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,61,{//°0 ra - o7)-a 4711 r � RBCE/VEIN MAY 302012 8tIkoINaD CARD DIVISION STRUCTURAL CALCULATIONS for Brownstone at the Crossing Building 4 at 9346-9376 SW Longstaff Street Tigard, Oregon February 29, 2012 ! �b�au�.r c ""Na1N � :b 75 7r'i; 91 1 / r, ■_n r7 RENEWS Ott 12/30t2 0,13 j Seattle Structural 1420 Fifth Avenue,Suite 425, Seattle,WA 98101-4019 206-343-3000 phone 206-343-3013 fax f � 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= D 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: Longstaff Condos Date: 2/28/2012 Client: Sheet No: r r - 1 j e SEE DETAIL 1 BELOW FOR THESE TRUSS DIAGRAMS OVER BEOROOM. r - AIN ///''���� GABLE a • TRUSS 0 RAISE PLATE 24i••MS I AU. 1• QI ; .. ............----I TN TRUSS DIAGRAMS A1t10 V STRAP*WOW J WO WOR 1�...„ OVER UNNC ROOM. I I �J'/ SIN L I / Gr ......----1 4x10 NOR t .... FIRST NStOE • • �% TRUSS I �' 0 i - ✓. •• '•.: r.•iii■•∎••••V.,r I•'••�i' LOWER au G WEIGHT 1y••■ •♦ti••••.. •O' Q 1 -_.a; I �..... .. I t,I t..: I x 1 • ---.c ,.t1 ----r__-; I't,. -1 6.-T _ L--4 j S II • n-• TO FACE 11'TRUSS 1 Q I F :_', ..a Al © j �p ! ..... t 1 I ,... ... . N _.r _. _.. - _._. ._—_ ._. W,._.. a .• 1116 L:y;r.il i��. © i _ .��-. '':-•Ij .I G•I i _-. -_-.._r gyp__`..-... '. � -1 1 I � I ..• I I A ' o ' • 1 I 1 .x6 .! I I 1$, ,,, 1 7 , _, 4 ,. Imo._. ._, ----- 013 r Q''=-A ~CABLE ENO TRUSS -I 1 _ I ' •x6 MD'Ei i t T I d� I o I �Y/ ' W I i0 _. - - — i .x 1 SNK �I I �� T. f-- GABLE ENO TRUSS i Y 06 POST 6-PLEX BUILDING 2nd FLOOR SHEAR AND ROOF FRAMING PLAN 1/4..1•-0" N I A OUT MIDPOINT r •-s • DUCTWORK IN Lk FLOOR FRAMING Do.014 . %IP I`••1\ •TN -I• &kWh r #„„,„ () , ...•gr•-0 i _ —- - - - '.T.E : ..--1::- '11:3YW -- -, ... , %IP Q STHOIFI‘ „. 24 •"0 1 1 R. LI STRAP WHOM/ () •• .•i."0 d 6.1. •" P __ . 0 . NOU2 1 : 1 Chi Ur • - . " 2 . 1 ,d I • At 0 11_ pi ... , .....,,,:_ _ ___. _ .I .' ..:*41_••••1•1•Yr QI I I . , 1 • . I 1 I •7, " • T r • . I 1 , • . I I (,,..' , .1 ( . P .. • I 2 •• • 5 ..: ,.: 1 0 •e • • 8.3 i1,...*-4,...- •,, A , cp - HOu2 L 1 1 1! 1 11 I %V I Alormor . i ,,,, • ..,, ,.4- I ....: - - • •••••• -- . 6r6 POS :,...); , ).14.,....iji r-t : .. 1 ....."10 .::--ti 244 G13• 7=7_111,-.."-:-......-.....:_:3 . . 1 .1 ' , . 1 I - ........., : _:1 ,,,,. I -e-,');I 1- I • .„,•. . 1'. 11 1... Le....., 7...A.,-.r.Ft..7...., 1 , ! ..TU , I 1 e IV 2 - : !.,,---,i i .,:-.. .;.;r •, - . ...,..:(--.,:! ---,1 1 -, :1 .....• : 2 1 f*....-1-t!I r.:: 1 ,•:. 11! :i•; -11 I 14 000 li „,1, 1,e, .., I ---`1 7 ' '-----' 4 .., '''' • : , , .. ... .. 1 *------.11 ri"."---. e I..---s-,r, i . 1 1 1: Sun FRAMINNir 9 i i An STRINGERS . ." ' [ ' :"." '0 ,..• e :: i..i 4.,,--,.. .I'''._ ;' 1----- ..-'•• I! ' '1 • A'., . • I I . ... . .1 i ,.,,•• : . .,.; .., s& •F w I I AT WALLS I >1..--, .1 0 '' I j...... , Itl .' 1 ''''.t-.,11 B 1 i 4•13 11.. 5 1 (.0 .....,._:.-..„-_,-.._.,,...,• ..,, , . - - L-i-_--/----- ------'.0)2D (" (4 i• • - urea-Yea—a I _ _ ■••■••■••■1 ----A ,,,,„-_ _ ,,,,.lil , ......... , . . . . __••-. .. 1 ir .,. . :1,:. 8 1 ) 11 1,- i:....CD ...1 L.... „Ai, 4.18 rerh tia11111.111 !-.. 4 ..,..„. 111111■RWMIMR- ;i - , F4_, 1- 61---i. la i . ar POUR I • • CO ! 1 STAIR FRAMING j... UP 14112 STRI4G6RSI".: .• , . . . •I• 7-----43.1171A8 I 1 I 4.•• AT WALLS 4 ___... 010 •-••••—• I i • 17 • • I • . 2110•ts-O.C. . Ips I • . . x e i,----L I 77-10:: LA %MP , 0 e 16-0 It t Milla ....4 - --1,3-, "------c-2PM1-- . 4 i r--- CO 1 9 , 1 .. 1 . •:I!I:::::::-1 HOUR .1 2•F1D "--- :.."•. P 4100w___1 w• 012 Howl 4.2 .-L-I 1C6.IP0Ila1,6 StsEixsceEC p r i S F Msr/uUmTE1 IUT1 R TY Ic AL • CLOSETS. MUER - ;.1911) SMALL DETERMINE FINICH ' 'I.. •,.. ADE OF EACH EILDG. I I Id I% 44 ,- • s to AG ,,,i, Tr7 •.... . Lk - -ci 10 A .;. ks POST 11710.4. p',•4 „...... . I (TYP. CF 16) I ' .-..... rot)F9 PTO 6-PLEX BUILDING 1st FLOOR SHEAR AND 2nd FLOOR FRAMING 1/4--1.-•o- BUILDING IS SYMMETRICAL ABOUT MIDPOINT 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 Wliveupperfloor 40 psf LTL=U240 Am,.U240 Wall Weight I 10 psf Au..U3/30 AU_=u4eo r Upper Trib Plate Moment Beam Length I Roof Trib. Floor Trib. Height wx wLL Co M Shear V IE Req. TL IE Req.LL Size&Species Mcap Mcap>M? Vcap Vcap>V? OTL UDTL ku Ma # (ft) (ft) (ft) (ft) (plf) (plf) (k-in) (lb) (k-ins) (k-in') kip-in lb (in) >240 (in) >360 Roof 1 8 12 0 0 180 300 1 46.08 1920 89856 103680 0204x10HF2 • 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 019 4x8 HF2 • 33.88 ok 2537.5 ok 0.048 2073 0.037 2695 3 see EnercalcL 8 0 0 0 0 0 1 0.00 0 0 0 - • 35.87 ok 3045 ok 0.000 #DIV/0! 0000 #DIV/O1 4(see Enercalc) 8 0 0 0 0 0 1 0.00 0 0 0 '• 35.87 ok 3045 ok 0.000 #DIV/01 0.000 #DIV10! 5 2.9 8.5 0 0 127.5 212.5 1 4.29 493 3032 3498 019 4x8 HF2 • 33.88 ok 2537.5 ok 0.003 11438 0.002 14869 1st 8 2nd 1 6 0 7.5 0 187.5 300 1 26.33 1462.5 38273 43740 008(2)2X8 HF2 • 26.81 ok 2175 ok 0.093 I 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 • 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 052 6x10 DF1 • 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 588C7 019 4x8 MR • 33.88 ok 2537.5 ok 0.125 674 0.095 885 5 10.8 4.1 0 0 6t5 102.5 1 28.69 885.6 75535 87156 020 410 HF2 I• 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 2537.5 ok 0.049 1521 0.037 1978 7 6.1 2 4.5 8.5 227.5 230 1 25.54 1395.375 35111 35239 019 4x8 HF2 • 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 0.0r 0 1219 8 3.2 0 14.4 0 360 576 1 14.38 1497.6 11148 12740 008(2)2x8 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 l• 8.36 ok 825 ok 0.000 #DIV/01 0.000 #DIV/0! 10 8.2 0 0 10 100 0 1 10.09 410 12406 0 021 4x12 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 166819 052 6x10 DFl • 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- • 8.36 ok 825 ok 0.000 #DIV/01 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 • 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 • 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 #EDIV/0! 17(see Enercalc) 9.22 , 0 10.1 0 252.5 404 1 83.71 3026.465 187019 284981 _ ■ 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 ok 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 • 8.36 ok 825 ok 0.000 #DIV/01 0.000 #DIV/01 21 4 1 0 4 7 0 117.5 188 1 7.70 626.275 7652.8155 11661.43 '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 ■ 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 I• 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 •1 8.36 ok 825 ok ( 0.000 #DIV141 0.000 #DIV/O! 25(see Enercalc) 5.65 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! 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 1429!i8.9 036(2)2x10 DF2 I■ 42.35 ok 3330 ok 0.213 810 0.163 1063 Species E(psi) wl wl 2 5wcL14 XK'r.c+ a DF2 1600000 V .- Al = - A_ ^ HF2 1300000 2 8 384E1 art 3841 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 4 Title: Job# Dsgnr: Date: 10.50AM, 31 MAY 12 Description : Scope: Rev. 580004 User KW-0600732,Ver 5.8.0,1-Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software framing.ecw Calculations I Description Roof Beam 3 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowabies are user defined 1 --. - 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 ' Center DL 200.00#/ft LL 333.00 #/ft Left Cantilever DL #/ft LL it/ft Right Cantilever DL #/ft LL #/ft Summary 1 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 0.00 k Max 0.00 k j Deflections 1 Center Span... Dead Load Total 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/00 0.0 0.0 ©Left 0.000 in @ Right 0.000 in [Stress Calcs 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 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 Title: Job# i Dsgnr: Date: 10:50AM, 31 MAY 12 Description: Scope: Rev: 580004 User.KW-0600732•Ver 580,1-Dec-2003 General Timber Beam Page 2 I (c)1983-2003 ENERCALC Engineering Software framing ecw:Celculations 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 Title: Job# Dsgnr: Date: 10:59AM, 31 MAY 12 Description: Scope: Rev-. 580004 User KW-0600732,Ver5.8.0,1-Dec-2003 General Timber Beam Page 1 (41863-2003 ENERCALC Engineering Software framinaew,Calculalions Description Roof Beam 4 General Information Code Ref 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000,Base allowables are user defined r - Section Name 6x10 Center Span 4.00 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 40.000pcf E 1,300.0 ksi [Full Length Uniform Loads ' Center DL 200.00#/ft LL 333.00 Nit Left Cantilever DL 200.00#/ft LL 333.00 #/ft Right Cantilever DL #/ft LL #/ft tSummary I Beam Design OK Span=4.00ft,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 0.003in Max.M allow 6.74 @ Right 0.000 in Reactions... 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 ...LengthlDefl 26,519.7 8,630.80 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 In 0.000 in @ Center 0.003 in ...Length/Defl 0.0 0.0 @ Left 0.002 in @ Right 0.000 in Stress Calcs 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 5 o 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 1.92 k Bearing Length Req'd 0.863 in Max. Right Reaction 1.05 k Bearing Length Req'd 0.471 in 7 Title : Job# ' Dsgnr: Date: 10:59AM, 31 MAY 12 Description: Scope: Rev: 580004 — User.KW-0600732,Ver 5.8.0,1-Doc-2007 General Timber Beam Page 2 (c)1983-2003 ENERCAI.0 Engineering Software framing ecw:Catculations t Description Roof Beam 4 Query Values — I . M,V,&0 @ 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 Title: Job If 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,t-Qeo-2003 General Timber Beam `M1983.2003 ENERCALC Engineering Software frarang ecw Calculations Description 2nd Floor frmg-Bm 9 • LGeneral Information Code Ref:1997/2001 NDS,2000/2003 IBC,2033 NFPA 5000.Base allowables are user defined - Section Name 4x8 Center Span 4.10fi Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever fl Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.Opsi Load Dur.Factor 1.150 Fv Allow 180.0psi Beam End Fixity Pin-Pin FcAllow 625.0 psi E 1,600.eksi Full Length Uniform Loads Center DL 250.00#Ift LL 141.10 fltft Left Cantilever DL #/ft LL #Ift Right Cantilever DL #/ft LL 01/It `Point Loads 11 Dead Load 424.0 lbs lbs lbs lbs lbs lbs lbs Live Load 691.0 lbs lbs 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 I 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 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.022 in Max.M allow 3.44 @ Right 0,0001n Reactions... fb 738.16 psi fv 73.29 psi Left DL 0.71 k Max 1.47 k Fb 1,345.50 psi Fv 207.00 psi Right DL 0.68 k Max 1.25 k Deflections Center Span... Dead Load Total Load Left Cantilever_ Dead Load Total Load Deflection -0.015 in -0.029 in Deflection 0.000 in 0.000 in ...Location 2.001 ft 1.984 It ...Length/001 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/Oefl 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. 590004 User.KW-0600132,Yer58.0.1-Dec-2003 General Timber Beam harrurg.earcakuetionsI (01983-2003 ENERCALC Engineering Software i 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 8.984 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 11 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 It 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 s 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,Ver5.8.0.1.Mo-2003 General Timber Beam framing eay.Calwlalions (c)1983-2003 ENERCALC Engineering Software • Description 2nd Floor frmg-Bm '12 [General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2033 NFPA 5000.Base allowables are user defined 11 Section Name 4x10 Center Span 11.50ft 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 bur.Factor 1.250 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 50.00 Sift IL 80.00 Sift Left Cantilever DL Sift LL Sift Right Cantilever DL Sift LL Sift _Point Loads _.- 1 Dead Load 388.0 lbs lbs lbs lbs lbs lbs lbs Live Load 633.0 ibs 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 0.000 ft LSummary Beam Design OK Span=11.50ft,Beam Width=3.500in 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 0.000in Max @ Right Support 0.00 k-ft @ Center 0.151 in Max.M allow 5.62 @ Right 0.000 in Reactions... fb 1,051.17 psi fv 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 .■••■••11 Center Span... Dead Load Total Load Left Cantilever._ Dead Load Total toad Deflection -0.100 in -0.263 in Deflection 0.000 in 0.000 In ...Location 5.474 It 5.474 ft ...Length/Defl 0.0 0.0 ..Length/Deft 1,373.4 525.24 Right Cantilever... Camber(using 1.5•D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.151 in ...Length/Deff 0.0 0.0 @ Left 0.000 in @ Right 0.000 in I 11 ' • Title: Job# Dsgnr: Date: 2:33PM, 9 OCT 08 Description: 1 Scope: Rev: 660004 user.KW-0600732,Ver 5.8.0,1-0ec2003 General Timber Beam (q� 2003 ENERCALC Engineering Software framing ecwCalwlallons - 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 Redd Allowable tb @ 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 1 @ Center Span Location= 0.00 ft 0.00k-ft 1.45 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 12 Dsgnr: Date: 11:53AM, 31 MAY 12 Description: Scope: Rev: 580004 user:KWO600732,Ver5.8.0,1-Dec2003 General Timber Beam Page 1 (c)t983-2003 ENERCALC E ineering Software framing ecscCalculations Description Beams 15116 1 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowabtes are user defined I 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 Fc Allow 650.0 psi E 1,800 0 ksi Full Lens th Uniform Loads Center DL 200.00#/ft LL 320.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Crinmary 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 7.86k-ft at 5.500 ft Shear: @ t.eft 2 86k 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 0.000 in lb 1,364.12 psi fv 80.36 psi Left DL 1.10 k Max 2.86 k Fb 2,400.00 psi Fv 240.00 psi Right DL 1.10 k Max 2.86 k j 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 ...Length/Defl 0.0 0.0 ...Length/Deft 1,122.8 431.86 Right Cantilever... Camber(using 1.5"D.L.Dell)... Deflection 0.000 in 0.000 in @ Center 0.176 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs 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 Reo'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 .y M Dsgnr: Date: 11:53AM, 3 1 MAY 12 Description: Scope: - Rev: 580004 User:Kw•0800732,Ver5.8.0,1-0eo-2o03 General Timber Beam Page 2 (01983-2003 ENERCALC Engineering Software training ecwCalculations 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 01983-2003 ENERCALC Engineering Soiiware framing ecwCefculations Description Beams 17 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 9.40 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 II Center DL 263.00#/ft LL 420.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #Ht tSummary ' Beam Design OK 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 0.000In Max @ Right Support 0.00 k-ft @ Center 0.124 in Max.M allow 13.84 @ Right 0.000 in Reactions... 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... pead Load Total Load Left Cantilever... Dead Load Total Load 1 Deflection -0.082 in -0.214 in Deflection 0.000 in 0.000 in ...Location 4.700 ft 4.700 ft ...Length/Dell 0.0 0.0 ...Length/Deft 1,368.3 526.89 Right Cantilever... Camber(using 1.6'D.L.Dell)... 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 Calcs ` --maw •01111101111111PIIMINNIMIMIY II 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 User.KW-0800732,Ver 5.8.0,1-Dec-2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software kaminQ.ecw.Calculations Description Beams 17 Query Values II M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00k-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, 9 OCT 08 1411 Fourth Ave,Suite 1510 Description: Seattle,WA 98101 206-456-3071 Scope: Rev. 580004 User.KW-0600732 Ver5.80,1-Dec-2003 General Timber Beam `(c)1983-2003 ENERCALC Engineering Software framing ear:Ceikulatlons Description 2nd Floor frmg-Bm 18 General information Code Ref 1997/2001 NOS,2000/2003 IBC,2033 NFPA 5000.Base allowables are user defined i 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 Dur.Factor 1.150 Fv Allow 180.0psi Beam End Fixity Pin-Pin FcAllow 625.0 psi E 1,600.0 ksi [Full Length Uniform Loads II Center DL 144.00#!ft LL Alft Left Cantilever DL 230.00#!ft LL Alft Right Cantilever DL #!ft LL Ant [Point Loads Dead Load 662.0 lbs lbs lbs lbs lbs lbs lbs Live Load 1,080.0 lbs 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 I Summary 1 Beam Design OK Span=3.50ft,Beam Width=3.SOOin 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 @ Right 1.12 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.013 in Max.M allow 3.44 @ Right 0.000In Reactions... fb 682.84 psi fv 61.26 psi Left DL 0.58 k Max 1.12k Fb 1,345.50 psi Fv 207.00 psi Right DL 0.58 k Max 1.12 k Deflections Center Span... Dead Load Total Load Left Cantilever._ Dead Load Total load Deflection -0.008 in -0.016 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.Defl)... Deflection 0.000 in 0.000 in @ Center 0.013 in ...LengthlDefl 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-0600732,Ver5.8.0,1-0ec-200.3 General Timber Beam `(c)1983.2003 ENERCALC Engineering Software framing.ec'w.Caiculations Description 2nd Floor frmg-Bm 18 Stress Calcs 1 1 Bending Analysis Ck 31.887 Le 0.000 ft Sxx 30.661 in3 Area 25.375 In2 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 y 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: ' Ref.. 580004 user.Kw-0600732 Vet 5.8.0,1-0ea2003 General Timber Beam `(6)4983-2003 ENERCALC Engineering Software harning.ecw-Calculations Description 2nd Floor frmg -Bm 19 General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base atlowabies are user defines , -, l Section Name 4x8 Center Span 5.80 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 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 100.50#/ft LL 201.00 i9/ft Left Cantilever DL #/ft LL fl/It Right Cantilever DL #/ft LL fl/ft LSummary f Beam Design OK Span=5.808,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 Sheer: @ 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 @ Right 0.000 in Reactions... lb 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 II 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/Defl 0.0 0.0 ...Length/Defl 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/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 in Stress Caics Bending Analysis Ck 31.887 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 Ci 874.350 Max Moment Sxx Req'd Allowable b - @ 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 I 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: LRev: 580004 User Kw-0600732 Ver 5.8.0,1-Dec-2003 General Timber Beam c)1983-2O0ENEACALCEnhwenngSoam iraming.ega:Celculegons� Description 2nd Floor frmg -Bin 22 General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 • Section Name 4x10 Center Span 11.00 ft 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 1.150 Fv Allow 1800 psi Beam End Fixity Pin-Pin Fc Allow 6250 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 70.00#/ft LL 139.00 p/ft Left Cantilever DL #/ft LL A/ft Right Cantilever DL #/ft LL ft/ft LSummary 1 Beam Design OK Span= 11.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.612 : 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 LID 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 Pb 1,242.00 psi Fv 207.00 psi Right DL 0.36 k Max 1.15 k Deflections II 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/Defi 0.0 0.0 ...Length/Defl 2,114.3 708.14 Right Cantilever... Camber(using 1.6•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 tress 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 @ 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-0600732 Ver5.8.0,1-oeG2003 General Timber Beam _(c)1963-2003 ENEACALC Engineering Software traming.ecw;Calatations Description 2nd Floor frmg -Bm 23 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowabies are user defined Section Name 4x8 Center Span 3.85 ft Lu 0.00 ft 1 Beam Width 3.500 in Left Cantilever It Lu 0.00 It Beam Depth 7.250 in Right Cantilever 1.231t 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/ft LL 120.00 ft/ft Left Cantilever DL ft/ft LL Rift Right Cantilever DL 60.00 ft/ft LL 120.00 fl/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 ft 0.000 ft LSummary t Beam Design OK Span=3.85ft,Right Cant=1.23ft,Beam Width=3.500in 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 0.009 in Reactions... fb 607.36 psi fv 74.80 psi Left DL 0.01 k Max 0.24 k Fb 1,345.50 psi Fv 207.00 psi Right DL 0.58 k Max 2.12 k deflections 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/Defl 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/Defl 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: 660004 User:KW-0600732,Ver6.6,0,1-0eo-2003 General Timber Beam (c11g83-2003 ENERCALC Engineering Software _ freming.ecwCelculations 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 0.00k-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 0.00k-ft 0.00 k 0.0000 in 22 Title: Job 4 . Dsgnr: Date: 4:45PM, 24 MAY 12 Description: Scope: Rev: KW-06 page 11 User:3.203ENE CArCEn,Engineering General Timber Beam (c)1883.2003 ENERCALC Engineering Sohware Page Description Beam 24 General information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined■ Section Name 6.75x9 Center Span 12.88 ft Lu 0.00 ft 1 Beam Width 6.760 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 i Center DL 50.00#/ft LL 80.00 4/ft Left Cantilever DL #/tt LL #/ft Right Cantilever DL #/ft LL #/tt Point Loads i Dead Load 1,054.0 lbs 850.0 lbs lbs lbs lbs lbs lbs Live Load 1,648.6 lbs 1,330.0 lbs lbs lbs lbs lbs lbs ...distance 5.640 ft 11.300 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft LSummary 1 Beam Design OK Span=12.88ft,Beam Width=6.750in x Depth=9.1n,Ends are Pin-Pin Max Stress Ratio 0.697 : 1 Maximum Moment 12.7 k-ft Maximum Shear* 1.5 5.8 k Allowable 18.2 k-ft Allowable 14,6 k Max.Positive Moment 12.70 k-ft at 5.665 ft Shear: 0 Left 2.62 k Max.Negative Moment 0.00 k-ft at 0.000 ft 0 Right 3.93 k Max 0 Left Support 0.00 k-ft Camber: 0 Left 0.000in Max 0 Right Support 0.00 k-ft 0 Center 0.271 in Max.M allow 18.22 0 Right 0.0001n Reactions... fb 1,672.63 psi fv 94.82 psi Left DL 1.02 k Max 2.62k Fb 2,400.00 psi Fv 240.00 psi Right DL 1.53 k Max 3.93 k [Deflections 1 Center Span... Dead Load Total Load Left Cantilever... pead Load Total Load Deflection -0.181 in -0.466 in Deflection 0.000 in 0.000 in ...Location 6.437 ft 6.437 ft ...Length/Defl 0.0 0.0 ...Length/Defl 853.6 331.83 Right Cantilever... Camber(using 1.5'D.L.Dell)... Deflection 0.000 In 0.000 in o Center 0.27t In ...Length/Dell 0.0 0.0 o Leh 0.000 In 0 Right 0.000 In 23 Title: Job# Dsgnr: Date: 4:45PM, 24 MAY 12 Description: Scope: Rev: 680004 User:KW-0600732,Ver 5.8.0.1-Dec-2003 General Timber Beam Page 2 i M1983-2003 ENERCALC Engineering Software Iraming.ecw:Catculations Description Beam 24 [ress 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 Req'd Allowable fb Center 12.70 k-ft 63.51 in3 2,400.00 psi ® Left Support 0.00 k-ft 0.00 in3 2,400.00 psi 0 Right Support 0.00 k-ft 0.00 in3 2,400.00 psi Shear Analysis 0 Left Support 0 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 L • M,V,&D 0 Specified Locations Moment Shear Deflection 1 0 Center Span Location= 0,00 ft 0.00 k-ft 2.62 k 0.0000 in 0 Right Cant.Location= 0.00 ft 0.00k-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: 354PM, 25 MAY 12 Description : Scope: Rev. 580004 Page 1 User KW-0600732,Ver5.8ft.I-0eG2Oo3 General Timber Beam (c)19e3-2003 ENERCALC Engineering Software rraminsa ecwCalwlations - Description Beam 25 . General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined il Section Name 4x8 Center Span 5.65 ft Lu 0.00 Et 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 11 Center DL 222.00#/ft LL 370.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft _Point Loads I 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 LSummary ' Beam Design OK 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 0.000in lb 984.27 psi fv 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/Defl 0.0 0.0 ...Length/Defl 1,807.9 678.01 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# Osgnr: Date: 3:54PM, 25 MAY 12 Description: Scope: Rev: 580004 User. E732,Ver5.80,1-oec-2003 General Timber Beam Page 2 (01983-2003 ENERCALC Engineering Software frami ng.ecw:Cabula8ons - Description Beam 25 Stress Caics 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 11 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 $rse14r4gp-r 4.,' Date: 10/10108 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(Tb112.2-1 -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 <Bqut> 12.2-1-ASCE 7(pg 120) ICC = Importance Classification CATEGORY: = II <bar> Tbt.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 <irput LAT = Site Latitude: = 45.4167 <taut LONG = Site Longitude: = -122.7500 <Lqut S5 = MCE Spectral Accel @ 0.2 Sec: = 0.971 <brit> Si = MCE Spectral Accel @ 1.0 Sec: = 0.347 <input> Default Site Class B-Mapped Value SITE = Site Class:(Default is D) = D <Irrut> Section 11.4-ASCE Fa = Spectral Accel @ 0.2 Sec for Site = 1.12 <tnp ut> Lookup Table interpolated Tbl.11.4-1 pg 115 FA( = Spectral Accel @ 1.0 Sec for Site = 1.72 <brit> Lookup Table Interpolated Tbl 11.4-2 pg 115 SMS = MCE Spectral Resp(Short Period) = 1.088 =FaS8 Eqi i e SM1 = MCE Spectral Resp(Long Period) = 0.597 =FaS1 1 approx 97UBC Cu=0.29 SDI = Design Spectral Accel @ 1.0 Sec = 0.40 =2,3Srt1 Eqn 18-41 SUG = Seismic Use Group: I II or III = I SDC = Seismic Design Category(A B C D E F):= D <Input> Tbl.11.6-1&2-ASCE pg 116 Q . System OVER STRENGTH Factor: 3 <b ut> 12.2-1-ASCE 7(pg 120) Cd= Deflection Amplification Factor: 4 <lrout> 12.2-1-ASCE 7(pg 120) Height Limitations: 65 < > 12.2-1-ASCE 7(pg 120) Ct = (0.03=EBF, 0.028=SMF, 0.016=CMF&0.020 others) = 0.020 <[mut> Table 12.8-2-ASCE 7(pg 129) g = Exponent(0.8 for SMF,0.9 for CMF&0.75 others) = 0.75 h = Height of Building(ft.) = 24 < > u s (Eqn 12.8-7) V _ [(Cs)]*W 12.8-ASCE 7(pg 129) CS = SDS/(RIO= = 0.111 w 12.8-ASCE 7(pg 129) Csmax = SDI I T(R/I)= = 0.282 w 12.8-ASCE 7(pg 129) Csmin = 0.044*Spg'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) i ' r BASE SHEAR p= REDUNDANCY Factor: 1.00 <liput> (see calculations) w,,.,= 45-4-3" (4115 ) 96 (zs+7 )4435Y) 140 ` Z1 v ` - ))) (•))L' 7•� LA) MA> 11 426 _,S¢ 9SOC Z 9 1"4-0 t 2,6 0, - 4-6 816D* , $e-►sr+,c. Com r'4k Lo 5,T--. f /1,444 MA% 1-)"."T- bj 3A 2072-67R F-Z )14- . vUL 38- (t.00f 7Q Gwoc' � SUBJE(:I' PROJECT NO. FOSSATTI PAWLAK - 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 I Internal pressure +/-0.18 j Building length(L) 91.0 ft v Least width (B) 49.0 ft Kh case 1 0.701 1_ Speed-up Kh case 2 0.641 V ) r"- K[upwind) -4---,1x(downwind) Topographic Factor (Kzt) Topography Flat - H!2 H .. Hill Height (H) 0.0 ft H<60ft;exp B Lh 1-112 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(r) From top of crest:x= 0.0 ft z i Bldg up/down wind? upwind Speed-up H/Ln=0.00 K1= 0.000 V(z) x(u3wind) x(downwind) .4— � . H/2 T x/Lh=0.00 K2= 0.000 H zlLh=0.00 K3= 1.000 .-1.Lh.� ,H/2� At Mean Roof Ht: Kzt=(1+K,K2K3y`2= 1.000 2D RIDGE or3D 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. ZONB2:1atooaroi 0.5 B ar 2.3h 3 Torsional loads are �- a 4 kw ; 2 25%of zones I -4. E 6 See code for loading � • �` diagram 'ff 1 4 wwn nIFLPJ-ILOU !E'EEPlaraCF[.i3. E Ram ffi�t� Dh7.R**xL[O JP TO=OE WWI 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= +1-0.18 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/4-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 lE 0.73 0.91 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 lE 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 W 1 . o ERIX WINDWARD'<Utak Windward roof overhangs: 9.4 psf (upward)add to windward I I l LEEWARD RODF roof pressure VERTICAL- Parapet _ Windward parapet: 0.0 psf (GCpn=+1.5) -' / '`�----`, Leeward parapet: 0.0 psf (GCpn--1.0) i �, CE 2 Horizontal MWFRS Simple Diaphragm Pressures(psf) ` ,.....e,4,".1./.4,r,, TR?..t42vER`a'E ELEVATION Transverse direction(normal to L) Interior Zone: Wall 12.9 psf WJ NL:W " W�xn Roo* Roof 4.8 psf VEPI L End Zone: Wall 17.4 psf ._:7� l Roof 5.4 psf j - _ u ECM 2oiE 2 .! Longitudinal direction(parallel to L) g_2 Interior Zone: Wall 9.5 psf - ,,,,,,.V:///!f/.... ////I,,,.. End Zone: Wall 14.3 psf LONQTT3DE AL ELEVATION JOB TITLE Brownstone at the Crossing JOB NO. SHEET NO. CALCULATED BY FPP DATE CHECKED BY DATE V. Wind Loads-Components&Cladding: Buildings 1160' & 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+/-GC,i Surface Pressure(psi) 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 5 -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 Ar= 10.0 sf Adjustment Factor(Adj)= 1.90 Adjustment Factor(Adj)= 1.900 F=qz G Cf Af Adj= 12.7 Af F=qz G Cr Ar 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 2a I I 0 Ur -7 0 I 0 Im j I o L _ l s � r_ ---r Go -i i I C I WALL y� 4— fy 0<7 degrees and Monoslope roofs Monoslope s 3 degrees 3°<0 s 10° 2a a a a s a a s a ill II Ill a 1 G a anig- 17-5-6' aL'k-■_t,--' __0_ Fe.7 43E Q I I I I Imo / I I I I I I`\ '`/ /1 ---I I I I I I ` / I 0 1 0 IW Q a 0 10 •i� WO 1 a I I I I I I ) ` I 7---—-1 I I I 1 I , ` I I I I I 1 I I I I �/� � �Q V Monoslope roofs 10°<0 s 30° 0> 7 degrees 0>7 degrees 1-1)4.5 1-ruto..u4 t.);N.A c,4z. 12.02 f 9415 C S,b sF) to.904._6Cg s f"o • + ZLa.Q) -X (h - 515) 44)r" 2-42 9,5p et-S)t .5) i 2-4_9 )L .c'yJ + ac g/-`1)Lp. - .31 . = !Z,+6. 7 z - 9)68SY_12.9) L7..8Y8/)&7.4-►Z A� o,�z8'�'' Z3,CI c...,,µa SUBJECT PROJECT NO. FOSSATTI PAWLAK im STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. . , I . . . i a . Et ...0 .0. SI!. 0! 7 1 0 G,,-,-,) ,--,- , I [ 4.8 DR • 3P ra 'i ii 1.1 Of r• i 1 1 i II i IF-7, ,. III 11 i hal ;II ,,' I' i 1 . 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AT WALLS 4 ri i 1 ; e0 I il 0 I 1 II • ! 11 I ev ... 7? ? 1CD- 11 (-") SINOi 0 14014 340 MS, 0 74714 Iii.c.. ■ .e _ OP 00 a 1,1,,,,,,a, LAW) UlJz L fr v,* 9 1 f Z 3s' f? ,C 3 I 1 3 ' S75g 166 6 Z Z 59 623?" /)5 f 5)?' 1659 zeal) 3 Z 3,5' 3i►b g`r 6 3 1 55 CM 166 -6 0 A z gs' 2375 ` 53 6 A * ))9 6 "' l'TScr -6 1 % ' sea) 9Z C- Z 3► ?-375` -7-1 6 C✓ ) 41409 773 SUBJECT PROJECT NO. FOSSATTI PAWLAK STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. 0— - It3 4! L11 car r.A.t s tr .- tea,- /10,f)j�)�9/'' z.$1-8?-* ,lc <Z J Yta�1 ,z_r- Y D 6� 3241 , iVc) L . 5 8�" LS-T.936 )cx 6` a e 6o3 f FLort. 7'L 1t 1✓1or' 41-9841' dJ (jBC1Y)76) 5195' ,vo Ia'Ike- 1s' ow ? 1' - ss4 = LSO+ 44631 c 28241_u ,44,f.t Pbfi/4004-86)41A-7- 06.0 x.b I0s6'�� L.-6a- s4,4- e ark-ate. ►„'l r SUBJECT PROJECT NO FOSSATTI PAWLAK im STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. L1 1,,m- 13 !3UIS r1) 8 : I //9%6 " 21J5))) )2:>" )p, x. 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