360 lo 0.23 Total Defl`e 0.44 n 14027 0.61 = l/240 (n 6.73 Additional Data: FACTORS: F/Dcpsi1C0 CM Ct Cl. CV cfu Cr Cfre Notes Cn.Cvt LCN Fv. 265 1.00 1.00 1,00 - - 1,00 1.00 1.00 2 F1''? 2400 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 -' 2 Fop' 620 - 1,00 1.00 S' 1,8 million 1-00 1.00 - - , = 1.00 . - 2 Eminy' 0.05 million 1.00 1,0e . „ , 1.00 - ... 2 CRITICAL LOAD COMBINATIONS: Shear 1 LC 102 = 011, V. 2581, V'design - 2.906 lbs Beeding1411 LC 42 . 0+1, M. 10066 lbs-ft Deflection: LC 42 .D1.L 1live) LC 42 - 1.1.L 0.01011 l"dead L.Iive 6.enow W.ulnd I.impoet La.roof live Lo.enneentrated E.earthguake A11. 1.1.3 are listed ir,the Analysis output Lead combinations; ASCE 7-10 / Toc 2012 CALCULATIONS: 03,1:1 an 3 El . 479e06 18-1o2 'Live. dellectLee . Deflection tree;all nen-dead loads illve, wine, 0/149-1 Total Deflection. 1,5010ead Load Def1ectdeo) 1 Live Load Deflo0E0on. Design Notes: O WoodWolcs analysis and deslgn are M accordance with the ICC International Bonding Code(IBC 233125,198 Nanette'Design Specification(NDS 212125.306 NDS Design Supplement 2 Please verify HIM the default deflection limits are appropriate for your applicalion, 3.(Allem design values am 13201301011013 conforming to ANSI 117-2010 and manufactured in accordance with ANSI/01901.20017 4.GLULAM:bxd=actual breadth x actual depih 5.Glulam Beams shall be lalerally supported emoting In the provisions of NOS Clause 3.3.3. 8.GLULAM:1182311091409101 based on smaller of Fcp(lension),Fcp(comp'n). . , Page 41 of 129 • COMPANY PROJECT 402, sO An 24 2[1":2237 1F05wwb • Design Check Calculation Sheet weieapoo,see un Loads: Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(In): 22 r - MEM • Lumber-sott,Hem-Fir,No.2,4x12(3-1Q"x111174') 3oppoN:Al•T6rbxso5 9wn,13 FF{Nat TRW IIr ,3'3 T;Man=09mrt; Lan)moppet 44 RAE bon..at a pporta; Analysis vs.Allowable Stress and Deflection v4 nq NOS 2012: s zs Additional Data: cc Ill;AL ICAO 0Oi.2NA{cue lez Design Notes: i.'WoodWoles reatraom A dew,ea i.lirercu »v,3A;CO'iarA,nA at'i Code 2E222)2)Ta NMAW GcAr 3peradio;NCS 2312),a#NOS L244:4459ippaan:t 2 Memo met?Jsi 4w cle%t deae,ta:r.IMO to a xnw4.0i ia.ays#'KE n 3 Seat kxrAm bendog nwmtbra RAM M Sway a:m{e.t5 axw:beg to l'z Ftrriw+yTa d1103 CM,*4.4.i.. Page 42 of 129. COMPANY PROJECT oodWorks' Aug.31,21316 I1:06 1f88.wwb 4'f ti4,k e'o WOOD.3>1a.,M Design Check Calculation Sheet w...awaAe Suet.10.42 Loads: . L>.:•. _._ .-... as.-;t..e-.. :,,;: t:- .;,,.3: Ifo Magnitude 1L ::r '�`• e•,, 01nrl.. end start end a il beau ea.5 "10.11.. 950.0 cli 1;u:62 Live '.::i :JA. 1020,0 oi.i. Laadl ar3a< rul '-001. 350.0 plf - Self!-warsht Dead e.31� :E,l. 15..0 pit Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(In): EV-4r ' i t cam. IT 1 Ur.`acC0 red:: 4047 0 4047 4247. Live 4279 4279 Stow 1408 Factored: 0�5' Total 035'7 Bearingt Capacity 93` r•Brunt 9357 6503 5ugpaLL. 85a3 Aral/Des 1.00 Beam 1.00 n s'1 Support 0,97 113Load corp 43 2.;4 Length 1.34 4 Mann Le:1'd 8.34 ..2.34 3 :.b 1.00 1.00 0 . CO c_ 1.00 1.00 eh support 1.071 E.2'i Glulam-Unbal.,West Species,24F-1.8E WS,5-1/2"x11.7/8" 6 laminations,5.1/2'maximum wldlrt, Supports:All-Timber-soft Beam,D:Fir-L No 2 Total length:6'-4.7';volume= 35 cult; Leman support:top=full,bottom=at supports; • Analysis vs.Allowable Stress and Deflection using NOS 2012: cx-ite ei•:>n ,r ..:lee t 43 I u,, 1ie.1£ Ane 950?Fee iug. r 'CO f Gas pdi .v.Y'..'" 0.52 5,. 1'. ,11r1 fh-. 1547 F2 . 24.0 ps1 fbibb' = 0.04 0nod ben'e 0.07 K.<:4999 Live 0011'n 0:09 . 41,/999 0.27 - 1/300 ..n 5.28 Told. 0441.'0 , :1,10 :. 1,4550 , 34.41. "• 1/240 In 0.44 Additional Data: FACTORS: Ff0lp-5307 x111 Ct. C., CV Cfu CrClot Notes CrOCvr LON 8v' 265 1.00 1.00 1.00 .. 1.00 1,00 1:00 .2 001. 2400 1.00 1.00 1.00 1„000 1..000 1.00 1.00 1.00 1.00 - 2 Fhb' 550 - 1.00 1.00 1.C0 e.' 1.8 million 1.00 1.00 1.,00 - 3 Emmy' 0,95 million , 1.0S - 1.00 -. 3 CRITICAL LOAD COMBINATIONS: ,hear i LC 02 - D1',,, 3134, 't Uesigo " 5976 lbs ne7d041i.fr LC a2 - 0+0, 14- 16663 .to It. Dea"leosioni LC R3 ,. 03,75I10-S1 f1,::' LC ff. .. 11,4,73114D1 100 1: D:::d.,L. 0.1I:tt 11-snow 11 w ..d 1 :,.mia_r LK-roof lire Le.copoent.ren.d 113rt:lgoakr' Al). LC'u are Itated the cotroan Load - E ^ativas. ASC . 14 1 160 42212 CALCULATIONS: D.'i action; EY 2381006 ib-0n2 "1.100 deflection ,,, D.fle t.i.00 f_r'cc,all son-dead loads (live, 'wool, .,,w....i 'i',3:al Deflection = 1.:016..0 t,czd -fiantaan) give Load Deflection, Design Notes:....... 1.WoodWul'cs analysis and design are in accordance with the CC International Building Coda{IBC 2012),the National Design Specification(NOS 2012).and NOS Design Supplement 2 Please verify that the default deftecl en limits are appropriate for your application.: 3 Slalom design values are for malenals conforming to ANSI 117-2010 and manufactured in accordance with ANSI A1901.2007 4 GLULAM:bud=actual breadth x actual depth 5 Glulam Beams shall be laleral;y supported accenting to the provisions of NDS Clause 3,3<3, 5.GLULAM:bearing length based on smaller of Fcp(tensien).Fcp(cump'n). Page 43 of 129 COMPANY PROJECT gym (w'� sq. �v it I sJ t :Aug.31,201611:06 1FB7 wwb 7057,5,,Of 5435 51-'7.7:7944o5 4144 4444... . - 4444.. Design Check Calculation Sheet WooxWortis Sizer 10 42 Loads: LD, 71. :<7.144425.1.1on4444- Location t t 1:i Mogni7ndo l.n: s }<k (''„L i.4.4414,, '1420.0 5.;,;::7 . v'- ',ti ,•p.J 571 r.. 1995 Deed 5511 554, tr' Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): _1444.. ..,.....,.. 13.2,4• 4 tr.16-2" in7nfancoro,14 Dead 7536 7556 if' Factored4444... 4444 j' DeaTotal 14926 147..4 ring: 4444.. Capacity Boss: _4924• 149,51, .:pport 15331 Ansi/Des ., 331 ttBe0n, 7.07 1.70 Support: 0.37 0`91 Load comb a2 Length 0.10 4.13 ^e 7'd 5415 4410 , 4.oc 1.70 cb son X.ae cn ampport 4.07 1,77 Rept 737 8117. Glulam-Unbal.,West Species,24F-1.8E WS,5.1/2"x18" 12 laminations,5-112'maximum width, Supports:All-limber-soft Beam,D Fir-L Not Total length:13'-2.4";volume= 9.,1 tuft Lateral support:lop=full,bottom=a1 supports; Analysis vs.Allowable Stress and Deflection using NDS 2012 Cctreexev. Anoints'Value. 147779zi_ %Li c rio.'. Ana3y 3Dv,R.1tt fl. i'J 26 s lv/9N '^ •.&. goading 4>: 64:u 1691 £b' 040 psi 50;45' :7.70 bead 104::.'5. /999 Liv, Defl'u 7,14 51.9947 0.43 L/350 .n Total 1.71'n 5t.3'. 4/425 0.64 _ 7/540 in 9.0% Additional Data: 111:0?: FIECpsi)C0 ::ti Ct ..i- _. Cf:: Cr :dirt Notes L:n^ 1 Lt'T les .ac 1.70 _Y:;Oe . 1.0e 2 Fb'> .2400 0.00 1.07 ,oc 1.000 LOOS) .. 7.00 , on 1.,. -- .. Fcp` 650 ._ 1..07 3:70 1. :11:60 1.00 :X.30 01159' .05 ai11ion 1.07 1.40 - ... - o CRITICAL LOAD COMBINATIONS: smear LC 42 = DIL, V 14534. V design 10749.lbs ndi:10(4): LC 02 5.55, N $ 46692 lbs--ft Deflection: LC a: = Del. ?Live) IC>2 = utL 460071.; D'-dead t"live 5.snow 7-wind 1ai9paet 797977E 11914 Lc=ce.^,cer:tr7Lan' F-eaet:,quake 711 .,c's ore Listed 1n the Ae<a.t,x.i,, outptrc Load c 740141ataonu: 5,019 7--10 / 'ERC 2012 CALCULATIONS. Caol:actio: FI ::. 40114/76 ib-ce2 'Live'?deflection = Deflection 2[77:al.!.non-dead loads 41.4so, , snow.._ 48;701 0>'.:lection 1.50(Dead Load .reflection` + Mee Load lvflection. Design Notes: t..WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 20121.the National Design Specification(NOS 2012).and NOS Design Supplemenl, 2 Please verify That the delete!deflection limits are approprale for your application, 3. Gluten)design values are for materials conforming to ANSI 117.2010 and manufactured in accordance with ANSI A790.1.2007 4 GLULAM:bad=actual breaclh x actual depth 5.Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3..3.. 6.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n), Page 44 of 129: COMPANY PROJECT LIY � 5 LJ) I to Aug.31,2018`:1:08 1'r B8wwh Design Check Calculation Sheet WoodWons Sizer 10:42 Loads: g.00,-.1 cle_ r.:- .:ar.' 'i (fc; y itue. 1,1-,t ac s.ose:t xd 490.9 pi.= Losi2ze :- 0,9 h11 Loads Snow inA.1 ... 50,9 all weight ' i0a1t Need ..<. :_ $.... n.f Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): Fe uofacto red: 590.9 Dead 5903 590 L ige 4679 Snow 325 625 .�.. u.., *aoaeT d: ..w^'.^.�,.-' 1.0561 Tottal ifi5& , gearing: Capacity 10501. B eam 16581. 10067 Seppoci 10965 Anali Dos 1,00 Seam 1.00 :1,00 :Support 0,97 02 Load comb2,02 Length 2,48 Mi r '1'd 2.'3 0 2,76 Cb 1.00 ,d 1,00 C sap 1,09 CA unpa r, 1.97 1,07 Glulam-Unbal.,West Species,24F-1.8E WS,5-112"x15" IC laminations,5-112 maximum width, Supports'All-Timber-soft Beam,0 Fir-L No 2 Total lenglh:12'-11.7';volume= 74 mit,: Lateral support lop full,ballom=al supports; Analysis vs.Allowable Stress and Deflection.u*1e7 NDS 2012. CraLotizr.: +dull^:sac Value M?:"'f '+iaL,<a L1:4,1 2,...,0i 1141130,1:41. Shear .. 'pal t:,>::.Aingi P1 lb. 1925 - 2199 pal fei8h. -. 0.00 Dead DaEl'n ii .4 _ 53 Live Dari• 0. 995 712 _n 0.36 Total'.i a ;5 ,� 0,-,9 Additional Data: FACTORS: FiEfpsi;CD CM Cr Cl, CV Cte CrCfct;;ones Cn'Cvr, LCA F•.' 265 1,00 1,00 1.10 a '^ , 1.00 1..00 1.00 2 Eb'a 2400 1.00 1.00 1.00 1.000 1,000 1,00 ..00 1.09 1.00 . 2 Fop' 650 - 1,09 $...99 -- .00 - F.' 1.4 million 1.99 1,00 ^. 1.60 2 .y' 0.05 million1.09 $.00 - ,. ,f0 ... 2 CRITICAL LOAD COMBINATIONS:• Shea: : LC 42 D.L. design= 0115 ;Air= nar,dang; LC 82 _ 0+1,, M - os-ft Deflection. LC 112 = e i1.5i� 10*2 = Dal itotal; D"= • Page 45 of 129 _ COMPANY PROJECT % d Wo AUj.31,201•^s 41:08 1F89 wwh 0011 MAIl 01000 k( r i:LBAie Design Check Calculation Sheet WoodWorks Stzer 10 42 Loads: Load lope 01.of rl Dut:un eat- I.o,8lice HO PA--7 1 ,t_„ t:.ra S rt fed. ait..t Lca91 'Deed +:1.1 00t126.0 ( );1: Lv:0d2 - Snow Pell 101p11 050.0 Self-weight Dead Fell VOL 9.5 =if Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in); t .. 12'-2.6' s . ri f 12'1,3• ,•'::'.i:_(tE 441: d 821 421. 0:10612138 Factred: - _.... 21'',0 Total 2955 2858 Capacity Beam :2910 2355 Sappoct `1150 Anal/Des 3150 pewee 1,00 Supeoet 0.94 1,00 `.coed>e? 82 0,9A :r':cf;h 1.30 82 raced 1.30 1.30 1,QO 1..30 . 1.00 1.00 ib-.in ert 1.11 1.11 ben asv 800 1,11 a<s C,lulam-Unbal,,West Species,24F-1.$E WS,3-112"x10-112" 7 laminations,3-I/2'maximum width, Supports:At-Timber-soft Beam,0 Fir-L No 2 Total length:12'-2.6";volume= 3.1 Cult; Lateral support:top=lull,bottom=al supports; Analysis vs.Allowable Stress and Deflection„sing NOS 2012: ri itesi0ar AArn` asp Value, 73,411e Val tax snit Ana4. 5u cbi. Shea:' """` 11-v-� 101 f.. 3G u)rVI10:.:13 De n<1inq(+1 00 n: 1057 Sbf c 2';f:D p^I, i'I:,r ft' 8. 0.60 bead Def1`n 0.11 n_01/939 Live Doti.n 0.28-a 1/521 0.40'::. 11300 in 0.6:9 Total loll''ya 0.44 1/330 0,91_ ' :1/240. 110 d1.0,l Additional Data: tACrepsr Fierpsi)cn cM ct CL CV Cfu Cr C1:.: totes Cn"Cvr 1:111 eve 265 1.15 1,00 1,00 - 1.00 1.00 1.00 2 Ph', 2400 1.15 1.00 1.01 1.000 1.000 1.00 1,00 1.00 1..00 2 Pop' 650 - 1,00 1..00 1' 1.0 million 1.00 1.00 - 1.00 - 2 1-clay' 0.05 million 1.00 1,.00 .- _.00 -. - 2 CRITICAL LOAD COMBINATIONS: Shear. : LC 421005. e 2833, V deni2407 160 Bendingfafr LC 02 =D+0,N = m-a 6979 ipa-(t Deflection: LC 42 - Its (live: LC 02if+5 (101101;11J e-dead L :ave Baanoo W=w':.net laimpant r' -oof live Lc-coneentrar<d 0- ut:I:quake All ace blared La the Analysis output Load combinations: 0,120 7--10 / 112 2012 CALCULATIONS: Deflect Lon: Ela 6D6eD6 lb-in2 "Live" deflection - Deflection from ail non...dead loads Give, wind, snow i l'otei 0e81 et bet bion a 1.511 Dead Load Deflect.ion/ + 1:ve Load (tel I act:on. Design Notes: I.WoodWotks analysis and design are in accordance with the ICC International Budding Caste(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement,. 2 Please verify that the default deflection limits are appropriate for your applicalion. 3.Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accnntance with ANSI A190.1-2007 4.GLULAM:bxd=actual breadth x actual depth, 5.Gillum Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3, 6.GLULAM:bearing length based on smaller of Fop/tension),Fcp(comp'n). Page 46 of 129. COMPANY PROJECT .4"if-:-...., 0, --T-4 q ft 0 4. .ff.. s od\A/ r s .4 it,7', jan 24.2017 2241 ''*iF • --- Design Check Calculation Sheet Wood Works Sizer 10.42 Loads: ,..,ti TP, 0, ,,'00ion Sot- 1.00J,200 [1,1 Magnitode Unit ter, 0,,,,•: ,'?,:i 5,:.,, F7,.., 'Ioadi Dead ' ,,. 001. 020.0 :: t - = S'n'::: '-07-. :;.-' T.l: 102d4 8rti,ocok 17.c7s1 1 1111900 1810 ' • Load5 Eat:diqui,ca Point 5.l; -13600 Aba 40111-we,ght __Dead Pull 1101. 19.0 910 . . Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): 17-31* • t ..,.=....-....,- , . tt 5g:factored: Peed 2699 2619 Live 730 732 Inow 105 105 Earthquak 6027 -6027 Factored: ,..- Uplift 1126 Tot01 141.0 3457 Bearing; - capacity Beam 1174 3457 Support 7660 1551 Anal/Des Beam 1.00 1.00 Support. 0.33 0.97 Load:Jamb 4093 Length 2.09 0.17 Min reg'd 1.09 0.97 CO 1,00 LOC Chad, 1.00 1.00 CO support 1.07 1.01 Fno I.up 6251 625 Gluiarn-Unbal.,West Species,24F-1.8E WS,5-1/2"x18" 10 lamlnalions.5-112"maximum width, Supports:AU-Timbeneoft Beam,DPIPL Not Tolal length;17-31";volume= 7 A cult; Lateral support top,full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012: ., Criterion Apalveli. valav Fatiin Val0s. elait Analvaionesign 3t-ear 6.., in To 4 424 p.,1 tv71:.-0 - 41.030 Sending:4f fO. 1215 FO' .3040 psi :OM,' . 0.32 0ead Sefl'n 0,00 - 101999 Live Defl'n 0.03 - <0/49? 0,10 - 01160 in 0.04 Total Defi'n 0.14 - 48/699 0,51 - L/240 iv 0..04 Additional Data: FACTORS: Fillipsi)CD CM Ct Cl CV Cfu Cr Cfrt Note.Ce.Cvr LC4 Fv' 265 1.60 1.00 1:00 - - - 1,20 1.00 1.00 5 F1'''- 2400 1.60 1,00 1.00 1.000 1.000 1.00 1.00 1,00 1,00 - 0 Mop` 650 - 1.00 - i 8' 1.6 million 1.00 1.00 - - rainy' 0.05 million 1.00 1.00 - - 5 CRITICAL LOAD COMBINATIONS: Shear : LC OB = 0..75, V. 1441, V 0,02100 ' '56el, 107 0*ndin7(4.11 LC 88 - 90.11, M- 20660 14.s-0t Oellection: LC 45 . 0t.7511,664.75i :live) 142 95 . 114.1.51L14,:70' 0:92a1, 0.dead 174l50,1 5.6now W.,IDd 1.1mpac, Lt.r.,:o ii04 1..con1a0t1at,8 E.narthquake All LC's are llatad is the Analysis octpet 04.801 combiostina, 16175 1-10 / IEC 2012 CALCULATaDNS; Deflection; 81: . 2764006 18-2n2 "Live"defleCtilOa.,liefl.ction ft:,ail non-dead 1.4,di 'live, wied, sno0.1 Total 9.iglection. 1.50!0e111 Load 0.1:311111.1"- , Liaa Load Of100,. .0. Design Notes: .1 WoodWoeics analysis and dew.are M accordance wah the CC iniemalional Building Code(IBC 2012),he National Design Specification(NDS 2012),and NDS Design Supplement 2,Please verify Mal the default defiedion Inns are appropriate for your application, 3.Glulam design values are for materials oonfonntng to ANSI 117.2010 and manufactured in accordance with ANSI A190,1-2007 4.GLULANI:bad=actual breadth x actual depin, 5,Slalom Beams shall be laterally supported according Is the provisions of NDS Clause 3.3.3. 8,GLULAM:bearing length based on smaller of 884N1ern500n).Fop(compr)• I . . . • Page 47 of 129 COMPANY PROJECT fi works° hta72?,2^F5 ka8 �%FS wM: (art0 00'31)of.§4;0 Design Check Calculation Sheet VJ ozNilotiok St,40422 Loads: Maximum R tstionsjlb$Beeringfopacities fibs}entf Seeririg-Lengthe : 3,24 Glulam-Unbal.,West Species,24F-1.0E WS,3AI2'x17-7le" 431A444401414,7.Urz'44e l,Y 44430 L S pons.:.- erAer,'44 PAM,0 fi.t No 2 TAW ARAM 2-2 0wwe:.0ecu4, tom*guppy+:lcp=4-:a tt+:m.4344 sAINAY1a; Analysis vs.Allowable Stress and Deflection ANA,>R2411; 324441Add tivnal Data; 41,1R31.14' ON,:42'.1441414,A1 t'1143 Design Notes: 1 SYa0442424 NAM,>;42 0404."442 4 3o20z43442 rati Vt I00.444414444s4.3 5ft6443 0oce+4440 20123.Rw tixtiony(4,04:SpeoT446431(1300 20112),343 NRS fN-43)4 344dw...4 2 AMme NrhRol t'M 04434 R4344,0a Mrt48444Ard,r(k31urw+K t2 'Glumr.:teskuA.4,n Are 144-F.:CAfma:;c:n(>,NAg1:ANI 1'7:3113.4 AorRMANyod in 44:4.314444 NET A NE1431%3-10:7 4.0140244.42=4344.441.44444 4sipde,:t, GA444,RNA=43444 4.4344-2140 AN44:.M Ae004-44 44 44 44- :4 N33 C444e 3.33. S 0141044 b444,41 43 44220,143324344 no 044-23£:y) 1.Ffi(r.4441 CLIENT: Page 48 of 129. / .6-r,," 57/1.- In z3fc Si t ;i ) >`or 22 iktit 5..3- 2,,0f02 PROJECT: 74:3 NO,/Nit `ko hr ,ior3 x DRi?-'. NUMBER .-(1 Ort 4-) }J. 3 54" 383.152_23 FROELICH ,,-, --,-j-- DATE ENGINEERS ‘ broo mfeici,i;ofo ocior 80u_1 72,';.560-229c BY #� Cid /4 1 1 - 14, „ : / PA a} � 01,,3 , t � 12,0 ' I "7 430 t F y: : rs, 1200 ")(:20.--4, 1 F III I e. d „ . . tea °, 1 �i ).414 t 1 1 s s , r, 1'4s 0 t i 0 Z.0 Page 49 of 129 COMPANY PROJECT J. r 4 00:, 24,2016 14.57 1fH1 web --.. 30r,r 04'20:3 3,--,,,,-,,,,, ,s,:i,::4 Design Check Calculation Sheet Woo4WOrxs Slur 10 42 Loads: Lead lee 141rttleutic, 09, Ic,atted ift1 .140,1c,de ett1.4 tera 11tact. End 445 Zencel .. F,t 1 LIDL o.t. Loae4 Lira 4,11 50t 1540,1l t.)14 Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in); .... •.®.._P_.,... "—.3'-22"_.... 3- t Dead 11.14 1022 tiff 2 Live 1002 Factored: 'total 2396 2345 Cdpadfty l4o.,v 2290 uppett 262: 4394 d., :i;r:•z, 25e3 edam 1.05 ert: 0,^10 0.;1;! Leadm. a Lead c ,, 02 S$.90 33:9;3: .l(t. 49 Mi., rated 1.15 6.11 ::h ,(t(1 l.4U 01, .O(: E:.i.:t CP Apert 1.I1 .I z 4.414 l. 1 o Lumber-soft,D.Fir-L,Mo,2,4x8(3-112"x7.114") Supports:All•Timber-soft Beam,O.Pir-L No.2 Thai length:3'-2.2';volume=0 6 Co ft.: Lateral support:lop:al supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012: , ,CrterJon Ana.yaxa 08,10Dada9C, Yniux .L1a15 AMa1,ya4.41Daaa a 042aa; .V., 004 pux 4+9f4 _' .e Pend-:r9(43 1 £e' .164 pvi 11;21-1. .. 5.40 Dead 0,411, (t. /444 Det1' 1./499 1.10 36:1 An 0..14 y 11:. E... 0.02 at 001142.4. _ 4/24.3 s.., 11.LA Additional Data: __ J(t %.E .elif:D !'" :L. C.° Cfu 123 .^,fix. c: �� 0ri 1v.p01 1.50 1,00 1.00 - 1.00 1,00 1.05 '4 400 1,00 1,1 1. 10 .11 1.33;1 41/11 1.00 1 ••,00 1,00 , L1:P' 62. - 1.00 1,00 9- ... - 4,45 1.011 - 31 1.2 mfIllne ,. _ .. 1,00 1,00 - b. n' 0.06 miillon 1,00 .04 - . , - 1.n;, 1.00 CRII;CAL LOAD COM0l'4ATIONS .^•1i.^.:I[ ; LC 42 _ 11/1., °' 4 2321 deal r: ?.344 lee V y U«.nding E�:�i: 112 .. t^99 i.z:a-?:°. Deflector. i2 'it. (live). LC 42 _D41, t-.ota1.1 p-1e. _ .i,rSacco),1. . _ , , "r002 1 4 ,_ er".ate„ 11/ca,' gcaxr Ail s are lasted zr: t •ee <1yaLs 0:x4:)4 11 Goad 000'irsf:i.<::-u, Ai'C:• 10i�1 100 24172 CALCULATIONS: 0,04001,4n:01,4n: DI ,1008 etb"1 .4tve4 deflecLienDeflected, + l tienedead lead. Ilive, wind, accts.3 Total 0eflectiov 9, 1.401Dead :..,,,,1 - Load rm>1ect:..a0. Lateral atabilkey 1,1t La 9- 11_: _ 11 ::: 4.73 Design Notes: 1 WoodWorks analysis and design are in 0010::8000 wIh tie ICC international Building Code 1IBC 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 awarding to the provisions of NDS Clause 4.4.1.. Page 50 of 129. • _.•W,•• ^_ F COMPANY esojEC7 � F ° 0 or 2a.eta 37 s^FRS iare tClK is(• .s .. . Design Check Calculation Sheet Loads: • Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): 00" OMNI Glulam.Unbal„West Spes.as,24F-t.BE WS,a-112"0-1{2" 5 xsvalen't.5-1P.":axmum witl4'4 S;WD,.M-?ir.W-+ana D .0 Fit-t.No Tann ksyEh:3,1 volume• 1 O.R: taxa s..P,:i:top•a soxo ta,coCan.at 3,13pctist. Analya sys.Allowable Stress and Deflection y yzoli. _suss Additional Data: -;a e =J-L. V 0'5eaj i.-{...... ..000. coo '•.-'•� - .." i:'%a r.:3:_.::.i:t� =e.3::�^:a:a i.e CALCU(,M ONNS: 349e,: de` s':u 1 Lasetai. __ '3 _e- £n" Design Notes: t Y46014,4.44. 1.4 014,40 aorca!vaO ooD:5AR 5455cOOO 5ac'C e'i. the tia:€.x i.o,ye Speollca33 FLOC 1.3121.sod NOS 0.,,p 33303,333 0 9yk 43.3 i'($W.4400,00e15.0Ket WA*Y8 4Meq110300 Stf yx!{QK.550500 3.S3Mee,s 8ts.gh ra$.g0000he osatokolti*M" 01.0A14501t r,ease toe nagemA:'fu'nt e,ocoolo000 3.,ANS1§5Di 1' 400,0505055 Gw4KXSsttA 4a3'4'SAs.#S?�+54'00 $G`s ila s.+A9N#4a t'�50 rsYg p40a5s914'hs# 00050FO01 3.Al. 05 GVU1,A0 4004"58 WV,50 05*.04.410,td'f' i.1,4*51,4555 Page 51 of 129 4COMPANY PROJECT ... ',0k4k. .I!ii elft Ig2i ,,.,. ... ..: ,.,,. %V,I 0 . jrO r ks Aug 24,2016 14:57 1003 wive -46* 1616:' Design Check Calculation Sheet Wood‘Noths Sizer 10 42 Loads: 1,,d Sistr1ttt1no 07,• ,„.., 1Inonitnon Most 0701 0ntn SI4,08 m1t Livs i210.17 plf ton, 7.10,0 olf S-7:I ,s104S 0noo /2,11 M741, ,.., OA 21f Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): 4 _ . ...,„„., 3 r - . V _ .„......., 011:4N .. , Una:tato-emit Onad I 74. 1734 Live 201 2004 Snnw $70 575 44ttdtmd: ---wwww..... . „„ ........---- roam? 3778 . :=.036 ov.r1Aqt , cmn,nxtv . Bnam 3734 3438 SopposL. 4134 4130 Anal/dem Ovum 1,02 1..00 Support 0.40 0,90 Load 11543: 42 62 Length 1.71 1,71 Mio :'e '0 1.71 1,71 06 1.00 1.00 Cl:min 1.40 1,00 Ch suppnrs. 1,11 1.11 , fop amp 62.5 A70 Lumber-sok,D.Fir-L,No.2,4x8(3-1/2"x7-1/4") Supports:All•Timber-sob Beam,0 Fir-L No2 Total length:3'V3 4;volume=OS cue; lateral support:top=et supports,bottom=at Supports Analysis vs.Allowable Stress and Deflection using NOS 2012: c&t,,,,,,,,, A..aty,, VA1u9 004144 MAlon gait IhdalpoLainMs‘pa Shear to. 121 2.. - >0, on... 7021%' . ..97 11954154101 04 1100 Fr' V. 1 110 ps, thin,' -,, 0,94 Dead DeflIa 0.01 V. <04307 Live Defl In 0.02 . 41,-1493 6.1.2 u L/111/3 ',, 0.14 Total 00f1'n 0,04 .t0.44M4 0, 1 , Lia,lo ,,., 0,22 Additional Data; FACTORS, STElpsTICV 141 Ca CL 84 81u Cr Cfrt Ci Cr LCX Sm' 160 1.0D 1,00 1.00 - - V 1.00 1,00 1.00 2 000 1.00 1.00 1.0n 0.496 1,170 1.00 1.00 1.00 1.00 - 2 top' 625 - - 1,00 1.00 V. V. Ed 1.6 million 1.00 1.00 - - 1,04 1,00 - 2 44tW 0,54 .90.11550 1,44 1,00 - - 1.00 1,00 - V. CRITiCAL LOAD COMBiNATiONg: Shear 1 10. 12 ,,. 0.01,, V,. 7016, V 2004.30 V. 2)3, los Boonsopi.): LC 62 . 1151, d V. 2410 Its-Tt Defiecalcmf LC 42 . Dfl, E110eI LC 42 ,,, 1.1 flosa12 D.dtad 1..01m. S.drito.W.w15,0 1,impana 10.a.t.anf live 1.7.cnonmntrafed E.earrhgooke All Lc's are Ilwaed.in 10*,'1>1f310 notmot Load Tomblostiond: Axe 7-::1:, 1 :roc ?q,± CALCULATIONS. floflAcaino: EX ,s l7&,06 It-it2 "Live" del laction .0nglettiot °tom AII 0n0-1e13. londt ,1128, wino, 0000.„7 Tntal Oeflectiov ,. 1.00Eenan 1,3A DefIntatonI . 11.n Loon Def1eot,co. 1.otTr.1 tAbIl.ftY 107I 03. 1'-4,694 10, MI-1.,19- RD- li.tO Design Notes: I WoodWerhs analysis and design are in accordance wilh the ICC International SuifilMg Code pc 2012),the National Design Specification(2<052412),and NM Design Supplement. 2 Please verify Mal the default deflection Omits are appropnale far your applMalion 3 Sawn lumber bending members shall be labially supported according 10 the provisions at NOS Clause 4 4.1, _ CJEN- Ar;b4:Vr- Page 53 of 129 / -',‘ ?-,,,l ;% i-c-i-pton St 'llonc, Oregon 97223 50.2 b24 7005 PROJECT )2. , v6,-,fc. ievegAcg 6"AzT 4P` ' ..,;:x.s,iv 745 NW tilt Woithngton Dr.#205 NUMBER BOY`C,Oreaon 97703 54--383-1828 FROELICHDATE C)15- 09- 2-o I 4> 12303 Airport Way,Surto 200 EN (3INEERSA ,A,.,1,,I,,..,,,,, 87,ocji5rófiotci2,6oloraclo 80021 By y Jr 2 9 21 P4,6)( 3U/6,DpVG : 11‹. c: ,,, i k — 3R0 : (55 i*) (1115 ) r a 7 ) l''' b ) (55 -tiq5/) ( A. AID -,ec) k . ..... 2. : AM "O A i e t 1 Ps k ..... I -1---.: ( 6, ) T 'i) (2 7 rz) -y- (3) (3 6 To rA L: lo i5 k AE::, RelaHT 14-r6/4 if-ti I-1 x 6,1 9/: F i K. k-C-1- K 0 2 .BO 14.9 Je.c,oF q 0 i 9g.5 79 'la R. o.3 .&\ 5 K ,....) o/ 3355 oo 0 o 5 . ,,Al / ...r-• 2 0 33,5.5k k ci- b4 0.25 20:4- Fc T I to , 1 95:5k ,j, 955 14.--C f 7 5.4 lc wi&so, L-00 AD ; ( Ni:)6.-SN ID e ) , . . / t, (iq,) (•5:T) - (5)Ci& 2)' 1 9 b / 3RC): (5 )(3•2 ) )(lig ) ..s. 1 Z*8, /t 2 ‘4j4D ; (.55( 1 .9 )t (551°41 ) 11* / .., , Roo F ; Ai 0 , , f 2 ' (5 ) U11.4)-1 1,5 )03.,) 1..I'4 2 /1 1 '51: , \.° ) L13 .3 ) : V 3 4 / ' 7 C. I. r t ' /1 *i? ,) ( 1.77G9 ) s t;),.g . , / -.D 137s ( 00 t ) k 7 -z , 7 /55)-' 0c-vtim •"/4, I i A h V SQI i ... 00i ' atvim ev:31 I 6 5 (W-1*It )) ( 125 )' by . 1, .5.Z- -r (>1 6L) ( /Z ) f Cim NI vk, i •/ N, •N4 7z ( z ( t .g'i ) J. (t)g 6.Q s. ()12, '2 I )k /..± ) s b? . >t In' 5 ( 6.L) ( Z 9.I ) Om cvit .> 6. 0 1 Liz-20( */ ± ) s crtvloyi :01 9 ..r. 2,) "4 ! , e Y. ) /09 1 '1 1 voweewaraftwea.,,Mrxtrnmesz.memen-.----..—m,Szteemie....* ; Na 7. -23, x (l'G ) ( , 111-1/) OM j c3V .., :9 ri,r7 -ar00-2,' atv Z. i . : (*.II-N.0-Y) •1910 ava7 --iregiv7 1 69 -09OL tueR o)oioloo'plegwoo.12 iS833NION3 00.Z.ailn`3'ADM.1N cl0,-,71. H01130dd COL.{.6 uot39.10'puezt :d3sw nN :1031-02.161 GOOL-VZ9-S`09. EZT,L6 uo6-2.10•Pub!Pod . 1-3 uoci lu-10H MS 6969 .6t- le 17S abed :1N3110 Page 55 of 129 CLIENT . / ;°\ ,,.....:.•,- -., , ' .v,',.. "3' -.)024 •,..0, PROJECT. „i''''' '-.41 .71: v 5:!:-' - -,\.1/',- y,'- ' ngtcn Dr ff2C) NUMBER: ,-.0'• E--, •.: C. is,-..„o ='/03 , :)4` 2b3-102e FIRC)ELICH ' DATE: 12303 A rpol Vvot,, S,..-....'2'02 ENL ''-'.. EER "7.,. ., R-oon-i old,Coc.rcao 90021 BY: I trier — 1,,rck iri ,e> r: 1,,,L 5 100 6 — 3/...0),,e.-: '$' 1 i , c KA — 2, / cr,Y-: tol '''o,"c': 12 . Pe-f: Zoo 30;' ,.'t S : SP A _ 0 PSF E)L r 2-0 BEA AA,, Ai- Z,AAIDIA)Gt : 1 — SP A AJ r ?OO [:›1_r (7, )(z,c)) s 60 ;PC-r- / e, r3 C- 'mit— „C (3 ) (I CX,) s- 3c o i—- 1— oo r 7 F' -1 ''''‘.5- t .,2 r •--) k_F're)'''''''' Ca) Sty-cve, ,,) 4k- i ---41- L ..„,c iboo Page 56 of 129. COMPANY PROJECT • . \ dwo r SFet.1S,2018 16:32 Stair Stringer-3rd Floor.vrv+b y: �O//WARRF:/t k WOOD(2P5i(.N Design Check Calculation Sheet WoodWorks Sizer 11.1 ' Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Star- End Star: Fnd load] Dead Full UCL 40.0 plf ad2 Live Full ODL 200.0 plf Selt-weigh_ Dead Full UCL 5.1 plf Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): • g-8.64' 1 T-9.5' r' Unf actored: 212 Dead 212 212 Live 783 Factored: 995 Total 995 520 Rearing: 520 Capacity 1169 Seam 1169 1169 Support 1523 Des ratio 0.85 Beam 0.85 0.85 Support 0.65 65 Load comb *2 0.502 f,ength 0.50* 0.50* Min req'd 0.50* 1.00 Cb 1.00 1.00 Cb m 1.00 1. II 08 Cb support 1.08 628 Fon sup 625 *Minimum bearing length setting used:1/2"for end supports Lumber n-ply,Hem-Fir,No.2,2x6,3-ply(4112"x5-112") Supports:All-Timber-soft Beam,D.Fir-L No.2 Total length:9'-8.64';Clear span:9'-3.77";volume=1.7 till.;Pitch:8/12 Lateral support:tops full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NOS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear to= 45 = 150 psi fv/Fv' - 0.30 Rending(+) fb = 1020 Fb' - 1271 psi fb/Fb' = 1.61 Live Defl'n 0.30 - L/380 0.31 = L/360 in 0.95 Total Defl'n 0.42 = L/270 0.47 = L/240 in 0.89 Additional Data: FACTORS: F/E(psi)CD ' CM Ct CL CF Cfu Cr Cf rt Ci Co LCA Tv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 2 FOP' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: ' Shear : LC *2 =DOL, V max - 824, V design= 739 lbs Bendingl+l: LC #2 = DOL. M= 1929 lbs-ft Deflection: LC 02 - DOL (live) LC A2 =D+L (total) D=dead L-live 5=snow 14.-wind I=impact Lr-roof live Lc-concentrated E-earthquake All IC's are listed in the Analysis output load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 27.0e06 lb-int/ply "Dive" deflection Deflection from all nn-dead loads (live, wind, snow...) Total Deflection = 1.501Dead Load Deflection) + Live Load Deflection. nearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement. 2.Please verity that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. 5.SLOPED BEAMS:level bearing is required for all sloped beams. Page 57 of 129 COMPANY PROJECT ,, , \ , 4,... ® 1O C Feb.15,2018 16:30 Stair Stringer-2nd Floor.wwb Sks f1FTWARY FOR 12000 Lt':SON Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: • load Type Distribution P Location [ft] Magnitude Unit tern Start End StartEnd Loads read Full UDL No40.0 p1f I.oad2 l.i.e Full UDL No 200.0 pie Self-weight read Full UDL No 5.1 plf Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): 19'-8.57" • 16'-1.29' (intact ored: Dead 181 Live 670 1890 181 Factored: 670 Total 852 2402 Bearing: 852 F'theta 520 Capacity 520 520 Beam 1169 2720 Support 1523 2402 1169 Des ratio 1523 Beam 0.73 0.88 Support 0.56 1.00 0.73 Load comb #2 0.52 Length 0.50* 0.79 0#2 * Min req•d 0.50* 0 79** 0.50* • Cb 1.00 0.50* Cb min 1.00 1.48 1.00 Cb support 1.08 1.08 1.00 Fop sup 625 1.08 625 625 *Minimum bearing length setting used:1/2"for end supports **Minimum bearing length govemed by the required width of the supporting member. Lumber n-ply,Hem-Fir,No.2,2x6,3-ply(4-1/2"x5-1/2") Supports:All-Timber-soft Beam,D.Fir-L No.2 Total length:19'-8.57";Clear span:9'-7.38",9'-7.38";volume=3.4 cult.;Pitch:8/12 Lateral support:top=full,bottom=at all supports;Repetitive factor:applied where permitted(refer to online help); WARNING:Member length exceeds typical stock length 0118.0[ft] Analysis vs.Allowable Stress and Deflection using NOS 20151 Criterion Analysis Value Design Value Unit Analysis/Design Shear fv= 59 Fv' = 150 psi fv/Fv' = 0.40 Bending(+) fb= 613 Fb' = 1271 psi fb/Fb' = 0.48 Bending(-) fb = 1090 Fb' = 1271 psi fb/Fb' = 0.86 Live Dell's 0.14 = L/828 0.32 = L/360 in 0.43 Total Defl'n 0.20 - L/588 0.48 = L/240 in 0.41 Additional Data: FACTORS: F/E(psilCD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC8 Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'. 850 1.00 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 2 Fb'- 850 1.00 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V max = 1065, V design = 978 lbs Bendingl+): LC r2 = D+L, M= 1159 lbs-ft Rending(-): LC 02 = D+L, M- 2061 lbs-ft Deflection: LC 82 - D+L (live) LC 02 = D+L (total) D-dead L-live S= ow W-wind 1=impact Lr-roof live Lc=concentrated E-earthquake A11 LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: E1 = 27.0e06 lb-in2/ply "Live" deflection - Deflection from all nn-dead loads (live, wind, snow...) Total Deflection = I.50(Dead Load Deflection) + Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Design Notes: 1.Wood Works analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 5.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details maybe required. 6.SLOPED BEAMS:level bearing is required for all sloped beams. Page 58 of 129. COMPANY PROJECT, J a f-,,- \ AWo WoodWorks Feb.15,2018 16:30 Landing Joists.wwb se #OR S%,"z1+.)O OIX:ZIN Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Load/ Dead Full Area 20.00(16.0") psf Load2 Live Full Area 100.00(16.0") psf Self-weight Dead Full UDL 2.2 plf Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): I 6-1.64" - 0 2" o' 6, Unfactored: 89 Dead 89 409 Live 409 Factored: 498 Total 498 Bearing: Capacity 498 Joist 498 498 Support 960 Des ratio 1.00 Joist 1.00 1.00 Support 0.52 52 Load comb #2 0.82 Length 0.82 0.82 Min req'd 0.82 0.82 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 625 Fcp sup 625 Lumber-soft,Hem-Fir,No.2,2x8(1-1/2"x7-114") Supports:All-Timber-soft Beam,D.Fir-L No.2 Floor joist spaced at 16.0"c/c;Total length:6'-1.64";Clear span:6';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 NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 54 Fv' = 150 psi fv/Fv' _ 0.36 Bending(+) fb = 682 Fb' = 1173 psi fb/Fb' = 0.58 Live Defl'n 0.07 = <L/999 0.20 = L/360 in 0.32 Total Defl'n 0.09 = L/836 0.30 = L/240 in 0.29 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr , Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Flo'-i- 850 1.00 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D+L, V max = 492, V design = 389 lbs Bending(+): LC #2 = D+L, M = 747 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind l=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 61.9e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Page 59 of 129 COMPANY PROJECT '' 'Wo®d Wo r k S' Jan.31,2018 14:38 Stringer Cross Beam.wwb ‘,40„ SOFTWARf#175 W000 bESECA! Design Check Calculation Sheet Wood Works Sizer 11.1 . Loads: • Load Type ri_tributio. Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Point 0.64 512 lbs Load2 Point 0.64 1890 lbs Load3 Dead Point 2.14 512 lbs Load4 Li-✓e ?oint 2.14 1890 lbs Loads Dead Point 3.64 512 lbs l.oad6 Live Point 3.64 1490 lbs Self-weight Dead FuII UM. 7.7 plf . Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): 4'-3.31' I 44 Onfactored: Dead 784 Live 2835 784 Factored: 2835 Total 3619 Bearing: 3619 Capacity Beam 3619 Support 4007 3619 Des ratio 4007 Seam 1.00 Support 0.90 1.00 Load comb 02 0.92 Length 1.65 #2 Min req'd 1.65 1.65 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.00 Fcp sup 625 1.11 625 Lumber-soft,D.Fir-L,No.2,4x10(3-1/2"x94/4") Supports:All-Timber-soft Beam,D.Fir-L No.2 Total length:4'-3.31";Clear span:4';volume=1.0 cu.ft. Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NOS 2015: Criterion Analysis Value Design Value Unit ' Analysis/Design Shear fu' - 128 Fv. = 180 psi fv"/Fv' = 0.71 Bending(+) fb - 930 Fb' - 1080 psi fb/Fb' - 0.86 Live Defl'n 0.02 = <L/999 0.14 = L/360 in 0.17 Total Def1'n 0.03 - <L/999 0.21 - L/240 in 0.16 'The effect of point loads within a distance d of the support has been included as per NOS 3.4.3.1 Additional Data: • FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCA Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1..00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 Fop' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E. 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Erwin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC A2 = D0L, V max - 3619, V design" = 2769 lbs Bending(+): LC 02 - D+L. M- 3868 lbs-ft Deflection: LC 02 - Cog, (live) • LC #2 - D+I. (total) D-dead L=1ive 0-snow W=wind i=impact Lr-roof live Lc=concentrated E=earthquake A11 LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 369e06 lb-in2 "Live" deflection - Deflection from all nn-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) +Live Load Deflection. Design Notes: 1.Wood Works analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1 Page 60 of 129. COMPANY PROJECT ---N. lif oodWorks w SOFM ARE FOR R OOO£7P53CR Feb. 15, 2018 10:00 9' (1)2x6 HF2 (3300).wwc Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loads Dead Axial (Ecc. = 0.00") 3300 lbs Self-weight Dead Axial 15 lbs Lateral Reactions (lbs): I 9 w --I v D co CD p 0' 9' Unfactored: Dead Factored: L->R Load comb #1 #1 Lumber n-ply, Hem-Fir, No.2, 2x6, 1-ply (1-1/2"x5-1/2") Support: Lumber-soft Sill plate, Hem-Fir No.2; Bearing length=column width; continuous lower support Total length:9';Clear span: 8'-10.5";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 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 402 Fc' = 771 psi fc/Fc' = 0.52 Axial Bearing fc = 402 Fc* = 1287 psi fc/Fc* = 0.31 Support Bearin fcp = 402 Fcp = 405 psi fcp/Fcp = 0.99 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 0.90 1.00 1.00 0.599 1.100 - - 1.00 1.00 1 Fc* 1300 0.90 1.00 1.00 - 1.100 - - 1.00 1.00 1 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Axial : LC #1 = D only, P = 3315 lbs Support : LC #1 = D only; R = 3315 lbs, Cap = 3341, Lb = 1.50", Cb = 1.00 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015),the National Design Specification(NDS 2015), 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. • Page 61 of 129 COMPANY PROJECT WoodWorks® Feb. 15, 2018 10:00 9' (2)2x6 HF2 (6500).wwc Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial (Ecc. = 0.00") 6500 lbs Self-weight Dead Axial 31 lbs Lateral Reactions (lbs): 9 W -1 0 € co 9' Unfactored: Dead Factored: L->R Load comb #1 #1 Lumber n-ply, Hem-Fir, No.2, 2x6, 2-ply (3"x5-1/2") Support: Lumber-soft Sill plate, Hem-Fir No.2; Bearing length=column width; continuous lower support Total length: 9'; Clear span: 8'-9.0"; 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]; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 396 Fc' = 771 psi fc/Fc' = 0.51 Axial Bearing fc = 396 Fc* = 1287 psi fc/Fc* = 0.31 Support Bearing fcp = 396 Fcp = 405 psi fcp/Fcp = 0. 98 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 0. 90 1.00 1.00 0.599 1.100 - - 1.00 1.00 1 Fc* 1300 0. 90 1 .00 1 .00 - 1.100 - - 1 .00 1.00 1 Fcp sup 405 - 1 .00 1 .00 - - - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Axial : LC #1 = D only, P = 6531 lbs Kf = 1.00 Support : LC #1 = D only; R = 6531 lbs, Cap = 6682, Lb = 3.00", Cb = 1 .00 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015),the National Design Specification (NDS 2015), 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. Page 62 of 129, COMPANY PROJECT \ oodWorks`K' ,01,r4 ARE FOR WOOD LYf.SlGh Feb. 15, 2018 10:01 9'4x6 HF2 (7500).wwc Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution . Location [ft] Magnitude Unit Start End Start End Load1 Dead Axial (Ecc. = 0.00") 7500 lbs Self-weight Dead Axial 36 lbs Lateral Reactions (lbs): 9' c v p a CD -° CD Unfactored: Dead Factored: L->R Load comb #1 #1 Lumber Post, Hem-Fir, No.2,4x6 (3-1/2"x5-1/2") Support: Lumber-soft Sill plate, Hem-Fir No.2; Bearing length=column width;continuous lower support Total length:9'; Clear span: 8'-8.5";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 2015: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 391 Fc' = 771 psi fc/Fc' = 0.51 Axial Bearing fc = 391 Fc* = 1287 psi fc/Fc* = 0.30 Support Bearing fcp = 391 Fcp = 405 psi fcp/Fcp = 0.97 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 0.90 1.00 1.00 0.599 1.100 - - 1.00 1.00 1 Fc* 1300 0.90 1.00 1.00 - 1.100 - - 1.00 1.00 1 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Axial : LC #1 = D only, P = 7536 lbs Support : LC #1 = D only; R = 7536 lbs, Cap = 7796, Lb = 3.50", Cb = 1.00 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. • Page 63 of 129 COMPANY PROJECT WoodWorks® SOFftiARf lOR WOOD OfSn'A Feb. 15, 2018 10:02 9'4x8 HF2 (9000).wwc Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial (Ecc. = 0.00") 9000 lbs Self-weight Dead Axial 47 lbs Lateral Reactions (lbs): 9' • I w m D o m -o 0' 9' Unfactored: Dead Factored: L->R Load comb #1 #1 Lumber Post, Hem-Fir, No.2, 4x8 (3-1/2"x7-1/4") Support: Lumber-soft Sill plate, Hem-Fir No.2; Bearing length=column width; continuous lower support Total length:9'; Clear span: 8'-8.5";volume= 1.6 cu.ft. Pinned base; Load face=width(b); Ke x Lb: 1.0 x 9.0=9.0[ft]; Ke x Ld: 1.0 x 0.0= 0.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 357 Fc' = 373 psi fc/Fc' = 0.96 Axial Bearing fc = 357 Fc* = 1228 psi fc/Fc* = 0.29 Support Bearing fcp = 357 Fcp = 405 psi fcp/Fcp = 0.88 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 0.90 1 .00 1.00 0.304 1.050 - - 1.00 1.00 1 Fc* 1300 0.90 1.00 1.00 - 1.050 - - 1.00 1.00 1 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Axial : LC #1 = D only, P = 9047 lbs Support : LC #1 = D only; R = 9047 lbs, Cap = 10277, Lb = 3.50", Cb = 1.00 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification(NDS 2015),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Page 64 of 129. COMPANY I PROJECT �.. \\ , 3WoodWorks`�� \\, SOFTWARE fOR WOOD DESIGN Feb. 15, 2018 10:02 9' 6x6 HF2 (13000).wwc Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial (Ecc. = 0.00") 12000 lbs Self-weight Dead Axial 56 lbs Lateral Reactions (lbs): 9' co CD Unfactored: Dead Factored: L->R Load comb #1 #1 Timber-soft, Hem-Fir, No.2, 6x6 (5-1/2"x5-1/2") Support: Lumber-soft Sill plate, Hem-Fir No.2; Bearing length=column width;continuous lower support Total length:9'; Clear span: 8'-6.5";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]; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 399 Fc' = 430 psi fc/Fc' = 0.93 Axial Bearing fc = 399 Fc* = 517 psi fc/Fc* = 0.77* Support Bearing fcp = 399 Fcp = 405 psi fcp/Fcp = 0.98 *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' 575 0.90 1.00 1.00 0.831 1.000 - - 1.00 1.00 1 Fc* 575 0.90 1.00 1.00 - 1.000 - - 1.00 1.00 1 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Axial : LC #1 = D only, P = 12056 lbs Support : LC #1 = D only; R = 12056 lbs, Cap = 12251, Lb = 5.50", Cb = 1.00 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. • Page 65 of 129 • � COMPANY PROJECT • WoodWorks' SOrTWARF FOR W000 Di SIGN Feb. 19, 2018 15:29 9'6x8 HF2 (16000).wwc Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loads Dead Axial (Ecc. = 0.00") 16000 lbs Self-weight Dead Axial 74 lbs Lateral Reactions (lbs): I 9 1' W o m -a 0' 9' Unfactored: Dead Factored: L->R Load comb #1 #1 Timber-soft, Hem-Fir, No.2, 6x8 (5-1/2"x7-1/4") Support: Lumber-soft Sill plate, Hem-Fir No.2; Bearing length=column width;continuous lower support Total length:9'; Clear span: 8'-6.5";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]; Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 403 Fc' = 473 psi fc/Fc' = 0.85 Axial Bearing fc = 403 Fc* = 517 psi fc/Fc* = 0.78* Support Bearing fcp = 403 Fcp = 405 psi fcp/Fcp = 1.00 *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' 575 0.90 1.00 1.00 0.914 1.000 - 1.00 1.00 1 Fc* 575 0.90 1.00 1.00 - 1.000 - - 1.00 1.00 1 Fcp sup 405 - 1.00 1.00 - - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Axial : LC #1 = D only, P = 16074 lbs Support : LC #1 = D only; R = 16074 lbs, Cap = 16149, Lb = 5.50", Cb = 1.00 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. Page 66 of 129. • COMPANY PROJECT 1111 \ o r ks® �f N Feb. 10, 2011 17:00 5 1-8x6 glu-lam.wwc Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: • Load Type Distribution ?c:.- Location ft Magnitude Unit 1, Start End Start End Loadl D e_ n ; cc. = 0.00") 25000 lbs Self-weight Dead laxiG, .,-)s Lateral Reactions (lbs): CO N t iii I -4 0' 9, Glulam-Balanced,West Species, 24F-1.8E WS, 5-1/8"x7-1/2" 5 laminations, 5-1/8" maximum width, Support: Non-wood Total length:9'; volume= 2.4 cu.ft.; Pinned base; Load face=width(b); Ke x Lb: 1.0 x 9.0=9.0[ft]; Ke x Ld: 1.0 x 9.0=9.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion :73,halvais Value Design a tue UC .nf vsi r esi. ' Axial fc = 652 F^' 11.40 psi _E !>c _ 0.57 Axial Bear; - 652 Fc 4.4() ?='.i_ fcrFE 0.45 Additional Data: FACTORS: F/E psi i C0 .CM Ct. CL!CP CV Cfu Cr Cf rt Notes LC'l) Fc' 1600 0.90 i..00 1.00 0.792 - - - 1.00 - 1 Ie* 1600 0.90 1 .00 1.00 - - - - 1.00 - 1. CRITICAL LOAD COMBINATIONS: Axial : IC ii - 0 only, P = 25080 lbs D=dead L=live S-=SriOW W-wind i=impact Lr-=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: :-CC--IBC Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012),and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM:bxd=actual breadth x actual depth. 11/1812016 Post Capacities I Sampson Strong-Tie Page 67 of 129 Post Allowable Compression Loads for Douglas-Fir-Larch Grain, p Nominal To r Plate Height(ti) c(100) . ._. .. P p Plate ti ht It _ .E .. ,.. Lumber P Compression Capacity Parallel to Grain,P Compressionft Parallel to Grain P' 160 Framing Size Grade p "�4+,r GI g~ 10 11 12 8 10 1 11 2 3 0 2 4 s Z ., 70 I t g 3,15 3x4 r:t a 5285 5` a �1110 .til 6Y tro ta$ 7rr? r h 4x4 7655 6340 ta685.• ' <1;17335 1 t 7800 1 1 `�z ar({ (. ts3'1 �r 3 845 9510 I j 10030 [ ' o M 11540 .:; 1 :1 1 2215 wx1i �.a r .__. I a :._ ,, 4x8 i 2 0 1 4�s0 1 15+)35., 1x14 =r 20235 19084 20365 2x6 ... ,I2 5165 8970 c 5, (1.1p.,.;':.; w 11030 a 7740 5575 1 I t, 2893 .10€95 9290 3x6 �� 8^95 14945 � J 1 5 it 13 � 8 18385 22x6 A24A._ 1030 24925 17935 1.58t-35 4 .} 4t:,tt 3J 25U64{§ 151`4'5 11145 6-inch - _ waif 11x6 L 3' . =.5a 1a095 3-2)(6 02 15470 26905 i 1P,(175 .571';',.i 33090 0 b5 2321 19610. 16120 6x6 ' 41 18905 25260 H' ,9• 5 34255 [ {_-035 2 122 k 19•#50 668 41 25780 344507,t%9-1:,. �� 20475, , ..' 46715 1 10 .5 354`ib 10M5 26520 See footnotes Post Allowable Compression Loads for Southern Pine 1 Lumber perp to Compression Capacity Parallel to Grain Pc(100) Compresslon Capacity Parallel 10 Grain,Pc(1601 ) 1 Framing Size Grade Grain, Nominal Top Plate Height(ft) Nominal Top Plate Height(it) _ ... . Ps65� 9 14 t 11 12 8 94 �_ 11tt, 12 i 2x4 +t i .. ) .� ;__ I . { 3x4 '2 494 i 2.2x4 ; x2 5935 j a v. s 1 4-Inch 44 a2 6920 1 g ',: '1 1 wall 3-2x4 j 02 1 8900 4x6 42 1 ,9875 4x8 2 1 14335 4x10 18-290 t ," I 2x6 42 1669 ;, ,2 (',I, S 5795 4930 1 3x6 #2 1 7770 �5 j ,€ ` r 114Y1 96 --..1 8220 6 inch 2-2x6 2 9325 t — ii',...,1/5 1 . )5 1159E 8365 i 4X6 02 108,5 p °_ i 12`,1, t;: I3e,,, t54K5 130211 11505 -1----7,--- Wail 3-2x6 02 13985 s, 2 =.,5 -.,31' 'r5 2, 1 20530 17385 14795 $;t8 6 * 17090 21429315 -276445— 2565 26270 80.. _ ..23 .._17260 1. 21345_.... 3002r 26820 4094f�.::�. _--36575-" I' 2180- 20610. ,®179751 6.... 32184 28145 24515 See footnotes Post Allowable Compression Loads for Spruce-Pine-Fir • Lumber Perp to CorepresSiOn Capacity Parallel to Grain.Ps,(100) Compression Capacity Parallel to Grain P (1S4) Framing Size Grade Grain, Nominal Top Plate Height(ft.) Nominal Top Plate Height((!) .. ,t Pc` 8 ( 9 i4 _ 11 12 8 ; 9 10 ( 11 12 i 244 1 ;102 i 2230 2775 2250 1850 1540 FT1305 2930 2340 1 1905 1575 1 1325 ( 3.x4 z1,' 2 H20 4b25 3745 3080 2570 1 2170 4885 3895 3175 2634 y 2210 { j 4-inch 4.2x4 t 41142 5545 4495 i 3695 3035 ! 2605 5865 1675 1 805 I 3155 1 2655 Wail 4x4 , 41/42 E 5205 64.70 5245�i 4310 I 3595 i 3044 6840 -pI_5455 4440 3680 30 4. 4462- _ . 3980 a 3 2x4 1.._41142 6695 8320 6746 1 X15 48 6 3913 8795 7015 1 5710 4730 4-2x4 I 41,4 I 5925.. 11095 89901 7395 6165 5215 11730 9355 7615 1 6310 1 5310 3 2x6 174 5845 2905 11475 10060 8765 4575 9600 8055 X774 X5725 48'0'571 6885 M 6033 $25 _ _ 3x6 ;1/02 ' 0 1 7625 16 70 _r 1Y425 (-11280 �954fa 8145 _ 61ne1 2-2x6 O1»2 „ 7015 15485 ( 13770 12070 10515 9150 19200 16110 13540 11450�' 9770 vVai1 1 3-2x6 4I748 l 05?0 ,r 18 r; 1 N F` 14650 4 -2�s6 .1,. - - " d s2 14025 �f�l� z -°s. � �� a� 2f�$�M 1 " t _ '' j --',--7075 4135 1545- See footnotes Page 68 of 129, 11/18/2016p._...C2pac t es Sal Dscn St,orgg-T: Post Allowable Compression Loads for Nem-Fir 1 Leamhor 1 Pero to Cempr�aSian Capacrty Parallel to Grain Pc(100} Compression Capacity Parallel to Grain Pc(160} y._ Framing ISize Grain Nominal Top Plate Height(1t} SiMPSON p Plate height(IL) ) ( Grade ; Pct 8 9 la T1 i + 12 8 10 11 12 ' 21,5 1730 1435 1210 2745 r ,� , 1770 ° 1465 1230 I 2x4 y2 2630 3x4 4385 I 3525 1 2880 2395 2020 4570—" tri tls./1 wv rc�,nt€?( r*1,'j - , h 1 2 1 #2 52b0 ; 4230 2 3460 2875 2425 5485 1 4355 j 3540 1 2925 i 2460 1 rya 1 t 4x1 xP 1,,,(5,-) 6140 I 1=35 4030 33 5 2830 6400 L: 5085 j 4125 3415 2 2870 1 �,mss1,:.2%%". r �� �� - -., w . .. ''`,,` 2%4 Z 380 7890 6340 5135 4310 3635 8230 1 6535 5305 1 4390 i 3690 1 4-2x4 .w I 8505 10525 8455 1 6915 5750 4850 10970 8715 7075 1 5655 s 4920 2x6 ;22 3344 7950 6880 591 05 J 5t a5 4365 9385 7735 645 5395 :563186:5 232x6 i t2 668 132501147098(08440727015590128901050 8595 - iWali 5 15900 13165 11810 , 10130 8725 18'05 15470 528.5+710790 . 3 2xFi 12 10025 23855 c0£1 r 15 15195 1 1Q09C 28 S3 20203 19275 16185 13745 i 4-2,x6 rr I 13365 32805 2752 23820 20260.,. 1 "7-1',"1. 31535 30'34 25700_.,I.,..21585 [ 18325 See footnotes Post Tension Loac Taoles Post Tension Loads for Douglas-Fir-Larch Allowable Tension PI, (160) Lumber , .. . 'Framing L - . . Bolt Diameter(in.) Size Grade 0 1!ze Tia 1 #2 20 7245 6080 Mme.. _... �� �.. 2x4 5820 5305 5045 3x4 #2 12075 10135 9705 8840 8410 2-2x4 #2 14490 12160 11645 10610 10090 4-1nch 4x4 #2 16905 1419013585 12375 11775 -,a ......_ Wall 3-2x4 #2 21735 18240 17465 15915 15135 4x6 #2 23025 19325 18500 16855 16035 4x8 #2 28015 23510 . 22510 20510 19510 4x10 #2 32765 27500 26330 23990 22815 2x6 1 #2 9865 8860 8635 8185 7960 3x6 #2 16445 14765 14390 13640 13270 2-2x6 #2 19735 17715 17265 16370 15920 6-Inch 1 Wall4x6 #2 23025 1 20670 20145 19100 J 18575 3-2x6 ' #2 29600 26575 25900 24555 1 23885 6x6 #1 32670 29330 28585 27100 126360 6x8 #1 44550 39995 38980 .36955 35945 See footnotes 11/1812016 Post Capacities Sirnpson Strong-Tie Page 69 of 129 Post Tension Loads for Southern Pine �.__. Lumber Allowable Tension Pl, (160) .' Framing { _ meter(in.) Size Grade .. . n.__ {ttttta f/www.,$trongtie.conill Boll Dia �...._ fz __.w. `s ?la .... - ,4 e,o,#2 a `# 1 /6t I 55,5 X1150 3950 i 3x4 #2 945u i Sri 6 020 6580 2-2x4 #2 11340 9520 i (1. 15 8305 ._ 7900 t 4-inch 4x4 #2 13230 11105 I 1 ,1330 9685 9215 Wall 3-2x4 #2 17 010 142;5 1367:9 12455 11845 4x6 #218480 15510 1 4850 13530 12870 4x8 #2 22330 1a 749 1 •94516350 15550 4x10 #2 24605 2 05514 19770 18015 17135 2x6 #2 7920.... 7: 10 6930 6570 6390 3x6 #2 1 202; 11850 11550 10950 10650 2-2x6 #2 15840 14220 13860 13140 12780 6-inch , ._ .. Wail4x6 #2 18480 16590 10'70 15330 14910 3-2x6 #2 23760 213.30 20,790 19710 19170 6x6 #1 43560 39105 38115 36135 35145 6x8 #1 59400 53325 51975 49275 47925 See footnotes Post Tension Loads for Spruce-Pine-Fir Lumber Allowable Tension Framing (160) µ..,k, Boit Diameter(In.) Size Grade 0 1/2 �/ �/e111101111 2x4 #1/#2 5670 4760 4555 4150 3950 3x4 #102 9450 I 79307595 6920 6580 4-inch 2-2x4 #1/#2 11340 9520 91158305 7900 Wall 4x4 #11#2 13230 11105 10630 9685 9215 3-2x4 #1/#2 17010 14275 13670 r 12455 11845 4-2x4 #11#2 22680 19035 18225 1 16605 15795 2x6 #1/#2 7720 6930 6755 6405 6230 3x6 #1/#2 12870 11555 11260 10675 10385 6-inch -- Wali 2-2x6 #1/#2 15445 13865 13515 12810 12460 3-2x6 #1/#2 23165 20795 20270 19215 18690 4-2x6 #1/#2 28315 25420 24775 23490 22845 See footnotes L 4......l A........_i...._t..,���.,,..J..�i..t......nw win...A,,......f-...n,+,..i............ ........n..{n.n front-. nn{ ..n•nnlnnnf nnnnnilinn Pace 70 of 129, Client: West I-lilts Development Projeet: River Terrace Pest Proj.5: 16-T 100 Date: 3/6/2018 ,� 0i,.."— x�•: YSP FROELICH E N G I N E R S , Cont. Spread Footing Design At Building Ext. Wall (II to joist) Loading Criteria Foundation Results Roof DL(psf) 18 Dead Load(plf) 832 Roof SL(psf) 25 Ftg Dead Load(plf) 435 Floor DL(psf) 27 Live Load(plf) 320 Floor LL(psf) 40 Snow Load(plf) 300 Wall DL(psf) 10 IBC Eq.16-9(plf) 1587 Concrete Wt.(pcf) 145 IBC Eq.16-10(plf) 1567 IBC Eq.16-11 (plf) 1732 Tributary Areas Total bearing(psf) 866 Roof Trib(ft) 12 Allowable brg(psf) 2500 Floor trib(ft) 8 Footing OK Wall height(ft) 40 Stemwall ht.(ft) 1.5 Stud Wall Loadings Results Stemwall width(in.) 8 Dead Load(plf) 832 Footing width(in.) 24 Live Load(plf) 320 Footing depth(in.) 12 Snow Load(plf) 300 Cont. Spread Footing Design At Building Ext. Wall (I_to joist) Loading Criteria Foundation Results Roof DL(psf) 18 Dead Load(plf) 1138 Roof SL(psf) 25 Ftg Dead Load(plf) 435 Floor DL(psf) 27 Live Load(plf) 960 Floor LL(psf) 40 Snow Load(plf) 125 Wall DL(psf) 10 IBC Eq.16-9(plf) 2533 Concrete Wt.(pcf) 145 IBC Eq.16-10(plf) 1698 IBC Eq.16-11 (plf) 2387 Tributary Areas Total bearing(psf) 1267 Roof Trib(ft) 5 Allowable brg(psf) 2500 Floor trib(ft) 24 Footing OK Wall height(ft) 40 Stemwall ht.(ft) 1.5 Stud Wall Loadings Results Stemwall width(in.) 8 Dead Load(plf) 1138 Footing width(in.) 24 Live Load(plf) 960 2098 < 2500 p 1 f = 2X6@16 Footing depth(in.) 12 Snow Load(plf) 125 Cont. Spread Footing Design At Int. Brg Wall - Basement Loading Criteria Foundation Results Roof DL(psf) 18 Dead Load(plf) 1795 Roof SL(psf) 25 Ftg Dead Load(plf) 290 Floor DL(psf) 27 Live Load(plf) 1800 Floor LL(psf) 40 Snow Load(plf) 250 Wall DL(psf) 10 IBC Eq.16-9(plf) 3885 Concrete Wt.(pcf) 145 IBC Eq.16-10(plf) 2335 IBCEq.16-11 (plf) 3623 3595*10/8 (increase for Tributary Areas Total bearing(psf) 1943 Roof Trib(ft) 10 Allowable brg(psf) 2500 db 1 span joists) = 4494 Floor trib(ft) 45 Footing OK Wall height(ft) 40 Stemwall ht.(ft) 0 Stud Wall Loadings Results Stemwall width(in.) 8 Dead Load(plf) 1795 Footing width(in.) 24 Live Load(Of) 1800 Footing depth(in.) 12 Snow Load(plf) 250 4494 < 5000 p 1 f = (2) 2X6@16 Page 71 of 12.9 Cont. Spread Footing Design At Int. Brg Wall - 1st Floor Loading Criteria Foundation Results Roof DL(psf) 18 Dead Load(plf) 1390 Roof SL(psf) 25 Ftg Dead Load(plf) 290 Floor DL(psf) 27 Live Load(plf) 1200 Floor LL(psf) 40 Snow Load(plf) 250 Wall DL(psf) 10 IBC Eq.16-9(plf) 2880 2 5 9 0*10/8 (increase f o r Concrete Wt.(pcf) 145 IBC Eq.16-10(plf) 1930 IBC Eq.16-11,(plf) 2768 dbl spanjoists) = 3238 p Tributary Areas Total bearing(psf) 1440 Roof Trib(ft) 10 Allowable brg(psf) 2500 Floor trib(ft) 30 Footing OK Wall height(ft) 40 Stemwall ht.(ft) 0 Stud Wall Loadings Results Stemwall width(in.) 8 Dead Load(plf) 1390 Footing width(in.) 24 Live Load(plf) 1200 3238 < 5000 p 1 f = (2) 2 X 6@ 16 Footing depth(in.) 12 Snow Load(plf) 250 Cont. Spread Footing Design At Int. Brg Wall - 2nd Floor Loading Criteria Foundation Results Roof DL(psf) 18 Dead Load(plf) 885 Roof SL(psf) 25 Ftg Dead Load(plf) 290 Floor DL(psf) _ 27 Live Load(plf) 600 Floor LL(psf) 40 Snow Load(plf) 250 Wall DL(psf) 10 IBC Eq.16-9(plf) 1775 15 2 3*10/8 (increase f o r Concrete Wt.(pcf) 145 IBC Eq.16-10(plf) 1425 IBC Eq.16-11 (plf) 1813 dbl span joists) = 1903 Tributary Areas Total bearing(psf) 906 Roof Trib(ft) 10 Allowable brg(psf) 2500 Floor trib(ft) 15 Footing OK Wall height(ft) 30 Stemwall ht.(ft) 0 Stud Wall Loadings Results Stemwall width(in.) 0 Dead Load(plf) 885 1903 < 2500 p l f = 2 X 6@ 16 Footing width(in.) 24 Live Load(plf) 600 2500 p 1 f = (2) 2 X 4 @ 16 Footing depth(in.) 12 Snow Load(plf) 250 Page 72 of 129, Cont. Spread Footing Design At Party Wall Loading Criteria Foundation Results Roof DL(psf) 18 Dead Load(plf) 1030 Roof SL(psf) 25 Ftg Dead Load(p11) 290 Floor DL(psf) 27 Live Load(plf) 880 • Floor LL(psf) 40 Snow Load(plf) 50 Wall DL(psf) 10 IBC Eq. 16-9(plf) 2200 Concrete Wt.(pcf) 145 IBC Eq. 16-10(plf) 1370 1910*1 0/8 (increase f o r IBCEq.16-11(plf) 2018 dbl span joists) = 2388 Tributary Areas Total bearing(psf) 1100 Roof Trib(ft) 2 Allowable brg(psf) 2500 Floor trib(ft) 22 Footing OK Wall height(ft) 40 Stemwall ht.(ft) 0 Stud Wall Loadings Results Stemwall width(in.) 0 Dead Load(plf) 1030 2388 < 2500 i f = dbl 2X4@ 16 Footing width(in.) 24 Live Load(plf) 880 p Footing depth(in.) 12 Snow Load(plf) 50 Cont. Spread Footing Design At Corridor Wall Loading Criteria Foundation Results Roof DL(psf) 18 Dead Load(plf) 1345 Roof SL(psf) 25 Ftg Dead Load(plf) 290 Floor DL(psf) 55 Live Load(plf) 900 Floor LL(psf) 100 Snow Load(plf) 625 Wall DL(psf) 10 IBC Eq.16-9(plf) 2535 Concrete Wt.(pcf) 145 IBC Eq.16-10(plf) 2260 IBC Eq. 16-11 (plf) 2779 Tributary Areas Total bearing(psf) 1389 Roof Trib(ft) 25 Allowable brg(psf) 2500 Floor trib(ft) 9 Footing OK Wall height(ft) 40 Stemwall ht.(ft) 0 Stud Wall Loadings Results Stemwall width(in.) 8 Dead Load(plf) 1345 Footing width(in.) 24 Live Load(plf) 900 2489 < 2500 p1 f = 2 X 6@ l 6 Footing depth(in.) 12 Snow Load(plf) 625 • Page 73 of 129 COMPANY PROJECT • • WoodWorks® • � � cOP>W:4HFroa(WOOD SIGN Feb.15,2018 14:04 Ext HF Oft 2x6 at 16(2500plf Ti 35psf W).wwc Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Max'Axial Load Dead Axial UDL (Ecc. = 0.00") 2500 plf Lateral Wind Full Area 35.00(16.0") psf Self-weight Dead Axial UDL 12 plf Lateral Reactions(lbs): 9' 0' 9' Unfactored: Dead Wind 210 210 Factored: L->R 126 126 Load comb #2 - #2 Ext Wall Stud Lumber Stud,Hem-Fir,No.2,2x6(1-112"x5-1/2") Support:Lumber Stud Bottom plate,Hem-Fir No.2;Bearing length=stud thickness;continuous lower support Spaced at 16.0"c/c;Total length:9';Clear span:8'-10.5";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];Repetitive factor.applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 23 Fe' = 240 psi fv/Fv' = 0.10 Bending(+) fb = 450 Fb' = 2033 psi fb/Fb' = 0.22 Axial fc = 406 Fc' = 771 psi fc/Fc' = 0.53 Axial Bearing fc = 406 Fc* = 1287 psi fc/Fc* = 0.32 Support Bearing fcp = 406 Fcp = 405 psi fcp/Fcp = 1.00 Combined (axial compression - side load bending) Eq.3.9-3 = 0.58 Live Defl'n 0.15 = L/706 0.90 = L/120 in 0.17 Total Defl'n 0.15 = L/706 0.90 = L/120 in 0.17 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fe' 150 1.60 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.60 1.00 1.00 1.000 1.300 1.00 1.15' 1.00 1.00 2 Fc' 1300 0.90 1.00 1.00 0.599 1.100 - - 1.00 1.00 1 Fc'comb 1300 1.60 - - 0.389 - - - - - 3 E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 Fc* 1300 0.90 1.00 1.00 - 1.100 - - 1.00 1.00 1 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = .6D+.6W, V max = 126, V design = 126 lbs Bending(+): LC #2 = .6D+.6W, M = 284 lbs-ft Deflection: LC #2 = .6D+.6W (live) LC #2 = .6D+.6W (total) Axial : LC #1 = D only, P = 3349 lbs Combined : LC #3 = D+.6W; (1 - fc/FcE) = 0.59 Support : LC #1 = D only; R = 3349 lbs, Cap = 3341, Lb = 1.50", Cb = 1.00 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 27.0e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. Page 74 of 129, COMPANY PROJECT WoodWorks`� cor'rty,s;mg+ool>satsu:..a Feb.15,2018 14:05 Int HF 9ft 2x4 at 12(1700pIf TL 5psf W).wwc Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Max Axial Load Dead Axial UDL (Ecc. = 0.00") 1700 plf Lateral Wind Full Area 5.00(12.0") psf Self-weight Dead Axial UDL 10 plf Lateral Reactions(lbs): -9 1 co o' 9' Un factored: Dead Wind 23 23 Factored: L->R 14 14 Load comb #2 #2 Int Wall Stud Lumber Stud,Hem-Fir,No.2,2x4(1-1/2"x3-112") Support:Lumber Stud Bottom plate,Hem-Fir No.2;Bearing length=stud thickness;continuous lower support Spaced at 12.0"dc;Total length:9';Clear span:8'-10.5";volume=0.3 cult. Pinned base;Load face=width(b);Ke x Lb:1.0 x 0.0=0.0[ft];Ke x Ld:1.0 x 9.0=9.0[ft];Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 4 Fv' = 240 psi fv/Fv. = 0.02 Bending(+) fb = 119 Fb' = 2346 psi fb/Fb' = 0.05 Axial fc = 326 Fc' = 376 psi fc/Fc' = 0.87 Axial Bearing fc = 326 Fc* = 1345 psi fc/Fc* = 0.24 Support Bearing fcp = 326 Fcp = 405 psi - fcp/Fcp = 0.80 Combined (a=ial compression - side load bendieg) Eq.3.9-3 = 0.95 Live Defl'n 0.06 = <L/999 0.90 = L/120 in 0.07 Total Defl'n 0.06 = <L/999 0.90 = L/120 in 0.07 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 150 1.60 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.60 1.00 1.00 1.000 1.500 1.00 1.15 1.00 1.00 2 Fc' 1300 0.90 1.00 1.00 0.280 1.150 - - 1.00 1.00 1 Fc'comb 1300 1.60 - - 0.163 - - - - - 3 E. 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emirs' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 Fc* 1300 0.90 1.00 1.00 - 1.150 - - 1.00 1.00 1 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = .6D+.6W, V max = 14, V design = 14 lbs Bending(+): LC #2 = .6D+.6W, M = 30 lbs-ft Deflection: LC #2 = .6D+.6W (live) LC #2 = .6D+.6W (total) Axial : LC #1 = D only, P = 1710 lbs Combined : LC #3 = D+.6W; (1 - fc/FcE) = 0.20 Support : LC #1 = D only; R = 1710 lbs, Cap = 2126, Lb = 1.50", Cb = 1.00 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake Ail LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 6.97e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow..) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. Page 75 of 129 COMPANY PROJECT 7 WoodWorks� s«rr»:ax[tr,H WOOD rsuN Feb.15,2018 15:49 Int HF 9ft 2x4 at 16(1250plf TL 5psf W).wwc Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Max Axial Load Dead Axial UDL (Ecc. = 0.00") 1250 plf Lateral Wind Full Area 5.00(16.0") psf Self-weight Dead Axial UDL 7 plf Lateral Reactions(lbs): 9, 1' Rica r> o• 9' Unfactored: Dead Wind 30 30 Factored: L->R 18 18 Load comb #2 #2 Int Wall Stud Lumber Stud,Hem-Fir,No.2,2x4(1-1/2"x3-1/2") Support:Lumber Stud Bottom plate,Hem-Fir No.2;Bearing length=stud thickness;continuous lower support Spaced at 16.0'•c/c;Total length:9';Clear span:8'-10.5";volume=0.3 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];Repetitive factor.applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 5 Fv' = 240 psi fv/Fv' = 0.02 Bending(+) fb = 159 Fb' = 2346 psi fb/Fla. = 0.07 Axial fc = 319 Fc' = 376 psi fc/Fc' = 0.85 Axial Bearing fc = 319 Fc* = 1345 psi fc/Fc* = 0.24 Support Bearing fcp = 319 Fcp = 405 psi fcp/Fcp = 0.79 Combined - (axial compression - side load bending) Eq.3.9-3 = 0.99 Live Defl'n 0.08 = <L/999 0.90 = L/120 in 0.09 Total Defl'n 0.08 = <L/999 0.90 = L/120 in 0.09 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 150 1.60 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.60 1.00 1.00 1.000 1.500 1.00 1.15 1.00 1.00 2 Fc' 1300 0.90 1.00 1.00 0.280 1.150 - - 1.00 1.00 1 Fc'comb 1300 1.60 - - 0.163 - - - - - 3 E. 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 Fc* 1300 0.90 1.00 1.00 - 1.150 - - 1.00 1.00 1 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = .6D+.6W, V max = 18, V design = 18 lbs Bending(+): LC #2 = .6D+.6W, M = 41 lbs-ft Deflection: LC #2 = .6D+.6W (live) LC #2 = .6D+.6W (total) Axial : LC #1 = D only, P = 1676 lbs Combined : LC #3 = D+.6W; (1 - fc/FcE) = 0.21 Support : LC #1 = D only; R = 1676 lbs, Cap = 2126, Lb = 1.50", Cb = 1.00 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 6.97e06 lb-int "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. Page 76 of 129, COMPANY PROJECT WoodWorks 4ErfaEtnXr 1(55 tars>t>tuSLG:V Feb.15,2018 14:15 Int HF 9ft 2x6 at 12(3300p))TL 5psf W).wwc Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Max Axial Load Dead Axial UDL (Ecc. = 0.00") 3300 plf Lateral Wind Full Area 5.00(12.0") psf Self-weight Dead Axial UDL 15 plf Lateral Reactions(lbs): • 9 co 0' 9' Unfactored: Dead Wind 23 23 Factored: L->R 14 14 Load comb #2 #2 Ext Wall Stud Lumber Stud,Hem-Fir,No.2,2x6(1-112"x5-1/2") Support:Lumber Stud Bottom plate,Hem-Fir No.2;Bearing length=stud thickness;continuous lower support Spaced at 12.0"c/c;Total length:9;Clear span:8'-10.5';volume=0.5 cuff. Pinned base;Load face=width(b);Ke x Lb:1.0 x 0.0=0.0[ft];Ke x Ld:1.0 x 9.0=9.0[ft];Repetitive factor.applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NDS 2016: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 2 Fv' = 240 psi fv/Fv' = 0.01 Bending(+) fb = 48 Fb' = 2033 psi fb/Fb' = 0.02 Axial fc = 402 Fc' = 771 psi fc/Fc' = 0.52 Axial Bearing fc = 402 Fc* = 1287 psi fc/Fc* = 0.31 Support Bearing fcp = 402 Fcp = 405 psi fcp/Fcp = 0.99 Combined (axial compression - side load bendiig) Eq.3.9-3 = 0.24 Live Defl'n 0.02 = <L/999 0.90 = L/120 in 0.02 Total Defl'n 0.02 = <L/999 0.90.= L/120 in 0.02 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 150 1.60 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.60 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 2 Fc' 1300 0.90 1.00 1.00 0.599 1.100 - - 1.00 1.00 1 Fc'comb 1300 1.60 - - 0.389 - - - - - 3 E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emir]' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 Fc* 1300 0.90 1.00 1.00 - 1.100 - - 1.00 1.00 1 Fcp sup 405 - 1.00 1.00 - - - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = .6D+.6W, V max = 14, V design = 14 lbs Bending(+): LC #2 = .6D+.6W, M = 30 lbs-ft Deflection: LC #2 = .6D+.6W (live) LC #2 = .6D+.6W (total) Axial : LC #1 = D only, P = 3315 lbs Combined : LC #3 = D+.6W; (1 - fc/FcE) = 0.60 Support : LC #1 = D only; R = 3315 lbs, Cap = 3341, Lb = 1.50", Cb = 1.00 D=dead L=live S=snow W=wind I=impact Lr=roof Live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 27.0e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50)Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. FROELICH CONSULTING INC., Client: Project: Project#: By: Footings Maximum Allowable Required Required DimensionsUsed Dimensions Footing Bearing Footing Size tlal�ow Load(PM) Area W(ft) 1 L(ft) . W(ft) L(ft) D(in) _ Weight Pressure 18"x cont x10" 3500 2500 1.40 1.18 1.18 1.5 1 10 188 2458 24" x cunt x 10" 14000 2500 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'-0"x 12" 21000 2500 8.40 2.90 2.90 3' 3 12 1350 2483 3'-6"x 3'-6" x 12" 27000 2500 10.80 3.29 3.29 3.5 3.333 12 1750 2465 4'-0"x 4'-0" x 12" 37000 2500 14.80 3.85 3.85 4 4 12 2400 2463 4'-6"x 4'-6"x 12" 52000 2500 20.80, 4.56 4.56 4.5 5 12 3375 2461 Required Area: =(Prot gatiow} ` Bearing Pressure (.Prot+WAtg)/(W*L) _(Plot+Wfts)/(W*1.,*3.1415/4) v r O `se Client: titk Project: 404 Proj. Date: "La By: FROELICH ENIGI ',JEERS ASCE 7-05 Earthquake Load Cs Factor Importance Factor(Seismic) 1 = 1.0 Basic Seismic Force Resisting System Light Framed Wood Shear Wall R= 6.5 5esign spectra Response Acceleration Seismic Design Coefficient Development Latitude Longitude SDS 501 Category Cs 45.559 -122.853 0.725 0.403 D 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= Scel/R Response Coefficient -D D.) CO CD CO Page 79 of 129 j Client: Project: River Terrace(2 I Plex) Project#: 16-T100 Date: 11/18/2016 By: YSP FROELICH ENGIN EERSI WIND FORCE CALCULATION-MWFRS Side-Side Event ASCE 7-10 SECTION 27-2 METHOD 2-ANALYTICAL PROCEDURE Basic Wind Speeds Input 3 Second Gust Vas= 120 mph Wind Directionality Factor Kd= 0.85 Table 26.6-1 Wind Importance Factor IW= 1.00 Wind Exposure Category=- Building Building Parameters Horizontal Dimension of Bldg B= 56 ft Measured Normal to wind direction Horizontal Dimension of Bldg L= 151 ft Measured Parallel to wind direction Mean Roof Height h= 47 ft Highest Roof Level h„= 47 ft Approximate Fundamental Period Ta= 0.36 sec Eq. 12.8-7 Output-Fundamental Frequency f= 2.8 Hz> 1 Hz Therefore Rigid Topographic Effects Input Hill Height H= 0 ft Figure 26.8-1 Length of 1/2 hill height Li,= 1 ft Figure 26.8-1 Dist. From Crest to Bldg.x= 0 ft Figure 26.8-1 Height Above Local Grade z= 0 ft Figure 26.8-1 Horizontal Attenuation Factor m= 1 Figure 26.8-1 Height Attenuation Factor g= 1 Figure 26.8-1 Shape Factor K 1./(H/Lh)= 1 Figure 26.8-1 Output-Topographic Multipliers K1 = 0.00 K2= 1.00 K3= 1.00 Topographic Factor Kit= 1.00 Page 80 of 129. Gust Effects Input Integral Length Scale Factor = 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 E = 0.33 Table 26.9-1 Minimum Height zm;n= 30 ft Table 26.9-1 Integral Length Scale of Turbulence L7= 310 ft Output-Background Response Factor Q= 0.87 Intensity of Turbulence IZ= 0.30 Gust Effect Factor G = 0.85 Pressure Coefficients Input Length to Width Ratio L/B = 2.70 Height to Length Ratio h/L= 0.31 Roof Pitch = 6 : 12 = 26.57 deg Velocity Pressure Exposure Coefficients Kh (see below) Table 27.3-1. External Pressure Coefficients Cp (see below) Figure 27.4-1 Direction Cp Height(ft) Kh qz(psi) Velocity 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 = 47 0.80 25.0 qh hparapet= 0 0.57 18.0 qh • Page 81 of 129 Design Wind Pressures ri (psf) - GCpu=(-) 16 psf(8psf for roof)min per 27.L5 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 16.7 -1.2 18.0 ft 20 17.8 -12 19.0 25 18.7 -1.2 19.9 30 19.4 -1.2 20.6 40 20.7 -1.2 21.9 50 21.8 -1.2 23.0 60 22.7 -1.2 23.9 70 23.5 -1.2 24.7 80 24.2 -1.2 25.5 90 24.9 -1.2 26.1 100 25.5 -1.2 26.8 120 26.7 -1.2 27.9 47 21.5 -1.2 5.8 -3.7 22.7 9.48 Parapet 0 27.0 -18.0 45.0 Design Load Case 1 Controls -By Inspection Parapet Loading per ASCE7-10 27.4.5 Design Wind Pressures n (7)sf)- GC1„=(+1 16 psf(8psf for roof)min per 27.1.5 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 7.7 -10.2 18.0 ft 20 8.8 -10.2 19.0 25 9.7 -10.2 19.9 30 10.4 -10.2 20.6 40 11.7 -10.2 21.9 50 12.8 -10.2 23.0 60 13.7 -10.2 23.9 70 14.5 -10.2 24.7 80 15.3 -10.2 25.5 90 15.9 -10.2 26.1 100 16.6 -10.2 26.8 120 17.7 -10.2 27.9 47 12.5 -10.2 1.8 -7.7 22.7 9.48 Parapet 0 27.0 -18.0 45.0 Design Load Case 1 Controls- By Inspection Parapet Loading per ASCE7-10 27.4.5 Design Wind:Pressures (ASD) p (psf)- GCi;=(-) 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- 1 Windward 1 Leeward 1 Roof WW 1 Roof LW I WW+LWI RWW+RLW 1 Page 32 of 129. Height 15 10.0 -0.7 10.8 ft 20 10.7 -0.7 11.4 25 11.2 -0.7 11.9 30 11.6 -0.7 12.4 40 12.4 -0.7 13.2 50 13.1 -0.7 13.8 60 13.6 -0.7 14.3 70 14.1 -0.7 14.8 80 14.5 -0.7 15.3 90 14.9 -0.7 15.7 100 15.3 -0.7 16.1 120 16.0 -0.7 16.7 47 12.9 -0.7 3.5 -2.2 13.6 5.69 Parapet 0 16.2 -10.8 27.0 Design Load Case 1 Controls- By Inspection Parapet Loading per ASCE7-10 27.4.5 Design Wind Pressures(ASD) p (psf)-GC0-=(+), 16 psf(8psf for roof)min per 27.1.5 0.6W per 2.4.1 Internal Pressure Coefficient GCpi= 0.18 Figure 26.11-1 Wall Roof Horizontal Effects Horiz. Direction - Windward Leeward Roof WW Roof LW WW+.LW RWW+RLW Height 15 4.6 -6.1 10.8 ft 20 5.3 -6.1 11.4 25 5.8 -6.1 11.9 30 6.3 -6.1 12.4 40 7.0 -6.1 13.2 50 7.7 -6.1 13.8 60 8.2 -6.1 14.3 70 8.7 -6.1 14.8 80 9.2 -6.1 15.3 90 9.6 -6.1 15.7 100 9.9 -6.1 16.1 120 10.6 -6.1 16.7 47 7.5 -6.1 1.1 -4.6 13.6 5.69 Parapet 0 16.2 -10.8 27.0 Design Load Case 1 Controls-By Inspection Parapet Loading per ASCE7-10 27.4.5 Page 83 of 129 Client: Project: River Terrace(21 Plex) 4 '4 .'s Project#: 16-T100 Date: 11/16/2016 By: YSP FROELICH ENGINEERS I WIND FORCE CALCULATION-MWFRS Front-Back Event ASCE 7-10 SECTION 27-2 METHOD 2-ANALYTICAL PROCEDURE Basic Wind Speeds Input 3 Second Gust Vas= 120 mph Wind Directionality Factor K. = 0.85 Table 26.6-1 Wind Importance Factor IW= 1.00 Wind Exposure Category= B Building Parameters Horizontal Dimension of Bldg B= 146 ft Measured Normal to wind direction Horizontal Dimension of Bldg L= 54 ft Measured Parallel to wind direction Mean Roof Height h= 47 ft Highest Roof Level h„= 54 ft Approximate Fundamental Period Ta= 0.40 sec Eq. 12.8-7 Output- Fundamental Frequency f, 2.5 Hz> 1 Hz Therefore Rigid 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 Dist. From Crest to Bldg. x= 0 ft Figure 26.8-1 Height Above Local Grade z= 0 ft Figure 26.8-1 Horizontal Attenuation Factor m= 1 Figure 26.8-1 Height Attenuation Factor g= 1 Figure 26.8-1 Shape Factor K1/(H/Lh)= 1 Figure 26.8-1 Output-Topographic Multipliers K1 = 0.00 K2= 1.00 K3= 1.00 Topographic Factor Kn= 1.00 Page 84 of 129, Gust Effects Input Integral Length Scale Factor @ = 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 e= 0.30 Table 26.9-1 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 Output-Background Response Factor Q= 0.83 Intensity of Turbulence IZ= 0.30 Gust Effect Factor G= 0.82 Pressure Coefficients Input Length to Width Ratio L/B = 0.37 Height to Length Ratio h/L= 0.87 Roof Pitch= 6 : 12 = 26.57 deg Velocity Pressure Exposure Coefficients Kh (see below) Table 27.3-1 External Pressure Coefficients Cp (see below) Figure 27.4-1 Direction Cp Height(ft) Kb qZ(psf) Velocity Windward 0.8 15 0.57 18.0 Pressure Leeward -0.50 20 0.62 19.6 Output qZ Roof Windward -0.40 25 0.67 20.8 Roof Leeward -0.6 30 0.70 22.0 40 0.76 23.8 50 0.81 25.4 60 0.85 26.8 70 0.89 28.0 80 0.93 29.1 90 0.96 30.0 100 0.99 31.0 120 1.04 32.6 h- 47 0.80 25.0 qh hparapet= 0 0.57 18.0 qh • Page 35 of 12 1 Design Wind Pressures p (psi) - GCt,i= (-) 16 psf(8psf for root) min per 27.1.5 Internal Pressure Coefficient GCp; = -0.18 Figure 26.11-1 Wall Roof Horizontal Effects Horiz. Direction - Windward Leeward Roof WW Roof LW W W+LW RWW+RLW Height 15 16.3 -5.8 22.1 ft 20 17.3 -5.8 23.1 25 18.2 -5.8 24.0 30 18.9 -5.8 24.7 40 20.2 -5.8 25.9 50 21.2 -5.8 27.0 60 22.1 -5.8 27.9 70 22.9 -5.8 28.6 80 23.6 -5.8 29.4 90 24.3 -5.8 30.0 100 24.9 -5.8 30.6 120 25.9 -5.8 31.7 47 20.9 -5.8 -1.7 -3.5 26.7 8.00 Parapet 0 27.0 -18.0 45.0 Design Load Case 1 Controls - By Inspection Parapet Loading per ASCE7-10 27.4.5 Design Wind Pressures p (psf)- GCr,z= C+) 16 psf(8psf for roof)min per 27.1.5 Internal Pressure Coefficient GCp1= 0.18 Figure 26.11-1 Wall Roof Horizontal Effects Horiz. Direction - Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 7.4 -14.8 22.1 ft 20 8.4 -14.8 23.1 25 9.2 -14.8 24.0 30 9.9 -14.8 24.7 40 11.2 -14.8 25.9 50 12.2 -14.8 27.0 60 13.1 -14.8 27.9 70 13.9 -14.8 28.6 80 14.6 -14.8 29.4 90 15.3 -14.8 30.0 100 15.9 -14.8 30.6 120 17.0 -14.8 31.7 47 11.9 -14.8 -5.7 -7.5 26.7 8.00 Parapet 0 27.0 -18.0 45.0 Design Load Case 1 Controls-By Inspection Parapet Loading per ASCE7-10 27.4.5 Design Wind Pressures (ASD) p (psf) - GCpi= (-) 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 - I Windward 1 Leeward I Roof WW I Roof LW i W W+LWE RWW+RLW I Pace 8G of 129. Height 15 9.8 -3.5 13.3 ft 20 10.4 -3.5 13.9 25 10.9 -3.5 14.4 30 11.4 -3.5 14.8 40 12.1 -3.5 15.6 50 12.7 -3.5 16.2 60 13.3 -3.5 16.7 70 13.7 -3.5 17.2 80 14.2 -3.5 17.6 90 14.6 -3.5 18.0 100 14.9 -3.5 18.4 120 15.6 -3.5 19.0 47 12.5 -3.5 -1.0 -2.1 16.0 4.80 Parapet 0 16.2 -10.8 27.0 Design Load Case 1 Controls- By Inspection Parapet Loading per ASCE7-10 27.4.5 Design Wind Pressures(ASD) p (psf)- GCs;=(+) 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 Walt Roof Horizontal Effects Horiz. Direction- Windward Leeward Roof WW Roof LW WW+LW RWW+RLW Height 15 4.4 -8.9 13.3 ft 20 5.0 -8.9 13.9 25 5.5 -8.9 14.4 30 6.0 -8.9 14.8 40 6.7 -8.9 15.6 50 7.3 -8.9 16.2 60 7.9 -8.9 16.7 70 8.3 -8.9 17.2 80 8.8 -8.9 17.6 90 9.2 -8.9 18.0 100 9.5 -8.9 18.4 120 10.2 -8.9 19.0 47 7.2 -8.9 -3.4 -4.5 16.0 4.80 Parapet 0 16.2 -10.8 27.0 Design Load Case 1 Controls -By Inspection Parapet Loading per ASCE7-10 27.4.5 Page 87 of 129 A- Client: Arbor Project: River Terrace-21 Plex Project#: 16-T100 0.1 Date: Jan-16 By: YSP FROELICH ENGINEER53 Lateral Design - Wood Walls Shear Walls SEISMIC: Site Classification: D Occupancy Category: II Occupancy Importance Factor I = I 1.0 System Over-strength Factor: Light Frame Walls with Shear Panels W= 3.0 Response Modifiaction Coefficient: Light Frame Walls with Shear Panels I R= 6.5 MCE Short Period Pectal Response accel.: Ss = 1.088 MCE 1-second period spectral response accel.: S1 = 0.590 5%damped short period spectral response accel.: SIDS= 0.726 5%damped 1-second period spectral response accel.: S01 = 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=Sas/(R/l) Cs= 0.112 Controls Eq 12.8-3(max)-in addition to sections 12.8.2, 12.8.2.1, Table 12.8-1 Cs=SD1/(T(R/I)) Ta=Cihnx Ta= 0.365 C,= 0.02 C„= 1.4 from table 12.8-1 ha= 48 T= 0.511 )er 12.8.2 x= 0.75 Cs= 0.211 Eq 12.8-5(min) Cs=0.01 Cs= 0.010 Eq 12.8-5(min) Cs=0.044SDsI Cs= 0.032 Cs= 0.112 Allowable Stress Design: 0.7E Cs= 0.078 Page 88 of 129. • Seismic Dead Loads Note: Dead Load includes 10psf for interior walls/partitions diaph area Dead Load Int. Wall Tub Wall int Wall Wall Wt Ext. Wall DECK SQ FT Total DL Level (ft2) (psf) L(ft) height(ft) Wt(psf) , (osf) L(ft) 10 PSF (lbs) Roof 7600 I 18 400 5 ^ 10 10 470 1 2160 182460 4`h Floor 7600 27 400 10 10 10 470 2160 294360 3rd Floor 7600 27 400 10 10 10 470 2160 294360 2nd Floor 4800 27 200 10 10 10 250 1080 175680 Total= 946860 Seismic Base Shear(Working stress Design) V=Cs(DL) V= 74030 lbs Vertical Distribuition Level Weight Height Wt* Ht hd�ai V ,Vi =(Wt(Ht)/Total)*V Roof 182460 40 7298400 0.307 74030 22727 =Vrf 4m Floor 294360 30 8830800 0.371 74030 27499 =V4tn 3rd Floor 294360 20 5887200 0.248 74030 18333 =Vara 2' Floor 175680 10 1756800 0.074 74030 5471 =Vend Total= 23773200 1.000 Vrf= 22727 lbs V4th= 27499 lbs (Allowable Stress Design Loads) V3rd= 18333 lbs Vend= 5471 lbs 74030 Diaphragm Loads Level wpx(lbs) I V;(lbs) V;(lbs) Zwi(lbs) Fpx=((DVi)/(Zwi))*wpx Roof 182460 22727 22727 182460 22727 = Frf 4th Floor 294360 27499 50226 476820 31007 =F4th 3rd Floor 294360 18333 229345 771180 87541 =F3m 2"Floor 175680 5471 229345 946860 42553 =F2nd Min Diaphragm Loads SOS= 0.726 Fpmin=O.2*Sos*Wpx*I*0.7 Level Fpmin Roof 18545 Vrf= 22727 lbs e Floor 29919 V4th= 31007 lbs 3�tl Floor 29919 V3rd= 87541 lbs 2"`Floor 17856 Vend= 42553 lbs (Allowable Stress Design Loads) Page 89 of 129 ' 1 COMPANY PROJECT N Warks a. Jar:,24,2017 1724 Side Side Event-Beam Concept;wwo Design Check Calculation Sheet WoodWorks Sizer 10 42 Loads: Load Type s t tier: at 'ft( Magnitude 15.i LPtili earl y'si k£. ,.9 1 it f Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): , t 4. 24 5. ,. 54,1 r Total. 10 I, capagity 69` •1 2y{',9 12'.%?. u> :.1:. Tf!1 1'l 701 01. a i r`:k::r 11 Be. : 0.01 .01. 9,01 '1 01 Support 0,11) LoM1 :d :ono o-ai02 0' 81 0.02 O.ui . s' 0. xeq'd 0,50'' :0• 0.10' ,4'. ?i,. 0. 5 0.100 .00 1.7h 1.75 1.00 , (,08 1-15 1.00('0 sync., 1.10 ..1ti :.is ;,1_,3 .10 ave._ 075 6 025. 1 'Min,mum beating 2"5 ng length setting uaerl:112`fa0011>4 uppats and SW for infei(9r mopeds ..- 25 6isr; Glutam-Unbal.,West Species,24F-1.8E WS,2.1/8"x6" 4 laminations,2.118"maximum width, Supports:All-Timber-soft Beam,0 Fir-L No 2 Total length:54'-2.0';volume= 4.8 cult,; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection vein J NDS 2012 1 Critetsor, Mat yeia V, ee hes/sot Val air Una4 Anitt similes ten. 2 Po' _- 236 poi •.Vf`,r' ... ,g.1 0:00>0>)1 fh 45 Ice" 0 1337i 1 ib' .., p 5n 0.6 ((e0.1((e0.1i.c:<1 t...) 'b ,.. . � 1"x.1. :bin.' ... 0.04 17a ='. 1 i..5 cn.-d erl'r. 0.94= r6199'+ 1 gli 1'0 ,.11. t, :3 .. t/ ^.9 1,20 .14244 to ,i.OF Additional Data; FAC'C:0 , i 14(os k1C0 CM . CL CV Cfu Cs Cfrt Mateo 1" ': LC,7 Fv' 265 0.40 1..00 1.611 - ... .. - 1.00 I.00 1,00 1 11'11'' 2100 0.00 1,00 1.90 0.51.9 1.000 1.00 1.00 1.00 1.00 _. 1 I410 0.90 1.00 1.00 0.055 1.000 1,00 1,00 1.00 1,0:0 ., rep' 656 - 7..60 :1..00 - ... - 1-530 - ... ... kV 1.0 01111on 1.00 1.00 _. .,, ... .. 1.00 ... - 1 1.01,oIlil00 1.,00 1.00 - - - ... 0,qn - - 1 CR1T(CAL LOAD COM8INATION8: Thea; : LI' 01 = 11 001.V. V- 14, V design 0. 1.4 lbs Bencher;1'(1 LC 01 = 8:only, r4= 40 lbs-ft 3en.Sn9( i, LC Mt = 8 only, 14- 53 1b5-£t 0.'1;1:1>) LC 01 a 0 only '(total) -dead L=love 5=snow I00wind 0impaut L0=eoof live Lry-ancent.rated 4:.lasthquuke Al',. LC's ate listed 1n the Analysis output Lead eorbinatierlsr A`1C8'7-10 , IBC 2111: CALCULATIONS: ref:crU.fyr: FT v 60.ee06 Ib-102 "Live' deflection heflection from all non-dead loads (live. w eao,.,i '001.01 Deflection 1..510-Dead Load Deflection) t Live Load Deflection Lateral stability (+)r Lu= 24'-0.50" Le. 44'...2,01' 08-' 25.56 ...ate-al stability t-1: 1. . 24'-0.50" Le= 44'-2.41" Re= 26.55 Design Notes: 1,WoodW6rks analysis and design are In accordance with the ICC International Buikting Code(tBC 2012),the National Design Spedfication(NOS 2012),and NOS Design Supplement, 2 Please verify that the default deflection limits are appropriate for your application. 3.Glutarn design values are for materials conforming to ANSI 117-2010 and manufactured in accordance wfin ANSI A190.1.2007 4 Grades with equal bending capacity In the top and bottom edges of Lhe beam cross-se:tion are recommended for continuous beams, 5.GLULAM:bed=actual Breadth x actual depth. 0.Gluiam Beams shall be laterally supported according to the provisions of NDS Clause 3,3.3. 7 GLULAM:bearing leng(f1 based on smatter of Fcp(tension),Fcp(comp'r), Page 90 of 129, Client: Arbor Project: River Terrace - 21 Plex '. Project#: 16-T100 -,* Date: 42379 By: YSP FROELICH ENGINEERS I SEISMIC LOAD Story Distribution: Areas: Roof: 22727 lbs Roof: 7798 sq ft 4th: 27499 lbs 4th: 7798 sq ft 3rd: 18333 lbs 3rd: 7798 sq ft 2nd: 5471 lbs 2nd: 7798 sq ft WIND LOAD Story Distribution: Level Windward Leeward Total Front-Back Event Roof: 109 36 145 4th: 114 38 152 Redundancy Factor, p 3rd: 107 36 142 r 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 3rd: 88 29 117 2nd: 81 27 108 Front/Back Event SEISMIC WIND Trib Area Load Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL GRID (sq ft) (ibs) (ft) (lbs) (lbs) (YIN) (lbs) (ibs) Roof YA 900 2623 18 1958 653 Y 2610 2623 S YB-D 2100 6120 39.5 4296 1432 Y 5728 6120 S YE 999 2912 37 4024 1341 N 4024 4024 W YF 999 2912 37 4024 1341 N 4024 4024 W YH 1900 5538 35 3806 1269 Y 5075 5538 S YJ 900 2623 18 1958 653 Y 2610 2623 S 4th YA 900 3174 18 2052 684 Y 2736 - 3174 S YB-D 2100 7406 39.5 4503 1501 Y 6004 7406 S YE 999 3523 37 4218 1406 N 4218 4218 W YF 999 3523 37 4218 1406 N 4218 4218 W YH 1900 6700 35 3990 1330 Y 5320 6700 S YJ 900 3174 18 2052 684 Y 2736 3174 S 1 3rd YA 900 2116 18 1917 ' 639 Y 2556 2556 S YB-D 2100 4937 39.5 4207 1402 Y 5609 5609 S YE 999 2349 37 3941 1314 N 3941 3941 S YF 999 2349 37 3941 1314 N 3941 3941 S YH 19004467 35 3728 1243 Y 4970 4970 S YJ 900 - 2116 18 1917 639 Y 2556 2556 S 2nd YA 900 631 18 1796 599 Y 2394 631 S YB-D 2100 1473 39.5 3940 1313 Y 5254 1473 S YE 999 701 37 3691 1230 N ' 3691_ 701 S YF 999 701 37 3691 1230 N 3691 701 S YH 1900 1333 35 3491 1164 Y 4655 1333 S YJ 900 631 18 1796 599 Y 2394 631 S Page 91 of 129 Side/Side Event SEISMIC WIND Trib Area I Load Trib Width Windward Leeward Combined? Load Design Load Load Typ LEVEL GRID % (Ibs) % (55') (Ibs) (Ibs) (YIN) (Ibs) _ (lbs) Roof 31 16 3636 16 964 321 Y 1285 3636 S 32 34 7727 34 2048 683 Y 2730 7727 S 33 34 7727 34 2048 683 Y 2730 7727 S 34 16 3636 16 964 321 Y 1285 3636 S 4th 31 16 4400 16 845 282 Y 1126 4400 S 32 34 9350 34 1795 598 Y 2394 9350 S 33 34 9350 34 1795 598 Y 2394 9350 S 34 16 4400 16 845 282 Y 1126 4400 S 3rd 31 16 2933 16 772 257 Y 1030 2933 S 32 34 ' 6233 34 1641 547 Y 2188 6233 S 33 34 6233 34 1641 547 Y 2188 6233 S 34 16 2933 16 772 257 Y 1030 2933 S 2nd 31 16 875 16 713 238 Y 950 950 _ W 32 34 1860 34 1515 505 Y V 2020 2020 W 33 34 1860 34 1515 505 Y 2020 2020 W 34 16 875 16 713 238 Y 950 950 W i Client:A Arbor Project: River Terrace-21 Plex 1-(vrf-r'4-r'3-r'.).-Lt Length o indict dal will Project#: 16-T100 Lt Total leu tit ui Fall long idline Date: 10-Jan LaLtnath c' n caur tt atm ru call tit- dilf re:t than naall l th -a.: By: YSP sir V.-all-ie 1. fit :0 rofL X14 w.a:,t o. wall 31x.+-`Ir4 1Zs=[ViAL,�,n4=33 W 3)•11-1(/14•la3 rr- 2j 3 V3,1t3 3 FZ:1) 1,'-(/i21]'.Ll FROELICH -rt nti: II'h2-1113 1hLglu of uall tlr:-il12 E N E t N C E R 0, ti:tf Horizontal irce at critiline from ran L Mu=[PI(1 t/-r•4Eh)-il3ttr.� ,(lu)]• 'ti" Her zonta(.or.x at 144l tee�:nut A'211 ..1Shear Walls & Holdowns S timzot al forge at endt tie froth+`dfir V 2=to z3 ntal fare at rudi-tte Com 2-'fir Roof to 4th Floor r t tit 1 .a is wall Vial' 3tr =0.51(Rt SxRooDL}-(t trtb.:fatDl )•;rr brFSaoDt nI M Overturning mor.ect when upper wall ra Roof DL: 18 psf stacked above low ravail .¢idile:3li -(0.6 147. )[(.Rtrib Roo)DL34-(lir rb ..YatIDL I+(Ft ,b 1-ioo•Di)j Floor DL: 27 psf M•lu=orertmAhagmoment V:hen upper.vallis tot sicked or does not exist Wall DL: 10 psf Rtrib.'\tribe Ftrib--Roof,wall.ani:floor Mu-Mr lis-Mr Tv- Ts- Stud Spacing: 16 inches oc tributary urea,used for calculating dead load La L Ma=Resisting moment due to dead load At=Tension&walls not stacker.': Ifs S12r. Ts-Tension t f walls stacked tubae'C=--t—[f Rtrib a RonfDL)+(a Crib x •Tr aI'D-j+(FD ih r.:Flow DI.7j 9-Stud spacu:g 111 S C_--Compression at cads_,if wails atacked Serrate Cs --s- [1+D_14Sa l(Rtr;/''Ro6,1DL)T(rt ;b,-.3D'ai/DL) Etrj( F/'oo;DL)j L, 1: Wall L Lt La hrf Vrf v Mu Rtrib Wtrib Ftrib Mr Cs Tu Comments Holdowns Shearwall Controlling Grid (ft) (ft) (ft) (ft) (Ib) (pif) (Ib"ft) (ft) (ft) (ft) (Ib'ft) (lbs) (Ib) Nailing Event Front/Back Event SW HD YA 13 13 13 9 2623 202 23607 8 9 0 9854 1988 1058 MST37 6/12 S STD (6/12) MST37 Y8-D 24 50 24 9 6120 122 26440 8 9 0 33585 1274 -298 --- 6/12 S STD(6/12) -- YE 22 22 22 9 4024 183 36214 8 9 0 33977 1802 102 --- 6/12 W STD(6/12) -- YF 22 22 22 9 4024 183 36214 8 9 0 33977 1802 102 --- 6/12 W STD(6/12) -- YH 14 40 14 9 5538 138 17443 8 9 0 11428 1418 430 --- 6/12 S STD(6/12) -- YJ 14 14 14 9 2623 187 23607 8 9 0 11428 1858 870 --- 6/12 S STD (6/12) -- Side/Side Event 31 3 39 3 9 3636 140 2517 12 9 0 686 1064 610 --- 6/12 S STD(6/12) -- 3.5 39 3.5 9 3636 120 2937 12 9 0 934 1064 572 --- 6/12 S STD(6/12) -- 4 39 4 9 3636 105 3357 12 9 0 1220 1064 534 --- 6/12 S STD (6/12) -- 32 14 100 14 9 7727 77 9736 12 9 0 14945 920 -372 --- 6/12 S STD(6/12) -- 33 14 100 14 9 7727 77 9736 12 9 0 14945 920 -372 --- 6/12 S STD (6/12) -- 34 3 48 3 9 3636 114 2045 12 9 0 686 907 453 --- 6/12 S STD(6/12) -- 3.5 48 3.5 9 3636 97 2386 12 9 0 934 907 415 --- 6/12 S STD(6/12) -- 4 48 4 9 3636 85 2727 12 9 0 1220 907 377 --- 6/12 S STD (6/12) -- Seismic 6/12 4/12 3/12 (2)4/12 (2)3/12 240 350 450 700 900 psf m co m Wind 6/12 4/12 3/12 (2)4/12 (2)3/12 Co N 335 490 630 980 1260 psf o iv CO • Client: Arbor Project: -414', River RiverI-WM.1*db2A,,Pi®o al Project#: 16-T10C11 .g, 7t,:.:aaa d x� nr Date: By: a ##### fmA , nr YSP o4 o liri In of r.41 a t•ns4 42xneghr.. .i.Or341r3 Ar:I snr f r,t-;:? ,,. .t,..)a;;n hi-, ._ior#rtd.Q-)442-:w Lc .ttephs or wall de.411.2 FROELICH ;r lit=LT: < tRd. sac( Ms 4 b ( >.;4E:t, r},,.1,« x= 1,4 EN GlNEER52 vim if a at�*:ata<m.1'a fir L h alt Mild:Air®9.6(1Rrrtb x R.6>R)L)+(Wirfb x iro'<LLL)-•(Ma,x FicorDL?It' Shear Walls & Holdowns bis n:)venting to mnit when upper vend ia7 • narked above inn,waif gamic:.Air_(Q 6-_14S4R 1.h x itooflSL)+(Wirth x ff'o5DL)+(Firth v.FioarDL)t'. 4 th rd \N=arm.i.,....n s.c,,Ixru a pe wall is Floor to 3 Floor antsacked nndocs not exist ` Knit,attth,Fmh.Rdoi;wad,add OdorMu-AP-AP fs-:Gk ritm,$)area.u:ed fee calculating dedel ' L1c�1 Is•--.-- Roof DL: 18 psf lire Rase iaadmoulted due co&adl.ad - Floor DL: 27 psf rna'seasnnirwade uo.stacked x S 2 h»to n alt sa fed mire C ....(f t.to.R,-cAlf>.Oftrit x R'ratD e (PM: f2wrDL)] Wall DL: 10 psf ;.Smd spaiingLo 12 Cs,C.mpees;td.:t _ds.et 44 As s,rked SeZaue e. L ..� {4414SzAertribx 262(OL) (frerb,trenL)+rF:ar Pi Ms Stud Spacing: 16 inches oc LI Wall L Lt La h5 h4 V, V4 v Ms Mu Rtrib Wtrlb Ftrlb Mr Cs Tu Ts Comments Holdowns Shearwall Controlling Grid (ft) (ft) (ft) (ft) (ft) (Ibs) (Ibs) (plf) (Ib`ft) (Ib`ft) (ft) (ft) (ft) (Ib`ft) (Ibs) (Ibs) (Ibs) Nailing Event Front/Back Event SW HD YA 5 18 5 9 9 2623 3174 322 21778 14492 8 18 12 4037 4832 2091 3548 MST60 4/12 S A(4/12) MSTC66B YB-D 24 50 24 9 9 6120 7406 271 87810 58432 8 18 12 93006 4135 -1441 -216 -- 4/12 S A(4/12) -- YE 22 22 22 9 9 4024 4218 375 114413 74176 8 18 12 94090 5633 -905 924 MST37 4/12 W A(4/12) MST37 YF 22 22 22 9 9 4024 4218 375 114413 74176 8 18 12 94090 5633 -905 924 MST37 4/12 W A(4/12) MST37 YH 14 40 14 9 9 5538 6700 306 57930 38549 8 18 12 31648 4614 493 1877 MST37 4/12 S A(4/12) MST37 YJ 14 14 14 9 9 2623 3174 414 78402 52172 8 18 12 31648 6076 1466 3340 MST60 3/12 S B(3/12) MSTC66B Side/Side Event 31 3 35 3 9 9 3636 4400 344 9316 6199 12 18 4 1130 3476 1690 2300 MST37 4/12 S A(4/12) MST37 3.5 35 3.5 9 9 3636 4400 295 10869 7233 12 18 4 1538 3476 1627 2199 MST37 4/12 S A(4/12) MST37 4 35 4 9 9 3636 4400 258 12422 8266 12 18 4 2009 3476 1564 2098 MST37 4/12 S A(4/12) MST37 32 14 100 14 9 9 7727 9350 171 32335 21517 12 18 4 24615 2680 -221 551 --- 6/12 S STD(6/12) -- 33 14 100 14 9 9 7727 9350 171 32335 21517 12 18 4 24615 2680 -221 551 --- 6/12 S STD(6/12) -- 34 3 35 3 9 9 3636 4400 344 9316 6199 12 18 4 1130 3476 1690 2143 MST37 4/12 S A(4/12) MST37 3.5 35 3.5 9 9 3636 4400 295 10869 7233 12 18 4 1538 3476 1627 2042 MST37 4/12 S A(4/12) MST37 4 35 4 9 9 3636 4400 258 12422 8266 12 18 4 2009 3476 1564 1941 MST37 4/12 S A(4/12) MST37 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 73 w co m co ca 0 N to 4 Client: Arbor Project: River Terrace-21 Plex l cnpth oz ind ridnal,,..11 .fr'r.1.;e'a+r'3-2 2) Lr Project#: 16-T100 ut.Total length of wall along gridline l..a ffi Length of moment awn III nail(if Date: 10-Jan differentthan walllength', By: YSP hrf w Wall Height fits to roof r T -r„ L as u Height o::wall 8r3-£;a Ms=[✓rfltff+1(1.48+h2#3)+Pa(1?1+/Li+h2+2)+V 0e+lit+if+v-cil:Jjx- Lt FROELICH h ::Height owall flr2£3 h'^*Height f wall firl£> E N G i N E E R 5 1 ti f m Horizontal fore a isidlinc h 11 roof L. V4 s HIorizontal farm at gridline from.1m fir AP.;n[Ptf 00+I'a(itt)t Y3(174)+Y2(hi))a— Shear Walls & Holdowns Lt Y3=Horizontal force gnad?inc from 3`d tlm 1`2 Eforiz ntal force a gridline from 2`/fIrLa rd nd =t nt er a .,�+au Wind Mfr_0.6[(Ririb x RooJDL)+'Wtrib x Wall Z): Frrib x loorDL)I- 3 Floor To 2 Floor ii Overturning moment when upper.all is j Roof DL: 18 psf sucked show lours wall Seismic:Mr-(0.6-.14Sa)1(RM'ibxRogiDL)+(Wrrib.FFa/1DL)+(PIM aFloorDL)1 2 'Au-On erturning moment when upper:.all in Floor DL: 27 psf not stacked or does not exist Farib.Writ:,Pint,...Roof.walt,and floor Ma-:lfi' tin-Me Wall DL: 10 psfra=..............._...... ;sem.. :niwtan'area.used for calculating dead load La 2. Stud Spacing: 16 inches oc 1,1r..Resistingnruan:it ti.to dean load Ti=Tension if walls no:itanked Ms ,5/2 Ti Trusion if walls tackedWird:C=— —1•"Rtrtir x Roo,/ril.)+ 7a(lrurfh,. ts/f)-(Frrif'n FhrorhT..)) L 12 SwSt d spam ng Ifs .5 i 2 Cs-Crnipre.non at ends.if«:d la,narked :Seismic: t='�+ 2 (I+0.14 Solittitrio•,RoolDL)M(115'1h s Wed27f)-(f2rs,,Flo.eDL)j Wall L Lt La h,r h4 h3 V,, V4 V3 V Ms Mu Rtrib Whlb Ftrib Mr Cs Tu Ts Comments Holdowns Shearwall Controlling Grid (ft) (ft) (ft) (ft) (ft) (It) (lbs) (lbs) (lbs) (pit) (Ib'ft) (lb'ft) (ft) (ft) (ft) (Ib'ft) (lbs) (lbs) (lbs) Nailing Event Front/Back Event YA 5 18 5 9 9 9 2623 3174 2556 464 44271 20882 8 29 24 6740 9649 2828 7506 Shth(2)Sides HD12 4/12 S YB-D 24 50 24 9 9 9 6120 7406 5609 383 176966 82663 8 27 24 152426 8154 -2907 1022 MST37/HTT5 3/12 S YE 22 22 22 9 9 9 4024 4218 3941 554 232295 109640 8 27 24 128081 11267 -838 4737 HDQ8 3/12 W YF 22 22 22 9 9 9 4024 4218 3941 554 232295 109640, 8 27 24 128081 11267 -838 4737 MST60 3/12 W YH 14 40 14 9 9 9 5538 6700 4970 430 116418 54205 8 27 24 51867 9096 167 4611 MST60/HDQ8 3/12 S YJ 3.5 21 3.5 9 9 9 2623 3174 2556 511 26562 12529 8 27 24 3242 8369 2654 6663 Shth(2)Sides HD12 4/12 S Side/Side Event 31 3 35 3 9 9 9 3636 4400 2933 470 18467 8462 12 27 8 1574 6671 2296 4596 Shth(2)Sides MST60 4/12 S 3.5 35 3.5 9 9 9 3636 4400 2933 403 21545 9873 12 27 8 2143 6671 2208 4408 MST60 3/12 S 4 35 4 9 9 9 3636 4400 2933 353 24623 11283 12 27 8 2799 6671 2121 4219 MST60 3/12 S 32 14 100 14 9 9 9 7727 9350 6233 233 64097 29371 12 27 8 34285 5094 -351 2129 MST37 6/12 S 33 14 100 14 9 9 9 7727 9350 6233 233 64097 29371 12 27 8 34285 5094 -351 2129 MST37 6/12 S 34 3 35 3 9 9 9 3636 4400 2933 470 18467 8462 12 27 8 1574 6671 2296 5631 Shth(2)Sides HDQ8 4/12 S 3.5 35 3.5 9 9 9 3636 4400 2933 403 21545 9873 12 27 8 2143 6671 2208 5544 HDQ8 3/12 S 4 35 4 9 9 9 3636 4400 2933 353 24623 11283 12 27 8 2799 6671 2121 5456 HDQ8 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 -o a) CO m t9 a 0 CD Client: Arbor Project: River Terrace-21 Plex1'=Wt1-6'4+V3..V2d'Lt =Length of individual wall Project#: 16-T100 t=Total length of wait along gridline Date: 10-Jan =Length of moment arm is wall(if a` i`?"' ffe ent than wall length) 4: 4.. " By: YSP if=Walt Height fizz to roof L '49• `. l''''' a=Height ofwaliflz3-ilr4 Li.4/3.[Vd(hrf+lr+8,-IL+3)-V.40.1-413}lt2+2)+VA76,h2,-b.t1 it2)1.— F R C)E L I C H 3=Height await flr2.fic3 r2 =Height of wall th l-P.r2 ENGINEERS? 'rf=Horizontal force at gridline from roof L '4=Horizontal force at gridline from 4a'flrMs=[V+:f(e)-4'.1(e).11,315)-V20t)),.— Shear Walls & Holdowns '3=Horizontal force at Iridlin<freer 3t'''fir Lr '22=Horizontal force at gridline from 22x9 fir L' 2"d Floor To Foundation =Unit earIII w 9sll TV/ed:l;r=0.61(RrribsRoo/DL)+(TtrlbaTVailDL)=(FtribaFloorDL)]— =Overturning when upper wall is .. laded altos• lov cr alt S'eis,n c:.air= 4.6-.14.5, (Barth x Ioo+DL r {i'S t b x rVanDL)-( +• Roof DL: 18 psf t„ Overturning .a,ens when t>pe we.s, f )[ F6rlbxF. orDL.I] Floor DL: 27 psf of sacked or docs oar exist W all DL: 10 psf •lob,Wnib,Fnib=Roof,wail.and fear Tu_Mu-Dir T,=Aft-3v nbutan•area,used for calculating dead toad Ln L Stud Spacing: 16 inches oc It=Re,ismtgmoment due to dead load .0=Ten.eitn if wails not stacked Ms S%2 s=Tension if walls:started Wnid'C,- L } 12 KRvfb-xRepast)-(Wrrab x6PaltDi)-(Frib•:Flom DL)] •-Stud sparing sit- S12 a=Compression at ends if walls stacked Seismic:Ca- L—s- 12 'isn.14Sa)[4R:rib R: Page 96 of 129 Client: Praject: Pro].di: olit ' ¢ Date: By: FROELICH EN QI N E'ERS( ACI 318-05 Appendix D - Tension Failures (Page 1 of 3) Anchor description; 518" ASTM A36 Threaded Rod for Simpson HTT16 1 HTT22 t HTT4/HTT5 1 Number of Anchors s, = 0 in. (see Fig 0.625 Inch Diameter sz = 0 RD 5 2.1) 8 Inch Embed 2500 psi Concrete Footing NDosign = 5.250 (kips)Allowable Design Tension D.3 - General Requirements (ACI 31802 Section 0.3.3.3) Are seismic loads induced into the anchor? Y 5 0.75 D.4 - General Requirements for Anchor Strength (ACI 318-02 Section 0.4.4) Strength reduction factor for anchors using load combinations from ACi 31 5-05 section 9 2 Will anchor be governed by brittle steel failure? N Anchor tD = 0.75 Brittle failure 0.65 (brittle defined by tensile test elongation less than 14%) Ductile failure: 0.75 Is rebar present around anchor to resist blowout? N Reinforcing tD = 0.70 If rebel is present around anchor: 0 75 Otherwise, 0.70 Summa CDNd Wind 4)Nn saismic Summary From Below cr1N, Sw= 1.0 Sr = 0.75 N, = 9 83 9.83 7.37 kips N,k- 19.01 19.01 14.255 kips Noy, = 121.71 121.71 91.28 kips (AN,b = 198.14 198.14 148.60 kips tAN;bQ = 198.14 198.14 148.60 kips Minimum MN, = 9.83 9,83 7.37 lkips Converting To Allowable Stress Design Wind Seismic Conversion Factor 1.4 1.4 ONAuowabie = 7.02 5.27 kips NJrxign < ONnuerrogato 5.250 < 5.27 Therefore, Anchor Design OK ' Page 97 of 129 Client: Project: Prof.*: ,Ss. It Date: • Byl FROELICH EN orriezrzts t ACI 318-05 Appendix 0 - Tension Failures Cont. (Page 2 of 3) Tension Design Calculations D.5.1 - Steel Strenglit for Anchor in Tension do (Anchor Diameter) = 0.625 inches n = 1 # of anchors nt = 11 Number of Threads per inch A3, = 0_23 iri,2- (effective cross-sectional area of anchor) futa = 58.00 ksi - (tensile strength of anchor material (not the yield strength) not exceed 1.9f, or 125 ksi) N,= 13.11 ksi - (Eqn. D-3) Anchor iTi = 0 75 Nsa = nA se"'lila iel)N = 9.83 kips , D.6.2 - Concrete Breakout Strength of Anchor in Tension 61 = 0 inches (see Fig. RD.5.2 1) S2 = 0 inches (see Fig RD.5.2.1) An, (for single anchor) = 576 in.2 (see Figure RD,5.2.1) An, (for group anchor) = 782 in.2 (see Figure RD.5 2.1) ANva (for single anchor) = 576 in 2 (see Figure RD.5.2.1) Asico (for group anchor) = 576 in a. (see Figure RD.5.2.1) 1 Eqn. D-9 (Anchors not Eccentrically Loaded, 4ii = 1.0) 4jed,N ' 1.000 Eqn D-10 & 0-11 t-Pc,N= 1 (1.25 for cast anchors. 1.4 for post-installed) Section D.5.2.6 k, := 24 (24 for cast anchors, 17 for post-installed) Section D.5.2.2 1'c = 2500 psi 1 5The= 12 h = 3 inches 0,7+0 3(c ,11 51-1,t) = 1.000 cmiir, = 12 in -distance to closest edge of concrete Nt, = 27.15 kips - (Eqn. 0-7) Ncb= 27.15 kips -(Eqn. 0-4) A = 0.00 tqCbgA r _ kips •(Eqn. D-5) Iv etr,g — i IP dc,:‘,'Yr eci,,V Vico,1,, IVh II Reinforcing r = 0.70 No 19.01 kips Page',-)B o; 129, Client: Project: Proj. Date: By: FROELICH ENolfTkeRsi ACI 318-05 Appendix D - Tension Failures Cont. (Page 3 of 3) 05,3 -Sinc le Anchor Pull*ut - headed or embedded nut Use Plate Washer? Plate Washer Width = 3 inches Nut diameter= 0.985 inches Nut or Rate Washer Bearing Area= 9.000 in2 Abrg = 8.893 in2 - bearing area of embedded anchors head or nut Wap = 1 For an anchor locatec in an area of concrete where not cracking at service loads is anticipated, otherwise use 1,0 value(AC! 318-05 Section D.5.3.6) n= 1 # of anchors No= 173.87 (kips) Eqn. D-15 a. c jiiurgCV No,= 173.87 (kips) Eqn. D-14 N p c,P Reinforcing 0= 0.70 TNpn = 121,71 kips D5.4 Anchor side-faced blowout-Headed Anchor (Required only if anchor is near an edge where col < 0.4h,f: Anchor is not close to Edge of Concrete. Analysis below NOT Required. 2 — 6 distance to perp edge of concrete from anchor cal = 12 in -distance to closest edge of concrete Nsb = 283.05 (k:ps) Eqn. 0-15 Factored Nab= 100.25 Reinforcing = 0 70 Pv ON,b= 198.14 kips = 160 cal f rg s= 0 in - spacing of outer anchors in group 283 05 (kips) Eqn. D-16 Reinforcing D 0.70 tvr = i + lbg It$Nsbc,= 198.14 kips 6Cal 1 • Page 99 of 129 Client; 0 Project: IROFtlat Pia ( US [ � Date: ENGNEEp $ ACI 318-05 Appendix D - Tension Failures (Page 1 of 3) Anchor description: 718" ASTM A36 Threaded Rod for Simpson HDQ8 1 Number of Anchors s, = 0 in. (see Fig 0.875 Inch Diameter s: = 0 RD.5 2 1) 8 Inch Embed 2500 psi Concrete Footing N043;9„ = 9.230 (kips) Allowable Design Tension D.3 -General Requirements (ACI 318-02 Section D.3.3.3) Are seismic loads induced into the anchor? Y Sr = 0.75 0.4 -General Requirements for Anchor Strength (ACI 318.02 Section D.4.4) Strength reduction factor eP for anchor; using load combinations from ACE 318-05 section 9.2 WIH anchor be governed by brittle steel failure? N Anchor 1 = 0.75 Brittle failure: 0.65 (brittle defined by tensile test elongation less than 14%) Ductile failure: 0.75 Is rebar present around anchor to resist blowout? N Reinforcing c = 0.70 If rebar is present around anchor: 0.75 Otherwise, 0.70 Summa CONn Wind ONn Seismic Summary From Below CaNn Sw= 1,0 SF= 0.75 34\1 = 20 09 20.09 15.06 kips 0Ncb= 25.87 25 87 19 40 kips cDNpn= 117,59 117.59 86.19 kips cbN3b= 227.21 227.21 170,41 kips Nabg 227.21 227.21 170.41 kips Minimum ON,, = 20.09 23.09 J 15,06 kips Converting To Allowable Stress Design Wind Seismic Conversion Factor 1.4 1.4 ONAiioWabie= 14.35 10.76 kips Ndssig ONAilowabie 9.230 10.76 Therefore, Anchor Design OK Page 100 cf 129, • ' , f roject: .ip+16(OctiSEUREsTpc )Tate: AC! 318-45 Appendix D - Tension Failures Cont. (Page 2 of 3) Tension Desi#n Calculations D.5.1 - Steel Stren•th for Anchor in Tension dc,(Anchor Diameter) = 0.875 inches n = 1 # of anchors nt= 9 Number of Threads per inch Asa= 0.46 in.2-(effective cross-sectional area of anchor) f,-,a = 58.00 ksi- (tensile strength of anchor material (not the yield strength) not exceed 1.9fy or 125 ksi) N„= 26.73 ksi-(Eqn. 0-3)AnorcP = 05 [ *T:!f = nA .�` u._.�..m�.W..._rn. ....... 0.5,2 - concrete Breakout Strength of Anchor in Tension sti = 0 inches (see Fig. RD.5.2.1) S2= 0 inches (see Fig. RD.5.2.1) Ani(for single anchor) = 784 in.2 (see Figure RD.5 2.1) A„(for group anchor) = NA in.2 (see Figure RD.5 2.1) Ac,,,,, (for single anchor) = 576 in.2 (see Figure RD.5 2.1) AN,, (for group anchor)= 576 in,2 (see Figure RD.5.2.1) 4Jeo.N = 1 Eqn. 0-9 (Anchors not Eccentrically Loaded, 4)1 = 1.0) "Ped N = 1.000 Eqn. D-10 & 0-11 We ,1= 1 (1.25 for cast anchors, 1.4 for post-installed) Section D.5.2.6 ;cc= 24 (24 for cast anchors, 17 for post-installed) Section D.5.2.2 Pc= 2500 psi 1.5*N;= 12 he= 8 inches 0.7+0.3(cn,;r,/1.5he1) = 1.050 5 i 14 in -distance to closest edge of concrete V = •,g 1 r h Nb= 27 15 kips- (Eqn. 0-7) Not,= 36.96 kips -(Eqn. D-4) 14. Mcbo= 0.00 kips -(Eqn. D-5) chg - I ` r f' ec,,V Ir'ed,h'VI cp,N b Reinforcing = 0.70 `b v€ ) oNcbg= 25,87 kips • Page 101 of 129 :111421rA.4 Client: t Project: y � gptISU 11 1, Date: fNair AC1 318-05 Appendix D - Tension Failures Cont. (Page 3 of 3) D5.3rSiingle Anchor Pullout - headed or embedded nut Use Plate Washer? Y Plate Washer Width = 3 inches Nut diameter= 1.438 inches Nut or Plate Washer Bearing Area = 9.000 in2 Abrg = 8.399 inz - bearing area of embedded anchors head or nut tPc.e = 1 For an anchor located in an area of concrete where not cracking at service loads is anticipated, otherwise use 1.0 value (AC€ 318-05 Section 0.5.3.6) n = 1 # of anchors - Np = 167.98 (kips) Eqn_ 0-15 N, -46,8- C Npr, = 167.98 (kips) Eqn. 0-14 AV = f Reinforcing = 0.70 ONp„ = 117.59 kips 05.4 -Anchor side-faced blowout -Headed Anchor (Required only if anchor is near an edge where 031 < 0.4he, Anchor is not close to Edge of Concrete. Analysis below NOT Required. Cat = 14 distance to perp edge of concrete from anchor ca, = 14 in -distance to closest edge of concrete Nsb = 324.59 (kips) Eqn. D-15 Factored Nab = 162.29 Reinforcing rp = 0.70 17\1 = 1�� C � ONsb= 227.21 kips s5 a t (?rg s= 0 in -spacing of outer anchors in group = 324.59 (kips) Eqn. D-16 } Reinforcing (1) = 0.70 N — i + S ; (man _ 227,21 kipsCQ! .b Page 102 of 129, Client: =; • .1 Project: $ Proj.M: _ ��x Date: 'El i GC()1 NWESELIREsT 11A�- ACI 315.05 Appendix D - Tension Failures (Page 1 of 3) 1"ASTM A36 Threaded Rod for Simpson HhDQ11 1 HHO014 I RD14A/HDU11 Anchor description: 1HOU14 1 Number of Anchors s, = 0 in. (see Fig 1,000 Inch Diameter s2 = 0 RD.5.2.1) 12 Inch Embed 2500 psi Concrete Footing Noast9n = 13.710 (kips) Allowable Design Tension 0.3 - General Requirements (ACM 318-02 Section 0.3.3.3) Y SF _ 0.75 Are seismic loads induced into the anchor? D.4 - General Requirements for Anchor Strength (ACI 318-02 Section D.4.4) Strength reduction factor D for anchors using load combinations from ACI 318-05 section 9 2 Will anchor be governed by brittle steel failure? N Anchor c = 0.75 Brittle failure: 0.65 (brittle defined by tensile lest elongation less than 14%) Ductile failure: 0.75 Is rebar present around anchor to resist blowout? N Reinforcing = 0.70 if rebar is present around anchor: 0.75 Otherwise, 0.70 Summa Opp Wind 4}Nn SeIsmfe Summary From Below ON, Sw= 1.0 SF= 0.75 26.35 26.35 19.76 kips ctiN b 29.64 29.64 22.23 kips (Pilc,,_ 115.01 115.01 86.26 kips Nb_ 288.91 _ 288.91 215.68 kips N,bi = 288.91 288.91 216.65 kips Minimum (c)Nn= 11111=111 26.35 19.76 kips Converting To Allowable Stress Design Wind Seismic Conversion Factor 1.4 1,4 O NAtlawntalw= 18.52 14.12 kips 14dastan C ON/wow-ago 13.710 < 14.12 Therefore, Anchor Design OK Page 103 of 129 � & Cl .ant itiVESEHRESTINN! • / KPrej,*: ,. • Date: By: ACI 318-05 Appendix D - Tension Failures Cont. (Page 2 of 3) Tension Desi*n Calculations tD.5.1 -Steel Strength for Anchor in Tension da (Anchor Diameter) = 1 000 inches n = 1 #of anchors nt= 8 Number of Threads per inch kig= 0.61 in.2- (effective cross-sectional area of anchor) fora = 58.00 ksi- (tensile strength of anchor material (not the yield strength) not exceed 1.9fi or 125 ksi) Nsa = 35.13 ksi - (Eqn. D-3) -- . Anchor = 0.75 - T �' su = 1Z�se.! zrtcr oNa,= 25.35 Kips w w 13.5.2 - Concrete Breakout Strength of Anchor in Tension s, = 0 inches (see Fig. RD.5.21) S2 = 0 inches (see Fig. RD 5.2.1) A„(for single anchor) = 1100 in ` (see Figure RD 5.2 1) Ani(for group anchor) = NA in.2 (see Figure RD,5.2.1) k,c„ (for single anchor) = 1296 in.2 (see Figure RD.5.2.1) Arf„ (for group anchor) = 1296 in.2 (sac Figure RD.5.2.1) 4'=r,r; = I Eqn. 0-9 (Anchors not Eccentrically Loaded. Y, = 1.0) 4)-d.)1 = 1.000 Eqn. D-10 & D-11 '-1'c,e`= 1 (1,25 for cast anchors, 1.4 for post-installed) Section 0.5.2.5 kG = 24 (24 for cast anchors 17 for post-installed) Section 0,5.2.2 fc = 2500 psi 1,5'h-f= 18 he= 12 inches 0.7+0,3(crnirfl.5h f) = 1.000 c,alm = 18 in - distance to closest edge of concrete kT7h [ 5 I Np= 49.88 kips - (Eqn. D-7) Ncb = 42,34 kips - (Eqn. D-4) A, Nctg= 0.00 kips - (Eqn. D-5) N,_ng = - ec ,'�` ' �A V c�,,A71V b t. Reinforcing 0 = 0.70 i-i +rcf.i ebg = 29.64 kips Page 104 of 129,, • IiiitiliMI:itftle--0 ' Project: tit.fa*:131.1. 14-, —I Date' , . *XV 'SAITIG, itmq,, initicii ACI 318-05 Appendix 0 - Tension Failures Cont. (Page 3 of 3) 05.3 -Sin le Anchor Pullout - headed or embedded nu Use Plate Washer? Y Plate Washer Width = 3 inches Nut diameter= 1.625 inches Nut or Plate Washer Bearing Area = 9.000 int Abrg = 6 2241 -bearing areaanchors 2of embedded head or nut = 1 For an anchor located in an area of concrete where no cracking at service loads is anticipated otherwise use 1.0 value(ACI 318-05 Section 0.5.3.8) n = 1 OA of anchors ,.....--- N = 154 .30 (kips) Eqn. D-15 P N p(1 = 164.30 (Kos) Eqn. 0-14 011inli Reinforcing 0 = 0.70 d)Np, = 115.01 kips 05.4 -Anchor side-faced blowout-Headed Anchor (Required only if anchor is near an edge where c,1 <0.4h Anchor is not close to Edge of Concrete. Analysis below NOT Required. Ca2= 5 distance to perp edge of concrete from anchor Cali = 18 in -distance to closest edge of concrete Nsh= 412.73 (kips) Eqn D-15 Factored Nab= 412.73 Reinforcing d) = , f (DN.,. 288,91 kips :.0 a I by; s = 0 in -spacing of outer anchors in group _ N3b.2 = 412 73 (kips) Eqn. D-16 '‘\ Reinforcing = 3.70 ..-- 1 N 1 + -- N sb ON,b9 = 288.91 kips sbg \, 6ca 1 / Page 105 of 129 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the'Settings"menu item Project Descr: and then using the'Printing& Title Block"selection. Title Block Line 6 prro cc-2031.+4IPM Cantilevered Retaining Wall File- 2�1E1r� ENERCALC,INC. 9832 6, er6u€c7 Lic #: 016.Buld:6.16 RS Description: 4'-0'Wall ...................__............. Criteria Soil Data Calculations per AC!318.08, ACI 530-08,IBC 2009, CBC 2010,ASCE 7-10 Retained Height = 4.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 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 rure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel _ 0.0 psf Lateral Load = 20.0 plf Used To Resist Sliding&Overturning ...Height to To - 4.00 ft AdjacenttingWidthdLoad = 0.0 lbs 9 P Footing 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overtumin Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 500.0 lbs - 0.0 ft Axial Live Load = 0,0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Load Eccentricity = 0"0 in Poisson's Ratio = 0.300 Design Summary ' Stem Construction Top stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.01 OK Wall Material Above"Hf' = Concrete Sliding - 1.52 OK Thickness in= 6.00 Rebar Size - # 4 Total Bearing Load = 1,578 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 6.04 in Rebar Placed at = Edge Design Data ». _. Soil Pressure @ Toe = 1,692 psf OK fb/FB+fa/Fa = 0.213 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 528.0 Allowable = 2,500 psf Moment....Actual ft-I= 757.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,030 psf Moment.....Allowable ft-I= 3,559.5 ACI Factored @ Heel = 0 psf Shear Actual psi= 10.4 Footing Shear @ Toe = 0.7 psi OK Shear Allowable psi= 67.1 Footing Shear @ Heel = 6.2 psi OK Wall Weight psf= 75.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.25 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 20.93 Lateral Sliding Force = 517.5 lbs Lap splice if below in= 8.40 Hok footing less 100%Passive Force = - 0.0 lbs oembed into ng in= 8.40 less 100%Friction Force = - 788.8 lbs Concrete Data ..fc .. Added Force Req'd = 0.0 lbs OK psi= 2,000.0 F ....for 1.5:1 Stability = 0.0 lbs OK y psi Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Page 1nsu/129, Title BlocLine1 Project Eooec P���|[� Y�c��»n����� . ^ using the Settings menu item Project Descr: and then using the?rinting Title BIock selection. m Cantilevered Retaining Wall ild:6.1 Description: 4'-0"Wall Footing Dimensions&Strengths Results Footing Design Toe Width = 0.75 ft Toe Heel Heel Width = 1.50 Factored Pressure = 2,030 0 psf Total Footing Width = 2.25 Mu':Upward = 494 0 ft-lb Footing Thickness = 12.00 in Mu :Downward = 51 354 ft-lb Mu: Design = 444 354 ft-lb Key Width = 0.00 in =Actual 1-Way GhShear = 0.75 6,21 psi Key Depth = 0.00 in Allow 1-Way Shear or 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7@1O.OUin Fy = 60,000 psi Heel Reinforcing = #O��1O{ in N Footing~ Qm2~ Density = 1S00pm Key Reinforcing = None Spec Min.AoY6 = 0.0018 Other Acceptable Sizes&Spacings Cover @Top 2.00 @Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd.Mu<S°Fr Key: No key defined : Summary of Overturning& Resisting Forces&Mo OVERTURNING RESISTING Force Distance Moment Force Distance Moment |teft ft-lb n!__-____' -_�obL__-, ______-elbs- �� ��_ Heel Active Pressure = 437.5 1.67 729.2 Soil OveHeel = 440.0 1.75 770.0 Surcharge over Hee = Sloped Soil OveHeel = Toe Active Pressure = Surcharge Over Heel = Surcharge OveToe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 500.0 1.00 500.0 Added Lateral Load = 80.0 3D0 240.0 *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 300.0 1.00 300.0 -- -------- -- Earth i Stem Transitions = Total = 517.5 O.T.M. = 969.2 Footing Weight = 337.5 1.13 379.7 ResistinglOverturningRatio = 2.01 Key Weight = Vertical Loads used for Soil Pressure= 1,577.5 lbs Vert.Componont ��-______- Total= 1,577.5 bw R.M.= 1,949.7 *Axial live load JOT included in total disp4yedsm8forovertum|o0 resistance,but is included for soil pressure calbulation. , • Page 107 of 129 Title Block Line 1 Project Title: • You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr. and then using the"Printing& Title Block'selection. Title Block Line 6 Cantilevered Retaining Wall e= 161t1uSts EtEFtTEC6 0tctMY 6BI uL U coo EN RCALC INC 1983-2016,Bu1d:616 5 7 Jet 6.16.6.7 Description: 6'-0"Wall Criteria Soil Data Calculations per ACI 318-08, ACI 530-08,IBC 2009, CBC 2010,ASCE 7-10 Retained Height = 6.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35,0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. Soil height to i NOT USED for Overturning Resistance. oWore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0psf Lateral Load = 30.0 plf Used To Resist Sliding&Overturning ...Height to Top = 6.00 ft AdjacenttingWidth Load 0.0 lbs 9 Footing - 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 Axial Load Applied to Stem Footing Type Line Load ....._ Base Above/Below Soil Axial Dead Load = 500.0 lbs 0.0 ft Axial Live Load = 0:0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio 0300 Design Summary � Stem Construction : Top Stem ._._ Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.29 OK Wall Material Above"Hr = Concrete Sliding = 1.54 OK Thickness in= 8.00 Rebar Size = # 4 Total Bearing Load = 3,203 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 9.37 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,951 psf OK Design Data _.. ._.._. ..�..... fb/FB+fa/Fa = 0.477 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,188.0 Allowable = 2,500 psf Moment....Actual ft-I= 2,556.0 Soil Pressure Less Than Allowable ACI Factored @ Toe - 2,342 psf Moment Allowable ft-I= 5,359.5 ACI Factored @ Heel - 0 psf Shear Actual psi= 15.8 Footing Shear @ Toe = 0.9 psi OK Shear Allowable psi= 67.1 Footing Shear @ Heel = 19.9 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Caics (Vertical Component NOT Used) Lap splice if above in= 20.93 Lateral Sliding Force = 1,037.5 lbs Lap splice if below in= 6.00 Hook embed into footing in= 6.00 less 100%Passive Force = - 0.0 lbs less 100%Friction Force = - 1,600).0 lbs Concrete Datafc Added Force Req'd - 0.0 lbs OK psi= 2,000.0 F ....for1.5:1Stability - 0.0 lbs OK y psl- Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Page 108 of 129. Title Block Line 1 Project Title: Engineer: Proiect ID: You can change this area En ° using the"Settings'menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 1'reted: 1 016,343PM Cantilevered Retaining Wali rile-Pt?rIS, <<! s ri ALr. C983dYC E Build-6.166.7, 81L-UEC6 NE RCALC INC.If 9832016 Bwid6.16 6 7 Vec616 6 7 - " gGEN INEERS Description: = 6-0'Wail Footing Dimensions&Strengths Footing Design Results Toe Width 0.75 ft Toe Heel Heel Width = _._3Factored Pressure = 2,342 0 psf Total Footing Width = 92 3.75 Mu':Upward = 608 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 51 0 ft-lb Mu: Design = 558 2,556 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 0.88 19.89 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Speed Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S`Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments .....OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-lb .....__. lbs ft ft-lb Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 1,540.0 2.58 3,978.3 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 500.0 1.08 541.7 Added Lateral Load = 180,0 4,00 720.0 *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 600.0 1.08 650.0 Earth @ Stem Transitions = Total = 1,037.5 O.T.M. = 2,720.8 Footing Weight = 562.5 1.88 1,054.7 ResistinglOverturning Ratio = 2.29 Key Weight = Vertical Loads used for Soil Pressure= 3,202.5 lbs Vert.Component Total= 3,202.5 lbs R.M.= 6,224.7 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Page 109 of 129 Project Title: YouTitle canBlock changeLine1 this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 P?i d 10C-2016 315''M Cantilevered Retaining Wall File R12016117U61S-E!E ETEt:6--i?C7A4YC- 6681L-t7SR6681i.-U.EC6 : ErIERC,ALC,WC.1983 201 Burd 61a 6.7.Ver616 6.7 Description: 8'-0"Wall ,. .? �.IQ Criteria Soil Data Calculations per ACI 318-08, ACI 530-08,IBC 2009, Height = 8.00 ft Allow Soil Bearing 2,500.0 psf CBC 2010,ASCE 7.10 Retained Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psi/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 0.00 in a , Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 40.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 8.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity - 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0,00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 500.0 lbs Base Above/Below Soil 0.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio - 0.300 Design Summary 1 Stern Construction i Top Stem Wall StabilityRatios Stem OK Wall Overturning2.29 OK Design Height Above Ftg ft= 0.00 Wall Material Above"Ht" _ Concrete Sliding = 1.53 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 4,983 lbs Rebar Spacing in= 7.00 ...resultant ecc. = 11.86 in Rebar Placed at = Edge Design Data -. -..-.�... Soil Pressure @ Toe = 2,198 psf OK fb/FB+fa/Fa = 0.469 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 2,112.0 Allowable 2,500 psf Moment...,Actual ft-I= 6,058.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,637 psf Moment Allowable ft-I= 12,922.4 ACI Factored @ Heel = 0 psf Shear Actual psi= 28.4 Footing Shear @ Toe = 6.8 psi OK Shear Allowable psi= 67.1 Footing Shear @ Heel = 36.1 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 26.16 Lateral Sliding Force = 1,737.5 lbs Lap splice if below in= 6.00 less 100%Passive Force = - 165.0 lbs Hook embed into footing in= 6,00 less 100%Friction Force = - 2,490.0 lbs Concrete Data ., Added Force Req'd = 0.0 lbs OK f c psi= 2,000.0 ..,.for 1.5:1 Stability = 0.0 lbs OK Fy psi Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Page 110 of 129, Title Block Line 1 Project Title: Engineer: Project ID: You can change this area Project Descr: •" using the"Settings"menu item and then using the"Printing& Title Block"selection. �,q�. z 2016,a:asea� Title Block Line 6 .. Fife P:20f8617U$IS E HTEG6 CttCTA4Y i 4R46Bi1 UtFd rBO t I EGO Cantilevered Retaining Wall ENERC fC.INC 19832O16,c��: ,1687 :eralss� 4 ,.,W .e . a fletitai frtiENGINO : Description: 8'-0"Walt Footing Dimensions&Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel • Heel Width = 4.00 Factored Pressure = 2,637 0 psf Total Footing Width = 5.00 Mu':Upward = 1,222 0 ft-lb Footing Thickness = 12.00 in Mu':Downward _ 90 0 ft-lb Mu: Design 1,132 6,059 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 6.78 36.14 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: #4@ 11.75 in,#5@ 18.25 in,#6@ 25.75 in,#7@ 35.25 in,#8@ 46.25 in,#9@ 4 Key: No key defined Summary of Overturnin &Resisting Forces&Moments ., OVERTURNING..... .....RESISTING Force Distance Moment Force Distance Moment lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 2,933.3 3.33 9,777.8 Surcharge over Heel = Sloped Soil Over Heel Toe Active Pressure = Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load Adjacent Footing Load = Axial Dead Load on Stem r- 500.0 1.33 666.7 Added Lateral Load = 320.0 5.00 1,600.0 'I Axial Live Load on Stem Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe Stem Weight(s) = 800.0 1.33 1,066.7 Earth @ Stem Transitions = Total = 1,737.5 O.T.M. = 5,852.5 Footing Weight 750.0 2.50 1,875.0 Resisting/Overturning Ratio = 2.29 Key Weight Vertical Loads used for Soil Pressure= 4,983.3 lbs Vert.Component =__ Total= 4,983.3 lbs R.M.= 13,386.1 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Page 1 1 t of 129 Title Block Line 1 Project Title: • You can change this area Engineer Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block'selection. Title°icek Line 6 Punted1 OCT 2145,533P Cantilevered Retainin Watt F,(e=P\2016ti7Usis=EErTEc��4C7A4YC P� t> L,V66t3iL u.EC6 • 9 ENEE CALL INC 1913-2016 Build:616 6,7,Ver 616 6.7 Description: 10'-0'Wall Criteria Soil Data Calculations per ACI 318-08, AC!530.08,IBC 2009, Retained Height = 10.00 ft Allow Soil Bearing = 2,500.0 psf CBC 2010,ASCE 7-10 Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 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 = 15.00 in Surcharge Loads Lateral Load Applied to Stem i Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load _ 50.0 plf Adjacent Footing Load = 0,0 lbs Used Th 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 Axial Load Applied to Stem ', Footing Type Line Load Base Above/Below Soil Axial Dead Load = 500.0 lbs at Back of Walt 0.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf poison's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary 1 1 Stem Construction Top Stem �.R__... Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.13 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 8,223 lbs Rebar Spacing in= 6.00 ...resultant ecc. = 9.42 in Rebar Placed at = Edge Design fb/F Force Section lbs 0 Soil Pressure Toe - 1,785 psf OK fb/FB+fa/Fa o•nr Soil Pressure at Heel 408 psf OK Allowable = 2,500 psf @ 3,300.0 Soil Pressure Less Than Allowable Moment...,Actual ft-I= 11,833.3 ACI Factored @ Toe = 2,142 psf Moment...;,Allowable ft-I= 15,222.0 ACI Factored @ Heel = 489 psf Shear Actual psi= 44.4 Footing Shear @ Toe = 13.6 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 49.8 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Caics (Vertical Component NOT Used) Lap splice if above in 23.40 Lateral Sliding Force 2,691.4 lbs Lap splice if below in 7.90 less 100%Passive Force = - 0.0 lbs Hook embed into footing in- 7.90 less 100%Friction Force = - 4,110.6 lbs Concrete Datafc -- - .-- Added Force Req'd = 0.0 lbs OK psi= 2,500.0 F ....for 1.5: 1 Stability = 0.0 lbs OK y psi= Load Factors . ... ..___ Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Page 112 of 129, Title Block Line 1 Project Title: You can change this area Engineer: Project ID: " using the'Settings"menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6 ,,� 1 OCT2016,6 3IPM He P:\201 a'i17t1SIS- SEHTEC6- 1G7AV FIR66BIL-UkR66BIL-l1 EC& Cantilevered Retaining Wall ENERCALC.ING 1983.2016 BtA.6166 7,Ver6.16,6,7 1i KPA,. tROINUNGIR .. Description: 10'-0"Wall Footing Dimensions&Strengths Footing Design Results Toe Width = 200 ft Toe Heel Heel Width = 5.50 Factored Pressure = 2,142 489 psf Total Footing Width = 7.50 Mu':Upward = 3,990 0 ft-lb Footing Thickness = 15.00 in Mu':Downward = 450 0 ft-lb Mu: Design = 3,540 11,833 ft4b Key Width = 0.00 in Actual 1-Way Shear = 13.60 49.78 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in cc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S"Fr Heel: #4@ 8.50 in,#5@ 13.25 in,#6@ 18.50 in,#7@ 25.25 in,#8@ 33.25 in,#9@ 42 Key: No key defined I Summary of Overturning&Resisting Forces&Moments . .. OVERTURNING..,.. RESISTING Force Distance Moment Force Distance Moment Itemlbs.. �._.. ft ft-lb lbs : ft.. .. ft-lb Heel Active Pressure = 2,214.8 3.75 8,305.7 Soil Over Heel = 5,316.7 5.08 27,026.4 Surcharge over Heel = Sloped Soil Over Heel Toe Active Pressure = -23.4 0.42 -9.8 Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load Adjacent Footing Load = Axial Dead Load on Stern _ 500.0 2.33 1,166.7 Added Lateral Load = 500.0 6.25 3,125.0 "Axial Live Load on Stem Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe Stem Weight(s) _ 1,000.0 2.33 2,333.3 __.... _,,. Earth @ Stem Transitions Total = 2,691.4 O.T.M. = 11,420.9 Footing Weight = 1,406.3 3.75 5,273.4 ResistinglOverturning Ratio = 3.13 Key Weight Vertical Loads used for Soil Pressure= 8,222.9 lbs Vert.Component Total= 8,222.9 lbs R.M.= 35,799.8 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation,. Page 113 of 129 Cantilevered Retaining Walt File=P 2014\1E1PrM .1\ElifEC6 0\Ctn4YC AR6sa1L 1An8s1E_tUEce i 6000.. ., ENERCALC,INC 1983.2013 Bu Id.8.13 8 31,Verfi 13 8.31 Description: 12'-0"Wall Criteria Soil Data Calculations per Retained Height = 12.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 6.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 0.00 in I Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 50.0'psf Lateral Load 60.0 plf gAdjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 12.00 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 Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 500.0 lbs - 0.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem 0.0 psf at Back of Wall Axial Load Eccentricity 0A in Poisson's Ratio 0.300 _ Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.20 OK Wall Material Above"Ht" = Concrete Sliding = 1.27 Ratio<1.5! Thickness in= 10.00 Slab Resists Al!Sliding! Rebar Size = # 6 Total Bearing Load = 9,161 lbs Rebar Spacing in= 6.00 .:,resultant ecc. = 14.90 in Rebar Placed at r. Edge Soil Pressure @ Toe = 2,318 psf OK Design Data Soil Pressure Heel = 46 psf OK �/FB+fa/Fa = 0.854 Allowable = 2,500 psf Total Force @ Section lbs= 5,051.5 Soil Pressure Less Than Allowable MomentActual ft 1= 22,279.7 ACI Factored @ Toe = 2,782 psf Moment Allowable ft-1= 26,082.9 ACI Factored @ Heel = 55 psf Shear.....Actual psi= 55.2 Footing Shear @ Toe = 28.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 52.5 psi OK Wall Weight psf= 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 7.63 Sliding Caics Slab Resists All Sliding! Lap splice if above in= 28.08 Lateral Sliding Force = 4,003.1 lbs Lap splice if below in= 10.48 Hook embed into footing in= 10.48 less 100%Passive Force = - 505.3 lbs less 100%Friction Force = - 4,580.0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK fc psi= 2,500.0 ....for 1.5:1 Stability = 918.7 lbs NG Fy psi= 60,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Page 114 of 129, File-P:211kt1E1FLD1 d HTEC6 4C7AkYC F1R66BIL-UR66Bi1 UE(b Cantilevered Retaining Wall ENERCALC,INC.1983-2013Buid613831Ver3313831 1„f ' 023 r V l' '4 FRAWCILONSagaiNeX--0INEERIC Description: 12'-0'Wail Footing Dimensions&Strengths - Footing Design Results Toe Width = 2.75 ft Toe Heel Heel Width = 5.00 Factored Pressure = 2,782 55 psf Total Footing Width = 7.75 Mu':Upward = 9,300 0 ft-lb Footing Thickness = 15,00 in Mu':Downward = 1,100 16,398 ft-Ib Mu: Design = 8,200 16,398 ft-Ib Key Width = 0.00 in Actual 1-Way Shear = 27.96 52.47 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in fc = 2,500,psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Censity = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 9.75 in,#5@ 15.00 in,#6@ 21.50 in,#7@ 29.00 in,#8©38.25 in,#9©48 Heel: #4f 6.25 in,#5@ 9.50 in,#6@ 13.25 in,#7@ 18.25 in,#8@24.00 in,#9@ 30. Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING .RESISTING Force Distance Moment Force Distance Moment Item lbs..___.. ft ft-lb Heel Active Pressure = 3,072.3 4.42 13,569.5 Soil Over Heel = 5,500.0 5.67 31,166.7 Surcharge over Heel = 210.8 6,63 1,396.5 Stoped Soil Over Heel = Toe Active Pressure = Surcharge Over Heel = 208.3 5.67 1,180.6 Surcharge Over Toe = Adjacent Footing Load Adjacent Footing Load = Axial Dead Load on Stem = 500.0 3.17 1,583.3 Added Lateral Load = 720.0 7.25 5,220.0 *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 1.38 Surcharge Over Toe Stem Weight(s) = 1,500.0 3.17 4,750.0 �. Earth @ Stem Transitions = Total = 4,003.1 O.T.M. 20,186.0 Footing Weight = 1,453.1 3.88 5,630.9 ResistinglOverturning Ratio = 2.20 Key Weight Vertical Loads used for Soil Pressure= 9,161.5 lbs Vert.Component Total= 9,161.5 lbs R.M.= 44,311.4 *Axial live load NOT included in ttal displayed or used for overturning resistance,but is included for soilpressure calculation, Page 115 of 129 Cantilevered Retainin Wali File €�.A2011A1E1PL 1 BEHTEC6-0)C7A4VC Fir2a6a1L tJAR66t33L t1EC6 g ENERCALc,INC 1983-2013 Bufld 13 8 31,Ver.613 8 31 u:rr }'t.°. __ _ _ W24 _. .. c NS! IN was- Description: 4'-0"Wall(Slab to Resist Sliding) Criteria Soil Data Calculations per Retained Height = 4.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psfift Height of Soil over Toe = 6.00 in Toe Active Pressure = 30,0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft Vertical component of active Soil Density, Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 0.00 in Surcharge Loads Lateral Load Applied to Stem i Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 20.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 500.0 lbs at Back of Wall 0.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf poison's Ratio - 0.300 Axial Load Eccentricity 0.0 in Design Summary '; Stem Construction Top Stem .,�. . Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.77 OK Wall Material Above"Ht" = Concrete Sliding = 2.12 OK Thickness in= 8.00 Slab Resists Al!Sliding! Rebar Size = # 4 Total Bearing Load = 1,457 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 5.87 in Rebar Placed at = Edge Design Data. Soil Pressure @ Toe = 1,901 psf OK fb/FB+fa/Fa = 0141 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 522.0 Allowable = 2,500 psf Moment..,.Actual ft-I= 756.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,281 psf Moment....,Allowable ft-I= 5,359.5 ACI Factored @ Heel = 0 psf Shear Actual psi= 7.0 Footing Shear @ Toe = 0.8 psi OK Shear Allowable psi= 67.1 Footing Shear @ Heel = 3.6 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Caics Slab Resists All Sliding! Lap splice if above in- 12.00 Lateral Sliding Force 517.5 lbs Lap splice if below in= 8.40 less 100%Passive Force = - 371.3 lbs Hook embed into footing in 8.40 Concrete Data less 100%Friction Force = - 728,0 lbs Added Force Req'd = 0.0 lbs OK Pc psi= 2,000.0 ....for 1.5:1 Stability 0.0 lbs OK Fy psi= 60,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1,000 Page 116 of 129, File=P:120t4\tE1Plt,'JtEltTtCa-Q°tG7A4YG r='zP66K-ti+,tz66E?L-JEr6 Cantiilevered Retaining Wall BNERGALC INC.19832013,Build6.13.831,Ver.s.13.8.31 as @ ' P§�, - G �;'. Description: 4'-0"Wall(Slab to Resist Sliding) Footing Dimensions&Strengths Footing Design Results , Toe Width = 0.75 ft Toe Heel Heel Width = 1.25__ Factored Pressure = 2281 0 psf Total Footing Width = 2.00 Mu':Upward = 537 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 69 120 ft-lb Mu: Design = 468 120 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 0.81 3.62 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in fc = 2,500_psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments .....OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item ____ lbs ft .....�. ft-lb ... - ._.��..� „lbs It ft-Ib Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 256.7 1.71 438.5 Surcharge over Heel = Sloped Soil Over Heel Toe Active Pressure = Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 500.0 1.08 541.7 Added Lateral Load = 80.0 3.00 240.0 *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 0.38 Surcharge Over Toe Stem Weight(s) = 400.0 1.08 433.3 „-, Earth @ Stem Transitions = Total = 517.5 O.T.M. = 969.2 Footing Weight = 300.0 1.00 300.0 ResistinglOverturning Ratio = 1.77 Key Weight Vertical Loads used for Soil Pressure= 1,456.7 lbs Vert.Component Total= 1,456.7 lbs R.M.= 1,713.5 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Page 117 of 129 Cantilevered Retaining Wall ReP 2014i1E1PL'1 J'GNiE & 0\C7A4YC FR668IL U1R6fi81L UEC6 I ENERCALC,INC.1983-201' Build:6.13.8.31,Ver.613 8.31 Description: 6'-0"Wall(Slab to Resist Sliding) Criteria Soil Data Calculations per Retained Height = 6.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psfift Height of Soil over Toe = 6.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 30.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 6.00 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 Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 500.0 lbs - 0.0 ft at Back of Wall Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.77 OK Wall Material Above"Ht" = Concrete Sliding - 1.63 OK Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 4 Total Bearing Load = 2,633 lbs Rebar Spacing in= 12.00 ...resultant ecc. . 9.90 in Rebar Placed at = Edge Soil Pressure @ Toe = 2,193 psf OK Design Data Soil Pressure @ Heel = 0 psf OK fb(FB+fa(Fa = 0.477 Allowable = 2,500 psf Total Force @ Section lbs= 1,162.0 Soil Pressure Less Than Allowable Moment...,ACtual ft-I- 2,555.0 ACI Factored @ Toe = 2,631 psf Moment Allowable ft-I= 5,359.5 ACI Factored @ Heel = 0 psf Shear Actual psi= 15.8 Footing Shear @ Toe = 6.3 psi OK Shear Allowable psi= 67.1 Footing Shear @ Heel = 13.5 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6,25 Sliding Calcs Slab Resists All Sliding! Lap splice if above in 12.00 Lateral Sliding Force = 1,037.5 lbs Lap splice if below in= 6.00 Hook embed into footing in-- 6.00 less 100%Passive Force = = 371.3 lbs less 100%Friction Force = - 1,316.0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK f c psi= 2,000.0 ....for 1.5:1 Stability = 0.0 lbs OK Fy psi= 60,000.0 Load Factors �_....._ Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1,000 Page 118 of 129, Cantilevered Retaining Wall File=P:�01411E1f�1lr r1�rFc utcrAar Ftfi6661[ uBtt sE ENERc,A,t.C,INC 1883.2013 Build:6.13.8.31,Ver:6.13631 Description: 6'-0"Wall(Slab to Resist Sliding) Footing Dimensions&Strengths 1 Footing Design Results Toe Width = 1.00 ftToe Heel Heel Width - 2.25_ Factored Pressure = 2,631 0 psf Total Footing Width - 3.25 Mu':Upward = 1,133 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 123 1,218 ft-lb Mu: Design = 1,010 1,218 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 6.30 13.50 psi Key Depth - 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe - 0.00 ft Toe Reinforcing = #7 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2,00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S"Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments ».. . ......m ' OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb_._._ lbs..__... ft r.,. ft-lb Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel - 1,045.0 2.46 2,569.0 Surcharge over Heel = Sloped Soil Over Heel - Toe Active Pressure = Surcharge Over Heel - Surcharge Over Toe = Adjacent Footing Load Adjacent Footing Load = Axial Dead Load on Stem = 500.0 1.33 666.7 Added Lateral Load = 180.0 4.00 720.0 *Axial Live Load on Stem - Load @ Stem Above Soil = Soil Over Toe - 0.50 Surcharge Over Toe = Stem Weight(s) - 600.0 1.33 800.0 ...._ .�.w� _...,_ _. Earth @ Stem Transitions Total = 1,037.5 O.T.M. 2,720.8 Footing Weight - 487.5 1.63 792.2 ResistinglOverturning Ratio = 1.77 Key Weight Vertical Loads used for Soil Pressure= 2,632.5 lbs Vert.Component =,,,,,.._... Total= 2,632.5 lbs R.M.= 4,827.8 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. ' Page 1 19 of 129 Cantilevered Retaining Wall File=P.ti2G1411E1PLM JIEHTEC6-01C7A4YC FR66BIL n66BIL UEC6 ENERCALC,INC 19B3-2013,13u80.6,13 8 31.Ver:613 8 31 4 600 + e $ .;' w.,,. A l UC MOW Mal Description: 8'-0"Wall(Slab to Resist Sliding) Criteria Soil Data Calculations per Retained Height = 8.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00: 1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 6.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 0.00 in - Surchar a LoadsLateral Load Applied to Stem 1 Ad scent Footin Load Surcharge _-...._. _ 1 Surcharge Over Heel = 0,0psf Lateral Load = 40.0 plf g Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 8.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 500,0 lbs at Back of Wall - 0.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Poisson's Ratio = 0,300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction 1 Top Stem .W_._.., Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning - 1,79 OK Wall Material Above"Ht" = Concrete Sliding = 1.41 Ratio<1.5! Thickness in= 8.00 Slab Resists All Sliding! Rebar Size = # 5 Total Bearing Load = 4,141 lbs Rebar Spacing in= 12.00 ...resultant ecc. = 12.94 in Rebar Placed at = Edge Soil Pressure @ Toe = 2,355 psf OK Design Data fb/FB+fa/Fa = 0.75a Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 2,106.0 Allowable = 2,500 psf Moment...,Actuai ft-1= 6,057.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,826 psf Moment Allowable ft-I= 7,993.7 ACI Factored @ Heel = 0 psf Shear Actual psi= 28.4 Footing Shear @ Toe = 11.3 psi OK Shear.....Allowable psi= 67.1 Footing Shear @ Heel = 21.4 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Calcs Slab Resists All Sliding t Lap splice if above in= 19.83 Lateral Sliding Force = 1,790,5 lbs Lap splice if below in= 7.80 Hook embed into footing in= 7.80 less 100%Passive Force = - 458.3 lbs less 100%Friction Force = - 2,070.0 lbs Concrete Data Added Force Req'd = 0,0 lbs OK fc psi 2,000.0 ....for 1.5:1 Stability = 157.0 lbs NG Fy psi- 60,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Page 120 of 129 , File=P:20!t iElt'!rA i4NIECi fliC7Et4YC FUsll UtR666fL U.EC6 Cantilevered Retaining Wall E32 C,INC.19832913,6ilid6.13.631,Ver6.13.8.311 ' - . �1... ,A A0141SULTINGAISONEARg Description 8'-04Wail(Slab to Res=st Sliding) Footing Dimensions&Strengths Footing Design Results Toe Width - = 1,50 ft Toe Heel Heel Width = 3.00 Factored Pressure = 2,826 0 psf Total Footing Width = 4.50 Mu':Upward = 2,728 0 ft-lb Footing Thickness = 14.00 in Mu':Downward = 311 3,446 ft-lb Mu: Design = 2,417 3,446 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 11.30 21.41 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in fc = 2,500si Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S"Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft lb _._ lbs ft ft-lb Heel Active Pressure = 1,470.5 3.06 4,493.2 Soil Over Heel = 2,053.3 3.33 6,844.4 Surcharge over Heel = Sloped Soil Over Heel Toe Active Pressure = Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load -- Adjacent Footing Load = Axial Dead Load on Stem = 500.0 1.83 916.7 Added Lateral Load = 320.0 5.17 1,653.3 *Axial Live Load on Stem Load @ Stem Above Soil = Soil Over Toe = 0.75 Surcharge Over Toe Stem Weight(s) = 800,0 1.83 1,466.7 ____ Earth @ Stem Transitions Total = 1,790.5 O.T.M. = 6,146.5 Footing Weight = 787.5 2.25 1,771.9 Resisting/Overturning Ratio = 1.79 Key Weight Vertical Loads used for Soil Pressure= 4,140.8 lbs Vert.Component Total= 4,140.8 lbs R.M._ , 10,999.7 *eacsnudfostsue� `ultn.for overturning rstne,but iincluded o totaldisplayed, Page 121 of 129 • Cantilevered R@tafllltlg Wall File=P:1201411E1PLM-J1EHTEC6 Q\C7A4YC RR66BIL UR66BIL U.EC6 ,. K1 `.. ENERC„LC,INC 1983-2013,Budd 613 6 3t Ver613 831 Description: 10'-0'Wall(Slab to Resist Sliding) Criteria Soil Data Calculations per Retained Height = 10.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 6.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 0.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Loa . _ . ad Surcharge Over Heel = 0.0 psf Lateral Load = 50.0 plf gg p ...Height to To - 10.00 ft AdjacenttingWidth Load - 0.0 lbs Used To Resist Sliding&Overturning g p - 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 Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 500.0 lbs at Back of Wall - 0.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem - 0.0 psf Poisson's Ratio - 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction Top stem -._._..� __.._..... _.__,.,,,.._.. _....�, .. _.:.__._._,. _. ...,.._. Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning _ 2.00 OK Wall Material Above"Ht" = Concrete Sliding _ 1.37 Ratio<1.51 Thickness in= 8.00 Slab Resists All Sliding 1 Rebar Size = # 5 Total Bearing Load = 6,292 lbs Rebar Spacing in= 6.00 ...resultant ecc. = 14.33 in Rebar Placed at = Edge Design Data �.n �... Soil Pressure @ Toe = 2,323 psf OK fb/FB+fa/Fa = 0.777 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 3,294.0 Allowable = 2,500 psf MomentActual ft-I= 11,832.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,788 psf Moment Allowable ft-I= 15,222.0 ACI Factored @ Heel = 0 psf Shear Actual psi= 44.4 Footing Shear @ Toe = 16.7 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 34.3 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 18,19 Lateral Sliding Force = 2 668.9 lbs Lap splice if below in= 7.90 less 100%Passive Force = - 505.3 lbs Hook embed into footing in= 7.90 less 100%Friction Force = - 3,149.9 lbs Concrete Data Added Force Req'd = 0.0 lbs OK fc psi= 2,500.0 ....for 1.5:1 Stability = 352.2 lbs NG Fy psi= 60,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 I Page 122 of 129, • RIs=P\20i4\1E1PLM-J\EHTEC6-Q\C7A4YC PR668il U\R66BIL U.EC6 -Cantilevered Retaining Wall Era RCALc INC.1983-2013,Build613.831 Ver.6.13.8.31 V\ MEL itconutyitgaleggiNent Description: 10'-0"Wall(Slab to Resist Sliding) Footing Dimensions&Strengths Footing Design Results Toe Width = 2.00 ft Toe Heel Heel Width = 4.00 Factored Pressure = 2,788 0 psf Total Footing Width = 6.00 Mu':Upward = 4,889 0 ft-lb Footing Thickness = 15.00 in Mu':Downward = 582 8,583 ft-lb Mu: Design = 4,307 8,583 ft-Ib Key Width = 0.00 in Actual 1-Way Shear = 16.66 34.33 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4 9.75 in,#5@ 15.00 in,#6@ 21.50 in,#7 29.00 in,#8@ 38.25 in,#9@ 48 Heel: #4@ 9.00 in,#5@ 14,00 in,#6@ 19.75 in,#7@ 26.75 in,#8@ 35.25 in,#9@ 44 Key: No key defined Summary of Overturning&Resisting Forces&Moments .,...OVERTURNING..... RESISTING Force Distance Moment Force Distance Moment Item lbs �...ft ,,...,. ft-lb lbs ft ft-lb.. Heel Active Pressure = 2,214.8 3.75 8,305.7 Soil Over Heel = 3,666.7 4.33 15,888.9 Surcharge over Heel = Sloped Soil Over Heel Toe Active Pressure = -45.9 0.58 -26.8 Surcharge Over Heel Surcharge Over Toe = Adjacent Footing Load Adjacent Footing Load = Axial Dead Load on Stem = 500.0 2.33 1,166.7 Added Lateral Load = 500.0 6.25 3,125.0 *Axial Live Load on Stem Load @ Stem Above Soil = Soil Over Toe 1.00 Surcharge Over Toe Stem Weight(s) = 1,000,0 2.33 2,333.3 v_... _ _.w Earth @ Stem Transitions = Total = 2,668.9 O.T,M. _ 11,403.9 Footing Weight - 1,125.0 3.00 3,375.0 ResistinglOverturning Ratio = 2.00 Key Weight Vertical Loads used for Soil Pressure= 6,291.7 lbs Vert.Component Total= 6,291.7 lbs R.M.= 22,763.9 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. Page 123 of 129 • Fre Cantilevered Retaining Wall 00231„ ENERCALC 1N' 1983 2013 B i1d:b 13 8 31,Ver 13.6.31 Description: 8'-O Wall(at Garage) Criteria Soil Data Calculations per Retained Height = 8.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 6.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pct NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance, NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 0.00 in Loads Surcharge t Applied u hang Lateral Load to Stem j !Adjacent Footing Load Lateral Load Surcharge Over Heel = 50.0 psf = 40.0 pif Adjacent Footing Load = 0.0 lbs Used To Resist Slitng&Overturning ..,Height to Top = 8.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ,,,Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning .._...___ Wall to Ftg CL Dist 0,00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 500.0 lbs Base Above/Below Soil 0.0 ft Axial Live Load = 0,0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall _ Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0300 Design Summary Stem Construction Top Stem Wall StabilityStem OK Wall Overturning Ratios = 1.84 OK Design Height Above Ftg ft= 0,00 Wall Material Above"Ht" = Concrete Sliding = 1.43 Ratio<1.5! Thickness in= 8,00 Slab Resists All Sliding! Rebar Size = # 5 Total Bearing Load = 4,593 lbs Rebar Spacing in= 12.00 .,.resultant ecc. = 13.27 in Rebar Placed at = Edge Soil Pressure @ Toe = 2,413 psf OK Design Data Soil Pressure @ Heel = 0 psf OK /FB+fa/Fa = 0.860 Allowable = 2,500 psf Total Force @ Section lbs= 2,309.6 Soil Pressure Less Than Allowable MomentActual ft-I= 6,872.2 ACI Factored Toe = 2,895 psf Moment Allowable ft-I= 7,993.7 ACI Factored al Heel = 0 psf Shear Actual psi= 31.1 Footing Shear @ Toe = 9.3 psi OK Shear Allowable psi= 67.1 Footing Shear @ Heel = 23.4 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 22.49 Lateral Sliding Force , = 1,964.5 lbs Lap splice if below in= 8.92 less 100%Passive Force = - 505.3 lbs Hook embed into footing in= 8,92 less 100%Friction Force = - 2,298.6 lbs Concrete Data Added Force Req'd = 0.0 lbs OK Pc psi= 2,000.0 ....for 1.5: 1 Stability = 144.9 lbs NG Fy psi= 60,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Page 124 of 129' i ._tt., .,.... File=Pii2Ji4tiE1FLM .rt i-ITECo-QiC7A4 ! F 6661E U RcEa'L U.Ef Cantilevered Retaining Wall EN RCALC INC.1983.2013 Build.613831,.ter.6.13.8.31 Description: 8'-0"Wall(at Garage) Footing Dimensions &Strengths Footing Design Results Toe Width = 1.50 ft Toe Heel Heel Width = 3. 5_ Factored Pressure = 2,895 0 psf Total Footing Width = 4.75 Mu':Upward = 2,829 0 ft-lb Footing Thickness = 15.00 in Mu':Downward _ 327 4,541 ft-lb Mu: Design 2,502 4,541 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 9.33 23.44 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Summa of Overturning&Resisting Forces&Moments _.. ..._ ,. .OVERTURNING RESISTING.- Force ESISTING....Force Distance Moment Force Distance Moment tem. _ lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 1,497.3 3.08 4,616.8 Sal Over Heel = 2,273.3 3.46 7,861.9 S Surcharge over Heel = 147.2 4.63 680.6 Sloped Soil Over Heee - 129.2 3.46 446.7 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load r. Adjacent Footing Load = Axial Dead Load on Stem = 500.0 1.83 916.7 Added Lateral Load = 320.0 5,25 1,680.0 'Axial Live Load on Stem Load @ Stem Above Soil = Soil Over Toe = 0.75 Surcharge Over Toe Stem Weight(s) - 800.0 1.83 1,466.7 Earth @ Stem Transitions = Total = 1,964.5 O.T.M. = 6,977.4 Footing Weight = 890.6 2.38 - 2,115.2 ResistinglOverturning Ratio = 1.84 Key Weight = Vertical Loads used for Soil Pressure= 4,593.1 lbs Vert.Component Total= 4,593.1 lbs R.M.= 12,807.2 A'al live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. • Page 125 of 129 Cantilevered Retaining Wali Fife=P12614,tE1FLM JIEHTEC6 QIC7AAYC FtR66BIL-11R66BlL-U.EC6 ' . F.NERCALC.IN^ 1983.2013 Buiid:6.13.331,Vec6.13.8.31 Description: 10'-0'Wall(at Garage) Criteria Soil Data Calculations per Retained Height = 10.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 6.00 in Toe Active Pressure = 30.0 psflft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 50.0 f Lateral Load = 50.0 plf g Ps 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&Overturnin Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 500.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in _.m Design Summary Stem Construction i Top.Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.06 OK Wall Material Above"Ht" = Concrete Sliding = 1.37 Ratio<1.5! Thickness in= 8.00 Slab Resists All Sliding r Rebar Size = # 5 Total Bearing Load = 6,793 lbs Rebar Spacing in= 6.00 ...resultant ecc. = 14.32 in Rebar Placed at _ Edge Design Data Soil Pressure @ Toe = 2,344 psf OK fb/FB+fa/Fa - 0.861 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 3,548.5 Allowable = 2,500 psf Moment....Actual ft-1= 13,105.1 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,813 psf Moment.....Allowable ft-I= 15,222.0 ACI Factored @ Heel = 0 psf Shear.....Actual psi= 47.8 Footing Shear @ Toe = 17.0 psi OK Shear.....Allowable psi= 75.0 Footing Shear @ Heel = 38.8 psi OK Wall Weight psf= 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Caics Slab Resists All Sliding! Lap splice if above in_ 20.15 Lateral Sliding Force = 2,847.9 lbs Lap splice if below ins 8.85 less 100%Passive Force = - 505.3 lbs Hook embed into footing in 8.85 less 100%Friction Force = - 3,396.0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK f'c Psi 2,500.0 ....for 1.5:1 Stability = 370.2 lbs NG Fy psi= 60,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 Page 126 of 129 r' File=P:i201411E1PLM AEHTEC6 G'.C7A4YC 1,R6681L-LAR6661L_L K6 Cantilevered Retaining Wall EVER 4LC,INC 1983-2013 Buid6.13.831 Ver.6.13231 _ - i - 5U .NO,_-NGINEERIV Description 10'-0"Wall(at Garage) Footing Dimensions&Strengths Footing Design Results Toe Width = _ 2.00 ft Toe Heel Heel Width = 4,25_ Factored Pressure = 2,813 0 psf Total Footing Width = 6.25 Mu':Upward = 4,978 0 ft-Ib Footing Thickness = 15.00 in Mu':Downward = 582 10,433 ft-lb Mu: Design = 4,396 10,433 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 16.96 38.82 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16,00 in Pc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density - 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 9.75 in,#5@ 15.00 in,#6@ 21.50 in,#7@ 29.00 in,#8@ 38.25 in,#9@48 Heel: #4@ 9.00 in,#5@ 14.00 in,#6@ 19.75 in,#7@ 26.75 in,#8@ 35.25 in,#9@ 44 Key: No key defined Summary of Overturning&Resisting Forces&Moments _„..,_ ___ OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment lbsft ft lb lbs ... ... ft ft-lb Heel Active Pressure = 2,214.8 3.75 8,305.7 Soil Over Heel = 3,941.7 4.46 17,573.3 Surcharge over Heel = 179.0 5,62 1,006.7 Sloped Soil Over Heel = Toe Active Pressure = -45.9 0.58 -26.8 Surcharge Over Heel = 179.2 4.46 798.8 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 500.0 2.33 1,166.7 Added Lateral Load = 500.0 6,25 3,125.0 "Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 1.00 Surcharge Over Toe = Stem Weight(s) = 1,000.0 2.33 2,333.3 Earth @ Stem Transitions = Total = 2,847,9 O.T.M. = 12,410.6 Footing Weight = 1,171.9 3.13 3,662.1 ResistinglOverturning Ratio = 2.06 Key Weight Vertical Loads used for Soil Pressure= 6,792.7 lbs Vert.Component Total= 6,792.7 lbs R.M.= 25,534.2 resistance,buut is included for soil pressuureycaalculat on for overturning • Page 127 of 129 J r Fle=P281411E1PLh1 1+EtiTEC6-OiC7A4YC FBMEA01 14R66BIL UR6BBIL u.EC6 Cantilevered Retaining Wali ENERCALC, NC 1983-2015,Build:6.1510.6,Ver 6,15.10.6 it tl �� . ,. . ° .. . ' _ ,RQEUCtiVONS0.1.11WENGINORti Description: 11-6-Wall(at Concrete Patio) Criteria Soil Data Calculations perer ACI 318.08, ACI 530-08,IBC 2009, CBC 2010,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 Slope Behind Wall = 0.00: 1 Heel Active Pressure = 35.0 psf/ft Height of Sal over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.500 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surchar e Over Heel = 50.0sf Lateral Load = 0.0 plf P Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stern Footing Type Line Load Axial Dead Load = 0,0 lbs Base Above/Below Soil _ 0.0 ft Axial Live Load = 0,0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Load Eccentricity = 0,0 in Poisson's Ratio - 0.300 Design Summary _ I Stem Construction Top Stem 2nd Wall StabilityRatios Stem OK Stem OK Wall Overturning = Design Height Above Ftg ft= 3.00 0.00 = 2.69 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.55 OK Thickness in= 10.00 10.00 Rebar Size = # 5 # 5 Total Bearing Load = 8,887 lbs Rebar Spacing in= 12.00 6.00 ...resultant ecc. = 11.47 in Rebar Placed at = Edge Edge Design Data Soil Pressure @ Toe = 2,309 psf OK fb/FB+fa/Fa _ 0.610 0.763 Soil Pressure @ Heel = 230 psf OK Total Force @ Section lbs= 2,239.4 3,995.7 Allowable = 2,500 psf MomentActual ft-I= 6,651.4 15,878.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,771 psf Moment Allowable ft-I= 10,911.3 20,802.0 ACI Factored @ Heel = 276 psf Shear Actual psi= 22.8 40.7 Footing Shear @ Toe = 9.6 psi OK Shear Allowable psi= 75.0 75.0 Footing Shear @ Heel _ 22.3 psi OK Wall Weight psf= 125.0 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 8,19 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 14.26 17.86 Lap splice if below in= 14.26 4.69 Lateral Sliding Force - 3,024.2 lbs less 100%Passive Force . 257.8 lbs Hook embed into footing in= 14.26 4.69 less 100%Friction Force = - 4,440.0 lbs Concrete Data Added Force Req'd = 0,0 lbs OK f c Psi= 2,500.0 2,500.0 ....for 1.5:1 Stability - 0.0 lbs OK Fy psi= 20,000,0 20,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 h Page 128 of 129. File=P.12014\1=1FLti4 J4EHTEC6 C1\C7A4YCrF1BMEA01 t R668lL-i R6661L-U.EC6 Cantilevered Retaining WallENEERCALC,INC.1983-2015 Build 6.15 10 6Ver,6.15.10.6 Description: 11'-6-Wall(at Concrete Patio) Footing Dimensions&StrengthsFooting Design Results Toe Width 1.50 ft - Toe Heel Heel Width = 5,50...:. Factored Pressure = 2,771 276 psf Total Footing Width = 7.00 Mu':Upward = 2,917 9,041 ft-lb Footing Thickness = 15.00 in Mu':Downward = 253 19,850 ft-lb Mu: Design 2,664 10,809 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 9.61 22.26 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75,00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in fc = 2,500 psi Fy = 60,000.psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover 0 Top 2.00 0 Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: #40 9.00 in,#5@ 14.00 in,#6@ 19.75 in,#70 26.75 in,#80 35.25 in,#90 44 Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs .,, .,.,, ft ft-lb lbs ft ft-lb Heel Active Pressure = 2,844.8 4,25 12,090.6 Soil Over Heel = 5,903.3 4.67 27,548.9 Surcharge over Heel = 202.8 638 1,293.1 Sloped Soil Over Heel = Toe Active Pressure = -23.4 0.42 -9.8 Surcharge Over Heel = 233.3 4.67 1,088.9 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem Added Lateral Load = *Axial Live Load on Stem Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe Stem Weight(s) = 1,437.5 1.92 2,755.2 = Earth @ Stem Transitions Total3,024.2 O.T.M. = 13,373.9 Footing Weight = 1,312.5 3.50 4,593.8 Resisting/Overturning Ratio = 2.69 Key Weight Vertical Loads used for Soil Pressure= 8,886.7 lbs Vert.Component Total= 8,886.7 lbs R.M.= 35,986.7 Rscnlefdisplayed,or overturning resistance,but is included for so pesreecicao Page 129 of 129 •1 Cantilevered Retaining Wall FileP:‘2o1a,1EIPLM- HTE c M4YC �aor�,EA01 1tR66BIL L+R66BIL-U.Ecs ,!NC,1983-2015,Build6.1a t06,Ver:6.15.10.6 i Description: 11'-6-"Wall(at Concrete Patio-Seismic) Criteria Soil Data Calculations per AC!318.08, ACI 530.08,IBC 2009, CBC 2010,ASCE 7-10 Retained Height = 11.50 ft Allow Soil Bearing = 3,200.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 330.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 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 = 0.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 57.5 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 11.50 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 Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0A0 lbs at Back of Wall 0.0 ft Axial Live Load = 0,0 lbs Wind on Exposed Stem _ 0.0 psf Poisson's Ratio - 0.300 Axial Load Eccentricity = 0,0 in Design Summary i I Stem Construction Top Stem 2nd . Stem OK Stem OK Wall Wa Stabil ing Ratios 2.00 OK Design II HeightAboveAbove Ftgtft= ConcretenConcrete 0.00e Sliding = 1.28 Ratio<1.5! Thickness in= 10.00 10.00 Rebar Size = # 6 # 6 Total Bearing Load = 8,887 lbs Rebar Spacing in= 12.00 6.00 ..,resultant ecc. = 17.72 in Rebar Placed at = Edge Edge Soil Pressure 0 Toe = 2,928 psf OK Design Data Soil Pressure 0 Heel - 0 psf OK �/FB+falFa 0.620 0.755t was = 3,200 psf Total Force 0 Section lbs= 2,728.1 4,657.0 ASoil Pressure Less Than Allowable Moment....Actual ft-I= 8,728.6 19,680,2 ACI Factored 0 Toe = 3,513 psf Moment Allowable ft-I= 14,069.5 26,082.9 ACI Factored 0 Heel = 0 psf Shear Actual psi= 33.0 55.2 Footing Shear 0 Toe = 12.3 psi OK ShearAllowable psi= 75.0 75.0 Footing Shear 0 Heel = 29.8 psi OK Wall Weight psf= 125.0 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 7.63 7.63 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 17.42 21.19 Latera!Sliding Force 3,685.5 lbs Lap splice if below in= 17.42 9.11 less 100%Passive Force = - 257.8 lbs Hook embed into footing in= 17.42 9.11 o Concrete Data .. ..._ .. . _... . less 100%Friction Force = - 4,440.0 lbs Added Force Req'd - 0.0 lbs OK fc psi 2,500.0 2,500.0 ....for 1.5:1 Stability = 827.1 lbs NG Fy Psi= 20,000.0 20,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 I