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Plans (2) Pozol x-01637 RECE D MAY 3 0 2012 In D vG 17GARD DIVISION ti STRUCTURAL CALCULATIONS for Brownstone at the Crossing Building 8 at 9160-9186 SW Longstaff Street Tigard, Oregon February 29, 2012 ,`GstO OF v� a1NE PR ..9 �o '' 75057P� 9 � -'1 A or •�� - W • 4180 " JQ . scoT '04? RENEWS 0 -7=2 Q/1aJ Seattle ) Structural 14?0 Fifth Avenue,Suite 425, Seattle,WA 98101-4019 206-343-3000 phone 206-343-3013 fax { t I. Building Code: 2010 Oregon Structural Specialty Code II. Design Loads: A. Roof Roof(snow)= 25 psf B. Floor Floor live load = 40 psf(typical) Floor live load = 100 psf(corridor) C. Wind Wind speed = 95 mph, Exposure= B D. Seismic Site Class=,0 _ Seismic Design Cat. = D _ E. Lateral Earth Pressure (soil fluid density) Restrained at top= 55 Unrestrained at top = 35 III. Materials(design stresses): A. Soil Allowable bearing pressure = 2000 psf Friction(sliding coefficient) = 0.35 Passive bearing pressure = 250 pcf Perimeter frost depth= 1.5 feet Interior footing depth= 1 feet B. Concrete Foundations F'c= 2500 psi Walls, columns F'c= 2500 psi Structural slabs F'c= 2500 psi D. Reinforcing Fy= 60 ksi ASTM A615, Grade 60 E. Steel Rolled WF shapes Fy= 50 ksi ASTM A572, Tech. Bulletin#3 Plates, bar&other rolled shapes Fy= 36 ksi ASTM A36 Pipe Fy= 40 ksi ASTM A53, Type E or S, Gr B Tubing Fy= 46 ksi ASTM A500, Gr B F. Glu-Lam Simple span: Fb= 2,400 psi Combination 24F-V4 Cantilevered span: Fb= 2,400 psi Combination 24F-V8 G. Sheathing APA Performance Rated Panels, per NER 108, Exposure 1 Roof: 19/32(or 5/8)thick,40/20 Floors: 23/32 (or 3/4)thick, T&G, 48/24 Walls: 15/32 (or 1/2)thick, 24/0 H. Sawn Lumber- Basic Design Values -2005 N.D,S. Species Grade "Fb, psi" "Fv, psi" "E, ksi" Use Doug.-Fir #2 875 95 1,600 2"to 4"thick floor&roof framing Doug.-Fir Stud 675 95 1,400 'to 4"thick wall frmg. x 4"to 6"wid Doug.-Fir #2 875 95 1,600 Wall plates Subject: RFA #: 080394-01 Project: Langstaff Condos Date: 2/28/2012 Client: Sheet No: • a • O SEE DETAIL 1 BELOW FOR /MESE TRUSS 0/AGRAMS OVER BEDROOM. f 4 44 i - CABLE 4 3 TRUSS i da 4 Nr RAISE PLATE 24W NIS WALL T • I - . -, SEE DETAIL I BELOW FOR CM P ., MESE TRUSS DIAGRAMS 44 1 OVER LIMNG ROOM, STRAP TTINDOVi 4x/0 MORO 1 I •-•--L__kW I1{4Ra..._ ------•-- •-i - 4 1 • Ts,1 • V •r4 lia) 4 . . 441014CIRa. • FIRST IMS/C£ TRUSS.- I 0 1 3- LT ,olki U 0.0 .;,:4;41,;•:11;:•:./Xt.,... ■•■*,AO FURR COUR( TO MATCH 1'443:4:4•44`,324F.4-111=11,:;;47.734. LOSER CEIUOG HEIGHT t 4.33.4.4.4:4344344444. .4.43:4:4"' . 't•tetxt.•!".44-44A,V.4.Mr.24!it.43!‘..t: GT 41% B 1 .11 I x I 'UP ,- -.1-..:_ • :-..-:_-.:...--_-_-;• . .....if..:-..-• I/% ; V__`.4 '1 • ■ :, . ,.. in :1 /131 1=1-i i 12'.•• r.)xxcE,o-TRUSS g • _ ' 12, .- . al ■ - ,.., I - -- , , g .. . 0 , •1 •; .?"---T : § ■:-..2, !". 10 . , 0 , OIL %17 P) i ..: b j r:7 ...4 :`A I I; .1 'Z ;Al 2324 DRAG TRUSS' NS II ki © I i p .... - . , ... ..........„ ... „...-., e_ 1,--, r..-..:-..z.....-=;-. s " 1 I , .. ., i 1 , , Mk QV , . , .....1 1 3- LT 1 .. 1 •'',.. i 3- • " 1 o A i i Gi?)- , .... \ i I . v• 4 1 - i t -1 i 7 , I I I.,.... 101 I CABLE ENDI TRUSS • 1 1■ VZI, 1 448 P.IW _ i I -I- I ir4 - Noow 7 I ,.., ., ., I . I I .. ,.. , , - o GA.,..,END TRUSS . 1 1 6x6 POST 6-PLEX BUILDING 2nd FLOOR SHEAR AND ROOF FRAMING PLAN 1/4.•31.-V' J5...., .r M1131.01MT a U ... 4 1 DUCTWORK in ttooR FRAMING lei Aloft T... ,... ,) .. ,_. ..,..._..... ,..,.., _ ,.. , UP 0 $INO I 4'7.‘ , , 0 STRAP WINDOW ..a 2 . o ._ M rk. --- ev• r P.2...---. : HOU2 I • : 14 ''III • • 0 LEDGER PT NZ" lei i 6r 4E8 HON LI! i •• 6 ■ Am ••S ' I I lir • .. I .r....... 0 III. v.,- , . : AM i 0 W a I • irk i il- i,•. ,..,_ - Tr- - - - - N.•111 I ■ a , . pi I ) Ilizz 1:. ... ..._____ . .. D MOO I (,) 1 1 I ."1111P■ ifi • . i 4.. • ta, ___514,• r r: :IP ' ''''' '''.. • 6r6 POS. ) . .., 1... C r i•'• :' -•• I. I par(CAP 6144 GLET f., ....., . , : :I . '. I -14-4-41-41--• c,1±-1.---- ' 4 . . i.: ' , • II,: ,.,--. • . : • i I' i.I . I I 1: ,. i • ,....c,, .;• ••-:; : i , a ' ,./.....;i i..;r1,.... --1 !-' • , -F.-.-- - ,..r.-'7-=':'' 1 'kcli E 1 1.2 io i• .i. 1! 1 i %.,i,:, ipi:4 , . 1 1 ir" ..ti 1 SZI..I la -,.-..-Ii —I .1. - ...; i s..,..i■ .9 .... -----•- I I --;' 7-., , ii.:"-::,..., '''• , , ,i. r. •...."-'-'s ss !..i. !".i 1 •: •-•• I - • . i---• • .-' ' . 1: ... 1 . STAIR FRMAIN0' * .) . 's ''' '' ea 1 : "IswIRAu."`"ss : ,1--".,,. )1 ',-.. A I'1 •• +—I ••:.7. 1) . tril.,, _ : • ---7,1-. _ ' _j4---j--'•-•-rj.: -4 ---— (2)2x8 .' I) `,.. ::.'. I Illow. ., •----•-----,'I ' .,--.....„.:_.,..,i 7 — - ..• 4 .. . . 1 , :. - ■Iiiiii° , r 1 I i Ili CtIMMIL ingailm ) Niii°,,,,,, ::. :, .. ,1...,• • ....in":`,1* : ! 41,r.. - I .2 I i . ' - . ... 400 Fen_ IMMINIMINIK I 'et! . j i 1..71 .• 0 HOUR -dEle- 1 STAIR FRAMING I. 'up =IMIIIIIIIIIIIII , r.• !4x6 F13 - , . ! .31402 STRINGERS'....,- 7•'•—--4741171r)A 4, AT WAU.S 1,4 11.1 W =11M 1 i i • . -,.1 _______Inir". .— ''''- 1111111.11MMIMMIIMI I 1 i I dlh i • I O•le O.C. •' Cl;I9E1 1 I : 11 fit=MMiiiiiiiiiMIIIIEMMEMIMMI rs ' IMIIIMili 1 g -----rd1 ■11■1111111M■111111=11111MIL : --54 . - 0 :. 91 IIMIMIIIMMI=MINIMIM11■111111M FE LA.I a 1 •‘'. . le ue FB 1 . IMMENSE." -- ..49--..:- ■ - 11.111.1.11MIL I R 43U2 . L 248 fir91111111111111111=1111MINEL MAIN ,........._... 1111111M111 4N12 HMV : _i___ 42N020._ 41zIrnr BUILDING IS srmunnAL 402_Hee) . EXCEPT FCR UTILITY • it Ell) lipiiiiiik- I ' I a t.:1! CLOSETS. OMER I • SHAU.DETERMINE BIRCH I 1 ..------...—...--- 'I.• I F3'''. alh SIOE OF EACH exc. , .. . . Ito SHAU.HAVE CLOSETS. e-- rill HOR „ -.- endo ni3 EZI i__ - ,•.! i -a ta PEP (TYP. OF I6) I ' ....-- - - - . . - I 400 Fa PI) 6.-PLEX BUILDING 1st FLOOR SHEAR AND 2nd FLOOR FRAMING 1/4--l'-0" BUILDING IS SYMMETRICAL ABOUT MIDPOINT r , Fossatti Pawlak Structural Engineers This spreadsheet addresses simply supported,uniformly loaded beams only Project: Longstaff Condos 2005 NDS&2010 Oregon Structural Specialty Code Subject: Framing Wdead roof 15 psf include distributed overframing or dormer loads in Wdead roof Wlive roof 25 psf Wdead upper fl 25 psf Roof Floor Wlive upper floor 40 psf ATL=u240 'n=v240 •Wall Weight I 10 psf LLL=useo AU_=U480 r Upper Trib Plate Moment Beam Length I Roof Trib. Floor Trib. Height wog WU_ Co M Shear V IE Req.TL IE Req. LL Size&Species Mcap Mcap>M? Vcap Vcap>V? Am Un o NI DALL # (ft) (ft) (ft) (ft) (plf) (plf) (k-in) (lb) (k-in`) (k-in`)- kip-in lb (in) >240 (in) >360 Roof 1 8 12 0 0 180 300 1 46.08 1920 89856 103680 0204x101-1F2 V 50.91 ok 3237.5 ok 0.120 802 0.092 1042 2 8.3 2 0 0 30 50 1 8.27 332 16725 19298 0194x8HF2 V 33.88 ok 2537.5 ok 0.048 2073 0.037 2695 3(see Enercalc) 8 0 0 0 0 0 1 0.00 0 0 0 ■ 35.87 ok 3045 ok 0.000 #DIV/0! 0.000 #DIV/01 4(see EnercalcL 8 0 0 0 0 0 1 0.00 0 0 0 i■ 35.87 ok 3045 ok 0.000 #DIV/0! 0.000 #DIV/01 5 2.9 8.5 0 0 127.5 212.5 1 4.29 493 3032 3496 019 4x8 HF2 33.88 ok 2537.5 ok 0.003 11438 0.002 _ 14869 1st&2nd 1 6 0 7.5 0 187.5 300 1 26.33 1462.5 38273 43740 008(2)2X8 HF2 v 26.81 ok 2175 ok 0.093 777 0.071 1019 , Floor 2 5.1 0 4.9 8 202.5 196 1 15.55 1016.175 17744 17550_ 008(2)2x8 HF2 V 26.81 ok 2175 ok 0.037 . 1675 0.024 2541 3 12.8 0 4 0 100 160 1 63.90 1664 198181 226492 OS2 6x10 DF1 V 111.69 ok 5921.67 ok 0.202 761 0.154 999 4 7 0 6.35 0 158.75 254 1 , 30.34 1444.625 51456 58807 019 4x8 HF2 V 33.88 ok 2537.5 ok 0.125 674 0.095 885 - 5 10.8 4.1 0 0 61.5 102.5 1 28.69 885.6 75535 87156 020 4x10 HF2 1 50,91 ok 3237.5 ok 0.136 953 0.105 1240 6 6.15 6.7 0 0 100.5 167.5 1 15.20 824.1 22793 26299 019 4x8 HF2 ' 33.88 ok 25_37_5 Y ok 0.04a 1521 0.037 _ 1978 7 6.1 2 4.5 8.5 227.5 230 1 25.54 , 1395.375 35111 35239 019 4x8 H12 V 33.88 ok 2537.5 ok 0.074 988 0.050 1476 8 5.4 0 8.6 0 215 344 1 24.45 1509.3 31993 36563 008(2)2x8 HF2 26.81 ok 2175 , ok 0.070 929 , 0.053 1219 8 3.2 0 14.4 0 360 576 1 14.38 1497.6 T 11148 12740 008(2)203 HF2 1• 26.81 ok 2175 ok 0.014 2666 _ 0.011 3500 Point Ld 9(see Enercalc) 4.1 0 0 _ 0 0 0 1 0.00 0 0 0 ;■ 8.36 ok 825 ok 0.000 #DIV/0! 0.t.k.�. #0IV/0! 10 8.2 0 0 10 100 0 1 10.09 410 12406 0 0214x12 HF2 V 69.03 ok ^ 3937.5 ok 0.009 10444 0.000 • #DIV/01 11 11.3 2 2 9.8 178 130 1 58.99 1740.2 142197 168819 052 6x10 DF1 V 111.69 ok 5921.67 ok 0.128 1061 0.076 1788 Point Ld 12(see Enercalc) 11.5 0 0 0 0 0 1 0.00 0 0 0 - V 8.36 ok 825 ok 0.000 #DIV/0! 0.000 #DIV/0! 13 3.6 0 8 71 0 217.75 348.4 1 11.01 1019.07 9601 14629 020 4x10 HF2 V 50.91 ok 3237.5 ok 0.006 , 7502 0.004 9846 14 5.1 0 6.7 0 167.5 268 1 16.99 1110.525 20997 31995 019 4x8 HF2 V 33.88 ok 2537.5 ok 0.037 1652 0.028 2168 15/16(see Enercalc) 10.8 0 0 - 0 0 0 1 0.00 0 0 0 _ ■ 229.01 ok 9642.5 ok 0.000 #DIV/0! 0.000 #DIV/01 17(see Enercalc) 9.22 0 10.1 0 252.5 404 1 83.71 3026.465 187019 284981 _ V 229.01 ok 9642.5 ok 0.115 963 0.088 1264 , 18(see Enercalc) 3.1 0 0 0 0 0 1 0.00 0 0 - 0 _ ■ 33.88 oh 2537.5 ok 0.000 #DIV/0! 0.000 #DIV/0! 19 see Enercalc 5.8 0 0 0 0 0 1 0.00 0 0 0 _ V 8.36 ok 825 ok 0.000 #DIV/01 C.000 #DIV/0! 21 4.1 0 4.7 0 117.5 188 1 7.70 626.275 7652.8155 11661.43 1 019 4x8 HF2 V 33.88 ok 2537.5 ok 0.011 4531 0.008 5947 22(see Enercalc) 11 0 2.3 0 57.5 92 1 27.13 , 822.25 72323.213 110206.8 ,v 50.91 ok 3237.5 ok 0.133 996 0.101 1307 23(see Enercalc) 5.12 0 0 9.8 98 0 1 3.85 250.88 2959.5009 0 t V 33.88 ok 2537.5 ok 0.005 11718 0.000 #DIV/0! 24(see Enercalc) 12.81 0 0 0 0 0 _ 1 0.00 0 0 0 _ i_ j■ 8.36 ok 825 ok 0.000 #DIV/0! _ 0.000 #DIV/01 25(see Enercalc) 5.65 • 0 0 0 0 0 1 0.00 0 0 0 I■ 8.36 ok 825 ok 0.000 #DIV/01 0.000 #DIV/0! Joists Typ.2x10 joists 12.2 0 1.33 0 33.25 53.2 1 19.30 527.345 57056.214 86942.8 036(2)2X10 DF2 :■ 21.18 ok 1665 ok 0.220 666 0.168 874 Typ.(2)2x10 joists 14.4 0 1.33 0 33.25 53.2 1 26.89 622.44 93823.35 142968.9 036(2)2x10 DF2 V 42.35 ok 3330 ok 0.213 . 810 0.163 1063 Species E(psi) w1 w1 2 5w�i1 ]��, v DF2 1600000 Y _ --- M = e= ` __5(wLL+""b!J`4 HF2 1300000 2 8 384E1 An= 38E/ PSL 2000000 k=0.5 for seasoned wood per 2006 IBC Table 1604.3 CF= varies with size CR= 1 If the member is repetitive,moment capacity of 115%of listed value CD= 1.15 for snow ,1 t i Title: Job# Dsgnr: Date: 10:50AM, 31 MAY 12 Description : Scope: Rev: 580004 Page ] User:KW-0600732,Ver 5.8.0,1-Dec-2003 General Timber Beam 9 1 (c)1983-2003 ENERCALC Engineering Software haminp.ea Calculations Description Roof Beam 3 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined I Section Name 6x10 Center Span 3.25 ft Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Hem Fir,No.2 Bm Wt.Added to Loads Fb Base Allow 850.0 psi Load Dur. Factor 1.150 Fv Allow 150.0 psi Beam End Fixity Fix-Free Fc Allow 405.0 psi Wood Density 40.000 pcf E 1,300.0 ksi Full Length Uniform Loads I Center DL 200.00#/ft LL 333.00 #/ft Left Cantilever DL #/ft LL #/11 Right Cantilever DL #111 LL Nit L Summary t Beam Design OK Span=3.25ft,Beam Width=5.500in x Depth=9.5in,Ends are Fix-Free Max Stress Ratio 0.429 : 1 Maximum Moment -2.9 k-ft Maximum Shear* 1.5 2.0 k Allowable 6.7 k-ft Allowable 9.0 k Max.Positive Moment 0.00 k-ft at 0.000 ft Shear: ©Left 1.78 k Max.Negative Moment -2.89 k-ft at 0.000 ft @ Right 0.00 k Max @ Left Support 0.00 k-ft Camber. @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.015in Max.M allow 6.74 Reactions... @ Right 0.000 in fb 419.42 psi fv 38.82 psi Left DL 0.70 k Max 0.00 k Fb 977.50 psi Fv 172.50 psi Right DL 0.D0 k Max 0.00 k Deflections Center Span... Dead Load T otal Load Left Cantilever_.- Dead Load Total Load Deflection -0.010 in -0.026 in Deflection 0.000 in 0.000 in ..Location 3.250 ft 3.250 ft ...Length/Deft 0.0 0.0 ...Length/Deft 7,708.1 3,020.01 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.015 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in ess Calcs ' Bending Analysis Ck 29.576 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 2.89 k-ft 35.50 in3 977.50 psi @ Left Support 0.00 k-ft 0.00 in3 977.50 psi - @ Right Support 0.00 k-ft 0.00 in3 977.50 psi Shear Analysis ©Left Support @ Right Support Design Shear 2.03 k 0.64 k Area Required 11.760 in2 3.714 in2 ' Fv:Allowable 172.50 psi 172.50 psi Bearing®Supports Max.Left Reaction 0.00 k Bearing Length Req'd 0.000 in Max. Right Reaction 0.00 k Bearing Length Req'd 0.000 in 5 r s Title: Job# Dsgnr: Date: 10:50AM, 31 MAY 12 Description: Scope: Rev. 550004 Page 2 User.KW-0600732,Ver 580,1.Dec-2003 General Timber Beam 9 (c)1983-2003 ENERCALC Engineering Software framing ecw.Carculations Description Roof Beam 3 Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft -2.89 k-ft 1 78 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in 6 i ■ Title: Job# Dsgnr: Date: 10.59AM, 31 MAY 12 Description: Scope: • , Rev 580004 User KW-0600732,Ver5.B0,1-Dec-2003 General Timber Beam Page 1 (c)1883-2003 ENERCALC Engineering Software framing ecw Calculations Description Roof Beam 4 • General Information Code Ref: 1997/2001 NDS,2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined I Section Name 6x10 Center Span 400 ft Lu 0.00 ft Beam Width 5.500 in Left Cantilever 1.30ft Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Hem Fir,No.2 Bm Wt.Added to Loads Fb Base Allow 850.0 psi Load Dur. Factor 1.150 Fv Allow 150.0 psi Beam End Fixity Pin-Pin Fc Allow 405.0 psi Wood Density 40000pcf E 1,300.0ksi Full Length Uniform Loads Center DL 200.00#/ft LL 333.00 if/ft Left Cantilever DL 200.00#/ft LL 333.00 #/tt Right Cantilever DL #/ft LL 4/ft ISummary , Beam Design OK Span=4.O0ft,Left Cant=1.30ft,Beam Width=5.500in x Depth=9.5in,Ends are Pin-Pin Max Stress Ratio 0.149 : 1 Maximum Moment 1.0 k-ft Maximum Shear* 1.5 1.2 k Allowable 6.7 k-ft Allowable 9.0 k Max.Positive Moment 1.01 k-ft at 2.074 ft Shear: @ Left 1.21 k Max. Negative Moment -0.18 k-ft at 0.000 ft ©Right 1 05 k Max©Left Support -0.46 k-ft Camber @ Left 0.002 In Max @ Right Support 0.00 k-ft @ Center 0.003 in Max.M allow 6.74 Reactions... @ Right 0.000 in fb 145.96 psi fv 22.45 psi Left DL 0.75 k Max 1.92 k Fb 977.50 psi Fv 172.50 psi Right DL 0,38 k Max 1-05 k Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.002 in -0.006 in Deflection 0.001 in 0.005 in ...Location 2.095 ft 2.032 ft ...Length/Deft 26,455.9 6,217.5 ...Length/Dell 26,519.7 8,630.80 Right Cantilever... Camber(using 1.5*D.L.Deft)... Deflection 0.000 in 0.0 ■0 in @ Center 0.003 in ...Length/Defl 0.0 0.0 @ Left 0.002 in @ Right 0.000 in Stress Calcs I rearm Bending Analysis Ck 29.576 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 1.01 k-ft 12.35 in3 977.50 psi @ Left Support 0.46 k-ft 5.68 in3 977.50 psi @ Right Support 0.00 k-ft 0.00 in3 977.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.17 k 0.93 k Area Required 6.800 in2 5.400 in2 Fv Allowable 172.50 psi 172.50 psi Bearing @ Supports Max. Left Reaction i.92 k Bearing Length Req'd 0.863 in Max.Right Reaction 1.05 k Bearing Length Req'd 0.471 in 7 1 I Title: Job# Dsgnr: Date: 10:59AM, 31 MAY 12 Description: Scope: Rev: 880004 User.KW-0800732,Vers.flo 1-Dec-2003 General Timber Beam Faye 2 (c)1983-2003 ENERCALC Engineering Software hami g.acw:Calculationa Description Roof Beam 4 Query Values M,V,&D Specified Locations Moment Shear Deflection Center Span Location= 0.00 ft -0.46 k-ft 1.21 k 0.0000 in Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 In Left Cant.Location= 0.00 ft -0.46 k-ft 1.21 k 0.0000 in 8 S 1 Title: Job# Fossatti Pawlak Structural Engineers Dsgnr: Date: 2:33PM, 9OCT 08 1411 Fourth Ave,Suite 1510 Description: Seattle,WA 98101 206-456-3071 Scope: [Rev 560004 . 0073Zver58ol.oc.2oo3 General Timber Beam Ict5983-2003 ENERCALC Engneenng Software fram.ng ecw Calnilalions - Description 2nd Floor frmg-Bm 9 LGeneral Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 Section Name 4x8 Center Span 4.101 Lu 0.00 ft Beam Width 3.500 in Left Cantilever fi Lu 0.00 ft Beam Depth 7.250 in Right Cantilever R Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0psi Load Our.Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.Cksi _Full Length Uniform Loads Center DL 250.00#/ft LL 141.10 ptft Left Cantilever DL #/ft LL gift Right Cantilever DL #/ft LL Nit Point Loads 1 Dead Load 424.0 lbs lbs lbs lbs lbs lbs lbs Live Load 691.0 lbs ibs lbs lbs lbs lbs lbs ...distance 1.640 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft LSummary ! Beam Design OK Span=4.10ft,Beam Width=3.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.549 : 1 Maximum Moment 1.9 k-ft Maximum Shear' 1.5 1.9 k Allowable 3.4 k-ft Allowable 5.3 k Max. Positive Moment 1.89 k-ft at 1.640 ft Shear: @ Left 1 47 k Max.Negative Moment 0.00 k-ft at 4.100 ft @ Right 1.25 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.022 in Max.M allow 3.44 Reactions..- @ Right 0.000 in fb 738.16 psi fv 73.29 psi Left DL 0.77 k Max 1.47 k Fb 1,345.50 psi Fv 207.00 psi Right DL 0.i8 k Max 1.25 k Deflections it Center Span... Dead Load Total Load Left Cantilever.. Dead Load Total sad Deflection •0.015 in -0.029 in Deflection 0.000 in 0.000 in ...Location 2.001 ft 1.984 ft ...Length/Cefl 0.0 0.0 ...Length/Deft 3,385.6 1,714.15 Right Cantilever.,. Camber(using 1.5•D.L.Dell)... Deflection 0.000 in 0.000 in @ Center 0.022 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 9 ■ Title: Job# Dsgnr: Date: 2:33PM, 9 OCT 08 Description: Scope: Rev. 580004 _.-- ---- User'KW-0600732,Ver 580,t-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engmeervg Software framing ecw.Cakulatlons - Description 2nd Floor frmg- Bm 9 Stress Calcs Bending Analysis Ck 31.887 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 CI 1470.755 Max Moment Sxx Req'd Allowable fb @ Center 1.89 k-ft 16,82 in3 1,345.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,345.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,345.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.86 k 1.53 k Area Required 8.904 in2 7.368 in2 Fv:Allowable 207.00 psi 207.00 psi Bearing @ Supports Max.Left Reaction 1.47 k Bearing Length Req'd 0.672 in Max.Right Reaction 1.25 k Bearing Length Req'd 0.570 in [Query Values 1 M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 1.47 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in 10 Title: Job# Fossatti Pawlak Structural Engineers Dsgnr: Date: 2..33PM, 9 OCT 08 1411 Fourth Ave,Suite 1510 Description: Seattle,WA 98101 206-456-3071 Scope: Rev. 580004 User KW-0600732.Ver 5.8.0,1.Dec-2003 General Timber Beam (01983-2003 ENERCALC Engineering Software framing eme.Catwfations ■ Description 2nd Floor frmg-Bm 12 [General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x10 Center Span 11.501 Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Dur.Factor 1.250 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.Opsi E 1,600.0 ksi Full Length Uniform Loads Center DL 50.00#/ft LL 80.00 gift Left Cantilever DL #/ft LL gift Right Cantilever DL #!ft LL gift [point Loads Dead Load 388.0 lbs lbs lbs lbs lbs lbs lbs Live Load 633.0 lbs lbs lbs lbs lbs Ibs lbs ...distance 3.600 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft LSummary Beam Design OK Span=11.50ft,Beam Width=3.5001n x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.779 : 1 Maximum Moment 4.4 k-ft Maximum Shear' 1.5 2.0 k Allowable 5.6 k-ft Allowable 7.3 k Max.Positive Moment 4.37 k-ft at 3.634 ft Shear: @ Left 1.45k Max.Negative Moment 0.00 k-ft at 11.500 ft @ Right 1.07 k Max @ Left Support 0.00 k-ft Camber @ Left 0.000 in Max©Right Support 0.00 k-ft @ Center 0.151M Max.M allow 5.62 @ Right 0.000 in Reactions... fb 1,051.17 psi hi 62.70 psi Left DL 0.55 k Max 1.45 k Fb 1,350.00 psi Fv 225.00 psi Right DL 0.41 k Max 1,07 k [Deflections wiimm■r Center Span... Dead Load Total Load Left Cantilever._ Dead Load Total Load Deflection -0.100 in -0.263 in Deflection 0,000 in 0.000 in ...Location 5.474 ft 5.474 ft ...Length/0efl 0.0 0.0 ..length/Deft 1,373.4 525.24 Right Cantilever... Camber(using 1.5'D.L.Def).,. Deflection 0.000 in 0.000 in @ Center 0.151 in ...Length/Oe`t 0.0 0.0 @ Left 0.000 in @ Right 0.000 in I • 11 r Title: Job# Dsgnr: Date: 2:33PM, 9 OCT 08 Description: I Scope: Rev: 500004 1.1ser.KW-0600732,ver5.8.0,1-0eo-2003 General Timber Beam `■ . `(01903-2003 ENERCALC Engineering Software framing ecwCatalations ■ Description 2nd Floor frmg -Bm 12 ■ Stress Calcs —_-- Bending Analysis Ck 30.585 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 1448.882 Max Moment Sxx Read Allowable fb @ Center 4.37 k-ft 38.86 in3 1,350.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,350.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,350.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.03 k 1.46 k Area Required 9.021 in2 6.476 in2 Fv:Allowable 225.00 psi 225.00 psi Bearing @ Supports Max, Left Reaction 1.45 k Bearing Length Req'd 0.662 in Max.Right Reaction 1.07 k Bearing Length Req'd 0.488 in Query Values — ---- M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00k-ft 1.45 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.0D ft 0.00 k-ft 0.00 k 0.0000 in 12 , Title: Job# Dsgnr: Date: 11:53AM, 31 MAY 12 Description: Scope: Rev. 580004 User:Kw-0 ,Ver5B.O.1-Dec-2003 General Timber Beam Page 1 (01983-2003 3 ENE ENERCALC Engineering Software framing ewCalculations Description Beams 15/16 !`General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined ' Section Name 5.125x9.0 Center Span 11.00 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur. Factor 1 000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin FcAllow 650.0 psi E 1,800.0 ksi • Full Length Uniform Loads Center DL 200.00#/ft LL 320.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=11.00ft,Beam Width=5.125in x Depth=9.in,Ends are Pin-Pin Max Stress Ratio 0.568 : 1 Maximum Moment 7.9 k-ft Maximum Shear* 1.5 3.7 k Allowable 13.8 k-ft Allowable 11.1 k Max. Positive Moment 7.86 k-ft at 5.500 ft Shear: @ Left 2.86 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.86 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.176 in Max. M allow 13.84 Reactions... @ Right 0.000in fb 1,364.12 psi fv 80.36 psi Left DL 1.10 k Max 2.86k Fb 2,400.00 psi Fv 240.00 psi Right DL 1.10 k Max 2.86 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.118 in -0.306 in Deflection 0.000 in 0.000 in ...Location 5.500 ft 5.500 ft ...LengthlDefl 0.0 0.0 ...Length/Deft 1,122.8 431.86 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.176 in ..Length/Deft 0.0 0.0 @ Left 0-000 in @ Right 0.000 in Stress Caics ll Bending Analysis Ck 22.210 Le 0.000 ft Sxx 69.188 in3 Area 46.125 in2 Cv 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 7.86 k-ft 39.32 in3 2,400.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.71 k 3.71 k Area Required 15.444 in2 15.444 in2 • Fv.Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 2.86 k Bearing Length Req'd 0.859 in Max.Right Reaction 2.86 k Bearing Length Req'd 0.859 in 13 Title: Job# Dsgnr: Date: 11:53AM, 31 MAY 12 Description: Scope: Rev. 580004 User:KW-0600732,Ver58.0,1-0eo•2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software framing ecw.CalaAations Description Beams 15/16 Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 2.86 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in 14 Title: Job# Dsgnr: Date: 11:55AM, 31 MAY 12 Description: Scope: Rev 580004 User.KW-0600732,Ver5.8.0,1-Dec-2003 General Timber Beam Page 1 (c)1883-2003 ENERCALC Engineering Software framing Kw Calculations Description Beams 17 General Information Code Ref 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 Section Name 5.125x9.0 Center Span 940 ft . . .Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft . . . Lu 0.00 ft Beam Depth 9.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi _Full Length Uniform Loads Center DL 263.00#/ft LL 420.00 4/ft Left Cantilever DL #/ft LL 4/ft Right Cantilever DL #/ft LL 4/ft ' Summary I Beam Design OK r ' Span=9.40ft,Beam Width=5.125in x Depth=9.in,Ends are Pin-Pin Max Stress Ratio 0.545 ; 1 Maximum Moment 7.5 k-ft Maximum Shear* 1.5 4.1 k Allowable 13.8 k-ft Allowable 11.1 k Max.Positive Moment 7.54 k-ft at 4.700 ft Shear @ Left 3.21 k Max.Negative Moment 0.00 k-ft at 9.400 ft @ Right 3.21 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.124in Max. M allow 13.84 Reactions... @ Right 0.000 in fb 1,308.40 psi fv 88.53 psi Left DL 1.24 k Max 3,21 k Fb 2,400.00 psi Fv 240.00 psi Right DL 1.24 k Max 3.21 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.082 in -0.214 in Deflection 0.000 in 0-000 in ...Location 4.700 ft 4.700 ft ...Length/Deft 0.0 0.0 ...LengthlDefl 1,368.3 526.89 Right Cantilever... Camber(using 1.5•D.L.Defl)... Deflection 0.000 in 0.000 in ©Center 0.124 in ...Length/Dell 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcsr Bending Analysis Ck 22.210 Le 0.000 ft Sxx 69.188 in3 Area 46.125 in2 Cv 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 7.54 k-ft 37.72 in3 2,400.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,400.00 psi ©Right Support 0-00 k-ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.08 k 4.08 k . Area Required 17.014 in2 17.014 in2 Fv;Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 3.21 k Bearing Length Req'd 0.964 in Max. Right Reaction 3.21 k Bearing Length Req'd 0.964 in 15 Title: Job# Dsgnr: Date: 11:55AM, 31 MAY 12 Description: Scope: Rev 580004 Page 2 User.KW-0600732,Ver 5.8 0.1-Dec-2003 General Timber Beam (c)1983-2003 ENERCAIC Engineering Software 1(aming.ecw.Calculations Description Beams 17 Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 3.21 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in 16 Title: Job# Fossatti Pawlak Structural Engineers Dsgnr: Date: 2 33PM, 9OCT08 1411 Fourth Ave,Suite 1510 Description: Seattle,WA 98101 206-456-3071 Scope: Rev. 580004 UserKw-0600732 Ver5801-Dec-2003 General Timber Beam (01983.2003 ENERCALC Engineering Software framing ecw.Celculabons Description 2nd Floor frmg -Bm 18 General information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowabies are user defined Section Name 4x8 Center Span 3.50ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0psi Load Our.Factor 1.150 Fv Allow 180.0psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi I Full Length Uniform Loads II Center DL 144.00#/ft IL A!ft Left Cantilever DL 230.00#Ift LL A/ft Right Cantilever DL #Ift LL A/ft [Point Loads Dead Load 662.0 lbs lbs lbs lbs lbs lbs lbs Live Load 1,0800lbs lbs lbs lbs lbs lbs lbs ...distance 1.750 ft 0.000 ft 0.000 ft 0 000 ft 0 000 ft 0.000 ft 0.000 ft LSummary Beam Design OK Span=3.50ft,Beam Width=3.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.508 : 1 Maximum Moment 1.7 k-ft Maximum Shear* 1.5 1.6 k Allowable 3.4 k-ft Allowable 5.3 k Max. Positive Moment 1.74 k-ft at 1.750 ft Shear: @ Left 1.12 k Max.Negative Moment 0.00 k-ft at 0.000 ft Q Right 1.12 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max Q Right Support 0.00 k-ft @ Center 0.013 in Max.M allow 3.44 ©Right 0.000in Reactions... lb 682.84 psi fv 61.26 psi Left DL 0.58 k Max 1.12k L Fb 1,345.50 psi Fv 207.00 psi Right DL 0.511 k Max 1.12 k Deflections II Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.008 in -0.018 in Deflection 0.000 in 0.000 in ...Location 1 750 ft 1.750 ft ..Length/Defl 0.0 0.0 ...Length/Deft 4,953.1 2,352.54 Right Cantilever... Camber(using 1.5'D.L.Dell)... Deflection 0.000 in 0.000 in @ Center 0.013 in ...Length/Cell 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 17 Title: Job# Dsgnr: Date: 2:33PM, 9 OCT 08 Description: Scope: Rev: 580004 User:Kw-600732,Ver5.80,1-0ec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software framing.ecw:Calwlaioort4 Description 2nd Floor frmg -Bm 18 Stress Calcs — — — y Bending Analysis Ck 31.887 Le 0.000 ft Sxx 30.661 in3 Area 25.375 102 Cf 1.300 Rb 0.000 CI 1123.000 Max Moment Sxx Req'd Allowable fb @ Center 1.74 k-ft 15.56 in3 1,345.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,345.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,345.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.55 k 1.55 k Area Required 7.510 in2 7.510 in2 Fv:Allowable 207.00 psi 207.00 psi Bearing @ Supports Max.Left Reaction 1.12 k Bearing Length Req'd 0.513 in Max.Right Reaction 1.12 k Bearing Length Req'd 0.513 in [Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 1.12 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00k-ft 0.00 k 0.0000 in @ Left Cant. Location= 0.00 ft 0.00k-ft 0.00 k 0.0000 in 18 Title: Job# Fossatti Pawlak Structural Engineers Dsgnr: Date: 2:33PM, 9 OCT 08 1411 Fourth Ave,Suite 1510 Description: Seattle,WA 98101 206-456-3071 Scope: I Rev. 580004 User.KW-0600732 Vet 5.8.0 1-Dec-2003 General Timber Beam s_(c)1983-2003 ENERCALC Engineering Software freming.ecwCalwlatans • Description 2nd Floor frmg -Bm 19 [General Information Code Ref: 1997/2001 NOS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x8 Center Span 5.80 ft Lu 0.00 ft 1 Beam Width 3.500 in Left Cantilever It Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir•Larch.No.2 Fb Base Allow 900.0 psi Load Our.Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 100.50 ft/ft LL 201.00 N/ft Left Cantilever DL ft/ft LL ft/ft Right Cantilever DL ft/ft IL q/ft L Summary Beam Design OK Span=5.80ft,Beam Width=3.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.369 : 1 Maximum Moment 1.3 k-ft Maximum Shear* 1.5 1.0 k Allowable 3.4 k-ft Allowable 5.3 k Max.Positive Moment 1.27 k-ft at 2.900 ft Shear: @ Left 0.87 k Max.Negative Moment 0.00 k-ft at 5.800 ft @ Right 0.87 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.022 In Max.M allow 3.44 Reactions... @ Right 0.000 in fb 496.18 psi fv 40.94 psi Left DL 0.29 k Max 0.87 k Fb 1,345.50 psi Fv 207.00 psi Right DL 0.29 k Max 0.87 k [Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.014 In -0.043 in Deflection 0.000 in 0.000 in ...Location 2.900 ft 2.900 ft ...Length/Cefl 0.0 0.0 ...Length/Deft 4,837.1 1,612.35 Right Cantilever... Camber(using 1.6'D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.022 in ...Length/Cefl 0.0 0.0 @ Left 0.000 in [Stress @ Right 0.000 in I Stress Caics 1 Bending Analysis Ck 31.887 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 Cl 874.350 Max Moment Sxx Req'd Allowable fb @ Center 1.27 k-ft 11.31 in3 1,345.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,345.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,345.50 psi Shear Analysis @ Left Support @ Right Support • Design Shear 1.04 k 1.04 k Area Required 5.018 in2 5.018 in2 Fv Allowable 207.00 psi 207.00 psi Bearing @ Supports Max.Left Reaction 0.87 k Bearing Length Req'd 0.400 in Max.Right Reaction 0.87 k Bearing Length Req'd 0.400 in 19 Title: Job 4 Fossatti Pawlak Structural Engineers Dsgnr: Date: 2:33PM, 9 OCT 08 1411 Fourth Ave,Suite 1510 Description: Seattle,WA 98101 206-456-3071 Scope: 580004 ser KW-0500732,Ver5.8.0,1-Dec-2003 General Timber Beam I c)1983-2003 ENERCALC Engineering SuRware rraming.ecw:Calculations - Description 2nd Floor frmg - Bm 22 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II Section Name 4x10 Center Span 11.00 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever it Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 9000 psi Load Dur.Factor 1.150 Fv Allow 180 0 psi Beam End Fixity Pin-Pin Fc Allow 6250 psi E 1,600.0 ksi [Full Length Uniform Loads Center DL 70.00 4/ft IL 139.00 4/ft Left Cantilever DL ti/ft LL 4/ft Right Cantilever DL #/ft LL 4/ft LSummary I Beam Design OK Span= 11.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0612 : 1 Maximum Moment 3.2 k-ft Maximum Shear* 1.5 1.5 k Allowable 5.2 k-ft Allowable 6.7 k Max.Positive Moment 3.16 k-ft at 5.500 ft Shear: @ Left 1.15 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.15 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.094 in Max.M allow 5.17 @ Right 0.000 in Reactions... fb 760.02 psi fv 46.02 psi Left DL 0.38 k Max 1.15 k Fb 1,242.00 psi Fv 207.00 psi Right DL 0.38 k Max 1.15 k [Deflections 1 Center Span... Dead Load Total Load Left Cantilever.._ Dead Load Total Load Deflection -0.062 in -0.186 in Deflection 0.000 in 0.000 in ...Location 5.500 ft 5.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,114.3 708.14 Right Cantilever... Camber(using 1.5•D.L.Deft)... Deflection 0.000 in 0 000 in @ Center 0.094 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In [Stress Calcs --- --- Bending Analysis Ck 31.887 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 1149.500 Max Moment Sxx Req'd Allowable fb ©Center 3.16 k-ft 30.54 in3 1,242.00 psi • @ Left Support 0.00 k-ft 0.00 in3 1,242.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,242.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.49 k 1.49 k Area Required 7.197 in2 7.197 in2 Fv:Allowable 207.00 psi 207.00 psi Bearing tf Supports Max.Left Reaction 1.15 k Bearing Length Req'd 0.525 in Max. Right Reaction 1.15 k Bearing Length Req'd 0.525 in 20 Title: Job# Fossatti Pawlak Structural Engineers Dsgnr: Date: 2 33PM, 9 OCT 08 1411 Fourth Ave,Suite 1510 Description: Seattle,WA 98101 206-456-3071 Scope: Rev: 580004 User KW-0603732 Ver5.80,1-Dec-2003 General Timber Beam (019812003 ENERCALC Engineering Software framing.ecw:Calcutations - Description 2nd Floor frmg -Bm 23 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined Section Name 4x8 Center Span 3.85 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever 1.23ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Dur.Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 60.00#/ft LL 120.00 4/ft Left Cantilever DL #/ft LL 4/ft Right Cantilever DL 60.00#/ft LL 120.00 4/ft Point Loads Dead Load 288.0 lbs lbs lbs lbs lbs lbs lbs Live Load 863.0 lbs lbs lbs lbs lbs lbs lbs ...distance 5.080 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 It 0.000 ft LSummary Beam Design OK Span=3.85ft,Right Cant=1.23ft,Beam Width=3.5001n x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.451 : 1 Maximum Moment -1.6 k-ft Maximum Shear* 1.5 1.9 k Allowable 3.4 k-ft Allowable 5.3 k Max.Positive Moment 0.16 k-ft at 1.358 ft Shear: @ Left 0.29 k Max.Negative Moment -0.40 k-ft at 3.850 ft @ Right 1.37 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support -1.55 k-ft @ Center 0.003 in Max.M allow 3.44 @ Right 0.009in Reactions... fb 607.36 psi fv 74.80 psi Left DL 0.0' k Max 0.24 k Fb 1,345.50 psi Fv 207.00 psi Right DL 0.58 k Max 2.12 k Deflections 1 Center Span... Dead Load Total Load Left Cantilever.. Dead Load Total Load Deflection 0.002 in -0.002 in Deflection 0.000 in 0.000 in ...Location 2,452 ft 1.499 ft ...Length/Cell 0.0 0.0 ...Length/Defl 21,877.8 29,943.74 Right Cantilever... Camber(using 1.6•D.L.Deft)... Deflection -0.006 in -0.029 in @ Center 0.003 in ...Length/Deft 4,743.1 1,020.4 @ Left 0.000 in @ Right 0.009 in 21 Title: Job# Dsgnr: Date: 2:33PM, 9 OCT 08 Description: Scope: Rev: 580004 User KW-06007n Ver 5.8.0,1-Oee-2003 Genera! Timber Beam {c)1983-2003 ENERCALC Engineering Software _ framing.ecvrCelcufalions - Description 2nd Floor frmg -Bm 23 tress Calcs Bending Analysis Ck 31.887 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 CI 242.701 Max Moment Sxx Req'd Allowable lb @ Center 0.40 k-ft 3.56 in3 1,345.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,345.50 psi @ Right Support 1.55 k-ft 13.84 in3 1,345.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.48 k 1.90 k Area Required 2.339 in2 9.169 in2 Fv:Allowable 207.00 psi 207.00 psi Bearing @ Supports Max.Left Reaction 0.24 k Bearing Length Req'd 0.111 in Max.Right Reaction 2.12 k Bearing Length Req'd 0.970 in [Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft -0.06 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft -0.06 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in 22 Uer User 4 Thle {e1t983 w1 • 2�8Ep Rce,SQO t s9nr; Description alC Fn�� n Description pti°n sorrw dre Zans General beam 24 General Tt Scope; Date: 4:45PA4 Job 12 lnfOrmatiOn rhbet Elea Section Na Seam Mo� Depth h e s'S� ode Ref t��/2007 �� P Load D T y� 9.000 Center NOS,2op� 3/8 am'rvecwC�rations 6.750 in Beam our.�lXitor 1.000 G/uCatn Right Cantilever 12.88 h03 NFpA X00 ease a//o F pin_ Douglas a Fir,24F. ft Lu wables are User pefin h Allow Cu 0.00 h ea Center °Allow 20 CQ `°aq !1o 'psft DC 1, ksl Point Loads D� 50.00#/h #/h CC Dead Load Oft 4 eo aisrLO`'d 1,054 0 lbs LL 00 01 awe 648.6/b 850.0 #/ 5.640 h$ 1,330.0 lbs #Ift 11.300 s lbs Span` o,00p s lbs 1140/mum a Ratfa Width;6.)50fn 0.000 lbs lbs Allowable x Depth; 0.000 s lbs 0�ent 0.897 9.in Ends Max.Positive lbs Max Negative Moment r2. k h' are Pin-P'in p 0 p0 h /b s Le Support't►ent 12. o t8'2 k•h 0.000 ft s M hk-ft at 0.00 k-ft fb ax M Rflwt S Pu°n p.o at o 0 65 h Maximum A Shear* l exam Design OK 0o k h ooh ab/e 1.5 Pb r fi�2 psi 18.22 Shear. 5.8 k Oe f/�ti°na 2,400' psi fv 0 Leh 14 6 k Canter Fy 240.00 94.82 psi Reactions... Camber 0 night 2.82 deflection n... psf Leh Center eh 3. k D 93k C tion Dead toad Right DC 1.02 k Right 0.271 in Camber ngth/Defl 0.181 In rota/Load 1.53 k M 0 ,, (us/n s g37 h ax 000in .,Ceti ter 91'5"O.L.Defl�853.6 � ? ,n Leh Dantrye Max �62k Right 0.21/ 331.83 h De/%tinny'. 3.93 k In 0.000 in Right C end efl adLoaa 0,000 in neflQCtioeyer,,. 0'0000 in Tata/C Deflection 0.0 � q Length�eh 0 0k in 0.0p0/n 0.0 0.0 0.000 in 23 Title: Job# Dsgnr: Date: 4:45PM, 24 MAY 12 Description: Scope: - I Rev: 580004 LUser:KW-0800732,Ver 5.8.0,1-Dec-2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software framing.emCatalations Description Beam 24 Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 91.125 in3 Area 60.750 in2 Cv 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Redd Allowable fb 0 Center 12.70 k-ft 63.51 in3 2,400.00 psi O Left Support 0.00 k-ft 0.00 in3 2,400.00 psi ® Right Support 0.00 k-ft 0.00 in3 2,400.00 psi Shear Analysis 0 Left Support @ Right Support Design Shear 3.79 k 5.76 k Area Required 15.803 in2 24.002 in2 Fv:Allowable 240.00 psi 240.00 psi Bearing 0 Supports Max.Left Reaction 2.62 k Bearing Length Req'd 0.598 in Max.Right Reaction 3.93 k Bearing Length Req'd 0.897 in Query Values • M,V,&D 0 Specified Locations Moment Shear Deflection ®Center Span Location= 0.00 ft 0.00 k-ft 2.62 k 0.0000 in 0 Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in 0 Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in 24 Title: Job# Dsgnr: Date: 3:54PM, 25 MAY 12 Description : Scope: Rev: 580004 User KW-0600732 Ver5.B.0,1-Dec-2003 General Timber Beam Page (c)1903-2003 ENERCALC Engineering Software framing.ecw_Calalations Description Beam 25 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x8 Center Span 5.65 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Hem Fir,No.2 Fb Base Allow 850.0 psi Load Dur. Factor 1.150 Fv Allow 150.0 psi Beam End Fixity Pin-Pin Fc Allow 405.0 psi E 1,300.0 ksi Full Length Uniform Loads II Center DL 222.00#/ft LL 370.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 56.4 lbs lbs lbs lbs lbs lbs lbs Live Load 90.2 lbs lbs lbs lbs lbs lbs lbs ...distance 3.600 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft tSummary r Beam Design OK I Span=5.65ft,Beam Width=3.500in x Depth=7.251n, Ends are Pin-Pin Max Stress Ratio 0.775 : 1 Maximum Moment 2.5 k-ft Maximum Shear* 1.5 2.1 k Allowable 3.2 k-ft Allowable 4.4 k Max.Positive Moment 2.51 k-ft at 2.915 ft Shear: @ Left 1.73 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.77 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.056 in Max.M allow 3.25 Reactions... @ Right 0.000 in lb 984.27 psi iv 83.82 psi Left DL 0.65 k Max 1.73k Fb 1,270.75 psi Fv 172.50 psi Right DL 0.66 k Max 1.77 k [Deflections 1 Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.038 in -0.100 in Deflection 0.000 in 0.000 in . .Location 2.848 ft 2.848 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,807.9 679.01 Right Cantilever... Camber(using 1.5*D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.056 in . .Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 25 Title: Job# Dsgnr: Date: 3:54PM, 25 MAY 12 Description: Scope: Rev: 580004 Page 2 User KW-0600732 Ver500 1-Dec-2003 General Timber Beam g (c)1983-2003 ENE RCALC Engineering Software framirg.ecw.Calculalions Description Beam 25 i Stress Calcs r Bending Analysis Ck 29.576 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 2.51 k-ft 23.75 in3 1,270.75 psi @ Left Support 0.00 k-ft 0.00 in3 1,270.75 psi @ Right Support 0.00 k-ft 0.00 in3 1,270.75 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.07 k 2.13 k Area Required 11.980 in2 12.330 in2 Fv:Allowable 172.50 psi 172.50 psi Bearing @ Supports Max.Left Reaction 1.73 k Bearing Length Req'd 1.217 in Max.Right Reaction 1.77 k Bearing Length Req'd 1.246 in Query Values M,V.&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 1.73 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in 26 PROJECT NO: 080394-01 Sheet No: PROJECT : Longstaff eandes $raot..,(,)`.A-oNr/ Date: 10110108 . Subject: ASCE 7-05 Equivalent Lateral Force Analysis per Sections 11-18 Printed: 7:18AM Loading in accordance with the 2006 IBC By: JDJ STRUCTURAL SYSTEM(Tbl 12.2-1 -ASCE 7): BASIC SEISMIC FORCE RESISTING SYSTEM(Tbl 12.2-1 -ASCE 7 (pg 120)): 1. Bearing Wall System Light-framed walls sheathed with wood structural panels rated for shear resistance or steel sheets R = Resp.Modification Coeff(DUCTILITY): 6.50 <Input> 12.2-1-ASCE 7(pg 120) ICC = Importance Classification CATEGORY: = II <>,1w+t> Tbl.11.5-1-ASCE(pg 116) In = Seismic IMPORTANCE Factor: - 1.00 Tbl.11.5-1-ASCE(pg 116) TYPICAL Building Seismic Base Shear for Building: ZIP = Site Zip Code: = 97223 <Input> LAT = Site Latitude: = 45.4167 <input LONG = Site Longitude: _ -122.7500 <Input> SS = MCE Spectral Accel @ 0.2 Sec: = 0.971 <Input> Si = MCE Spectral Accel @ 1.0 Sec: = 0.347 I11ut> Default Site Class B-Mapped Value SHE = Site Class:(Default is D) = D <input> Section 11.4-ASCE Fa = Spectral Accel @ 0.2 Sec for Site = 1.12 <Input> Lookup Table interpolated Tbl.11.4-1 pg 115 Fir = Spectral Accel @ 1.0 Sec for Site = 1.72 <Input> Lookup Table interpolated Tbl 11.4-2 pg 115 SMS = MCE Spectral Resp(Short Period) = 1.088 =FaS8 Eqn 16-38 SM1 = MCE Spectral Resp(Long Period) = 0.597 =FaS1 Eqn 1639 j 1.4f•C�..`._ approx97UBCCv=0.29 SD1 Design Spectral Accel @ 1.0 Sec = 0.40 =2,35M1 Eqn 16-41 SUG = Seismic Use Group: I II or III = I SDC = Seismic Design Category(A B C D E F): = D <Irout> Tbl.11.6-1&2-ASCE pg 116 = System OVER STRENGTH Factor: _ 3 <lr ut> 12.2-1-ASCE 7(pg 120) Cd= Deflection Amplification Factor: 4 <input> 12,2-1-ASCE 7(pg 120) Height Limitations: 65 <inpiut> 12.2-1-ASCE 7(pg 120) CL = (0.03=EBF, 0.028=SMF, 0.016MF&0.020 others) = 0.020 <Irput> Table 12.8-2-ASCE 7(pg 129) X = Exponent(0.8 for SMF,0.9 for CMF&0.75 others) = 0.75 h = Height of Building(ft.) = 24 <kput> .1 i V Y"'.4 `i c.l AA a•ty,• FC 'x:<x,, sr 't'Ft'�z� e+ �;t::c rrhr - < < S 1. 't tiE '10iit�tFd. a. TAIV V� "of..'j. e.... � . -. ._...,.. ltta,A:(F,gn 12.8:0 V _ [(Cs)l*W 12.8-ASCE 7(pg 129) Cs = SDS I (R/l)= = 0.111 w 12.8-ASCE 7(pg 129) Csmax = SDI I T(R1I)= = 0.282 w 12.8-ASCE 7(pg 129) Csmin 0.044*SDs*I= = 0.032 w 12.8-ASCE 7(pg 129) Csmin - 0.50*S1 I(R/l)= (SDS E and F only) = ` 0.027 w 12.8-ASCE 7(pg 129) '•':;&'syi'"'.;"y'. '�a• �..�:>.-.qAs �" ��i;F�3. << .z': :;i>`; :.{.. ..t:, :' �.y�s; BASE SHEAR >:...+I.n.. a..,:,aG. ..1G,fw.cfi3l..ute.. rst• .r 3d".T.w„ - .... .+ '.1.� .+c.-. p _ REDUNDANCY Factor: 1.00 <L put> (see calculations) 1jG • as r'° Loa: rte ) 96 wz` 05+77 )4435-s) 2?-gib'` v ))l (.?)w 1H w OW li1/4)%041. F 1- !i �6 l4-L _S¢ 9sooF Z I 4-�► / 2,40- _ B1ofl" c cNor,4. A5; ui,•nr bj - )3$ /2.D?g FrZ )14- c)%7_ 3 L ( f" 7 Q F(P-- SUBJECT PROJECT NO FOSSATTI PAWLAK INN STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. JOB TITLE Brownstone at the Crossing JOB NO. SHEET NO. CALCULATED BY FPP DATE CHECKED BY DATE www.struware.com Code Search I. Code: ASCE 7-05 II. Occupancy: Occupancy Group= I Institutional III. Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr IV. Live Loads: Roof angle (0) 6.00/12 26.6 deg Roof 0 to 200 sf: 18 psf 200 to 600 sf: 21.6-0.018Area,but not less than 12 psf over 600 sf: 12 psf Floor 40 psf Stairs&Exitways 100 psf Balcony/Deck 40 psf Mechanical N/A Partitions N/A V. Wind Loads: ASCE 7 -05 Importance Factor 1.00 Basic Wind speed 95 mph Directionality (Kd) 0.85 Mean Roof Ht (h) 22.0 ft Parapet ht above grd 0.0 ft Exposure Category B Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Building length(L) 91.0 ft Z Least width (B) 49.0 ft z _ :l■Kh case 1 0.701 Speed-up Kh case 2 0.641 r., ss(upwind) ./r-)N(downwind) Topographic Factor (Kzt) }I/2 Topography Flat H H/2 Hill Height (H) 0.0 ft H<60ft;exp B Half Hill Length(Lh) 0.0 ft .. Kzt=1.0 Actual H/Lh = 0.00 ESCARPMENT Use H/Lh = 0.00 Modified Lh = 0.0 ft V(Z) From top of crest:x= 0.0 ft ;♦ i' �� 1 Iv Bldg up/down wind? upwind Speed-up V(z) x(uowind) x(downwind) H/Lh=0.00 K,= 0.000 x/Lh=0.00 K2= 0.000 H/2-: I H z/Lh=0.00 K3= 1.000 At Mean Roof Ht: Kzt=(1+K1K2K3r2= 1.000 2D RIDGE or 3D AXISYMMETRICAL HILL JOB TITLE Brownstone at the Crossing JOB NO. SHEET NO. CALCULATED BY FPP DATE_ CHECKED BY DATE V. Wind Loads-MWFRS h560'(Low-rise Buildings)Enclosed/partially enclosed only / rZON E2.IA csorol 4 0.5 g ar 2..5h. 3 Torsional loads are �� `a 215 he gytv> �4 2 25%ofzones I -4. E 3E - 6 See code for loading .4e44,�1-j. 2E '&E diagram fl� t 4116111■. t - E WINO I1[FE I Q_17 1 _:• E sa4in Lu,zm MIT PPEPIl2rLalCLILAE_ PAkAILEL[O 10. TO=OE won Transverse Direction Longitudinal Direction Kz=Kh= 0.70 (case 1) Edge Strip (a) 4.9 ft Base pressure(qh)= 13.8 psf End Zone (2a) 9.8 ft GCpi= +/-0.18 Zone 2 length = 24.5 ft Transverse Direction Longitudinal Direction Perpendicular 0=26.6 deg Parallel 0=0.0 deg Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.55 0.73 0.37 0.40 0.58 0.22 2 -0.10 0.08 -0.28 -0.69 -0.51 -0.87 3 -0.45 -0.27 -0.63 -0.37 -0.19 -0.55 4 -0.39 -0.21 -0.57 -0.29 -0.11 -0.47 5 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 1E 0.73 0.9I 0.55 0.61 0.79 0.43 2E -0.19 -0.01 -0.37 -1.07 -0.89 -1.25 3E -0.58 -0.40 -0.76 -0.53 -0.35 -0.71 4E -0.53 -0.35 -0.71 -0.43 -0.25 -0.61 Wind Surface pressures(psi) 1 - 10.0 5.1 8.0 3.0 ' 2 1.1 -3.8 -7.0 -12.0 3 -3.7 -8.6 -2.6 -7.6 4 -2.9 -7.9 -1.5 -6.5 5 -3.7 -8.7 -3.7 -8.7 6 -3.7 -8.7 -3.7 -8.7 1E 12.5 7.5 10.9 5.9 2E -0.1 -5.1 -12.2 -17.2 3E -5.6 -10.5 -4.8 -9.8 4E -4.9 -9.8 -3.4 -8.4 wu+PWARD Oo FPFV.N i rtt WINDWNU)KUU.' Wind ward roof overhangs: 9.4 psf (upward)add to windward `i-1 LEEWARD r F roof pressure VERTICAL • Parapet o `` Windward parapet: 0.0 psf (GCpn=+1.5) LL -`` Leeward parapet: 0.0 psf (GCpn=-1.0) i on,,, ,L z rz. Horizontal MWFRS Simple Diaphragm Pressures(psi) TRANSVERSE ELEVATION Transverse direction(normal to L) Interior Zone: Wall 12.9 psf F.72 w W A LEEWARD ROO, Roof 4.8 psf V JF AL End Zone: Wall 17.4 psf - Roof 5.4 psf ` 02 en DJClE2 Longitudinal direction(parallel to L) _x Interior Zone: Wall 9.5 psf ''"ter"'r="''fr`""rri..,,,.'r LONGITUDINAL ELEVATION End Zone: Wall 14.3 psf JOB TITLE Brownstone at the Crossing JOB NO. SHEET NO. CALCULATED BY FPP DATE_ CHECKED BY DATE V. Wind Loads-Components&Cladding: Buildings h560' & Alternate design 60'<h<90' Kz=Kh(case 1)= 0.70 GCpi= +/-0.18 NOTE:If tributary area is greater than Base pressure(qh)= 13.8 psf a= 4.9 ft 700sf,MWFRS pressure may be used. Minimum parapet height at building perimeter= 0.0 ft Roof Angle= 26.6 deg Type of roof=Gable Roof GCp+/-GC7i Surface Pressure(psf) User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 20 sf 70 sf Negative Zone 1 -1.08 - -1.01 -0.98 -14.9 psf -13.9 psf -13.5 psf -14.4 psf -13.7 psf Negative Zone 2 -1.88 -1.53 -1.38 -25.9 psf -21.1 psf -19.0 psf -23.8 psf -20.1 psf Negative Zone 3 -2.78 -2.36 -2.18 -38.2 psf -32.5 psf -30.0 psf -35.8 psf -31.3 psf Positive All Zones 0.68 0.54 0.48 10.0 psf 10.0 psf 10.0 psf 10.0 psf 10.0 psf Overhang Zone 2 -2.20 -2.20 -2.20 -30.3 psf -30.3 psf -30.3 psf -30.3 psf -30.3 psf Overhang Zone 3 -3.70 -2.86 -2.50 -50.9 psf -39.4 psf -34.4 psf -45.9 psf -37.0 psf Walls GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 40 sf 100 sf Negative Zone 4 -1.28 -1.10 -0.98 -17.6 psf -15.2 psf -13.5 psf -16.1 psf -15.2 psf Negative Zone S -1.58 -1.23 -0.98 -21.7 psf -16.9 psf -13.5 psf -18.8 psf -16.9 psf Positive Zone 4&5 1.18 1.00 0.88 16.2 psf 13.8 psf 12.1 psf 14.8 psf 13.8 psf Parapet _ - qp= 0.0 psf Solid Parapet Pressure 10 sf 100 sf 500 sf CASE A: Interior zone: 0.0 psf 0.0 psf 0.0 psf CASE A=pressure towards building Corner zone: 0.0 psf 0.0 psf 0.0 psf CASE B=pressure away from building CASE B: Interior zone: 0.0 psf 0.0 psf 0.0 psf Corner zone: 0.0 psf 0.0 psf 0.0 psf Rooftop Structures&Equipment Dist from mean roof height to centroid of Af= 10.0 ft Gust Effect Factor (G)= 0.85 Height of equipment(he) = 15.0 ft Base pressure(qz)= 16.5 Kd psf Cross-Section Square Directionality (Kd) 0.90 Width (D) 10.0 ft h/D = 1.50 Type of Surface N/A Square(wind along diagonal) Square(wind normal to face) Cf = 1.01 C1 = 1.31 Af= 10.0 sf Af = 10.0 sf Adjustment Factor(Adj)= 1.90 Adjustment Factor(Adj)= 1.900 F=gzGCfAf Adj= 12.7 Af F=q=GCfAr Adj= 16.5 Af F= 127 lbs F = 165 lbs JOB TITLE Brownstone at the Crossing JOB NO. SHEET NO. CALCULATED BY FPP DATE CHECKED BY DATE Location of Wind Pressure Zones _a, � 2a 2a T I a[(5)4. I) (-1) 4 I 10 Al -- la I---- ca -- � � 4 Q ff„..- a 1 L- , 4F---- - i 0-ti fl-0 � i 1 WALL r a . 0 5 7 degrees and Monoslope roofs Monoslope 5 3 degrees 3°<0510° ...2.a_I a as tSt. a�� a a i C aT ar'_ e7 at LY «; F------, +--}--I--'+- `—\ —�� t 0 I 1 i I 0� _ I I I I I r� '� ,A I I I I I I ) ` I .---1 I I I I I r ` I I I I I I I,/ /N ''J o I 1 I I I (V 0\Q i Monoslope roofs 10°<0 5 30° 0> 7 degrees 0>7 degrees ` isf (S,6 �sl') t�49C9)fi iS0(.g s f2i? t Z098X4X14. .- 5S) 9-4)r 95, (4t MSS) i 2-027 V )6ct.3 4./') D 9 zsr /Sev) C.6 ov G�b12 I0-)0Z4 3zq-01-(i)-t gi' P f ZC5VOL / 7.k—n.1) • = r Z,(14` z - 9)aS IZ..9) S- zL98J(8/1)6n.4- ,z cso-v-v►..es SUBJECT r PROJECT NO = FOSSATTI PAWLAK = STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. . . \( ISP 1.1. > ,, Pr.i.- ----. ET* , 4.--. 441 let ... 0 1 ..: . 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II I i H a r Is xt ''''''1101.*:..:.1 OP% i t 1 ; •Nim. 11111 ; "'' '7.,7- .77..- ',-t 11.___.7.....7.4! ! i 1 II/ A . ., !:..-:......-._::..3 ii.----Er -..11 , .. .......... 1.----- P . . . . . 11 0 ; ..... .•. . ..- I I i11 t:':/....-:•;;.:./ 0 A i 1 .1 :.,.::..... ... .... ,) 2. 1 sws P 1-41I .11 c 11 z,› ZS •1 Sft 0 iii171 I mini 'IV I --, 41111, 1 L a 1.2pfaxi--- . 4 1 1 .> \if S111/714 0 SNOT4 511014 0 S1I014 * 1 SIK1/4 0 SIND14 SA1314 0 i gt 31514!'0 Sne14 2. .• S E T ,..: toD Z, 11 1 i 20 i; 41 i S4 I , 6 t f-' I I i i i! 4 1 • 1 5 1 , 0 . i ■ i i kr ‘X 1 z.1 I tor . i S4 (A911, , CI r-1 - -..:......li / B1 • ___..,, ,./-- , , .....=„ . ,• ,. I. 1 1 , li ci li ....- , .,. I2 bi MM.. i" ':'.. 1:5t 1--' ;"'t 1 't ,....................) .■ ■ i i 1 7444i4.mmt Yini.:-.Iil --.-.-. • I I ' 1.1 4 3 , 1 i ; ..,... 1 4 IS 0 V Ar I C51 iL.4.1 :. 0 I ti--- ":i: ?..4 754-11=71 ! I r-il 0 .45.1"2 STRIR14.41140ERS.4:- II 4 AT WALLS 3 I 1 . •-•1 •, I Oh r . • -... . 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It..., `f RECEIVED �� �� FEB 29 2012 A - _ BUILDING DIVISION I i Ground Floor Units UNIT STATISTICS______ , , . +I TOTAL I ti I'll i 7 --- —..------- 14 1DiFL % Cy� A !18R18(�788GSF.703PlatSaleable C il' w SS ` •• o �� fir}, s-/. -ril << ��I •... RYA B-1 -28R 2 8 @ 1E53 GSF.991 Net Saleable 14 Ulleit r �∎81111tifl�NHiiii�'t�� r�l��! _ %% Y> B-z 28R2$®1189GSF.,1111Nets Bade 14 sdt■ir^u#■ill ■ t ital ��� �.nil�i , ,ei� C 2BR 1 B 9i0 GSF.880 Net Saleable . tr -.' ' TOTAL 43 .i ,6, r s `I1 PARKING STATISTICS C • ��� *194321 S J 9428 ® O I9 �s PARKING TYPES TOTAL �1:1,- ! J 1/ : I �iy: . OPEN STALLS 30 l"` ;I\•` ' 4 •� SUBTOTAL, 75 r` .. 1.74/D.U. �. c A GUEST APRON STALLS 18 - try _J __ AI TOTAL 93 t ( '� _ Rey rt7,„ n+• . dam El..!',1 .i'L 1111111 I ( EXISTING ( f%• • .,.' y .-- '�. ,�'/f') 4 `' LONGS EAAFF R0. /l\ pi. 9350 e I931� ® 9304 1 . t _ EASEMENT ( -— _ .^ ' .” ,,.. -. 1 Twit 1 • PROPERTY LINE 1 s a I i w N iIIIIIfI I1„ 1,,.., ,,-,,,.„-..,:,,,,„p_4.. .." I\ kil _--- —— • API wir . attellarte 1 L.-. atr14110 :. 0 N'N. ..s....%N.N.x.., . ss___---.--------'" ofe.,,,, ,\--N-,4,- , ,,_:._. Vrakijiiii 1°111.1 W11 * 4, *9--...''''°. N.. .03 .7.1 I. ■ SITE PLAN _ :; /. ,� ° N1111.7„7,,,,:.„,y 1.....40._0. a•_l s-2008 ( 02 j a �� /_,,, ..,... ___- I 10 0 ..---- ixspo ffEA g I, RECEIVED Alt FEB 29 2012 Milhrandt CITY OFTIGARD Architects BUILDING DIVISION 25 2542412201:425;;fl;12 Woo:waw.milbraadtarxh.rom •••. 4%vE DASHED LINE INDICATES EXTENT KRKLAND,W R•12 Zoning OF RED LETTERED CURB■M sssa p NNITE STENCIL AT 5 IN PAR S. <4 Q oQ��1 �� STORMWAIER VAULT S1ENCa AT 50'INIERVAIS. GG F P 1- J 1'WALK r FI 81 , BICYCLE /•� B PARIONG STALLS • 1 • AAAi . STALL".Y'- . AT 65'i1fl5' I R.122 PD 'r-,�•7 Zoning ]0.00 , %%j%%• 3 ,1 MALI 1 i_ TIY FRONT � j jj ��/// %�/�// //// �� YARD V ///////./ %/% /�.�/ / A'WALK ` c LSD//.. i t 16) = % _ 10 PARKRIG STALLS E j�- AT&511fl5- `� �� State Highway Z17 \\\_10'SDE YARD I r/�� � MLLE-1 Zoning SETBACK AND I •' ti LANDSCAPE BUFFER C I R•12 Zonis Nigel O a �' 2 PARKNG STALLS A —'. AT&TRUSS' _ 1R`__.. ■ ■—_mow^�_► ..L ..„,„*, Allialk - ;MIMI% -..\.) ; ` mi. i 4 9 PARKING STALLS 1 jp © ' � \ A7 9'K7&S' c dy ASPHALT \\ v.NNG LO4•O WALL IO'BOC YARD C SETBACK AND yNNN C e d LANDSCAPE BUFFER C SLOB Ii: . ACK _�/�, 7 700412 indicated it previous r _ •. Q •— m = submittals and reviewed Under `j 1�. U) ° City or Tigard SDR 2005-00011 VIVA•: /' ♦f,•♦.. d , and subsequent site plan �� ♦♦••♦•3. Key O ±��.i�♦�i�♦*♦♦♦*.*.*�♦s:'+`..e....•.....•.•.'..-• - EXistig goidags ♦.♦♦♦♦♦♦♦•,1J q.,.p•.� f.•.•._.•.•. ... . . . . . . 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