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H b r . I RECEIVED (a-- ti DEC 17 2012 CITY OF TIGARD AG I LYX BUILDING DIVISION BEAVERTON, OREGON CALCULATIONS FOR PRU FOUNDATION AND SLAB DESIGN FOR EVEREST PROJECT IN TIGARD, OREGON DECEMBER 2012 q -0 PRO,cFs �g eoaG I N�cF'Q s/O� 58417PE fir= OREGON <c:1) Gge7•20" Gj 41/ WAS- � EXPIRES: (,`3o/iy 3 V4)2012— 00233 e ZCA2- 00( 0S • • EVERGREEN ENGINEERING Eugene,Oregon 541-484-4771 Fax 541-484-6759 • Project#2326.7 Evergreen Engineering Inc. Agilyx/Everest Erin Walters, PE (OR) PO Box 21530 Tigard,Oregon Job#:2326.7 iiiiit Eugene,OR 97402-0409 PRU Foundation and Slab Design 12/14/2012 Ph: (541)484-4771 Fax: (541)484-4771 Agilyx PRU Foundation and Anchor Analysis and Slab Design Design of foundation and anchorage for the PRU GENE and concrete design for slab and pits. The PRU foundation was analyzed in RISA Foundation for dead load and seismic loads during operating conditions. The slab was designed for a 8,000lbs capacity forklift. The pits were analyzed for operating (forklift surcharge) and construction conditions. Project located in Tigard, OR, therefore use the 2010 OSSC. Live Load: 125psf Seismic Loads Use ASCE 7-05 Category I I building -ASCE 7-05, Table 1-1 PRU System Is:= 20.6ft Length of PRU w5:= 4.6ft Width of PRU H:= 9ft Total assembly height 11,9:= 5.75ft Height to center of gravity Dead Load Wtotai 16.2kip Total Operating Load •1- MU --- ------ ® d . I A BI E F 1 1 t - - - - E ELECCRIC SCREK — - H gle G S7 d t If' C D f I c H ill M IV Q Il l le---C-0- 3.-q- ....4- PLAN VIEW Operating Loads by Location (per manufacturer) DA := 1.6kip DB:= 1.6kip Dc:= 3.1kip DD:= 3.1kip DE:= 1.2kip DF:= 1.2kip D6:= 2.2kip DH := 2.2kip J:\Jobs 2326-2350\2326.7_Agilyx- 1/12 EverestProj\3-Engr\3-15-Calcs\CS 2 of 26 Evergreen Engineering Agilyx/Everest EAW Tigard,Oregon Job#:2326.7 PRU Foundation and Slab Design 12/14/2012 Seismic Ground Motion Values (11.4) 55:= 0.942 51:= 0.338 USGS Design Maps Sps:= 0.706 5D1 := 0.389 Soil Site Class D Seismic Load- Non-building Structure;ASCE 7-05 sec. 15.4 R:= 2 S2,0:= 2 Cd:= 2.5 ASCE 7-05 Tbl. 15.4-2 Elevated vessels on Seismic Design Cat. D (ASCE Tbls. 11.6-1 and 2) IE:= 1.0 unbraced/asymmetrically braced legs H .75 T.:= .02. T:= T.=0.1 ASCE 7-05 12.8.2 ft 5ps 5D1 ASCE 7-05 sec. 12.8.1.1 Csd:= =0•35 Csmox:= = 1.87 T• - IE IE Csmin .03 ASCE 7-05 sec.15.4.1.2 if R is from T15.4-2 Cs:= if(Csmax <Csd•Csmax•max(Csd•Csmin)) =0.35 p:= 1.0 Redundancy factor V:= Cs Wtotal =5.72 • kip Eh := p• V=5.72 • kip Horizontal Seismic Force,ASCE 7-05 12.4.2.1 E„:_ .2• Sps• Wtotoi = 2.29• kip Vertical Seismic Force, ASCE 7-05 12.4.2.2 Horizontal Seismic Loads EA := DA • Cs• p=0.56• kip EB:= DB Cs• p=0.56• kip Ec:= Dc• Cs• p= 1.09• kip Et,:= Cs• p=1.09• kip EE:= DE• Cs p=0.42• kip EF:= DF• Cs• p=0.42• kip E6:= b6• Cs. p=0.78 • kip EH:= DH• Cs• p=0.78. kip stG+a Vertical Seismic Loads EyA := .2• Sps' DA =0.23• kip EyB:= .2• Sps• DB=0.23 • kip } Eyc:_ .2• Sps• Dc=0.44• kip Eyb:= .2• Sps• bb=0.44• kip -- E YE 2. 5 Ds• D E=0.17• kip E YF - 2. 5 Ds• D F=0.17• kip Go o EY6:= .2• Sbs• DG =0.31• kip EyH := .2' SDs• DH =0.31- kip X Maximum Strength Reaction (uplift) i*lolAit . .a. ■ Joint X[k[ 1 LC Y[k] LC Z[kJ LC N1 max .593 21 3.459 22 .619 26 min -.593 23 -.939 24 -.619 20 Use 3/4" HAS B7 epoxy anchors embed 4". Maximum 2" grout allowance. 3 of 26 1 Evergreen Engineering Agilyx/Everest EAW Tigard,Oregon Job#:2326.7 PRU Foundation and Slab Design 12/14/2012 Slab Design f'c:= 4000psi fy:= 60ksi Design slabs for Hyster S8OFT (8,000 lb capacity) Tire Size: 22x9x16 ODT:= 22.5in outside diameter WT:= 8.5in tire width W5:= 36.7in wheel spacing Loxle 194711bf Axle Load t-wheel := .5. Laxie=9735.5 lbf Wheel load Pr:= 15Opsi Estimated pressure to determine contact area 1-wheel Acontoct Pr =64.9• in2 k:= 115pci Estimated Subgrade Modulus MOR:= 9. f'c' psi =569.21 psi Modulus of Rupture 5F:= 2.0 Safety Factor owes 4s-SONIANaVIM 4lOx.MN INOM.w71OS4O.I/RRL ALV('d11107 ar VARMU.s Q1.11. IN fat MOR = 284.6 psi Allowable bending stress A.3—Portland Cement Association,wire • 5F Reinforcement Institute.and Corps of Engineers Charts fal 1 Al Al:= = 14.62— • psi ,, �Laxle lbf e u loon ,NEM ••••••• f p I ti�r■■I ■ ■■rl,Nl,V Given A.3 Design Chart: need min 7.75"slab M t A■IP g j ■ � Ir Find slab reinforcement required for 8" slab 1 r t'1\M�■ ■1P fIt/.1y■ 1 .4 • t�.4J►\\ ■■1 1 MP 4 b:= 12in h := 7.75in 4 I, 1 ,axr - ►A�. 1V N p 5:= b • h = 120.13 in3 , r■■ �`�`Q`'I • ■■dill/ 6 1 is ■•■■■!F/�'.�;' ; • ■■■1►� ' a Mal := fol • 5= 2.85• ft• kip Design moment t : :I!'.A W \,L4— !�!� , Ed Minimum Shrinkage and Temperature Reinforcement . IF,X41, `\ii\� ���1111 b := 12in 1 ft design strip s' Kill■■■ir■•■ V ■■■i'ri !OA •111111•••111•11k. , t:= 10in thickness of slab ' �■ ■■■■•■■■kk ■w■ - '- I�UI■U■■I�■�■■k`�\IIII V -A-1++ .0018 Minimum steel from ACI 318-08 7.12.2.1 '°HD"' Pmin:= rh,.a,ar• ow.AA w406swre.r..0.w..•...rao•rw Asmino:= Pmin• b • t=0.22• in2 • use#5 0 12"oc centered A s:= 0.31in2 db:= 0.625in bar diameter 3/12 4 of 26 Evergreen Engineering Agilyx/Everest EAW Tigard,Oregon Job#:2326.7 PRU Foundation and Slab Design 12/14/2012 M,,:= 1.6Ma1 =4.56• ft• kip t Depth of rebar from compression face d := 2 — in P P T:= A,• fy= 18.6 . kip (As• fy) a:= =0.46• in .85. f', b 01:= •85 (10.2.7.3) a c:= — =0.54• in 01 Ces:_ (d —c)1 0.003 =0.02 •cJ if(c, > .005,"Tension Controlled" ,"Compression Controlled") ="Tension Controlled" (10.3.4) := 0.9 Mn:= A,• fy• I rr d — I =6.91• kip• ft 4• Mn=6.22••• kip• ft if((l)• Mn> M,,,"Okay" "No Good") ="Okay" (200• psi • t• d) 2 A =0.16• in if(As> Amin•"Okay" ,"No Good") ="Okay" Asmin :=— f Y max_spacing:= min(3t,18in) = 18. in 4/12 5 of 26 Evergreen Engineering Agilyx/Everest EAW Tigard, Oregon Job#:2326.7 PRU Foundation and Slab Design 12/14/2012 18ft x 10ft x 6ft deep Pit twaii:= 8in tbose 8in w:= l0ft Inside width of pit I:= 18ft Inside length of pit d:= 6ft Inside depth of pit Flexural Design: Lateral pressure on retaining wall from wheel loads Forklift taken as a unit - b:= 46in d:= 61in W:= 21.63kip Wall height H:= 6ft depth increments z:_ .Olft, lft.. .99• H "yKr:= 300pcf Distance form wall to front edge of loaded area and width of loaded area m1:= 2ft m2:= 46in ml i ■ al(z,m1) := atan H -z cra(z) •- 'yKr• (H - z) m2 m1+ — a(z,mi) := atan 2 131(z.mi) := atan ml+ m2 p(z,ml) := a1(z,mi) -al(z,mi) H- z j H - z ' bearin ressure W g p q � b • d q = 1110.02. psf Note that the equations are not dimensionally homogenous . Qx(z,ml): = 2Hq • (p(z,ml) -sin(p(z,mi)) • cos(2•a(z,m1))) • 7r• lft pressure at depth z Qb(z,ml) o0(z) + cx(z,ml) H P:= I crb(z,ml) dz= 8843.15. Ibf 10 JJ ft Oft H 8 -- i z• ab(z,ml) dz 7-- U MEN— Oft 6 .. A:= P = 2.43ft z 5 — -__ _ri III . Design Pressures for Wall 4 ■ ■—■ Qb(z,ml) _ z = 2 ■ ■■-�■ 2117.26 • psf 0.01 ft 1 I ■•■ 1930.95 1 0' I 1777.81 1.99 0 0.25 0.5 0.75 1 1.25 1.5 1.75 2 2.25 2.5 1640.48 2.98 ab(z•ml) 1437.6 3.97 ksf 965.55 4.96 5/12 6 of 26 Evergreen Engineering Agilyx/Everest EAW Tigard,Oregon Job#:2326.7 PRU Foundation and Slab Design 12/14/2012 The pit was modeled in RISA-3D as a cantilever wall with soil pressure loads below: Soil Density(pcf) 1300 z(ft) P (psf) 1 300 • 2 600 3 900 4 1200 5 1500 6 1800 Iw:= 12in 1 ft design strip db:= .625in bar diameter M„:= 8.2kip• ft Ultimate moment per foot of wall A s:= .61in 2 #5 bars at 6" OC As p:= =0.0064 Reinforcement ratio for a 1ft wide strip twan• Iw Pimin 0.0015 Minimum vertical reinforcement ratio (14.3.2) Ptmin .0025 Minimum horizontal reinforcement ratio (14.3.3) twatI d:= 2 - .5• db= 3.69 • in Depth of rebar from compression face T:= A5 fy= 36.6 • kip (A5. fy) a:= =0.9• in .85 f'�• lw 131:= .85 (10.2.7.3) a c:= — = 1.06• in 01 r(d -c) Es:= • 0.003 =0.01 L c if(es > .005,"Tension Controlled" ,"Compression Controlled") ="Tension Controlled" (10.3.4) := 0.9 Mn:= As• fy• (d - 2 I =9.88 • kip• ft 6/12 7 of 26 Evergreen Engineering Agilyx/Everest EAW Tigard,Oregon Job#:2326.7 PRU Foundation and Slab Design 12/14/2012 (I)• Mn= 8.89• kip• ft if(4) Mn>M,,,"Okay" "No Good") ="Okay" (200• psi • twnil.d) Asmin =0.1 in2 if(A5> Asmin."Okay" ,"No Good") = "Okay" y max_spacing:= min(3twa1i,l8in) = 18. in M„,:= 9.5ft• kip backfill on cantilevered wall during construction Add (2) additional #5 bars at the corners at the top of the wall. Extend 45" from the corner on each side. Use#506" OC EW in 8"thick pit wall, with (2)additional #5 bars at corner near top of wall. Bottom Slab DLb;n:= 8.5ft • 10ft• 8ft• 25pcf= 17000 lbf Bin loading bLbin DLb;n1 :_ =4250 lbf Load per leg on bin 4 db:_ .625in bar diameter • M„:= 3kip• ft Ultimate moment per foot of wall AS:_ .31in2 #5 bars at 12" OC As p:= =0.0032 Reinforcement ratio for a 1ft wide strip tbase• Iw Plmin := 0.0015 Minimum vertical reinforcement ratio (14.3.2) Ptmin .0025 Minimum horizontal reinforcement ratio (14.3.3) tbase d:= — .5 db= 3.69. in Depth of rebar from compression face 2 T:= A,. fy=18.6 • kip (As• fy) a:= =0.46• in .85• f',• Iw 31:= .85 (10.2.7.3) a c := — =0.54• in 31 (d —c) es:_ • 0.003 =0.02 • c if(ES > .005,"Tension Controlled" ,"Compression Controlled") = "Tension Controlled" (10.3.4) 7/12 8 of 26 Evergreen Engineering Agilyx/Everest EAW Tigard,Oregon Job#:2326.7 PRU Foundation and Slab Design 12/14/2012 := 0.9 (ci Mn:= A5. fy• — 2 I =5.36 • kip. ft • Mr,=4.83 •• kip. ft if(4)• Mn>Mu,"Okay","No Good") ="Okay" 200• psi • tbase• d) 2 A smin — =0.1• in if(As>Asmin,"Okay" "No Good") = "Okay" f Y max_spacing:= min(3tbase,18in) = 18. in Use#5012" OC EW in 8"thick pit base slab 8/12 9 of 26 Evergreen Engineering Agilyx/Everest EAW Tigard, Oregon Job#:2326.7 PRU Foundation and Slab Design 12/14/2012 1Oft x 1Oft x 4ft deep Pit • twall 6in tbase 6in w:= l0ft Inside width of pit I := l0ft Inside length of pit d:= 4ft Inside depth of pit Flexural Design: Lateral pressure on retaining wall from wheel loads Forklift taken as a unit - b:= 46in d:= 61in W:= 21.63kip Wall height H:= 4ft depth increments z:= .Oift, ift.. .99 H ryKr:= 300pcf Distance from wall to front edge of loaded area and width of loaded area mi:= 2ft mz:= 46in ai(z,mi) := atan mi o-a(z) := -yKr• (H - z) H -z m z m1+ — ml+ a(z,ml) := atan 2 �1(z,ml) := atan m? a(z,mi):_ 131(z,mi) -al(z,mi) H H - z bearing 9 ressure P q := q =1110.02• psf Note that the equations are not dimensionally homogenous b • d cr (z,mi) := 2q • ( ( (3z,mi) -sin(3(z,mi)) • cos(2• a(2,mi))) • I. ift pressure at depth z Qb(z.ml) := 0a(Z) + Qx(z,ml) H 10 P J a-b(z,mi)dz=6254.68. Ibf ft 9 -- E - Oft 8 - H 7 - — J z• ab(z,mi) dz 6 - A:= Oft = 1.62 ft z 5 P 4- - 3 Design Pressures for Wall 2 crb(z,ml) = z = 1 2064.01 • psf 0.01 ft 0 2006.22 1 0 0.25 0.5 0.75 1 1.25 1.5 1.75 2 2.25 2.5 ab/z mll 1845.95 1.99 1 I 1274.14 2.98 ksf 9/12 10 of 26 Evergreen Engineering Agilyx/Everest EAW Tigard,Oregon Job#:23267 PRU Foundation and Slab Design 12/14/2012 The pit was modeled in RISA-3D as a cantilever wall with soil pressure loads listed in previous calculation above: M„,:= 2.8ft • kip backfill on cantilevered wall during construction Iw:= 12in 1 ft design strip db:= .625in bar diameter M„:= 4kip• ft Ultimate moment per foot of wall AS:= .41in2 #5 bars at 9" OC AS p:= =0.0057 Reinforcement ratio for a 1ft wide strip twill• Iw Plmin 0.0015 Minimum vertical reinforcement ratio (14.3.2) Ptmin .0025 Minimum horizontal reinforcement ratio (14.3.3) twall d := — .5• db= 2.69• in Depth of rebar from compression face 2 T:= As• fy=24.6 • kip a:_ (AS• fy) =0.6• in .85• f',• Iw 131:= .85 (10.2.7.3) a c := — =0.71 in 131 11 Ces.= (d e) 1 . 0.003 =0.01 � if(es > .005,"Tension Controlled" ,"Compression Controlled") ="Tension Controlled" (10.3.4) il):= 0.9 l Mn:= As• fy r. — 2 I =4.89• kip• ft • Mn=4.4• kip• ftJ if(4). Mn>max(Mu,M„c),"Okay","No Good") ="Okay" (200• psi • twill. d) 2 Asmin =0.05• in if(As> Amin,"Okay" ,"No Good") ="Okay" f Y max_spacing:= min(3twaii,l8in) = 18. in Use#5(@9"OC EW in 6"thick pit wall 10/12 11 of 26 Evergreen Engineering Agilyx/Everest EAW Tigard,Oregon Job#:2326.7 PRU Foundation and Slab Design 12/14/2012 Bottom Slab DLbin:= 5yd3. 25pcf= 3375 lbf Bin loading DL-bin Dl-binl := = 843.75 lbf Load per leg on bin 4 db:_ .625in bar diameter Mu:= 2.1kip• ft Ultimate moment per foot of wall As:= .31in2 #5 bars at 12" OC As p:= =0.0043 Reinforcement ratio for a 1ft wide strip tbase' Iw Pimin := 0.0015 Minimum vertical reinforcement ratio (14.3.2) Ptmin := .0025 Minimum horizontal reinforcement ratio (14.3.3) tbase d := — .5. db= 2.69. in Depth of rebar from compression face 2 T:= As• fy= 18.6 • kip (As• fY) a:_ =0.46• in .85• f',• Iw 01:= .85 (10.2.7.3) c:= —aa =0.54• in 131 C(d Es:_ —c) • 0.003 =0.01 c if(es > .005,"Tension Controlled" ,"Compression Controlled") = "Tension Controlled" (10.3.4) := 0.9 ll Mn:= A5• fy• (ci —2J = 3.81. kip• ft (. Mn=3.43• kip• ft if(4)• Mn>M,,,"Okay" "No Good") ="Okay" (200. psi • tbase • d) 2 Armin:= =0.05 in if(As> Amin,"Okay" ,"No Good") = "Okay" f Y max_spacing:= min(3tbase.18in) = 18• in Use#5012" OC EW in 6"thick pit base slab 11/12 12 of 26 Evergreen Engineering Agilyx/Everest EAW Tigard,Oregon Job#:2326.7 PRU Foundation and Slab Design 12/14/2012 Handrail Anchors h1:= 42in P1:= 1.6• 200Ibf = 320 lbf M1:= P1. h1= 1120• ft• lbf Summary The PRU anchorage and slab was analyzed in RISA-3D and RISA Foundations with dead load and seismic. Per RISA Strength Design: Max Uplift: 940Ibs with 619Ibs of shear Max Shear: 8321bs Anchorage: 3/4" HAS B7 epoxy anchor embed 4". Maximum 2" grout allowance. Slab: 10" slab: #5@ 12"oc EW, centered in slab. The pits were analyzed in RISA 3D with dead load, forklift load and earth pressure. Oft Pit: 6" walls with #5@ 9"oc EW, centered in wall. 6" base slab with#5@ 12"oc EW, centered in slab. 6ft Pit: 8" walls with #5@ 6"oc EW, centered in wall. 8" base slab with #5@ 12"oc EW, centered in slab. Handrails: Use(4) 5/8" epoxy anchors embed 4". Minimum 3.5" edge distance. 12/12 13 of 26 Y /► z x -1.2k -1.2k -2.2k1 IOU -1.6k -1.6k AI,. 7-,,, 4. Loads:BLC 1,DL Results for LC 24,IBC 16-7(b) Evergreen Engineering Inc SK- 1 Erin Walters, PE PRU GEN 6 Dec 10,2012 at 9:54 AM 2326.7 Dead Load PRU.r3d 14 of 26 Y // z x .42k .42k 1100. .56k .56k 0 ' •• Loads:BLC 4,EX Results for LC 24,IBC 16-7(b) Evergreen Engineering Inc SK-2 Erin Walters, PE PRU GEN 6 Dec 10, 2012 at 9:55 AM 2326.7 Horizontal Seismic (X) PRU.t3d 15 of 28 r -- ►0- z X .42k i4111po .78k •k Loads.BLC 5,EZ Results for LC 24,IBC 16-7(6) Evergreen Engineering Inc SK-3 Erin Walters, PE _ PRU GEN 6 Dec 10,2012 at 9:55 AM 2326.7 Horizontal Seismic(Z) PRU.r3d 16 of 26 Y • z x -.17k Al,Al .31k -.17k -.23k 00 -.23k , 411*.a a Loads:BLC 6,EY Results for LC 24,IBC 16-7(b) _ Evergreen Engineering Inc SK-4 Erin Walters, PE PRU GEN 6 Dec 10, 2012 at 9:55 AM 2326.7 Vertical Seismic (Y) PRU.r3d 17 of 26 i I / Oi / j 11 i I I 1 , I 1 i ' 1� I I i I I , I I / D.42 / 1 I 1 I 1 1 ( / 1053 i / I I I DS4 1 / I 1 i 1 ! ! 1 I I I i I / 0S5 / Evergreen Engineering Inc SK-5 Erin Walters, PE _ PRU GEN 6 Dec 10,2012 at 9:59 AM 2326.7 Slab Design Strips (1) PRU.r3d 18of26 - -D D D 9 DS10 D 11 Evergreen Engineering Inc SK-6 Erin Walters, PE PRU GEN 6 Dec 10,2012 at 10:00 AM 2326.7 Slab Design Strips (2) PRU.r3d 19 of 26 Company : Evergreen Engineering Inc Dec 10,2012 Designer : Erin Walters, PE 4:18 PM Job Number : 2326.7 PRU GEN 6 Checked By: Global Display Sections for Member Calcs 5 Max.irnte t e w er•Cal 11e . Mesh Size in 12 Allowable Bearing(ksf) (Net Allowable) 1000 - i . i_ = ' Merge_a Tolerance_(in) .12 g Coefficient of Friction .5 No. of Shear Regions 4 *Shear Fi r1'S�Zia Increment(in) 4. , Min 1 Bar Dia Spacing for Beams? No tinii tootings for.OTM/Slidincl? log; . ; _ Parme Beta Factor .65 Con'ctes Block Concrete Rebar Set ASTM A615 Concrete Code ACI 318-08 Concrete Properties Label E[ksij G[ksij Nu Therm(11 E...Density[k/ft... f'c[ksi] Lambda Flex Steel...Shear Stee... 1 Conc4000NW 3644 1584 .15 .6 .145 4 1 1-60 60 Slabs Label Thickness[inj Material 1 I S1 1 10 Conc4000NW Load Combinations - e... F.K•r . :.,. F-c•r . :-. Fa.•r < -. actor 1 A D 0311±11M1/11011111.0.11111111 WilWrEMMIKiniaTINIM DL®I111111111111111111®I11111111111 111111l111111111® 3 IB 1•-• eliMENM DL nolmommomm tBC12:� 3�DL EM IBC 16-12(a b IMEIIEMME-DL 0®RRII®®M11.1�_�� 11191117MOSIZIECTIMINEIll.DL 7 IBC 16-12 a)(d)MM®1111 DL i1i ®®1k3r1M���� 9 IBC 16-13(f)(b)�°' g®M DAL 0p®IjTIM1 311/32 11 IBC 16-13(f (d 1231112II®1111 DL RI ta®11U11E 1 - =- k DL ri ik711_ismspi 1 EE DL ®11aMMMI�� 15 111.101 lEMM®•DL .6 I F A I• 17 DL 1.4MIIIIIIM=111111111111 � [= t• ®��DL[till1111 111SIIIII111111111111111111 F7ll:da:16- --111721MINII DL®®i1111111101 1311 �FIIr r rn A1•®1•DL nomwannitimanimmummmim 21 i1:1011k114KAREiliiiiM DL isi ! ninass 22 di 41:11QMMOMi DL®® a:t riu M 23 IBC 16-7 (a) Yes DL .9 ELX 1 ELY -1 24 IBC 16-7(b) Yes DL .9 ELZ 1 ELY-1 25 IBC 16-7(c) Yes DL .9 ELX -1 ELY -1 26 IBC 16-7(d) Yes DL .9 ELZ -1 ELY -1 i RISAFoundation Version 4.0.1 [J:\...\...\3-Engr\3-15-Calcs\CS\Equipment\PRUrevl.r3d) Page 1 20 of 26 Company : Evergreen Engineering Inc Dec 10,2012 Designer : Erin Walters, PE 4:18 PM Job Number : 2326.7 PRU GEN 6 Checked By: Slab Soil Pressures • LC Label UC Soil Pressure[ksfj Allowable Bearingjksfl Point _ 1 1 1 S1 0 0 1000 j R3D N1 t 2 ' 2 S1 0 - .297 1000 I N223 3 3 Si 0 .422 1 1000 N223 43 4 S1 0 .377 1330 N223 5 ' 5 1 S1 0 .355 1330 R3D N23 6 6 I 51 0 .251 - 1330 N223 7 7 i S1 0 .29 1 1330 N358 8 8 S1 0 .451 I 1330 N223 I 9 9 S1 0 .432 1330 R3D N23 10 10 S1 0 .356 1330 N223 11 11 S1 0 .384 1330 N358 12 12 51 0 .224 1330 1 N223 13 I 13 S1 0 .205 1330 R3D N23 14 14 S1 0 .126 . 1330 1 N234 15 15 S1 0 _ .15 1330 N435 Strip Reinforcing Label UC Top Top Bars Governing Desig... UC Bot Bot Bars/Mid B...Governing,.. UC Shear Governing... 1 DS1 .007 1 7 .003 ` #5P12in I DS1-X12 ' .001 1 DS1-X23 2 DS2 I .093 ! .035 . #5P12in ' DS2-X23 .073 I DS2-X47 3 DS3 .139 .234 #5( 12in DS3-X35 .228 DS3-X35 4 ; DS4 .069 I, .134 #5P12in DS4-X36 .137 DS4-X45 5 DS5 .035 I .031 #5P12in DS5-X36 .01 DS5-X25 `6 1 DS6 i 044 _ I _.._.16 _ 1_#5P12in DS6-X21 J_ .084 . I EIS6-X25 7 DS7 .036 .16 #5P12in DS7-X21 .087 DS7-X21 8 I DS8 .028 .155 ! #5C«12in DS8-X21 .11 DS8-X21 . 9 DS9 .03 .117 #5@12in DS9-X25 .059 DS9-X26 10 DS10 .077 .148 ' #5c 12in I DS10-X261 .146 DS10-X38 11 DS11 .096 .153 #5P12in DS11-X25 .154 DS11-X38 12 DS12 .077 , i .074 #5CTh12in i DS12-X25 1 .029 DS12-X34 RISAFoundation Version 4.0.1 [J:\...\...\3-Engr\3-15-Calcs\CS\Equipment\PRUrev1.r3d] Page 2 21 of 26 Company : Evergreen Engineering Inc Dec 13,2012 Designer : Erin Walters, PE 10:03 AM Job Number : 2326.7 PRU GEN 6 Checked By: • Envelope Joint Reactions Strength Design Joint X[kJ LC Y jk] LC Z_jkj LC MX[k-ftj LC MY[k-ftl__ LC MZ jk-ft] LC • ' 1 , N7 max .832 25 4.163 21 .619 126 1 0 17 0 17 0 17 2 I min' -.832 19 -.802 23 -.619 20 , 0 , 17 0 117 ' 0 17 3 N8 Imax .832 25 1 6.173 19 .708 26 0 17 0 17 0 17 4 min( -.832 19 .338 25 -.708 T20 0 17 0 17 0 117 5 N6 max' .788 21 ' 6.178 19 .812 22 ' 0 17 ' 0 17 0 I 17 6 1 min -.788 23 .33 ,. 25 -,1311 { 24 f 0 17 . 0 ' 17 0 17 7 . N5 max .788 21 4.169 21 .712 26 0 17 0 17 0 17 8 min -.787 _ 23 , -.809 23 . -.712 20 0 17 0 17 0 17 9 N3 max .637 25 3.154 21 .712 26 0 17 ' 0 17 0 17 10 min -.637 19 -.633 23 -.712 20 0 17 0 17 0 17 11 N1 max .593 21 3.459 22 I .619 26 0 17 0 17 0 17 12 min -.593 23 -.939 241 -.619 [20 0 17 0 17 0 17 13 N2 ,max .593 21 4.643 22 .708 26 0 17 0 17 0 17 14 min -.593 23 4 -.024 1 24 -.708 1 201 0 17 0 17 0 i 17 15 N4 max .637 il 25 4.654 20 .811 22 , 0 l' 17 0 17 0 17 16 ; min -.638 i 19 -.033 26 i -.811 24 t 0 1 17 0 17 , 0 17 RISA-3D Version 10.0.1 [J:\...\2326.7_Agilyx-EverestProj\3-Engr\3-15-Calcs\CS\PRUGEN6\PRU.r3dJ Page 1 2 of 26 I■1II`.TI www.hllti.us Profis Anchor 2.3.3 Company: Evergreen Engineering Page: 1 Specifier: Erin Walters,PE(OR) Project: Agilyx-Everest Address: PO Box 21530,Eugene,OR 97402 Sub-Project I Pos.No.: 2326.7 Phone I Fax: 541-484-4771 1 541-484-6759 Date: 12/10/2012 E-Mail: ewalters©eeeug.com Specifier's comments:PRU GEN 6 1 Input data 411.71-1 M14T1 Anchor type and diameter: HIT-HY 150 MAX-SD+HAS B7 3/4 ii Effective embedment depth: hat.act=4.000 in.(het,iimk=-in.) Material: ASTM A 193 Grade B7 Evaluation Service Report:: ESR 3013 Issued I Valid: 4/1/2010 1 4/1/2012 Proof: design method ACI 318/AC308 Stand-off installation: without clamping(anchor);restraint level(anchor plate):2.0;eb=2.000 in.;t=0.500 in. Hilti Grout:CB-G EG,epoxy,fc Gro„t=14939 psi Anchor plate: Ix x ty x t=8.000 in.x 5.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,4000,fc'=4000 psi;h=10.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,installation condition:dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) yes(D.3.3.6) Geometry[in.]&Loading[lb,in.Ib] ft 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity p /[iv[%] Status Tension Bond Strength 940 1619 59/- OK Shear Steel failure(with lever arm) 619 1870 -/34 OK Loading ON �, Utilization Only[%] Status Combined tension and shear loads 0.581 0.331 5/3 57 OK Input data and results must be checked for agreement with the existing conditions and for plausibility' 23 of 26 PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schwan Hilti is a registered Trademark of Hilti AG.Schaan 111111611119 www.hilti.us Profis Anchor 2.3.3 Company: Evergreen Engineering Page: 1 Specifier: Erin Walters,PE(OR) Project: Agilyx-Everest Address: PO Box 21530,Eugene,OR 97402 Sub-Project I Pos.No.: 2326.7 • Phone I Fax: 541-484-47711 541-484-6759 Date: 12/13/2012 E-Mail: ewalters @eeeug.com Specifier's comments:Handrail 1 Input data )-4R--r9 Anchor type and diameter: HIT-HY 150 MAX-SD+HAS 5/8 1 Effective embedment depth: her act=4.000 in.(her.limit=-in.) Material: 5.8 Evaluation Service Report:: ESR 3013 Issued I Valid: 4/1/2010 14/1/2012 Proof: design method ACI 318/AC308 Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: I,x ly x t=7.000 in.x 7.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: Round HSS,Steel pipe(AISC);(L x W x T)=2.380 in.x 2.380 in.x 0.154 in. Base material: cracked concrete,4000,fc'=4000 psi;h= 10.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,installation condition:dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no Geometry[in.]&Loading[lb,ft.Ib] es 4s 6i 2 Proof I Utilization (Governing Cases) Design values[lb] Utilization Loading Proof Load Capacity fiN!pv[°h] Status Tension Bond Strength 2611 4217 62/- OK Shear Pryout Strength(Bond Strength controls) 320 14395 -/3 OK Loading PN Pv Utilization ptu,v[%] Status Combined tension and shear loads 0.619 0.027 5/3 46 OK 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan HO is a registered Trademark of Hilt'AG,Schaan 24 of 26 - ^OT', PART NO. DE3CRPUON MATERIAL Ieed Design Base: 10001b/hr I I TR5727-10000 PYROIRER ELECTRIC SCREW IMODEL:ESK1141431 ALLOT 22/311 SS Feed Stock Dez•.Base: (Prototype-feed Rote Wl.aryl <JP-0lo\ 2 1 T33S727-20030 COOLING SCREW(MODEL:SC-6S-6-2J 304 SS *gm Pbtic Peleh 21B"APPROX.OM \ / • 1 TR5222.10000 STRUCTURAL SUPPORT ASSSSEMBLY�SFMBIY 7�f Sd titled WnY v IoB1 0 M Pill —• Ailed Waste Plastic 11 , " HDPE :` w`' I — o PVC 1 LVPE 21% PP MI PS BR II Other IR% �I I i- • Tromp ,amino,* Dl -=_Ir 0 ® ® .4)0 0 ;O;I� —- A. �1 O; - rik ocd Waste Popes . III 1 bet Other debris Y 6 Moillute Up to 20% If II iii I:. Supply P.o/Temperature AmbMM • II Density Ideiveted to the ESP) 20 b/euX P Ce„Condn1,o <ESD-010> so-we 131 • 0 <JP-01 1> Temperature Screw o v l ;Imo owing Environmental Conditions: Ambient lempelnlkee 40F to 120•F Relative Humidly 20%l0 98% Dust Conditions or Classification Cation dal Not ClosiR,edl IIMI Vapor CondIiensm CbnMOOlbn Abnormal ConOlbn Clots I.My IDIOlCD �5y 0I►1 MOC-Mateeal of Con e/clent II. Saws 31615 Homing IProcep CoM«II °2'22 ME <C�p> Shall Seals 31655 PAINT SPECIFICATION: Structural Steel A36 1 lift) Residence lMari^q. I ,RI SCREI: Zorn is 55kW 3ph.Dio ■_ - ' • SCRE2: Fone 2:BTkW 3ph.Deno P�•A'! • - 3CRE3: Zone 3:SSkW Sots Della - .. . SCRE1: Zone 6',kW Iph,Wye .. . Zone 5.1 J 4W Ion Wye Zane 6 13•W Lot,Wye SCRES: Zone/-I 3.4w Iph,Wye Zone 0'./3.4w Ion.Wye ILLUMINATOR UMNATOR Zone 9 13.4W Ito,Wye PORT PORT 6i THERMAL CAMERA PORT CAMERA PORT MAMMAL ANSI FLANGE ORL L BLUMN=IOk CAMERA PORT CAMERA PORT IWMNATOR NSUTATION PORT CAMERA PORT not 17 47' 30'� 15T�- -- O —o: Taut—•—ate - ���\\�.. I ■,01 ,-1,-I, 1I' _ I ® * <ESD-010> ,,,,,,1�'1 II• I` O \.l�1 .� JI E4 0 .,i�lr11 i_ I�I��el r © <C5020> Iv 2D,- IT' <CS-0p> <KG021> . ��7 ��1 I--I /� �T\�>- 1 -�'`�j�`N�]R� ■ - a ■� C 'EFnc IMR VAIT I���I \�I►,':?�`' ,D.J"/ ..'S�: ��\�• �� `J'I�' O \ 1 ,DB}- 'Olt A:.,,i --i� '`rl�.1141, mini°6 'N! N .,,�I 11 <K�22> �,r�A+ __1s6 "C{MAiERNL MO TO D6CXAPOE I_ I © 67 .,� .J.. B"SQUARE PORT \ /�. _` _ • Ali ®IIIIIIIII■I 31}'CLR. COOT NGGCREW VALVE MEI — �_ '9 6 1� •MATERIAL DISCHARGE 7 GROUT T.O.C. 13'P. EL 1 W'-0 "!"!"4" W.4'Re."4<W4'/.:�/.Z4,%'�!t�/.�!4" Mee441W W4e1A. W,4,M:4.r, .c'/.ZQ&i:-4'<&4"4''4 rVMKK.04g.''4Z4Zl.Wc KMSV SS:. SSVAS"'�.-�-:Sik*SWMS50: 5 TT}- IM■ ITD}g" MIMI .1.. WII ar Of SECTION A-A DRIVE END VIEW A ELEVATION 3/1'FFPT UTON COOLING WATER WATER S SUPPLY TO COMING ICREW nM - o-I n- --t' °� IFLStt7 GENERAL ARRANGEMENT ATperms—r„`C • "Py', y Moe Ph?1 AGKVX MOWER ELECTRIC SCREW c• • - ".-•e q 9 .Role-- • • • ITEM OT' DESCRIPTION MATERIAL 1 8 ALL THREAD.3/4"-10 x 11`LG. CRS.ZINC PL. 2 8 3/4"LOCK WASHER ZINC PL. 3 16 3/4"FIAT WASHER . ZINC PL.-.._ 4 16 J 4' HEX NUT T I - LGRS.71NC PI_ I NOTE:MOUNTING HARDWARE PROVIDED BY 001:60. 10-* - 6'1- r. 05 ,.r'•l TS 15 do--SYSTEM +C/G SYSTEM 4. -t- ( �'___ As d q i " k A rI � N In • y i (. 1 H---- ,Y,----1 1 1 A I 1 1. i }. } 41,HOLE ELEVATION i TAIL END VIEW (ax) u A B I�E lthl I ' jr s";~ 1 I 1 i 7C L- --—----- f r }- (ELECTRIC SCREW ------ -� -_ _ . Aso �n'� I I I M ]T CM SYSTEM 0 0 0 O N ._ PO GROUT C Cl.„��i iii !MI - _. �; !. 1 'I 3-1�' G 4� I I ff1 .-p • 10•_3• 4._0. 16•-11" 3 PLAN VIEW 4 3/4's ANCHOR LOADING TART F (8X) I OCATION WEIGHT(Las.; TYPICAL ANCHOR BOLT DETAIL DRY OPERATING A 1.500 _ 1,600 6 1.500 1,600 NOTES: 1, USE HILT: RE-500 EPOS, ADHESIVE FOR ANCHORS. CII510NFR: ACHI.YX C 3.000 3.100 -_ 0 3.000 3.100 P.O.Nc: 667 nb p+.Pw 5 II LASGI ORS RE SKI[vin.K WPM " . °o�' " Tr55051 I e- E 1.100 1.200 APPROX, SYSTEM DRY WEIGHT: 15.400 LB. RIMER'S PR A"Y^Ir¢GKR SIC 4.I USE:t Mt t u.pI MOUNTING,'LOADING DRAWING L_I& F 1.100 1.200 H :3».FI.TCOIEID.l2meURD CR YSCIMIO TO NA PIER II F —- _'°. WM 11/!Nl OF APPROX.SYSTEM OPERATING WEIGHT: 16.200 LB, twm NELS:4,n•cann n TKW-NII Alt ans..0 IONO _ . E,.RaNRR Larson,. G 2.100 2.200 MOW.:-m;rnnS No ACOSImI;wu+m a 7N6 CR/a. _ PYROLIZER ELECITC-.SCREW 'SRC'0 OR TWX5K0 Br TNIrW-NtI ON,V SRWGAR H 2.100 2,200 11/711 RERUN Cx N.own.ACRIDR.0 m VS arn.ING iE1[10, —. _ _—__ ��F MOOfl NT ES 140143 .... �.;...^4 TFL5'27-01 TJOp 1 J