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RECEIVED MAY 3 0 2012 cl'1'Y c vi to ra BUILDING STRUCTURAL CALCULATIONS for Brownstone at the Crossing Building 5 at 9304-9342 SW Longstaff Street Tigard, Oregon February 29, 2012 PRA ca. t I NEF9 4/ 75057 j // '•j_` • OREueM ryo A0 99oleEa�°'�J scot Ogr/i 2- RENEWS ON: •7302015 Seattle Structural 1420 Fifth Avenue,Suite 425, Seattle,WA 98101-4019 206 343-3000 phone 206 343 3013 fax I I 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 Roiled 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 I - • Subject: RFA #: 080394-01 Project: Longstaff Condos Date: 2/28/2012 Client: Sheet No: K , p SEE DETAIL 1 BELOW FOR . THESE TRUSS DIAGRAMS © DYER BEDROOM. I AB(E t— , Ark i � a,,■ TRUSS 0 RASE RATE 24W nos wAU• r © 1 —'..____......: _— --- —� SEE DETAL I BELO*RR SIV6 1I I I /� IMESE TRUSS DIAGRAMS STRAP NTNDOW 4rT0 ' Q _ OVER UMNG ROOM. 1 t 1 s. ,o ' ' 'i0-- _4x1014OR . - ......- ;.__ .. .._ T ST TRUSS Ri5IDE 01 i.x.:❖;•;•;::.- • ..,.4�• PURR OEtl.Nf TO IAA Tat • ,' :•••: r , - . , . ! DUCTWORK in' &X MOOR FRAMING . , W 112[SIHDI4 r\"I‘ -1' /' ArkaL .-0 1-: :: --_ 1 CO 0 STHolii‘ ( 1.-4- . - i d STRAP WIDOW ......ia 2: • 0 ( 2.1...H.°S) 1 ., - d •• P R) I. HOu 1 • • ' - 60' - o 1 ! wig - - ; Ab, • i • iliDi! g . .! le 0 . , -•s 1 Iwo, ! * , 0 1 1 ,i I , ■ . 1 /Eh .. al . .e 12 i j..ii_. 514 ' al fg3F? ki op . 1 Lk - •-• - - i.1 ta . ... • ii in , ... ;":".7-7---7-77. NOW . • 1 _f; 2iti li. rol I •AMPINI a x • Lil lul ,...---- owes ,..1 r• 0 ;. 0.er 3 ■r ,..i 1 Je ,: ..,:, c i 11001•.1.• roil ..01 -1: .9 0.9 )....1) "4 • . .1 I i '; - . - -7.7.1::—.1' • -3 • . I . ,. _:I .4_1 _. ,,-, 1 ... . . • , I'' LI i i , 1 — :•:.14,T. -17----- • H H , .i., .,,,,,.,.,..tf I; • , .1.... f'l ..64'1' t,`...:: ry. .,; t :••• —Lf ':.• . ,, • ' 1 t : 1:___ _J L __. 7:.]' " I. :._.__.: .., . 1, . .. • • •• I, , 1 - I i 7 - 't...! .. ;:••'-s,. ;11 4ITSlyii"GERS ,- ,. 1:::0--".... I ., 1% . --• ' I f'-'4:-. •• •: r-- .., ! - 1 i.i... ...*.. .) : STAR FBANNC• Ili'" 11. 1 i• 6.._, ....,_,.. ., ,. , . - -,..,4.., , - WALLS 0 •.----• .....____,- .., r. - ■IimmA■ ■I!' r.-.77.. i 1 7.--7.-='. .-------— —1 — — -:--r—i— --- IV 24(431111 :•• ',. 0. JEIL.2j) 11 -K . - -.411 ' ...... . - - F I 1 1 D : - i :!• o .1 i 11 I 81111.111 •'' .-, ' MIIIIIIIMIr I ISMIIIMININIMMIIMENME ' I i ! :..".• .,:.;..::'-').. •:-....: !! as24.11-1c4 a t ...;---- E.I STAR FRAAFINce %MP IIIIIIMIMMIIK L 2.1). . ,I4N12 STRINGERS'.;-• 49 AT WALLS 44 11111■=1111111 -----grwcr 2 I . • iii.iii.ii ._1),.., I 1 . i i '. • -,-1 war-- ---- iffErrili==liMi 1 1 Oa ;- : i ! . , . i'------- !I 11 8=1.1111. illialaMMTINFR. MEIMI.1111 tS 11111111MISMla r--I j ...; AIIIIIMIIMMIIIMIIIKMMMIIIIIIIIK 0 1 1 GA IIMIINIMIME1111=11111■M■1111 . .3 0 11.1011.1=11.111 .§ leiF2Ljkit 1__1_ , IIMMIIIII 14 .• • • 1 I HOUR ! 2x8 ; .r•R II NM=III■IVAN MI 1111111111111111111111 a &- &,-k :L..._ _ -____ . . 4x12 HDRO . ' . 402 HORD IIIMPININ IICMY BUILDING IS SVAMETRICAL _ EXCEPT FCR'Awn, • .:ste ,,:. . i ____ ____ 'II:. ligli B.Lobel.' moat's OvaiD2 . SKAu.DETERmsa**CR I /2. SIOE OF EACH ELM i4DR. ;:, T 6-vl 0 frie t A, t7 SHALL HALE CLOSETS. 1.... --- --- --- --' 8..POST tr, IP a 0 rj4.1°. (TYP. OF 16) kV Fe PTO 6-PLEX BUILDING 1st FLOOR SHEAR AND 2nd FLOOR FRAMING 1/4--1.-0- 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 Wlive upper floor 40 psf An-Lr24o ATL-U240 Wall Weight I 10 psf ALL=Lre60 Au_=u480 Upper Trib Plate Moment Beam Length I Roof Trib. Floor Trib. Height woL WLL CI) M Shear V IE Req.TL IE Req.LL Size&Species Mcap Mcap>M? Vcap Vcap>V? ATL UATL ,LL UALL # (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 103669 020 4x10 HF2 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 0'94)(8 HF2 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/0! 4(see Enercalc) 8 0 0 0 0 0 1 0.00 0 0 0 'V 35.87 ok 3045 ok 0.000 #DIV/O! 0.000 #DIV/01 5 2.9 8.5 0 0 127.5 212.5 1 4.29 493 3032 3498 019 4x8 HF2 w 33.88 ok 2537.5 ok 0.003 11438 0.002 14869 i. 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 ow(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 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 ;w' 50.91 ok 3237.5 ok 0.136 953 0.105 1240 r 6 6,15 6.7 0 0 100.5 167.5 1 15.20 824.1 22793 26299 019 4x8 HF2 v 33.88 ok 2537.5 ok 0.049 1521 0.037 L. 1978 7 6.1 2 4.5 8.5 227.5 230 1 25.54 1395.375 35111 35239 019 4x8 HF2 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 ooe(2)2X8 HF2 v 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 11148 12740 0013(2)2X8 HF2 L■ 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 i V 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 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 0.52 6x10 DF1 V 111.69 ok 5921.67 ok 0.128 1061 0.076 1788 Point Ld 12(see EnercalcL 11.5 0 0 0 0 0 1 0.00 0 0 0 v 8.36 ok 825 ok 0.000 #DIV/0l 0.000 - #DIV/O! 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 r 0.004 9846 _ 14 5.1 0 6.7 0 167.5 268 1 16.99 , 1110.525 20997 319E+5 019 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-� V 229.01 ok 9642.5 _ ok 0.000 #DIV/0! 0.000 #DIV/01 17(see Enercalc) 922 0 10.1 0 252.5 404 1 83.71 3026.465 187019 284981 V 229.01 ok 9642.5 ok 0.115 I 963 0.088 1264 18(see Enercalc) 3.1 0 0 0 0 0 1 0.00 0 0 0 _ V 33.88 ok 2537.5 ok 0.000 I #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 l #DIV/0! 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 _ W 33.88 ok 2537.5 ok 0.011 4531 0.008 _ 5947 22(see EnercalcL 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 j' 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 V 8.36 ok 825 ok 0.000 #DIV/Ol 0.000 #DIV/01 25(see Enercalc) 5.65 0 0 0 0 0 1 0.00 0 0 0 _ ' 8.36 ok 825 ok 0.000 - #DIV/01 0.000 #DIV/01 Joists Typ.2v10 joists 12.2 0 1.33 0 33.25 53.2 1 19.30 527.345 57056.214 86942.8 036(2)2X10 DF2 .V 21.18 ok 1665 ok 0.220 666 0.168 874 '1--' 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 l V 42.35 ok 3330 ok 0.213 810 0.163 1063 Species E(psi) ivj yvj ' swill DF2 1600000 V = - M = A= 4 __*1m+1040 HF2 1300000 2 8 384E1 �L 38'E1 oPSL 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-0800732,ver5.8.0,1-Dea2003 General Timber Beam Page 1 (01983-2003 ENERCALC Engineering Software framing.ecw:Calwlallens • 'I Description Roof Beam 3 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables 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 Our.Factor 1.150 Iv 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 #19 LL #/ft Right Cantilever DL #/ft LL #/ft LSummary 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 0.00k-ft at 0.000 ft Shear: @ Left 1.78k Max.Negative Moment -2.89 k-ft at 0.000 ft @ Right 0.00 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.015 in Max.M allow 6.74 @ Right 0.000 in Reactions... fb 419.42 psi fv 38.82 psi Left DL 0.70 k Max 0.00k Fb 977.50 psi Fv 172.50 psi Right DL 0.00 k Max 0.00 k LDeflections I 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.Deft)... Deflection 0.000 in 0.000 in @ Center 0.015 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in i 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# Dsgnr: Date: 10.50AM, 31 MAY 12 • Description: Scope: Rev: 580004 User KW-0600732,Ver5.8.0,1-Dec-2003 General Timber Beam Page 2 I (c)1083-2003 ENERCAIC Engineering Software framing sew:Calculations 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 0.00k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00k-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 (41083-2003 ENENCALC Engineering Software framing.ecw..Calculations . -7 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 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 I Center DL 200.00 0/ft LL 333.00 0/ft Left Cantilever DL 200.00#/ft LL 333.00 0/ft Right Cantilever DL #/ft LL it/ft Summary , 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 0.003 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 I; 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 ...LengthlDefl 26,455.9 6,217.5 ...Length/Oefl 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/Deft 0.0 0.0 @ Left 0.002 in @ Right 0.000 in ■ Stress Calcs 1 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 0 Center 1.01 k-ft 12.35 in3 977.50 psi @ Left Support 0.46 k-ft 5.68 in3 977.50 psi 0 Right Support 0.00 k-ft 0.00 in3 977.50 psi Shear Analysis @ Left Support 0 Right Support Design Shear 1.17 k 0.93 k Area Required 6.800 in2 5.400 in2 Tv: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 . key. Title; R y�ssn �S nr Description Engineering __ Description Software • on Roof Beam 4 General Scope:, pad' 10 5gq�yr b+r QverY Vatu�g al ninbet NOM 1s V,&p NOM Center neclfiQd ton Locations_ in @(e�9h�ntnr 1 `o n tl °� .e<,,page 2 L0catlon 0.00 R Moment �° eaon: 0.00 ft 0.00 Q -0.46k-ft Shear 0.00k-ft 1.21 Q0p k ��ctlon 71k In in a • 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: R°". Se°°°'` General Timber Beam User. 3100 ENE CALL n 1 Bering So framing.ecw.Calculations (c)1993.2003 ENE RCALC Engineering Software � Description 2nd Floor frmg-Bm 9 [General Information Code Ref:1997/2001 NDS,2000/2003 IBC,1003 NFPA 5000. Base allowables are user defined II Section Name 4x8 Center Span 4.10ft 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 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0ksi Full Length Uniform Loads 1 Center DL 250.00#/ft LL 141.10 Ail Left Cantilever DL f//ft LL fl/1t Right Cantilever DL #/ft LL Alft Point Loads 1 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 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 000ln Reactions... fb 738.16 psi fv 73.29 psi left DL 0.71 k Max 1.47k Fb 1,345.50 psi Fv 207.00 psi Right DL 0.68 k Max 1.25 k [flections i 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 ft ...Length!Defl 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: sa000n General Timber Beam User. 3-2 03 ENE,Ver 5 eA,1.eering L0s0: framing.etw:C MoWations (c►19832003 ENERCALC Engineering tw are Description 2nd Floor frmg- Bm 9 Stress Calcs 11 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 Allowable fb Max Moment S)oc Req'd @ 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 M,V,a 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. General Timber Beam - User KW-06 KW-06 00732.Ver 5.e.0,1-0eC-2003 framing.acw.CalaAalrons (x:)1983-2003 ENERCALC Engineering Software Description 2nd Floor frmg-Bm 12 General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowabtes are user defined i Section Name 4x10 Center Span 11.50f1 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 900.0psi Load Our.Factor 1.250 Fv Allow 180.0 psi Beam End Fixity Pin-Pin FcAllow 625.0psi E 1,600.0 ksi ` [Full Length Uniform Loads j Center DL 50.00#/ft LL 80.00 Nit Left Cantilever DL if/ft LL filft Right Cantilever DL #/ft LL #/ft oint Loads Dead Load 388.0 lbs lbs lbs lbs lbs lbs lbs Live Load 633.0 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 0.000 ft 4 Summary i Beam Design OK Span= 11.50ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0779 : 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 0.151 in @ Right 0.000 in Max.M allow 5.62 Reactions... fb 1,051.17 psi fv 62.70 psi Left DL 0.53 k Max 1.45 k Fb 1,350.00 psi Fv 225.00 psi Right DL 0.41 k Max 1.07 k Deflections 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/Oefl 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/Detl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 11 Title: Job# Dsgnr: Date: 2133PM, 9 OCT 08 Description: I 1 Scope: Rev: 560004 UserKW-0600732,Ver5.6.0,1-Deo2403 General Timber Beam _(c)1993-2003 ENERCALC Engineering Software framing.ecw.Catcolations Description 2nd Floor frmg-Bm 12 Stress Caics 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 Reo d Allowable lb @ 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 II M,V,&0 @ 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 0.00k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00k-ft 0.00 k 0.0000 in 12 Title: Job# Dsgnr: Date: 11:53AM, 31 MAY 12 Description: Scope: Rev: 5110004 User:Kw-0600732,Ver 5.8.0,1-Deo2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software framing ecv,-Calculations Description Beams 15/16 . 'General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables 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 Len;th Uniform Loads Center DL 200.00#/ft LL 320.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary 1 - 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: @ Left 2.96k Max. Negative Moment 0.00k-ft at 0.000 ft @ Right 2.86k 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 fb 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/Defl 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/Detl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics 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 Page 2 User:KW-0600732,Ver5.8.0,1-0ee-2003 General Timber Beam g (41983-2003 ENERCALC Engineering Software framing ecwCalaAations 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,Ver 5.8.0,1-Dec-2003 General Timber Beam Page 1 (01983.2003 ENERCALC Engineering Software framing.ecwCefculations Description Beams 17 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II Section Name 6.125x9.0 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 il Center DL 263.00#/ft LL 420.00 f//ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft [ Summary ' 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 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.124 in Max.M allow 13.84 Reactions... @ Right 0.000in fb 1,308.40 psi Iv 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/Del 0.0 0.0 ...Length/Defl 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/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics 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 tc)tgk►vgg�73? rifle: Description R a E,a,,ke n9200a ere �e� prbn Q4e Beams 'ins gene , scope: Date. 11:55,4443°14�AY ry ba�ues Tjmber Beam - 1z M, y,sb ash - Stfie nter g d(,oc Lef9ht Ca�felo��at/on=aF .e�w pie ft Dant.Low ona►s 0 foment °"°"s 0.00 ft 0.00 kit Sheer R ak 7 0.0000 to rn 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: 1Rev: 580004 User 1(W•0600732 Vey 5.80,1-Dec-2003 General Timber Beam (c)i98320O3ENCAtCengwenngSoftWarc framing ecw:calcuations •■ MI✓ 111.1111110MMMIIM Description 2nd Floor frmg-Bm 18 General Information Code Ref:1997/2001 NOS,2000/2003 IBC,2003 NFPA 5000.Base atlowables are user defined 1 Section Name 4x8 Center Span 3.5011 ... .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 Our. Factor 1.150 Fv Allow 180.Opsi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 144,00#!ft LL 4/ft Left Cantilever DL 230.00#/ft LL R1it Right Cantilever DL #/ft LL 11/ft [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 1.75011 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft LSummary I Beam Design OK Span=3.508,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 Sttear: @ 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 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.013 in Max.M allow 3.44 Reactions... @ Right 0.000 In fb 662.84 psi fv 61.26 psi Left DL 0.58 k Max 1.12 k ,, Fb 1,345.50 psi Fv 207.00 psi Right DL 0.58 k Max 1.12 k {Deflections i 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 ...LengthlDefl 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 ,..LengthlDefl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 17 Title: Job It Dsgnr: Date: 2:33PM, 9 OCT 08 Description: Scope: Rev: 580004 User:Kw-0600732 Ver5.8.0,1-0ec-2o03 General Timber Beam _M1983.2003 ENERCALC Engineering Software Veming.ecw:Calwlations Description 2nd Floor frmg-Bm 18 — - [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 1123.000 Max Moment Sxx Read 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 0.00 k-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: Rev: 580004 user.KW-0600732,Vet 5.8.0,1-0ac-2003 General Timber Beam (01903-2003 ENERCALC Engineering Software frarning.ecw..Calculations Description 2nd Floor frmg-Bm 19 General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined l 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 Der.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 #/ft Left Cantilever DL #!ft LL ti/ft Right Cantilever DL #/ft LL #/ft LSummary I 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.o 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 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 i 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/Oefl 0.0 0.0 ...Length/Deft 4,837.1 1,612.35 Right Cantilever... Camber(using 1.6.DI.Defl)... Deflection 0.000 in 0.000 in @ Center 0.022 in ...Length/Defl 0.0 0.0 @ Left 0.000 in ©Right 0.000 In _ Stress Calcs A 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 lb @ 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 1 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 ser KW-0603732,Ver5.8.0.1-Dec-2003 General Timber Beam 19834003 ENERCALC Engineering Software framing.ecw.Calculatlons - '111•1111•1111k Description 2nd Floor frmg -Bm 22 General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x10 Center Span 11.00ft 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 9000 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 n/ft Left Cantilever DL #/ft LL 14/ft Right Cantilever DL #/ft LL gift Summary I Beam Design OK Span=11.00ft,Beam Width=3.500in x Depth=9.25in,Ends are Pln-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 (Fig 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 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/Defl 2,114.3 708.14 Right Cantilever... Camber(using 1.6"D.L.Dell)... Deflection 0.000 in 0.000 in @ Center 0.094 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 In tress Calcs Bending Analysis Ck 31.887 Le 0.000 ft SKr 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 1149.500 Max Moment Sxx Req'd Allowable lb @ 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. 590004 User:KW-0600732 Ver5.8.0,1-0eo-2003 General Timber Beam _(c)1993-2003 ENERCALC Engineering Software franng.ecw:Calwtations 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 It Lu 0.00 It 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 11 Center DL 60.00#/ft LL 120.00 n/ft Left Cantilever DL #Ift LL f//ft Right Cantilever DL 60.00#Ift LL 120.00 fi/ft [Point Loads 11 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 1 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 Reactions... @ Right 0.009 in 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 r Center Span... Dead Load Total Load Left Cantilever... peed Load Total Load Deflection 0.002 in -0.002 in Deflection 0.000 in 0.000 in ...Location 2.452 ft 1.499 It ...Length/Defl 0.0 0.0 ...Length/Defl 21,877.8 29,943.74 Right Cantilever... Camber(using 1.5•D.L.Deft)... Deflection -0.006 in -0.029 in @ Center 0.003 in ...Length//Den 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: 560004 _ `(019832003ENERCALCEngn eingSo General Timber Beam Engineering Software frem ng.ecwCalculatioras Description 2nd Floor frmg-Bm 23 Stress Calcs 1 Bending Analysis Ck 31.867 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 CI 242.701 Max Moment Sxx Read 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 0.00k-ft 0.00 k 0.0000 in 22 Title: Job H Dsgnr: Date: 4:45PM, 24 NAY 12 Description: Scope: Rev: 680004 User.KW-0600732.Ver 5.8.0,1-Dec-2003 General Timber Beam Page - (01983-2003 ENERCALC Engineering Software framing.ecw:CalWetlons Description Beam 24 [General Information Code Ref:1997/2001 NDS,200W2003 IBC,2003 NFPA 5000.Base alfowables are user defined Section Name 6.75x9 Center Span 12.88 ft Lu 0.00 ft Beam Width 6.750 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.000 In Right Cantilever ft Lu 0.00 ft Member Type GiuLam 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 ksl [flaw th Uniform Loads ` Center DL 50.00 4/ft LL 80.00 H/ft Left Cantilever DL H/ft LL H/ft Right Cantilever DL 1/ft LL H/ft Point Loads II 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.In,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 0.000 in Max 0 Right Support 0.00 k-ft 0 Center 0.271 in Max.M allow 18.22 0 Right 0.000in Reactions... fb 1,672.63 psi fv 94.82 psi Left DL 1.02 k Max 2.62 k Fb 2,400.00 psi Fv 240.00 psi Right DL 1.53 k Max 3.93 k [Deflections Center Span... Dead Load Total Load Left Cantilever... Dead 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.Dail)... Deflection 0.000 In 0.000 In 0 Center 0.271 In ...Length/Defl 0.0 0.0 ®Left 0.000 In 0 Right 0.000 In Title: Job # Dsgnr: Date: 4:45PM, 24 MAY 12 Description: Scope: Rev: 680004 User:KW-0600732.Ver 5.8.0,1-oec2003 General Timber Beam Page 2 I (01083-2003 ENERCALC Engineering Software framing.ecw:Cafculations - Description Beam 24 [Stress Cafes 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 O 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 • Right Support 0.00 k-ft 0.00 In3 2,400.00 psi Shear Analysis @ 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 @ Supports Max.Left Reaction 2.62 k Bearing Length Req'd 0.596 in Max.Right Reaction 3.93 k Bearing Length Req'd 0.897 In _Query Values M,V,&D @ Specified Locations Moment Shear Deflection Center Span Location= 0.00 ft 0.00 k-ft 2.62 k 0.0000 in CO Right Cant.Location= 0.00 It 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 24 Title: Job# Dsgnr: Date: 3:54PM, 25 MAY 12 Description: Scope: Rev. 590004 User.KW-0600732,Ver580,1-Dec-2003 General Timber Beam Page 1 (c)1993-2003 ENERCALC Engineering Software 6amng.ecwCalculations Description Beam 25 [General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 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 Pln-Pin Fc Allow 405.0 psi E 1,300.0 ksi [full Length Uniform Loads 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 f 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 @ Right 0.000 in Reactions... fb 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 Il 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.Defi)... Deflection 0.000 in 0.000 in ©Center 0.056 in ...Length/Oefl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Title: Job # Osgnr: Date: 3:54PM, 25 MAY 12 Description: Scope: Rev: 580004 uaer xw-0600732,Ver5.80,1-Dec-2003 General Timber Beam Page 2 (c)1983.2003 ENERCALC Engineering Software framing.ecw:Cakaclations Description Beam 25 tress Calcs 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 ig Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00k-ft 1.73 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 9A 'PROJECT NO: 080394-01 Sheet No: PROJECT : Longstaff enables $raoL,,149m,telr 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(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 Coefl'(DUCTILITY): 6.50 <Input> 12.2-1-ASCE 7(pg 120) ICC = Importance Classification CATEGORY: = II <Input> TM.11.5-1-ASCE(pg 116) IE = Seismic IMPORTANCE Factor: 1.00 Tbl.11.5.1-ASCE(pg 116) TYPICAL Building Seismic Base Shear for Building: ZIP = Site Zip Code: = 97223 <lnput LAT = Site Latitude: = 45.4167 <li put LONG = Site Longitude: _ -122.7500 <Input> SS = MCE Spectral Accel @ 0.2 Sec: = 0.971 <input> S1 = MCE Spectral Accel @ 1.0 Sec: = 0.347 <urut> Default Site Class B-Mapped Value SITE = 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 Fv = Spectral Accel @ 1.0 Sec for Site = 1.72 < > Lookup Table Interpolated Tbl.11.4-2 pg 115 SMS = MCE Spectral Resp(Short Period) = 1.088 =FaSs sq„18.38 SM1 = MCE Spectral Resp(Long Period) = 0.597 =FaS1 Eqn 16-39 approx 97UBC Cv=0.29 SD1 Q Design Spectral Accel @ 1.0 Sec - 0.40 =2/38u1 Eqn 18-41 SUG = Seismic Use Group: I U or III = I SDC = Seismic Design Category(A B C D E F):= D <kmut> MI.11.6-1 8,2-ASCE pg 116 = System OVER STRENGTH Factor: 3 «put> 12.2-1-ASCE7(pg 120) Cd= Deflection Amplification Factor: 4 <Irvut> 12.2-1-ASCE 7(pg 120) Height Limitations: 65 <trput> 12.2-1-ASCE 7(pg 120) Ct = (0.03=EBF, 0.028-SMF, 0.016=CMF&0.020 others) = 0.020 <IMut> 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 <ku1> (Eqn 12.8-7) V )]*[(CS W j 2 12.8-ASCE 7(pg 129) CS = SDs I(RII)= = 0.111 w 12.8-ASCE 7(pg 129) Csmax = SD1 I T(RIl)= = 0.282 W 12.8-ASCE 7(pg 129) Csmin = 0.044*Sog*1= = 0.032 w 12.8-ASCE 7(pg 129) Csmin = 0.50*S1 I(R19= (SOS E and F only) = 0.027 w 12.8-ASCE 7(pg 129) BASE SHEAR p= REDUNDANCY Factor: 1.00 <>,ixt> (see calculations) <s4-3)('+TI5 rte°) - 96 wZ` (zs+71 )4435Y) LL Y Z741- - ))) C.?iw /7.e- (A) fry) W� Z 9 P4-0, i z6 o B�OD" �� ,►c. cfs,r.,.ok LA5;3—, -I- 5,0(2)4?z_67,9 134- rn2 3 ( F 7 Gcv SUBJECT PROJECT NO. _ FOSSATTI PAWLAK EM 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 (KO 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 +1-0.18 Building length(L) 91.0 ft {Zj Least width (B) 49.0 ft Kh case 1 0.701 1.-_--y-Speed-up Kh case 2 0.641 ) r"' x(upwind) i---�x(downwindil Topographic Factor (Kzt) :, '< H/2 Topography Flat -r Lh H Hill Height (H) 0.0 ft H<60ft;exp B c... _'` H/2 Half Hill Length(Lh) 0.0 ft .. Kzt=1.0 -..VO..r.,,--..'.`"'--'`;`,,, Actual H/Lh = 0.00 ESCARPMENT Use H/Lh = 0.00 r-_ Modified Lh = 0.0 ft V(Z) From top of crest:x= 0.0 ft Z 1 Speed-up - Bldg up/down wind? upwind V(z) x(uowind) `, x(downwind) H/Lh=0.00 K1= 0.000 _ x/Lh=0.00 K== 0.000 h`v Hf2 ' H z/Lh=0.00 K,= 1.000 Lh W2' At Mean Roof Ht: Kzt=(1+K,K2K3)^2= 1.000 2D RIDGE cr3D 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 ZONE 2:to'carol 3 Torsional loads are .sa°ra.sh '� 2 fin, ,a 25%of zones 1 -4. E 2 �' f 2 6 See code for loading ?:.vr5� --- 4E `.. diagram i�f E �..��� !" E wrxU arc Mai y. E cWmmEscnor prsrmrrraocns. petr�s.r0 31 m 1-1155E =OE Transverse Direction Longitudinal Direction Kz=Kh= 0.70 (case I) 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/+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 l E 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 1 E 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 c 5P1v i r *1r41-wnwaKUUr Windward roof overhangs: 9.4 psf (upward)add to windward � i 1 LEEINAMDROOF roof pressure VERTICAL Parapet ...- -`` Windward parapet: 0.0 psf (GCpn=+1.5) �--J -,___ Leeward parapet: 0.0 psf (GCpn=-1.0) -11.i --' F..._ Horizontal MWFRS Simple Diaphragm Pressures(psf) �ELEV ELEVATION TRANS 1ER"aE ELEVATION Transverse direction(normal to L) wrr•w Interior Zone: Wall 12.9 psf 1 l 1 J .ILMI -E-waaDROOP Roof 4.8 psf V EFMOR L End Zone: Wall 17.4 psf =- - Roof 5.4 psf _h . uz of nxrE a .I o Longitudinal direction(parallel to L) Interior Zone: Wall 9.5 psf :l././�.,,, ,„»,,,,,:,.,/,...,A,, End Zone: Wall 14.3 psf LONOTTIZDINAL ELEVATION JOB TITLE Brownstone at the Crossing JOB NO. SHEET NO. CALCULATED BY FPP DATE CHECKED BY DATE V. Wind Loads-Components&Claddinci: Buildings hs60' & Alternate design 60'<h<80' 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(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 -152 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 alone diagonal) Square(wind normal to face) Cf= 1.01 Cr= 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=q=G Cr Af 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 a 2a 2a , CO) CD 4 co I la) 0 I-----1- i T I / �\ __ / I$ I II 6 j I -- d O O . 1 I '`,� f 0-i 0 _ 0 lb J_ I Q i Q) WALL a' r 0 s 7 degrees and Monoslope roofs Monoslope 5 3 degrees 3°<0 s 10° 2a a a a s a a s a c a aL +Gam?a) CD g. DE ----� f a CZCZ 0 , /I I I I I f' � i I I I I I I N / I I I4) 010000 10 01 014 (2) I I I I I I ,i ` I ---I I I I I I �r ` I I I I I I � �/ �\I el— 0 I I ——� �t� ��S h�U 0( I— —' Monoslope roofs 10°<0 s 30° 0> 7 degrees 9>7 degrees ' { 1 Lornj-rusto•Ja, LJ/N.4 12,024`- )r tcc (Ss,b f54) t 09L93-r isC9 s f`3 t zL9.2X4X14.s- S'-s) ✓ -4)r Z� .5',>((41-9)(15) i aL9R)S5)6ct'3-41.'") ciZS/ r CoNr-d%t� esior gist-� ..)141- 3zs{rz.,)-1- t a(3.gx-967.1r-1?.7) , r 124vjr z - 9 S) 2.9) zL7 (? ')o).4-1Z 2) Z3,171 + 440 # SUBJECT PROJECT NO. FOSSATTI PAWLAK MN STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. I • I • • \( •• ■••■■=e 0 0 r • II ET* ) .... ._ 31,4, r 4,8 LR 1 1 I (ID 0 I •: i I ri• i, • --- 5. 3 ) II ii ii i: 11 II' IT i 1 ,• 0 i 14D I , A, PLI B2 .........._. ( ...:,\....I ri , .,., ., •s;::::3 --— • L■ I „:11I I ' I ' , r•-, , I,' I V__ S',.•: j I• 11 !!l• ' -1 I' 1 • •111/ i.::-....„ , 'it----f h ■ 1 :11 ': I 111 ' : ,. . I; d-, t .77•7.----.4 ------- 1---- . i t ■ IIIII 1 4.........n. • I '1 I IC ,.„....,r • tir--r":31----1 i,1 17 i 1 i 1 I , 0 V P-,ii ••r-7- i . . . , , b, , .: :, ! •,,4 . ..,..„,..4, 11; '••:"."----r-•,-7'1 ':-1.1' 1 l' - --- II 17:::51 .r."1',.: l' i ; 1 14 i:•,.11 .:; i :". - 11 ._._. : I_ _t_..• TZ II .;.,„; 0 i Ilk I.• . • : d 1 IP i ,. : •. 19, j .1 . 11 '1_ " -1''' , ,= CV ,.- • •••• , n , .0' t 1p , • I:. ■ . i 'N '•-•,••••,- --,,,-,• -•:-..-.' 1 ."'t-;:f.•:-.' : R...._•_-....- ,-.4. "--,-,..- i ! ii, 1 . ... .. .. ... . . .., , 9. ,,• •: _____ . ..._.- ,__:,......... -, o I, "1= i t.. 77: .....=:-..•2..--4-1 __.— 5 A r .. . . . . : 0 0 ..); --;-; 1 .: 1 , I 1,-) •1 • 4 I : 1 . 0 0 • 0 7 -1- (.5.10, Ifft L c) 0 lib C-r07-4 I..Q.-rtit. Lippiza- ' . I 1 1 Z _)--' Ifs g' 4 3 1 1 35 ' Crig 166 -4 Z 2 59' 6232"` /)S G 1 5)?' /659.6 zov 4. 13 Z 3s' 'PH, Sq 6 3 l 3s ' c,t 1.66 -b 3 A z Is 275" ,53 6 A ► -57' 44,00* 1)9 6 t j '. ti % ' Stop 92- 6 4 G 9 ' 2373 71 6 13 33 33O = SUBJECT PROJECT NO FOSSATTI PAWLAK NIM STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. , • i I • • rv.,.... Nil SIV1014 0 S15014 571.0,4 0 S11614 * le SMOla 0 s4 ST1014 0 1]ad S4 0 STF014 0 4‘ 12j 27, HOF , . S ET ,.: z.) _3 ..... •, z.) 0 _ 0 ....: 1,ii .. to s',-, I 5 il II il .. : 1 . CD--. • :.-.. Iiz_!) ..,. :,.... B1 •, ,. , . ,.., „, ik E. 1:17 1 171` Q., CO / : 2-...--,..--..-=-2 .-..2 2 2 c; _-. / /-------f i 4,,, LI, 1 i •. L (2 Td ii . -1..1.1• „ • I . ______ ! -. I '7.7.77' i;71.11r----------- i •:••.:,,-••••:.:., we'.....ii ; II, . .. 4 , i L — :r V 7..1%,......,_.......j. lirs--- — .7 '.I ' — —1 0 , _ u - - - ...„..„-! .".. ' .4.1k-i, rr. ., ......- . ..-- 0 ,..,‘ ‘-,. „....!. _ ! 19.5 1 (.:), I,-..,., ....- . Co 1 ID o 91::. 11 5:r--b a e STA*FRAMING.___, ll .,402 STRINGERS.2. • AT WALLS .4 11 iti 6 e 1 I . I, El n. ird5- , 1 ll 0 I li I 2 I 11 i ,• H ,1 15 I ‘ , 7 i i i .I. , 2341 . . SIND1 0 Wu 51101 0 1)1024 V 7_ .e ,› 44 NOR -r--- Lb.,"2.,-.. a� -t-3 k.4-11.►*11 cL,rT,-,A,[,u P la,- 9 0,/tv) 2848,"' 1.115 (alt)t&>> )L S120 K,4 ,4d, 0 5 Pb LS-T.43k. 1606 e 602 f'n- f 7'will P'1DT= 7csnY = ,,1 b SUY)vc)) ?z)L. x • = 5451' No ,_Jac, Z2411 44-631 1ST o►� L7 �? �.AU•pit... red" / i+_'1 --1.115b‘115 i‘ L Asa- S4 e • SUBJECT PROJECT NO. FOSSATTI PAWLAK I= STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. • L1 z- 131 • /no- ( Do t ZLJs )1 iz' )o, r x, 6 6j g/_x 4-4c\d NW)-6SSi/)3 C s‘►wY) `& 4t3a / t_ - /Oar= lsC %b. 3P)941)' �✓�- 10,9K 4- 606 + 7-1_14 J� L 25,61a : 15")366 (3'1,560 -- /53 66 ) ' ` )5731 f LtZ- /4( 1,4y sift, _ SUBJECT PROJECT NO. E FOSSATTI PAWLAK MI STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. r 1--1N4 6SS?'% A .) 3933-'- imooDo I, )IS mo^e. .bL ak✓ 93-044e tih A4106-t-45> 6/ /1/4 or = z - ' -P" t 6 -//9)y .g9701 r-zR._ �--!'-W ./s ixc ) t/DJ lam-57-512.1:' 20,+961-‘'-'A 12, (S-TH-b1= Sgo w ►ia A. $)+1 s s SUBJECT PROJECT NO. FOSSATTI PAWLAK t STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. a I za' fib.,. = 7_0.5-6%)g' c /15--i- 6(6 zv-biz` 16,6tri• r )1',6 95,1,o"-4- NA al, Zz1 Weal , 1--7,144. — j6j 1.051D t 3-3bS) -)2)/2-*2' 204-6' 4541)/g0 "; Z�> ttaz� C..,55 4441 n'- Mix = 1oL�L�9 ✓ g ,_y (V1,-- )bey- 5z,637.--" K.,6 3)531' ,4NC Lit_ SZ$a ~3JS�j/)Z z r1R"t- �1ZS 7t ,a ' 1 7,5JZ=�a�'x�6� -5713(4' ("6 Z)D -- .51iS9)l75 = )D3 ov,_ SUBJECT PROJECT NO FOSSATTI PAWLAK I• STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. .s L1 N51-, (LOS)tW) YI7L 7S95 -4 = 4601—* 55 ►a'1 2� �L15�}8D�3.4ZI Lc 5 141►.-* 3b2,51 +' t•J)+0.Da6J S.3-C 2 536'-� Diu 1—b1x�PiL- Mo.r. W3 ), / Yd- �L,2:5)-} 21))3.3.S1/2_1--- 2<qi 3,33 SI.s`.,.x 549`V A,,,c, 7-Q — ) /3 3113 SUBJECT PROJECT NO. FOSSATTI PAWLAK I- STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO.