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Specifications /3up s-002- S-� /6.0 Sev 720*, l co • 7650 S. W.Beveland SRECEIVED 1M TM RIPPEY Tigard, Oregon 97223 OCT 5 2015 Phone: 0 CONSULTING ENGINEERS Fax: (5(503)3)443 443--3703900(C1TY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS PROJECT: MDG UPS TIGARD LOCATION: TIGARD,OREGON CLIENT: MDG DATE: SEPTEMBER 29,2015 PROJECT NUMBER: 15250 TABLE OF CONTENTS: ITEM SHEET NUMBER GENERAL NOTES N1 DETAIL SK1-SK3 CALCULATIONS Cl-05 .0%"0403. ©• : IN 4- Ear s: alvo A , 1 GENERAL STRUCTURAL NOTES CODE REQUIREMENTS: CONFORM TO THE 2012 INTERNATIONAL BUILDING CODE AS AMENDED BY THE 2014 OREGON STRUCTURAL SPECIALTY CODE,REFERENCED HEREAFTER AS IBC. DESIGN CRITERIA: DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE IBC. IN ADDITION TO THE DEAD LOADS, THE FOLLOWING LOADS WERE USED FOR DESIGN, WITH LIVE LOADS REDUCED PER IBC: ROOF SNOW LOAD: 25 PSF BASIC WIND SPEED(3-SEC GUST,ULTIMATE): 120 MPH WIND EXPOSURE:B EXISTING CONDITIONS: THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS,DIMENSIONS AND ELEVATIONS. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT/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. UNLESS NOTED OTHERWISE ALL LUMBER SHALL BE 19%AT TIME OF _ FABRICATION AND DRIED TO A MAXIMUM OF 15%BEFORE INSTALLATION OF GYP.BOARD AND OF BRICK VENEER AND VERIFIED BY THE GENERAL CONTRACTOR. 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. ALL FASTENERS IN CONTACT WITH FIRE RETARDANT LUMBER MUST BE HOT-DIPPED GALVANIZED. DO NOT INSTALL 0.148"x 1 1/2"NAILS IN HANGERS UNLESS SPECIFICALLY NOTED ON THE PLANS&DETAILS. FLASHING AND WATERPROOFING: ALL FLASHING AND WATERPROOFING SHALL BE BY OTHERS UNLESS NOTED OTHERWISE ON THE PLANS. ILAK TM RIPPEY Consulting Engineers By: VL Date: 7650 SW Beveland Street MDG UPS TIGARD Chk By Date: Suite 100 TIGARD,OR Tigard,Oregon 97223 Job#:_15250 Phone:(503)443-3900 Sheet: Ni Of: . . /s j l / 'k '•) iJ ; f ( : t . 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ASE E, FOR • TIGARD,-OR 97224 DETAILS _ = • • • _. - : • • • • ,K j SATE PLAN 1 M R�PL d BY DATE YY CONSULTING ENGINEERS MDG UPS TIGARD CHK BY DATE 7650 S.W. Beveland St,Suite 100 TIGARD, OR JOB NO 15250 Tigard,Oregon 97223 Phone(503)443-3900 SHEET SKI OF • (G) GL 3.Sx 11 & 4L g1:FlMS (GONT(L cn )1 v„,F 1 , 30'-d" ± o/L Tel►'. • ATTACr-t tiEL/ 2n6 P.F. #2 To (c) 201 Sr)(3. puizcir./ tip.) HEAT/ - W� lod NAILS 6 " °/ S 1ov-s< vF Jt _ _ 61-464E(2-63 . PP-ovioc TYP. /MP:So/J 'U26 -z' 144/t)4.52.1 � �' _ _ E- -,4ck 1~-Pt . PR-oviOG IkTTI7 Gil P62 '�/ 61.47e,4-M4 uN DE 12 (e) 2K'/ DS'FAIC 1/5143 - 6ue-PUe-l-IN PEe_ era. ilsk3 (r.,) 2.)(4, 5 Ue -Pl11-1U5 e 2'-o" 2/c, --rye. �CoN��A G TEa2 vEgi ry' PARTrAL Root FPl4t4W4 PLAN SK2 scoter k18 = 11-0„ YY K TM RIPPEY BY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO /5 2 SO Tigard, Oregon 97223 Phone(503) 443-3900 SHEET OF (N) HEAT/SMOKE VENT (BY OTHERS) NOTE: 1I FLASHING AND CONTINUOUS ' WATERPROOFING P.T. 2x10 BY OTHERS. SIMPSON 'LSTAI5' ,•�� (2) EACH LONG SIDE, ONE AT EACH CORNER "�' HANGER PER PLAN (N) HEADER BLK'G PER PLAN S OKE/i-1,®4T VENT 1 ATTACk4MENT TO ADO° SK-3 15250-01 SCALE: I" = 1'-0" TM RIPPEY MDG UPS Tigard BY CTT DATE 09-2945 CONSULTING ENGINEERS address CHK BY VL DATE 09-29-15 7650 SW Beveland,Suite 100 Tigard,Oregon 97223 Tigard OR,97070 SCALE JOB O 15250 Phone: (503)443-3900 Fax:(503)443-3700 REV.# I i so■s-C ` I-1- T7 A sMo/_F VGIJ7 ScPPoe-T (, 8 °!t- L1'x3' VENT w i_ = JOS # Zx6 A✓eci = 32. A2- O F 6 CZ)ZvZ LOT. (PSF) 12S 32 2 3,oil 1954 46.5 ry e 1200 DL r /S ios,( / 1 1 Tv,'b. c.,). Z ► 5 L 3' 12o0( DL \Jew} DL- g ' wiuD 3' (z) 2x6 D.F. 2- (FNcgCq(.C) 1> /onq sides o4 (l k leJIAD (aA-I) Q oo Ai e-4 h ki c,%(114 = ZS' -k Acf = 21).8' = /OIL v= 12ow'Pn 1 5'yen. ���,{ k�� �°+►�4 30 = Pno 30 = Zs.q 19'5'1 (I) (I) LG D+o_ISS (15 LA) l-fah �°✓5 A-fmx eatG-14oh = t1.7 / t (6N64 Le,) W = 15-(25 (I') t 1119S ( a') fi t te, D+o.3SS + oats w 0.7s (ZSeq)(3s) -I• (/Se 51MPsoo ' 026 -2 ' c+ eeftL eat. 4 tn.tis (zsAp )( ') w z fit/ pa (1ou nu.-s) (z\ z),(3 K-i 2. (Cara,,‘4j = 11zs# (6,u0(.4.) ) L 6 " 06c- 64o¢ (WO FT) TM RIPPEY BY �/ — DATE YYY CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 Ioe NO l5-Z Tigard, Oregon 97223 SO Phone (503) 443-3900 SHEET C 1 OF File=p 12015 Prolects115250-MDG UPS Tigard 1STRUCTURALICALCS1t5250,ec6. Wood Beam • '' ' ENERCALC,INC,1983-2015,BuiId:615.7.30,Ver 615,7 30 Lic # KW06002562i... , :;: ... ,:: !; Licensee fm rippey consulting engineers.: Description: (2)-2x6 D F#2 CODE REFERENCES :- " , : Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species :Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade :No 2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced + + or 4, * i + + o(o4,u ) * + 5(0 075 W(0 0885) + + * + W • 2-2x8 Span=80ft Applied Loads , • Service loads entered.Load Factors will be applied for calculations. - Beam self weight calculated and added to loads Uniform Load: S=0.0250, W=0.02950 ksf, Tributary Width=3.0 ft,(SL) Uniform Load: D=0.0150 ksf, Tributary Width=1.0 ft,(Roof DL) Uniform Load: D=0 0040 ksf, Tributary Width=2.0 ft,(Smoke/Heat Vent DL) DESIGN SUMMARY • - <• • - • Desi o n OK Maximum Bending Stress Ratio = 0.482 1 Maximum Shear Stress Ratio = 0.159 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 644.71 psi fv:Actual = 32.89 psi FB:Allowable = 1,337.01 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.000ft Location of maximum on span = 7.562 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection • Max Downward Transient Deflection 0.123 in Ratio= 778 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.171 in Ratio= 561 Max Upward Total Deflection 0.000 in Ratio= 0 <180 :Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb Pb V fv F'v +D+H 0 00 0 00 000 000 Length=8 0 ft 1 0.161 0 053 0 90 1 300 1 00 1 00 1 00 1.00 100 0 21 168 67 1047 92 009 8 61 162 00 +D+L+H 1 300 1 00 1 00 1 00 1 00 1 00 0 00 0 00 0 00 000 Length=8 0 ft 1 0 145 0 048 1 00 1 300 1 00 1 00 1 00 1 00 0 99 0.21 168 67 1163.67 0 09 8 61 180 00 +D+Lr+H 1 300 1.00 100 1 00 1 00 0 99 0 00 0.00 0 00 0 00 . Length=8.0 ft 1 0116 0 038 1 25 1300 100 100 100 100 0 99 0 21 168 67 1452 37 0 09 8 61 225 00 +D+S+H 1.300 1 00 1 00 1 00 1 00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 482 0159 1 15 1 300 1 00 1 00 1 00 1 00 0 99 0 81 644 71 1337 01 0 36 32 89 207 00 C2 Wood Beam 1 Fil =p 12015 Prolects115250-t4DG UPS TigardISTRUCTURAL\CALCS\15250.ec6 YY ENERCALC,INC.1983-2015,Buikt:615.7 30,Ver-615,7 30 Lac<#. KW.06002562 :_ Lrcensee tm rtppey consulting engineers;; Description: (2)-2x6 D F.#2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+0 750Lr+0 750L+H 1 300 1 00 1 00 1 00 1.00 0 99 0 00 0 00 0 00 0.00 Length=8.0 ft 1 0116 0 038 1 25 1 300 1 00 1 00 1 00 1 00 0 99 0 21 168 67 1452 37 0 09 8 61 225 00 +D+0 750L+0 750S+H 1 300 1 00 1 00 1 00 1 00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 393 0130 1 15 1 300 1 00 1 00 1 00 1 00 0 99 0 66 525 70 1337 01 0 30 26 82 207 00 +D+0 60W+H 1 300 1 00 1 00 1 00 1 00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 273 0 090 1 60 1 300 1 00 1 00 1 00 1 00 0 99 0 64 505 71 1854 81 0 28 25 80 288 00 +D-0 60W+H 1 300 1 00 1 00 1 00 1 00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 091 0 030 1 60 1 300 1 00 1 00 1 00 1 00 0.99 0 21 168 36 1854 81 0 09 8 59 288 00 +D+0 70E+H 1 300 1 00 1 00 1 00 1.00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 091 0 030 1 60 1 300 1 00 1 00 1 00 1 00 0 99 0 21 168 67 1854 81 0 09 8 61 288 00 +D+0 750Lr+0 750L+0 450W+H 1 300 1 00 1 00 1 00 1 00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 227 0 075 1 60 1 300 1 00 1 00 1 00 1 00 0 99 0 53 421 45 1854 81 0 24 21 50 288 00 +D+0 750Lr+0.750L-0 450W+H 1 300 100 1 00 1 00 1 00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 045 0 015 1 60 1 300 1 00 1 00 1 00 1 00 0 99 0.11 8410 1854.81 0 05 4 29 288.00 +0+0 750L+0 750S+0 450W+H 1 300 1 00 1 00 1 00 1 00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 420 0138 1 60 1300 1 00 1 00 1 00 1 00 0 99 0 98 778 47 1854 81 0 44 39 72 288 00 +D+0 750L+0 750S-0 450W+H 1.300 100 1 00 1 00 1 00 0 99 0.00 0 00 0 00 0 00 Length=8 0 ft 1 0147 0 048 1 60 1 300 1 00 1 00 1 00 1 00 0 99 0 34 272 93 1854 81 015 13 92 288 00 +D+0 750L+0 750S+0 5250E+H 1 300 1 00 1 00 1 00 1 00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 283 0 093 1 60 1.300 100 100 100 100 0 99 0 66 525 70 1854 81 0 30 26 82 288 00 +0 60D+0 60W+0 60H 1 300 1 00 1 00 1 00 1 00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 236 0 078 1 60 1 300 1 00 1 00 1 00 1 00 0 99 0 55 438 24 1854 81 0 25 22 36 288 00 +0 600-0 60W+0 60H 1 300 1 00 1 00 1 00 1 00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0127 0 042 1 60 1 300 1 00 1 00 1 00 1 00 0 99 0 30 235 83 1854 81 013 12 03 288 00 +0 60D+0 70E+0 60H 1 300 100 1 00 1 00 1 00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 055 0 018 1 60 1 300 100 1 00 1 00 1 00 0 99 013 101 20 1854 81 0 06 516 288 00 Overall Maximum Deflections Load Combination Span Max "-"Defl Location in Span Load Combination Max "+"Defl Location in Span +D+0 750L+0 750S+0 450W+H 1 01708 4 029 0 0000 0 000 Vertical Reactions Support notation•Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0 491 0 491 Overall MiNimum 0 064 0 064 +D+H 0106 0106 +D+L+H 0106 0.106 +D+Lr+H 0106 0 106 +D+S+H 0 406 0 406 +D+0 750Lr+0 750L+H 0 106 0.106 +D+0 750L+0 750S+H 0 331 0 331 +D+0 60W+H 0 319 0 319 +D+0 70E+H 0106 0106 +D+0 750Lr+0 750L+0 450W+H 0 266 0 266 +0+0 750L+0.750S+0 450W+H 0 491 0 491 +D+0 750L+0 750S+0 5250E+H 0 331 0 331 +0 60D+0 60W+0 60H 0 276 0 276 +0 60D+0 70E+0 60H 0 064 0 064 D Only 0106 0106 Lr Only L Only S Only 0 300 0 300 W Only 0 354 0 354 E Only H Only C3 Wood Beam File=p 12015 Proiects11525D-MDG UPS Tigard\STRUCTURALICALC5115250.ec6 ENERCALC INC 1983 2015 Build 615 7.30 Ver 615.7 30 Lic # KW 06002562 . Licensee ;:tin nppey consulting engineers:.; Description: (2)-2x4 D F#1 CODE REFERENCES - Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1000 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1000 psi Ebend-xx 1700 ksi Fc-Prll 1500 psi Eminbend-xx 620 ksi Wood Species :Douglas Fir- Larch Fc-Perp 625 psi Wood Grade :No.1 Fv 180 psi Ft 675 psi Density 31 2 pcf Beam Bracing : Completely Unbraced D{�08) + y y D(0 015) + * + y 5(0 075)W(0 0885) + + + + dw • • 2-2x4 Span=80ft Applied Loads Service loads entered.Load Factors will be applied for calculations. • Beam self weight calculated and added to loads Uniform Load: S=0.0250, W=0.02950 ksf, Tributary Width=3 0 ft,(SL) Uniform Load: D=0.0150 ksf, Tributary Width=1.0 ft,(Roof DL) Uniform Load: D=0.0040 ksf, Tributary Width=2.0 ft,(Smoke/Heat Vent DL) _DESIGN SUMMARY 2.. ._._._. ©esro n N.G. Maximum Bending Stress Ratio = 0.915 1 Maximum Shear Stress Ratio = 0.259 : 1 Section used for this span 2-2x4 Section used for this span 2-2x4 fb:Actual = 1,571.66 psi fv:Actual = 53.54 psi FB:Allowable = 1,716.91 psi Fv:Allowable = 207.00 p si Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.000ft Location of maximum on span = 7 737 ft `• Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.450 in Ratio= 213<360 I Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.617 in Ratio= 155 <180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb F'b V fv F'v +D+H 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 295 0 083 0 90 1 500 1 00 1 00 1.00 1 00 1 00 0 20 39615 134513 0 09 13 49 162 00 • +D+L+H 1 500 1 00 1 00 1 00 1 00 1 00 0 00 0 00 0 00 0 00 Length=8.0 ft 1 0 265 0 075 1 00 1 500 1 00 1 00 1 00 1 00 1 00 0 20 39615 1493 95 0 09 13 49 180 00 +D+Lr+H 1.500 1 00 1 00 1 00 1 00 1 00 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 212 0 060 1 25 1 500 100 1 00 1 00 100 0 99 0 20 39615 1865 37 0 09 1349 225 00 +D+S+H 1 500 1 00 1 00 1 00 1 00 0 99 0 00 0 00 0.00 0 00 Length=8 0 ft 1 0 915 0 259 1 15 1 500 1 00 100 1.00 100 100 0 80 1,571 66 1716 91 0 37 53 54 207 00 C 4/ i Wood.Bea m File=p 12015 Protects115250-MDG UPS Tigard\STRUGTURALICALCS115250,ec6 ENERCALC,INC.1983-2015,Build:6 15,7.30,Ver 615.7.30 Ltc;!# KW06002562: . '><• » Licensee tmrippey;consultingengineers Description: (2)-2x4 D F#1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN CI Cr Cm C t C L M fb F'b V fv F'v +D+0 750Lr+0 750L+H 1 500 1 00 1 00 1 00 1 00 1 00 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 212 0 060 1.25 1 500 1 00 1 00 1 00 1 00 0 99 0 20 39615 1865 37 0 09 13 49 225 00 +D+0 750L+0 750S+H 1 500 1 00 1 00 1 00 1 00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 744 0 210 1 15 1 500 1 00 1 00 1 00 1 00 1 00 0 65 1,277 78 1716 91 0 30 43 53 207 00 +D+0.60W+H 1 500 1 00 1 00 1 00 1 00 1 00 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 515 0 145 1 60 1 500 1 00 1 00 1 00 1 00 0 99 0 63 1,228 41 2383 81 0 29 41 84 288 00 +D-0 60W+H 1 500 1 00 1 00 1 00 1 00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0183 0 052 1 60 1 500 1 00 1 00 1 00 1 00 0 99 0 22 43611 2383 81 010 14 86 288 00 +D+0 70E+H 1 500 1 00 1 00 1 00 1 00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 166 0 047 1 60 1 500 1 00 1 00 1 00 1 00 0 99 0 20 396 15 2383 81 0 09 13 49 288 00 +D+O 750Lr+0 750L+0 450W+H 1 500 1 00 1 00 1 00 1 00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 428 0121 1 60 1 500 1.00 1 00 1 00 1 00 0 99 0 52 1,020 34 2383 81 0 24 34 76 288 00 +D+0 750Lr+0 750L-0 450W+H 1 500 1 00 1 00 1 00 1 00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 096 0 027 1 60 1 500 1 00 1 00 1 00 1 00 0 99 012 228 05 2383 81 0 05 7 77 288 00 +D+0 750L+0 750S+0 450W+H 1 500 1 00 1 00 1 00 1 00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 798 0 225 1 60 1 500 1 00 1 00 1 00 1 00 0 99 0 97 1,901 98 2383 81 0 45 64 79 288 00 +D+0.750L+0 750S-0 450W+H 1 500 1 00 1 00 1 00 1 00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 274 0 077 1 60 1 500 1 00 1 00 1 00 1 00 0 99 0 33 653 58 2383 81 016 22 26 288 00 +D+0.750L+0 750S+0 5250E+H 1 500 1 00 1 00 1 00 1 00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 536 0151 1.60 1 500 100 100 1 00 100 0 99 0 65 1,277 78 2383 81 0 30 43 53 288 00 +0 60D+0 60W+0 60H 1 500 1 00 1 00 1 00 1 00 0 99 0 00 0.00 0 00 0 00 Length=8 0 ft 1 0 449 0 127 1 60 1 500 1 00 1 00 1 00 1 00 0 99 0 55 1,069 95 2383 81 0 26 36 45 288 00 +0 60D-0 60W+0 60H 1 500 1 00 1 00 1 00 1 00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0 249 0.070 1 60 1 500 1 00 1 00 1 00 1.00 0 99 0 30 594 57 2383 81 014 20 25 288 00 +0 60D+0 70E+0 60H 1 500 1 00 1.00 1 00 1 00 0 99 0 00 0 00 0 00 0 00 Length=8 0 ft 1 0100 0 028 1 60 1 500 1 00 1 00 1 00 1 00 0 99 012 237 69 2383 81 0 06 810 288 00 Overall Maximum Deflections . Load Combination Span Max "-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0 750L+0 750S+0 450W+H 1 0 6173 4 029 0 0000 0 000 Vertical Reactions Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0 485 0 485 Overall MiNimum 0 061 0 061 +D+H 0101 0101 +D+L+H 0101 0101 +D+Lr+H 0101 0101 +D+S+H 0 401 0 401 +D+0 750Lr+0 750L+H 0101 0101 +D+0 750L+0 750S+H 0 326 0 326 +D+0 60W+H 0 314 0 314 +D+0 70E+H 0101 0101 +D+0 750Lr+0 750L+0 450W+H 0 260 0 260 +D+0 750L+0 750S+0 450W+H 0 485 0 485 +D+0 750L+0 750S+0 5250E+H 0 326 0 326 +0 60D+0 60W+0 60H 0 273 0 273 +0 60D+0 70E+0 60H 0.061 0 061 D Only 0.101 0101 Lr Only L Only S Only 0 300 0 300 W Only 0 354 0 354 E Only H Only c