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Specifications • . :-Aft 2007- e0 3 8" 7 /2 8'5o s tiv GENERAL STRUCTURAL NOTES • DESIGN CRITERIA: _ - • DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE 2007 OREGON STRUCTURAL SPECIALTY CODE WITH SEISMIC AND WIND PROVISIONS FROM THE ASCE 7 -05. IN ADDITION TO THE DEAD,LOADS, THE FOLLOWING LOADS • WERE USED FOR DESIGN: SEISMIC IMPORTANCE FACTOR le: 1.0 rn f LATITUDE — 45.42654 S �� ' .% o 1 p LONGITUDE _ -122.28123 /131615 ' CAP t i zr b i .. I. 7 SITE CLASS: D / ty, t t 145 ; . ( • r SDS= 0.601g • 4S 0� 6P Z l ,,, 6 : SEISMIC DESIGN CATEGORY: D J ' WIND = 100 MPH (3- SECOND GUST) i J • Okl < % 1 EXPOSURE = B OJ Y 11, � `� Q !L , \Q SNOW = 25 PSF 1 MERRO\.' . i EXISTING CONDITIONS: . ' E X 1Z -3I -08 THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES FROM CONDITIONS SHOWN ON THE DRAWINGS PRIOR TO THE START OF THE WORK TEMPORARY CONDITIONS,, THE CONTRACTOR SHALL BE RESPONSIBLE FOR STRUCTURAL STABILITY OF THE NEW AND EXISTING STRUCTURES AND WALLS DURING CONSTRUCTION. THE STRUCTURE SHOWN ON THE DRAWINGS HAS BEEN DESIGNED FOR STABILITY UNDER THE FINAL CONFIGURATION ONLY. CARPENTRY: SAWN LUMBER DESIGN IS BASED ON THE NATIONAL DESIGN SPECIFICATION, LATEST EDITION. SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU OR WESTERN WOOD PRODUCTS ASSOCIATION GRADING RULES. ALL LUMBER NOT SPECIFICALLY NOTED TO BE D.F. #2 OR BETTER. ALL WOOD IN PERMANENT CONTACT WITH CONCRETE OR CMU SHALL BE PRESSURE TREATED UNLESS AN APPROVED BARRIER IS PROVIDED. FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE MANUFACTURED BY SIMPSON STRONG -TIE COMPANY (OR ENGINEER APPROVED EQUAL) AND OF THE SIZE AND TYPE SHOWN ON THE DRAWINGS AND ATTACHED PER MANUFACTURER'S REQUIREMENTS AND RECOMMENDATIONS UNLESS NOTED OTHERWISE. HANGERS NOT SHOWN SHALL BE SIMPSON HU OF SIZE RECOMMENDED FOR MEMBER. ALL FRAMING NAILS SHALL BE COMMON NAILS. NO BOX NAILS ALLOWED. FASTENERS AND ACCESSORIES IN CONTACT WITH PRESERVATIVE TREATED WOOD MUST BE HOT DIPPED GALVANIZED OR HAVE ZMAX COATING. MANUFACTURED LUMBER SHALL BE FROM I -LEVEL TRUS JOIST OR ENGINEER APPROVED EQUIVALENT WITH THE SIZE AND GRADE INDICATED ON THE PLAN. ALL LUMBER SHALL BE CLEARLY STAMPED WITH MANUFACTURE'S GRADE INFORMATION. NAIL TYPE LENGTH DIAMETER 8d 2 -1/2" 0.131" l0d 3" 0.148" 16d 3 -1/2" 0.162" ALL THREADED FASTENERS SHALL CONFORM TO THE ASME / ANSI B 18.6.1 SPECIFICATION. SHEET METAL FASTENERS SHALL BE SELF DRILLING- TAPPING "TEKS" MANUFACTURED BY ITW BUILDEX OR APPROVED EQUAL. WOOD SCREWS SHALL HAVE MINIMUM PENETRATION INTO STRUCTURAL MEMBERS OF 1 -1/2" MECHANICAL; ALL SEISMIC RESTRAINT OF ASSOCIATED PLUMBING, PIPING, OR DUCTING SHALL BE BY OTHERS UNLESS NOTED OTHERWISE ON THE PLANS. FLASHING AND WATERPROOFING: ALL FLASHING AND WATERPROOFING SHALL BE BY OTHERS UNLESS NOTED OTHERWISE ON THE PLANS. MK TM RIPPEY 13g.con- IA�J p A'{ BY (, Y DA,���131�)� C ONSULTING ENGINEERS � S A t� i? r1"4 v C }!1C BY DATE 7650 S.W. Beveland St, Suite 100 Tigard, Oregon 97223 T ®g. 1121,S Qa JOB No O Phone: (503)443 -3900 SHEET 1 OF r . I , • • 3. t EQ. SPACED MECANICAL UNIT BOTH WAYS BY OTHERS TYP. IE GA, CLIPS W/ (8) X10 TEK SCREWS PER Ib GA. CLIP CLIP, (4) CLIPS REQ'D. Nss SEE PLAN VIEW FOR p ..... CLIP LOCATION :AM - ft I' - 0,,, TYP. WOOD BLOCKING f CLIP REQUIRED LOCATION (4) TOTAL FLASHING AND INSULATION X )( MECH. UNIT NOT SHOWN FOR CLARITY OUTLINE WATERPROOFING BY OTHERS PLAN VIEW NJ.. PROVIDE •10 SCREWS e CENTE C NG STRURB O UCTNEW URAL OR 2' -0" 0/C AND AT 6" FROM MEMBER ENDS OF CURB. MINIMUM II /2" EMBED INTO STRUCTURAL (11. CO N K i cu� MEMBER, TYP. • C c a- c DCrW (ip 1 z°'r) "it ID 5 ' ic- elk, - ) .. 0 3 TU„ SECTION AT CURB st RTU -o, SCALE: I ii" = I' -0 1'. Oki. -0 � y 6V MERRY\ - • 1EXPERES: 12-31 -0 I • 11Y1 A ( TM RIPPEY `T}11„ P<D 4 ' F' 's By .T8111J CONSULTING ENGINEERS ' a so � (I � � � _ � (� 01K BY DATE 7650 S.W. 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Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 41EET L OF i t I. i 1 . ... .-61:)1.- , 1 • _ i .._ { • , � f � }.. i I_- .. -.:. I •I In ter.... 61( 1915) . _. 15 'pI -- � : ; , : - :. _ _. :. • • .Ws_ ; = - _(25)Cq,s� ...'Z.35s : I .... ; _ :.. j • : : _ I � a • Wes- = (Ib1C?) _ ..4� P � { :.; :. i . • . s_s.±1 7' : (. ( ) .. r I'.. 1 ... i VNO 6,1, :C.4115,34_ c i • Po = �� lb ... .� ' (W c.s : . WPM,. wt��',T �E • • , 1 (.9 2.2.• 2i-1F- 0,-. • • j • - LE ' ) 1.-Y. 17— e- lb Cife.- G o�J D cc\\ !�W . . - . - . • .. - s . wo �' . • • -1/- k)5 , . i 1D ON war! Mor , L Low Fel - 1pcz-t ' °C (u Ncur = .10 . ; • • t , • ; , , _ i /� TM RIPPEY BY DATE 1 CONSULTING ENGINEERS CHIC BY DATE 7650 S.W. Beveland St, Suite 100 FOB NO Tigard, Oregon 97223 1 Phone (503) 443 -3900 - SHEET 0 OF _.. -_� . - - -- - --- Mb - riff - - - -- - - - - --- flate:9:00AM, 13 AUG t)B -- ' -- -- . • Description : Scope : I Rev: 500000 r User: kw- x302552, VerSda I 2003 General Timber Beam Page 1 , (c)1913.12CCO ENERCILLC &diem ng Softrare broad'ray00CCelataabns r Description (E) 6 -3/4 x 22.5 GL (x13 GP1 General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 8.76x22.5 Center Span 27.00 ft Lu 0.00 ft Beam Width 6.750 in Left Cantilever ft Lu 0.00 ft Beam Depth 22.500 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 • • Fb Base Allow 2,400.0 psi Load Our. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Mow 650.0 psi E 1,700.0 ksi Trapezoidal Loads #1 DL @ Left 152.00 #!ft LL @ Left 400.00 #/ft Start Loc 0.000 ft DL @ Right 400.00 #/ft LL @ Right 625.00 #/ft End Loc 0.000 ft - -- Point Loads Dead Load 711.0lbs lbs lbs lbs lbs Ibs lbs Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 13.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft a Summ Beam Design OK Span= 27.00ft, Beam Width = 6.750in x Depth = 22.5in, Ends are Pin -Pin Max Stress Ratio 0.657 : 1 Maximum Moment 76.7 k -ft Maximum Shear • 1.5 15.3 k Allowable 116.7 k -ft Allowable • 41.9 k Max. Positive Moment 76.67 k -ft at 13.716 ft Shear. @ Left 9.94 k Max. Negative Moment -0.00 k -ft at 27.000 ft @ Right 12.06 k Max @ Left Support 0.00 k -ft Camber. @ Left 0.000 in . Max @ Right Support 0.00 k -ft @ Center 0.524 in Max. M allow 116.70 Reactions... @ Right 0.000In fb 1,615.45 psi fv 100.86 psi Left DL 3.52 k Max 9.94 k Fb 2,458.86 psi Fv 276.00 psi Right DL 4.64 k Max 12.06 k [Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.349 in -0.912 in Deflection 0.000 in 0.000 in ...Location 13.716 ft 13.608 ft ... Length/Defl 0.0 0.0 ...Length/Deft 927.5 355.28 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 In 0.000 in @ Center 0.524 In ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Ji _ .... . Bending Analysis Ck 20.128 Le 0.000 ft Sxx 569.531 In3 Area 151.875 in2 Cv 0.891 Rb 0.000 CI 9935.996 Max Moment Sxx Reu'd Allowable fb @ Center 76.67 k -ft 374.18 in3 2,458.86 psi @ Left Support 0.00 k -ft 0.00 in3 2,458.86 psi @ Right Support 0.00 k -ft 0.00 in3 2,458.86 psi Shear Analysis @ Left Support @ Right Support Design Shear 13.34 k 15.32 k Area Required 48.332 in2 55.501 in2 Fv: Allowable 276.00 psi 276.00 psi - Bearing @ Supports Max. Left Reaction 9.94 k Bearing Length Req'd 2.265 In Max. Right Reaction 12.06 k Bearing Length Req'd 2.750 In rl Snow Drift Load Worksheet calculates the snow drift load based on the ASCE 7 -02 snow load provisions. Drift loads are superimposed on the balanced snow load. Additional modified drift and length based on min roof load. ,,now load p := 17.5 - psf (Ground snow load at site) pmin 25' psf (Minimum roof snow load per local code requirement) Roof parameters Height 10 • ft . (Height of roof projection) Length 84 • ft (Upwind length contributing to snow drift) Slope := '0:12' (Roof slope enter as decimal degrees or "H:12". Ex. "1/4:12' or "35 deg ") Roof := "normal" (Roof surface type "slippery' or "normal ") Building and terrain Category "II" (Building category "I", "11, "III", or "IV") Terrain := "B" (Terrain category, "A", B , "C", 'D' or mountain" ) Exposure:. "partial" (Exposure category, full ", "partial", or "sheltered" ) ( Themal condition "normal", "cold", 'unheated" or 'greenhouse ") + rift := "leeward" (Drift type °windward" or "leeward") • Coeffedent summary ' Summary C 1.00 (Thermal factor) Length = 84ft C = 1.00 (Slope factor) w= 11.25ft C = 1.00 (Exposure factor) h =6.43ft a S.r) t 1 1.00 (Importance factor) 'o.ified) s \� odlfte • • } { Height = 10.00R : Pd�ft,;,r 02psf/ pmin = 25psf pd= 45.77psf (Drift) I I , c I W v } p� = 1 25psf (Balanced) Slope= "0:12" p = 58.02psf (Total) Notes: 1. Drift load is superimposed on the balanced snow load. 2. Modified drift load and width are based on the minimum roof snow load. TM RIPPEY BY BWH DATE CONSULTING ENGINEERS CHS: BY DATE 7650 S.W. Beveland St, Suite 100 Tigard, Oregon 97223 JOB NO Phone: (503) 443 -3900 • SHEET S OF • . .! .L.. .1. I ,. 1 . w. 1 s t I i ■ .. ..� .i ( . • s , i - V) S2 53)(25 = ...33. - 0 _ d� 5 ' . : .... . .. . ... : : ; , . I , � iT .. 1. , ,,1 i I . 1 = (g • l . lb , = ..:. , ' ' I WSZio � W/ IOC) x I la_ = 0.11(ly°no) . . Vs;o1J ' wszio tjia6 . / , tPdxIVt. . . . • V • UN afi Sf' i= ( I,33)tJs:zo�I -� : - Ws, - (!,33)(�'es) = 1"1 If 0- 4 'L3 (1133)(2) =.3s F I4- L- .s (�� ZX10 0,10, - 5::)1 1 -- ,. • NeA i-ot . P = . b - g . �� :(3�. ---•••. 1£� lb c a : ` . ;.(, mar) � I TM RIPPEY By DATE . 1 CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 toe NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET (O OF Title : Job # Dsgnr. Date: 12:40PM, 13 AUG 08 Description : Scope : Rev. 580000 '- User:xW.0602582. - 0eo G eneral Timber Beam - P age 1 (e)1983-2003 ENE Engineering CALC Engineering S oftware "broadrar se.ecwCalatations : Description p {a 'bat:, - 1!-Pf4=. I�JgljS 7.X IZ t ?T' R.$ 'Z 40 [General Information C Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 2x10 Center Span , 10.00 ft Lu 0.00 ft Width dth 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9250 In Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1� Load Our. Factor 1.150 Fv Allow • 180.0 psi e + '' i (= Beam End Fixity Pin -Pin E Allow 1,600.0 1 14 0 Full Len • ' Uniform Loads _ Center DL 20.00 #/ft -� - LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL 8/ft r I Trapezoidal Loads + #1 DL @ Left #/ft LL © Left 77.00 #/ft Start Loc 0.000 ft DL @ Right Nit LL @ Right 33.00 #/ft End Loc 8.000 ft #2 DL © Left #/ft LL @ Left 33.00 #/ft Start Loc 8.000 ft DL @ Right #/ft LL @ Right 33.00 #/ft End Loc 10.000 ft [Point Loads Dead Load 226.0 lbs lbs lbs lbs lbs lbs lbs Live Load 96.0 lbs lbs lbs lbs lbs lbs lbs ...distance 8.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft ] Lw.= - -. •.._. LW: i Summary Beam Design OK Span= 10.00ft, Beam Width = 1.500in x Depth - 5in, Ends are Pin -Pin Max Stress Ratio 0.654: 1 Maximum Moment -ft Maximum Shear * 1.5 0.8 k Allowable 1.8 k-ft Allowable 2.9 k Max. Positive Moment 1.21 k -ft at 5.640 ft - Shear. @ Left 0.46 k Max. Negative Moment 0.00 k -ft at 0.000 ft © Right 0.57 k Max @ Left Support 0.00 k -ft Camber. @ Left 0.000in Max © Right Support 0.00 k -ft © Center 0.087 in Max. M allow 1.84 Reactions... @ Right 0.0001n fb 677.37 psi fv 57.22 psi Left DL 0.15 k Max 0.46 k Fb 1,035.00 psi Fv 207.00 psi Right DL 0.28 k Max 0.57 k 'Ill [Deflections � __.- _ v __ _ .. A Center Span... ..__ ..___ Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.058 In -0.141 in Deflection 0.000 in 0.000 in ...Location 5.320 ft 5.120 ft ...Length/Deft 0.0 0.0 ...Length/Defl 2,072.3 851.11 Right Cantilever... Camber ( using 1.6 • D.L Defl) ... Deflection 0.000 in 0.000 in @ Center 0.087 in ...Length/Deft 0.0 0.0 @ Left 0.000 In @ Right 0.000 in • Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.42654 Longitude = - 122.28123 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv =1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.752 (Ss, Site Class B) • 1.0 0.265 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.42654 Longitude = - 122.28123 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site Class D - Fa = 1.199 ,Fv = 1.87 Period Sa (sec) (g) 0.2 0.901 (SMs, Site Class D) 1.0 0.496 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.42654 Longitude = - 122.28123 SDs = 2/3 x SMs and SDI = 2/3 x SMl Site Class D - Fa = 1.199 ,Fv =1.87 Period Sa (sec) (g) 0.2 0.601 (SDs, Site Class D) A 1.0 0.330 (SD1, Site Class D) TM RIPPEY BY DATE � I CONSULTING ENGINEERS CRK BY DATE 7650 S.W. BevelandSt, Suite 100 Tigard, Oregon 97223 JOB NO Phone: (503) 443 -3900 SHEET OF Wind And Seismic Loads On Mechanical Unit Worksheet calculates the the wind and seismic forces for a rooftop mounted mechanical unit based on the ASCE 7 -02. Holdown forces are calcuated based on 0.6D + (W or 0.7E) load cases. Wind Parameters Wind speed = 100 • mph (Wind speed - 3 second gust or fastest mile In mph) • Exposure := "B' (Exposure "8°, 'C', or °D') Convert = 'no" (Convert fastest mile to 3 second gust, "yes" or "no") Seismic parameters SDS - 0.601 (Design spectral response acceleration) a 1.0 (Mechanical electrical seismic coef ecient) R 2.5 (Mechanical electrical seismic coeffeclent) IE = 1.0 (Seismic Importance factor) Mechanical unit dimensions Displacement:= "GP -1" (Unit displacement, e.g. '10 Ton ") Weight= 711 • lb (Total mechanical weight In lb) Height:= 40 in (Unit height in feet or inches) Width 41.5. In (Unit width in feet or Inches) Length = 79.75. in (Unit length In feet or inches) Curb := 14 • in (Curb height In feet or Inches) Bulldina parameters Category:= "II' (Building category, "I', II ; "HI", 'IV') Roof elevation := 20 . ft (Elevation of roof In feet) 0 Summary GSA D = 711/6 CHUM .J. 1U T Iv Displaceir�enf: "�P, -14; lb /,1 =s-r- < E 144lb ASD ` W = 535lb S hseismic = 2.83 it " -o c J S\ vt �i X= 3.138 17216 _ _ (0.6D +W) hwlnd ° 2 . 25/ t ... seismic 83 /b' (0.6D +0.7E) Notes: 1. Positive sign convention shown. Negative values Indicate opposite direction. 2. X equal the width of the unit minus 3° TM RIPPEY BY BWH DATE CONSULTING ENGINEERS CHIC BY DATE 7650 S.W. Beveland St, Suite 100 Tigard, Oregon 97223 JOB NO Phone: (503) 443 -3900 SHEET 1 OF - - - ------ — - - - - -- --- - - ----- -- -- • . .,--!___ • . , cr•--;—, •. • . . _.__ : . ■ " I : 1 i i 1 1 : f : -1 I )- -1. 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' . . I ' r - . - • . ■ r • - - • - I 1 I • • cor-2_ --: - . , . . . , . . . . 1 ,, i - , . . •..•.. __„..[,-„,____,___. , •, , ; . - • • , ; i • ' ' , , . • . . - , • . . • ■ - ! . • • ' . I • i • . 1 ' : • " i , • • I . ... . . • . . . • . .• I , • i I . . - , i ' 30% - 7.2.5 Se% I . 1 _ _ - - -- • - • - ••••: -.. -' I : Icoa- lb Ist-2.1 looz_ II . USE 'K:42.- =pin) . . !. . • . . • , , . . ! . . . • . .. . , I . . . • : - . , • 1 LAJI-rr - cctst, ' ••••-••••-•• • . • , . • , : -- . • i - • . . • .. ., . . . • . • . . • • - . • - • . . . • . - .. . ..._...... - . .- - • . .. , . . . . - - • • .• . . . . : - .... . • , . • . , . . . . - . . , . - • , . - - _ . • . . . . _ ....._.. . . . ...._ . .. . _;• _. _ . . ; . • . . , . 1E11 RIPPEY BY DATE A. CONSULTING ENGINEERS Pk CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443-3900 SHEET tO OF • ! - • 1 : • ,... ... 1 } O NE fiA!1 . 1 ;..i.. I E _ .. awl 4, t' 030(is ►.��?- -i� 1 71- S� , - : ... ; - - - ... . •W p 3y0 lct, b. -. 54 2 T s t . 1 . ( NAT . , I. : 1 .1 I. . i ( i 1. I , ' i _ ,. I kf t'D 11}:._._. =. _ :. Si! °- -- - --..i..1,. • - -i .. -.._ .._, ... i , .; _ , _ . ;_ i ..i _; -- - • • .. 4. , I i i i i ' i i .. i ' =- ! C ($.4 ,?-4. _ _; �� p i g , 1 i i I i i • I • f • Y • ' I t • I . - • '-d---- ------ - i ._ -. . _-- .. --._. - ' - _ .. i i • • 1 j i �� I : i ., L I �f a ;L,, 1 ps t Lus4p i .. -- 2o3p 16 .•- ■ 1754 ly, . 1 J I. i , • . , . j i • LA) C: (S4. 1C=')C, 4) 47.- - (1CtS 1 ). -.. ..S_6 r ik- , 1 b . . I , . . S I� "��� r p p1.4-- I , , . . 1M TM RIPPEY BY DATE CONSULTENG ENGINEERS • 01K BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO Tigard, Oregon 97223 Phone (503) 443 -3900 — SHEET t\ OF Title : Job # Dsgnr Date: 2:35PM, 18 AUG 08 Description : Scope : ' Rev. 990000 Wen x4-0602582. Ver General Timber Beam Page 1 (019834003 ENERCALC Engineering Software �- 1 broadweyrose.earlbroulotions Description GP2 - Beam #2 General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 11 .. - _' - IS LGIC ._ ".ir - -. ._^.� ^?t `.�:-.._ -_ -_, = ...- .-- :'•- ::,..�. '�'�:t� :. -.11,= 1.'JTJ_iL^ - ^' - ��...1�.L 1M6fs.v- _,,, , i Section Name 4x12 Center Span 8.00 ft Lu 8.00 ft Beam IMdth 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Fb Base Allow 1,000.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,700.0 ksi I Full Length Uniform Loads Center DL 336.00 #/ft LL 300.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Su mmary Beam Design OK Span= 8.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.732 : 1 Maximum Moment 5.1 k -ft Maximum Shear * 1.5 2.9 k Allowable 7.0 k -ft Allowable 8.2 k Max. Positive Moment 5.09 k -ft at 4.000 ft Shear. @ Left 2.54 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 2.54 k Max @ Left Support 0.00 k -ft Camber. @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.066 in Max. M allow 6.95 Reactions... @ Right 0.000 in fb 827.00 psi iv 74.43 psi Left DL 1.34 k Max Y.54 k Fb 1,129.77 psi Fv 207.00 psi Right DL 1.34 k Max 2.54 k Deflections Center Span... Dead Load VT Total Load Left Cantilever... Dead oad Total Load Deflection -0.044 in -0.083 In Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length/Defl 0.0 0.0 ...Length /Deft 2,188.7 1,156.32 Right Cantilever... Camber ( using 1.5 " D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.066 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 In Stress Calcs Bending Analysis Ck 31.181 Le 15.766 ft Sxx 73.828 Ina Area 39.375 in2 Cf • 1.000 Rb 13.184 CI 0.982 Max Moment Sxx Read Allowable fb @ Center 5.09 k -ft 54.04 in3 1,129.77 psi © Left Support 0.00 k-ft 0.00 in3 1,150.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,150.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.93 k 2.93 k Area Required 14.158 In2 14.158 In2 - Fv: Allowable 207.00 psi 207.00 psi Bearing @ Supports Max. Left Reaction 2.54 k Bearing Length Req'd 1.163 in Max. Right Reaction 2.54 k Bearing Length Req'd 1.163 in Title : Job # Dsgnr. Date: 2:35PM, 18 AUG 08 Description : Scope : . Rev. 590000 User. KW-0800.166-f, Ver5.8.0,1 -0eo2003 General Timber Beam Page 1 (e) 1983 -2003 ENERCALC Engineering Same broadwayrose.e .Ce:adations i Description GP2 - Beam #1 General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined I =1 Section Name 4x10 Center Span 8.00 ft Lu 0.00 ft Beam Width 3.500 In Left Cantilever ft Lu 0.00 ft Beam Depth 9.250In 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 Fbctty Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads . Center DL 321.00 #/ft LL 125.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #Rt LL #/ft 3 Summary --� _ , Beam Design OK Span= 8.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.629 : 1 Maximum Moment 3.6 k -ft Maximum Shear • 1.5 2.2 k Allowable 4.3 k -ft Allowable 6.7 k Max. Positive Moment 3.57 k -ft at 4.000 ft Shear. @ Left 1.78 k Max. Negative Moment 0.00 k -ft at 8.000 ft @ Right 1.78 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 In Max @ Right Support 0.00 k -ft @ Center 0.120 in Max. M allow 4.30 Reactions... @ Right 0.000 In fb 857.84 psi fv 66.79 psi Left DL 1.28 k Max 1.78 k Fb 1,035.00 psi Fv 207.00 psi Right DL 1.28 k Max 1.78 k • Deflections Center Span... Dead Load Total Load Left Canti ever... Dead Load Total Load Deflection -0.080In -0.111 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,198.6 862.66 Camber ( using .5 • D.L Defl Right Cantilever... 9 ) ••• Deflection 0.000 in 0.000 in @ Center 0.120 in ...Length/Defl 0.0 0.0 @ Left 0.000 In @ Right 0.000 In Stress Calcs _ -• _ - .,__.. _. _... _ IJ]F :_�T 3 ^+: �f'��"°_�3'._a.�^' - -. �� �16�:siT�oef a •.0 •_�... w ..W ... . � - Bending Analysis Ck 31.887 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.000 Rb 0.000 CI 1783.999 Max Moment Sxx Redd Allowable Ib @ Center 3.57 k -ft 41.37 in3 1,035.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,035.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,035.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.16 k 2.16 k Area Required 10.445 In2 10.445 In2 Fv: Allowable 207.00 psi 207.00 psi Bearing @ Supports • Max. Left Reaction 1.78 k . Bearing Length Req•d 0.816 in Max. Right Reaction 1.78 k Bearing Length Req'd 0.816 in • r. I. i I kJEtiJ • G 3mQ - • . I ' , •' i i.. - h S;X Ia1Cl ; . :-120 ..__11%. _ . . : i • •r ... 4 , • - I , • 1 ■ L_.,:_.__4_____-,.. �g Y� t1225) r , � ' 1 1�. I ; - . ;..._ . i i . ■ , v m�.. 1 ..: ^ = 1 . i.off ::Ne -4.: •CY , _._ C 4 1K) , l i ; f . ::. • . i 1 i • I , , i■ • • • , . I , . 1 . I • I . • • . , . 1 i ■ • . • 1 . .. _ i .. , _. .. _ . 1 _ . _ ... -_.__ . _ i .. - _ ._ - 1 TM RIPPEY BY DATE YY lk CONSULTING ENGINEERS • CHK BY DATE 7650 S.W. Beveland St, Suite 100 1013 NO Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET I L A OF Title : Job* Dsgnr. Date: 2:44PM, 1 B AUG 08 Description : Scope: - 1G - S: s0000 ��� .o°°aoc Timber Column Design P chls0o3�h6sanware ( b,® . ec age 1 c alalauore 1 - Description GP2 - Column I General information Code Ref. 2001 NDS, 2003 1BC, 2003 NFPA 5000. Base allowables are user defined. i wood section 4x4 o Co umn eig t 8.00 Le XX for Axial 8.00 ft Rectangular Column Load Duration Factor 1.15 Le YY for Axial 8.00 ft Column Depth 3.50 in Fc 1,350.00 psi Lu XX for Bending 8.00 ft Width 3.50 In Fb 900.00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.2 Loads - -- Dead Load Live Load Short Term Load Axial Load . 2,724.00 bs 1,200.00 lbs 0.00 lbs Eccentricity 0.000In t Summary Column OK Using : 4x4, Width= 3.50in, Depth= 3.50in, Total Column Ht= 8.00ft DL +LL DL +LL+ST DL +ST fc : Compression 320.33 psi 320.33 psi 222.37 psi Fc : Allowable 571.45 psi 581.78 psi 581.78 psi fbx : Flexural 0.00 psi 0.00 psi 0.00 psi F'bx : Allowable 1,350.00 psi , 1,552.50 psi 1,552.50 psi Interaction Value 0.5606 0.5506 0.3822 Stress Details T_.._..___ ,.. ..�. ...... Fc : X-X 571.45 psi For Bending Stress Calcs... Fc : Y -Y 571.45 psi Max k'Lu / d 50.00 • Pc : Allowable 571.45 psi Actual k'Lu/d 21 PcAIlow' Load Dur Factor 581.78 psi Min. Allow ;Mu / d 11.00 Pbx 1,350.00 psi CfBending 1.500 Fbx • Load Duration Factor 1,552.50 psi Fib : (Le d / b ".5 7.104 For Axial Stress Calcs... Cf : Axial 1.150 Axial X X k Lu / d 27.43 Axial Y -Y k Lu / d 27.43 1 5 • • • • Wind And Seismic Loads On Mechanical Unit Worksheet calculates the the wind and seismic forces for a rooftop mounted mechanical unit based on the .1 ASCE 7 -02. Holdown forces are calcuated based on 0.6D + (W or 0.7E) load cases. Wind oarameters • Wind_speed)m 100 • mph (Wind speed - 3 second gust or fastest mile In mph) Exposure:= "B° (Exposure V", D', or "D °) ' Convert:. "no" (Convert fastest mile to 3 second gust, "yes" or "no ") ,Seismic parameters 505:= 0.601 (Design spectral response acceleration) a = 1.0 (Mechanical electrical seismic coeffecient) R P := 2.5 (Mechanical electrical seismic coeffeclent) ! = 1.0 (Seismic Importance factor) Mechanical unit dimensions Displacement := "GP -2" (Unit displacement, e.g. "10 Ton') Weight := 3340 • lb (Total mechanical weight in lb)L 5() Height = 48 • in (Unit height in feet or inches) l - .---. 1 l Width .= 86.5. in (Unit width in feet or inches) S Length := 102.5 • in (Unit length in feet or inches) 5t.4, S e. )Q la � / G Curb := 14 • In (Curb height in feet or inches) M 16 .0 q> J tt Building parameters Category "II" (Building category, T', "II", "III", "IV") i it 1 _ Roof elevation = 20 • ft (Elevation of roof in feet) ( p - - 46 1 • 0 . Summary D = 3340/6 r:.-„- ,: 5.c_ ;.,t.•r, " NO OV�R"1J`(h1�nJb ; D mGPA 0 \ EASD = 674/b ( W= 787/6) , �, / h selsmlc= 3.178 • � '4 P Q 2'd a�C- ] r 4- (" i-12-001 axtos .).--, X =6.88ff �Twl.nd -Ta -2 ;- 0.6D-hW hw/nd = 2.58it ,w,,,z: >: ( I - Tsei s itiic • ^ 91% (0.60 +0.7E) Notes: . 1. Positive sign convention shown. Negative values indicate opposite direction. 2. X equal the width of the unit minus 3" TM RIPPEY BY BWH DATE C ONSULTING ENGINEERS CHK BY DAiE • 7650 S.W. Beveland St, Suite 100 Tigard, Oregon 97223 JOB NO Phone: (503)443 -3900 SHEET lb OF