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Report NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 RECEIVED N D31492.00 MAY 12 2015 CITY OF TIGARD La Qu i nta BUILDING DIVISION Tigard, OR STRUCTURAL CALCULATIONS City of Tigard Ap.,ov_d Plans f By,iq ' Date (- OFFICE COP r. tt 05/08/15 • ?4 GO Ken Oliphant, PE, SE { F, Project Engineer MCE2111 Edwin T. Dean, PE, SE Principal-In-Charge Scott Edwards Architects Client THESE CALCULATIONS ARE VOID IF SIGNATURE IS NOT ORIGINAL LIMITATIONS ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. NO RESPONSIBILITY AND/OR LIABILITY IS ASSUMED BY OR IS TO BE ASSIGNED TO THE ENGINEER FOR ITEMS BEYOND THAT SHOWN ON THESE SHEETS. Nishkian Dean Project La Quinta Framing By KEO Sheet No. Consulting and Structural Engineers Location Tigard,OR Date 05/12/15 Client Scott Edwards Architects Rev. Project No. 31492.00 Title/Subject General Criteria Narrative Description Structural alteration to existing 4 story wood framed hotel. Structural scope of work limited to: 1. Provide new floor beams, columns, and footing where required due to the removal of existing wood bearing walls. 2. Provide holdowns and footings as required at new openings in existing shearwall. Plywood wall strengthening required at ground floor shearwall due to increase in shear demand greater than 10%. Design Criteria Summary A. Code 1. 2014 Oregon Structural Specialty Code a. 2012 International Building Code b. SEI/ASCE 7-10 B. Loads and Allowables (ASCE 7, UNO): 1. Occupancy Category II OSSC Table 1604.5 2. Live Load a. Residential Unit 40 psf Reducible b. Corridor, Exits 100 psf c. Snow 25 psf 3. Geotechnical Criteria a. Allowable Soil Bearing Pressure i. Dead 1500 psf 4. Seismic a. Seismic Importance Factor, IE • 1.0 Table 1.5-2 b. Soil Profile Type So Default c. Site Location i. Latitude 45.44143° N ii. Longitude 122.77837°W d. Spectral Design Acceleration I. SOS = 2/3 (SMS) 0.721g ii. SD1 = 213 (SM1) 0.446g e. Seismic Design Category, SDC i. Short-Period D Tabie 11.6-1 ii. 1-Sec Period D Table 11.6-2 f. Basic Seismic Force System i. System Ductility Factor, R 6.5 ii. System Amplification Factor,Oo 3 iii. Deflection Amplification Factor, Cd 4 5. Wind per ASCE 7, Chapters 26-30 a. Basic Wind Speed (3-Second Gust) 125 mph OSSC Fig. 1609 b. Exposure Category B I1 5'14 Cakullnon Sheet Project La Quinta Framing By KEO Sheet No. Nishkian Dean I.ocation Tigard,OR Date 05/12/15 2 Consulting and Structural Engineers Client Scott Edwards Architects Rev. Project No. 31492.00 Title.'Subject General Criteria Material Properties A. CONCRETE 1. 28-Day Compressive Strength a. Typical Concrete.... 3,000-psi NWT 2. Reinforcing Steel a. Typical ASTM A615, Grade 60 B. WOOD 1. Manufactured a. 4x beams, TimberStrand Laminated Strand Lumber: Fb = 2325 psi b. 2x beams, Trus Joist Microllam, Laminated Veneer Lumber, Fb = 2600 psi c. 4x beams, Trus Joist Parallam Parallel Strand Lumber: Fb = 2900 psi 2. Glue laminated beams a. 5 1/2" x beams, COMB 24F-V4 Glulam Beams: Fb = 2400 psi b. 5 1/2"x beams, COMB 24F-V8 Glulam Beams at continuous span: Fb = 2400 psi 3. Framing lumber a. 4x beams and posts, Douglas Fir Larch #1: Fb = 1000 psi b. 4x beams, Douglas Fir Larch #2: Fb = 900 psi c. 6x posts, Douglas Fir Larch#1: = 1000 psi I 1'5,'14 Calwladon Sheet N'ishkian Dean Project La Quints Framing By KEO Sheet No. location Tigard, OR Date 05/12/15 3 Consulting and Structural Engineers Client Scott Edwards Architects Rev. Project No. 31492.00 Title/Subject General Criteria • Calculation Table of Contents 1. Beam Design BD-4 2. Post Design CD-20 3. Foundation Design FD-35 4. Lateral System LS-1 • 11 5/14 CnIculation Sheet ' NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 N D31492 La Quinta Tigard, OR Beam Design -- Wood Framing Calculations JOB ICA Gi IA IV.CI, NO. 3 WI NISHKIAN DEAN SHEET NO. OF D-6 CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 cp> 1022 SW Salmon Street,Suite 300, Portland,OR 97205 CALCULATED BY DATE Tel: (503)274-1843 Fax:(503)273-5696 CHECKED BY DATE S/8/15 SCALE DL tx 1 cu. 0,4'1 orN .3• )14 Lk re, c/c not te = ty.; • eck $Ait t o ps 'is" PI wood Ek. 8(0.1[4 c,41- p sl ) • Lift:1 or 1,14 ct R C C lrt Ocr\ z. 3. Q es? .0 • fLjt. t 5-4 t• ". 4t CA.(Th..)Lt • 11. ft I • „: „ Iry 4 („1 , 01 t 15 I:27.j Dt5 ..Y.; I% psF Li t, Laud 0 1-# • ...- - ..f‘:... • Uri 1.417.?■.i.1‘i.) )0-1 -t! yrd ,..) 4:■.":t .;.:.e....:;4:.':J.;::: ••• •-•:-:;,•■,:::."-;!:;,:',.;."::-7;:;.,..?e::, . ---,A",'-..,7'7.; - -J.a '-rz-, ' •• •-•ii''',,,,t 7:3,-,--'i- 4 X?U "0-‘7..s •Tyz rt.tow IA .. :.r. sli rrn (r;u1)'07.:q (1) a . ... . •i- x;,. 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' • ii ' h1.14\444Kg. 1 'I : \i;!,":„.1•,1...,., ** t 1 i "-'—' 3 \14..I 4.4.e■I P4 ‘'t''''''w : ' V 141 A \1 111111111111111111, 1111iiF,, 17111111111111:111:11111111111111:I . \ j ///,',//5/.,./., y.,/,.. .:,./ 1 ,,, .,-./..:;',.// ii • /401// N a g e l.t r a R a t a M i g a n D a n r-----itagig---- ,- ' , P..1:,:i.,,('.i 9 I •'%.:''',.1lyit'ii'.s:.'i::%-.'''''',.!..i'a,;■ .'/I.,1.14 a ",,.. . ' — . ...... it WA' 93 . . i yjig ,-, 41--0" SO x ,5" ..,,,,„ K ,- ....-,,,„ G STRUCTURAL SECTION ALONG GRID UNE F • c ,ci, 5. seQ cut cs. by, F 0 - 3 to for cotD V.IrN., sk t (al, c-3 G rk ct. .,...-k'e P i- TO — 4 j YEA Tarriikt e.r-I c 4-.--i BQ - 8 BEAM A Dr=15 psf Roof dead load S:=25 psf Snow Load Tw1:=13 ft Floor tributary width Tw2:=6 ft Floor Tributary width Load Applied 1. wr11:=Dr• !Two+`T'wz +S•(Twt+7v�z1-380 Of 2 )l 2 Beam Loads •L w L2 L:=11.67 ft V := WTLl —2.217 kip Mmax:= TL1• —6.469 kip•f t 2 8 Material Properties TimberStrand LSL Try 3 1/2" x 9 1/4" TimberStrand LSL Grade 1.55E Mallow=10240 lbf•ft Va!low:=6870 lbf E:=1550 ksi Fb:=2325 psi F„:=310 psi F :=900 psi b:=3.5 in d:=9.25 in A:=b•d=32.375 in2 I:=231 in4 S b�d2 =49.911 in3 6 Design Parameters CD:=1.0 Cm:=1.0 Ct:=1.0 CL:=1.0 Cy:=1.0 Cfu:=1.0 Cc:=.1.0 C1=1.0 Bending fb:=MS =1555.31 psi F'b:=Fb•CD'Cm.Ct•CL•Cy•Cfu•Cc'C1=2325 psi F'b>fb okay in bending Shear r V„ax ft,:=1.5• =102.732 psi F'v:=Fv•CD•Cm•Ct=310 psi A F'v>I okay in shear Deflection ATL:= 5•wTLl'L4 =0.443 in (L/316) a!! =0.584 in 384•E•I ow'— 240 Use 3 1/2 x 9 1/4 TimberStrand LSL Grade 1.55E. BO — BEAM B D f:=18 psf Floor dead load L f:=40 psf Floor live load Tw1:=13 ft Floor tributary width Tui2:=6 ft Floor Tributary width Loads Applied 1. WTL1:=(Df+Li) •i Tw1+7'w21=551 plf 2 Beam Loads z L:=11.67 ft V := WT2•L =3.215 kip Mmax:= wTLlg•L =9.38 kip•ft Material Properties Parallam PSL Grade 2.0E Try 3 1/2" x 9 1/4" Parallam PSL Maldow:=12415lbf•ft VaZow:=6260lbf E:=2000 ksi Fb:=2900 psi Fv:=290 psi Fc:=750 psi b:=3.5 in d:=9.25 in 1=231 in4 A:=b•d=32.375 in2 S:= b•dz =49.911 in3 6 Design Parameters CD:=1.0 Cm=1.0 Ct:=1.0 CL:=1.0 Cv:=1.0 Cfu:=1.0 C,:=1.0 CI:=1.0 Bending fb:=MS°� 2255.2 psi F'b:=Fb•CD•Cm•Ct•CL•Cy-•Cfu•Cc•CI=2900 psi F'b>fb okay in bending Shear f :=1.5. V rnax =148.961 psi F'v:=Fv•CD•Cm•Ct=290 psi F'v>fv .'. okay in shear Deflection 4 Q _ 5•wTL1•L =0.498 in (L/281) Qajm„ L:= =0.584 in TL 384•E•I 240 - � o • 5. f J ALL:— —0.343 in 384•E•I (L/408) D a1091:= =0.389 in 360 L:=11.67 b:=3.5 d:=9.25 1 io io io CV:=( ) j • 5. b251 =1.131 .'. Cv assumption of 1 okay Use 3 1/2 x 9 1/4 Parallam PSL Grade 2.0E. Seam C BO - II Beam C D f:=18 psf Floor dead load L f:=40 psf Floor live load T,,,1:=13 ft Floor tributary width Tw2:=6 ft Floor Tributary width Load Applied 1. vim (Df+L1) •�Twl+Tw2 1=551 plf 2 Bea Loads 2 L:=6 ft V,;ta�:= WT .L =1.653 kip Mm := wTL8•L =2.48 kip•ft Material Properties Douglas Fir Larch Dimensional Lumber No.2 Try 4 x 10 Fb:=900 psi F„:=180 psi Fc.:=625 psi E:=1600 ksi A!=32.38 in2 5:=49.91 in3 I:=230.8 in4 Design Parameters CD:=1.0 Cm:=1.0 Ct:=1.0 CL:=1.0 CF:=1.0 Cfu:=1.0 C;:=1.0 C7 :=1.0 Bending fb:=MS =596.15 psi Fb:=Fb•CD•Cm•Ct•CL•C.•Cf,,,•Cc•CI=1017.71 psi Fib>fb okay in bending Shear f,,.=1.5• VA =76.575 psi F',,:=F„•CD•Cm•Ct=180 psi F'„>f„ .'. okay in shear Deflection 4 QTL 5•will•I' _0.044 in (L/1636) Dallow'= =0.3 in 384.E•I 240 T 5•Lf•( wl+T w2/ L4 2 ———0.03 in (L/2400) Aatlow:= =0.2 in 384•E•I 360 Use 4 x 10 Douglas Fir Larch #2 Dimensional Lumber B - BEAM D Di.:=18 psf Roof dead load Lf:=40 psf Floor live load Tua=13 ft Floor tributary width T2=6 ft Floor Tributary width Loads Applied BtoLor, hc Tst ic ' .0, - -, UT .Wi 1. WTL1:=(Df+Lf) I I 2 ) —551 plf tX,Sta t n cr■ , 9,eStir 4iv CD- StA Beam Loads ctticti to.hzirt, 2 L:=11.67 ft V := )TflL =3.215 kip Mn WTL1 *-1, — =9.38 kip•ft 2 8 Material Properties Microllam LVL Grade 2.0E Try (3) 1 3/4" x 9 1/4" Microllam LVL Fb:=2600 psi F„:=285 psi F,:=900 psi E:=2000 ksi b:=5.25 in d:=9.25 in A=b•d=48.563 in2 I:=345 in 4 S b•d2 =74.867 in 3 Design Parameters 6 CD:=1.0 Cm:=1.0 Ct:=1.0 CL:=1.0 Cv:=1.0 Cfu:=1.0 C,:=1.0 C/:=1.0 Bending Mrnax f6:= —1503.46 psi Fb:=.15,•CD•Cm•Ct•CL•Cv•Cpa•Cc•Ci=2600 psi Fib>fb okay in bending Shear ft,:=1.5. Vtfl(LX =99.308 psi F'„:=F„•CD•Cm•Ct=285 psi A F'„>f„ . okay in shear Deflection • 5•wni•L4 —0.333 in (L/420) Jaitow'= 240 =0.584 in 384.E•I 5. T?DI +Tw2)) 4 1/1. 1 L 2 i) —0.23 in (L/608) zlaitow:= L =0.389 in 384.E•I 360 Use (3) 1 3/4 x 9 1/4 Microllam LVL Grade 2•0E B4O — 13 BEAM El D f:=18 psf Roof dead load L f:=40 psf Floor live load Dr:=15 psf Roof dead load S:=25 psf Snow Load Tw1 :=13 ft Floor tributary width T„,2:=6 ft Floor Tributary width Loads Applied 1. w1L1 :=((Df+Lf) i Bo- 1t1 L:=11.67 b:=5.5 d:=15 1 1. 1 io io in Cv. L ! d •`5 b25; -1.03 Cv assumption of 1 okay Use 5 1/2 x 15 Glulam 24F-V4 DF/DF Description: BP ! is Units: English Properties - X =feet, E = ksi, I = inA4 X = 0; E = 1800; I = 1547; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation = radians X = 0; Disp = 0; X = 11.67; Disp = 0; Springs - X = feet, VSpring = kip/inch, RSpring = kip in/rad Point Loads - X = feet, PLoad = kips, Moment = kip ft X = 5.67; PLoad = -4.446; Uniform Loads - XStart & XEnd = feet, UStart & UEnd = kip/ft XStart = 0; XEnd = 5.67; UStart = -2.033; UEnd = -2 .033; XStart = 5.67; XEnd = 11.67; UStart = -0.551; UEnd = -0.551; • WinBeam 3.30 - Registered to Shareware - Please Register v 1w Reactions - kips, kip ft , 1:n; 4i T T Shear - kips 11. 862555 -7 .4 r 55.' Moment - kip ft . 4.581329 -U.uvuuuu ' Rotation - radians /0 .006607 -0 . II • Deflection - inches 1 WOOS -. . : s262 WinBeam 3.30 - Registered to Shareware - Please Register BD- 11 nalys}s Data: Beam Length = 11 .67 feet Number of Nodes = 201 Number of Elements = 200 Number of Degrees of Freedom = 402 Reactions: X Vert Rot feet kips kip ft 0 11.863 11.670 7.417 Equilibrium: Force Reaction Diff Vert -19.279 19.279 -0.000 kips Rot 86.551 -86 .551 0.000 kip ft Min & Max values: Min Shear = -7.417 kips at 11.670 feet Max Shear = 11.863 kips at 0 feet Min Moment =-3 .115e-013 kip ft at 11.670 feet Max Moment = 34.581 kip ft at 5.670 feet Min Rotation = -0.005937 radians at 11.670 feet Max Rotation = 0.006607 radians at 0 feet Min Deflection = -0.280262 in at 5.612 feet Max Deflection = 0 in at 0 feet • WinBeam 3.30 - Registered to Shareware - Please Register BEAM E2 D f:=18 psf Roof dead load L1:=40 psf Floor live load Dr,:=15 psf Roof dead load S:=25 psf Snow Load Twl:=13 ft Floor tributary width T,u2:=6 ft Floor Tributary width ww:=10 psf Wall weight h:=24 ft Wall height for 3 floors above Loads Applied 1. WTL1:=j q L:=11.75 b:=5.5 d:=15 t 1 1 io i io Cv:=i CD- 2v NISHKIAN DEAN CONSULTIN3AND STRUCTURAL ENGI.JEERS S;NCE 1919 N D31492 La Quinta Tigard, OR Post Design — Wood Framing Calculations JOB 1<CA \U:i'ti "Ct NO 3 1 1"Z NISHKIAN DEAN SHEET NO, OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1022 SW Salmon Street, Suite 300, Portland, OR 97205 CALCULATED BY DATE Tel: (503)274-1843 Fax: (503)273-5696 CHECKED BY DATE SCALE *". L7UK)'. � ' CA kc L ' !x.fins ( [36 - 7 Cos cot u. rd1n ete4C1.f WA. = s c )( 1 3'•* lc, / a 7 ; �a l�1 F f UZ t,� '1 f1 , b earn, cxn.tJk ReCtc iGnS F4U>m blictMS bk0..r1r3 On Iasi- :.,? Vito .- E vo L bt 9 . iG is k s t.~,rnri,u 11 ' Wh4,<t L IQny-h .^ b c.—(A (71:c{,et na Ock pair a# W 1. u. : 3 k A+y `S ,'1 T ��'d' �, �vv t ; tAJ G 3 = 1,.� �I S := ( 13' 1 3� 'l: f � 4t. t�l)p g 5 3 15 m tj I} to(8 k Lt . c►1 ioi Beums ltt n W 1 L 1 r'1t4tz' ?, O a( ,e sr, N r1 L = t , :, 4 k t,r 1". 'D o(X rte ,= 1 r6 i PJ E�f + ( 2. ) 4 t• ►r. s p A p L1= r i (97a ) 1311 . S CA4 1k9. 1 co e, to watt w Gt a }irt t4 j � L = _1)( H . g31 ) 5. 3 k 0.1 it e k f • a JOB LC, a LII it-. a. NO. 3)licl 1 NISHKIAN DEAN SHEET NO. OF C to CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 4> 1022 SW Salmon Street, Suite 300, Portland,OR 97205 Tel: (503)274-1843 Fax:(503)273-5696 CALCULATED BY DATE CHECKED BY DATE SCALE S LA Mirka '1., OF B€ t fv‘s:: CA VI Ck Cc i t.fi.,MO S, .;;.(0. 10 S"'" tkto 1„SL-4 t. Co (U.inn c ict e 4. ,S ,.1t2 ce ‘..151 vV.3 E,le( lc% lc. 1 i DI-1` 1.1AS ti. 4- ' ik Eitc L i.,--' pubc..5 CID a5 - CO il- ) a I t.= a. 11 k r 1 1 h ..-1 x, 1, 7 (.0 A- . ..r---------------17 i DI. . 3.tcf, tt .9 4 I IA= 1. 31 K X' ti Xja t:)%4 i Li '',. .) s.. k ,...---___r, „ ir____... __. .....___,......1._]... ...A...._ .., i )' . tn t s.lea tc : ie 1 I--; ti.. ic4 it .9 1 (3) I 13 q /t q 1#1. t-V1.- (3) I PI 4 q 1 44 GI. S'iz x IS ( ) 6 koc4 m _.................7........_ __„......,....".....,............................................_.1 11111111111111 1 Oh. t. 1. 5 k W.z 4 L L. = i k , 1 IC VC .9 3 I ii iii r . Ill *N... 004ir, i-ez be :Sized vs-Si.v\ 441k.... ii-,rj 4 1.'-' j 4--,:, T-VNQ V Cult. , ,_ Aicnte GtiCt‘i ne 5 Pro ti vett,.\tt 13 :',■lc:.. A_ J A Ion, 6,ficll'ne %LI . 4-'4 rt CAC.e trht tv(0, ,o it' An Of.k t a 'IS p Si.c ir"C( Cue,t IA )4'11-0%e Li •■'I-A CI i'l.: .''Is• CC IQ,klrc 4t) 4ECC Li rvi' r---, P kef 11' T 3E - r090 Toc urt i,,, irti,:, ce '0',Q.i-,r;e:.;44„...; ICA 14 f t- U j 00.(i. ....... C0- 23 Wood Column - ---- - File=c:vJ ser sIMMONTE-1i6-elgcr tiprgede1L4QWN-RF05T3F•1.E� ENERCALC,INC 1993-:315,Build:6.15.1.19.Ver:6151.19 Lie.#:KW-06003678 Licensee:NISI-WON DEAN Description: P1:Column at gridline 6 supporting roof Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information _ Analysis Method: Allowable Stress Design Wood Section Name 4x4 End Fixities Top Fixed, Bottom Fixed Wood Grading/Manuf, Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn (Jsed:or non slenlsr calculi no;is) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth Wood Grade No.1 3.50 in Cf or Cv for Bending 1.50 Fb Tension 1,000.0 psi Fv 180.0 psi Area 12.250 inA2 Ct or Cv for Compression 1.150 Ix 12.505 inA4 Cf or Cv for Tension 1.50 Fb-Compr 1,000.0 psi Ft 675.0 psi ly 12.505 inA4 Cm:Wet Use Factor 1.0 Fc-Prll 1,500.0 psi Density 32.210 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x•x Bending yy Bending Axial Kf:Built-up columns 1.0 N'oS 15.3.2 Basic 1,700.0 1,700.0 1,700.0 ksi Use Cr:Repetitive? No(none only) Minimum 620.0 620.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=8 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8 ft,K=1.0 Applied Loads Service loads entered.Load'c:actors w ill be applied fo-calculations. Column self weight included:21.921 lbs*Dead Load Factor AXIAL LOADS . .- Axial Load at 8.0 ft,D=1.660,L=2.770 k BENDING LOADS... Lat. Uniform Load creating Mx-x,L=0.0050 k/ft DESIGN SUMMARY Bending&Shear Check Results FASS Max.Axial+Bending Stress Ratio = 0.5962:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.020 k Bottom along Y-Y 0.020 k Goveming NDS Forumla Comp+Mxx, NDS Eq. 3.9-4 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections,.. At maximum location values are... Along Y-Y 0.004336 in at 4.027 ft above base Applied Axial 4.452 k for load combination:+D+L+H Applied Mx -0.02667 k-ft Along X X 0.0 In at 0.0 ft above base Fc:Allowable 610.53 psi Applied My 0.0 p for load combination:nia Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.009070:1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.500 1.150 Location of max.above base 0.0 ft Applied Design Shear 2.449 psi Allowable Shear 180.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 0.354 0.2249 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L+H 1.000 0.354 0.5962 PASS 0.0 ft 0.009070 PASS 0.0 ft +D+Lr+H 1.000 0.354 0.2249 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S+H 1.000 0.354 0.2249 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.000 0.354 0.5032 PASS 0.0 ft 0.006803 PASS 0.0 ft +D+0.750L+0.750S+H 1.000 0.354 0.5032 PASS 0.0 ft 0.006803 PASS 0.0 ft +D+0.60W+H 1.000 0.354 0.2249 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.70E+H 1.000 0.354 0.2249 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+0.450W+H 1.000 0.354 0.5032 PASS 0.0 ft 0.006803 PASS 0.0 ft CO- 2.4 Wood Column File=CAUse�rs1MMONTE 1D a oldopTraieclatAQUIN-1POSTSF-1EC6 ENERCALC.INC.1969.21)15.Built 8.15 1R.Verb'151.19 Lie.#:KW-06003678 Licensee:NISHI(IAN DEAN Description: P1:Column at gridline 6 supporting roof Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+0.450W+H 1.000 0.354 0.5032 PASS 0.0 ft 0.006803 PASS 0.0 ft +D+0.750L+0.750S+0.5250E+H 1.000 0.354 0.5032 PASS 0.0 ft 0.006803 PASS 0.0 ft +0.60D+0.60W+0.60H 1.000 0.354 0.1349 PASS 0.0ft 0.0 PASS 8.0 ft +0.60D+0.70E+0.60H 1.000 0.354 0.1349 PASS 0.0 ft 0.0 PASS 8.0 ft Maximum Reactions Note:Only non-zero reactions are I sled. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination 0 Base 0 Top 0 Base 0 Top @ Base - ----- ----- --- ---- - -------- -- +D+H k k 1.682 k +D+L+H k 0.020 0.020 k 4.452 k +D+Lr+H k k . 1.682 k +D+S+H k k 1.682 k +D+0.750Lr+0.750L+H k 0.015 0.015 k 3.759 k +D+0.750L+0.750S+H k 0.015 0.015 k 3.759 k +0+0.60W+H k k 1.682 k +D+0.70E+H k k - 1.682 k +D+0.750Lr+0.750L+0.450W+H k 0.015 0.015 k 3.759 k +D+0.750L+0.750S+0.450W+H k 0.015 0.015 k 3.753 k +D+0.750L+0.750S+0.5250E+H k 0.015 0.015 k 3.759 k +0.60D+0.60W+0.60H k k 1.009 k +0.60D+0.70E+0.60H k k 1.009 k D Only k k 1.682 k Lr Only k k k L Only k 0.020 0.020 k 2.770 k S Only k k k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 In 0.000 ft 0.004 in 4.027 It +D+Lr+H 0.0000 in 0.000 ft 0.000 In 0.000 It +D+S+H 0.0000 In 0.000 ft 0.000 in 0.000 It +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.003 In 4.027 ft +D+0.750L+0,750S+H 0.0000 in 0.000 ft 0.003 in 4.027 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 In 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 it +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.003 In 4.027 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.003 in 4.027 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.003 in 4,027 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.600+0.7QE+0.60H 0.0000 In 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 In 0.000 ft Lr Only 0.0000 In 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.004 in 4.027 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 In 0.000 ft E Only 0.0000 in 0.000 ft 0.000 In 0.000 ft H Only 0.0000 in 0.000 ft 0.000 In 0.000 ft • • File a CAUsers\MMONTE-MosIcia,AProjacisLLAQUIN.-11POrWSVTIC;6— • Wood Colurnn ENERCALC.INC 1963-2015,Buida15.1.19.Von:115.1.19 Lie.#I'KW-06003678 Licensee:N I SHK1AN DEAN Description: P1:Column at gridline 6 supporting root Sketches Y 10-9110Loa d s ■ . – , . I ■,'..''',.'''''7:':,..,''..', :,, ' - –1:1 11 r"- 1, i I, : I II — 9= X I ' 8: 1 ail . .-. , ,, 09i--•-, "' . 91' cd9i • II i 114 V-:•.:•• •'•-•,'' .',,,.. , ,:',. - '....4 Sr 1..-... I f . . I ! H 0...it___, L . 3.60 in Loads are total entered value.Arrows do not reflect absolute direction. I -4 1+4 ..."' k. Se.l. -, -....---------w. : 3 Q I ••,...i... ••=-,:, t..?1... •, t; r.- r c .1. > .‘i.k, :,,. Cdc.A%.• Ca - a.S Wood column Rib.Cllr+rsIMMOIVrE-Meal opwrgects%LAQUIN-11.058:1P-f.Ec8 ENERCALC,INC.1983.2015,Build 815.1 19,`/er 115'1.19 L.ic.U:'KW-08003678 Licensee:NISHKIAN R • Description: P2:Column at gridllne 6 supporting one floor above and roof. Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x6 End Fixities Top Fixed, Bottom Fixed Wood Grading/Manut. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn (Us<c fcr non-sienci'r cafc,,,ai-ions) Exact Width Species Douglas Fir-Larch 3.50 in Allow Stress Modification Factors Wood Wood Spece No.1 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Area 19.250 in^2 Cf or Cv for Compression 1.150 Fb-Tension 1,000.0 psi Fv 180.0 psi Ix Cf or Cv for Tension 1.30 Fb-Compr 1,000.0 psi Ft 675.0 psi l 49.65 in^4 Fc-Prll 1,500.0 psi Density 32.210 pcf y 19.651 1 iM4 Cm:Wet Use Factor 1.0 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 i4DS 15.3.2 Basic 1,700.0 1,700.0 1,700.0 ksi Use Cr:Repetitive? No(ncd-g1bonill Minimum 620.0 620.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 Y-Y(depth)axis: Unb raced Length for X-X Axis buckling=8.0 ft,K=1.0 Applied Loads Service loads entered. I..oad Factors will beappaed for c_a_lculations. Column self weight included:34.447 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 8.0 ft, D=3.660,L=7.210 k BENDING LOADS . . . Lat.Uniform Load creating Mx-x,L=0.0050 k/ft _DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0,9280 :1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L+H Top along Y-Y 0.020 k Bottom along Y-Y 0.020 k Governing NDS Forumla Comp+ Mxx, NDS Eq.3.9-4 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.001117 in at 4.027 ft above base Applied Axial 10.904 k for load combination:+D+L+H Applied Mx -0.02667 k-ft Along X-X 0.0 In at 0.0 ft above base Fc:Allowable Ma 0.0 psi for load combination:n/a Fc:A►lowable 610.53 psi Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.005772:1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.300 1.150 Location of max.above base 0.0 ft Applied Design Shear 1.558 psi Allowable Shear 180.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 0.354 0.3144 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L+H 1.000 0.354 0.9280 PASS 0.0 ft 0.005772 PASS 0.0 ft +D+Lr+H 1.000 0.354 0.3144 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S+H 1.000 0.354 0.3144 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.000 0.354 0.7746 PASS 0.0 ft D.004329 PASS 0.0 ft +D+0.750L+0.750S+H 1.000 0.354 0.7746 PASS 0.0 ft D.004329 PASS 0.0 ft +D+0.60W+H 1.000 0.354 0.3144 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.70E+H 1.000 0.354 0.3144 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+0.450W+H 1.000 0.354 0.7746 PASS 0.0 ft D.004329 PASS 0.0 ft . . c. o- . l wood Column File=C Users\MMGNTE 4Drsk10 PrvlaceT4CIJlM.11p4STSF-1 EC6 ENER ALC,INC 1983-2015.Build i 16 1 19,Ver.6.15 1.19 Lie.#:KW-06003618 Licensee:NISHKIAN DEAN Description: P2:Column at gridline 6 supporting one floor above and roof. Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+0.450W+H 1.000 0.354 0.7746 PASS 0.0 ft 0.004329 PASS 0.0 ft +D+0.750L+0.750S+0.5250E+H 1.000 0.354 0.7746 PASS 0.0 ft 0.004329 PASS 0.0 ft +0.60D+0.60W+0.60H 1.000 0.354 0.1886 PASS 0.0 ft 0.0 PASS 8.0 ft +0.600+0.70E+0.60H 1.000 0.354 0.1886 PASS 0.0 ft 0.0 PASS 8.0 ft Maximum Reactions Nett:Only non-zero react:ens,re listed._ X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base 0 Top 0 Base 0 Top 0 Base +D+H k k 3.694 k +D+L+H k 0.020 0.020 k 10.904 k +D+Lr+H k k 3.694 k +D+S+H k k 3.694 k +D+0.750Lr+0.750L+H k 0.015 0.015 k 9.102 k +D+0.750L+0.750S+H k 0.015 0.015 k 9.102 k +D+0.60W+H k k 3.694 k +D+0.70E+H k k 3.694 k +D+0.750Lr+0.750L+0.450W+H k 0.015 0.015 k 9.102 k +D+0.750L+0.750S+0.450W+H k 0.015 0.015 k 9.102 k +D+0,750L+0.750S+0.5250E+H k 0.015 0.015 k 9.102 k +0.60D+0.60W+0.60H k k 2217 k +0.60D+0.70E+0.60H k k 2.217 k D Only k k 3.694 k Lr Only k k k L Only k 0.020 0.020 k 7.210 k S Only k k k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations .......... Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0,000 It 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.001 in 4.027 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.001 in 4.027 ft +D+0.750L+0.750S+H 0.0000 In 0.000 ft 0.001 in 4.027 ft +D+0.60W-H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.001 in 4.027 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.001 in 4.027 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.001 In 4.027 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 In 0.000 ft 0.000 In 0.000 ft L Only 0.0000 in 0.000 ft 0.001 in 4.027 ft S Only 0.0000 In 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 In 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft co- fl r-- • ' — wmorfrE-itrissierirsProreets.W611;i:ti5&YET-fIC.6-- Wood Column ENERCALC,INC.1992-2015,Build 8.151.19,Ver.8.15.1,19 Lc . KW-06003678 Licensee: NISHKIAN DEAN Description: P2:Column at gridllne 8 supporting one floor above and roof. Sketches _.... y 4.149(Loads •,tr. I t I / I : s. I id, r II 4x6 Loads are total entered value.Arrows do not reflect absolute direction. Ft . 4. h Cp- 19 Fob.C:\Ueers1MMUNTE-1 iDesktopiProjects1LA0UIN-I1POSTSF-.1 EC6 W00 Column ENEA CALC,INC.1983.2016,Bu ld:615.1.19,Ver:8.16.1.19 Lie.IS:KW.06003678 Licensee:NISHK1AN DEAN Description: P3:Column at gridiine 6 supporting 3 floors and roof. Same column used for 1st floor and basement due to required bearing area Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top Fixed,Bottom Fixed Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn (Used for non-slender ce/cvfarfcns) Exact Width Wood Species Douglas Fir-Larch 5.50 in Allow Stress Modification Factors P Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 Area 30.250 In^2 Cf or Cv for Compression 1.0 Fb Tension 1,200.0 psi Fv 170.0 psi lx 76.255 in^4 Cf or Cv for Tension 1.0 Fb-Compr 1,200.0 psi Ft 825.0 psi ly 76.255 In^4 Cm:Wet Use Factor 1.0 Fc-Pill 1,000.0 psi Density 32.210 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 was 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No(non-glb only) Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8 ft,K=0.65 Applied Loads Service loads entered. Factors will bo applied for calculations. Column self weight included:54.131 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 8.0 ft, D=7.650,L=16.10 k BENDING LOADS. . . Lat.Uniform Load creating Mx-x,L=0.0050 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9601 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.020 k Bottom along Y-Y 0.020 k Governing NDS Forumla Comp+Mxx, NDS Eq.3.9-4 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections.., At maximum location values are... Along Y-Y 0.000755 in at 4.027 ft above base Applied Axial 23.804 k for load combination: +D+L+H Applied Mx -0.02667 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable wa My 819.68 psi for load combination:Na Fc:Albwable 819.68 psi Other Factors used to calculate allowable stresses... FASS Maximum Shear Stress Ratio= 0.003889:1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.000 1.000 Location of max.above base OM ft Applied Design Shear 0.9917 psi Allowable Shear 170.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination - C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 0.820 0.3107 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L+H 1.000 0.820 0.9601 PASS 0.0 ft 0.003889 PASS 0.0 ft +D+Lr+H 1.000 0.820 0.3107 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S+H 1.000 0.820 0.3107 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.000 0.820 0.7977 PASS 0.0 ft 0.002917 PASS 0.0 ft +D+0.750L+0.750S+H 1.000 0.820 0.7977 PASS 0.0 ft 0.002917 PASS 0.0 ft +D+0.60W+H 1.000 0.820 0.3107 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.70E+H 1.000 0.820 0.3107 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+0.450W+H 1.000 0.820 0.7977 PASS 0.0 ft 0.002917 PASS 0.0 ft CD" 3a Wood Column Fde:C,',UFatsUiMONTE-i\Ds U7uPro1eCt&V11C�JIN-1 POSTSF-1 EC8 ENERCALC,INC.1883-2015,Build.6151.15.Vert 151.19 Lie.#:KW-06003676 Licensee:NISHKIAN DEAN Description: P3:Column at grldline 6 supporting 3 floors and roof. Same column used for 1st floor and basement due to required bearing area Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+0 450W+H 1.000 0.820 0.7977 PASS 0.0 ft 0.002917 PASS 0.0 ft +D+0.750L+0.750S+0.5250E+H 1.000 0.820 0.7977 PASS 0.0ft 0.002917 PASS 0.0 ft +0.60D+0.60W+0.60H 1.000 0.820 0.1864 PASS 0.0 ft 0.0 '?ASS 8.0 ft +0.60D+0.70E+0.60H 1.000 0.820 0.1864 PASS 0.0 ft 0.0 PASS 8.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination 0 Base @ Top 0 Base 0 Top ©Base +D+H k k 7.704 k +D+L+H k 0.020 0.020 k 23.804 k +D+Lr+H k k 7.704 k +D+L+H k k 7.704 k +D+0.750Lr+0.750L+H k 0.015 0.015 k 19.779 k +D+0.750L+0.750S+H k 0.015 0.015 k 19.779 k +D+0.60W+H k k 7.704 k +D+0.70E+H k k 7.704 k +D+0.750Lr+0.750L+0.450W+H k 0.015 0.015 k 19.779 k +D+0.750L+0.750S+0.450W+H k 0.015 0.015 k 19.779 k +D+0.750L+0.750S+0.5250E+H k 0.015 0.015 k 19.779 k +0.60D+0.60W+0.60H k k 4.622 k +0.600+0.70E+0.60H k k 4.622 k D Only k k 7.704 k Lr Only k k k L Only k 0.020 0.020 k 16.100 k S Only k k k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.001 in 4.027 It +D+Lr+H 0.0000 in 0.000 ft 0.000 In 0.000 ft +D+S+H 0.0000 in 0.000 ft .0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.001 in 4.027 ft +D+0.750L+0.750S+H 0.0000 in 0,000 ft 0.001 in 4.027 ft +D+0.60W+H 0.0000 In 0.000 ft 0.000 In 0.000 ft +D+0.70E+H 0.0000 In 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.001 In 4.027 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 It 0.001 in 4.027 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.001 in 4.027 ft +0.60D+0.60W+0.60H 0,0000 in 0.000 ft 0.000 In 0.000 ft +0.600+0.70E+0.60H 0.0000 in 0.0Ob ft 0.000 in 0.000 it D Only 0.0000 in 0.000 ft 0.000 In 0.000 ft Is Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.001 in 4.027 ft S Only 0.0000 In 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 In 0.000 ft E Only 0.0000 In 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 1 d C =CNUseislMMONTE-1‘DesIctopiProlecis1LAQUIN-11:30576F-1606 Woo olumn ENERCALC,INC.11182015,Build:6:15 1 19.Ver6.15.1.19 Lic.#:M-06003678 Licensee:NISHKIAN 0 AN Description P3:Column at gddline 6 supporting 3 floors and root. Same column used for 1st floor and basement due to required bearing area Sketches .....__.. -- V ittiviLoads i I 11,■:.1,1''!'A4 64 • Loads are total entered value.Arrows do not reflect absolute direction. t'keti,A!, r (ls Y4-1. t 7 906 c.4- a"s S 1‘. "Vt. of ik\e Si(v), perk'\ btackeki, provlOoi (10 e 4;A c.i Q tact cyri r‘9 te f\ isot f olut tb 0-Nee i-k,e CQLcbd. Polio Fook-4 L.= C.C.00 fI j S z 3 As .00 1•C r C 1 41 • 4 S id' iC*1. IrirS=tbc 42"01.‘41 0 6(J 6n tirkt % N( tot, ( g c..r 4•14444 19,„71"1■Cv Ve's ' SP 3 . CD- 31 Wood Column Fde=c:,u,PrsIMMONTE• DesktnplPrgeciV iAQUIN 11POST8F-1-EDS ENERCALO.INC.196+2016,Budd:6.151.19,Ver8.15.1.10 Lic.#:KW-06003678 Licensee:NISHKIAN DEAN Description: P4:Column at gridiine 14. Bearing wall weight included in loads supported by column. Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x8 _ T - End Fixities Top&Bottom Pinned Wood Grading/Manut. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn (used 'or non-s13rder a*did!Ions) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 7.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 Area 41.250 iM2 Cf or Cv for Compression 1.0 Fb-Tension 1,200.0 psi Fv 170.0 psi lx 193.359 in44 Cf or Cv for Tension 1.0 Fb-Compr 1,200.0 psi Ft 825.0 psi ly 103.984 IM4 Cm:Wet Use Factor 1.0 Fc-Pill 1,000.0 psi Density 32.210 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Fiat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1,0 NOS 15.9.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No(0011-91b only) Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 Applied Loads Service loads entered. Load Factcrs wit be applied for calculations. Column self weight included:73.815 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 8.0 ft, D-11.70,L=18.0 k BENDING LOADS. .. Lat.Uniform Load creating Mx-x,L=0.0050 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8806 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along V•Y 0.020 k Bottom along Y-Y 0.020 k Governing NDS Forumla Comp+ Mxx, NDS Eq.3.9-4 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 3.973 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.001506 in at 4.027 ft above base Applied Axial 29.774 k for load combination:+D+L+H Applied Mx 0.040 k•ft Along X-X 0.0 In at 0.0 It above base Fc:Allowable My 0.0 psi for load combination:n/a Fc:Allowable 819.68 psi Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.002852:1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.000 1.000 Location of max.above base 0.0 ft Applied Design Shear 0.7273 psi Allowable Shear 170.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 0.820 0.3482 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L+H 1.000 0.820 0.8806 PASS 3.973 ft 0.002852 PASS 0.0 ft +D+Lr+H 1.000 0.820 0.3482 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S+H 1.000 0.820 0.3482 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr40.750L+H 1.000 0.820 0.7475 PASS 3.973 ft 0.002139 PASS 0.0 ft +D+0.750L+0.750S+H 1.000 0.820 0.7475 PASS 3.973 it 0.002139 PASS 0.0 ft +D+0.60W+H 1.000 0.820 0.3482 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.70E+H 1.000 0.820 0.3482 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+0.450W+H 1.000 0.820 0.7475 ?ASS 3.973 ft 0.002139 PASS 0.0 ft I C D-- 33 File=c-v sera\k4MONTE-110mktc Projects OUIN-1V'50-.1 EC6 Wood Colum n ENERCALO,INC.1963-2015.Build:6.15.119,Vera 15.1.19 Lic.#•KW-06003678 Licensee:NESI U1AN DEAN Description: P4:Column at gridline 14. Bearing wall weight included In loads supported by column. Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination.. C D C P Stress Ratio Status Location -_- - Stress Ratio Status Location +D+0.750L+0.750S+0.450W+H 1.000 0.820 0.7475 PASS 3.973 ft 0.002139 PASS 0.0 ft +D+0.750L+0.750S+0.5250E+H 1.000 0.820 0.7475 PASS 3.973 ft 0.002139 PASS 0.0 ft +0.60D+0.60W+0.60H 1.000 0.820 0.2089 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D+0.70E+0.60H 1.000 0.820 0.2089 PASS 0.0 ft 0.0 PASS 8.0 ft Maximum Reactions Note:Only non-zero reactions ere 1istec. X•X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination 0 Base 0 Top 0 Base 0 Top 0 Base +D+H-- -- k k 11.774 k +D+L+H k 0.020 0.020 k 29.774 k +D+Lr+H k k 11.774 k +D+S+H k k 11.774 k +D+0.750Lr+0.750L+H k 0.015 0.015 k 25.274 k +D+0.750L+0.750S+H k 0.015 0.015 k 25.274 k +D+O.60W+H k k 11.774 k +D+0.70E+H k k 11.774 k +D+0.750Lr+0.750L+0.450W+H k 0.015 0.015 k 25.274 k +D+0.750L+0.750S+0.450W+H k 0.015 0.015 k 25.274 k +D+0.750L+0.750S+0.5250E+H k 0.015 0.015 k 25.274 k +0.60D+0.60W+0.60H k k 7.064 k +0.600+0.70E+0.60H k k 7.064 k D Only k k 11.774 k Lr Only k k k L Only k 0.020 0.020 k 18.000 k S Only k k -k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations __-_ Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 In 0.000 ft 0.000 In 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.002 in 4.027 ft +D+Lr+H 0,0000 In 0.000 ft 0.000 In 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.001 in 4.027 ft +D+0.750L+0.750S+H 0.0000 In 0.000 ft 0.001 in 4.027 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 In 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0,750L+0.450W+H 0.0000 in 0.000 It 0.001 In 4.027 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 It 0.001 In 4.027 ft +D+0.750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 0.001 in 4.027 ft +0.60D+0.60W+0.60H 0,0000 In 0.000 ft 0.000 In 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 In 0.000 ft 0.000 In 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.002 in 4.027 ft S Only 0.0000 In 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 In 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 In 0.000 ft 1 C C 4 .TileTEr;lieers■NIMORTE-1tDasktnprolecle\LAOUIN-1YOSTSF-1Z-Ce Wood Column ENERCALC,INC.1983-2015, u4d e 15 1.19,Vert 151.19 Lk.#:KW-06003618 Licensee:NISHKIAN DEAN Description: P4:Column at gridline 14. Bearing wall weight included in loads supported by column. Sketches _ • 21,.4.x Loads ,EP. „l 1 1 i ci ,r4 gni ; cdi ‘.10, I I 11 iacwo_ ittd 5.50 In Loads are total entered value.Arrows do not reflect absolute direction. et.4 tA•:. * '2 •t ircA, ')(4 • 1' k , lac p5. va.r. vt TrAt thi ctd CA'LP, ie 13 tar% lc, ' (tt ONP4'- dre114,Aki.. Reqw 'irc k Foci rta si 2e (rlitiOt3+COCAO S A7" ci , mil,. As z a-1,6 40 F irit) c C vecl Ev.te, cuk, / ( 5) ecto-A ..4-445..1, GI+ , 00. (S" cLit Ftp- 35 NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 N D31492 La Quinta Tigard, OR Foundation Design Calculations F - ' ¼2 I, General Footing File=C!1'sers4MMONT2-1\DskioplProjects'LAQUIN-1 QSTSF•1ECe ' ENERCALC,INC 1913-3-2015,Btnld 6.15 1.19.Verb 151 19 Lic:i6 "KW-06003678 Licensees NISHKIAN 1 • Description: Footing at gridline 6 due to loading from Column P3 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Mat,r'saI Propertics Lou i i?esicn.'aluq: fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 w Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth "-nalyais S-2ttinoe Fooling base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf, = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of depl= ksf Use ttg wt for stability,moments&shears . Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 4.0 ft Z Length parallel to Z-Z Axis = 4.0 ft Footing Thicknes = 15.0 in 4--... I I I Pedestal dimensions... ` __- —._ ---X px:parallel to X-X Axis = in i pz:parallel to Z-Z Axis = in I i Height t n I i ;----:;- -'------ — -i m Rebar Centerline Centerline Edge of Concrete.. O at Bottom of footing = 3.0 in -_ i _—. •IF I Reinforcing 4• i w Bars parallel to X-X Axis Number of Bars = 5.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis _.._. .. . . — — i Number of Bars = 5.0 i ' --, r Reinforcing Bar Sizi = # 5 1 .i.6%,,,,, • • i- ' .6„,.. 'I -ea.• bandwidth Distribution Check (ACI 15.4.4.2) ---= .r ==4 _ -r -_.. _-..J Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads-_ D Lr L S — _ W E H P:Column Load = 7.650 16.10 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k TO- 1 General Footing File•• J er81MMONTE-11Deskitp�Prolect\AQUlN-1 SThF.•1 EC8 9 ENERCALC,INC,19832015,Build:8 t5.1'IA,Ver6.15.I 19 Lic.#:KW-06003678 Licensee: NI€'iHKIAN DEAN Description: Footing at gridline 6 due to loading from Column P3 DESIGN SUMMARY - Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9893 Soil Bearing 1.484 ksf 1.50 ksf +D+L+H about Z-Z axis PASS Na Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS Na Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PAS, n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2155 Z Flexure(+X) 4.368 k-ft 20.263 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2155 Z Flexure(-X) 4.368 k-ft 20.263 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2155 X Flexure(+Z) 4.368 k-ft 20.263 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2155 X Flexure(-Z) 4.368 k-ft 20.263 k-ft +1.20D+0.50Lr+1,60L+1.60H PASS 0.1846 1-way Shear(+X) 15.165 psi 82.158 psi +1.200+0.50Lr+1.60L+1.60H PASS 0.1846 1-way Shear(-X) 15.165 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1846 1-way Shear(+Z) 15.165 psi 82.158 psi +1.200+0.50Lr+1.60L+1.60H PASS 0.1846 1-way Shear(-Z) 15.165 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3461 2-way Punching 56.868 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Zecc _ Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 1.50 Na 0.0 0.4781 0,4781 n/a n/a 0.319 X-X,+D+L+H 1.50 Na 0.0 1.484 1.484 n/a Na 0.989 X-X.+D+Lr+H 1.50 Na 0.0 0.4781 0.4781 n/a n/a 0.319 X-X.+D+S+H 1.50 Na 0.0 0.4781 0.4781 Na n/a 0.319 X-X.+D+0.750Lr+0.750L+H 1.50 Na 0.0 1.233 1.233 n/a Na 0.822 X-X,+D+0.750L+0.750S+H 1.50 Na 0.0 1.233 1,233 Na Na 0.822 X-X.+D+0.60W+H 1.50 n/a 0.0 0.4781 0.4781 n/a Na 0.319 X-X,+D+0.70E+H 1.50 Na 0.0 0.4781 0.4781 Na n/a 0.319 X-X.+D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.233 1.233 n/a n/a 0.822 X-X.+D+0.750L+0.750S+0.450W+H 1.50 Na 0.0 1.233 1,233 n/a Na 0.822 X-X,+D+0.750L+0.750S+0,5250E+H 1.50 Na 0.0 1.233 1.233 n/a n/a 0.822 X-X.+0.60D+0.60W+0.60H 1.50 Na 0.0 0.2869 0.2869 n/a Na 0.191 X-X,+0.60D+0.70E+0.60H 1.50 Na 0.0 0.2869 0.2869 n/a Na D.191 Z-Z,+D+H 1.50 0.0 Na n/a Na 0.4781 0.4781 0.319 Z-Z,+D+L+H 1.50 0.0 Na Na Na 1.484 1.484 0.989 Z-Z.+D+Lr+H 1.50 0.0 n/a n/a Na 0.4781 0.4781 0.319 Z-Z.+D+S+H 1.50 0.0 n/a n/a Na 0.4781 0.4781 0.319 Z-Z.+D+0.750Lr+0.750L+H 1.50 0.0 Na n/a Na 1.233 1.233 0,822 Z-Z,+D+0.750L+0.750S+H 1.50 0.0 Na Na n/a 1.233 1.233 0.822 Z-Z,+D+0.60W+H 1.50 0.0 Na n/a n/a 0,4781 0.4781 0.319 Z-Z,+D+0.70E+H 1.50 0.0 Na n/a n/a 0.4781 0.4781 0.319 Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.50 0.0 Na n/a n/a 1.233 1.233 0.822 Z-Z,+D+0.750L+0.750S+0.450W+H 1.50 0.0 Na Na n/a 1.233 1.233 0.822 Z-Z.+D+0.750L+0.750S+0,5250E+H 1.50 0.0 Na n/a n/a 1.233 1.233 0.822 Z-Z.+0.60D+0.60W+0.60H 1,50 0.0 Na n/a n/a 0.2869 0.2869 0.191 Z-Z,+0.60D+0.70E+0.60H 1.50 0.0 Na n/a Na 0.2869 0.2869 0.191 Overturning Stability Rotation Axis& Load Combination,.. Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force - Sliding SafetyRatlo Status Footing Has NO Sliding . • fp- 3e) Fie.C51.1sersIMMONTE-10eski*ProleciAAOUIN-1\POsisF,I EC6 ' General Footing ENERCALC.INI1 15P-2015 Build 6 151 19.V Ar 5 151 19 Ile 1,.-# ..KW4IGII3678 Licensee:NISHKIAN Description: Footing at gridline 6 due to loading from Column P3 Footing Flexure . ..._ . Mu Which Tension It As Rsg'd Gym.As Actual As PhilAn Flexure Axis&Load Combination Status k-ft Side? Bot or Top? 102 inA2 InA2 k-ft _____..,. ........___ X-X,+1.40D+1.60H 1.339 +Z Bottom 0.324 Min Temp% 0.3875 20.263 OK X-X,+1.40D+1,60H 1.339 -Z Bottom 0.324 Min Temo% 0.3875 20.263 OK . . ru_ 39 he=CU ers+MMONTE•1 CriesktnpLii r>Ier.1sAOUIN-1+POSTF•1 EC6 General Footing ENERGALC.INC. 1963-2015.Build.°15 1'19.Ver 615 t 19 tic,#:KW-060036T8 Licensee NI- MAN DEAN Description: Footing at gridline 6 due to loading from Column P3 Footing Flexure Mu Which Tension @ As Req'd Gvm.As Actual As Phi'Mn Flexure Axis&Load Combination kit Side? Bot or Top? IM2 In^2 iM2 k-ft Status X-X.+1.20D+0.50Lr+1.60L+1.60H 4.368 +Z Bottom 0.324 Min Temp% 0.3875 20.263 OK X-X.+1.200+0.50Lr+1.60L+1.60H 4.368 -Z Bottom 0.324 Min Temp% 0.3875 20.263 OK X-X,+1.200+1.60L+0.50S+1.60H 4.368 +Z Bottom 0.324 Min Temp% 0.3875 20.263 OK X-X.+1.20D+1.60L+0.50S+1.60H 4.368 -Z Bottom 0.324 Min Temp% 0,3875 20.263 OK X-X.+1.20D+1.60Lr+0.50L+1.60H 2.154 +Z Bottom 0.324 Min Temo% 0.3875 20.263 OK X-X,+1,20D+1.60Lr+0.50L+1.60H 2.154 -Z Bottom 0.324 Min Temp% 0.3875 20.263 OK X-X,+1.200+1.60Lr+0.50W+1.60H 1.148 +Z Bottom 0.324 Min Temp% 0.3875 20.263 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.148 -Z Bottom 0.324 Min Temp% 0.3875 20.263 OK X-X,+1.20D+0.50L+1.60S+1.60H 2.154 +Z Bottom 0.324 Min Temp% 0.3875 20.263 OK X-X,+1,20D+0,50L+1.60S+1.60H 2.154 -Z Bottom 0.324 Min Temp% 0.3875 20.263 OK X-X.+1.20D+1.60S+0.50W+1.60H 1.148 +Z Bottom 0.324 Min Temp% 0.3675 20.263 OK X-X,+1.200+1.60S+0.50W+1.60H 1.148 -Z Bottom 0.324 Min Temp% 0,3875 20.263 OK X-X,+1.200+0.50Lr+0.50L+W+1.60H 2.154 +Z Bottom 0.324 Min Temp% 0.3875 20.263 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 2.154 -Z Bottom 0.324 Min Temp% 0.3875 20.263 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 2.154 +Z Bottom 0.324 Min Temp% 0.3875 20.263 OK X-X,+1.200+0.50L+0.50S+W+1.60H 2.154 -Z Bottom 0.324 Min Temp% 0.3875 20.263 OK X-X.+1.200+0.50L+0.20S+E+1.60H 2.154 +Z Bottom 0.324 Min Temp% 0.3875 20.263 OK X-X,+1.200+0.50L+0.20S+E+1.60H 2.154 -Z Bottom 0.324 Min Temp% 0.3875 20.263 OK X-X.+0.90D+W+0.90H 0.8606 +Z Bottom 0.324 Min Temp% 0.3875 20.263 OK X-X,+0.90D+W+0.90H 0.8606 -Z Bottom 0.324 Min Temp% 0.3875 20.263 OK X-X.+0.900+E+0.90H 0.8606 +Z Bottom 0.324 Min Temp% 0.3875 20.263 OK X-X,+0.900+E+0.90H 0.8606 -Z Bottom 0.324 Min Temp% 0.3875 20.263 OK Z-Z,+1.40D+1.60H 1.339 -X Bottom 0.324 Min Temp% 0.3875 20.263 OK Z-Z,+1.40D+1.60H 1,339 +X Bottom 0.324 Min Temp% 0.3875 20.263 OK Z-Z.+1,200+0.50Lr+1.60L+1.60H 4.368 -X Bottom 0.324 Min Temp% 0.3875 20.263 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 4.368 +X Bottom 0.324 Min Temp% 0,3875 20.263 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 4.368 -X Bottom 0.324 Min Temp% 0.3875 20.263 OK Z-Z.+1.200+1.60L+0.50S+1.60H 4,368 +X Bottom 0.324 Min Temp% 0.3875 20.263 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2.154 -X Bottom 0.324 Min Temp% 0.3875 20.263 OK Z-Z.+1.20D+1.60Lr+0,50L+1.60H 2.154 +X Bottom 0.324 Min Temp% 0.3875 20.263 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.148 -X Bottom 0.324 Min Temp% 0.3875 20,263 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 1.148 +X Bottom 0.324 Min Temp% 0,3875 20.263 OK Z-Z,+1.200+0.50L+1.605+1.60H 2.154 -X Bottom 0.324 Min Temp% 0.3875 20.263 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 2,154 +X Bottom 0.324 Min Temp% 0.3875 20.263 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.148 -X Bottom 0.324 Min Temp% 0.3875 20.263 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1,148 +X Bottom 0.324 Min Temo% 0.3875 20.263 OK Z-Z.+1200+0.50Lr+0.50L+W+1.60H 2.154 -X Bottom 0.324 Min Temp% 0.3875 20.263 OK Z-Z.+120D+0.50Lr+0.50L+W+1.60H 2.154 +X Bottom 0.324 Min Temp% 0.3875 20.263 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 2.154 -X Bottom 0.324 Min Temp% 0.3875 20.263 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 2.154 +X Bottom 0.324 Min Temp% 0.3875 20.263 OK Z-Z.+1.200+0.50L+0.20S+E+1.60H 2.154 -X Bottom 0.324 Min Temo% 0.3875 20.263 OK Z-Z.+1.200+0.50L+02DS+E+1.60H 2.154 +X Bottom 0.324 Min Temp% 0.3875 20.263 OK Z-Z.+0.90D+W+0.90H 0.8606 -X Bottom 0.324 Min Temp% 0.3875 20.263 OK Z-Z.+0.900+W+0.90H 0.8606 +X Bottom 0.324 Min Temo% 0.3875 20.263 OK Z-Z.+0.900+E+0.90H 0.8606 -X Bottom 0.324 Min Temp% 0.3875 20.263 OK Z-Z +0 900+E+0.90H 0.6605 +X Bottom 0.324 Min Temp% 0.3875 20.263 OK One Way Shear Load Com_bination__..._ Vu(-X Vu 0+X -Vu ©-Z _ Vu_@+Z Vu:Max Phi Vn Vu/Phi'Vn Status 4.648 psi 4.648 psi 4.648 psi 4.648 psi 4.648 psi 82.158 psi 0.05658 OK +1.200+0.50Lr+1.60L+1.60H 15.165 psi 15.165 psi 15.165 psi 15.165 osi 15.165 psi 82.158 psi 0.1846 OK +1.20D+1.60L+0.50S+1.60H 15.165 psi 15.165 psi 15.165 psi 15.165 osi 15,165 psi 82.158 psi 0.1846 OK +1.20D+1.60Lr+0.50L+1.60H 7.478 psi 7.478 psi 7.478 psi 7.478 psi 7.478 psi 82.158 psi 0.09102 OK +1.200+1.60Lr+0.50W+1.60H 3.984 psi 3.984 psi 3.984 psi 3.984 psi 3.984 psi 82.158 psi 0.0485 OK +1.20D+0.50L+1.60S+1.60H 7.476 psi 7.478 psi 7.478 psi 7.478 psi 7.478 osi 82.158 psi 0.09102 OK +1.20D+1.60S+0.50W+1.60H 3.984 psi 3.984 psi 3.984 psi 3.984 psi 3.984 psi 82.158 psi 0.0485 OK +1.20D+0.50Lr+0.50L+W+1.60H 7.476 Psi 7.478 psi 7.478 psi 7.478 psi 7.478 psi 82.158 psi 0.09102 OK +120D+0.50L+0.50S+W+1.60H 7.478 psi 7,478 psi 7.478 osi 7.478 psi 7.478 psi 82.158 psi 0.09102 OK +1.20D+0.50L+0,20S+E+1.60H 7.478 psi 7.478 psi 7.478 psi 7.478 psi 7.478 psi 82.15B osi 0.09102 OK +0.90D+W+0.90H 2.988 psi 2.988 psi 2.988 psi 2.988 psi 2.988 psi 82.158 psi 0.03637 OK +0.900+E+0,90H 2.986 psi 2.988 psi 2.988 psi 2.988 psi 2.968 psi 82.158 psi 0.03637 OK . • gip- 1.40 File=C'Users+A4M01J1-E-11Desk is i�71Pio1ec7s1LAQuiw.:1.°cwfsF4 ECS General Footing ENEAcAh.INC 1463.2ni5.Bulkl:6.151 19,Ver.E 15.1.19 Lie.#:KW-06003678 Licensee:NISHKIAN DEAN Description: Footing at gridline 6 due to loading from Column P3 Punching Shear All units k Load Combination... ------ -- - Vu - .. Phi*Vn -.-_. Vu 1 Phi*Vn - _ -- Status +1.40D+1.60H 17.432 osi 164,317os! 0.1061 OK +1.20D+0.50Lr+1.60L+1.60H 56.868 osi 164.317osi 0.3461 OK +1.20D+1.60L+0.50S+1.60H 56.868 osi 164.3171)si 0.3461 OK +1.20D+1.60Lr+0.50L+1.60H 28.044 osi 164.317osi 0.1707 OK +1.20121+1.60Lr+0.50W+1.60H 14.941 osi 164.317osi 0.09093 OK +1.20D+0.50L+1.60S+1.60H 28.044 osi 164.317osi 0.1707 OK +1.20D+1.60S+0.50W+1.60H 14.941 osi 164.317osi 0.09093 OK +1.20D+0.50Lr+0.50L+W+1.60H 28.044 os; 164.317osi 0.1707 CI< +1.20D+0.50L+0.50S+W+1.60H 28.044 osi 164.317osi 0.1707 OK +1.20D+0.50L+0.20S+E+1,60H 28.044 osi 164.317osi 0.1707 CK +0.90D+W+0.90H 11.206 osi 164.317osi 0.0682 OK +0.90D+E+0.90H 11.206 os 164.317osi 0.0682 OK • . . _D- 41 • General Footing File=C\UservWMONTE-'itUtskh+p\ProlectsUIQUIN-11PUSTSF-IEC6- I ENERCALC.INC 1983-2016,8udd'6 15 1 19,Vert 151 19 -Llcr#:..KW-06003137t1 Licensee: SHKIANDEAN. Description: Footing at gridline 14 due to loading from Column P4 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Ma.t?eri,sf" Prop>ssr:ifes Soil Design Vaiues f'c:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf SoiVConcrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis S(ti'fr; s Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow°le Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure No Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater= ft Add Pedestal Wt for Soil Pressure : No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 4.50 ff Length parallel to Z-Z Axis = 4.50 ft Footing Thicknes = 15.0 in — i` i I I Pedestal dimensions... o i.. -- --- i--- —x px:parallel to X-X Axis = 6.0 in pz:parallel to Z-Z Axis = 8.0 in ' Height - in I m Rebar Centerline to Edge of Concrete.. , up at Bottom of footing = 3.0 in t __._!__ I .. . CD 1 u Remforcina__ 4 . Bars parallel to X-X Axis Number of Bars = 5.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5.0 r -- • r---- --- - —---- --. —r.---) Reinforcing Bar Sizt = # 5 1 ,•1176.,, .( 1 • 6-45 Baa Bandwidth Distribution Chec,: (.ACI 15.4.4.2) - - —. K---'-- --' Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a --Applied Loads .-- — D Lr L S — --_--W --E H.. P:Column Load = 11.0 18.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z k F - Lit • General Footing File=CWlsersWMONTE-1CDee11op'ProectsLLAtiuIN-1\P0STSF-1EC6 g ENERCALC.INC 19n-2915.tlu Idt3151.19,Ver.6151.19 Lic.#:KW-06003678 Licensee:NISHKIAN DEAN Description: Footing at gridline 14 due to loading from Column P4 DESIGN SUMMARY -_- -_ Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9547 Soil Bearing 1.432 ksf 1.50 ksf +D+L+H about Z-Z axis PASS Na Overturning-X-X 0,0 k-ft 0.0 k-ft No Overturning PASS Na Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS Na Uplift 0.0 k 0.0 k No Uplift PASS 0,2294 Z Flexure(+X) 4,148 k-ft 18.077 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.2294 Z Flexure(-X) 4.148 k-ft 18.077 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.2107 X Flexure(+Z) 3.809 k-ft 18.077 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2107 X Flexure(-Z) 3.809 k-ft 18.077 k-ft +1.20D+0.50Lr+1.60L+1.601-1 PASS 0.1709 1-way Shear(+X) 14.043 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1709 1-way Shear(-X) 14.043 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1578 1-way Shear(+Z) 12.963 psi 132.158 psi +1.20D+0.50Lr+1.60L+1.601-1 PASS 0.1578 1-way Shear(-Z) 12.963 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PAS; 0.2460 2-way Punching 40.424 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing-_ -_ - Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... -_ Gross Allowable Xecc Zecc Bottom,-Z _- Top,+Z Left,-X Right,+X . Ratio X-X,+D+H 1.50 n/a 0.0 0.5432 0.5432 Na n/a 0.362 X-X.+D+L+H 1.50 Na 0.0 1.432 1.432 n/a Na 0.955 X-X.+D+Lr+H 1.50 Na 0.0 0.5432 0.5432 n/a Na 0.362 X-X.+D+S+H 1.50 Na 0.0 0.5432 0.5432 n/a n/a 0.362 X-X.+D+0.750Lr+0.750L+H 1.50 Na 0.0 1.210 1.210 Na Na 0.807 X-X.+D+0.750L+0.750S+H 1.50 n/a 0.0 1.210 1.210 Na Na 0.807 X-X.+D+0.60W+H 1.50 Na 0.0 0.5432 0.5432 Na Na 0.362 X-X,+D+0.70E+H 1.50 Na 0.0 0.5432 0.5432 n/a n/a 0.362 X-X.+D+0.750Lr+0.750L+0.450W+H 1.50 Na 0.0 1.210 1.210 Na n/a 0.807 X-X,+D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 1.210 1.210 Na n/a 0.807 X-X.+D+0.750L+0.750S+0.5250E+H 1.50 Na 0.0 1.210 1.210 n/a n/a 0.807 X-X.+0.60D+0.60W+0.60H 1.50 n/a 0.0 0.3259 0.3259 n/a Na 0.217 X-X,+0.60D+0.70E+0.60H 1.50 Na 0.0 0.3259 0.3259 n/a Na 0.217 Z-Z.+D+H 1.50 0,0 n/a n/a Na 0.5432 0.5432 0.362 Z-Z.+D+L+H 1.50 0.0 Na n/a n/a 1.432 1.432 0.955 Z-Z,+D+Lr+H 1.50 0.0 n/a n/a Na 0.5432 0.5432 0.362 Z-Z.+D+S+H 1.50 0.0 Na n/a n/a 0.5432 0.5432 0.362 Z-Z.+D+0.750Lr+0.750L+H 1.50 0.0 Na n/a n/a 1.210 1.210 0.807 Z-Z,+D+0.750L+0.750S+H 1.50 0.0 Na n/a Na 1.210 1.210 0.807 Z-Z,+D+0.60W+H 1.50 0.0 n/a n/a Na 0.5432 0.5432 0.362 Z-Z,+D+0.70E+H 1.50 0.0 n/a n/a Na 0.5432 0.5432 0.362 Z-Z.+D+0,750Lr+0.750L+0.450W+H 1.50 0.0 Na n/a n/a 1.210 1.210 0.807 Z-Z,+D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 1,210 1.210 0.807 Z-Z.+D+0.750L+0.750S+0.5250E+H 1,50 0.0 n/a n/a n/a 1,210 1.210 0.807 Z-Z,+0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.3259 0.3259 0,217 Z-Z.+0.60D+0.70E+0 60H 1,50 0.0 n/a n/a n/a 0.3259 0.3259 0.217 Overturning Stability Rotation Axis& Load Combination... _ Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning - Sliding Stability All units k Force Application Axis __ Load Combination._.._______ ___ _ ___ Slidin_g_Force ____ Resisting_Force Sliding SafetyRatio- Status Footing Has NO Sliding • - 1 General Footing =C Users1MMONTE-Weskia0Projecisi.AQUIN-tPOSTSF.-1 EC6 ENERCALC:INC.1W-21)15.Builc16.15 1 19.Ver6 15 119 #:KW-06003678 Licensee:NISHKIAN DEAN Description: Footing at gridline 14 due to loading from Column P4 Footing Flexure -- — 'Mu Which Tension As Req'd Gym.As Actual As Phl*Mn Flexure Axis&Load Combination Status k-ft Side? Bot or Top? ii1^2 inA2 InA2 k-ft .-- X-X.+1.400+1.60H 1.396 +Z Bottom 0.324 Min Temp% 0.3444 18.077 OK X-X.+1.40D+1.60H 1.396 -Z Bottom 0.324 Min Tema% 0.3444 18.077 OK File=C Weers∎MFAC TE•1i6esklop ioricisW1�UIN-1iPOST61F-610. General Footing ENERCALC.INC.19832015,Build:6.15119,Ver6151.19 Lie.$ KW-06003678 Licmnsee Ni HKIAN DEAN Description: Footing at grldline 14 due to loading from Column P4 Footing Flexure Flexure Axis&Load Combination Mu Which Tension As Req'd Gvrn.As Actual As Phi•Mn Status k-tt Side? Sot or Top? in^2 in^2 0^2 k-ft X-X.+1.20D+0.50Lr+1.60L+1.60H 3.809 +Z Bottom 0.324 Min Temp% 0.3444 18.077 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 3.809 -Z Bottom 0.324 Min Temp% 0.3444 18.077 OK X-X,+1.20D+1.60L+0.505+1.60H 3.809 +Z Bottom 0.324 Min Temp% 0.3444 18.077 OK X-X,+1.20D+1.60L+0.50S+1.60H 3.809 -Z Bottom 0.324 Min Temp% 0.3444 18.077 OK X-X,+1.200+1.60Lr+0.50L+1.60H 2.013 +Z Bottom 0.324 Min Temp% 0.3444 18.077 OK X-X,+1.200+1.60Lr+0.50L+1.60H 2.013 -Z Bottom 0.324 Min Temp% 0.3444 18.077 OK X-X,+1.200+1.60Lr+0.50W+1.60H 1.197 +Z Bottom 0.324 Min Temp% 0.3444 18.077 OK X-X.+1.200+1.60Lr+0.50W+1.60H 1.197 -Z Bottom 0.324 Min Temp% 0.3444 18.077 OK X-X.+1.20D+0.50L+1.60S+1.60H 2.013 +Z Bottom 0.324 Min Temp% 0.3444 18.077 OK X-X.+1.20D+0.50L+1.60S+1,60H 2.013 -Z Bottom 0.324 Min Temp% 0.3444 18.077 OK X-X,+1.200+1.60S+0.50W+1.60H 1.197 +Z Bottom 0.324 Min Temp% 0.3444 18.077 OK X-X.+1.20D+1.60S+0.50W+1.60H 1.197 -Z Bottom 0.324 Min Temp% 0.3444 18.077 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 2.013 +Z Bottom 0.324 Min Temp% 0.3444 18.077 OK X-X,+1.200+0.50Lr+0.50L+W+1.60H 2.013 -Z Bottom 0.324 Min Temp% 0.3444 18.077 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 2.013 +Z Bottom 0.324 Min Temp% 0.3444 18.077 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 2.013 -Z Bottom 0.324 Min Temp% 0.3444 18.077 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 2.013 +Z Bottom 0.324 Min Temp% 0.3444 18.077 OK X-X,+1.20D+0.50L+0.20S+E+1.601-1 2.013 -Z Bottom 0.324 Min Temp% 0.3444 18.077 OK X-X.+0.90D+W+0.90H 0.8977 +Z Bottom 0.324 Min Temp% 0.3444 18.077 OK X-X.+0.900+W+0.90H 0.8977 -Z Bottom 0.324 Min Temo% 0.3444 18.077 OK X-X.+0.90D+E+0.90H 0.8977 +Z Bottom 0.324 Min Temp% 0.3444 18.077 OK X-X.+0.90D+E+0.90H 0.8977 -Z Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z,+1.400+1.60H 1.521 -X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z.+1.40D+1.60H 1.521 +X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 4.148 -X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 4.148 +X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 4.148 -X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 4.148 +X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2.192 -X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z.+1.200+1.60Lr+0.50L+1.60H 2.192 +X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.304 -X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 1.304 +X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 2.192 -X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 2.192 +X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 1.304 -X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 1.304 +X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 2.192 -X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 2.192 +X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 2.192 -X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z,+1.20D+0.50L+0.50S+W-t1.60H 2.192 +X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 2.192 -X Bottom 0,324 Min Temp% 0.3444 18.077 OK Z-Z.+1.20D+0.50L+0.20S+E+1,60H 2.192 +X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z.+0.900+W+0.90H 0.9776 -X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z.+0.90D+W+0.90H 0.9776 +X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z,+0,90D+E+0.90H 0.9776 -X Bottom 0.324 Min Temp% 0.3444 18.077 OK Z-Z.+0.90D+E+0.90H 0.9776 +X Bottom 0.324 Min Temp% 0.3444 18.077 OK One Way Shear Load Combination... Vu 45)-X Vu @+X Vu @•Z Vu Si+Z Vu:Max Phi Vn Vu!Phi*Vn Status +1.400+1.60H 5.149 psi 5.149 psi 4.753 psi 4.753 psi 5.149 osi 82.158 psi 0.06267 OK +1,20D+0,50Lr+1,60L+1.60H 14.043 psi 14.043 psi 12.963 psi 12.963 psi 14.043 psi 82.158 psi 0.1709 OK +1.200+1.60L+0.50S+1.60H 14.043 psi 14,043 psi 12.963 psi 12,963 psi 14.043 psi 82.158 psi 0.1709 OK +1,200+1.60Lr+0.50L+1.60H 7.423 psi 7.423 psi 6.852 psi 6.852 psi 7.423 psi 82.158 psi 0.09035 OK +120D+1.60Lr+0.50W+1.60H 4.414 psi 4.414 psi 4.074 psi 4.074 osi 4.414 psi 82.158 psi 0.05372 OK +1.200+0.50L+1.64S+1.60H 7.423 osi 7.423 psi 6.852 psi 6.852 psi 7.423 osi 82.158 psi 0.09035 OK +120D+1.60S+0.50W+1.60H 4.414 psi 4.414 psi 4.074 psi 4.074 psi 4.414 psi 82.158 psi 0.05372 OK +1.20D+0.50Lr+0.50L+W+1.60H 7.423 psi 7.423 psi 6.852 psi 6.852 psi 7.423 psi 82.158 osi 0.09035 OK +1.20D+0.50L+0.50S+W+1.60H 7.423 psi 7.423 osi 6.852 osi 6.852 psl 7.423 psi 82.158 psi 0.09035 OK +1.20D+0.50L+0.20S+E+1.60H 7.423 psi 7.423 psi 6.852 psi 6.852 psi 7.423 psi 82.158 psi 0.09035 OK +0,900+W+0.90H 3.31 osi 3.31 psi 3.056 osi 3.056 psi 3.31 psi 82.158 psi 0.04029 OK +0.90D+E+0.90H 3.31 osi 3,31 osi 3.056 psi 3.056 osi 3.31 psi 82.158 osi 0.04029 OK .....-..--......__.-- _-__-__.. _ ..--... .- _.--_ _.. ....___.__... �..__..: -_._ �_,.____ ... F11e=i;:JJser.iMMO�I fE••1iC+eaktop�Prgec tsLLA4l1IN••116OS1$F•LECB^' LG @f1 @C8l Footing ENERCALC lNC.1953 3-2015.Iiid:8Jb.1.19.Ver6.15.1.19 Lie.#;KW41600367$ Licenser*:NISF4MIAN DEAN Description: Footing at gridline 14 due to loading from Column P4 Punching Shear All units k Load Combination... --- Vu �_...... Phl*Vn Vu!PhiNn Status +1.40D+1.60H 14.822 Psi 164.317osi 0.09021 OK +120D+0.50Lr+1.60L+1.60H 40.424 osi 164.317osi 0,246 OK +1.20D+1.60L+0.50S+1.60H 40.424 osi 164.317osi 0.246 OK +1.20D+1.60Lr+0.50L+1.60H 21.367 osi 164.317osi 0.13 0K +120D+1.60Lr+0.50W+1.60H 12.705 nsf 164.317osi 0.07732 OK +120D+0.50L+1.60S+1.60H 21.367 Del 164.317osi 0.13 OK +1.20D+1.60S+0.50W+1.60H 12.705 psi 164.317osi 0.07732 OK +1.20D+0.50Lr+0.50L+W+1.60H 21.367 psi 164.317osi 0.13 OK +1.20D+0.50L+0.50S+W+1.60H 21.367 psi 164.317osi 0.13 OK +120D+0.50L+0.20S+E+1.60H 21.367 psi 164.317osi 0.13 OK +0.90D+W+0.90H 9.529 osi 164.317osi 0.05799 OK +0.90D+E+0.90H 9.529 DS' 164.317osi 0.05799 OK • • JOB 41, ro-ck NO. 31 NISHKIAN DEAN OF ° k) SHEET NO CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 (I 1022 SW Salmon Street,Suite 300, Portland,OR 97205 CALCULATED BY DATE Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY DATE SCALE ri itAkce ek 15 rkci ic axldvieNe ( set 1,4.48,Q, 1313-3 A P - - is ts cm.0 I SOOpsS Fo‘A r\ a flo 1 ck s•Kows (t ) 3 L' to" Q ,NtA04-4.1 (3) tALf • itk . ; < ^ p(i_ (!. . S if I k. Cc(Uciso- t C-;:.k QuAlu rsdut;(A\ shou, , (E.) 3.:*" I 0 (CaN XA SZN:- Ctr 5 vt Ohk3rr%9 S O \9 -vir\e to NNYV,. e °co, s od u'd NISHKIAN DEAN CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 ND31492 La Quinta Tigard, OR Lateral Design Calculations • a JOB NO. NISHKIAN DEAN SHEET NO. LS - ) OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 rN 1022 SW Salmon Street, Suite 300, Portland,OR 97205 CALCULATED BY DATE Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY DATE SCALE ---- srn.t c. ' N n cerN; t ProP-Q k 1 ( ,..,) t.xtS-r „JCA S►•u..,rwa.(t Sys o .`72t CA S S °' 0 'LN C,, 4S ,yIly3' P ) 171.-.‘7743.17 ° E^-) sizz cIA-sf , tL. cic ca.t. I it( 1II( V ' Cs C.s z 6 7 i 1 7. C/a I i iv - A A- -/ 'I0O S.FAL S L- i-----' Z 7 i ilk r.......s-----1‘"-- 1 ,--__._ [I — ftlirrei 1 5"OS Sw liele----- Alf ci� v4 ( : I� Nee i+ ______ .... y r / &h12oNe. F---1--co g__ t(..A) Prota& PAr}-f.tf., t pct:r►,.r e. mil S Wk Ft+wel-s = !8p sF u- "7'2ao " t- lafisP k77bosP 4- 21/OR % x rarr 2.55. Zxl • Lsi-- r F = 1ses. -17o6.r... Ibrrx WU„) .r Litif"r . 9`x 741 H Fe.4 r e a (to o(L 2 Z Idle -t- 100 (2,0 ( So'4 co` + t c,s' Zca).: 6 e e.-0*-- • • JOB NO, / NISHKIAN DEAN SHEET NO -2 OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 0 1022 SW Salmon Street, Suite 300, Portland,OR 97205 CALCULATED BY DATE Tel: (503)274-1843 Fax:(503)273-5696 CHECKED BY DATE SCALE V = O. 11 L 2.-Go. G 4 2 5 5-. 2_ 1c ( °3 Fta -3) 106 . 3K— NlErLT. p.sr, O F C1--,,.r it 3‘,/,* zto.6+ 27 '' z$50 7_ +- 18 w 2lc. z * 9 x2ss. z 2 7' 2 55. 2- CYy - , - 0. 32. 6 21/ eu Z ,'-t Cv3 - 1d n2ss. z 0, zI9 2i1W2.`t C #72.. = g 1< 25.5. 2- =. 0> 1 °9 1 •ao - --` ' c.:34--a.1 --:�e;s r...1 C_ be - 1 \I a«0F ' 0.344 x I 0(•3 r ; 36, 6 k (S:Tz.e.\1-3 -ri-g) 4 vyn.• O. 3213 104. 1k = (-/ 9 . V ya = 0 I a x (43G.31` a 23. 3'4. I \ \I 2'4 - 0. 1o4 v (o(0.31`_ 11. 6w \_____ _________ _ • • JOB NO. NISHKIAN DEAN J � SHEET NO. w . . OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 4) 1022 5W Salmon Street,Suite 300, Portland,OR 97205 CALCULATED BY DATE Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY DATE SCALE 6e r tP4te 1.::OA 01 -ro SW Z —17 Sw 2- 51A& 3 -I` 150 so i 5V32- i i 1 5w3 lr ______ T ii--- __ 1.----- Li. ,,,f,r w, 1 I...)L. a w120c)F ` 3G' 41 - •2 ,7511 Z -Woos - (A31 = 11.7 C 26 ` 1 1 z.3.5', - W L = lf.7 s ) so . 2 3`7. Se k '?7oosP W, : 1 . 53? aC = 1ISpLI WI, - 4(. S1 So = 227 0 (A-13r A = 2 3.3 k 77( t,J O3%1 `x18.7( 1,4 L. . 3.03 Y S o = I; 1 r 4 1-i = 11,� e (N"7 /_ - [, Sl t>/a41- (ki. = 1,a ') .,t. 1 1 ,, Z 75. '7, ,l 4' " JOB NO. NISHKIAN DEAN SHEET NO. L'S 11 OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 4> 1022 SW Salmon Street,Suite 300, Portland,OR 97205 CALCULATED BY DATE Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY DATE SCALE 1.oAO +2. 5(.., 2 W 1 P "3‘,"3‘,r- LO X1 °1 i'o" c,J R ooF ; W. `'i IL ULT sr _ (. $ L ULT- 711‘ L : 3, (-1 1 ULI E.xIseri (.400-A-S : S,y2 O LT ----'> (0 I tO -�� L T i�..C e 2 Li of I.0. Z I U = 1 3 0A 17bP�i 2.7s-7K- '1)1 _ 6 2 2 p1-1 • l3t1.c.c ? 3-`1 � -) , i'` i.---------" (1 4-- VS ": . 6 99(1/ • JOB NO. NISHKIAN DEAN SHEET NO. L's 5 OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 - 1022 SW Salmon Street,Suite 300, Portland,OR 97205 CALCULATED BY DATE Cr Tel:(503)274-1843 Fax:(503)273-5696 CHECKED BY ` 0fer,`� DATE Z4 IQ SCALE t 9 ` .r - - 2S -/f---------- f. 4. IrlFej q! rq F.......^_._____ Ki Ill 31-kV4 r ...MY f3 IN J L�� / G. I 1 O..7 .. -- 2.G 21,21 IC a � �f. 2 l Net-tau.neo�u ®!c. r 6U )/ Zo.� _ S I 21,14- S. 91 (NCr1.w-k a k "�`' (�9« 3-�� 25.5 - -�- (veo,e,,,44.)s - 27,1' r C 78 c!, tl to 1NCeK j Ig-t3'- Of 2c•C (y.(N�����2 . 31.1 --�- _ g o8 >�' . 6° N rc 0- Of) 1-2 S'''4 C c:}--t + • JOB NO. NISHKIAN DEAN gHSETNO, OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 14 I1022 SW Salmon Street,Suite 300, Portland,OR 97205 CALCULATED BY DATE 'JC Tel: (503)274-1843 Fax:(503)273-5696 CHECKED BY DATE SCALE. , 44 y (2d ' &V. O arias '_ )91 ' " ")( ' J a 2a2 Eg i 6) (5-4 = 1 2 . 2 j4c i\AR4s)tits, G')2 s 0 2 01)4= I2.2 (b77) 0. 6 0,0 (MmT)3r 12y2 -� 2 t` (e'-‘.-)(< `- ‘,-) - "Sc '-`( ce4;ir2 Z_ 0 H D = 36 .1 (b O C(z) _ (M2L = 12.2,-t � 9 MR e3. - '!s n Hb z - 17• G'°') — O. ( ) C*" • °.3 k i t c- To 'Try.->Cer Ve.-1'.«.U, �( 345" EACH Sao 8d Q. V' o.c. JOB ! NO. NISHKIAN DEAN SHEET NO. `� -7 OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 (� 10 SW Salmon Street , CALCULATED BY DATE \71 Tel:22(503)274 1843 Fax:(503)Suite 273 300 5696 Portland,OR 97205 CHECKED BY DATE SCALE (pi(A t f,r arc. 2 ZGZ (s- 6) ') 4 5/ 2 (g-4 /—C.) '- �'7�(c. )(5- 4- g (f3)(8-9 z i 7. Z 1" c ?erC. L w.11 _ q} V eN� Bl24 ro)t '- 4h� 541 )(1%2) 4- Wesc( ')Xiz')(13') _ CASl_K- Hb = 0 '7 '4 1 SZ i -- n. Co 6q,5 5. S >L }1D(.4 if 0 /C For-) �f 2 G Z ( i 1- i o)(8 ) 1- S' 2(9'-ro') C 8'-c ) 676 ('r-' T) (s -c 4 30$(54/rri 1-K� 108 , �vr Flv�oL w e. Co e pet, Lt. 1 2 /gC (9 (2� c' 13 l (iz)C4 ! io) 3 lcsl + iS.,F(G;r1 29(9 1a 2 � JJ i3(F( L')( 0.31')(`➢ '- ro) 90.46 -IC Ho _ n.7 168. 6 - o-ra oF t 90.e q 1D'4 if o /c- (41.-(-- ©Qtr* 0% /4Crf-A4c_. �>c► i„� 411