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Specifications (50) 0-err° OI 1 7-a)25-ii ALLSTRUCTURE REcEIVED ll; Engineering LLC 7140 SW Fir Loop,Ste.231 •Tigard,OR 97223 CrTSEP Za1l v:503.620.4314•f:503.620.4304 www.allstructure.com / � 1111043 STRUCTURAL DOCUMENTS Project: Allstructure # 16303.00 ' Tigard Hampton Inn & Suites SSW 69th Ave. //79h Volume I Tigard,Oregon September 6, 2017 TABLE OF CONTENTS: Sheet No. 1 Project Information&Design Criteria 2-10 Reference Drawings 11-31 Gravity Design 32-195 ' Lateral Design Criteria 196-205 Lateral Design-E-W Direction 206-241 Lateral Design-N-S Direction 242-293 ' Mechanical Anchorage 294-312 Porte Cochere Design 313-341 1 ' NOTES: Allstructure Engineering LLC was retained in a limited capacity for this project and is responsible only for the items described in these documents. OFFICE COPY 76 : tE ' S OR GON Exoir :6130119 1 1 I � I I I I I I PROJECT INFORMATION I DESIGN CRITERIA I 1 I I Sy E I I 1 E. E. i 1 I 1 1 I IAS ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE a 7140 SW Fir Loop, Suite 231 16305.00 IITigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF I 1 PROJECT INFORMATION I Name: Hampton Inn& Suites New Hospitality Construction I Location: Tigard, Oregon Code: 2012 International Building Code (2015 IBC) I 2014 Oregon Structural Specialty Code (2014 OSSC) ASCE 7-10 Minimum Design Loads for Buildings and Other Structures IScope: The attached calculations for the lateral and gravity design of the planned new four-story hotel. The structure is primarily wood-framed with steel components I as required to support the second floor. The lateral force resisting system consists of wood bearing walls sheathed with structural-rated sheathing(APA rated plywood or OSB). The foundation is a shallow conventional concrete foundation. IThe attached calculations are for the specific engineered components identified in these design documents. Conventionally framed components shall be constructed Iin accordance with prescriptive requirements of the building code. I Information contained in Geotechnical Engineering Report—Proposed Hotel Development by PBS Engineering+ Environmental., PBS Project: 70976.000 dated February 4, 2016 were used in the design of the foundation elements. I I 1 • 1 I I I 1 AS ALLSTRUCTURE Tigard Hampton Inn �� s BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF General I Building Department City of Tigard Building Code/Year 2013 OSSC Risk Category II Dead Loads Siding (Fiber Cement) 3.0 psf 1/2" OSB Sheathing 1.5 psf Batt Insulation 1.1 psf 2x6 Studs @ 16" O.C. 1.7 psf Electrical and Mechanical 1.0 psf 5/8" Interior Gyp Finish 2.7 psf Miscellaneous 2.0 psf Total Exterior Wall (Fiber Cement Siding) Dead Load 13.0 psf 2" Cultured Stone Veneer 29.7 psf 1/2" OSB Sheathing 1.5 psf Batt Insulation 1.1 psf 2x6 Studs @ 16" O.C. 1.7 psf Electrical and Mechanical 1.0 psf 5/8" Interior Gyp Finish 2.7 psf Miscellaneous 1.8 psf Total Exterior Wall (Cultured Stone) Dead Load 40.0 psf 5/8" Interior Gyp Finishes (Each Side) 5.4 psf 2x4 Studs @ 24" O.C. 0.7 psf Electrical and Mechanical 1.0 psf Miscellaneous 1.9 psf I Total Interior Wall Dead Load 9.0 psf Membrane Roofing 1.0 psf 5" Rigid Insulation 7.5 psf 1/2" OSB Sheathing 1.6 psf Loose Insulation 1.9 psf Pre-Manufactured Roof Trusses @ 24" O.C. 1.8 psf I Electrical and Mechanical 1.0 psf 5/8" Gyp Ceiling 2.7 psf Miscellaneous 1.5 psf Total Roof Dead Load 19.0 psf I Floor Finishes (Carpet& Pad) 2.0 psf 1" Gyperete Topping 8.7 psf 3/4" OSB Sheathing 2.4 psf I 11-7/8 TJI's @ 24" O.C. 1.5 psf Electrical and Mechanical 1.0 psf (2) 5/8" Gyp Ceiling 5.4 psf Miscellaneous 1.5 psf Total Floor Dead Load 23.0 psf Total Partition Dead Load 6.0 psf I I I lAs ALLSTRUCTURE Tigard Hampton Inn BY KH DATE ! � �. _ Engineering LLC � CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 �m�� SHEET OF Live Loads Roof Snow Load 25 psf Floor Live Load 40 psf Corridor Live Load 100 psf Stairs and Exits Live Load 100 psf Deflections Total Load Deflection Limit L/240 ' Live Load Deflection Limit L/360 Wind Loads Wind Speed (3-Second Gust) 120.0 mph Exposure B Seismic Loads Project Site Latitude/Longitude 45.434740/-122.748286 Seismic Design Category D Site Soil Classification D Seismic Importance Factor 1.0 Response Modification Coefficient 6.5 Mapped MCE Spectral Response Acceleration (Short Periods) 98.1% Mapped MCE Spectral Response Acceleration (1 Second) 42.4% Seismic Response Coefficient, Cs 0.111 Basic Seismic Force Resisting System Light-framed walls sheathed with wood structural panels ' rated for shear resistance Analysis Procedure Used Equivalent Lateral Force Special Seismic Ordinances/Notes: None Soil Parameters Allowable Soil Bearing Pressure (net) 2500 psf Minimum Footing Width 24" 1/3 Increase for Wind/Earthquake forces? Yes Minimum Frost Depth 18 in Active Pressure (Assumed -Unrestrained) 40 pcf Active Pressure (Assumed - Restrained) 60 pcf Passive Pressure (Ignore top 12") 250 pcf Coefficient of Friction 0.35 I Additional Ordinances/Notes: None i 1 ALLSTRUCTURE Tigard Hampton Inn BY KH DATE 1� Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB No 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF Oregon Snow Loading 1 The design ground snow of any location in the state of Oregon may be determined by entering the latitude and longitude of your site into the boxes below. The tool provides the design ground snow load (pg in ASCE7*) for your site. The design ground snow load values can also be viewed on the online map. Users are strongly recommended to review the Map Usage Notes. Ground snow loads are very sensitive to geographic location, and particularly sensitive to elevation. It is recommended that the latitude and longitude values be entered with a precision of 0.001 (about 105 yards). *ASCE Standard(ASCE/SEI 7-10)Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. Latitude - Longitude Lookup I Results I Latitude: 45.43474 Longitude: -122.748286 I Snow Load: 10.0 psf Modeled Elevation: 206 ft I Site Elevation versus Modeled Grid Elevation I Site elevation refers to the elevation (above sea level, in feet) of the location for which the snow load is required. The modeled grid elevation is the average elevation of the 4 km (about 2-1/2 miles) grid cell that was used in the snow load modeling. In relatively flat terrain, the two elevations will likely be the same or very similar. In sloped or mountainous terrain, the two elevations may be quite different. The design ground snow load may be underreported for some locations where the site elevation is higher than the modeled grid elevation. Consult the Map Usage Notes if your site elevation is more than 100 ft. above the modeled grid elevation shown, or if I your site is at or near the top of a hill. Oregon Design Ground Snow Load Look Up Results I It is important that the user of this tool understand the principals and limitations of the modeling used to create it. Ground snow loads can vary dramatically over short distances due to changes in precipitation and elevation. It is critical to use good engineering judgment when interpreting and using the results reported by this tool. The user is recommended to review the online map, to gain a better understanding of the variations and range of magnitudes of the ground snow loads in the vicinity of the site location. In remote regions at high elevation, reliable snow data was not available during the creation of the map. A site-specific case study is required to determine the design ground snow load in these areas. The ground snow load values on the map are based on extrapolation, and are not recommended for design. See the Map Usage Notes for the regions that require a site-specific case study. It is recommended that the local building official having jurisdiction at the site be consulted for minimum design ground snow or roof snow loads. The reported design ground snow loads must be adjusted as required by Chapter 7 of ASCE7* for site exposure, roof slope, roof I configuration, etc. Only the properly adjusted loads can be used to design roof structural elements. Oregon requires a minimum roof snow load of 20 psf (pm in ASCE7*) for all roofs, plus a 5 psf rain-on-snow surcharge for many roof types, resulting in a 25 psf minimum roof design load for most roofs. See the Map Usage Notes or Snow Load Analysis for Oregon, Part II for further information. I *ASCE Standard(ASCE/SEI 7-10)Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. I ©Copyright 2010-2013 seao.org All rights reserved. I I SNOW LOAD Roof at Overframed Parapet IGROUND SNOW P0 = 10 psf density= 15.3 pcf Ibut < 30 pcf density= 15.3 pcf ROOF SNOW pf= 0.7*Ce*Ct*I*pg flat roof Ce = 1.0 Ct= 1.0 1 = 1.00 pf= 7.00 psf flat roof Ips = Cspf sloped roof Cs = 1.0 Ups = 7 psf sloped roof DRIFTING SNOW 1 I lu = 3.00 feet width of higher structure lu = 175.00 width of lower structure but not less thanl5 ft lu effective = 15.00 feet lu effective 175.00 feet 10.75*hd = 0.56 feet 0.75*hd = 2.02 feet pd = 8.5 psf Typical Leeward Drift pd = 30.9 psf Typical Winward Drift �wd = 2.23 feet wd = 8.07 feet Max Drift at Parapet= (15.3pcf*2.33ft)-7.0psf=28.7psf Ihd = (28.7psf/15.3pcf)= 1.13ft wd =4*1.13ft=4.5ft 'REFERENCE: ASCE 7-10 Minimum Design Loads for Buildings and Other Structures ALLSTRUCTURE Tigard Hampton Inn BY KH DATE wEngineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 SOB No 16305.00 I Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF I I I SNOW LOAD Roof at Penthouse GROUND SNOW I pg = 10 psf density = 15.3 pcf but< 30 pcf density = 15.3 pcf ROOF SNOW I pf= 0.7*Ce*Ct*I*pg flat roof Ce = 1.0 1 Ct= 1.0 1 = 1.00 1 pf= 7.00 psf flat roof ps = Cspf sloped roof I Cs = 1.0 ps = 7 psf sloped roof I DRIFTING SNOW I lu = 50.00 feet width of higher structure lu = 130.00 width of lower structure but not less thanl5 ft lu effective = 50.00 feet lu effective 130.00 feet hd = 1.85 feet hd = 2.33 feet111 pd = 28.3 psf Typical Leeward Drift pd = 35.6 psf Typical Winward Drift wd = 7.40 feet wd = 9.32 feet I REFERENCE: ASCE 7-10 Minimum Design Loads for Buildings and Other Structures ALLSTRUCTURE Tigard Hampton Inn BY KH DAA I 1 Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF I I I I SNOW LOAD Penthouse Parapet 'GROUND SNOW pg = 10 psf density= 15.3 pcf Ibut< 30 pcf density= 15.3 pcf IROOF SNOW pf= 0.7*Ce*Ct*I*pg flat roof ICe = 1.0 Ct = 1.0 I 1 = 1.00 pf= 7.00 psf flat roof Ips = Cspf sloped roof Cs = 1.0 Ips = 7 psf sloped roof DRIFTING SNOW I I lu = 15.00 feet width of higher structure lu = 50.50 width of lower structure but not less thanl5 ft Il lu effective = 15.00 feet lu effective 50.50 feet I0.75*hd = 0.56 feet 0.75*hd = 1.05 feet pd = 8.5 psf Typical Leeward Drift pd = 16.0 psf Typical Winward Drift 'wd = 2.23 feet wd = 4.19 feet I 'REFERENCE: ASCE 7-10 Minimum Design Loads for Buildings and Other Structures i s , ALLSTRUCTURE Tigard Hampton Inn 11� BY KH DATE Engineering LLC � CHK BY _ DATE _ 7140 SW Fir Loop, Suite 231 16305.00 I Tigard, Oregon 97223 No v: 503.620.4314 . 1: 503.620.4304 SHEET . — OF I I 1 SNOW LOAD I 2nd Floor Lower Roof at GL 17/A&B GROUND SNOW I pg = 10 psf density= 15.3 pcf I but< 30 pcf density= 15.3 pcf ROOF SNOW pf= 0.7*Ce*Ct*I*pg flat roof Ce = 1.0 1 Ct= 1.0 1 = 1.00 pf= 7.00 psf flat roof ps = Cspf sloped roof I Cs = 1.0 ps = 7 psf sloped roof I DRIFTING SNOW Leeward Drift Winward Drift I lu = 48.00 feet width of higher structure lu = 4.00 width of lower structure I but not less thanl5 ft lu effective = 48.00 feet lu effective 15.00 feet hd = 1.80 feet hd = 0.18 feet I pd = 27.6 psf Typical Leeward Drift pd = 2.8 psf Typical Winward Drift wd = 7.22 feet wd = 0.73 feet III REFERENCE: ASCE 7-10 Minimum Design Loads for Buildings and Other Structures , AS ALLSTRUCTURE Tigard Hampton Inn BY KH DATE I Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231JOB NO 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF f r 1 1 REFERENCE DRAWINGS 1 1 I I i 1 1 1 1 p3 Yu ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 Tigard, Oregon 97223 JOB ND 16305.00 1 v: 503.620.4314 • f: 503.620.4304 I 1 I I I I GRAVITY DESIGN I I I 1 Ii 1 f f i.f 1 I #t 1 k I I I I t • ivy ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK 8Y DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 _,,, ��,__. �_ JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF frZk, \W 1 00aroorL -10%ST5 S7,ni1, V-6u i7 P5( I 1,-/t� /00 4,5,f I Y-I/1(.i 5-1 (o flv ts-t5 SPA k1 . 701-(," /1% Tr aro @ iz"oc 6.)1,t,- Ic kI?k ..\oIat EJ?0,1i ` /% 7P 11-/5 i zioC 7(/� - 1 (.,= zP5� I � LJLi,a 40 Pit= 1 7e,b, (pocz-t3ut 5 sTS SP4 d ` /z 9 14)0c,= �9 �s�' /i��g �A�- 110 @2�("Qe. ' ("dLf, ' 4/1) 5f /I76 -rte coGt, e-z-`f"°(--- 81 -i'J-v lIo 0 2-'e rasa. 49, t p(F 1-c,rya -to oeT,34 Ieate_time_AT et,EU4T - 5p6A' 8'-0 4 w� Z� c IA T-T Z,tI pZyuV� 1 ,,.),A, ai0®r-4 111 5r6/ m , e CI oo) atwre 5p(41, 15'10" (�b�_ ��f ip-ilb -at 3100 @ (7," 1 w t,t foots ir4 ALLSTRUCTURE 6,4a_b Y,1, BYI%it DATEI Zoll Engineering LLC CHK BY DATE 7140 SW Fir Loop,Suite 231 JOB No Tigard,Oregon 97223 I v:503.620.4314 • f:503.620.4304 SHEET OF www.allstructure.com Allstructure Engineering Project Title: Tigard Hampton Inn I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com PArted: .I JA :1017 11 54A i File=S.\Projects\2016\16303 00 Tigard Hampton Inn&Suites103 Calculations\2nd floor BM-1.ec6 Wood Beam File INC.1983-2016.Build616.12.31.Ver6.16.12.31 Lie.' :: KWF s k 3'�E � ,..,, .F .., .&.-Z� .. i*A L IS ::, C .... ...EERI , 11 , Description: Corridor Joists CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 900 psi Ebend-xx 1600 ksi 111 Fc-PM 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase D(0 048343)l(0 1667)... 11 X !C 2x8 I Span=6.50 ft -. I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0290, L=0.10 ksf. Tributary Width=1.667 ft I DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.844: 1 Maximum Shear Stress Ratio = 0.443 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 1,048.48 psi fv:Actual = 79.67 psi I FB:Allowable = 1,242.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.250ft Location of maximum on span = 5.907 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I Maximum Deflection Max Downward Transient Deflection 0.088 in Ratio= 882>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.027 in Ratio= 2902>=240. I Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections I Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.0884 3.274 0.0000 0.000 ' I I I I ZFORIE MEMBER REPORT 4th,King Studio PASSED 1 piece(s) 11 7/8"TM®360 © 12" OC Overall Length:21'1" I ............ I + + 0 0 I -. X20'66" X 1 ° At locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor IMember Reaction(lbs) 720 @ 2 1J2"707 @ 3 1/2" 1202(2.25") Passed(60%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 1705 Passed(41%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Commercial Moment(Ft-lbs) 3684 @ 10'6 1/2" 6180 Passed(60%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 I Live Load Defl.(in) 0.379 @ 10'6 1/2" 0.689 Passed(1/654) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Deft.(in) 0.654 @ 10'6 1J2" 1.033 Passed(1/379) 1.0 D+1.0 L(All Spans) TJ Pro"'Rating 40 40 Passed •Deflection criteria:LL(1/360)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'10"o/c unless detailed otherwise. I •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 20'11"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edger"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the Tl-Pro"Rating include:None II Bearing Length Loads to Supports(lbs) SuppUtCSTotal Available Required Dead Floor Total Accessories ve i-Stud wall-DFI 3.50" 2.25" 1.75" 306 422 728 1 1/4"Rim Board 2-Stud wall-DF 3.50" 2.25" 1.75" 306 422 728 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. I Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 21'1" 12" 29.0 40.0 Assembly-Fixed Seats 11 We erhaeuser Notes Y € Su tAv�d E ISS I/4"riAM Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is Icompatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I I Forte Software Operator Job Notes 8/31/2017 3:42:44 PM Kevin Harker Forte v5.3, Design Engine:V7.0.0.5 Alistructure Engineering (503)620-4314 JoistS,4te IKewnh@alistructure.com -.........I Page 1 of 1 PASS r�FORTE MEMBER REPORT 4th,King ED 1 piece(s) 11 7/8" T)I® 210 @ 24" OC Overall Length: 15'4" I 0 0 I o-� 149 • 0 C I All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 1044 @ 2 1/2" 1134(2.25") Passed(92%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 1018 @ 3 1/2" 1655 Passed(61%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Commercial Moment(Ft-lbs) 3838 @ 7'8" 3795 Passed(101%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Uve Load Defl.(in) 0.258 @ 7'8" 0.497 Passed(L/693) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.446 @ 7'8" 0.746 Passed(L/402) -- 1.0 D+1.0 L(All Spans) I TJ-ProT"Rating 40 40 Passed -- -- • Deflection criteria:U.(L/360)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 3'6"o/c unless detailed otherwise. I •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 15'2"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro'"Rating include:None Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live 1 Stud wall-DF 3.50" 2.25" 1.90" 445 613 1058 1 1/4"Rim Board I 2-Stud wall-OF 3.50" 2.25" 1.90" 445 613 1058 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. i ' Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 15'4" 24" 29.0 40.0 Assembly-Fixed Seats Weyerhaeuser Notes (OSOSTAREAREE FORESTRY itLAnv€ Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I 1 I Forte Software operator Job Notes 8/31/2017 3:40:42 PM I Fate v5.3, Design Engine:V7.0.0.5 Kenn Harker Alistructure Engineering Joists.4te 6204314 Keenh@ailstruc hre.com Page 1 of 1 I 1FORTE * . MEMBER REPORT 4th,Double Queen PASSED 1 piece(s) 11 7/8"TM® 110 © 24" OC Overall Length: 13'4" I I + o + o 111 - 1 Z 9" 4. CI I All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Loath Combination(Pattern) System:Floor I Member Reaction(lbs) Shear(lbs) 906©2 1/2" 880 @ 3 1/2" 1041(2.25") Passed(87%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist 1560 Passed(56%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Commercial Moment(Ft-lbs) 2878©6'8" 3160 Passed(91%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 I Live Load Deft.(in) 0.171 @ 6'8" 0.431 Passed(L/905) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) Ti-Pro'"Rating 46 0.295©6'8" 0.646 40 Passed(L/525) -- 1.0 D+1.0 L(All Spans) Passed -- -- •Deflection criteria:LL(L/360)and 11(1/240). I •Top Edge Bracing(Lu):Top compression edge must be braced at 3'3"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 13'2"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro"Rating include:None I Bearing Length Loads to Supports(lbs) • Supports Total Available Required Dead Floor Total ,Atiesseariess:-'.,.. V' , I1-Stud wall-DF 2-Stud wall-DF 3.50" 3.50" 2.25" 2.25" 1.75" 387 1.75" 387 533 533 920 1 1/4"Rim Board 920 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. IDead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 13'4" 24" 29.0 40.0 Assembly-Fixed Seats Weyerhaeuser Notes WAMIAlkt fOeFSTIIY lf4filATM I Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. • Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is Icompatible with the overall project,Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I I I IForte Software Operator Job Notes 8/31/2017 3:40:54 PM Kevin Harker Forte v5.3, Design Engine:V7.0.0.5 Alistructure Engineenng Joists.4te (503)620-4314 Kevmh@ailstructure corn I Page 1 of 1 4FORTE MEMBER REPORT 4th, Storage PASSED I 1 piece(s) 11 7/8" T)I® 560D @ 24" OC Overall Length: 10' 1" I 1 _ _ 9'6" X 0 0 1All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results, Actual @ Location AH y. LDE ',<- �,., 1-04 it►1 System:Floor Member Reaction(lbs) 1521 @ 2 1/2" 1540(2.25") Passed(99%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist 1 Shear(lbs) 1463 @ 3 1/2" 2255 Passed(65%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Commercial Moment(Ft-lbs) 3598 @ 5'1/2" 9605 Passed(37%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.110 @ 5'1/2" 0.322 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.135 @ 5'1/2" 0.483 Passed(L/859) -- 1.0 D+1.0 L(All Spans) I TJ-Proe"Rating 61 40 Passed -- -- •Deflection criteria:LL(L/360)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 9'6"o/c unless detailed otherwise. II•Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 9'11"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro""Rating include:None Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live 1-Stud wall-DF 3.50" 2.25" 2.18" 292 1260 1552 1 1/4"Rim Board 1 2-Stud wall-DF 3.50" 2.25" 2.18" 292 1260 1552 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. _ Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 10'1" 24" 29.0 125.0 Assembly-Fixed Seats iWeyerhaeuser Notes t€rr if iinAllvE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at 1 Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I I I Forte Software Operator Job Notes I 8/31/2017 3.41:09 PM 1 Kevin Harker Forte v5.3,Design Engine:V7.0.0.5 Allstnicture Engineering Joists.4te (503)620-4314 Kevinh allstmcture.com Page 1 of 1 1 I _ E MEMBER E REPORT 4th,Roof at Rear Vestibule SASSED 1 piece(s) 11 7/8" TM® 110 @ 24" OC Overall Sloped Length: 15'7 5/16" +I + 0 0 I .. aIa All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Roof 1 Member Reaction(lbs) 935 @ 3 1/2" 1047(1.75") Passed(89%) 1.15 1.0 D+1.0 S(All Spans) Member Type:Joist Shear(lbs) 935 @ 3 1/2" 1794 Passed(52%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Commercial Moment(Ft-lbs) 2997 @ 7'2 9/16" 3634 Passed(82%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.328 @ 7'7 1/4" 0.500 Passed(L/549) _- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.509 @ 7'8 1/16" 0.750 Passed(1/354) 1.0 D+1.0 S(All Spans) Member Pitch:0.25/12 •Deflection criteria:LL(1/360)and TL(U240). •Top Edge Bracing(Lu):Top compression edge must be braced at 3'2"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 15'o/c unless detailed otherwise. I Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Snow Total Accessories Ii-Hanger on 11 7/8"DF beam 3.50" Hangers 1.75"/- 296 2-Hanger on 11 7/8"OF beam 3.50" Hangers 1.75"/- 296 457688 984 See note'753 See note' •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. I • Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories I 1-Face Mount Hanger IUS1.81J11.88 2.00" N/A 10-l0d x 1-1/2 N/A 2-Face Mount Hanger IUS1.81(11.88 2.00" N/A 10-10d x 1-1/2 N/A • Dead Snow ILoads Location(Side) Spacing (0.90) (1.15) Comments 1-Uniform(PSF) 0 to 15'7" 24" 19.0 25.0 Roof 2-Tapered(PLF) 0 to 9'2 3/8" N/A - 79.4 to 0.0 IWeyerhaeuser Notes,; f}susrm4Bstr toetstre INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is I compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I Forte Software Operator Job Notes 8/31/2017 3:41:28 PM Kean Harker Forte v5.3,Design Engine:V7.0.0.5 Aiistructure Engineering Joists.4te (503 4 Kevtnh@ailst u cture.c corn Page 1 of 1 MEMBER REPORT 4th, Corridor at Elevator PASSED 1 piece(s) 11 7/8" TMI® 210 @ 24" OCI Overall Length:8'7" i 0 0 8' X 4' All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. _Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Boor Member Reaction(lbs) 1080 @ 2 1/2" 1134(2.25") Passed(95%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist I Shear(lbs) 1032 @ 3 1/2" 1655 Passed(62%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Commercial Moment(Ft-lbs) 2151 @ 4'3 1/2" 3795 Passed(57%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) • 0.079 @ 4'3 1/2" 0.204 Passed(1/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD I Total Load Defl.(in) 0.102 @ 4'3 1/2" 0.408 Passed(1/962) -- 1.0 D+1.0 L(All Spans) TJ-ProT'Rating 61 40 Passed -- -- •Deflection criteria:IL(L/480)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 5'o/c unless detailed otherwise. I •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 8'5"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro"'Rating include:None Bearing Length Loads to Supports(lbs) I Supports Total Available Required Dead Floor Total Accessories 1-Stud wall-DF 3.50"' 2.25" 2.04" 249 858 1107 1 1/4"Rim Board I 1 2-Stud wall-DF 3.50" 2.25" 2.04" 249 858 1107 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Floor Live Loads Location(Side) Sparing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 8'7" 24" 29.0 100.0 Assembly-Fixed Seats I I Weyerhaeuser Notes l'F susTm,tAstE R)116 T tY INITIATIN'T I Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at I Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports, Weyerhaeuser product literature and installation details refer In www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I I Forte Software Operator Job Notes 8/31/2017 3:43:30 PM I Ke n Harker Forte v5.3,Design Engine:V7.0.0.5 Ali structure Engineering Joist..4te 20-4314 Kev halls ru c I KewnhQallstructure.com Page 1 of 1 I g . _ m.. ,.. _ 4th. Storage at Linen Chute Room ' ` �4. �� 1 piece(s) 11 7/8" TJI® 360 @ 12" OC Overall Length: 14'1" I + 0 0 13'6" X Io 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) "L„:,-..... System:Floor IMember Reaction(lbs) 1068 @ 2 1/2" 1202(2.25") Passed(89%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 1039 @ 3 1/2" 1705 Passed(61%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Commercial Moment(Ft-lbs) 3595 @ 7'1/2" 6180 Passed(58%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 ILive Load Defl.(in) 0.256 @ 7 1/2" 0.342 Passed(L/640) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.316 @ 7'1/2" 0.683 Passed(1/520) -- 1.0 D+1.0 L(All Spans) TJ Pro'"Rating 60 40 Passed •Deflection criteria:LL(L/480)and TL(t/240). I •Top Edge Bracing(Lu):Top compression edge must be braced at 4'11"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 13'11"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edger"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ Pro Rating include:None ILength Loads to Supports(lbs) Total AS?a##able Required Dead Floor Total Accessories ' Ii Stud wall-DF 3.50" 2.25" 1.75" 204 204 880 1084 1 1/4"Rim Board 2 Stud wall-DF 3.50" 2.25" 1.75" 880 1084 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. I Dead Floor Live I Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 14'1" 12" 29.0 125.0 Assembly-Fixed Seats Weyerhaeuser Notes SuSTANAW rarsr lrLµrrs Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design I professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. iiThe product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I Forte Software Operator Job Notes 8/31/2017 3:43:45 PM Kevin Harker Forte v5.3,Design Engine:V7.0.0.5 Allstructure Engineering Joi.sts.4te (503) 4 Kewnh@allstruc ture.com' ................._ Page 1 of 1 i F_A,maca,CI Lnu� df e po4..'C6 �cxNrGR ix/0 br(t. 4 z PC wAL_ i� >-s( wSLz z5 1,s4 0 e ei, �5 b,e- `)Pt\^)` tr3`b`" ■ (`z) 7x30 tlo" se- i 0/07-r-tv --- A.Y �1,��o(�-- t� ata,r` (,..artmk- -3 g oh' wa, ► oca V ) -. Li®dP►c 0Lr> (16 ) 11 eb III 2-10e • (O(yeSk 1 I I 1 ns, ALLSTRUCTURE BY DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop,Suite 231 JOB NO Tigard,Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF www.allstructure.com I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Wood Bea r11 File=S.Projects\2016116303.00 Tigard Hampton Inn&Suites103 Calculationsl2nd floor BM-1.ec6 ENERCALC,INC 1983-2016,Build:6.1612 31.Ver 61612 31 I Lic.#r'".;:0600Z:;.k'a '''''' ,. � :, Mt::72- ," . -,� .I,- n tk -,- 1 1 -t Z 1 Description: Front Low Roof Overhang at Porte Cochere CODE REFERENCES I Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Stress Design Load Combination ASCE 7-05 Fb Tension 900.0 psi E:Modulus of Elasticity 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 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase I : *+ 0(0.025327)(0.033325) t i S 0.0529201,0 2x10 Span=15.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads I Load for Span Number 1 Varying Uniform Load: S(S,E)=0.03970->0.0 ksf,Extent=0.0-->>9.20 ft, Trib Width=1.333 ft,(Drift; Uniform Load: D=0.0190, S=0.0250 ksf, Tributary Width=1.333 ft,(Roof) DESIGN SUMMARY Desi Maximum Bending Stress Ratio = 0.906 1 Maximum Shear Stress Ratio = 0.298 : 1 I Section used for this span 2x10 Section used for this span 2x10 fb:Actual = 1,186.23 psi fv:Actual = 61.62 psi FB:Allowable = 1,309.28 psi Fv:Allowable = 207.00 psi I Load Combination _ +D+S+H Load Combination +D+S+H Location of maximum on span 6.953ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I Maximum Deflection Max Downward Transient Deflection 0.340 in Ratio= 530>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.205 in Ratio= 877>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 1 Overall Maximum Deflections ILoad Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span S Only 1 0.3395 7.336 0.0000 0.000 I I Allstructure Engineering Project Title: Tigard Hampton Inn I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=S.\Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\2nd floor BM-1.ec6 Wood Beam ENERCALC,INC. 983-2017,Build:6.17.3.17,Ver.6.17.3.17 ,ic: !:� 47 i e.�A1.L5Ft R ENGINEERING INC.1N ': Description: Corridor Joists at Corner(GL19-201L-K) CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 I Load Combination Set :ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 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 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Dt0.038657)L(0.1333) x K .L 2-2x8 I Span=10.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. 111 Beam self weight calculated and added to loads Uniform Load: D=0.0290, L=0.10 ksf, Tributary Width=1.333 ft I DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.895: 1 Maximum Shear Stress Ratio = 0.316 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 1,111.69 psi fv:Actual = 56.96 psi I FB:Allowable = 1,242.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I Maximum Deflection Max Downward Transient Deflection 0.241 in Ratio= 523>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 I Max Downward Total Deflection 0.078 in Ratio= 1609>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.2406 5.288 0.0000 0.000 I I I '01FORTE . .. MEMBER REPORT 4th,Corridor at Elevator-Offset Wall 1 piece(s) 11 7/8" TM® 210 @ 24" OC PASSED IOverall Length:87" I 0 1 + 0 I . 4,t ,t• V' ICI All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. 0 I Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 1917©7'8 1/4" 2145(3.50") Passed(89%) 1.00 1.0 D+1.0 L(All Spans) 1655 Passed(55%) 1.00 1.0 D+1.0 L(Alt Spans) Member Type:Joist Shear(lbs) 912©3 1/2" Building Use:Commercial Moment(Ft-lbs) 1690 @ 3'9 15/16" 3795 Passed(45%) 1.00 1.0 D+1.0 L(Alt Spans) Building Code:IBC 2015 Live Load Deft.(in) 1 Total Load Deft.(in) Ti-Pro"Rating 0.060 @ 311 3/8" 0.073©3'10 15/16" 63 0.187 0.374 -- 1.0 D+1.0 L(Alt Spans) Passed(L/999+) -- 1.0 D+1.0 L(Alt Spans) 40 PPaass.7edd(L1999+) -- -- Design Methodology:ASD • Deflection criteria:11(1/480)and TL(1/240). I •Overhang deflection criteria:U.(21/480)and TL(21/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 5'8"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 8'6"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. I •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro''Rating include:None Bearing Length Loads to Supports(lbs) I Supports Total Available Required Dead Floor Total Accessories ive 1-Stud wall-DF 3.50" 2.25" 1.75" 198 790/-38 988/-38 1 1/4"Rim Board 2-Stud wall-DF 3.50" 3.50" 3.50" 532 1386 1918 Blocking I •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. I Dead Floor Live 1 Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 8'7" 24" 29.0 100.0 Assembly-Fixed Seats 2-Point(lb) 8'7" N/A 232 400 IWeyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. SUSTAINAW"ES144Y INIIIATiVE Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at IWeyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I . ) I I IForte Software Operator Job Notes 8/31 2017, 3'40.19 PM Forte v5.3, Design Engine.V7.0.0.5 Kevin Harker Allstructure Engineering Joists.4te (503)6204314 Kevmh@alistructure.corn • Page 1 of 1 71-vvi tixio t•Fit, • w _ e(C a,- WS1.,: tiro clf 1`1`2 "f (o/ 0,1z- - , 1z- o (oo p l¢ (J o'C't 51- - L- Ilb - k0-wok PA A! 'rev I wDu` ` KI o Dy)0 � I ("35v., yZs 0,‘'s-lotbI I r I I I U I As„ ALLSTRUCTU RE BY DATE EngineeringIL LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 Job NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF www.allstructure.com I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Wood Beam File=S:\Projects\2016\16303.00 Tigard Hampton Inn&Suites103 Calculations\3rd floor ec6 ,, ENERCALC,INC 1983-2016 Build 6 16 12 31 Ver 6 16 12 31 ILit.# KW-06007476 -,. ` � 617 i.0t1 „,.%.„.,-,..,4g'-._,<.. Licensee ALLSTAUCTUREENGINEERING .. Description: R-HDR-WINDOW TYP CODE REFERENCES I Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pr!! 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 : Beam is Fully Braced against lateral-torsional buckling I i i s(+os) ++ + i + 0(0.364)S(0.4) X X I .X, ;X, I 4x14 sPe"=aon I Applied Loads Service loads entered.Load Factors will be app lied for calculations. Uniform Load: D=0.3040, S=0.40, Tributary Width=1.0 ft IUniform Load: S=0.060, Tributary Width=1.0 ft,(Drift) DESIGN SUMMARY Desi•n,OK Maximum Bending Stress Ratio = 0,296 1 Maximum Shear Stress Ratio = 0.212 : 1 Section used for this span 4x10 Section used for this span 4x10 I fb:Actual367.37 psi fv:Actual _ 43.92 psi FB :Allowable 1,242.00 psi Fv:Allowable 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.000ft Location of maximum on span = 3.241 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio= 6652>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 I Max Downward Total Deflection Max Upward Total Deflection 0.005 in Ratio= 10065>=240. 0.000 in Ratio= 0<240.0 iOverall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span S Only 1 0.0072 2.015 0.0000 0.000 I I I Allstructure Engineering Project Title: Tigard Hampton Inn I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com Wood Beam File=S:1Proiects12016116303.00 Tigard Hampton Inn&Suites103 Calculations\3rd tloor.ec6 ENERCALC,INC.1983-2016.Build.6.16.12.31.Ver:6.16.12.31 Lex .::KW-0600747 :.: v:,, Licensee; ' -I , - ' G. Description: R-HDR-WINDOW w/GIRDER LOAD CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pr!! 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 I Ft 575.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling i + D(1. fP0.77) iiiD(0.3S(0.4) i St t K I A 4x10 I _.... Span 4.0 ft ----- Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.3040, S=0.40, Tributary Width=1.0 ft Uniform Load: S=0.060, Tributary Width=1.0 ft,(Drift) I Point Load: D=1.350. S=1.770 k a(7 2.0 ft,(GIRDER) DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.900: 1 Maximum Shear Stress Ratio = 0.561 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual 1,117.50 psi fv:Actual 116.20 psi 111 FB :Allowable a 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.000ft Location of maximum on span = 3.241 ft 1 Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio= 2620>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.013 in Ratio= 3626>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 1. Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span S Only 1 0.0183 2.015 0.0000 0.000 I I I Al!structure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Wood Beam File=S vProjects12016116303 00 Tigard Hampton Inn&Suwtes103 Calcutationsl3rd floor ec6 ENERCALC,INC 1983-2016.Build 61612 31 Ver 616.12 31 I fir: -' 0 7+3 \. -1 y Description: R-HDR-CORRIDOR TYP � \ CODE REFERENCES I Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi 1 Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling IDf---_ 0.323)S(O 425). _...... _. _........_... X + K II x` a 7 axto Span=40ft . ......... ____ ___. _..... I Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.3230, S=0.4250, Tributary Width=1.0 ft,(rOOF) DESIGN SUMMARY Desi•n OK 111 ............... Maximum Bending Stress Ratio = 0.290: 1 Maximum Shear Stress Ratio = 0.208 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 359.68 psi fv:Actual = 43.00 psi FB:Allowable = 1,242.00 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.000ft Location of maximum on span = 3.241 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio= 7199>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.005 in Ratio= 9473>=240. 111 Max Upward Total Deflection 0.000 in Ratio= 0<240.0 I Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span S Only 1 0.0067 2.015 0.0000 0.000 I I I I wpL, 39 tptf a,,� opL= tis rte (rp*AA-1 ) L.3„, , 3Zs eta P,b,-4-- c3u,� t bo(it c- (va d f(4%.D) wS,_. -1ooele C etAmlYvdiu__ S - S L,),--l'i p( - 'cb,J;1.u.r I mow= 400-0`1'4 ` S'bcRk° ) (P0014) A ,4 wn 5 (II-)a 153ete- - wA.k(prwtta() �� S'r�AN bM ri 7178 I ff'a�5:2-3, , ' I wo�� SoPry ez`<c/ � I/ .30! �'/' ' Low, `-too I-► t-3t5t,- Mop6F 4itbplt F 406', 6;441 IN LI>c 400 (� z MZ- t� 41-1--k 1" I wu,.7 3Z0gtF CZ t • U.0 7-'1 js3jq,Sg I) 5q. �)" ZZ PIC' �'/'S WoL /5 lF -twat \) PAE ) 7 ` f*�13�- Q , > i Maq o AB LJ= 7crt1 3zS 1/X7.5" ( 0,bo-,°--) -rAcz-ttrlL (j ZI ) (of () P P _. I I I Il o ,,..,, 'AR(-5/-'5-1`17-5. (Ai3u�-) -("AP 4 ,- w. 11"t I;tc(0 (Lo -' ot) v ' (31.0) L I Pr, I w st, •' 7,eI rn-� Izz,-�ttt�� ; �'� �q '9'2.44-1 L (o.-1,c 1C-A- -9-1- p D R4 4k" WI s osIJ '• L,-0" L{k(2- DF(L .2-- (-3 ‘..,- (1,/ ? -_)(10-TS) 7- tqtt(i.W -3 Ttt.„ (2, ,s.(-)( V ) =231-pts 1 (7i p Sk)( '6'): 237,p(P 3� (1; ) r 1,,-cg's<1P« 1 (ett,5e )( ,1,), tC'3v1,( (,,.. -k-k) OLA, = 0o01�F)((7t )a "4)t(?yft=- �\- R--z_ ( (( 2_,c3 k-1 ok I (� ) (9-.\ = ',Tr) ,-.1 ^� , I oo f (-, (11 •t)ii06,0( vi't No)f '6) : 2,1-0 I IVA L L S T R U C T U R E '(((ov.t> N,AAn�?'t-0,-\ I N O BY N i DATE 17-42'b(74)(6 Engineering LLC I CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO ((07") ?) .00 Tigard, Oregon 97223 v:503.620.4314 • 1:503.620.4304 SHEET OF www.allstructure.com 1 I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.alistructure.com Steel Beam File=S:iProjects12016116303.00 Tigard Hampton Inn&Suites103 Calculations\3rd floor ec6 ENERCALC,INC.1983-2017,Build.6.17.3.17,Ver:6.17.317 I Lie.#tKW-00007476, . ., Licensee:ALLSTRUCTURE ENGINEERINGINC. Description: *3BM 1 CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending * i 9 9 + + Dto 29�uo 4) + 4 D(0+53) + + 1 9 8(0.29�L(0.4) * I D10.094i L(0.325) 9 + I + I /n)L(A0,) + + t it SPAM=270ft '� W14x90 . Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0.3980, L=0.3250, S=0.40 k/ft,Extent=0.0-->>22.250 ft, Tributary Width=1.0 ft,(Corridor-Above; Uniform Load: D=0.0940, L=0.3250 k/ft, Tributary Width=1.0 ft.(Corridor-This Level) 1 Uniform Load: D=0.290, L=0.40 k/ft,Extent=0.0-->>22.250 ft, Tributary Width=1.0 ft,(Room-Above; Uniform Load: D=0.0090 ksf,Extent=0.0-->>22.250 ft, Tributary Width=17.0 ft,(WALLS ABOVE) Uniform Load: D=0.290, L=0.40 k/ft,Extent=0.0--»22.250 ft, Tributary Width=1.0 ft,(Room-This Level) Point Load: D=2.790. L=4.030 k na 22.250 ft,(3BM-5) Uniform Load: D=0.0230, L=0.10 k/ft;Extent=22.250-->>27.0 ft, Tributary Width=1.0 ft.(Corridor-This Level; I DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.671 1 Maximum Shear Stress Ratio= 0.305 : 1 Section used for this span W14x90 Section used for this span W14x90 I Ma:Applied 256.142 k-ft Va:Applied 37.636 k Mn/Omega:Allowable 381.642 k-ft Vn/Omega:Allowable 123.20 k Load Combination +D+L Load Combination +D+L Location of maximum on span 13.577ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 I Maximum Deflection Max Downward Transient Deflection 0.620 in Ratio= 522>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 I Max Downward Total Deflection 1.167 in Ratio= 278 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Overall Maximum Deflections I Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 1.1669 13.577 0.0000 0.000 I I I I Allstructure Engineering Project Title: Tigard Hampton Inn I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=S:\ProjectsQ016116303.00 Tigard Hampton Inn&Suites\03 Calculations\3rd floor.ec6 Steel Beam ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver 6.17.3.17 Uc#:kW-0600747S Licensee:ALLSTRUCTURE ENGINEERING INC. Description: 3BM-2 � CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending + +(0232)L(0.32) + + D(0 116)L(0.16) + + + + D(+21) + + + + D(0.153) i i i oms6 uo 4t 1 S(801) 0(0 48)L(0.4)0(0.26) + tAi F5-21R) 7 + + + 8 W14x90 1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.480, L=0.40, S=0.250 k/ft. Tributary Width=1.0 ft,(Room/Roof-Above) III Uniform Load: D=0.290, L=0.40 k/ft,Extent=0.0--»23.0 ft, Tributary Width=1.0 ft,(Room-this level) Uniform Load: D=0.0090 ksf,Extent=6.750--»27.0 ft. Tributary Width=17.0 ft,(Int Wall) Uniform Load: D=0.0130 ksf,Extent=0.0-->>6.750 ft, Tributary Width=17.0 ft,(Ext.Wall) Point Load: D=1.750, L=2.180 k o(�.23.0 ft,(3BM-5) Uniform Load: D=0.1160, L=0.160 k/ft,Extent=6.750-->>27.0 ft, Tributary Width=1.0 ft,(Room-This Level; Point Load: D=9.090, L=4.040, S=6.010 k @ 6.750 ft,(3BM-7) Uniform Load: D=0.2320, L=0.320 k/ft,Extent=23.0-->>27.0 ft, Tributary Width=1.0 fi DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.653: 1 Maximum Shear Stress Ratio = 0.320 : 1 Section used for this span W14x90 Section used for this span W14x90 Ma:Applied 249.169 k-ft Va:Applied 39.438 k I Mn/Omega:Allowable 381.642 k-ft Vn/Omega:Allowable 123.20 k Load Combination +D+0.750L+0.7505 Load Combination +D+0.750L+0.750S Location of maximum on span 11.726ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 I Maximum Deflection Max Downward Transient Deflection 0.478 in Ratio-= 677>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 1.150 in Ratio= 282 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span I +D+0.750L+0.750S 1 1.1495 13.191 0.0000 0.000 I I I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Steel Beam File=S:\Projects\2016)16303.00 Tigard Hampton Inn&Suites103 Calculations\3rd floor.ec6 I 1:,:, 7Z1(. ',,,M1 47sR � ENERCALC,INC 1983-2017,Budd 617 317 Ver 617.317 ..ate �� a Description: *3BM-3 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 I Load Combination Set:ASCE 7-10 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0(0.5941(0.325) ,,LL • i D(O'V I p( y D{0.417)L)0.241)S)0.425) .y i 040.707)1(0 537)S(0.425(18 75)L(15.4)S)4 88) + + I Span=35.50ft .� W21x101 Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0.7070, L=0.5370, S=0.4250 kilt,Extent=0.0-->>8.0 ft, Tributary Width=1.0 ft,(Above) Uniform Load: D=0.4170, L=0.2410, S=0.4250 k/ft,Extent=8.0-->>24.50 ft, Tributary Width=1.0 ft,(Above) I Uniform Load: D=0.1530 k/ft,Extent=0.0-->>24.50 ft, Tributary Width=1.0 ft,(Wall) Point Load: D=18.750, L=15.40, S=4.880 k ria,8.0 ft,(3BM-2) Uniform Load: D=0.0940, L=0.3250 kilt, Tributary Width=1.0 ft,(Corridor-This Level) Point Load: D=15.250, L=18.460, S=3.670 k a(7,27.750 ft,(3BM-1) I Point Load: D=1.630, L=2.930 k(cD 24.50 ft,(3BM-4) Uniform Load: D=0.0290, L=0.10 ksf,Extent=24.50-->>35.50 ft, Tributary Width=1.0 ft,(Corridor) Point Load: D=0.490, L=2.030 k @ 24.50 ft,(3BM-19) DESIGN SUMMARY Design OK I Maximum Bending Stress Ratio = 0.805: 1 Maximum Shear Stress Ratio= 0.298 : 1 Section used for this span W21x101 Section used for this span W21x101 Ma:Applied 508.279 k-ft Va:Applied 63.830 k Mn/Omega:Allowable 631.238 k-ft Vn/Omega:Allowable 214.0 k I Load Combination +D+0.750L+0.7505 Load Combination +D+0.750L+0.750S Location of maximum on span 17.040ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection I Max Downward Transient Deflection 0.869 in Ratio= 489>=480. Max Upward Transient Deflection 0.000 in Ratio= 0 <480.0 Max Downward Total Deflection 1.749 in Ratio= 244>=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 IOverall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S 1 1.7491 17.649 0.0000 0.000 I I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I File=S:\Proiects12016116303.00 Tigard Hampton Inn&Suites l03 Calculations13rd floor.ec6 1 Wood Beam �.. ENE CALCINC 983 2017 BId173.17 Ver m o � �� 1 ; � aLicensee A.LTRI , ',„ERING C ' Description: "3BM-4 r 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-PrIl 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 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling -- + 0(0 270.L(0 52) + + 1 + * D{0.376 L)0.945) f__ + + + + X X, 111 III 4x12 I Span=4.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.3760, L=0.9450, Tributary Width=1.0 ft,(Above) Uniform Load: D=0.2780, L=0.520, Tributary Width=1.0 ft,(This Level) Uniform Load: D=0.1530, Tributary Width=1.0 ft,(WALL) DESIGN SUMMARYt.� � Design�� Desi OK Maximum Bending Stress Ratio = 0.749: 1 Maximum Shear Stress Ratio = 0.514 : 1 Section used for this span 4x12 Section used for this span 4x12 I fb:Actual = 741.35 psi Iv:Actual = 92.58 psi FB:Allowable = 990.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H 1 Location of maximum on span = 2.000ft Location of maximum on span = 3.066 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio= 3757>=360 I. Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.007 in Ratio= 6750>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 I Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.0128 2.015 0.0000 0.000 I I I ILA Nl(!L I3t� �--S ��A n1; iol-(Qu' 7' Ik (( 7U Zro0 TCL- 1111 04)A,�.Jp, m 71:,`-.E ( \I') = t S (f `WA1A (-)i,t, i o t,s -(2' ) ® 6‘,.W --))f� ' -it °a- II''pt__ = z9 (z ) = S4 OP- Lit-tn f g_' tv_L 1 Pei,4 - sNv-1 , itTez= ill 1 `1,03( bkid -Sr4--tom glio, 8r uU I wot,= 216(((33 )- T yr f enrr,A,r I ►A,,(,- hops (3.?r') 3?5 pe id /1)/ I ,*-s i\f\_w Le— I ; 134 1ID(1) n (fk . .) ` l-sr si`( , ) ` 0e g( ` CZ L ?02 g i ti.o (e,.4,4,. 00 = 1 91,6((1 s((ti' : ' I( I �. , -2c (�1. (-6 5)Pif �5,,= zC2 P(.F (d b) P -70 (f{ ut) I �(a›/\/`-`T,) I77,h): (c -Q° w(` V Z-‘ r-k- o-,N (3 7( 7, " t ti --g,c,o 1 6,01 j,(c; I Po PoNJT LUAU I 'PER: (oclolt- (9,:-- ) I I ivE, ALLSTRUCTURE BY DATE I Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 Tigard,Oregon 97223 JOB NO I v:503.620.4314 • f:503.620.4304 SHEET OF www.a I I structu re.co m Allstructure Engineering Project Title: Tigard Hampton Inn , 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=S:Projects12016\16303.00 Tigard Hampton inn&Suites103 Calculationsl3rd floor.ec6 Wood Beam ENERCALC,INC.1983-2017,Build6173.17 Ver617.3.17 3c,.#:KW-080076 Licensee:'ALLSTRUCTURE ENGINEERING INC. Description: '3BM-5 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 2,900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2,900.0 psi Ebend-xx 2,000.0 ksi Fc-Pril 2,900.0 psi Eminbend-xx 1,016.54 ksi Wood Species :Trus Joist Fc-Perp 625.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi IFt 2,025.0 psi Density 45.050 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0 0584L(0 08) D(1 63)L(2.93) D(0.05�►L(0 08) i + i V 1 7x11.875 Span=20.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0290, L=0.040 ksf, Tributary Width=2.0 ft,(Above) Point Load: D=1.630, L=2.930 k an,3.750 ft,(3BM-4) Uniform Load: D=0.0290, L=0.040 ksf, Tributary Width=2.0 ft,(This Level) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.643: 1 Maximum Shear Stress Ratio = 0.406 : 1 Section used for this span 7x11.875 Section used for this span 7x11.875 fb:Actual = 1,864.84 psi fv:Actual = 117.79 psi FB:Allowable = 2,900.00 psi Fv:Allowable = 290.00 psi Load Combination +D+L+H Load Combination +D+L+H I Location of maximum on span = 7.482ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.575 in Ratio= 427>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.428 in Ratio= 574>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 I Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span I L Only 1 0.5751 9.726 0.0000 0.000 I I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Wood Beam File=S:Projects12016\16303.00 Tigard Hampton Inn&Suites103 Calculations\3rd floor ec6 ENERCALC,INC_1983-2017,Build:6.17.3.17,Ver617 317 I tee:AILSIRUCTURE ENGINEERING INC. Description: *38M-6 CODE REFERENCES I Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties I 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 : Beam is Fully Braced against lateral-torsional buckling 1 CSD 094�L(0 3251 i 7t K I , }4. t `J I 4x12 111 _.... __..... ___. _....... _....... ___.. __ Span=80ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads a Uniform Load: D=0.0940, L=0.3250, Tributary Width=1.0 ft,(Corridor) Uniform Load: D=0.0290, L=0.10, Tributary Width=1.0 ft,(At Elevator) DESIGN SUMMARY Desi®n OK,, Maximum Bending Stress Ratio = 0.731: 1 Maximum Shear Stress Ratio = 0.361 : 1 1 Section used for this span — 4x12 Section used for this span 4x12 fb:Actual 723.67 psi fv:Actual 65.00 psi FB:Allowable = 990.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H I Location of maximum on span = 4.000ft Location of maximum on span = 7.066 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.059 in Ratio= 1619>=360 I Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.018 in Ratio= 5231>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span IL Only 1 0.0593 4.029 0.0000 0.000 I I Al!structure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com Ale=S:Projects12016116303.00 Tigard Hampton Inn&Suites\03 Calculations\3rd floor.ec6 Wood Beam Ale INC 1983-2017.Build.6.17.3.17,Ver 617.3.17 Description: *3BM-6a 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-PrIl 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 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling _.. _... _.._. D(0 196)L(0.675) + + 1t K X, I L\ 4x12 I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.1960, L=0.6750, Tributary Width=1.0 ft,(Floor) 111DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.546 1 Maximum Shear Stress Ratio 0.340 : 1 Section used for this span 4x12 Section used for this span 4x12 fb:Actual = 540.56 psi fv:Actual = 61.20 psi I FB :Allowable = 990.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.750ft Location of maximum on span = 4.577 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I Maximum Deflection Max Downward Transient Deflection 0.021 in Ratio= 3137>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.006 in Ratio= 10353>=240. 111 Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections I Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.0210 2.770 0.0000 0.000 I I I • I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com Pn"ed_6 APR 2017.11.33AM Steel Beam File=S:\Proiects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\3rd floor.ec6 ENERCALC,INC.1983-2017,8uild:6.17.3.17,Ver:6.17.3.17 ... .I Lie. :KW-060074 X Liicensee':ALLSTRUCTURE ENGINEERING INC. Description: '3BM-7 CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties , 1 Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 11 iv + + S(0 082) + + + + oto 038?5(6.95) D(6.66)L6)S(833) + '+ + + D(6.735)L,61)8(6.33) i V 1 Span=Butt A Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Uniform Load: D=0.390 kift, Tributary Width=1.0 ft,(Wall) Uniform Load: D=0.7350, L=0.810, S=0.330 ksf, Tributary Width=1.0 ft,(Above) Uniform Load: D=0.0190, S=0.0250 ksf, Tributary Width=2.0 ft,(Roof-this level) Uniform Load: S=0.0820 ktft, Tributary Width=1.0 ft,(Drift) I Point Load: D=8.660, L=1.60, S=8.330 k 4.0 ft,(3BM-20) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0A92: 1 -Maximum Shear Stress Ratio= 0235 : 1 I Section used for this span W14x26 Section used for this span W14x26 Ma:Applied 49.359 k-ft Va:Applied 16.626 k Mn!Omega:Allowable 100.299 k-ft Vn/Omega:Allowable 70.890 k Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S I Location of maximum on span 4.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.028 in Ratio= 3,462>=480. I Max Upward Transient Deflection 0.000 in Ratio= 0<480.0 Max Downward Total Deflection 0.070 in Ratio= 1374 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 I Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +0+0.750L+0.750s 1 0.0699 4.023 0.0000 0.000 I I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com P'1, ,1,1-5 APR 2317,335PM File=S:\Projects12016\16303.00 Tigard Hampton Inn&Suites103 Calculations\3rd floor.ec6 Steel Beam File INC_1983-2017,Build:6.17.3.17,Ver 6.17.3.17 #: A .,a€ ' . v ... .. ... . AitINi INC. Description: 3BM-8 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending ....................... _. _.-_. -..... S(0.082) D(0 0385(0 051 i * 0(0.70e (911 S(0.288) Di0 2951 , ,_ saao-1,orc Vv1as26 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.2990 k/ft, Tributary Width=1.0 ft,(Wall) Uniform Load: D=0.7040, L=0.810, S=0.2880 ksf, Tributary Width=1.0 ft,(Above) Uniform Load: D=0.0190, S=0.0250 ksf, Tributary Width=2.0 ft,(Roof Load) Uniform Load: S=0.0820 kift, Tributary Width=1.0 ft,(Drift) Point Load: E=6.690 k aa.7.333 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.951 1 Maximum Shear Stress Ratio = 0.286 : 1 Section used for this span W14x26 Section used for this span WI4x26 Ma:Applied 95.393 k-ft Va:Applied 20.307 k Mn/Omega:Allowable 100.299 k-ft Vn/Omega:Allowable 70.890 k Load Combination +D+0.750L+0.750S+1.575E Load Combination +D+0.750L+0.750S+1.575E Location of maximum on span 7.329ft Location of maximum on span 0.000 ft 111 Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.130 in Ratio= 1,379>=480. Max Upward Transient Deflection 0.000 in Ratio= 0<480.0 Max Downward Total Deflection 0.381 in Ratio= 473>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Dell Location in Span +D+0.750L+0.7505+0.5250E 1 0.3807 7.500 0.0000 0.000 I 1 I I I ir\J 4 131 Yv `S 4001 A= 0 by z 1Y5k60 /-O (A(3o�%) �,//a/,a' (A 1Ar4) t")(2 p f-(21') — z-i9e i 12, : f t. 721 /,56/0 I -4'". sivx-f a,sTAI,J =c'—o" lots- bEltr LA), I--{ to I tb'9v (Arsovej I w - /9131;s 16 (1te. (-i' WoL,- i'-')(-7- )---- 24 i pie-(,,,A ti v,-.-_ 17\_.--- i,"5 / 0,91(0q( le-ti -5 (Ap. 11pf (i,c' )= 1`(3 QaoF t i t,. "ZS-(-4 cl - 1311 IWOE, - I l ((.I- ) : ?3 Cfnffrce0 WSJ .. ZS((,vs ) , LH (tcrtfal (?t, (? 7,32,11,1(p lig5 I 'Pe, Pu. PSL " 3f"l- 51)A"► b 616,1ZbF/c.- #-Z w5k = zc ( ( 6',S= ISD Iq', lei, If_1 = (9,7 z_/o f 6,--t/ (Li : p.30)fo, O'Y3 1 I *36,M-11_ 5f2A,A1' (g,5' qx r- i' ')L40105 I ç( , )t I�Y `t ' vi( 0 ( � 3 f I I I AS ALLSTRUCTURE BY DATE 1 Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard,Oregon 97223 I v: 503.620.4314 • f:503.620.4304 SHEET OF www.allstructure.com Al!structure Engineering Project Title: Tigard Hampton Inn ' 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=S:Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\3rd floor.ec6 Wood Beam ENERCALC,INC.1983-2017,Build 617.3.17 Ver 6 17 3.17 )o»I ..# KWOO Licensee:ALLSTRUCTURE ENGINEERINGINC.q 1 Description: *3BM-9 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 1,350.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,350.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 925.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.1 Fv 170.0 psi Ft 675.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling _._ _.. 00 23L01, 4 DG28Sj + 4 4 4 * 0)0.145 L10.5) i 4 4 i i V N i 6x12 ',.. I Applied Loads Service loads entered,Load Factors will be applied for calculations I Beam self weight calculated and added to loads Uniform Load: D=0.1450, L=0.50, Tributary Width=1.0 ft,(Above) Uniform Load: D=0.2990, Tributary Width=1.0 ft,(Walls) Uniform Load: D=0.0230, L=0.10, Tributary Width=1.0 ft,(This level) DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.248: 1 Maximum Shear Stress Ratio = 0.234 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 334.30 psi N:Actual = 39.75 psi FB:Allowable = 1,350.00 psi Fv:Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H I Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.008 in Ratio= 7885>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.006 in Ratio= 9841>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 I Overall Maximum Deflections Load Combination Span Max."2 Dell Location in Span Load Combination Max."+"Defl Location in Span 111 L Only 1 0.0076 2.518 0.0000 0.000 I I I I Alistructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com Panted 17 MAR 2017, 233P Wood Beam He=S:1Projects12016116303.00 Tigard Hampton Inn&Suites\03 Calculations13rd floor eo6 ENERCALC.INC 1983-2017,Build 617.317,Ver.6.17.3.17 �?l.1)07:17% :. < ...:�� Svc\ ��\ �' � �� INC: z >. Lic�� `' ��R {3thiEEt?ING t Description: `38M-9a � CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 I Load Combination Set:ASCE 7-10 Material Properties I Analysis Method: Allowable Stress Design Fb-Tension 1,350.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,350.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 925.0 psi Eminbend-xx 580.0 ksi i Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.1 Fv 170.0 psi 1111 Ft 675.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling a(O.o94t1(0.325) _.. t i t i i i t + 0(0.124)(0.163) i sxlz Span=5.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.1240, S=0.1630, Tributary Width=1.0 ft,(Above) I Uniform Load: D=0.2990, Tributary Width=1.0 ft,(Walls) Uniform Load: D=0.0940, L=0.3250, Tributary Width=1.0 ft,(This level) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.196 1 Maximum Shear Stress Ratio = 0.185 : 1 I Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 264.70 psi fv:Actual = 31.48 psi FB:Allowable = 1,350.00 psi Fv:Allowable = 170.00 psi I Load Combination +D+L+H Load Combination +D+L+H = = Location of maximum on span2.500ft Location of maximum on span0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection I Max Downward Transient Deflection 0.004 in Ratio= 14557>0360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.007 in Ratio= 8914>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 I Overall Maximum Deflections I Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.0067 2.518 0.0000 0.000 I . I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=S:\Projects12016116303.00 Tigard Hampton Inn&Suites\03 Calculations\3rd floor.ec6 Steel Beam ENERCALC,INC.1983-2017,Budd 617 317 Ver 6.17.3.17 L1 #<KW-06001476 Licensee:ALLSTRUCTORE ENGINEERINGINC. 1 Description: *3BM-10 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 I Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 1 �_.. 0.03 0��L_„��♦ in 3 S00044 111 00.0330 0.v_I r x.033 S00.044 C10(0.3ID(t143 Si0tt:# 81$pp08(.411 . span=16.0 ft W10x22 _._. _..... __..... _... _... I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.1430, S=0.1880 k/ft. Tributary Width=1.0 ft,(Roof) Varying Uniform Load: D(S,E)=0.0->0.0330, S(S,E)=0.0->0.0440 k/ft,Extent=0.0-->>4.0 ft, Trib Width=1.0 ft,(This Level; Varying Uniform Load: D(S,E)=0.0330->0.0, S(S,E)=0.0440->0.0 k/ft.Extent=4.0-->>8.0 ft, Trib Width=1.0 ft,(This Level; Varying Uniform Load: D(S,E)=0.0->0.0330, S(S,E)=0.0->0.0440 k/ft,Extent=8.0-->>12.0 ft, Trib Width=1.0 ft,(This Level; Varying Uniform Load: D(S,E)=0.0330->0.0, S(S,E)=0.0440->0.0 k/ft,Extent=12.0-->>16.0 ft, Trib Width=1.0 ft,(This Level; Point Load: D=1.20, L=1.50 k A 8.0 ft,(3BM-9) Point Load: D=1.330, L=0.810. S=0.410 k(a7 8.0 ft,(3BM-9a) DESIGN SUMMARY Design OK ; Maximum Bending Stress Ratio = 0.449: 1 Maximum Shear Stress Ratio= 0.102 : 1 ' Section used for this span W10x22 Section used for this span W10x22 Ma:Applied 29.128 k-ft Va:Applied 4.997 k Mn/Omega:Allowable 64.870 k-ft Vn/Omega:Allowable 48.960 k II Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H III Location of maximum on span 8.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection I Max Downward Transient Deflection 0.109 in Ratio= 1,759>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.188 in Ratio= 1019 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.1884 8.046 0.0000 0.000 I I I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com r,nf-ed ` AR 2G17 3-22 Wood Beam File=S_tProjects\2016\16303.00 Tigard Hampton Inn&Suites103 Calculations\3rd floor ec6 ENERCALC,INC.1983-2017,Budd 6.17.3.17,Vet 6.17.3.17 I Lic<#» w06007 6Licensee:ALLSTRUCTURE ENGINEERING INC. Description: *36M-11 CODE REFERENCES I Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties I Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 875.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 600.0 psi Eminbend-xx 470.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 170.0 psi Ft 425.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling I .. D04514)55015_. _. iNiiiiiiiIIIIIIIIIIIIIIIP I X x I 6x12 _....... _..... __... ____. Span=8.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 IVarying Uniform Load: D(S,E)=0.0->01140, S(S,E)=0.0->0.150 k/ft,Extent=0.0-»8.50 ft, Trib Width= 1.0 ft,(This Level DESIGN SUMMARY Desi a n OK., Maximum Bending Stress Ratio = 0,132 1 Maximum Shear Stress Ratio 0,068 : 1 • Section used for this span 6x12 Section used for this span - 6x12 fb:Actual 133.10 psi fv:Actual 13.31 psi FB:Allowable = 1,006.25 psi Fv:Allowable = 195.50 psi Load Combination +D+S+H Load Combination +D+S+H I Location of maximum on span = 4.839ft Location of maximum on span 7.569ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= 10417>=360 I Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.009 in Ratio= 11056>-240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span IS Only 1 0.0098 4.436 0.0000 0.000 I I I Al!structure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=S:Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\3rd floor.ec6 Wood Beam ENERCALC,INC.1983-2017,Budd 617.3.17 Ver617.3.17 Lie. KW-06007476 Licensee:ALLSTRUCTURE.ENGINEERING INC. 1 Description: *3BM-12 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 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.1425)S(0.1875) i + , + i 1 5.125x12 Span=18.50 ft Applied Loads Service loads entered.Load Factors wit be applied for calculations. I Beam self weight calculated and added to loads Uniform Load: D=0.0190, S=0.0250 ksf, Tributary Width=7.50 ft,(This Level) I DESIGN SUMMARY Desi: I Is36Al-/3 9t),Q : I S'-o" I r;3' yf7/3zs(`(2S (,4 bow) lJ( )(22 , 0 - /H/3? /, ( TO 5LevA) I t")'91-' (7esf) (1?1)= fc3eIe- („...Iii = z` 5� 1 ! I-St aj t VI polo i- 5 (,Eu6(, IztI Pep , 5-6f-scr 4( (II�3 0 t. z$s-I 0(3h5 (A oma ) L<)0 y zz_ I (000. (13s'F)`Z-3' ) , 7I5? plt (t4-1A , W -z-cf No (o c-nifs Ctueo) (T, d (j-Z` 40-6 ibis/ &Ael I436 - seAA' z ' 4 IArLa witix53 I ti E cf zg'5-5a j o (A(3o.J.,-, - i = z,11755f, (-7f+15 (,e-utL, v, : io-r3Izze. aft?-0i !I % —77 (LL : (I.Lt‘( 'd° 19,54 . I 1”)Pt-` 1 rS{ ((a-) ` it;3 p(F 2,o.= fl-!A = 12,71/ Ni/to 0/.0)/o ,�' 'Zy,�� g /27'% f )1, IL gt.d u a•-. ( ic- 81 oI%(t L. � o, z�ml l� l a q 3l op,— (3 )0- _-) (0 I 710f)(t)i- -/-(7) ) Q 4 5 ICxi 6 i'n'n`15`� 36YY, (to 5 pA J-r. zy!--04 wnc. i()61-(2,1). s-31* �of 4 /i 1„ 7,66.fit;').: -15,00) 17,N%tiof 1,4 t, L WID =1410 pp (6Cf�) I t"A ,` DIS' �- A� , JZ( " 3,4/765-./ 0 W 14x34 (A)5t.,:- (ou ,DV 17- 2,°1 w"-74 / 7(1rs (,e ut✓L ((p 111) i WL,,- 2�t S i s int,= X3(2.S')� Zil e(F a-fr ,a tLttidY `0,zs+ /,f2if.19.tri004 5 - 0,66 IW4tt I�PsF C�,�')= al' Illi WA"-tis, z- ri-.r = 1 `�= (3w, 10 ; ST ALLSTRUCTURE BY DATE I' "- Engineering L L C CHK BY DATE 7140 SW Fir Loop,Suite 231 JOB NO Tigard, Oregon 97223 I v:503.620.4314 • f:503.620.4304 SHEET OF www.alistructure.com Allstructure Engineering Project Title: Tigard Hampton Inn I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I Pti 8621:6.APR 2012 2 48P File=S:\Projects\2016\16303.00 Tigard Hampton Inn&Suites103 Calculations\3rd floor.ec6 Steel Beam ENERCALC,INC.1983-2017,Build 6.17.3.17,Ver.6.17.3.17 J \ ee:ALLSTRUCTINIE E.' ,INEERING INC. Description: *3BM-13 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending .......0(0.1531 _.. _..... 'i D(0.029 1.(0.04) ',.. V + i iv D(0.0944L(0.325) (5.839) D(0 417)LW 325)5(0 425) tea , » , , Span=15.08 W 10x22 III Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.4170, L=0.3250, S=0.4250 k/ft. Tributary Width=1.0 ft,(Above) Uniform Load: D=0.0940, L=0.3250 k/ft, Tributary Width=1.0 ft,(Corridor-This Level) Uniform Load: D=0.0290, L=0.040 ksf, Tributary Width=1.0 ft,(Room) Uniform Load: D=0.1530 k/ft, Tributary Width=1.0 ft.(Wall) Point Load: E=5.839kA4.0ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.986: 1 Maximum Shear Stress Ratio= 0.375 : 1 Section used for this span W10x22 Section used for this span WI0x22 Ma:Applied 63.960 k-ft Va:Applied 18.378 k Mn/Omega:Allowable 64.870 k-ft Vn/Omega:Allowable 48.960 k Load Combination +D+0.750L+0.7505+1.575E+H Load Combination +D+0.750L+0.750S+1.575E+H Location of maximum on span 5.914ft Location of maximum on span 0.000 ft I Span#where maximum occurs Span#1 Span#where maximum occurs Span 4 1 Maximum Deflection Max Downward Transient Deflection 0.231 in Ratio= 780>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.239 in Ratio= 753 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.2391 7.543 0.0000 0 000 I I I I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Steel Beam File=S:\Projectst2016\16303.00 Tigard Hampton Inn&Suites103 Caicutations13rd floor.ec6 ENERCALC.INC.1983.2017,Build:6.17.3.17,Ver:6.17.3.17 I Lic.#:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: *3BM-14 CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0 029)L(0.04) I. V �r i 0(0.285+ i Span=15.0 ft I W10x22 '... Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Uniform Load: D=0.2850, S=0.3750 k/ft, Tributary Width=1.0 ft.(Above) Uniform Load: D=0.0290, L=0.040 ksf, Tributary Width=1.0 ft,(Room) Uniform Load: D=0.2990 k/ft, Tributary Width=1.0 ft.(Wall) I DESIGN SUMMARY Des'.n OK Maximum Bending Stress Ratio = 0.438: 1 Maximum Shear Stress Ratio = 0,155 : 1 Section used for this span W1 0x22 Section used for this span W10x22 Ma:Applied 28.406 k-ft Va:Applied 7.575 k ' Mn/Omega:Allowable 64.870 k-ft Vn/Omega:Allowable 48.960 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 7.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 I Maximum Deflection Max Downward Transient Deflection 0.125 in Ratio= 1,435>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 I Max Downward Total Deflection 0.212 in Ratio= 848 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Overall Maximum Deflections I Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.2123 7.543 0.0000 0.000 I I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=S:AProjects\2016\16303.00 Tigard Hampton Inn&Suites103 Calculations\3rd floor.ec6 Steel Beam ENERCALC,INC.1983-2017,Build.6.17.3.17,Ver:6.17.3.17 Lie,#) KW-06007476 76, Licensee:ALLSTRUCTURE ENGINEERING INC. I Description: '3BM-15 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 I Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0i0�.442i28 L(c0475) 0(0.4282 L)0.475) 0(10.{ti 3s) a4 a) + + + i D(0 428 (a478) 478) iii i � i * i r Span=1 50 Span=23.0 ft 171 ./'', W14x53 W14x53 1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading I Loads on all spans... Uniform Load on ALL spans: D=0.1530 k/ft Load(s)for Span Number 1 Point Load: D=10.720. L=6.320 k A 0.0 ft,(3BM-13 x 2) Uniform Load: D=0.4280, L=0.4780 k/ft, Tributary Width=1.0 ft,(Above) III Uniform Load: D=0.4280, L=0.4780 k/ft, Tributary Width=1.0 ft,(This level) Load for Span Number 2 Uniform Load: D=0.4280, L=0.4780 k/ft, Tributary Width= 1.0 ft,(Above) Uniform Load D=0.4280, L=0.4780 kift, Tributary Width=1.0 ft,(This Level) DESIGN SUMMARY " Design OK Maximum Bending Stress Ratio = 0.552: 1 Maximum Shear Stress Ratio= 0.237 : 1 Section used for this span W14x53 Section used for this span W14x53 I Ma:Applied 119.886 k-ft Va:Applied 24.417 k Mn/Omega:Allowable 217.315 k-ft Vn/Omega:Allowable 102.860 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 12.144ft Location of maximum on span 1.500 ft I Span#where maximum occurs Span#2 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.347 in Ratio= 794>=360 Max Upward Transient Deflection -0.066 in Ratio= 546 >=360 1 Max Downward Total Deflection 0.366 in Ratio= 755>=240. Max Upward Total Deflection -0.066 in Ratio= 548 >=240. Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 L Only -0 0658 0.000 D Only 2 0.3656 11.776 0.0000 0.000 ' I I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com Fn.. :17(9AF 2017.3:33P Steed Beam Ale=S:\Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Caiculations\3rd tloor.ec6 ENERCALC,INC.1983-2017,Build 617.3.17,Ver,6.17.3.17 I Lic #r KW-06007476 ' t f 8,Z4-:'-‘:-NE';;;:'- ‘� ��.. ,�._� .� � :�� . ,K� `- tlsee:ALLSTRUCTURE ENGINEERING INC Description: `3BM 15a CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending _.._ _.... _..... _...... D(04280)L(0A780)_.. _... D(0.4280L(0.4780) D(0 153) • + + + i span=24.0ft , IW14x53 Applied Loads Service loads entered.Load Factors will be applied for calculations. l Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D=0.4280, L=0.4780 k/fi Partial Length Uniform Load: D=0.4280, L=0.4780 k/ft,Extent=0.0-->>24.0 ft Uniform Load: D=0.1530 k/ft, Tributary Width=1.0 ft,(wall) I DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.669: 1 Maximum Shear Stress Ratio= 0135 1 Section used for this span W14x53 Section used for this span W14x53 I Ma:Applied 145.296 k-ft Va:Applied 24.216 k Mn/Omega:Allowable 217.315 k-ft Vn/Omega:Allowable 102.860 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 12.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.457 in Ratio= 630>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 I Max Downward Total Deflection 0.508 in Ratio= 567 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Overall Maximum Deflections ILoad Combination Span Max.fl-"Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.5076 12.069 0.0000 0.000 I I I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com ' Panted:17 MAR 2017.:.C'(-i File=SAProjects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\3rd floor.ea6 Steel Beam ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 �< <' -060047 ....... Licensee:ALL TRUCTURE NGiNEERIN r INC. 11 Description: *38M-15b CODE REFERENCES _ Calculations per AISC 360-10, IBC 2012,ASCE 7-10 1 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D{p.420 L{0.590) t 8(10.72 L(6. a.153) D{0.153) I Span=2.250ft\, Span=2150ft W14x53 W14x53 I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading I Loads on all spans... Uniform Load on ALL spans: D=0.4280, L=0.590 k/ft Partial Length Uniform Load: D=0.4280, L=0.590 k/ft,Extent=0.0-->>23.750 ft Load(s)for Span Number 1 Point Load: D=10.720, L=6.320 k(r7 0.0 ft,(3BM-13 x 2) Uniform Load: D=0.1530 k/ft, Tributary Width=1.0 ft,(wall) Load for Span Number 2 Uniform Load: D=0.1530 k/ft, Tributary Width=1.0 ft,(wall) DESIGN SUMMARY Dom'n OK Maximum Bending Stress Ratio = 0A99: 1 Maximum Shear Stress Ratio= 0.254 : 1 Section used for this span W14x53 Section used for this span W14x53 Ma:Applied 108.471 k-ft Va:Applied 26.149 k 1 Mn/Omega:Allowable 217.315 k-ft Vn/Omega:Allowable 102.860 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 11.696ft Location of maximum on span 2.250 ft Span#where maximum occurs Span#2 Span#where maximum occurs Span#1 1 Maximum Deflection Max Downward Transient Deflection 0.309 in Ratio= 835>=360 Max Upward Transient Deflection -0.087 in Ratio= 617 >=360 Max Downward Total Deflection 0.242 in Ratio= 1066 >=240. Max Upward Total Deflection -0.056 in Ratio= 956 >=240. Overall Maximum Deflections Load Combination Span Max.°"Defl Location in Span Load Combination Max."+"Defl Location in Span II 1 0.0000 0.000 L Only -0.0875 0.000 L Only 2 0.3088 11 094 0.0000 0.000 I . 1 I I I Al!structure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Steel Beam File=S:\Projects12016116303.00 Tigard Hampton Inn&Suites\03 Calculations\3rd floor ec6 ENERCALC,INC.1983-2017,Build.6.17.3.17,Ver 617 317 I Lic.#:KW-06007476 : Licensee:ALLSTRUCTURE ENGINEERING INC Description: IBM-16 CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties II Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0 0.0570...3.. a I 00.1430 S01::a 'V i 0(0.214 L(0.295) ' + 0;272)L{�16}S(1 89) D(0.29)L{0 295)S(0.1) '+ I Span=24.0ft W14x34 .7< Applied Loads Service loads entered.Load Factors will be applied for calculations. U Beam self weight calculated and added to loading Load(s)for Span Number 1 Point Load: D=2.720, L=1.160, S=1.890 k @ 6.0 ft,(3BM-10) Uniform Load: D=0.290, L=0.2950, S=0.10 ktft, Tributary Width=1.0 ft,(above) I Uniform Load: D=0.2140, L=0.2950 k/ft, Tributary Width=1.0 ft,(this level) Uniform Load: D=0.2990 k/ft, Tributary Width=1.0 ft,(wall) Varying Uniform Load: D(S,E)=0.1430->0.0, S(S,E)=0.1880->0.0 k/ft,Extent=6.0--»16.0 ft, Trib Width=1.0 ft,(roof, Varying Uniform Load: D(S,E)=0.0570->0.0. S(S,E)=0.0750->0.0 k/ft,Extent=0.0-->>6.0 ft, Trib Width=1.0 ft,(roof; I DESIGN SUMMARY Desi+n OK Maximum Bending Stress Ratio = 0.881 : 1 Maximum Shear Stress Ratio = 0.266 : 1 Section used for this span W14x34 Section used for this span W14x34 Ma:Applied 120.081 k-ft Va:Applied 21.189 k Mn/Omega:Allowable 136.228 k-ft Vn/Omega:Allowable 79.80 k I Load Combination +D+0.750L+0.7505+H Load Combination +D+0.750L+0.7505+H Location of maximum on span 10.903ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 l Maximum Deflection Max Downward Transient Deflection 0.489 in Ratio= 588>=480. Max Upward Transient Deflection 0.000 in Ratio= 0 <480.0 Max Downward Total Deflection 0.766 in Ratio= 376 >=360. ' Max Upward Total Deflection 0.000 in Ratio= 0 <360.0 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Defl Location in Span 111 D Only 1 0.7659 11.863 0.0000 0.000 I I 1 I I "o.Av\ko ("I * 31f,f\- k- sqAA' lS'-o" 3/zx 1(-N, I-ase c,S .- Wou •= ( 1()5Fi(z' SP1 P il I ULA, 7, `4oe sF5 ( z') c(c --v-, ‘ , T�„-. (- 9 e5(,)((,0' )(3')/z = ?6,11tViz-F 051 l.34- Puy = OP(>50((,,)( 's)/?, > 3(ooit PI, b,751 0 ,11,('c' I 3 t"-)0C. 1 1 P`>( C I,� ), 1/fix II) zgf-u�( 6),--B I (A-)5‘, ” 5fete- ( dv,,(c) ce.. , o ,,L.,„ = 6,1116 (6,b6 I )r 3 vv1-tit - Se p pJ V-6:' p'-6 u i lac)`(-131,,,4-) + Wok-.. 13 = I`t4160 (Z) Po, �� 7,6, -Luc 2 tia" o I's'(loarh-) 1' touplF-- 1zse({ 7,--z-z= 0,N112,,,,) I 41 3-610---2-° - 5PPI.J= e-a" I ''''ID,-- (13,,Ivi')(Ir1) 2 so el e � `vac � 1m5 (i ,t(,,-4-')(n \= 3apCe(*- (__,t), ( 10 )(Z3(,F)- Z3nlp0 5 y-ae✓^-"' A I = (15rir--)( 30') _ N,c)f (W ct) 2 14.,,(011,0k5� l I t_ 10 I NV F) = yevP l F ti: 410 1 11000[ .6(1) `P' me6:1 ►''uo wiv�(e✓ I2 DSI I �i K 111 ivALLSTRUCTURE 74�M-i) �' - BY DATE L EngineeringLLCI CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF www.allstructure.com I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Wood Beam File=S:1Projects12016116303.00 Tigard Hampton Inn&Suites103 Calculations13rd floor.ec6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver 617 317 #:KW-06007476 Licensee:ALLSTRUCTURE ENGINEERING INC. Description: 18M-17 CODE REFERENCES I Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties I Analysis Method: Allowable Stress Design Fb-Tension 2,325.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2,325.0 psi Ebend-xx 1,550.0 ksi Fc-Prll 2,170.0 psi Eminbend-xx 787.82 ksi Wood Species :Trus Joist Fc-Perp 900.0 psi I Wood Grade :TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1 D(0.0D( L )L(0.36) D(0 261)L(0.36) D(0261) 36)L(0. D 0 2661 + 7 08) it II K, I 3.5x11.875 Span=15.0 ft I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0290, L=0.040 ksf, Tributary Width=2.0 ft,(Above) Point Load: D=0.2610, L=0.360 k A 1.0 ft,(Wall) Point Load: D=0.2610, L=0.360 k A 6.0 ft,(Wall) Point Load: D=0.2610, L=0.360 k 8.0 ft,(Wall) I DESIGN SUMMARY fit•n OK Maximum Bending Stress Ratio = 0.539 1 Maximum Shear Stress Ratio = 0.259 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb:Actual 1,253.62 psi fv:Actual 80.32 psi I FB:Allowable = 2,325.00 psi Fv:Allowable 310.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I Maximum Deflection Max Downward Transient Deflection 0.245 in Ratio= 733>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.197 in Ratio= 911>=240. 1 Max Upward Total Deflection 0.000 in Ratio= 0<240.0 I Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.2453 7.445 0.0000 0.000 I I I Alistructure Engineering Project Title: Tigard Hampton Inn ' 16154 SW Upper Boones Ferry Rd Engineer: Protect ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I Pnnted 31 AUG 2017.407PM File=S\Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\3rd floor.ec6 Wood Beam ENERCALC,INC.1983-2017 Build 10.17.8.29.Ver 10.17.8 29 . a A '10 4':',' ''‘: N''," i 441 � �� Vi;* Z: \ ';-M1.e>.. LLS..� ...< ... ,.,. r,:, ... Description: 3BiM-18 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+ 900 psi E:Modulus of Elasticity I Load Combination ASCE 7-10 Fb- 900 psi Ebend-xx 1600 ksi Fc-Prll 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi I Ft 575 psi Density 31-2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling (0.051) S .. �_ ®._� ._.; 3C? 1 ti i i i 4x12 AL Span=15.0 ft I Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loads Uniform Load: D=0.0290, S=0.0250 ksf, Tributary Width=1.50 ft,(roof) Uniform Load: S=0.0510, Tributary Width=1.0 ft,(drift) DESIGN SUMMARY 'V'Z Maximum Bending Stress Ratio = 0.564: 1 Maximum Shear Stress Ratio = 0.170 : 1 Section used for this span 4x12 Section used for this span 4x12 111 fb:Actual = 642.43 psi fv:Actual = 35.17 psi FB :Allowable = 1,138.50psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 7.500ft ' Location of maximum on span = 14.069 ft I Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.153 in Ratio= 1179>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.090 in Ratio= 2006>=240. lij ' Max Upward Total Deflection 0.000 in Ratio= 0<240.0 111 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span S Only 1 0.1526 7.555 0.0000 0.000 I I I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com ^r.ri d:21%14,320'7 1"1 ?'i Wood Beam File=S:1Projects12016116303.00 Tigard Hampton Inn&Suites103 Calcuiationst3rd floor.ec6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver_6.17.3.17 I 7 '*.7-',t, '-',,i,.., N < Lice''-,` se:ALLSTRUCTURE ENGINEERING INC Description: "3BM 19 CODE REFERENCES I Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties I Analysis Method: Allowable Stress Design Fb-Tension 2,600.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 2,600.0 psi Ebend-xx 2,000.Oksi Fc-Prll 2,510.0 psi Eminbend-xx 1,016.54 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi I Wood Grade :MicroLam LVL 2.0 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling I .. i DY)144,L(0 625'. + _ _... i + x I x I2-1.75x7 25 I Span=6.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads IUniform Load: D=0.1440, L=0.6250, Tributary Width=1.0 ft,(Floor) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.617: 1 Maximum Shear Stress Ratio = 0.428 : 1 Section used for this span 2-1.75x7.25 Section used for this span 2-1.75x7.25 I fb:Actual 1,604.76psi fv:Actual _ 121.94 psi 285.00 FB :Allowable 2,600.00 psi Fv:Allowable si p Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.250ft Location of maximum on span = 5.907 ft I Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.114 in Ratio= 686>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 ' Max Downward Total Deflection 0.028 in Ratio= 2834>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 IOverall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Dell Location in Span ' L Only 1 0.1136 3.274 0.0000 0.000 I I Allstructure Engineering Project Title: Tigard Hampton Inn I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=S:Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\3rd floor.ec6 Wood Bearn ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Lie.#:KW-06007476 Licensee _iCECSEe: �1 .5ttfTUt�. NG[NRIP �INC. IDescription: 3BM-20 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 1350 psi E:Modulus of Elasticity 111Load Combination ASCE 7-10 Fb-Compr 1350 psi Ebend-xx 1600 ksi Fc-PrIl 925 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.1 Fv 170 psi Ft 675 psi Density 31.2pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling * D'0 u04) +.. *.... I i * Dt•+s $ D'7 97 t797 5'S9685 )0236851)(9 2 3U 0 4) i D(035)S(0.33) ,/............J V 6x12 Span=40ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.250, S=0.330. Tributary Width=1.0 ft,(Roof) I Uniform Load: D=0.230, L=0.40, Tributary Width=1.0 ft,(Mech'I Room) Uniform Load: D=0.390, Tributary Width=1.0 ft,(wall) Uniform Load: D=0.290, L=0.40, Tributary Width=1.0 ft,(Suite) Point Load: D=7.975, S=9.685 k p 0.8333 ft,(Above) DESIGN SUMMARY Desi•n OK 1111 Maximum Bending Stress Ratio = 0.868: 1 Maximum Shear Stress Ratio = 0.643 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 1,347.76 psi Iv:Actual = 125.67 psi I FB:Allowable = 1,552.50 psi Fv:Allowable 195.50 psi Load Combination +D+S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 0.832ft Location of maximum on span = 3.051 ft Span#where maximum occurs = Span#1 Span it where maximum occurs = Span#1 111 Maximum Deflection Max Downward Transient Deflection 0.014 in Ratio= 3483>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.016 in Ratio= 3003>=240. I Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Del Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.0160 1.854 0.0000 0.000 I I I WL(,""- g-20 (DV' (ST1 rta ) INWfG_ Vrt f- 0.,,T-0 Ii..—,51.„ 360 or 't CIL= 15.1,17-0,1,e) $ ‹ t`'�c,,: 21 p t-c Iv' GL - 9 ( 0@if CZm--- c-cc W#>t.,.. 6-z, r -31,5')_ `10'Pt, fQ t "-) I � 1 5 V: 1ovS' ( 0rZs 1 L IsA Z'l.tO-vti, f� tR )I i&, ps` P 5,10 -(s1=-7) SPAh1= ( -D`" I161 tA, -64\P-461-`17z- ) ' 90 .,( I oxZ Z- w5,-'(zt.()(e'4,) , I1�1t I ‘^--) t, = lit (..wA,M.) 71. r *3.S I blz,s wpc, = 264SpIF ' 14-sov s I 7I514`- 511,03' !K'-,u w,,,_etiese)(11)( C( sl= ti \\ F(...0\ F(...004.-® k.0.6,-ps t..3 . Sli (--)LA,(--)LA, = (/96(40 ( t)(3 FloorS�= (Z..0 I LA)Lac/o 513 l/Jl}.r-t_ l� ZJ, CS z IOat,= 'Neff- cap-lbo&L `1Z-t="-Q--L; 641. 1-,iy-1 3)05 w&t,= 37-Sp1f- ' L"pc, ' ?vs(-( 2--i- - Z,A-s f F ZP. -`1 SPAR' 11'-(0 Ik'nt..= Z5Z.� st, = . .-1.-C- I .- li �5 200 c--;"- 1 L V " �D5 C t,,P 'LA Iw LA_J (zQ°0 rtwt-Co '17--C;; R,% c*1-bi 0,fATZ,. -L 12 f‘S3f, k-,rs (Rf--S) 1 As ALLSTRUCTURE j j BY DATE 1151 I- I 1 Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO ITigard,Oregon 97223 v:503.620.4314 • f:503.620.4304 SHEET OF www.allstructure.com Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland.OR Project Descr: 503 620 4314 www.allstructure.com File=S:1Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculabonsl2nd floor BM-1.ec6 Steel Bearn ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Description: *2BM-1 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 I Load Combination Set:ASCE 7-05 Material Properties _ Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending s(0.081) i i i + + + + D{0 038)S(o os) + * 0)04403)* * * yy * * O(o.297}L(0.2727 i + * E(5 31 E41' D(0.822)L(0 544)S(0.31 F,3= Ft-5 31 9 V V V V A Span=22.50ft LJ 1 W 10x80 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading I Uniform Load: D=0.8220, L=0.5440, S=0.30 k/ft, Tdbutary Width=1.0 ft,(Above) Uniform Load: D=0.2970, L=0.2720 k/ft, Tributary Width=1.0 ft,(This Level) Uniform Load: D=0.4030 k/ft, Tributary Width=1.0 ft,(wall) Uniform Load: D=0.0190, S=0.0250 ksf, Tributary Width=2.0 ft,(Lower Roof) Uniform Load: S=0.0810 k/ft, Tributary Width=1.0 ft,(Drift) Point Load: E=5.30 k @ 3.50 ft,(eq) Point Load: E=-5.30 k @ 7.333 ft.(eq) Point Load: E=5.30 k @ 14.833 ft,(eq) I Point Load: E=-5.30 k @ 18.667 ft,(eq) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.877: 1 Maximum Shear Stress Ratio= 0.369 : 1 Section used for this span W10x60 Section used for this span W10x60 Ma:Applied 163.284 k-ft Va:Applied 31.591 k Mn/Omega:Allowable 186.128 k-ft Vn/Omega:Allowable 85.680 k Load Combination +D+0.750L+0.750S+1.575E+H Load Combination +D+0.750L+0.750S+1.575E+H Location of maximum on span 12.343ft Location of maximum on span 0.000 ft I Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.478 in Ratio= 564>=360 Max Upward Transient Deflection -0.006 in Ratio= 41,694>=360 Max Downward Total Deflection 0.949 in Ratio= 285>=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.9490 11.314 0.0000 0.000 I I I Al!structure Engineering Project Title: Tigard Hampton Inn I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Steel Bie1CTt Ale=S:\Projects\2016116303.00 Tigard Hampton Inn&Suites\03 Calculations\2nd floor BM-1.ec6 ENERCALC,INC.1983-2017,Budd 617 3.17 Ver 617 3.17 Description: *2BM-2 CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending I 4, * i D(0 2865(0 375) '30 4031 4 * * * * * 5(00865(0 113! 1 M K 5.. S"en=90f1 —I, I W 19#2 Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Uniform Load: D=0.0860, S=0.1130 k/ft, Tributary Width=1.0 ft,(Low Roof) Uniform Load: D=0.4030 k/ft, Tributary Width=1.0 ft,(wall) Uniform Load: D=0.2850, S=0.3750 kift, Tributary Width=1.0 ft,(Upper Roof) Uniform Load: S=0.0850 k/ft, Tributary Width=1.0 ft,(drift) I DESIGN SUMMARY ,Dsign OK o Maximum Bending Stress Ratio = 0.214: 1 Maximum Shear Stress Ratio= 0.126 :1 Section used for this span WI0x22 Section used for this span WI0x22 I Ma:Applied 13.861 k-ft Va:Applied 6.161 k Mn 1 Omega:Allowable 64.870 k-ft Vn/Omega:Allowable 48.960 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 4.500ft Location of maximum on span 0.000 ft I Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio= 4,349>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 I Max Downward Total Deflection 0.034 in Ratio= 3131 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections I Load Combination Span Max "-"Dell Location in Span Load Combination Max "+^Dell Location in Span D Only 1 0.0345 4.526 0.0000 0.000 I I I I I AI!structure Engineering Project Title: Tigard Hampton Inn I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com Steel Beam File=S:\Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\2nd floor BM-1 ec6 ENERCALC,INC.1983-2017,Budd 6.17 317,Ver 6.17.3.17 Description *2BM 3 CODE REFERENCES - Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set :ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending + + Dto.087)u0.12 * * 0(0094 Lb 325) * i D(0-511}L{0.651 S(0.425( 00;431 Span=14.50 ft W10)02 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading I Uniform Load: D=0.2430 k/ft, Tributary Width=1.0 ft,(wall) Uniform Load: D=0.5110, L=0.650, S=0.4250 k/ft, Tributary Width=1.0 ft,(Above) Uniform Load: D=0.0940, L=0.3250 k/ft. Tributary Width=1.0 ft.(This Level) Uniform Load: D=0.0290, L=0.040 ksf, Tributary Width=3.0 ft,(Floor Loads-3 floors) I DESIGN SUMMARY . Design OK Maximum Bending Stress Ratio = 0.850: 1 Maximum Shear Stress Ratio= 0.311 : 1 Section used for this span W10x22 Section used for this span W10x22 Ma:Applied 55.112 k-ft Va :Applied 15.203 k I Mn/Omega:Allowable 64.870 k-ft Vn/Omega:Allowable 48.960 k Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span 7.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.319 in Ratio= 544>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 I Max Downward Total Deflection 0.279 in Ratio= 623 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Dell Location in Span 1 L Only 1 0.3197 7.291 0.0000 0.000 I I I I I I Allstructure Engineering 16154 SW Upper Boones Ferry Rd Project Title: Tigard Hampton Inn Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Steel Beam File=S1Projects\2016i16303.00 Tigard Hampton Inn&Suites\03 Calculations\2nd floor BM-1 ec6 ENERCALC,INC.1983-2017,Build 617.3.17 Ver:617.3.17 u REE .... Efut Description: *2BM-4 CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending + MO 7 010 285S(0.375) Et 6.536) E{-6,536) 0(0.4031 I M ' t + 4 M =14-50 ft '- ISpan W10x22 Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Uniform Load: D=0.4030 k/ft, Tributary Width=1.0 ft,(wall) Uniform Load: D=0.2850. S=0.3750 k/ft, Tributary Width=1.0 ft,(Above) Uniform Load: D=0.0290. L=0.040 ksf, Tributary Width=3.0 ft,(Floor Loads-3 floors) I Point Load: E=6.536 k @ 5.250 ft Point Load: E=-6.536 k @ 9.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.652: 1 Maximum Shear Stress Ratio= 0.236 : 1 I Section used for this span W10x22 Section used for this span W10x22 Ma:Applied 42.283 k-ft Va:Applied 11.563 k Mn/Omega:Allowable 64.870 k-ft Vn/Omega:Allowable 48.960 k Load Combination +D+0.750L+0.750S+1.575E+H Load Combination +D+2.10E+H I Location of maximum on span 5.261 ft Location of maximum on span 8.990 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.109 in Ratio= 1,589>=360 I Max Upward Transient Deflection -0.022 in Ratio= 7,958 >=360 Max Downward Total Deflection 0.233 in Ratio= 748>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 I Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Dell Location in Span D Only 1 0.2327 7.291 0.0000 0.000 I I I I . I I 7.(3 - C 5P-i,) . l''-( 1 I �G,.' 51-C ,(zA9 .) 2L)_19.1.1(:•__ Lion 611), (-1,7),) = zk;fkf - wau- t^-3oi. fib 1 - (A' )o5u (?DB yeti) A flvt V.� !2.-z,:. 8,�W l l'Ab\ 3'"39' °5t. : yZs - (1,9-0 1 I� L r Lfo F ( 6,/s -t- Kfz i00•7.?+ 3,';'', zz'.3(65vs))' 31) Psi I 4 5,10--(., spp,A, l'-‘‘_6'' took,- q4 1--)r9vi-C I 1-N)L,1°- Op5C-)(f‘Y- q) plc t?\'''rt"t:' lOilii1- 10 I t7I 0.- sPh),1 i /01ou//-00 6 1-(4.1" Lk/J'('1(.6`llti' rLoon. d1 0 1 F oon--' Wo,, VizI V S.,_��o74 1 tills LCuc:L I, LL., ZSs-(Z)= s5 1 (O 'ps( (779., 743 - JA(A (Loo( ' VJBC' (ip.51 (3'S') :, 67f(c 4-`-eX (7.41) I wG- zs( `c,$) w fl p(cPi-r---<<' �c- 1(,0(,-/ 11'13 10,11 HL = 31.7 ( ,5) = 13y pl('w t-er�d )kt:'qoB l`k.otli I°'63 le-ip I. L= (o12-5t )s�,�I( -t 1-3+6 ) 5,43 (°'.1 ) 1 2 5Yv``Y 51)())0'. 10',0 tooc, q -(15It ) - Ips ( l _ I wS,-- zc(At (I'iA)- iVg; if wsL= 'lc (At- %-12z e 4J-' /o ( 1ri- I As ALLSTRUCTUREBY DATE I3J1-t / IL Engineering LLC g b CHK BY DATE 1 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 1 v: 503.620.4314 • f: 503.620.4304 SHEET OF www.alistructure.com I Alistructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Steel Beam File=S\Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculatbnsl2nd floor BM-1.ec6 ENERCALC,INC.1983-2017, 983-2017,Build 617.3.17,Ver:6.17.3.17 i. l Description 2BM 5 CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending I +. 0(0.094 * * (.(0 2441 0(0.801)L)0.788)S(0 4251 * i i * i 0(0.243) Span=14.50 ft I W 10x26 Applied Loads Service loads entered. Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Uniform Load: D=0.2430 k/ft, Tributary Width=1.0 ft,(wall) Uniform Load: D=0.8010, L=0.7880, S=0.4250 k/ft, Tributary Width=1.0 ft,(Above) Uniform Load: D=0.0940. L=0.2440 k/ft, Tributary Width=1.0 ft,(This Level) I DESIGN SUMMARY Design OK'. . Maximum Bending Stress Ratio = 0,759: 1 Maximum Shear Stress Ratio= 0.305 : 1 Section used for this span WI0x26 Section used for this span WI0x26 MataionApplied 59.310 k-ft Va :Applied 16.361 k I Mn/Omega:Allowable 78.094 k-ft Vn/Omega:Allowable 53.560 k Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span 7.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 I Maximum Deflection Max Downward Transient Deflection 0.247 in Ratio= 704>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 I Max Downward Total Deflection 0.279 in Ratio= 625>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections I Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.2785 7.291 0.0000 0.000 I I I Al!structure Engineering Project Title: Tigard Hampton Inn I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=S.\Projects12016\16303.00 Tigard Hampton Inn&Suites103 Calculations\2nd floor BM-1.ec6 Steel Beam ENERCALC,INC 1983-2017,Build617317 Ver617317 Description: *2BM-6 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 I Load Combination Set :ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending _.._.. +..... 0(0.094(x(0.244) I * * * 0(0.081) * * * * * I '' _ Span=14.50 ft ., W10x26 I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0810 k/ft, Tributary Width=1.0 ft,(wall) Uniform Load: D=0.0940. L=0.2440 k/ft, Tributary Width=1.0 ft,(This Level) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0,150: 1 Maximum Shear Stress Ratio= 0.060 : 1 I Section used for this span W10x26 Section used for this span W10x26 Ma:Applied 11.695k-ft Va:Applied 3.226 k Mn/Omega:Allowable 78.094 k-ft Vn/Omega:Allowable 53.560 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 7.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.058 in Ratio= 2,980>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.048 in Ratio= 3618 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.0584 7.291 0.0000 0.000 I I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Steel Beam File=S.Projects12016v16303.00 Tigard Hampton Inn&Suites103 Calculationst2nd floor BM-1.ec6 16.2 �� - �� ti' ' t 1983 2017 Bu Id 61r IN Ver 617 311 ENERCALC,INC 1 Description: *2BM-7 CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending ID(0.243)_.. D(0243) i i i 7 i i i i i D)0 428L(0.365) i + + i D{0.428�L{0.368] i I D0.642 L0551 D0.642 L0.551 •II ". •1• )o. •. • �. .a aas4 - .(1 17) 7 /); Span=20.0ft Span=9.50 ft I W10x30 W10x30 - W 10x30 Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0.6420, L=0.5510 k/ft, Tributary Width=1.0 ft,(Above) Uniform Load: D=0.4280. L=0.3680 k/ft, Tributary Width=1.0 ft,(This Level) Uniform Load: D=0.2430 k/ft. Tributary Width=1.0 ft,(wall) I Load for Span Number 2 Uniform Load: D=0.6420, L=0.5510 k/ft, Tributary Width=1.0 ft,(Above) Uniform Load: D=0.4280, L=0.3680 k/ft, Tributary Width=1.0 ft,(This Level) I Uniform Load: D=0.2430 k/ft, Tributary Width=1.0 ft,(wall) Point Load: D=8.0, L=3.788, S=3.150 k @ 0.0 ft Load for Span Number 3 Varying Uniform Load: D(S,E)=0.0670->0.1430, S(S,E)=0.0880->0.1880 k/ft,Extent=0.0-->>8.50 ft, Tub Width=1.0 ft,(Roof) Varying Uniform Load: S(S,E)=0.1390->0.010 k/ft,Extent=0.0--»8.50 ft, Trib Width=1.0 ft,(Drift) I Point Load: D=0.780, S=1.170 k @ 8.50 ft,(2BM-8) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.909: 1 Maximum Shear Stress Ratio= 0.425 : 1 I Section used for this span W10x30 Section used for this span W10x30 Ma:Applied 82.969 k-ft Va:Applied 26.768 k Mn/Omega:Allowable 91.317 k-ft Vn/Omega:Allowable 63.0 k Load Combination +D+L+H Load Combination +D+L+H I Location of maximum on span 20.000ft Location of maximum on span 20.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.378 in Ratio= 634>=360 I Max Upward Transient Deflection -0.039 in Ratio= 2,954 >=360 Max Downward Total Deflection 0.569 in Ratio= 422>=240. Max Upward Total Deflection -0.073 in Ratio= 1557 >=240. I Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.5692 9.200 0.0000 0.000 2 0.0000 9.200 D Only -0.0732 3.927 D Only 3 0.2891 8.500 0.0000 3.927 I I ruture Engineering I Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=S:\Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations12nd floor BM-1 ec6 Steel Beam ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 - \ V i� -: �._Licensee:A TURE.._g .GW Description: 2BM-8 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending i 'j' i * * 010.143 5(0.188) i i It Span=10.0ft W6x12 I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading I Uniform Load: D=0.1430, S=0.1880 k/ft, Tributary Width=1.0 ft,(Roof) Uniform Load: S=0.0450 k/ft, Tributary Width=1.0 ft,(Drift) DESIGN SUMMARY Design O Maximum Bending Stress Ratio = 0.234: 1 Maximum Shear Stress Ratio= 0.070 : 1 I Section used for this span W6x12 Section used for this span W6x12 Ma:Applied 4.850 k-ft Va :Applied 1.940 k Mn/Omega:Allowable 20.709 k-ft Vn/Omega:Allowable 27.738 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 5.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.082 in Ratio= 1,460>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.055 in Ratio= 2195 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span S Only 1 0.0822 5.029 0.0000 0.000 I I I I I I r04 IAA('k Iri,(90yL-- WO u: 3--i-c. 47 WCL = SAD L --3V5 Ce4.) r k �5- ( I Llo- 1 3 1 �� `' ZSR !$z(rtrA� V"1 " 2, 8 1 Fj,Sti I—`,el 1,0„, : 11(21')= 24s (w.1,‘) VooF • 0-2(. 2Bvw- R-23ri1 .11,551`:+, 1 ��L1ppLaf3A4 ( 3,V) IYG 6,1;11' ;nob's) 2" ?S� I PA IAA Lo '. (Z'-o'^ '/ Z Sib yr ki Cgs `ost_� Peir vi- (2z` 2,Hti( 011,bt, , "iv Y2 i5v,A- I\ 5eA4 ! q!on I Jou = q z- IW)l OIM ,t (13L-C- -l3� Ii � W01- �� 5 3 ,kt, (...(::"714::-L In ` L `,,'nc,- 16--1 (7A-'),, ITS (At `. I Z i3O\--ice 9c,13' S'-4� ±ea-- I p It'301.,° iraf')(Iii(3F(°°1s) 37FIF t Wcl, - (bots()( i')('040'S1 - 300e1( d /l 1/ 1. I (131,6E (31.5 1,):- '10 I f el ¢ I jF`) 2gni•I,t1V1,4 Gtytoe/L el, 7t7,( (p,oto' Hi L.1„,.. I ,( e“,) ,-. b 3 te LA Q2' (vol. ti ly,t zf 5,S IIA'sL= 2t(S( (iso - 113 1 -t- s ALLSTRUCTURE BY DATE If3'I Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 Tigard, Oregon 97223 JOB NO I v: 503.620.4314 • f:503.620.4304 SHEET OF www.allstructure.com strure iProject Title: Tigard Hampton Inn AllI 16154 uctSW Upper Boonesng Pery Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=S.1Projectsl2016116303.00 Tigard Hampton Inn&Suites103 Calculationsl2nd floor BM-1.ec6 Steel Beam ENERCALC,INC.1983-2017,Build:10.17.7.24,Ver:10.17.7.24 Description: `2BM-9 CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi I Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(043) b D(0.185)1(0.182) b b t S(011900Y,1�7 D(0.78)S(1.17) D(0.37)L(0363) _.�. • 'I ern\5 01431-5(0.0. , -.- v 1 W10,00 W10x30 Span=9.50tt Span=8.50ft I_ li.4• II Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0.370, L=0.3630 k/ft, Tributary Width=1.0 ft,(Above) Uniform Load: D=0.1850, L=0.1820 k/ft, Tributary Width=1.0 ft,(This Level) . Uniform Load: D=0.2430 k/ft, Tributary Width=1.0 ft,(wall) Load for Span Number 2 Varying Uniform Load: D(S,E)=0.0650->0.1430, S(S,E)=0.0880->0.1880 k/ft,Extent=0.0-->>8.50 ft, Trib Width=1.0 ft,(Roof) Varying Uniform Load: S(S,E)=0.1390->0.010 k/ft,Extent=0.0->>8.50 ft, Trib Width=1.0 ft,(Drift) Point Load: D=0.780, S=1.170 k @ 8.50 ft,(2BM-8) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.322:1 Maximum Shear Stress Ratio= 0.135 : 1 Section used for this span W10x30 Section used for this span W10x30 Ma:Applied 29.387 k-ft Va:Applied 8.509 k 1 Mn/Omega:Allowable 91.317 k-ft Vn/Omega:Allowable 63.0 k Load Combination +D+S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span 9.500ft Location of maximum on span 9.500 ft ii Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 II Maximum Deflection Max Downward Transient Deflection 0.295 in Ratio= 690>=360 Max Upward Transient Deflection -0.036 in Ratio= 3,203>=360 Max Downward Total Deflection 0.115 in Ratio= 1773>=240. Max Upward Total Deflection -0.001 in Ratio= 108757>=240. Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Dell Location in Span 1 0.0000 0.000 S Only -0.0356 5.510 S Only 2 0.2952 8.500 0.0000 5.510 I I I I I Alistructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Wood Beam File=S.\Projects\2016116303.00 Tigard Hampton Inn&Suites\03 Calculationsl2nd floor BM-tech ENERCALC,INC 1983-2017,Budd 6.17.3.17,Ver 617 317 Description: `2BM 10 CODE REFERENCES I Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi I Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling I +. 0(0+43) St+88) D(D.143)S(0 188) + * i i i I 'fi' 2':,5.125X12 Span=12.0 ft I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads I Uniform Load: D=0.1430, S=0.1880, Tributary Width=1.0 ft,(Roof) Uniform Load: S=0.0880, Tributary Width=1.0 ft,(Drift) Uniform Load: D=0.2430, Tributary Width=1.0 ft,(wall) DESIGN SUMMARY Design OK I Maximum Bending Stress Ratio = 0.43& 1 Maximum Shear Stress Ratio = 0.272 : 1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb:Actual = 1,185.94psi fv:Actual = 82.96 psi FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi I Load Combination _ +D+S+H Load Combination +D+S+H Location of maximum on span 6.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection I Max Downward Transient Deflection 0.098 in Ratio= 1476>-360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.141 in Ratio= 1020>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 I Overall Maximum Deflections ILoad Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.1411 6.044 0.0000 0.000 I I I Al!structure Engineering Project Title: Tigard Hampton Inn I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland.OR Project Descr: 503 620 4314 www.allstructure.com File=S:Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\2nd floor BM-1 ec6 Steel Beam ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Description: 2BM-11 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Dt0 2431 y. y I rzt.. ., •,: z2 t,21' $',o vanita 6,51 + + + + $ I 0,0 39211 0 351 i i i i span=90f1 W10039 II Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.3920, L=1.350 k/ft, Tributary Width=1.0 ft,(Above) II Uniform Load: D=0.1960, L=0.6750 k/ft. Tributary Width=1.0 ft,(This Level) Uniform Load: D=0.2430 k/ft, Tributary Width=1.0 ft,(wall) Point Load: D=22.020, L=15.340, S=7.880 k @ 4.0 ft,(3BM-2) 11 Point Load: D=0.690, S=0.0750 k @ 0.50 ft Point Load: D=0.480, 5=0.180 k @I.0 ft,(3bm-13) DESIGN SUMMARY Design OK 1 Maximum Bending Stress Ratio = 0.961 : 1 Maximum Shear Stress Ratio= 0.558 : 1 Section used for this span WI0x39 Section used for this span WI 0x39 Ma:Applied 112.256 k-ft Va :Applied 34.861 k Mn/Omega:Allowable 116.766 k-ft Vn/Omega:Allowable 62.496 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 4.011 ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.115 in Ratio= 937>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.117 in Ratio= 926>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.1167 4.371 0.0000 0.000 U I I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Printed 26 APR 2017,10 10•'' Steel Beam File=S:\Projects\2016116303.00 Tigard Hampton Inn&Suites\03 Calculations12nd floor BM-1.ec6 ENERCALC,INC 1983-2017,Build 6.17.317 Ver:6.11317 ova 4t ,k•SiftWTURE.... Description: `20M-12 CODE REFERENCES I Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending II •s. •,$:.. is D 0.403 D(17[$8(83}9s32m4 6 0(0.0871 L(0.3, + + l + + I s +e Span=9.508 IW10x39 Applied Loads Service loads entered. Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Uniform Load: D=0.0870, L=0.30 k/ft, Tributary Width=1.0 ft,(Above) Uniform Load: D=0.4030 k/ft, Tributary Width=1.0 ft,(wall) Point Load: D=17.230, L=17.630, S=4.610 k @ 7.0 ft,(2BM-11) I Varying Uniform Load: D(S,E)=0.0190->0.0860, S(S,E)=0.0250->0.1130 loft,Extent=0.0--»9.50 ft, Trib Width=1.0 ft,(low roof) Point Load: D=0.690, S=0.0750 k @ 7.0 ft,(Roof Girder) DESIGN SUMMARY Design OK lir Maximum Bending Stress Ratio = 0.627: 1 Maximum Shear Stress Ratio= 0.487 : 1 I Section used for this span W10x39 Section used for this span W10x39 Ma:Applied 73.166k-ft Va :Applied 30.435 k Mn/Omega:Allowable 116.766 k-ft Vn/Omega:Allowable 62.496 k I Load Combination Location of maximum on span +D+L+H Load Combination +D+L+H 7.003ft Location of maximum on span 9.500 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection I Max Downward Transient Deflection 0.075 in Ratio= 1,528>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.084 in Ratio= 1355 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 IOverall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Dell Location in Span D Only 1 0.0841 5.184 0.0000 0.000 I I I I I I -rvA,v `I--)c t 5rfftst-)', yt-b,., ` of r? L-{i- III �bL' ( p ( (0'� m 10 Ptd fes, I`^'DL= I f's( ( z')= '-?.)(014- PZ: W5c, Zc)-(W (7,i) 0 (7( .1Z.1--- bi(45(u ( o, (°0 I P R 15'-0" 4 f J Wim, 36 I,oloxV I1 wk., ' \ ' 00'1- 1 0( 4 wA a - t_ (TI tio,19( 'ID:ill 6 Vi" ' la5t, Z 1(3 ; v-3- I ws, : 9 -kc. •a(A,( t) (L1 \--q-A\ 10-7/( ;5(99 woo Iaip,,F (Lo ) m Jq eta - (K,ZS )_ I el( (r4g-rt1L) I krt)c �;pik (I \ 'i,5 F ) 2, Nri. •- to(po% If' Z>,J�'-Ic SpAAt }-b° w1l.7y 1 v _. I wlx,o H (I ',I-- fciplf (paw t-( i) III ‘^'ot = IS ( 3')- Sc} PA (P�rh.t� ,- V �7, I (Z2= $3,141 3,1i 1 VAI P IC- Z6/0-110 SPA.W. /5 1-04, tiS) 11-0u CM 1 I_ � IU1yS`1 , X11 LaLLo I$bo -r[t1suEl, - I wc,,, : y� Q77 Zttletz?z,i4, 1 to',;'� 1, b,L (1e4--)(7, t} 293 ?1,¢.- -w Am. p, 5vvv_I - ` . , 216 ,_`i5 I AtALLSTRUCTURE BY DATEII�1t�E n i n e e r i n LLC g g CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 I v: 503.620.4314 • f: 503.620.4304 SHEET OF www.alistructure.com I AI!structure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com €' ;S:54AM Wood Beam =S 1Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\2nd floor BM-1.ec6 rENERCALC,INC.1963-2017,Budd 617 317 Ver 617.317 Description: *2BM-13 CODE REFERENCES I Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 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 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling I + + + + + + + oto.eaa�sio 08 * + x I ¢x12 I Span=7A ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads • Uniform Load: D=0.0380, S=0.050, Tributary Width=1.0 ft,(Above) Uniform Load: D=0.090, Tributary Width=1.0 ft,(wall) 111 DESIGN SUMMARY _ Z1.4a.Design • " t. Maximum Bending Stress Ratio = 0.163 1 Maximum Shear Stress Ratio = 0.089 : 1 I Section used for this span - 4x12 Section used for this span 4x12 fb:Actual 185.70psi fv:Actual 18.34 psi FB:Allowable = 1,138.50 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Loadress Ratio =I Location of maximum on span 3.500ft Location of maximum on span 6.080 ft Span#where maximum occurs =Span#1 Span#where maximum occursSpan#1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio= 20543>=360 I Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.011 in Ratio= 7523>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 I Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Dell Location in Span ID Only 1 0.0112 3.526 0.0000 0.000 I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com z uric File=S:\Projects12016116303.00 Tigard Hampton Inn&Suites103 Calculations\2nd floor BM-1 ec6 Steel Beam ENERCALC,INC.1983-2017,Build 6.17.3.17,Ver:6.17.3.17 Description *20M-14(CONT) CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending . ,,...... EIS 1 D(13.47)L(827)0,6) 0(161105 Klf&#22813.85) D(0.038)S(0.05) Span=15.0 5 W10x60 I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading I Loads on all spans... Varying Uniform Load: D(S,E)=0.0190->0.0810, S(S,E)=0.0250->0.1060 k/ft,Extent=0.0-->9.250 ft Uniform Load: D=0.0380. S=0.050 k/ft, Tributary Width=1.0 ft,(Above) Uniform Load: D=0.130 k/ft, Tributary Width=1.0 ft,(wall) I Point Load: D=16.020, L=14.420, S=3.850 k @ 9.250 ft,(2BM-12) Point Load: D=0.960, S=0.360 k @ 9.250 ft,(2BM-13*2) Point Load: D=13.470, L=8.270, S=6.0 k @ 5.50 ft,(2bm-40) DESIGN SUMMARY '` • ' '' I Maximum Bending Stress Ratio = 0.912: 1 Maximum Shear Stress Ratio= 0.353 : 1 Section used for this span W10x60 Section used for this span W10x60 Ma:Applied 169.659 k-ft Va:Applied 30.283 k in Mn!Omega:Allowable 186.128 k-ft Vn/Omega:Allowable 85.680 k Load Combination +D+0.750L+0.7505+H Load Combination +D+0.750L+0.750S+H Location of maximum on span 9.214ft Location of maximum on span 15.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.256 in Ratio= 701>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.375 in Ratio= 480>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.3748 7.543 0.0000 0.000 I • I I I Allstructure Engineering Project Title: Tigard Hampton Inn I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Steel Beam File=S:\Projects12016116303.00 Tigard Hampton Inn&Suites\03 Calculations)2nd floor BM-1 ec6 A C,INC.1983-201 I7,BwE17 Uer 617 317 Description: `2BM 15�� .� v 17CTtJf� NGi ERIN G INC: CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending I D{17.29}L{11 92)S(5.22) _... 0(0.0384 L(0 08) * i I .. Span=12.0 ft IW10x39 Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Uniform Load: D=0.0380, L=0.080 k/ft, Tributary Width=1.0 ft,(Above) Point Load: D=17.290, L=11.920, S=5.220 k @ 3.250 ft,(2BM-14) DESIGN SUMMARY Design OK I Maximum Bending Stress Ratio = 0.628: 1 Maximum Shear Stress Ratio= 0.365 Section used for this span W10x39 Section used for this span W10x39 Ma:Applied 73.330 k-ft Va :Applied 22.803 k Mn/Omega:Allowable 116.766 k-ft Vn/Omega:Allowable 62.496 k I Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.7505+H Location of maximum on span 3.257ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 I Maximum Deflection Max Downward Transient Deflection 0.098 in Ratio= 1,475>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.139 in Ratio= 1039 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 i Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span ID Only 1 0.1386 5.383 0.0000 0.000 1 I I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 111 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=S\Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\2nd floor BM-1.ec6 Steel Beam ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Description: `2BM-16 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 I Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0116)L104) ;°*";; (0 tt6)L 0 6... + + + + +++1+ 0)0.243) + eta gnu 3 z)S(1 77' n (92A�1 t'{4 3)5)5.03) + 010232 Lt0.8) 010 232)L 0 8) Y A Span=15.0 ft W14134 W 14x34 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading111 Load for Span Number 1 Uniform Load: D=0.2320, L=0.80 k/ft, Tributary Width=1.0 ft,(Above) Uniform Load: D=0.2430 k/ft, Tributary Width=1.0 ft,(wall) Uniform Load: D=0.1160, L=0.40 k/ft, Tributary Width=1.0 ft,(THIS LEVEL) Point Load: D=6.740, L=8.70, S=1.770 k @ 14.0 ft,(2BM-17) Load for Span Number 2 Uniform Load: D=0.2320, L=0.80 k/ft, Tributary Width=1.0 ft.(Above) Uniform Load: D=0.2430 k/ft, Tributary Width=1.0 ft,(wall) Uniform Load: D=0.1160, L=0.40 k/ft, Tributary Width=1.0 ft,(THIS LEVEL) Point Load: D=13.360, L=14.30, S=5.030 k @ 1.0 ft,(2bm-45) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.330 1 Maximum Shear Stress Ratio= 0.376 : 1 Section used for this span W14x34 Section used for this span W14x34 Ma:Applied 44.972 k-ft Va :Applied 30.003 k Mn/Omega:Allowable 136.228 k-ft Vn/Omega:Allowable 79.80 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 7.020ft Location of maximum on span 15.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.124 in Ratio= 1,450>=360 Max Upward Transient Deflection -0.023 in Ratio= 1,064 >=360 Max Downward Total Deflection 0.056 in Ratio= 3243 >=240. Max Upward Total Deflection -0.008 in Ratio= 3015 >=240. Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.1241 7.380 0.0000 0.000 I 2 0.0000 7.380 L Only -0.0225 1.000 I I I j fTArM I/.1 CI Iz(51A-(-4- seP1/4At•1,1,".0, I (1301-6 9y l dor N dv� /ivr I b-i✓I L = 9P ((` ) _ 6.t)U - (0‘;\I)AS Y ti _ 12L '6,i6 /g,3y/1,el , 2 M 3 t , Ityra ,,`i2 57AA'• '-6N ''''Di.:-- 7,1 i CorZR-1boit- w10)( 94 r____L....LL__ 1 WL� 3z s few Levviti,,,.k. E , it 1-, / ?Z= 13.61/ rttgoi►izo 3`3''''''.1m_ I 3� i3 1 4 levo-,ci SPAR% Lf'-19 v L'30)(_,--5s c,. l kt z b F(L t I- A r _AC c J (s-,o�= -z(z(Kl , LP-t, 1Z, =czt= ;,y- if I v 141-6 Lt)EL II (,,,,. , Z (L1 c)-- yo w„= 1p5r-(z1=Z't'p(( -(.-A-il I / 7Ezv`7.0 5 p A A /5 2D" It, 1 ,/,,,,,,, , ,,,L O CJSL„. Lido to _ -- -z.s- VI z Rz: 4,11/q,3ii 5,00 , "' vow- i^f- I its,,, ALLSTRUCTURE 9' BY DATE1I1' '- Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 I v: 503.620.4314 • f:503.620.4304 SHEET OF www.allstructure.com Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com sir 12 fl' File=S:\Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculationsl2nd floor BM-1.ec6 I, Steel Beam ENERCALC,INC.1983-2017,Build:6.17 3.17,Ver6.17.3.17 s � . „ ! Description: "2BM-17 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-101111 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.036) '� D(8230„,v iR, i i i `t' ,,,,,... b timx so Ail Span=27.0 H W14x53 I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0940, L=0.3250 ktft, Tributary Width=1.0 ft,(Above) Uniform Load: D=0.0360 kilt, Tributary Width=1.0 ft,(wall) Point Load: D=8.230, L=8.310, S=3.410 k @ 13.0 ft,(2BM-23) DESIGN SUMMARY Design OK I Maximum Bending Stress Ratio = 0.724: 1 Maximum Shear Stress Ratio= 0.150 : 1 Section used for this span W14x53 Section used for this span W14x53 Ma:Applied 157.433 k-ft Va:Applied 15.434 k Mn/Omega:Allowable 217.315 k-ft Vn/Omega:Allowable 102.860 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 13.037ft Location of maximum on span 0.000 ft Span#where maximum occurs Span 4 1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.624 in Ratio= 518>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.513 in Ratio= 632>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.6251 13.423 0.0000 0.000 I 1 1 I I Alistructure Engineering Project Title: Tigard Hampton Inn I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Steel Beam File=S\Projects12016\16303.00 Tigard Hampton Inn&Suites103 Calculations\2nd floor BM-1.ec6 I ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.317 '1.1014T a :'7,7:tV!zZittlicEll*tkOkt*STRUCTIM4-41,40NEERING INC, Description: `2BM-18 CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending ID(19 37)L(13 94)SUQ1.46) D(0.094„1„L(0.325) -' Span=12.50 ft -- IW10x54 Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Uniform Load: D=0.0940, L=0.3250 k/ft, Tributary Width=1.0 ft,(THIS LEVEL) Point Load: D=1.460, L=1.770 k @ 8.50 ft.(2BM-6) Point Load: D=19.370, L=13.940, S=7.0 k @ 7.50 ft,(3BM-13&16) I DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.718: 1 Maximum Shear Stress Ratio= 0.340 : 1 Section used for this span W10x54 Section used for this span W10x54 Ma:Applied 119.260 k-ft Va:Applied 25.389 k I Mn/Omega:Allowable 166.168 k-ft Vn/Omega:Allowable 74.740 k Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span 7.500ft Location of maximum on span 12.500 ft I Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.138 in Ratio= 1,083>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 I Max Downward Total Deflection 0.167 in Ratio= 900 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Overall Maximum Deflections I Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.1666 6.643 0.0000 0.000 I I I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=S:1Projects\2016\16303.00 Tigard Hampton Inn&Suites103 Calculations\2nd floor BM-1.ec6 Wood Beam ENERCALC,INC.1983-2017,Build 6.17.3.17,Ver:6.17.3.17 a _ OE INC, I Description: `2BM-19 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 1 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1350 psi E:Modulus of Elasticity ' Load Combination ASCE 7-05 Fb-Compr 1350 psi Ebend-xx 1600 ksi Fc-PrIl 925 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625 psi Wood Grade :No.1 Fv 170 psi Ft 675 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D{0.243) i V V i i V i 0(0.42b�u059) + V i t 0(0858�u1.19) i K I 8x12 II Span.450ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.8560, L=1.180, Tributary Width=1.0 ft,(ABOVE) Uniform Load: D=0.4280, L=0.590, Tributary Width=1.0 ft,(THIS LEVEL) Uniform Load: D=0.2430, Tributary Width=1.0 ft,(WALL) DESIGN SUMMARY Design OK, Maximum Bending Stress Ratio = 0.614 1 Maximum Shear Stress Ratio = 0.599 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 829.53psi fv:Actual = 101.87 psi FB:Allowable = 1,350.00psi Fv:Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.250ft Location of maximum on span = 3.547 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio= 3666>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.013 in Ratio= 4212>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 I Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span I L Only 1 0.0147 2.266 0.0000 0.000 1 I 1 Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com `,Z.7.2 26P Steel Beam File=S:1Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculat(ons\2nd floor BM-1.ec6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver617.317 Description: *2BM-20 CODE REFERENCES 1 Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending I 0(0.094 L(0.320) i i V V - + D(0492)L(0.65)8(0.4) .rtY ., .� .n..:�-...a..�...>..a...�-.ted .,, xxx* 0 ;1,_ I -� Span=15.0 ft W10x26 Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Uniform Load: D=0.4920, L=0.650, S=0.40 k/ft, Tributary Width=1.0 ft,(ABOVE) Uniform Load: D=0.0940. L=0.3250 k/ft, Tributary Width=1.0 ft,(THIS LEVEL) Uniform Load: D=0.2430 k/ft, Tributary Width=1.0 ft,(WALL) I DESIGN SUMMARY Design O Maximum Bending Stress Ratio = 0.679: 1 Maximum Shear Stress Ratio= 0.264 : 1 Section used for this span W10x26 Section used for this span W10x26 I Ma:Applied 53.051k-ft Va:Applied 14.147 k Mn/Omega:Allowable 78.094 k-ft Vn/Omega:Allowable 53.560 k Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.7505+H Location of maximum on span 7.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 I Maximum Deflection Max Downward Transient Deflection 0.267 in Ratio= 673>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 I Max Downward Total Deflection 0.234 in Ratio 768>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections I Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.2672 7.543 0.0000 0.000 1 I I I I I riitfrmiii C y, ZsAA--tt 5Ptvm ' (c `"D� (A)(0X/D9 woL_ 9'5 2 i1 Iv-2 Luc,_- ` ob G,dcf- 7't [2-( MI ki-51i1,116 I rtt(S LA"'vet, ,Z,-, tomo 1 q,3) (NS u0e= 24-s d (im-4_ ? = C ono_ A-DoVV6 2 6 vt-12_ SPpi A ' 191-t>" CL S' I to - ase I �` Abo.c, PAut-1 I WtA, dIIt'° LT,,, ,,,,., j___________1 Wog, L(2,) t iS 1 w� ; Shu L3,.., (f ) ,,,,,.,„ _ C4‘,I li/Ok El 72- (13.33) I (foot.,= Zq ask(2') 3(21 F WLL r IUCD (z) ` z,0 of )� y = 21,t,-w $ z --,., cz z: 1-4,e5-1)11.2.,(61 - 1-1- 111 b tip vSF (Z5 -t I / 7z.. )(7,' re,s-t 6 5) 0,101- 01101.) r� 7,Sme z3 -t? I SPA (lei; / . ty WtNy5,1 I L)Di..r g 0, ni. '' t_ 0 i ,fix_ - ffl wLL = 1IYt) T�z r--- Li 7ijirh6 k (1 c)Avh'04 W LA, ' S y0 WI ` — QS 0,SO/— zz I wnL= v13 — 1s-%l1 - P(1(111 P-a,' 3S ifT0/ --1.'1)I'[a 3g I IJoL= v relfh t,0VJiWd./ Wu.= 70o ) TZ3= 6123/g,3)13,t(; I I X ALLSTRUCTURE ( 3(I� BY DATE Engineering L L C CHK BY DATE III 7140 SW Fir Loop,Suite 231 JOB NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF www.allstructure.com I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com -,,R 2017.11.55AM Steel Beam File=S.Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Caicuiations\2nd floor BM-1.ec6 ENERCALC,INC.1983-2017,Build 617.3.17,Ver:6.17.3.17 I .F 7..' ::=T:::,kit- nuc Description : `2BM-21 CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.094.L(0.325) 1 1,17 285)S15 61, D(0.492)L(0.65)S(0.4) I Span=15.0 ft W10x39 Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Uniform Load: D=0.4920, L=0.650, S=0.40 k/ft, Tributary Width=1.0 ft,(ABOVE) Uniform Load: D=0.0940, L=0.3250 k/ft, Tributary Width=1.0 ft,(THIS LEVEL) Uniform Load: D=0.2430 k/ft, Tributary Width=1.0 ft,(WALL) Point Load: D=7.285, S=9.610 k @ 8.0 ft,(GIRDER) I DESIGN SUMMARY Do` Maximum Bending Stress Ratio = 0.918: 1 Maximum Shear Stress Ratio= 0.352 : 1 I Section used for this span W10x39 Section used for this span W10x39 Ma:Applied 107.160 k ft Va:Applied 21.974 k Mn/Omega:Allowable 116.766 k-ft Vn/Omega:Allowable 62.496 k Load Combination +D+0.75QL+0.7505+H Load Combination +D+0.750L+0.7505+H I '.. Location of maximum on span 8.014ft Location of maximum on span 15.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.267 in Ratio= 672>=360 I Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.310 in Ratio= 581 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.3096 7.586 0.0000 0.000 I I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com PR 2017,12 OIPM Ale=S:\Projects12016\1630390 Tigard Hampton Inn&Suites\03 Calculations\2nd floor BM-1.ec6 Steel BeamENERCALC,INC.1983-2017,Build-6.17 3.17,Ver:6.17.3.17 Description: *28M-22 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 1 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending ......... __ 0(0.0581 L(0.2) _.__ ___....... _. _.. 'j' D(0.2431 'V D(0.a28 L(0.397( y + DtosSsL o 7sat + + .` A Span=19.00 I W 14x53 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0.8560, L=0.7940 k/ft.Extent=6.833-->>18.0 ft, Tributary Width=1.0 ft,(ABOVE) Uniform Load: D=0.4280, L=0.3970 k/ft,Extent=6.833-->>18.0 ft, Tributary Width=1.0 ft,(THIS LEVEL) Uniform Load: D=0.2430 k/ft,Extent=6.833--»18.0 ft, Tributary Width=1.0 ft,(WALL) Uniform Load: D=0.0580, L=0.20 k/ft,Extent=0.0-->>6.833 ft, Tributary Width=1.0 ft,(corridor) Point Load: D=6.410, L=4.910, S=3.0 k @ 6.833 ft,(2BM-20) Point Load: D=9.910, L=4.898, S=7.480 k @ 6.833 ft,(2BM-21) I DESIGN SUMMARY '.-s g OK Maximum Bending Stress Ratio = 0.954: 1 Maximum Shear Stress Ratio= 0.304 : 1 Section used for this span W14x53 Section used for this span W14x53 Ma:Applied 207.278 k-ft Va :Applied 31.229 k Mn/Omega:Allowable 217.315 k-ft Vn/Omega:Allowable 102.860 k Load Combination +D+0.750L+0.7505+H Load Combination +D+0.750L+0.7505+H Location of maximum on span 6.840ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 s Maximum Deflection Ill Max Downward Transient Deflection 0.308 in Ratio= 740>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.447 in Ratio= 510>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 . Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Dell Location in Span D Only 1 0.4471 9.337 0.0000 0.000 I 1 I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com 1 Steel Beam He=S:AProjects\2016\16303.00 Tigard Hampton Inn&Suites103 Calculations\2nd floor BM-1.ec6 ENERCALC,INC.1983-2017,Build-6.17.3.17,Ver 6.17 3.17 I Description: `2BM-23 CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending I D{0.058)L(0.2) 01(15021){1{7 ) {33) D(1.527 L(1.770) * A6 , , ., ,w � s��,,:_�, � mom, w ,o a <�y� ,,41.111111111111 L, � Span=16.50 ft Span=8.50 ft W14x53 W14x53 I Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Loads on all spans... Partial Length Uniform Load: D=1.527. L=1.770 k/ft,Extent=8.50-->>25.0 ft Load for Span Number 1 I Uniform Load: D=0.0580, L=0.20 k/ft,Extent=0.0-->>8.50 ft, Tributary Width=1.0 ft Point Load: D= 10.40, L=7.310, S=8.130 k @ 8.50 ft,(2BM-21) Point Load: D=6.240, L=7.60, S=1.330 k @ 8.50 ft,(2BM-21a) DESIGN SUMMARY Design OK I Maximum Bending Stress Ratio = 0.621 : 1 Maximum Shear Stress Ratio= 0.432 : 1 Section used for this span W14x53 Section used for this span W14x53 Ma:Applied 134.911 k-ft Va:Applied 44.456 k Mn/Omega:Allowable 217.315 k-ft Vn/Omega:Allowable 102.860 k ' Load Combination +D+0.750L+0.750S+H Load Combination +D+L+H Location of maximum on span 8.514ft Location of maximum on span 16.500 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 ' Maximum Deflection Max Downward Transient Deflection 0.143 in Ratio= 1,380>=360 Max Upward Transient Deflection -0.018 in Ratio= 5,628>=360 Max Downward Total Deflection 0.147 in Ratio= 1345>=240. Max Upward Total Deflection -0.019 in Ratio= 5281 >=240. IOverall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span ID Only 1 0.1472 7.986 0.0000 0.000 2 0.0000 7.986 D Only -0.0193 3.196 r I IS I I 12Atm civ r,,i Y 7- 61v\-1-« S p AkA • if/ (jr z. JR, I va,- Vit, I t'bc,= I' (z1 r, V ZS elf(`' !AAA, , )' Mo i,t \-yo f (,(V ( ( -,--17 ,r)( ism/ 0, 1) I I wbL, p.5(.(-0-t) ` 7113 (4 , 4. ,rn-t- P0/3 : '_0L1 1 W1) 1 (3(,x')=- Lie.' pl.( (Pact( ) l.PX12 1 .. s 12,0o11 I r„ 1 Z`I(61- ri ut a t- c I toy 100(61- 4,00 46,Er V1 Z,iz(3,00 (o 1 t 1 bo ,t i g �'6 G `05'(�1rsf)-. fag pif covvl')w - I Lr., ," f ov ()e `fTs,l f (»vtkJ /- I Woc :. ,2ei(2,i : s-Y (orrA„se- ulJk1ek-( z �� 1 0( ) 7oQ1- /571(1 110i/I 2115",( 2- j wa,- 7P-C'('1 ' 1.of F - E -ti vi- tf it(6 I) 53 to( l o,i(0 (5,N. eV) L/ L (4., ' N31-0(5 Loud P= Z,M-� ,ZF,,,Ala(7 M-tkk 'l,�M,'L S r)i iJ S'�n UIiii I --1/750A-z4 ,- ` Z ( s 11(0 1 F W 10X54 \I— � w�,- 3'(2�ps�,-( hp �' f � I I.. t->G 1.,. 'l1,Y),61)--toe(¢ (1OOpir p s t5v)A-6, 35A4-9) z rjvh -vi, 7_156.--2.5 fi l= 6,c,-(1 3q/ , 7 (u,y( el?) t7,4,(4,014,..42-1 1,0Q, ( x.51 EQ) I itSJ ALLSTRUCTURE 1 ' BY DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 Job NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OFII www.allstructure.com I Alistructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com 27A h Wood Beam File=S\Projects12016116303.00 Tigard Hampton Mn&Suites\03 Calculationsl2nd floor BM-1.ec6 ENERCALC,INC.1983-2017,Build:6.17 3.17,Ver:6.17.317 mom,..c .. -INC. Description: *2BM-24 CODE REFERENCES I Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties 1 Analysis Method: Allowable Stress Design Fb-Tension 1350 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1350 psi Ebend-xx 1600 ksi Fc-Prll 925 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi ' Wood Grade : No.1 Fv 170 psi Ft 675 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling I 010 029,L{0 041 $ i V V V i D60 716 1j0635 ,S)0 1) i V D4)243) * * V 14 K I I 6412 __ ....._. Span 608. Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads I Uniform Load: D=0.2430, Tributary Width=1.0 ft,(WALL) Uniform Load: D=0.7160, L=0.8850, S=0.10, Tributary Width=1.0 ft,(ABOVE) Uniform Load: D=0.0290, L=0.040, Tributary Width=1.0 ft,(This Level) DESIGN SUMMARY Design OK I Maximum Bending Stress Ratio = 0.636 1 Maximum Shear Stress Ratio = 0.553 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 858.23 psi fv:Actual = 94.05si FB:Allowable = - p 1,35Q.OQpsi Fv:Allowable - 170.00 psi I Load Combination +D+L+H Load Combination Location of maximum on span =3.000ft Location of maximum on span0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection I Max Downward Transient Deflection 0.024 in Ratio= 2959>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.026 in Ratio= 2733>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 I Overall Maximum Deflections I Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.0263 3.022 0.0000 0.000 I I I AI!structure Engineering Project Title: Tigard Hampton Inn I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com - ...,E.,.:e 1Y,i 2017.835AM Wood Beam File=S:1Projects12016116303.00 Tigard Hampton Inn&Suites\03 Calculationsl2nd floor BM-1.ec6 ENERCALC,INC.1983-2017,Build 617 3.17,Ver 617 3.17 X74 :. t-. Description: *2BM-25 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1350 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1350 psi Ebend-xx 1600 ksi Fc-PrIl 925 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.1 Fv 170 psi Ft 675 psi Density 31.2pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Di0.t74)L;0.8) + V D(0 403) i $ t i V K I x 6,02 1 _.... ____. ....._._._ Span=60ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.4030, Tributary Width=1.0 ft,(WALL) I Uniform Load: D=0.1740, L=0.60 k/ft,Extent=0.0-->>6.0 ft, Tributary Width=1.0 ft Varying Uniform Load: D(S,E)=0.0->0.1740, L(S,E)=0.0->0.60 k/ft,Extent=0.0-->>6.0 ft, Trib Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.521: 1 Maximum Shear Stress Ratio = 0A64 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 703.93 psi fv:Actual = 78.91 psi FB:Allowable = 1,350.O0psi Fv:Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H I Location of maximum on span = 3.131ft Location of maximum on span = 5.058ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.024 in Ratio= 3041>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.018 in Ratio= 4039>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 I Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.0237 3.044 0.0000 0.000 I I I I Alistructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Steel Beam File=S:AProjects12016116303 00 Tigard Hampton Inn&Suites\03 Calculations\2nd floor BM-1.ec6 ENERCALC,INC 1983-2017,Budd 617 3.17,Ver 617 3.17 Description: `28M-26 �� CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties ' Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending I _... ♦ +.214)L(0.24+...... D(0.0581 L(0.2) i D(0.036) (o.47s) 0{6.43)484-8808818S)St2.8) 0(2a:44)V88(8m 4)3884.41) a v f 'S I .!, Span=41.Oft W24x117 Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0.1380, L=0.4750 k/ft,Extent=0.0-->>29.50 ft, Tributary Width=1.0 ft,(CORRIDOR) Uniform Load: D=0.0360 k/ft,Extent=0.0-->>28.0 ft, Tributary Width=1.0 ft,(GUARD Wall) I Uniform Load: D=0.0580, L=0.20 k/ft,Extent=29.50-->>35.250 ft, Tributary Width= 1.0 ft,(CORRIDOR) Uniform Load: D=0.2140, L=0.2480 k/ft,Extent=35.250-->>41.0 ft, Tributary Width=1.0 ft,(THIS LEVEL) Point Load: D=6.430, L=8.390. S=1.640 k @ 28.0 ft,(2BM-17) Point Load: D=9.140, L=8.170. S=2.80 k @ 29.50 ft,(2BM-18) I Point Load: D=5.570, L=7.358, S=1.330 k @ 35.250 ft,(2BM-21a) Point Load: D=28.040, L=32.890. S=6.840, E=4.410 k @ 35.250 ft,(2BM-26a) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.835: 1 Maximum Shear Stress Ratio= 0.371 1 I Section used for this span W24x117 Section used for this span W24x117 Ma:Applied 681.115 k-ft Va :Applied 99.185 k Mn/Omega:Allowable 815.868 k-ft Vn/Omega:Allowable 267.30 k Load Combination +D+L+H Load Combination +D+0.750L+0.750S+1.575E+H ' Location of maximum on span 27.997ft Location of maximum on span 41.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.990 in Ratio= 496>=480. IMax Upward Transient Deflection 0.000 in Ratio= 0<480.0 Max Downward Total Deflection 0.810 in Ratio= 608 >=360. Max Upward Total Deflection 0.000 in Ratio= 0 <360.0 I Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.9918 22.374 0.0000 0.000 I I I I Allstructure Engineering Project Title: Tigard Hampton Inn I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.comII 26 APR 201 8sLF'' File=S\Projects 12016\16303.00 Tigard Hampton Inn&Suites103 Calcuiationsl2nd floor BM-1 Steel Bearn ENERCALC,INC.1983-2017,Build 6173.17,Ver6173.17 € # a� l �'ta � :„-.7, x. Description *2BM-26aII CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi I Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending y D(26.42)U3113)S(7.56p(3.Otj tt�78)S��t2}l{ 3)E)6.72) D)0.116)1.10.4) D)0 243) I + + + * * AP aa I Span=8.0 ft f W 1064 II Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0.2430 kilt,Extent=0.0-->>3.0 ft, Tributary Width=1.0 ft,(WALL) Uniform Load: D=0.1160, L=0.40 k/ft, Tributary Width=1.0 ft,(CORRIDOR) Point Load: D=2.120, L=3.0, E=6.720 k @ 2.750 ft,(2BM-25) Point Load: D=3.010, L=2.780, S=0.30 k @ 2.0 ft,(2BM-24) Point Load: D=26.420, L=31.130, S=7.560 k @ 1.0 ft.(3BM-3) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.448: 1 Maximum Shear Stress Ratio= 0.867 : 1 I Section used for this span W10x54 Section used for this span W10x54 Ma:Applied 74.439 k-ft Va :Applied 64.784 k Mn/Omega:Allowable 166.168 k-ft Vn/Omega:Allowable 74.740 k Load Combination +D+0.750L+0.750S+1.575E+H Load Combination +D+0.750L+0.750S+1.575E+H Location of maximum on span 2.743ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection I Max Downward Transient Deflection 0.038 in Ratio= 2,496>=480. Max Upward Transient Deflection 0.000 in Ratio= 0<480.0 Max Downward Total Deflection 0.032 in Ratio= 3014>=360. Max Upward Total Deflection 0.000 in Ratio= 0<360.0 I Overall Maximum Deflections Load Combination Span Max.”"Defl Location in Span Load Combination Max."+"Dell Location in Span L Only 1 0.0385 3.543 0.0000 0.000 I I I I I T & '''' 7,131-A-7-9- SCA- 7\-n`"' otok2Z yif I (s)(x 14_,,-- l02.0 IU'o,- `IgS (z-).: 5Tho �Z ' N,z3 IS,3� 6,'L,L, 255(2) = S io ��5 1.�� LI2 vy.= 3,5 (1gSpt)(Z-)(c\ow_s)/z - 1-71s4rt i,-_,E (.(2.,) =13WkAti 17c4._= �,� (255)(2-)c5f{eov4)tz = S'q-�S4( I 1-3 ' 7-93 l -uvA-t I 4_, $, 1: N\---7-4( 5 eAi3'. G I (above. wu� = G5oel� �� t-1._ I `^',)k. F 1 PtC fik.105 LzvE L z .-.o?, = •74ply;07—/c, -- Bp&-zq 1.'„c,4 1p (w)�21-N71F I ly, -z-t c r A1,i s (,'-L"` IW'n`•+ 5" .- Abovt- 'c..+ > S . Lj D L, a zAcz, ,,_,,k-,A__ *1_, -50 E;pA '. ( e1,)'' 91/No (o'/ 2 F-uy 62(-13 I 14 VI =K-2-= ;4951Li'I'l(t61\ I 1 As ALLSTRUCTURE � BY DATE I Engineering LLC CHK BY DATE 7140 SW Fir Loop,Suite 231 Tigard, Oregon 97223 JOB NO I v: 503.620.4314 • f:503.620.4304 SHEET OF www.al Istructure.com Allstructure Engineering Project Title: Tigard Hampton Inn I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=S.AProjects12016\16303.00 Tigard Hampton Inn&Suites103 Calculationsl2nd floor bm-27.ec6 Steel Beam ENERCALC,INC 1983-2017,Budd 617 3.17,Ver617 317 tie.:vK ;. mow u....,, � . --', i,.- -',; -:-;. -,-. . .. - ,'S-1.141e0See: 1 -: 0. 1 eig -4,1 N_, ii. Description: a2BM-27 CODE REFERENCES _ Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending DID 243) 4b(D}9h bs4Y + i i V iv I i i 0(0.71 LIt 02} + I Span=70 f1 W10,22 I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading I Load for Span Number 1 Uniform Load: D=0.710, L=1.020 k/ft,Extent=0.0--»3.50 ft, Tributary Width=1.0 ft,(ABOVE) Uniform Load: D=0.370, L=0.510 k/ft, Tributary Width=1.0 ft,(THIS LEVEL) Uniform Load: D=0.2430 k/ft,Extent=0.0-->>3.50 ft, Tributary Width=1.0 ft,(WALL) I Point Load: D=1.349, L=1.785 k @ 3.50 ft,(hdr load) Point Load: D=1.349, L=1.785 k @ 7.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.263: 1 Maximum Shear Stress Ratio= 0.202 : 1 Section used for this span W10x22 Section used for this span W10x22 I Ma:Applied 17.056 k-ft Va :Applied 9.903 k Mn/Omega:Allowable 64.870 k-ft Vn/Omega:Allowable 48.960 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 3.440ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection I Max Downward Transient Deflection 0.023 in Ratio= 3,705>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.019 in Ratio= 4494 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.0227 3.420 0.0000 0.000 II I I I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Steel Beam File=S:\Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Caiculatrons\2nd floor bm-27,ec6 ENERCALC,INC.1983-2017,Build 617.3.17 Ver:6.17.3.17 Description: `29M-28 CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending i D{0.09‘,X);- 94)L ) D(0 511))-Lr(0.65) + ♦ + i (0 i a.. Span=13.0 ft I '.. W 10x26 Applied Loads Service loads entered. Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Uniform Load: D=0.5110, L=0.650 k/ft, Tributary Width=1.0 ft,(ABOVE) Uniform Load: D=0.0940. L=0.3250 k/ft, Tributary Width=1.0 ft,(THIS LEVEL) Uniform Load: D=0.2430 k/ft, Tributary Width=1.0 ft,(WALL) Point Load: D=4.550, L=5.360 k @ 6.50 ft I DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.913 1 Maximum Shear Stress Ratio= 0.317 1 Section used for this span W1 0x26 Section used for this span W10x26 I Ma:Applied 71.268 k-ft Va :Applied 16.974 k Mn!Omega:Allowable 78.094 k-ft Vn/Omega:Allowable 53.560 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 6.500ft Location of maximum on span 0.000 ft I Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.252 in Ratio= 617>=360 IMax Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.222 in Ratio= 704>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections ILoad Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.2527 6.537 0.0000 0.000 I I I I I Allstructure Engineering Project Title: Tigard Hampton Inn I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I Printed:21 MAR 2017.3:-'°PM Fie=S.\Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculations12nd floor bm 27.ec6 Wood Beam ENERCALC.INC 1983-2017,Budd617317 Ver617317 Description: *2BM-29 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set :ASCE 7-05 Material Properties _ Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity 111Load Combination ASCE 7-05 Fb-Compr 875.0 psi Ebend-xx 1,300.0 ksi Fc-PrIl 600.0 psi Eminbend-xx 470.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 170.0 psi I Ft 425.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.243) * * V V V * i, D)0094L(0.325) +, + ''.. ♦ 11 0)0.511)4(0�)S)0.425) y * * K ♦C. 6,42 I Span=6.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. 111 Beam self weight calculated and added to loads Uniform Load: D=0.5110, L=0.650, S=0.4250, Tributary Width=1.0 ft,(ABOVE) I Uniform Load: D=0.0940, L=0.3250, Tributary Width=1.0 ft,(THIS LEVEL) Uniform Load: D=0.2430, Tributary Width=1.0 ft,(WALL) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.935 1 Maximum Shear Stress Ratio = 0.527 : 1 I Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 818.14psi fv:Actual = 89.66 psi FB:Allowable = 875.00 psi Fv:Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H I Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection I Max Downward Transient Deflection 0.032 in Ratio= 2281>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.028 in Ratio= 2581>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 I Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Dell Location in Span , L Only 1 0.0316 3.022 0.0000 0.000 I I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Wood Beam File=S:\Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\2nd floor bm-27.ec6 E�N�EyRCALC INC 1983-2017,Build 6.17 3.17,Ver:6.17.3.17 I :� .� .. \ tt''' ��\ � ��'�� tri ':ALLMIXTUFWENGINEERItteiNC„, Description: `2BM 30 CODE REFERENCES I Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties ' Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc Pill 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi II Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(O094 Lt0.3_0, Dte 51n.055100.425, + i i i i IM I5.125x10.5 ' _.... Span=850 ft...... _... Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads I Uniform Load: D=0.5110, L=0.650, S=0.4250, Tributary Width=1.0 ft,(ABOVE) Uniform Load: D=0.0940, L=0.3250, Tributary Width=1.0 ft,(THIS LEVEL) Uniform Load: D=0.2430, Tributary Width=1.0 ft,(WALL) DESIGN SUMMARY Design OKI Maximum Bending Stress Ratio = 0.88a 1 Maximum Shear Stress Ratio = 0.653 : 1 Section used for this span 5.125x10.5 Section used for this span 5.125x10.5 fb:Actual = 2,111.37psi fv:Actual = 172.93 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi I Load Combination +D+L+H Load Combination Location of maximum on span -4.250ft Location of maximum on span 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection IMax Downward Transient Deflection 0.129 in Ratio= 788>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.114 in Ratio= 893>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 1 Overall Maximum Deflections ILoad Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.1294 4.281 0.0000 0.000 I I I 1 i`Z.&AIN - GpAJJ,. Z-V-o' I 00,,= 10 S7 p( N IY57> LJ ut,= 10Z0 J 1 1,91 ,,g %5(-7" --- 3- -6 -14,�)--z ; (tprb fr D ( ) I -tiv i S I,C V G'`L. '`'enc. ' f(Z+) ; Z(-1'S 1 Wail... ( 1- Iy J ()'4-4-( I >VZ _�z z1 ,Du �Fl �a SPA�'• w114V(-1 (L,05 56t 2 r),-1, -St 7-' _ z t lel-53b) 1 5p2y'-nu L-'w " MA) Ir-1p�- 21.4(Z) - ? -1-0,(5 Live-.(_, (12,-a2.) I wt- , ' 7-9517-) = 51" 7---,=Ca -_ = 100/7-1 .1-9wo = 7.4 7, w13" L' (o'zS 4- 5/4 ,1 )-c 0,57- I (---)o-� ei(ZT)-- 2-'P /3 L)Ak- 1..i9c.= 2?est (Z1)(V1.0("0 p I1,-t� - awl' (L,-tz- y,5�iz,yo -z- L--)GL 4o (Z)t-'-A ' Zulu 1 x ZrjM- S`' 5PA.3•1: lbI TI Y raves- 1 1!', 'z-z, I w5„,— 52S wow. qH -1-7-A-4" 7-- -VII TVALeA�- (2t.' -Z7'43-M0.95(11.06 LU Styr = 1 I t.,061.,-., IA, AALLSTRUCTURE BY DATE IL g En ineerin LLC 1 Engineering r CHK BY DATE 7140 SW Fir Loop,Suite 231 JOB NO Tigard, Oregon 97223 111 v:503.620.4314 • f: 503.620.4304 SHEET OF www.al Istructure.com I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com .1 211 MAR 2017 3 51p Steel Beam File=S\Projects\2016116303.00 Tigard Hampton Inn&Suites\03 Calcuiations\2nd flow bm-27.ec6 ENERCALC.INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 I RI Description: *2BM-31 CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties ' Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending V 'V 'V D(0 37)L(0 294) ' D(0.74)L(0.588) AIS .,mss. Span=27 0 ft -. .. R�,,�., .. W14x53 Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Uniform Load: D=0.740, L=0.5880 k/ft, Tributary Width=1.0 ft,(ABOVE) Uniform Load: D=0.370, L=0.2940 k/ft, Tributary Width=1.0 ft,(THIS LEVEL) Uniform Load: D=0.2430 k/ft, Tributary Width=1.0 ft,(WALL) I DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.959: 1 Maximum Shear Stress Ratio= 0.300 :1 Section used for this span W14x53 Section used for this span W14x53 Ma:Applied 208.494 k-ft Va :Applied 30.888 k Mn/Omega:Allowable 217.315 k-ft Vn/Omega:Allowable 102.860 k Load Combination +p+L+H Load Combination +D+L+H Location of maximum on span 13.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 I Maximum Deflection Max Downward Transient Deflection 0.675 in Ratio= 479>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 I Max Downward Total Deflection 1.076 in Ratio= 301 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections ' Load Combination Span Max.""Defl Location in Span Load Combination Max."+^Dell Location in Span D Only 1 1.0765 13.577 0.0000 0.000 I I I I I Allstructure Engineering Project Title: Tigard Hampton Inn ' 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I File=S.\Projects)2016\16303.00 Tigard Hampton Inn&Suites103 Calculations12nd floor bm-27.ec6 Steel Beam ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Description: NOT USED*2BM 32 CODE REFERENCES _ Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi I Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0 2431 I D(0.37)LW 307) D(0.74)♦Lf0 814) +. W14x43 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading I Uniform Load: D=0.740, L=0.6140 k/ft, Tributary Width=1.0 ft,(ABOVE) Uniform Load: D=0.370, L=0.3070 k/ft, Tributary Width=1.0 ft,(THIS LEVEL) Uniform Load: D=0.2430 k/ft, Tributary Width=1.0 ft,(WALL) DESIGN SUMMARY Maximum Bending Stress Ratio = 0,961: 1 Maximum Shear Stress Ratio= 0.333 : 1 Section used for this span W14x43 Section used for this span W14x43 Ma:Applied 166.824 k-ft Va:Applied 27.804 k Mn/Omega:Allowable 173.653 k-ft Vn/Omega:Allowable 83.570 kII Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 12.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.556 in Ratio= 517>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.843 in Ratio= 341 >=240. I Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span 1 D Only 1 0.8434 12.069 0.0000 0.000 I I I I I I Allstructure Engineering Project Title: Tigard Hampton inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Steel BeamFile=S.\Projects12016116303.00 Tigard Hampton Inn&Suites v03 Calculationsv 2nd floor bm-27 ec6v ENERCALC INC 1983-2017,Budd 617 3.17,Ver 617 317 ii Description: *28M33 CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending I D{0.243) + + * V. V. D(0.428�L)0.339) + V. V. 0)0.856,4,L(0 679) I * + + V. V Span=24.0 ft I z W 14x53 Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Uniform Load: D=0.8560, L=0.6790 k/ft, Tributary Width=1.0 ft,(ABOVE) Uniform Load: D=0.4280, L=0.3390 k/ft, Tributary Width=1.0 ft,(THIS LEVEL) Uniform Load: D=0.2430 k/ft, Tributary Width=1.0 ft,(WALL) I DESIGN SUMMARY Cosign OK Maximum Bending Stress Ratio = 0.861 : 1 Maximum Shear Stress Ratio= 0.303 : 1 Section used for this span W14x53 Section used for this span W14x53 Ma:Applied 187.056 k-ft Va :Applied 31.176 k I Mn/Omega:Allowable 217.315 k-ft Vn/Omega:Allowable 102.860 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 12.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 I Maximum Deflection Max Downward Transient Deflection 0.487 in Ratio= 591>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.755 in Ratio= 381 >=240. I Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections I Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.7552 12.069 0.0000 0.000 I I I I I Allstructure Engineering Project Title: Tigard Hampton Inn ' 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland.OR Project Descr: 503 620 4314 www.allstructure.com File=S:1ProiectsV2016116303.00 Tigard Hampton Inn&Suites103 Calculations\2nd floor bm-27 ec6 Steel Beam ENERCALC,INC.1983-2017,Build 6.17.3.17,Ver6.17.3.17 Description: *28M34 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.174)L(0.24) e. .t Span=20.0 ft Z-- W10x26 I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading I Uniform Load: D=0.1740, L=0.240 k/ft, Tributary Width=1.0 ft,(floor) Uniform Load: D=0.2430 k/ft, Tributary Width=1.0 ft,(WALL) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0A37: 1 Maximum Shear Stress Ratio= 0.128 : 1 Section used for this span W10x26 Section used for this span WI 0x26 Ma:Applied 34.150 k-ft Va :Applied 6.830 k Mn I Omega:Allowable 78.094 k-ft Vn/Omega:Allowable 53.560 k I Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 10.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection i Max Downward Transient Deflection 0.208 in Ratio= 1,154>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.384 in Ratio= 626>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.3836 10.057 0.0000 0.000 I I I I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com t'fAR20(7 -, ,' Steel Beam File=S:1Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\2nd floor bm-27.ec6 ENERCALC,INC.1983-2017,Build 617 317 Ver 6.17.317 s Description: `26M-35 CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D10 243) D(4.5'V42.4) Df1029)L(+71 S(0.325) I + + Span=30.0ft W21x93 Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Uniform Load: D=1.029, L=1.470, S=0.3250 k/ft, Tributary Width=1.0 ft,(ABOVE) Uniform Load: D=0.2430 k/ft, Tributary Width=1.0 ft,(WALL) Uniform Load: D=0.3910, L=0.7350 k/ft, Tributary Width=1.0 ft,(THIS LEVEL) Point Load: D=4.50, L=2.40 k @ 22.50 ft,(2BM-34) I GN SUMMARY Detigni OK Maximum Bending Stress Ratio = 0.856: 1 Maximum Shear Stress Ratio= 0.258 : 1 Section used for this span W21x93 Section used for this span W21x93 I Ma:Applied 471.863 k-ft Va:Applied 64.590 k Mn/Omega:Allowable 551.397 k-ft Vn/Omega:Allowable 250.560 k Load Combination +D+L+H Load Combination +D+L+H I Location of maximum on span I5.429ft Location of maximum on span 30.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span 4 1 Maximum Deflection Max Downward Transient Deflection 0.699 in Ratio= 514>=360 I Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.586 in Ratio= 614>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections ILoad Combination Span Max.""Defl Location in Span Load Combination Max."+"Deli Location in Span L Only 1 0.6993 15.086 0.0000 0.000 I I I I I I ZTyn-7)(,, --,PA/34 i 1 U�� = 1-1-1-u Ai)no' 5�yx((7v 7,o61:'5?..— II v5r_ - 37 1 Wn� = 5%4 -A- z61 r391 V I Z61M-3a- SPAN 23' Lo o L= en__PAF w 10x68 I (,JLc, , pZv 0(-( RL,Du- ,...,051_, t)5L xn0 elf9,Zo 1 rk 7"P---1'('S MI-0:4,tz5) 1.16" wttrIN' 31 w4c:. 13C 51,5')- Lilo `t W Pa).- (J.= 0,z5 if ,-4�W = o,�s � VE� 5a-bl (St-- '27) 1 Zu"`-;,b SPA," (5'0" " .I b11il Wit Zi? (1,1‘') = /O7 ��V i (, = W,, 100 (3 = 33S lor,< . 1` 2P,rn-26o, C.R.-.3) ii(-11t= ;,51)/ ,0146,5"/ 0,1, eQ) I I -Li 11i Gt,� t( to ) Awve12-v 1 , , - yip- 01.110 x( 15 Level-- EI` 146-6/67, 34/4►10 ( ZiJ I hi /30,1/ ;t I 2� l I 1t ALLSTRUCTURE BY DATE Engineering LLC CHK BY DATE 1 7140 SW Fir Loop,Suite 231 )OB NO Tigard, Oregon 97223 1 v: 503.620.4314 • f: 503.620.4304 SHEET OF www.allstructure.com I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Wood Beam File=S:\Prajectst2016\16303.00 Tigard Hampton Inn&Suites103 Calculations\2nd floor bm-27.ec6 ENERCALC,INC.1983-2017,Budd 617 3.17,Ver 617.317 v. r o��.. itt.... ., o. rU 4uU. �:z>�..w�o� o�� r# �7.� �.�.�� nsee..�... :e ,-i t 7:4 �..a.� Description: `2BM-36 CODE REFERENCES I Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Stress Design Fb-Tension 2900 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 2900 psi Ebend-xx 2000 ksi Fc-Prll 2900 psi Eminbend-xx 1016.535 ksi Wood Species : Trus Joist Fc Perp 625 psi ' Wood Grade Parallam PSL 2.0E Fv 290 psi Ft 2025 psi Density 45.05 pcf Beam Bracing : Beam is Fully'Braced against lateral-torsional buckling I + + D(0 3911 Lt0.735J* * + 002431 V r 0I 025 Lr X47,%0 325) M K 1 I `] 5.25x11.875 Span=70ft IApplied Loads Service loads entered, Load Factors will be applied for calculations, Beam self weight calculated and added to loads I Uniform Load: D=1.029, L=1.470, S=0.3250, Tributary Width=1.0 ft,(ABOVE) Uniform Load: D=0.2430, Tributary Width=1.0 ft,(WALL) Uniform Load: D=0.3910, L=0.7350, Tributary Width=1.0 ft,(THIS LEVEL) DESIGN SUMMARY Design OK I I Maximum Bending Stress Ratio = 0/9R 1 Maximum Shear Stress Ratio = 0.816 : 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb:Actual = 2,315.70psi fv:Actual = 236.57 psi FB:Allowable = 2,900.00 psi Fv:Allowable = 290.00 psi I Load Combination +D+L+H Load Combination +D+L+H = = Location of maximum on span3.500ft Location of maximum on span6.029 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I Maximum Deflection Max Downward Transient Deflection 0.082 in Ratio= 1027>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.062 in Ratio= 1346>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 I Overall Maximum Deflections I Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Dell Location in Span L Only 1 0.0818 3.526 0.0000 0.000 I I Al!structure Engineering Project Title: Tigard Hampton Inn I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com Steel Beam File=S:\Projects12016\16303.00 Tigard Hampton Inn&Suites103 Caiculations12nd floor bm-27.ec6 ENERCALC,INC.1983-2017,Build:6.17 3.29,Ver:6.17.3.29 Description: *26M-37 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 I Load Combination Set:ASCE 7-05 Material Properties _ Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending +........ +.. D(0.297 L(0 267)... _.+.. + I 0(0.41) 7811 D(0.8221 L(0.533)S(0.3) E,5 781) F(-5 781} * F(5 791 F�5,* * i I t r r Span=23.0 ft W10x68 I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading I Uniform Load: D=0.8220, L=0.5330, S=0.30 k/ft, Tributary Width=1.0 ft,(ABOVE) Uniform Load: D=0.410 k/ft. Tributary Width=1.0 ft,(WALL) Uniform Load: D=0.2970. L=0.2670 k/ft, Tributary Width=1.0 ft,(THIS LEVEL) Point Load: E=5.781 k @ 3.50 ft I Point Load: E=-5.781 k @ 7.333 ft Point Load: E=5.781 k @ 14.90 ft Point Load: E=-5.781 k @ 18.750 ft DESIGN SUMMARY Design OK 1 Maximum Bending Stress Ratio = 0362: 1 Maximum Shear Stress Ratio= 0,316 : 1 Section used for this span W10x68 Section used for this span W10x68 Ma:Applied 162.142 k-ft Va :Applied 30.894 k I Mn/Omega:Allowable 212.824 k-ft Vn/Omega:Allowable 97.760 k Load Combination +D+0.750L+0.7505+1.575E+H Load Combination +D+0.750L+0.7505+1.575E+H Location of maximum on span 12.749ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 int Maximum Deflection Max Downward Transient Deflection 0.442 in Ratio= 623>=360 Max Upward Transient Deflection -0.010 in Ratio= 28,363>=360 Max Downward Total Deflection 0.884 in Ratio= 312>=240. I Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.8841 11.566 0.0000 0.000 I I I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com Printed:26 APR 2317 8:54t-`.' Steel Beam Edo=S.\Projects)2016\16303.00 Tigard Hampton Inn&Suites\03 Caldulations\2ndfloor tun-27.ec6 ENERCALC,INC.1983-2017,Build:617.3.17,Ver:6.17.3.17 I .LWArtjt.W ' . * b EN s � _ GINEI Description: "2BM-38 CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi I Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending IQs)10911 tO n'17. 0(5.8)L(7.22)5(1.02)0(2.31) /0 109 011(n 47S - ,. :._ Span=15.0 ft L, IW10x39 Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Load for Span Number 1 Varying Uniform Load: D(S,E)=0.1090->0.0, L(S,E)=0.3750->0.0 klft,Extent=7.50-->>15.0 ft, Trib Width=1.0 ft,(THIS LEVEL) Varying Uniform Load: D(S,E)=0.0->0.1090, L(S,E)=0.0->0.3750 k/ft,Extent=0.0-->>7.50 ft, Trib Width=1.0 ft,(THIS LEVEL) I Point Load: D=5.60, L=7.220, S=1.020, E=2.310 k @ 7.50 ft,(2BM-26a) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.567: 1 Maximum Shear Stress Ratio= 0.151 : 1 Section used for this span W10x39 Section used for this span W10x39 I Ma:Applied 66.232 k-ft Va:Applied 9.465 k Mn/Omega:Allowable 116.766 k-ft Vn/Omega:Allowable 62.496 k Load Combination +D+0.750L+0.750S+1.575E+H Load Combination +D+0.750L+0.7505+1.575E+H Location of maximum on span 7.500ft Location of maximum on span 0.000 ft I Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.190 in Ratio= 944>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 I Max Downward Total Deflection 0.133 in Ratio= 1351 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections I Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.1907 7.543 0.0000 0.000 I I I I Allstructure Engineering Project Title: Tigard Hampton Inn I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=S:\Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\2nd floor bm 27 ec6 Steel Bear ENERCALC,INC.1983-2017,Build 6.17.3.17,Ver 6.17 3.17 �� - ' ,.,\ , � moo ,,�� ,..e ee:AUSTRUCRIRE ENG. . .NEERING INC. . Description: 2BM-39 II CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set :ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending _. 0(O**i .171} + 0(0.2142 L(0171i _.... + * 4044* + D{0+43} D(6837} 484) 0(0.856)L(0.684} 0(17.5)L(8.837}S(2.81 j r + w Span=1.251,ft Span=26.0 ft W 14x53 W14x53 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0.8560. L=0.6840 kit Tributary Width=1.0 ft.(ABOVE) Uniform Load: D=0.2430 k/ft, Tributary Width=1.0 ft,(WALL) Uniform Load: D=0.2140, L=0.1710 k/ft, Tributary Width=1.0 ft,(THIS LEVEL) Point Load: D=6.970, L=4.605, S=3.080 k @ 0.0 ft,(2BM-2) Point Load: D=18.10, L=11.220, S=3.190 k @ 0.0 ft,(3BM-15a&3BM-13) Load for Span Number 2 Uniform Load: D=0.8560, L=0.6840 k/ft, Tributary Width=1.0 ft,(ABOVE) Uniform Load: D=0.2430 k/ft, Tributary Width=1.0 ft,(WALL) Uniform Load: D=0.2140. L=0.1710 k/ft, Tributary Width=1.0 ft,(THIS LEVEL) Point Load: D=17.50, L=8.837, S=2.810 k @ 23.0 ft,(3BM-15a&3BM-14) DESIGN SUMMARY ; Design N.G. i Maximum Bending Stress Ratio = 0.950: 1 Maximum Shear Stress Ratio= 0.487 : 1 ' Section used for this span W14x53 Section used for this span W14x53 Ma:Applied 206.544 k-ft Va :Applied 50.138 k Mn/Omega:Allowable 217.315 k-ft Vn/Omega:Allowable 102.860 k 1 Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 15.288ft Location of maximum on span 26.000 ft Span#where maximum occurs Span#2 Span#where maximum occurs Span#2 Maximum Deflection I Max Downward Transient Deflection 0.591 in Ratio= 527>=360 Max Upward Transient Deflection -0.076 in Ratio= 393 >=360 Max Downward Total Deflection 0.993 in Ratio= 314>=240. 111Max Upward Total Deflection -0.1 8 in Ratio= 234 <240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Loc-•ion in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 D Only -0.1281 0.000 D Only 2 0.9933 13.728 0.0000 0.000 I 1/8", OK BY INSPECTION I I ZS( ii CSM-Ha S�R� � v �( un o o 11d IS �� p - , I , t, R13 R2 2 25.1b 1ii41i t9.4 1 W U,' Z , T(f(5 1,e ut(-- (� ,C1 2 ,(, IWou = li- -(z1-')= 2't C I4Z6r1A-1.4( 5'c/J' /510U \ L Opt,' q1ZI tip,.-�-- ,--1,1.-�sb tom, R> k351; Y°6 1-.)(00---(a tz, = ( 41 i.,b ( z,L IL5t5i., , 91 -1-1,-91 vt_ z, 55•7-t P '11.3 L y 11.7) Pr� I Wok__ wn�> 7.-`To I )Zf5rA-(1Z SPA J•1! 5 /DP IL-30c, _700 )cl Z Dry 1 w51, ' /rib 00t,-2N 146 }e, (. F.,e R.-�= 5,3511433150,71tuGU- 295 WDL; f5ra+-(3i.S') - tho p)( u0- I I I ,tS ALLSTRUCTURE BY DATE � Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 Iv: 503.620.4314 • f:503.620.4304 SHEET OF www.aiistructure.com Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=S:\Projectst2016116303.00 Tigard Hampton Inn&Suites\03 Calculations\2nd floor bm-27.ec6 Steel Beam ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Description: `2BM 40-(3)SUPPORTS CODE REFERENCES _ Calculations per AISC 360-10, IBC 2012,ASCE 7-10 I Load Combination Set :ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi I Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0(02140+.(0.2950) D 0.330L 04550 7 1 : I z Span=10.50ft i Span=14.50ft - W10x39 W10x39 I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D=0.330, L=0.4550 k/ft Partial Length Uniform Load: D=0.2140, L=0.2950 k/ft,Extent=0.0-->>25.0 ft Partial Length Uniform Load: D=0.2430 k/ft,Extent=0.0-->>25.0 ft Load(s)for Span Number 1 Point Load: D=13.10, L=5.640, S=8.690 k @ 4.50 ft.(3BM-7+3BM-20) Point Load: D=8.0, L=6.080. S=3.150 k @ 4.50 ft,(3BM-8) Point Load: D=0.480, S=0.180 k @ 3.750 ft,(2BM-13) Load(s)for Span Number 2 Point Load: D=15.140, L=19.910, S=2.450 k @ 14.50 ft,(2BM-26) Point Load: D=8.440, L=9.970, S=3.080 k @ 14.50 ft,(2BM-5) DESIGN SUMMARY Design O Maximum Bending Stress Ratio = 0.806: 1 Maximum Shear Stress Ratio= 0.477 : 1 ' Section used for this span W10x39 Section used for this span W10x39 Ma:Applied 94.139 k-ft Va :Applied 29.795 k Mn/Omega:Allowable 116.766 k-ft Vn/Omega:Allowable 62.496 k I Load Combination +D+0.750L+0.7505+H Load Combination +D+0.750L+0.750S+H Location of maximum on span 4.494ft Location of maximum on span 10.500 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.065 in Ratio= 1,927>=360 Max Upward Transient Deflection -0.036 in Ratio= 4,837 >=360 Max Downward Total Deflection 0.117 in Ratio= 1074 >=240. Max Upward Total Deflection -0.018 in Ratio= 9497 >=240. I Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max "+"Defl Location in Span D Only 1 0.1173 4.704 0.0000 0.000 L Only 2 0.0338 9.048 S Only -0.0360 6.148 I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com t;-31 AUG 2i17 a37PA Steel Beam File=S:\Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations12nd floor bm-27.ec6 ENERCALC.INC 1983-2017,Build:10.17.8.29,Ver 10.17.8 29 I Lf :KW-0600747!'i', .1 .`. „a , u . • „._., .... � '18!, ;*0 i'141.1,STRNATURE ENGINEERING INC. Description: *2BM 41 CODE REFERENCES I Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending I ._ _ D(0.243) {3 29} (1} 3 1i50tF L(f5 32-r ... . D( D(0.492)140_65)SS(O ........... W10x26 I Span= 15.{3ft Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=0.4920, L=0.650, S=0.40 k/ft,Extent=0.0-->>10.0 ft. Tributary Width=1.0 ft,(ABOVE) Uniform Load: D=0.0940, L=0.3250 k/ft, Tributary Width=1.0 ft,(THIS LEVEL) I Uniform Load: D=0.2430 k/ft, Tributary Width=1.0 ft,(WALL) Uniform Load: D=0.290, L=1.0 k/ft,Extent=10.0-->>15.0 ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.671 : 1 Maximum Shear Stress Ratio = 0.268 : 1 I Section used for this span W10x26 Section used for this span W10x26 Ma:Applied 52.398 k-ft Va :Applied 14.342 k Mn/Omega:Allowable 78.094 k-ft Vn/Omega:Allowable 53.560 k Load Combination +D+L+H Load Combination +D+L+H I Location of maximum on span 7.586ft Location of maximum on span 15.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.291 in Ratio= 618>=360 I Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.221 in Ratio= 816 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 111 Overall Maximum Deflections Load Combination Span Max.”"Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.2909 7.586 0.0000 0.000 I , I I I Allstructure Engineering Project Title: Tigard Hampton Inn Il16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com .nnteds 21(22R : 3epm Wood B Cll Fie=S:\Projects52016116303.00 Tigard Hampton Inn&Suites103 Calculations 2nd floor bm 27.ec6 ENERCALC,INC. 983-2017,Bui d.6.17.3.17,Ver:6.17.3.17 I'„ IDescription: `28M-42 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1350 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1350 psi Ebend-xx 1600 ksi Fc-Pill 925 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.1 Fv 170 psi I Ft 675 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling + 0(0 4570)L(0 29503 D(0 3,310( 0)4550) +♦ 1 y D(0214,L(02551 y 0)0.116)L{0.095}5(0.1) t M « I r a 1 6x12 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... I Uniform Load on ALL spans: D=0.330, L=0.4550 k/ft Partial Length Uniform Load: D=0.4570, L=0.2950 k/ft,Extent=0.0-->>24.50 ft Uniform Load: D=0.7160, L=0.8850, S=0.10, Tributary Width=1.0 ft,(ABOVE) Uniform Load: D=0.2140, L=0.2950, Tributary Width=1.0 ft,(THIS LEVEL) I Uniform Load: D=0.410, Tributary Width=1.0 ft,(Wall) DESIGN SUMMARY ,�'„Design OK Maximum Bending Stress Ratio = 0.933: 1 Maximum Shear Stress Ratio = 0.881 : 1 Section used for this span 6x12 Section used for this span 6x12 1 fb:Actual = 1,259.20psi fv:Actual = 149.74 psi FB:Allowable = 1,350.00psi Fv:Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft I Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.024 in Ratio= 2451>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.027 in Ratio= 2210>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Dell Location in Span D Only 1 0.0271 2.518 0.0000 0.000 I I I f24,AA11\39 I > Z wt_`f 5? ' = IS'-o''' I )pG1104--(. ( ) = (� ,(F I/%)9 1/4Zr( r G( 6it,,K u5u, 7C CO ; 25eq 1 I ,„,%,., --3 ) (,c._ cik,o'ct: le(= R2_,- oro ( 0 10,crt- 7 - t4 - l 'soul/ z,e(((a)-,r) IPo e 7`-1 f-, if-lbok,e_ 3i/ I��/b 1,55 e (,5 U lr--,�,,� lo 7_0 �k U Iwaw = / (z = 3- o S IS`� "(A' :.- ZS-15(2.);. 5-lb �. Ef« (AUCt� --C-. I ID� l Ip = z-vv\--t-a- (0- ) 2 ..--- 5i-z2-1 1,76i (),C)1 A G--)0(_ ,-= IY i IWCt, - 3/5 fie- -1-1)05 Gr ve L. P-: zf4►vi- 7-2 F-, - 106 I S,e2D/ (,(45 1 77 /3,3i i,y,2,0i S-,03 I .4 Zrsw0- ilio Spa to'--(,`' 5`'6A (z- z4E-k rf G L8 t ►no 1 low, y llto toot., , zry(Z)-4 zv #115 LedeL II �u � 29x(2)- ®( K.1 -,_9_1:-.-- �, Of(S,�S f 0 0.),91,= 11 (7.3'), '3 rsf ' SPP/ ri,' to v �'" � ` `I lAl)t,2S ) /l00- -- WOL- DR (1,414) 1.Jtokw I v.)(4 -_,, V-b lis 5 E' 5.Li 1 tetollt,“, wv4,- 'i lei I AL, ALLSTRUCTURE8Y DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB BY Tigard, Oregon 97223 O v: 503.620.4314 • f: 503.620.4304 SHEET OF www.allstructure.com Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=S.\Projects12016\16303.00 Tigard Hampton Inn&Suites103 Calculations\2nd floor bm-27.ec6 Wood BeamENERCALC,INC.1983-2017,Buld6.17.3.29,Ver:6.17.3.29 j. :476- 6!lo-u. �� i,. - \.��.., �� a LiteutiV*�`Ati <.. .� ,gmsaE .. INC, ' Description: *2BM-43 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2400 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1850 psi Ebend-xx 1800 ksi Fc-Prll 1650 psi Eminbend-xx 950 ksi Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600 ksi Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi Ft 1100 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling S(0,038) 010.019�S(0.025) i * it I I K 3.5x9.25 I Span=15.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. III Beam self weight calculated and added to loads Uniform Load: D=0.0190, S=0.0250, Tributary Width=1.0 ft,(roof) 111Uniform Load: S=0.0380, Tributary Width=1.0 ft,(drift) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.218: 1 Maximum Shear Stress Ratio = 0.091 : 1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb:Actual = 601.91 psi fv:Actual = 27.77 psi FB:Allowable = 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 7.500ft Location of maximum on span = 14.234 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.174 in Ratio= 1036>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.072 in Ratio= 2509>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 I Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span S Only 1 0.1737 7.555 0.0000 0.000 I I I I Al!structure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Wood Beam File=S:\Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\2nd floor bm-27.ec6 ENERCALC INC 1983-2017,Build 617 317,Ver:6.17.3.17 0 Description: *29M-44 � CODE REFERENCES I Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties 1 Analysis Method: Allowable Stress Design Load Combination ASCE 7-05 Fb Tension 2,325.0 psi E:Modulus of Elasticity Fb-Compr 2,325.0 psi Ebend-xx 1,550.0 ksi Fc-Prll 2,170.0 psi Eminbend-xx 787.82 ksi Wood Species : Trus Joist Fc-Perp 900.0 psi I Wood Grade :TimberStrand LSL 1.55E Fv 310.0 psi Ft 1,070.0 psi Density 44.990 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.42)L(0 94) D 0.37)L 0.51) y 1 Ci0 3* i.0e.) * D(0 ir 4 1 r I ,, L I3.5x11 875 3.5x11.875 Span=2.0 ft Span=6.0 ft IApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 I Uniform Load: D=0.0190, S=0.0250, Tributary Width=1.0 ft,(roof) Varying Uniform Load: S(S,E)=0.0->0.03970 k/ft,Extent=0.0-->>2.0 ft, Trib Width=1.0 ft,(drift) Point Load: D=0.420, L=0.940 k @ 0.0 ft,(2BM-43) Load for Span Number 2 Uniform Load: D=0.740, L=1.020, Tributary Width=1.0 ft,(above) I Uniform Load: D=0.370, L=0.510, Tributary Width=1.0 ft,(this level) DESIGN SUMMARY Design OK I Maximum Bending Stress Ratio = 0.664: 1 Maximum Shear Stress Ratio = 0.680 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb:Actual = 1,544.42 psi fv:Actual = 210.91 psi FB:Allowable = 2,325.00 psi Fv:Allowable = 310.00 psi ILoad Combination +D+L+H Load Combination +D+L+H Location of maximum on span =3.184ft Location of maximum on span2.000 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection I Max Downward Transient Deflection 0.050 in Ratio= 1448>=360 Max Upward Transient Deflection -0.040 in Ratio= 1200>=360 Max Downward Total Deflection 0.039 in Ratio= 1848>=240. Max Upward Total Deflection -0.035 in Ratio= 1364>=240. I Overall Maximum Deflections I Load Combination Span Max."-n Defl Location in Span Load Combination Max."+"Deft Location in Span 1 0.0000 0.000 L Only -0.0400 0.000 L Only 2 0.0497 3.084 0.0000 0.000 I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=S.\Projects12016\1630300 Tigard Hampton Inn&Suites\03 Calculat(ons\2nd flow bm-27.ec6 Steel Beam ENERCALC INC.1983-2017,Build:6.17.3.17 Ver:6.17.3.17 Description: *28M-45 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi I Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(17.19)L(17 33)S(6.71) D(0.094)L(0 325) v I Span=8.0ft W12x22 I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.0940, L=0.3250 k/ft, Tributary Width=1.0 ft,(THIS LEVEL) Point Load: D=17.190, L=17.330, S=6.710 k @ 6.0 ft,(2BM-22) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.751: 1 Maximum Shear Stress Ratio= 0.435 : 1 I Section used for this span W12x22 Section used for this span W12x22 Ma:Applied 54.896k-ft Va :Applied 27.854 k Mn/Omega:Allowable 73.104k-ft Vn/Omega:Allowable 63.960 k Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span 5.989ft Location of maximum on span 8.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.056 in Ratio= 1,711>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.051 in Ratio= 1865 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deli Location in Span L Only 1 0.0561 4.434 0.0000 0.000 I I I I I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Wood Beam He=S:\Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\2nd floor bm-27 ec6 ERCALCNC 1983-2017, 3.17,Ver 6.17 317 .;, 4 th:` : , 3 'Budd 617. q I Description: `29M-46 � CODE REFERENCES ' Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi I Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0 2431 ....... t D'0 4284 Lt0 55 * 5'0.556 L118i A ,t I Y. K 1 5 125x12 Span...-550 ft _...... Applied Loads Service Toads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.8560, L=1.180, Tributary Width=1.0 ft,(above) I Uniform Load: D=0.4280, L=0.590, Tributary Width=1.0 ft,(this level) Uniform Load: D=0.2430, Tributary Width=1.0 ft,(wall) DESIGN SUMMARY Design OK I Maximum Bending Stress Ratio = 0.711: 1 Maximum Shear Stress Ratio = 0.687 : 1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb:Actual = 1,705.62 psi fv:Actual = 181.96 psi FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi I Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span =3.250ft Location of maximum on span5.504 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection ' Max Downward Transient Deflection 0.054 in Ratio= 1449>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.047 in Ratio= 1665>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 I Overall Maximum Deflections I Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Deft Location in Span L Only 1 0.0538 3.274 0.0000 0.000 1 I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland.OR Project Descr: 503 620 4314 www.allstructure.comI. Steel Beam ENERCALC, =S:\Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\2nd floor bm 27.ec6 ENERCALC,INC.1983-2017,Build:6.17 3.17,Ver:6.17.3.17 a8,. 1 Description: '2BM-47 CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(243) + + - + II 0(0.094,;„L(0.325) + + + + Mil D(0.511)L(+65)S(0.425) + + 'V + Span=12.50ft W10x30 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.5110, L=0.650, S=0.4250 k/ft, Tributary Width=1.0 ft,(ABOVE) Uniform Load: D=0.0940, L=0.3250 k/ft, Tributary Width=1.0 ft,(THIS LEVEL) Uniform Load: D=0.2430 k/ft, Tributary Width=1.0 ft,(WALL) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.412: 1 Maximum Shear Stress Ratio= 0.191 : 1 Section used for this span WI0x30 Section used for this span WI0x30 Ma:Applied 37.656 k-ft Va:Applied 12.050 k Mn/Omega:Allowable 91.317 k-ft Vn/Omega:Allowable 63.0 k I Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.7505+H Location of maximum on span 6.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.109 in Ratio= 1,374>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.098 in Ratio= 1526>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span I L Only 1 0.1091 6.286 0.0000 0.000 1 if I I I I {- it -Fie A /--)� 2- rir G' w s' II ! `` llnl-i, lav \7)( tiPS�)(ZSIDES)(- CfookS} I7$5plf- Z C� 1�2-)(-) ® 43-0„iF- / A ), , 391 /Zh / - 1 I 1 I I I S ALLSTRUCTURE BY DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 Tigard, Oregon 97223 JOB NO I v: 503.620.4314 • f:503.620.4304 SHEET OF www.allstructure.com Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=S:\Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Caiculations\2nd floor bm-27 ec6 Wood Beam ENERCALC,INC.1983-2017,Build617.3.17,Ver617.3.17 Description: 2-Typ HDR 4' CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 I Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1350 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 1350 psi Ebend-xx 1600 ksi Fc-PrIl 925 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.1 Fv 170 psi Ft 675 psi Density 31.2pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling i i Q)1.zs3�LU 7) * X ,i II 6x12I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=1.283, L=1.770, Tributary Width=1.0 ft,(floor) Uniform Load: D=0.2430, Tributary Width=1.0 ft,(wall) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0A85: 1 Maximum Shear Stress Ratio = 0A85 : 1 Section used for this span 6x12 Section used for this span 6x12 ii fb:Actual = 655.23 psi fv:Actual = 82.50 psi FB:Allowable = 1,350.00psi Fv:Allowable = 170.00 psi III Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.000ft Location of maximum on span = 3.051 ft 1 Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio= 5220>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.008 in Ratio= 6001>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span L Only 1 0.0092 2.015 0.0000 0.000 I I I I Allstructure Engineering Project Title: Tigard Hampton Inn 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Wood Beam File=S\Projects12016\16303.00 Tigard Hampton Inn&Suites103 CalculationsS2nd floor bm-27.ec6 ENERCALC INC 1983-2017,Budd-6.17.3.17.Ver 617 317 Description: *2-Typ HDR 6' CODE REFERENCES I Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-05 Material Properties I Analysis Method: Allowable Stress Design Fb-Tension 2325 psi E:Modulus of Elasticity Load Combination ASCE 7-05 Fb-Compr 2325 psi Ebend-xx 1550 ksi Fc-Prll 2170 psi Eminbend-xx 787.815 ksi Wood Species : Trus Joist Fc-Perp 900 psi I Wood Grade :TimberStrand LSL 1.55E Fv 310 psi Ft 1070 psi Density 44.99 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling I + t Doo243y 0 l283iL(t77) f M K 1 x, It I3.5x11 875 Span=6oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=1.283, L=1.770, Tributary Width=1.0 ft,(floor) Uniform Load: D=0.2430, Tributary Width=1.0 ft,(wall) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.934: 1 Maximum Shear Stress Ratio = 0.776 : 1 1 Section used for this span - 3.5x11.875 Section used for this span - 3.5x11.875 fb:Actual 2,172.22 psi fv:Actual 240.59 psi FB:Allowable = 2,325.00 psi Fv:Allowable = 310.00 psi Load Combination +D+L+H Load Combination +D+L+H I Location of maximum on span = 3.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.069 in Ratio= 1049>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.060 in Ratio= 1207>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span IL Only 1 0.0686 3.022 0.0000 0.000 I I I I I X00-1 e. z 'FL41,6 \ I ice 'A>6 4-3 l-c> @ Corv-� 1�--- 1-3D= ,o7-lei (11;Yv-) - 13ZI I wu, mopic (0-7(La = 161(00 41 Li S ,, 3-Ls-P1 F ( ``11(i'1„} -- 733 q I N., X6, b 5.ru6COA"0�_ I GJa2Sr e Se ue1�1t- 2'r`= R09 tt_ p k �9 �p I" Fu i_ E>erw K-r r)-1 57-voiD L.,.avgiz.PIF f(V�) - Ibgb 4 LN,,- izop/F ((6//- ) 1613kt 63 - 366e(E (16(i7A = Lii641I tw6 = t-5esf (74') 5 tti. ( ( 'Yet) ya, t w (7)P5( (12,)z (/?( I 2€6 pr sroo e k,u.c.. i I f 6, - (pzS�F ( S's ) � (�`v� (\ 3 i611©"((.5 ,ss- £K 7c < t 3 ()k- 41(1,s,c.s Psi I ASSj ALLSTRUCTURE I BY DATE . ilL Engineering LLC CHK BY DATE111 7140 SW Fir Loop, Suite 231JOB NO Tigard, Oregon 97223 v: 503.620.4314 • f:503.620.4304 SHEET OF www.a l I stru ctu re.co m 1 Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com Printed.5 SEP 201'.4 45Ft.,+. Wood Column File=S.\Proiects12016\16303.00 Tigard Hampton Inn&Suites103 Calculationsifootings and columns ec6 ENERCALC,INC.1983-2017,Build-10 17 8.29 Ver 6 1717.8.31 1 Lica#:KW-06007476 , Description: Worst Case Upper Floor Corridor Code References Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information I Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top& Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn (Used for non-slender calculations) Wood Species Douglas Fir- Larch Exact Width 1.50 in Allow Stress Modification Factors Wood Grade Stud Exact Depth 5.50 in Cf or Cv for Bending 1.0 Area 8.25 in^2 Cf or Cv for Compression 1.0 Fb+ 700.0 psi Fv 180.0 psi lx 20.797 in^4 Cf or Cv for Tension 1.0 1 Fb- 700.0 psi Ft 450.0 psi ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 850.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc Perp 625.0 psi Cfu:Flat Use Factor 1.0 1 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 `'8S+s.32 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr:Repetitive? Yes Minimum 510.0 510.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included: 16.088 lbs*Dead Load Factor 1 AXIAL LOADS. .. Axia Load at 9.0 ft,D=1.60,L=1.960,S=0.4330 k Axia Load at 1.0 ft,Yecc=5.750 in,D=0.0120 k Axia Load at 2.0 ft,Yecc=5.750 in,D=0.0120 k Axia Load at 3.0 ft,Yecc=5.750 in,D=0.0120 k Axia Load at 4.0 ft,Yecc=5.750 in,D=0.0120 k Axia Load at 5.0 ft,Yecc=5.750 in,D=0.0120 k I Axia Load at 6.0 ft,Yecc=5.750 in,D=0.0120 k II Axia Load at 7.0 ft,Yecc=5.750 in,D=0.0120 k Axia Load at 8.0 ft,Yecc=5.750 in,D=0.0120 k Axia Load at 9.0 ft,Yecc=5.750 in,D=0.0060 k • BENDING LOADS. . . Lat.Uniform Load creating Mx-x,W=0.02130 klft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6824:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.09585 k Bottom along Y-Y 0.09585 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1092 in at 4.530 ft above base Applied Axial 3.678 k for load combination: W Only Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base I Fc:Allowable 653.29 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.03810:1 Bending Compression Tension Load Combination +D+0.60W+H I Location of max.above base 9.0 ft Applied Design Shear 10.972 psi Allowable Shear 288.0 psi 1 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft -0.000 in 3.805 ft Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I File=S.Projects12016116303.00 Tigard Hampton Inn&Suites103 Calculations\footings and columns ec6 Wood Column File INC.1983-2017,Build 1017.8.29 Ver:6 17.8.31 t KW-(16007476,:', : , ,. Licensee;ALLSTRUCTLIRE ENGINEERING INC. I Description: Worst Case Upper Floor Corridor Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.109 in 4.530 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 1 1 1 1 1 1 1 I I 1 1 1 1 1 I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Wood Column File=S:1Projects\2016116303.00 Tigard Hampton Inn&Suites103 Calculationstfootings and columns ec6 ENERCALC,INC 1983-2017,Build:10.17.8.29,Ver:6.17.8.31 Lit.' 'KW 7476 Licensee ALLSTRUCTURE ENGINEERING INC, Description: Worst Case Upper Floor Ext.Wall Code References I Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information I Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn Wood Species Douglas Fir-Larch Exact Width 1.50 in Allow Stress Modification Factors Wood Grade Stud Exact Depth 5.50 in Cf or Cv for Bending 1.0 Area 8.25 inA2 Cf or Cv for Compression 1.0 Fb+ 700.0 psi Fv 180.0 psi lx 20.797 in^4 Cf or Cv for Tension 1.0 I Fb 700.0 psi Ft 450.0 psi ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc-Pill 850.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 mi E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr:Repetitive? Yes Minimum 510.0 510.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis IY-Y(depth)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included: 16.088 lbs*Dead Load Factor I AXIAL LOADS . . . Axia Load at 9.0 ft,D=1.512, L=1.093,S=0.4160 k Axia Load at 1.0 ft,Yecc=5.750 in, D=0.0170 k Axia Load at 2.0 ft,Yecc=5.750 in,D=0.0170 k I Axia Load at 3.0 ft,Yecc=5.750 in,D=0.0170 k Axia Load at 4.0 ft,Yecc=5.750 in,D=0.0170 k Axia Load at 5.0 ft,Yecc=5.750 in,D=0.0170 k Axia Load at 6.0 ft,Yecc=5.750 in, D=0.0170 k I Axia Load at 7.0 ft,Yecc=5.750 in,D=0.0170 k Axia Load at 8.0 ft,Yecc=5.750 in,D=0.0170 k Axia Load at 9.0 ft,Yecc=5.750 in, D=0.00850 k BENDING LOADS. . . Lat. Uniform Load creating Mx-x,W=0.02130 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5131 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.09585 k Bottom along Y-Y 0.09585 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft I Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1092 in at 4.530 ft above base Applied Axial 2.766 k for load combination: W Only Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 653.29 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.03884:1 Bending Compression Tension Load Combination +D+0.60W+H I Location of max.above base 9.0 ft Applied Design Shear 11.186 psi Allowable Shear 288.0 psi I Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft -0.001 in 3.805 ft I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com t.d 5 SE 2017 4 4 Pts Fie=SiProjects12016\16303.00 Tigard Hampton Inn&Buttes 103 Calculations\footings and columns.ec6 Wood ColumnENERCALC,INC.1983-2017,Budd 10.17.8.29 Ver:6.178.31 ,. o r i Description: Worst Case Upper Floor Ext.Wall Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.109 in 4.530 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft i 1 I 1 I 1 I I 1 I I 1 1 1 1 571}P, r&)ft(sA.-S LbA-z to t(G =(iLfro P(-) 1(e) T 5 41 (--,L- 72oSpl ( t�0O ) - 0 #! L5= �ZSP(F ( 11,,,uc11 , y3� L �PS� 't ') Z�►pl� (IC"4.?„ , 3Wb4 itip : 1174( (IV a= (7-plc- Zk6 pr= ive/6 a I 7 yv. 021 L L Vf ST✓) A-T /61)0, - 10014-94"r 6"0,\12 vt-S (AS @ 4638Y , o �t33 �u�c u C.,--)(T. `" • = 17,30 tolf- WS 3o6p1 f ( 14711-) L. 00 lit 646 13 . (3-C ,s') \-(i31 t) 19(lf'tzi' X81 di %)(751 (I j tl s r r Zy�la• DF 47, ?V a c- CeD 6.1",' e2 /n1 o(t- Z)cb 'u t 11°U (Ae-,T t.1`'c � (ps �/ J S �S SSS ) = y3s BSc Co A9✓ rc.„4 _ 53204/I C95 �k 7 `/33 psc !U 4. `D15t-z_AP 1 .=�3 s�° 57-7_, "i3 ` 4 �n�, ��t. -�c.� � 10-"A,5.S,S = S(�P Si 2 `f33 P.5t l i I AS ALLSTRUCTURE BY DATE i Engineering L L C CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO ITigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF www.allstructure.com Allstructure Engineering Project Title: Tigard HI 11116154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I Wood Cot u rn n File=S:\Projects12016\16303.00 Tigard Hampton Inn&Suitesl03 Calculations\footings and columns.ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:6.17.8.31 Lie. : KW-060074t' ,� ,.. Licensee:ALLSTRUCTLIRE ENGINEERINGINC. Description: Worst Case @ Lobby Corridor Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information _ Analysis Method: Allowable Stress Design Wood Section Name 2x6 I End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10.50 ft Wood Member Type Sawn Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir- Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.250 in^2 Cf or Cv for Compression 1.10 Fb+ 900.0 psi Fv 180.0 psi Ix 20.797 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 1 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? Yes Minimum 580.0. 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=10.50 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 18.769 lbs*Dead Load Factor I AXIAL LOADS. . . Axial Load at 10.50 ft,D=2.241,L=2.940,S=0.4330 k Axial Load at 1.0 ft,Yecc=5.750 in,D=0.0120 k Axial Load at 2.0 ft,Yecc=5.750 in,D 0.0120 k I Axial Load at 3.0 ft,Yecc=5.750 in,D=0.0120 k Axial Load at 4.0 ft,Yecc=5.750 in,D-0.0120 k Axial Load at 5.0 ft,Yecc=5.750 in,D=0.0120 k Axial Load at 6.0 ft,Yecc=5.750 in,D=0.0120 k Axial Load at 7.0 ft,Yecc=5.750 in,D=0.0120 k Axial Load at 8.0 ft,Yecc=5.750 in,D=0.0120 k Axial Load at 9.0 ft,Yecc=5.750 in,D=0.0120 k Axial Load at 10.0 ft,Yecc=5.750 in,D=0.0120 k BENDING LOADS . . . Lat.Uniform Load creating Mx-x,W=0.02130 k/ft DESIGN SUMMARY Bending& Shear Check Results I PASS Max.Axial+Bending Stress Ratio = 0.8560 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.1118 k Bottom along Y-Y 0.1118 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k I Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1770 in at 5.285 ft above base Applied Axial 5.320 k for load combination: W Only Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base I Fc:Allowable 753.30 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.04416:1 Bending Compression Tension Load Combination +D-0.60W+H I Location of max.above base 0.0 ft Applied Design Shear 12.719 psi Allowable Shear 288.0 psi I I I Al!structure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com Wood Column File=S:\Projectsl2016\16303.00 Tigard Hampton Inn Si Suites\03 Calculations\footings and columns ec6 ENERCALC,INC 1983-2017,Bud ee d 1017.8.29 Ver 617 8.31 ' ,.. <.'''� 476 \ .. , � .,,..... ` ' � Description: Worst Case @ Lobby Corridor Maximum Deflections for Load Combinations I Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft -0.001 in 4.581 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.177 in 5.285 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft I 1 1 I 1 1 I 1 I I I I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com , Wood Co l u 11111 File=S:\Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\footings and columns.ec6 ENERCALC,INC.1983-2017.Build:10.17.8.29,Ver.6.17.8.31 Licensee:ALLSTRUCTURE INERiNINC. Description: Worst Case @ Lobby Corridor DBL Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 I Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2-2x6 I End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10.50 ft Wood Member Type Sawn - ` ,,,-, ,-- ,° Exact Widthm Allow Stress Modification Factors Wood Species Douglas Fir Larch Exact Depth 5.500 in Cf or Cv for Bending 1.0 Wood Grade Stud Area 16.50 in"2 Cf or Cv for Compression 1.0 Fb+ 700 psi Fv 180 psi lx 41.594 inA4 Cf or Cv for Tension 1.0 Fb 700 psi Ft 450 psi ly 12.375 inA4 Cm:Wet Use Factor 1.0 I Fc-Prll 850 psi Density 31.2 pcf Ct:Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 I Basic 1400 1400 1400 ksi Use Cr:Repetitive? Yes Minimum 510 510 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=10.50 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :37.538 lbs*Dead Load Factor AXIAL LOADS. . . I Axial Load at 10.50 ft, D=2.241,L=2.940,S=0.4330 k Axial Load at 1.0 ft,Yecc=5.750 in, D=0.0120 k Axial Load at 2.0 ft,Yecc=5.750 in,D=0.0120 k I Axial Load at 3.0 ft,Yecc=5.750 in,D=0.0120 k Axial Load at 4.0 ft,Yecc=5.750 in,D=0.0120 k Axial Load at 5.0 ft,Yecc=5.750 in, D=0.0120 k Axial Load at 6.0 ft,Yecc=5.750 in,D=0.0120 k. Axial Load at 7.0 ft,Yecc=5.750 in,D=0.0120 kI Axial Load at 8.0 ft,Yecc=5.750 in,D=0.0120 k Axial Load at 9.0 ft,Yecc=5.750 in,D=0.0120 k Axial Load at 10.0 ft,Yecc=5.750 in,D=0.0120 k BENDING LOADS. . . I Lat. Uniform Load creating Mx-x,W=0.02130 k/ft DESIGN SUMMARY - Bending&Shear Check Results I PASS Max.Axial+Bending Stress Ratio = 0.5689 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.1118 k Bottom along Y-Y 0.1118 k Governing NDS Forumla Comp Only,fc/FC'. Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max above base 0.0 ft Maximum SERVICE Load Lateral Deflections... 1 At maximum location values are... Along Y-Y 0.1011 in at 5.285 ft above base Applied Axial 5.339 k for load combination: W Only Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base I Fc Allowable My 568.750.5 psik-ffor load combination:n/a Fc: psi Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.02208 :1 Bending Compression Tension Load Combination +D-0.60W+H I Location of max.above base 0.0 ft Applied Design Shear 6.359 psi Allowable Shear 288.0 psi 1 I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com 5 SEP 209'.8 15Am Wood ColumnFile=S.\Projects12016\16303.00 Tigard Hampton Inn&Suites103 Calculations\footings and columns.ec6 ENERCALC,INC 1983-2017,Butld 10.17.8 29,Ver.617.8.31 Lic.# KW-06007476 cehsee ALLSTRUC N E1 4,1NC. Description: Worst Case @ Lobby Corridor-DBL Maximum Deflections for Load Combinations I Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft -0.000 in 4.581 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft I S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.101 in 5.285 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 11 1 I 1 1 I I 1 I i Al!structure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com , File=S:1Projects\2016\16303,00 Tigard Hampton Inn&Suites103 Calculationstfootings and columns ec6 Wood CO�Ut1111 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver.6.17.8.31 Lie. Licensee:ALISTR1; TUREENGI=NEERINGINC. I Description: Worst Case @ Lobby Ext.Wall Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 I End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10.50 ft Wood Member Type Sawn Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.25 inA2 Cf or Cv for Compression 1.10 Fb+ 900.0 psi Fv 180.0 psi lx 20.797 in^4 Cf or Cv for Tension 1.30 Fb 900.0 psi Ft 575.0 psi ly 1.547 in^4 Cm:Wet Use Factor 1.0 III Fc-PrIl 1,350.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 - • I Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? Yes Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=10.50 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 18.769 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 10.50 ft,D=2.073,L= 1.640,S=0.40 k Axial Load at 1.0 ft,Yecc=5.750 in, D=0.0530 k Axial Load at 2.0 ft,Yecc=5.750 in,D=0.0530 k Axial Load at 3.0 ft,Yecc=5.750 in,D=0.0530 k Axial Load at 4.0 ft,Yecc=5.750 in,D=0.0530 k Axial Load at 5.0 ft,Yecc=5.750 in,D=0.0530 k Axial Load at 6.0 ft,Yecc=5.750 in,D=0.0530 k Axial Load at 7.0 ft,Yecc=5.750 in,D=0.0530 k Axial Load at 8.0 ft,Yecc=5.750 in,D=0.0530 k Axial Load at 9.0 ft,Yecc=5.750 in,D=0.0530 k Axial Load at 10.0 ft,Yecc=5.750 in,D=0.0530 k BENDING LOADS. . . Lat.Uniform Load creating Mx-x,W=0.03450 lc/ft DESIGN SUMMARY Bending& Shear Check Results I PASS Max.Axial+Bending Stress Ratio = 0.6857 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.1811 k Bottom along Y-Y 0.1811 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ftI Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.2866 in at 5.285 ft above base Applied Axial 4.262 k for load combination: W Only Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base I Fc:Allowable 753.30 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.07658:1 Bending Compression Tension Load Combination +D-0.60W+H Location of max.above base 0.0 ft Applied Design Shear 22.053 psi Allowable Shear 288.0 psi I I Allstructure Engineering Project Title: Tigard HI I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 ' www.allstructure.com P,oted 5 SEP 2317. .:'.' Wood Column File=S:\Projects12016t16303.00 Tigard Hampton Inn&Suites103 Calculations\footings and columns ec6 ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver.6.17.8.31 �., Licensee:ALLSTRUCTURE EN`ttstEEi2tltG,INC. Description: Worst Case @ Lobby Ext.Wall Maximum Deflections for Load Combinations I Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft -0.002 in 4.581 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 1 S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.287 in 5.285 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft I 1 1 1 1 1 1 1 1 I I Al!structure Engineering Project Title: Tigard HI I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I File=S.\Projects\2016116303.00 Tigard Hampton Inn&Suites\03 Calculations\iootings and columns.ec6 Wood Column File INC.1983-2017.Build:10.17.8.29,Ver:6.17.8.31 tic.#=:KW007 ,... : I .Licensee:ALLSTRUCTUREENGINEERING L`; Description: Worst Case @ Lobby Ext.Wall-DBL Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 1 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 2-2x6 I End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10.50 ft Wood Member Type Sawn -''' '�" " - Exact Widthin Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5..3.050 in Cf or Cv for Bending 1.0 Wood Grade Stud ^ Cf or Cv for Compression 1.0 Area 16.50 in 2 P Fb+ 700 psi Fv 180 psi Ix 41.594 iO4 Cf or Cv for Tension 1.0 Fb- 700 psi Ft 450 psi ly 12.375 in^4 Cm:Wet Use Factor 1.0 Fc-PrIl 850 psi Density 31.2 pcfCt:Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 -_ I Basic 1400 1400 1400 ksi Use Cr:Repetitive? Yes Minimum 510 510 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=10.50 ft,K=1 0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :37.538 lbs*Dead Load Factor I AXIAL LOADS. . . Axial Load at 10.50 ft, D=2.073, L= 1.640,S=0.40 k Axial Load at 1.0 ft,Yecc=5.750 in,D=0.0530 k Axial Load at 2.0 ft,Yecc=5.750 in,D=0.0530 k Axial Load at 3.0 ft,Yecc=5.750 in, D=0.0530 k Axial Load at 4.0 ft,Yecc=5.750 in,D=0.0530 k Axial Load at 5.0 ft,Yecc=5.750 in,D=0.0530 k Axial Load at 6.0 ft,Yecc=5.750 in,D=0.0530 k Axial Load at 7.0 ft,Yecc=5.750 in,D=0.0530 k Axial Load at 8.0 ft,Yecc=5.750 in,D=0.0530 k Axial Load at 9.0 ft,Yecc=5.750 in,D=0.0530 k Axial Load at 10.0 ft,Yecc=5.750 in,D=0.0530 k I BENDING LOADS. .. Lat.Uniform Load creating Mx-x,W=0.03450 k/ft DESIGN SUMMARY Bending&Shear Check Results I PASS Max.Axial+Bending Stress Ratio = 0.4561 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.1811 k Bottom along Y-Y 0.1811 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max above base 0.0 ftI Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1638 in at 5.285 ft above base Applied Axial 4.281 k for load combination: W Only Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Applied My 0.0 k-ftI Fc:Allowable 568.75 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.03829 :1 Bending Compression Tension Load Combination +D-0.60W+H I Location of max.above base 0.0 ft Applied Design Shear 11.027 psi Allowable Shear 288.0 psi I I I Alistructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com Wood Column File=SAProjects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\footings and coiumns.ec6 ;.. ENERCALC,INC 1983-2017.Budd 10.17 8.29,Ver.6.17,8.31 LiW-08007476 ... ,,..... �..�.� ._ �� „�' en�see.AL{ TRUG°t'1.fRE ENGINEERING INC. Description: Worst Case @ Lobby Ext.Wall-DBL Maximum Deflections for Load Combinations I Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft -0.001 in 4.581 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.164 in 5.285 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t0138(/ cr c) , '1443V6111..-7 h= (D‘'(0 CwoA-5t" c sO • hz89 F[C L ? f(vii1. - ' Py w,: cap = pi( (IN h ,((8' Zito D(= s'tut e l)." J Cvo51.,1)/ �8 �1.5•s _ `f0 3 rs, [ yk2) ( 7_,N6 (1_,v _ I I I I I 1 1 1 AtALLSTRUCTURE BY DATE Engineering LLC g g CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard,Oregon 97223 v: 503.620.4314 • f:503.620.4304 SHEET OF www.allstructure.com I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Wood Column File=S:1Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\footings and columns.ee6 ENERCALC,INC.1983-2017,Build:1017.8.29,Ver:6.17.8.31 I Uc,#>KW-06007476 ' - Licensee ALLSTRUCTLIRE ENGINEERINGINC. Description: Lobby Level Transverse Code References I Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information I Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 10.50 ft Wood Member Type Sawn Exact Width Wood Species Douglas Fir-Larch 1.50 m Allow Stress Modification Factors Wood Grade Stud Exact Depth 5.50 in Cf or Cv for Bending 1.0 Area 8.250 inA2 Cf or Cv for Compression 1.0 Fb+ 700.0 psi Fv 180.0 psi I lx 20.797 inA4 Cf or Cv for Tension 1.0 Fb- 700.0 psi Ft 450.0 psi ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc-PrIl 850.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 I E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,400.0 1,400.0 1,400.0 ksi Use Cr:Repetitive? Yes Minimum 510.0 510.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis I Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=10.50 ff K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included : 18.769 lbs*Dead Load Factor I AXIAL LOADS. . . Axial Load at 10.50 ft,D= 1.545,L= 1.770 k Axial Load at 1.0 ft,Yecc=5.750 in, D=0.0090 k Axial Load at 2.0 ft,Yecc=5.750 in, D=0.0090 k Axial Load at 3.0 ft,Yecc=5.750 in, D=0.0090 k Axial Load at 4.0 ft,Yecc=5.750 in,D=0.0090 k Axial Load at 5.0 ft,Yecc=5.750 in, D=0.0090 k Axial Load at 6.0 ft,Yecc=5.750 in, D=0.0090 k I Axial Load at 7.0 ft,Yecc=5.750 in,D=0.0090 k Axial Load at 8.0 ft,Yecc=5.750 in, D=0.0090 k Axial Load at 9.0 ft,Yecc=5.750 in,D=0.0530 k IAxial Load at 10.0 ft,Yecc=5.750 in, D=0.0530 k BENDING LOADS. .. Lat. Uniform Load creating Mx-x,W=0.03450 k/ft DESIGN SUMMARY I Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8157 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.750Lr+0.750L-0.450W+H Top along Y-Y 0.1 81 1 k Bottom along Y-Y 0.1811 k I Governing NDS Forumla Comp+ Mxx, NDS Eq.3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 4.933 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.3276 in at 5.285 ft above base Applied Axial 3.033 k for load combination: W Onl I Applied Mx -0.2251 k-ft y Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 669.15 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.07128:1 Bending Compression Tension I Load Combination +D-0.60W+H Location of max above base 0.0 ft Applied Design Shear 20.530 psi Allowable Shear 288.0 psi I .. Allstructure Engineering Project Title: Tigard HI I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303 00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com6 SEP 2017 S WOOL) Column Ale S\Projects\2016i16303.00 Tigard Hampton Inn&Suites103 Calculations\footings and columns ec6 ENERCALC,INC-1983.2017,BuiId.10.17.8.29 Ver 6.17.8.31 Lac "- W-0600747 ; � a. ..r �,m.... e cm.-:; _s.. .,. 040,fi Description: Lobby Level Transverse Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft -0.009 in 5.919 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.328 in 5.285 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000.ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 1 1 1 1 i 1 1 I 1 1 1 1 1 1 I I (` e rs . (x)c,e, .,J S I Ci l= // b = (emfi, V- truoimi L '4e P1.-7- 6)300-k, I rout 4-11 p - 56uG, R % I I CZ ') 1---- It'—u4 -Ph ' 35, 1-0 I ,70A47T ca-->E eL 3-4of (nI-117(4NC L,5-- 18 /1-9- 5><$-')( liz, 1 , C3=) h= (r-ou 7"- Zhore Iworesr 6A5C `• (/,-- Z7'go 6/17101,146- Gs— li 75 3.3-.- I/5514ex3/g I I ICS ') k- 11)-o" Im - (S8/6-it's fxt bF 71. 2- II Op ) G,=/ -o" P e 3it kies I ,-) A=1i`-o (-5) zxi 1 Pix = 5,bf- 1.11P5 S ALLSTRUCTURE l) �x�brf - BY DATE I Engineering LLC CHK BY DATE 7140 SW Fir Loop,Suite 231 Tigard, Oregon 97223 JOB NO I v:503.620.4314 • f:503.620.4304 SHEET OF www.allstructure.com ruure ginring Project Title: Tigard HI I 16154AllstctSW Upper eeBoones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=s.\Projects12016\6303.00 Tigard Hampton Inn&Suites103 Calculations\footings and columns.ec6 Steel Column ENERCALC,INC.1983-2017,Build617.3.17 Ver:6.17.3.17 ''.:::'i;#: ....lLit...4-14: �� .i��.... �\ lil: :: \q ��. '-... .,. .:r . . 1 -. -1-,:, -. €� -.- : .. �s;?. Description: C1 Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information Steel Section Name: HSS6x6x5/8 Overall Column Height 11.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: I E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=11.0 ft,K=1.0 Y-Y(depth)axis Unbraced Length for Y-Y Axis buckling=11.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. I Column self weight included:465.30 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 11.0 ft,Xecc=3.0 in,D=60.460,L=63.10,S=16.290 k I DESIGN SUMMARY Bending&Shear Check Results , FAIL Max.Axial+Bending Stress Ratio = 1.007 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+L+ J Top along X-X 2.808 k Location of max.above base 11.1 ft Bottom along X-X 2.808 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 123.560 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 251.263 k I Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 53.253 k-ft Along Y Y 0.0 in at 0.Oft above base for load combination: Ma-y:Applied -30.890 -ft Mn-y/Omega:Allowable 53.253 -ft Along X-X -0.1333 in at 6.423 ft above base for load combination:L Only PASS Maximum Shear Stress Ratio= 0.03435 1 Load Combination +D+L+H i Location of max.above base 0.0 At maximum location values are... Va:Applied 2.808 k g Allowable 81.753 k Vn/Omega: ii 1' c5%, OK BY INSPECTION o Lead 1 1 it 1 0 Q, i S 600i Loads are total entered value.Arrows do not reflect absolute direct on. , I I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com ,-'1—.':,i 2,7 q'%u17 905Y?.? Steel Column File=s.Projects12016\16303.00 Tigard Hampton Inn&Suites103Calculations\footngsandcolumns.ec6 ENERCALC,INC.1983-2017,Build.6.17.3.17,Ver:6.17317 =- T� _ ��,.� °_ Wim' Description: C2 Code References I Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : ASCE 7-05 General Information I Steel Section Name: HSS5x5x1/2 Overall Column Height 11.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: I Fy:Steel Yield 46.0 ksi X-X(width)axis: E Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=11.0 ft,K=1 0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=11.0 ft,K=1.0 I Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:312.730 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 11.0 ft,Xecc=2.50 in,D=35.70,L=37.010,S=8.350 k I DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9250 : 1 Maximum SERVICE Load Reactions.. 1 Load Combination +D+L+H Top along X X 1.377 k Location of max.above base 11.0 ft Bottom along X-X 1.377 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 72.710 k Bottom along Y-Y 0.0 k I Pn/Omega:Allowable 152.368 k Ma-x Applied: 0.0 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 30.070 k-ft Along Y-Y 0.0 in at 0.0ft above base I Ma-y Applied for load combination: -15.148 k-ft Mn-y/Omega:Allowable 30.070 k-ft Along X-X -0.1384 in at 6.423 ft above base for load combination:L Only PASS Maximum Shear Stress Ratio= 0,02485 : 1 I Load Combination +D+L+H Location of max.above base 0.0 ft At maximum location values are... • Va.Applied 1.377 k Vn I Omega:Allowable 55.409 k I81 OCAlk I c c o tX,ad 1 0 I o 6 u Z 5.00in Loads are total entered value.Arrows do not reflect absolute direction. I I Allstructure Engineering Project Title: Tigard HI I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland.OR Project Descr: 503 620 4314 www.allstructure.com Steel Column File=s.AProjects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculationstfootingsand coiumns.ec6 ENERCALC,INC.1983-2017,Budd:6.173.17,Ver:6.17.3.17 � �c at \ � . ' �Ze 1 ��.�.��.�..��.. . �� l��\�.. �Z�. �\....��i�\�..ms's: \��:�� \..��\ ..��.... ...�..�^ �.... �...�� .. s ��-�.. 1,j .. Description: C3 Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : ASCE 7-05 General Information Steel Section Name: HSS4x4x3/8 Overall Column Height 11.0 ft I Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: I E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=11.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=11.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. I Column self weight included:189.970 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 11.0 ft,Xecc=2.0 in,D=21.060,L=22.40,S=3.770 k DESIGN SUMMARY r Bending&Shear Check Results FAIL Max.Axial+Bending Stress Ratio = 1.007 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+L+ Top along X-X 0.6585 k I Location of max.above base 11.0 ft Bottom along X-X 0.6585 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 43.460 k Bottom along Y-Y 0.0 k Pn I Omega:Allowable 76.543 k I Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega Allowable 14.668 k-ft Along Y-Y 0.0 in at 0.Oft above base for load combination: Ma-y:Applied -7.243 -ft Mn-y 1 Omega:Allowable 14.668 -ft Along X-X -0.1691 in at 6.423 ft above base for load combination:L Only PASS Maximum Shear Stress Ratio= 0.01933 1 Load Combination +D+L+H Location of max.above base 0.0 At maximum location values are... Va:Applied 0.6585 Vn!Omega:Allowable 34.065 k 1 � 47230k 1 { l <5%, OK BY 1 INSPECTION c Ldad 1 111 6 I 4.00in Loads are total entered value.Arrows do not reflect absolute direction. 0 I I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com Printed'28 APR 2017,9'0841,1 Wood Column File=s 1projects12016\16303.00 Tigard Hampton Inn&Suites103 Caladations\footings and mlumns:ec6 ENERCALC,INC 1983-2017 Build:617.3.17 Ver.6.17.3.17 I =; .Lt' C �. Description: C4 Code References I Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : ASCE 7-05 General Information I Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 11.0 ft Wood Member Type Sawn ..sed for non-slender calculat'ons.' Exact Width I Wood Species Douglas Fir Larch 5.50 in Allow Stress Modification Factors Wood Grade No.1 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Fb+ 1,200.0 psi Fv 170.0 psi Area 30.250 inA2 Cf or Cv for Compression 1.0 lx 76.255 in"4 Cf or Cv for Tension 1.0 I Fb- 1,200.0 psi Ft 825.0 psi ly 76.255 m^4 Cm:Wet Use Factor 1.0 Fc-Prll 1,000.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 \5:3277532 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive 2 No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis IY-Y(depth)axis: Unbraced Length for X-X Axis buckling=11.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included :72.096 lbs*Dead Load Factor I AXIAL LOADS. . . Axial Load at 11.0 ft,D=9.40,L=9.40,S=4.0 k DESIGN SUMMARY I Bending &Shear Check Results FAIL Max.Axial+Bending Stress Ratio = 1.002:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k I Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... AlongY-Y Applied Axial 18 872 k 0.0 in at 0.0 ft above base for load combination: nta Applied Mx 0.0 k-ft I Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 622.46 psi for load combination:nta Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension I Load Combination +0.60D+0.70E+H Location of max.above base 11.0 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi I I I I Allstructure Engineering Project Title: Tigard HI I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I Wood Column File=saProjects12016116303.00 Tigard Hampton Inn&Suites103 Calculations\footings and columns.ec6 ENERCALC,INC.1983-2017,Build-6.17.3.17.Ver:6.17.3.17 Lie ..�11; '�� '---1,,,-, ..�s � �� Licensee:iALLSINKTURE ENGINEERING . Description: C5 Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 I Load Combinations Used : ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x6 1 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 11.0 ft Wood Member Type Sawn „ Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 19.250 inA2 Cf or Cv for Compression 1.10 Fb+ 900 psi Fv 180 psi lx 48.526 inA4 Cf or Cv for Tension 1.30 Fb 900 psi Ft 575 psi ly 19.651 inn4 cm:Wet Use Factor 1.0 Fc-PrIl 1350 psi Density 31.2 pcf Ct:Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 I Basic 1600 1600 1600 ksi Use Cr:Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=11.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :45.879 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 11.0 ft,D=6.70,L=6.70,S=2.90 k DESIGN SUMMARY Bending &Shear Check ResultsI FAIL Max.Axial+Bending Stress Ratio = 1.003:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.750L+0.750S+ ; Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 Maximum SERVICE Load Lateral Deflections... I At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 13.946 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base I Fc.Allowable 721.96 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 11.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi I C ° Bioo KBY I , INSPECTION I I I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 1 www.allstructure.com Prat-d r>, ,2:17 - =__ Wood Column File=s:lProjects12016116303.00 Tigard Hampton Inn&Suites103 Calculationstfootings and columns.ec6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Description: C6 Code References I Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information I Analysis Method: Allowable Stress Design Wood Section Name 4x4 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 11.0 ft Wood Member Type Sawn iced for non-slender ca/creations Exact Width 3,50 in Allow Stress Modification Factors I Wood Species Douglas Fir-Larch Exact Depth Wood Grade No.2 3.50 in Cf or Cv for Bending 1.50 Area 12.250 inA2 Cf or Cv for Compression 1.150 Fb+ 900.0 psi Fv 180.0 psi Ix 12.505 inA4 Cf or Cv for Tension 1.50 I Fb- 900.0 psi Ft 575.0 psi ly 12.505 inA4 Cm:Wet Use Factor 1.0 Fc-PM 1,350.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 I E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis I Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=11 0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included :29.196 lbs*Dead Load Factor I AXIAL LOADS. . . Axial Load at 11.0 ft,D=1.90, L=1.90 k DESIGN SUMMARY I Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9808:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k I Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 3.829 k for load combination: n/a Applied Mx 0.0 k-ft IApplied MyAlong X-X 0.0 in at 0.0 ft above base 0.0 k-ft Fc:Allowable 318.721 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending_ Compression Tension I Load Combination +0.60D+0.70E+0.60H Location of max above base 11.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi I I 1 I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com Wood Column File=saProjects\2016116303.00 Tigard Hampton Inn&Suites\03 Calculations\footings and coiumns.ec6 ENERCALC,INC.1983-2017,Build:6.17.3.17.Ver:6.17.3.17 074 \ a .\ \\-2:'-',,A.tcensee.1 AUATRUCTURE ENGINEERING Description: Cl ' Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 I Load Combinations Used : ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 3-2x4 I End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 11.0 ft Wood Member Type Sawn Exact Width 4,50 In Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2ression 1.150 Cf or Cv for Com Fb+ 900 psi Fv 180 psi Area 15.750 inA2 P Ix 16.078 inA4 Cf or Cv for Tension 1.50 Fb 900 psi Ft 575 psi ly 26.578 in^4 Cm:Wet Use Factor 1.0 I Fc-PHI 1350 psi Density 31.2 pcf Gt:Temperature Factor 1.0 Fc Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 I Basic 1600 1600 1600 ksi Use Cr:Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=11.0 ft,K=1.0 I Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :37.538 lbs*Dead Load Factor AXIAL LOADS. . . I Axial Load at 11.0 ft,D=2.40,L=2.40 k DESIGN SUMMARY Bending&Shear Check Results I PASS Max.Axial+Bending Stress Ratio = 0.9637:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... I At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 4.838 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base I Fc:Allowable 318.721 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H I Location of max.above base 11.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi I I I I I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Wood Column File=S3Projects\2016116303.00 Tigard Hampton Inn&Suites03 Calculationstfootings and columns ec6 ENERCALC,INC.1983-2017,Build-6.17 3,17Ver:6.17 3.17 Description: C8 te .., ' 01180 Code References I Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information IAnalysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 22.0 ft Wood Member Type Sawn If Used for no - ender ca1cuL -ons) Exact Width in Wood Species Douglas Fir- Larch 5.50 Allow Stress Modification Factors Wood Grade No.1 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Area 30.250 inA2 Cf or Cv for Compression 1.0 Fb+ 1200 psi Fv 170 psi lx 76.255 in"4 Cf or Cv for Tension 1.0 I Fb- 1200 psi Ft 825 psi ly 76.255 mkt Cm:Wet Use Factor 1.0 Fc-Pill 1000 psi Density 31.2 pcf Ct.Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 I E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 , 32 Basic 1600 1600 1600 ksi Use Cr:Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis I Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=22.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included: 144.192 lbs*Dead Load Factor I AXIAL LOADS. . . Axial Load at 22.0 ft,D=2.930,S=2.930 k DESIGN SUMMARY _ I Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9993:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k I Location of max.above base At maximum location values are... 0.0 ft Maximum SERVICE Load Lateral Deflections... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 6.004 k for load combination: n/a Applied Mx 0.0 k-ft I Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 198.633 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension I Load Combination +0.64D+0.10E+0.60H Location of max.above base 22.0 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi I I .. I I I I rcoo bp.„--ri Oit 1 3 -d„ soy re bl' ,i ) (3)its-6,t�.`F�ao`CC I I L( j Ftr3 1)AA ,- 36,bk11)s If-0NSax Iz"Di) i))0qt5- .t,J. 75T: 1 I 5' S1 r tG) Ft ,4x : 55,i, Vit's Ip,. Y:PP,''aP UI (S)n E•w ;off- I (orxG 1 �� J7t\4xd LI -, i0 -b 7Q K ID"a '_')(61 S el-, 'No . I �oZI (Itec pi,i1-„ 6 cG (__ Caws ..6t- 0) I ---P//k4-+., Cor• &) r1 �f �M,�y�a., V( ,�' k.(E z'-o`'t3 K C&T• X 1-z'bP l / (2)05-ow. ?At: I co N c.ENT.----\c--) 41,1 51-0"r 5'-0" 't- I /4= Pc- (It,gvi-2t,,(,6)(4_„),,s") -(0,5`(•/ kr p- 3ct,b`1k- = I,55 kst 11 In 4 fov 3.S- zo•-k- - S(5)Z/6 - ti-td j4c} @ vrj- M , .P . , tl ri.oro A tt e . I Ile r. I t)� -1 _ of (I$°-( ,/,(,h3 # 4 / �4w 1,3 - 111 S ALLSTRUCTURET BY DATE Engineering LLC CHK BY DATE I 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 I v: 503.620.4314 • f: 503.620.4304 SHEET OF www.a l I str u ctu re.co m Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com -,,,,d 28 28 AP 2,07 12 12 23P General Footing File=s\Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\footings and columns ec6 ENERCALC INC.1983-2017,Budd 617.317 Ver 6.17 317 Description: 3'x3 ftg , Code References I Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : ASCE 7-05 General Information I Material Properties _ Soil Design Values fc:Concrete 28 day strength 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.02 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf I Concrete Density pcf Soil/Concrete Friction Coeff. = 0.350 y Values Flexure 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel oo Bending Reinf. _ Allow press.increase per foot of depth ksf Min Allow%Temp Reinf. 0.00180 when footing base is below ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension I Add Ftg Wt for Soil Pressure Use ftg wt for stability,moments&shears Yes Allowable pressure increase per foot of depth Yesksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than Use Pedestal wt for stability,mom&shear : No ft 1 Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Z IFooting Thickness = 12.0 in _ rPedestal dimensions... >i) , X px:parallel to X-X Axis = in in pz:parallel to Z-Z Axis in Height in Rebar Centerline to Edge of Concrete... j (n at Bottom of footing = 3.0 in m Bi N I Reinforcing 3 �„ co , Bars parallel to X-X Axis Number of Bars - 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z AxisWWI JON Itt w Number of Bars = 3.0 (([[ ll _ I ,( ,s tt `` tt 1111E Reinforcing Bar Size = # 5 II �� 1 I I't �< g, l r • — r a,s , I } moi. , . •. =tel€l Bandwidth Distribution Check (ACI 15.4.4.2) $ i,----- -,-7:,,,, i � °:.„-0--. . � • Mi Direction Requiring Closer Separation n/a ••n"' "" �— zz �„g.,x #Bars required within zone n/a I #Bars required on each side of zone n/a Applied Loads D Lr L S W E H U P:Column Load = 10.30 10.40 k OB:Overburden = ksf M-xx M-zz = k-ft k-ft V-x k V-z = k I Allstructure Engineering Project Title: Tigard HI I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com _ I File=s9Projects12016116303.00 Tigard Hampton Inn&Suitest03 Calculationstfootings and columns.ec6 General Footing:--,-::,,,,41I1 4 ��4.��A \\ r ''. �`\ -..c INC.INC11983201716w Build:6.17.3.17, Id Utilt it Description: 3'x3 ftg DESIGN SUMMARY Design Q Min.Ratio Item Applied Capacity Governing Load Combination I PASS 1.0 Soil Bearing 2.50 ksf 2.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2988 Z Flexure(+X) 3.625 k-ft 12.131 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2988 Z Flexure(-X) 3.625 k-ft 12.131 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2988 X Flexure(+Z) 3.625 k-ft 12.131 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2988 X Flexure(-Z) 3.625 k-ft 12.131 k-ft +1.20D+0.50Lr+1.60L+1.60H I PASS 0.2724 1-way Shear(+X) 22.377 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2724 1-way Shear(-X) 22.377 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2724 1-way Shear(+Z) 22.377 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2724 1-way Shear(-Z) 22.377 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H I PASS 0.5151 2-way Punching 84.633 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H I I I I I I 1 • I I I I 1 Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com 23 2017.12:22P1,1 General Footing File=s:\Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculationstfootings and columns.ec6 ENERCALC,INC 1983-2017,Build 617.3 17,Ver:6.17.3 17 >. Description: 4'x4'ftg Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : ASCE 7-05 General Information I Material Properties Soil Design Values _ fc:Concrete 28 day strength 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.02 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density145.0 pcf Soil/Concrete Friction Coeff. = 0.350 (p Values Flexure 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth ksf Min Allow /o Temp Reinf. 0.00180 when footing base is below ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension I Add Ftg Wt for Soil Pressure Use ftg wt for stability,moments&shears Yes Allowable pressure increase per foot of depth Yes ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than Use Pedestal wt for stability,mom&shear : No ft IDimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 4.0 ft Z IFooting Thickness = 12.0 in 111 Pedestal dimensions... 1 , x px:parallel to X-X Axis = in �! pz:parallel to Z-Z Axis in Height in Rebar Centerline to Edge of Concrete... a at Bottom of footing = 3.0 in it o Reinforcing 4' I„ w Bars parallel to X-X Axis Number of Bars = 4 I Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 4 t`t 1101-111 � $ Reinforcing Bar Size = # 5 1� i�# 11'1 t 11111 11111 �( Bandwidth Distribution Check (ACI 15.4.4.2) xmn L.. ...c ..,L.. ....x Direction Requiring Closer Separation n/a #Bars required within zone n/a I #Bars required on each side of zone n/a Applied Loads D Lr L S W E H 1 P:Column Load = 18.40 18.40 k OB:Overburden = ksf M-xx = M-zz = k-ft 1 k-ft V-x = k Vz = k I ginring Project Title: Tigard HI I 16154 Allstructure SW UppEner Engineering Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=s\Protectsl2016116303 00 Tigard Hampton Inn&Suites\03 Calculations\footings and columns.ec6 General Footing ENERCALC,INC.1983-2017,Build:6.17 3.17Ver:6.17.3.17 . am \ \, \? : .:: ..7 c��--% . a- :'!::, .\.-m AL,L?.. ,:r. I .. ..l Description: 45x4`ftg DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 1.0 Soil Bearing 2.50 ksf 2.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning I PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5309 Z Flexure(+X) 6.440 k-ft 12.131 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.5309 Z Flexure(-X) 6.440 k-ft 12.131 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.5309 X Flexure(+Z) 6.440 k-ft 12.131 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.5309 X Flexure(-Z) 6.440 k-ft 12.131 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.4597 1-way Shear(+X) 37.765 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4597 1-way Shear(-X) 37.765 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4597 1-way Shear(+Z) 37.765 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4597 1-way Shear(-Z) 37.765 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.9290 2-way Punching 152.652 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H I I I I I I I I I I I ' Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 111 www.allstructure.com ._.. ._ 28`PR 2017 1229PM General Footing File=s\Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\footings and columns_ec6 ENERCALC,INC.1983 2017,Budd 617.3.17,Ver:6.17 3.17 A . .. .. .....,. _ ria .� d ��a.� ��r. .a,ENOINEMING INC. Description: 5'x5'ftg Code References 1 Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : ASCE 7-05 General Information I Material Properties _ Soil Design Values fc:Concrete 28 day strength 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.02 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf 1 Concrete Density cp Values Flexure 145.0 pcf 0.90 Soil/Concrete Friction Coeff. = 0.350 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft I Min Steel /0 Bending Reinf. Min Allow _ Allow press.increase per foot of depth ksf ft%Temp Reinf. 0.00180 when footing base is below Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension II Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than Use Pedestal wt for stability,mom&shear : No ft IIIDimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft 4 IFooting Thickness = 18.0 in , _ iPedestal dimensions... x' X px:parallel to X-X Axis = in ii.) pz:parallel to Z-Z Axis = in Height - in m Rebar Centerline to Edge of Concrete... 0 at Bottom of footing = 3.0 in gt • J W u Reinforcing s Bars parallel to X-X Axis Number of Bars = 7 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 7 Reinforcing Bar Size = # 5 . � :-t : �I I(( [ i •,.:, ' i } ,t —4"c ,t 1 i t o �� +sem * ... ...�.,<<. m e '... Bandwidth Distribution Check (AC1 15=4.4.2) . « , Direction Requiring Closer Separation n/a #Bars required within zone n/a ill #Bars required on each side of zone n/a II Applied Loads D Lr L S W E H P:Column Load = 27.80 27.80 k OB:Overburden = ksf M-xx M-zz = k-ft V-x = k-ft V-z = k k Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com General Footing File=s:\Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\footings and columns.ec6 ENERCALC INC 1983-2017 Build 617 3.17,Ver 617 317 4 �� ,, �� K:,- .ape\ate, t �...a:: ,.>... „ Description: 55x5'ftg DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9988 Soil Bearing 2.497 ksf 2.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift I PASS 0.3418 Z Flexure(+X) 9.730 k-ft 28.464 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3418 Z Flexure(-X) 9.730 k-ft 28.464 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3418 X Flexure(+Z) 9.730 k-ft 28.464 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3418 X Flexure(-Z) 9.730 k-ft 28.464 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2632 1-way Shear(+X) 21.622 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2632 1-way Shear(-X) 21.622 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2632 1-way Shear(+Z) 21.622 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2632 1-way Shear(-Z) 21.622 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4889 2-way Punching 80.339 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H I I I I I I I I I I 1 Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com Pvited 28. R 2017 `2218PPM General Footing File=s\Protects12016116303.00 Tigard Hampton Inn&Suitesl03 Calculations\footings and columns.ec6 7r t _ RCALC 20? 17 Ver 61 7 � .� ,..� N INC.1983 Description 6'x6'ftg � �. Code References I Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : ASCE 7-05 General information Il Material Properties _ Soil Design Values fc:Concrete 28 day strength 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.02 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf I Concrete Density pcf Soil/Concrete Friction Coeff. = 0.350 (p Values Flexure 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft I Min Steel%Bending Reinf. _ Allow press.increase per foot of depth ksf Min Allow%Temp Reinf. 0.00180 when footing base is below ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension I Add Ftg Wt for Soil Pressure Use ftg wt for stability,moments&shears Yes Allowable pressure increase per foot of depth Yes ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear : No IDimensions Width parallel to X-X Axis = 6.0 ft Length parallel to Z-Z Axis = 6.0 ft Z IFooting Thickness = 18.0 in i111Pedestal dimensions... _ — ------ x px:parallel to X-X Axis - in pz:parallel to Z-Z Axis = in 1 I Height in m Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in 0 N Reinforcing L 6 J w z Bars parallel to X-X Axis Number of Bars = 8 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 8 Reinforcing Bar Size = # 5 11IIIIII r :,, (',,III:: :;,;,;... ll €lillllll>;•_ r ': ,' -I.:" 7I''',411.---= Bandwidth Distribution Check (AGI 15.4.4.2) , . `Ci:i--- s at"--` s it,`-" '.. o' r�fiat , sti:$ , rr,r a. _ Direction Requiring Closer Separation n/a #Bars required within zone n/a ii #Bars required on each side of zone n/a II Applied Loads D Lr L S W E H P:Column Load = 40.10 40.10 k OB:Overburden = ksf M-xx = M-zz = k-ft kft 111 V-x = k V-z = k Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=s9Projects12016116303.00 Tigard Hampton Inn&Suites\03 Calculations\footings and columns.ec6 General Footing ENERCALC INC 1983-2017 Build617317 Ver617317 Description: 6x6'ftg DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination I PASS 1.0 Soil Bearing 2.50 ksf 2.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5170 Z Flexure(+X) 14.035 k-ft 27.146 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.5170 Z Flexure(-X) 14.035 k-ft 27.146 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.5170 X Flexure(+Z) 14.035 k-ft 27.146 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.5170 X Flexure(-Z) 14.035 k-ft 27.146 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3796 1-way Shear(+X) 31.189 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60HII PASS 0.3796 1-way Shear(-X) 31.189 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3796 1-way Shear(+Z) 31.189 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3796 1-way Shear(-Z) 31.189 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.7289 2-way Punching 119.765 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H I I I I I I I I I I I 1 Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Wall Footing File=s Projects12016116303.00 Tigard Hampton Inn&Suites l03 Calculations\footings and columns.ec6 ENERCALC,INC.1983-2017,Build 6.17 3.17,Ver:6.17 317 . 't Description: TYPICAL CONTINUOUS FOOTING-2'-0" Code References I Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information I Material PropertiesSoil Design Values _ fc:Concrete 28 day strength 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf I Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 9 Values Flexure 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft I Min Steel%Bending Reinf. Allow.Pressure Increase per foot of depth ksf Min Allow%Temp Reinf. 0.00180 when base footing is below ft Min.Overturning Safety Factor = 1.0: 1 Increases based on footing Width Min.Sliding Safety Factor = 1.0:1 Allow.Pressure Increase per foot of width = ksf I AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure 2.50 ksf Dimensions Reinforcing I Footing Width = 2.0 ft Footing Thickness = 12.0 in Bars along X-X Axis _ Wall Thickness 8.0 in Rebar Centerline to Edge of Concrete... Bar spacing 12.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 Ifrom center of footing = 0 in z ,_,. 1h \ t 2f13 72dna.�. I I Applied Loads D Lr L S W E H P:Column Load = 4.70 0.0 0.0 k si OB:Overburden = ksf V-x M-zz = k k-ft Vx applied = in above top of footing I I I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=s:\Projects\2016116303.00 Tigard Hampton Inn&Suites\03 Calculations\footings and columns.ec6 �a�� Footing ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Description: TYPICAL CONTINUOUS FOOTING 2"-0" DESIGN SUMMARY Design OK Factor of Safety Item Applied Capacity Governing Load Combination I PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.9980 Soil Bearing 2.495 ksf 2.50 ksf +D+0.750L+0.7505+0.5 PASS 0.06399 Z Flexure(+X) 0.7762 k-ft 12.131 k-ft +1.40D+0.90D+E+1.60H PASS 0.04113 Z Flexure(-X) 0.4990 k-ft 12.131 k-ft PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable I Load Combination... Gross Allowable Xecc -X +X Ratio ,D Only 2.50 ksf 0.0 in 2.495 ksf 2.495 ksf 0.998 ,+D+L+H 2.50 ksf 0.0 in - 2.495 ksf 2.495 ksf 0.998 ,+D+Lr+H 2.50 ksf 0.0 in 2.495 ksf 2.495 ksf 0.998 ,+D+S+H 2.50 ksf 0.0 in 2.495 ksf 2.495 ksf 0.998 ,+D+0.750Lr+0.750L+H 2.50 ksf 0.0 in 2.495 ksf 2.495 ksf 0.998 ,+D+0.750L+0.7505+H 2.50 ksf 0.0 in 2.495 ksf 2.495 ksf 0.998 +D+W+H 2.50 ksf 0.0 in 2.495 ksf 2.495 ksf 0.998 1 ,+D+0.70E+H 2.50 ksf 0.0 in 2.495 ksf 2.495 ksf 0.998 ,+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 0.0 in 2.495 ksf 2.495 ksf 0.998 ,+D+0.750L+0.7505+0.750W+H 2.50 ksf 0.0 in 2.495 ksf 2.495 ksf 0.998 ,+D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 0.0 in 2.495 ksf 2.495 ksf 0.998 ,+D+0.750L+0.7505+0.5250E+H 2.50 ksf 0.0 in 2.495 ksf 2.495 ksf 0.998111 ,+0.60D+W+H 2.50 ksf 0.0 in 1.497 ksf 1.497 ksf 0.599 ,+0.60D+0.70E+H 2.50 ksf 0.0 in 1.497 ksf 1.497 ksf 0.599 I I I I I I I I I1 Ew1Gi aTrt r,ac4 S I60 u M coati-3 GIS I r WO it-St c 4lib= Z?�.DS k I?j' 5 ),( ZLI" DP Comic, FTC1 AW$: r P-4-3-c.'r1013 (coeaS�w.rA-r(vk:} ` 1,e � -o o�( k lii? 01-) No 6'")r,ow INLXfi Wont LAS 'b _:, (7. ,z,1 At,her - ops itt)`SQ 3c (6"Dp thevc (a.{cNft I (to ASEr vA-t'1vs) PL = 71I,0 k- 1 UEIk.I-ttt cA...t, : 71,, 55,\,,( k- ' Is" �n.1c -F\-(A' Ap�� I�,� -t-,°QS T � x ($ �P I (co Ash-7z_v 4-7"1VE) ?u= ('�,,s �'-- LO (b,) {f Sa E=(r-) l","11N ItJ Aiti Frct 5 -. Te.v re-c-t-AtNimci t" G, CA-t-1,--S Voe1ct'. u.)AA- '=rri DE5tc, I L30451cASe l t -V r fz.e -vu,k/S e--319 :. /0•SSS k lF' h '�n okIZ bv P &AlcFrci '/ (CoAiscnvArevc ) WC,. 3"ZZ Ir(F (40) t" CoN1r. tbCc 5 0 /o " arc.. iN S tem cake 1 Liell-FT s'C cASe t.,)6 =3,y H-c 7'-o" Li k; lZ"c,v (-ow- T- •t 0-0 cc.v. ,,, ) Gvu ' 0 47- III I I A/,, s ALLSTRUCTURE 1612b --}- BY DATE t Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 Tigard,Oregon 97223 JOB NO I v:503.620.4314 • f:503.620.4304 SHEET OF www.allstructure.com Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I 2'.1.`,121=.240 `" General Footing File=S\Protects12016116303.00 Tigard Hampton Inn&Suites103 Caiculations\footings and columns.ec6 ENERCALC,INC.1983-2017,Build 617 317,Ver 6.17.3.17 : :,u I Description: Column Footing-Worst Case(Conservative Loading-OK by inspection) Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 1 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.02 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears : Yes -- ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear : No Dimensions I Width parallel to X-X Axis = 13.0 ft Length parallel to Z-Z Axis = 13.0 ft i~ Footing Thickness = 24.0 in 4 iI i t 1 -XI Pedestal dimensions... 1} px:parallel to X-X Axis = 30.0 in , +.i. pz:parallel to Z-Z Axis _ 16.0 in - t Height inI e Rebar Centerline to Edge of Concrete... ; D at Bottom of footing = 3.0 in f . 1 Reinforcing L 13{-t0" "3 1 Bars parallel to X-X Axis _ Number of Bars 17.0 - Reinforcing Bar Size = # 6 1 Bars parallel to Z-Z Axis Number of Bars = 17.0 Reinforcing Bar Size = # 6 e 1 IL,,. .;axx`dt�.w±L 4Li'.-'91111111 , r z--s : tye.•:`°';r:' gllllf Bandwidth Distribution Check (ACI 15,4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a I Applied Loads D Lr L S W E H P:Column Load = 277.080 120.040 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x _ k111 V-z = k I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com GeneraFooting n File S tProjectsv2016116303 00 Tigard Hampton Inn&Suites103 Calculationsvfootings and columns ec6 .... a A� �. - 'VV`,, VAS � � �V' �. -' � �. ENERCALC,LC INC.1983-2017,Budd 617 317 Ver:6.17.3.17 Description: Column Footing-Worst Case(Conservative Loading-OK by inspection) DESIGN SUMMARY Design N.G. IMin.Ratio Item Applied Capacity Governing Load Combination FAIL 1.063 Soil Bearing 2.658 ksf 2.50 ksf +D+L+H about Z-Z axis PAS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning I PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS ' n/a Uplift 0.0 k 0.0 k No Uplift I PASS 0.8082 Z Flexure(+X) 42.766 k-ft 52.913 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.8082 Z Flexure(-X) 42.766 k-ft 52.913 k-ft +1.20D+1.60L+0.505+1.60H PASS 0.9979 X Flexure(+Z) 52.802 k-ft 52.913 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.9979 X Flexure(-Z) 52.802 k-ft 52.913 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.5196 1-way Shear(+X) 42.693 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.5196 1-way Shear(-X) 42.693 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.6171 1-way Shear(+Z) 50.698 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H • PASS 0.6171 1-way Shear(-Z) PASS 0.7964 2-way Punching 50.698 psi 130.869 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H 164.317 psi +1.20D+0.50Lr+1.60L+1.60H IADAPT CONSERVATIVE LOADING, OK BY INSPECTION I I I I I I I I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File S 1Projects\2016\16303 00 Tigard Hampton Inn&Suites\03 Calculations\footings and columns.ec6 General Footing ENERCALC,INC 1983-2017,Build-6.17 3.17Ver:6.17.3.17 i Description: Column Footing-Next Worst Case(Conservative Loading-OK by inspection) Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 I Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.02 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 tp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel°/o Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth I Use ftg wt for stability,moments&shears : Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear : No Dimensions I Width parallel to X-X Axis = 10.0 ft Length parallel to Z-Z Axis = 10.0 ft a Footing Thickness = 16.0 in f —1-7-7'T__ 771-1-71 I r --1---1-1-4-t-----t--4-1- ....t ID; f r i ti Will x Pedestal dimensions... . px:parallel to X-X Axis _ 30.0 in pz:parallel to Z-Z Axis _ 16.0 in f #. ;•:a t - Height in m Rebar Centerline to Edge of Concrete ; ' at Bottom of footing = 3.0 in I i ii Reinforcing �- 1_� - 1 4 Bars parallel to X-X Axis _ Number of Bars - 13 Reinforcing Bar Size = # 6 1 Bars parallel to Z-Z Axis Number of Bars = 13 ReinforcingBar Size = # 6 3tf61tn® ., °,a ""°" °""nitm .`74 iii ��` � 4IIIII11 ,'.# . -- -- 111) Bandwidth Distribution Check (ACI 15,4.4.2) 1 Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a I Applied Loads D Lr L S W E H P:Column Load = 177.240 71.030 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Genera) Footing File=S.vProjects12016\16303.00 Tigard Hampton Inn&Suites103 Calculationsvfootings and columns ec6 - � ENERCALC,INC 1983-2017,Butld 617 3.17,Ver 617 317 Description: Column Footing-Next Worst Case(Conservative Loading-OK by inspection) DESIGN SUMMARY Design N.G. IMin.Ratio Item Applied Capacity Governing Load Combination FAIL 1.078 Soil Bearing 2.694 ksf 2.50 ksf +D+L+H about Z-Z axis PAS n/a Overturning-X-X 0.0'k-ft 0.0 k-ft No Overturning I PASS n/a Overturning-Z-Z PASS n/a Sliding 0.0 k-ft 0.0 k-ft No Overturning X X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.7161 Z Flexure(+X) 22.929 k-ft 32.019 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.7161 Z Flexure(-X) 22.929 k-ft 32.019 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.9567 X Flexure(+Z) 30.632 k-ft 32.019 k-ft +1.20D+0.50Lr+1.60L+1.60H I PASS 0.9567 X Flexure(-Z) 30.632 k-ft 32.019 k-ft +1 20D+0.50Lr+1.60L+1.60H 82.158 ps +1.20D+0.50Lr+1.60L+1.60H PASS 0.6788 1-way Shear(+X) 55.771 psi i PASS 0.6788 1-way Shear(-X) 55.771 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.8485 1-way Shear(+Z) 69.714 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H I PASS 0.8485 1-way Shear(-Z) PASS 0.9699 2-way Punching 69.714 psi 159.375 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H 164.317 psi +1.20D+0.50Lr+1_60L+1.60H 1 ADAPT CONSERVATIVE LOADING, OK BY INSPECTION I I I I I I I I I I Al!structure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 111 Portland,OR Project Descr: 503 620 4314 www.allstructure.com I Pr r`...,:2 MAY 2217.2 4PM File=SAProiects12016\16303.00 Tigard Hampton inn&Suites\03 Calculations\footings and columns.ec6 General Footing ENERCALC,INC.1983-2017,Build.6.17.3.17,Ver6173.17 Description: Column Footing-Lightest Case(Conservative Loading-OK by inspection) Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 1 Load Combinations Used : ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.02 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 tp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears : Yes = ksf I Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear : No DimensionsI Width parallel to X-X Axis = 6.0 ft Length parallel to Z-Z Axis = 6.0 ft f Footing Thickness = 18.0 in r I IPedestal dimensions... ro px:parallel to X-X Axis = 30.0 in pz:parallel to Z-Z Axis _ 16.0 in Height In 0. Rebar Centerline to Edge of Concrete... CD I at Bottom of footing = 3.0 in i____ o Reinforcing L s'o• W I Bars parallel to X-X Axis _ Number of Bars 8 Reinforcing Bar Size = # 5 I Bars parallel to Z-Z Axis Numberof ing arsBar = 8 liiiIIII ::',47::!.',;;!7,:: ' IIImu !.. ' -` ,III Reinforcing Bar Size = # 5 _ �, `; . Abe b y. 1 �' 9:fr ti°'° r�ri4 dCd+xw9' 'bCzu - .. _ rrr. ..'• t Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a I Applied Loads D Lr L S W E H P:Column Load = 55.610 18.570 k 1 OB:Overburden = ksf M-xx _ k-ft M-zz = k-ft V-x _ k V-z = k I I Al!structure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland.OR Project Descr: 503 620 4314 Iwww.allstructure.com General Footing File=S:\Proiects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculationstfootmgs and columns ec6 RC I tit.#A01/44007476,-.. Y a tea,.. �� V � ^� VA� �� .: LLA 7 E C INC 1983-2017,Bwld 617.3.17 Vec6.17 31 Description: Column Footing-Lightest Case(Conservative Loading-OK by inspection) DESIGN SUMMARY Design OK IMin.Ratio Item Applied Capacity Governing Load Combination PASS 0.9312 Soil Bearing 2.328 ksf 2.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning I PASS n/a Overturning-Z-Z PASS n/a Sliding 0.0 k-ft 0.0 k-ft No Overturning X X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift I PASS 0.1506 Z Flexure(+X) 4.090 k-ft 27.146 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1506 Z Flexure(-X) 4.090 k-ft 27.146 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2680 X Flexure(+Z) 7.275 k-ft 27.146 k-ft +1.20D+0.50Lr+1.60L+1.60H i PASS 0.2680 X Flexure(-Z) 7.275 k-ft 27.146 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.09037 1-way Shear(+X) 7.425 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.09037 1-way Shear(-X) 7.425 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1988 1-way Shear(+Z) 16.334 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H 111 PASS 0.1988 1-way Shear(-Z) PASS 0.1864 2-way Punching 16.334 psi 30.621 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H 164.317 psi +1.20D+0.50Lr+1.60L+1.60H I I I I I I I I I I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=S:\Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\footings and columns.ec6 a�) Footing ENERCALC,INC.1983-2017,Budd.6.17.3.17,Ver:6.17.3.17 1 Description: Basement Wall Design-Worst Case-(Conservative Loading-ok by inspection) Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 I Load Combinations Used : ASCE 7-05 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface ft Min Steel%Bending Reinf. = Allow.Pressure Increase per foot of depth _ ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below ft Min.Overturning Safety Factor = 1.0:1 Increases based on footing Width Min.Sliding Safety Factor = 1.0:1 Allow.Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 2.50 ksf Dimensions Reinforcing Footing Width = 6.0 ft Footing Thickness = 12.0 in Bars along X-X Axis Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 10.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in N» AA P"-) i'1°A. Xo X » 3-O I0 t� tttiipfl -"I,' .+1,,.... # bar @`1bdn o E t., `;.-:`'-.7.--.1111111g, il( Applied Loads I D Lr L S W E H P:Column Load = 10.552 4.322 k OB:Overburden = ksf V-x = k M-zz = k-ft Vx applied = in above top of footing I I I I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Wall Footing File=S\Projectsi2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\footings and columns.ec6 ENEe �� \ �,�� ,�-> � � eeRAA 3 ,,i' 6173117 Ver:6.17.3.17 317 LC INC 198 BuildV 617 Description: Basement Wali Design-Worst Case-(Conservative Loading-ok by inspection) DESIGN SUMMARY Design N.G. I Factor of Safety Item Applied Capacity Governing Load Combination n/a Overturning Z Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding IPASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination FAIL 1.050 Soil Bearing 2.624 ksf 2.50 ksf +D+L+H I PASS ` 0.8453 Z Flexure(+X) 12.219 k-ft 14.455 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.4214 Z Flexure(-X) 6.091 k-ft 14.455 k-ft +0.90D+E+1.60H PASS 0.7437 1-way Shear(+X) 61.101 psi 82.158 psi +1.20D+0.50Lr+1.60L+ I PASS 0.7437 1-way Shear(-X) 61.101 psi 82.158 psi +1.20D+0.50Lr+1.60L+ Detailed Result Soil Bearing I Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combinatio ., Gross Allowable Xecc -X +X Ratio ,D Only 2.50 ksf 0.0 in 1.904 ksf 1.904 ksf 0.762 +D+L+H 2.50 ksf 0.0 in 2.624 ksf 2.624 ksf 1.050 I ,+D+Lr+H 2.50 ksf 0.0 in 1.904 ksf 1.904 ksf 0.762 .+D+S+H 2.50 ksf 0.0 in 1.904 ksf 1.904 ksf 0.762 ,+D+0.750Lr+0.750L+H 2.50 ksf 0.0 in 2.444 ksf 2.444 ksf 0.978 ,+D+0.750L+0.750S+H 2.50 ksf 0.0 in 2.444 ksf 2.444 ksf 0.978 +D+W+H 2.50 ksf 0.0 in 1.904 ksf 1.904 ksf 0.762 I ,+D+0.70E+H 2.50 ksf 0.0 in 1.904 ksf 1.904 ksf 0.762 ,+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 0.0 in 2.444 ksf 2.444 ksf 0.978 ,+D+0.750L+0.7505+0.750W+H 2.50 ksf 0.0 in 2.444 ksf 2.444 ksf 0.978 ,+D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 0.0 in 2.444 ksf 2.444 ksf 0.978 I ,+D+0.750L+0.750S+0.5250E+H 2.50 ksf 0.0 in 2.444 ksf 2.444 ksf 0.978 +0.60D+W+H 2.50 ksf 0.0 in 1.142 ksf 1.142 ksf 0.457 ,+0.60D+0.70E+H 2.50 ksf 0.0 in 1.142 ksf 1.142 ksf 0.457 ADAPT CONSERVATIVE LOADING, OK BY INSPECTION I I I I I I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com Wall Footing File=S 1Projects12016\16303.00 Tigard Hampton Inn&Suites103 Calculations\footings and columns.ec6 g ENERCALC,INC.1983-2017,Build 617 3.17,Ver:6.17.3.17 .... , W\ \ ` ; .: . R is Description: Basement Wall Design-Lightest Case-(Conservative Loading-ok by inspection) Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : ASCE 7-05 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Reference Depth below Surface = 0.0 ft Min Steel%Bending Reinf. = Allow.Pressure Increase per foot of depth 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when base footing is below = 0.0 ft Min.Overturning Safety Factor = 1.0:1 Increases based on footing Width Min.Sliding Safety Factor = 1.0:1 Allow.Pressure Increase per foot of width = 0.0 ksf AutoCalc Footing Weight as DL : Yes when footing is wider than = 0.0 ft i Adjusted Allowable Bearing Pressure = 2.50 ksf Dimensions Reinforcing Footing Width = 2.0 ft Footing Thickness = 12.0 in Bars along X-X Axis Wall Thickness = 8.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 14.00 111 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in g" ,_4 4 ttit X 'Also,ti COI fino Ill " }0 :.K"7SC ,,o Applied Loads D Lr L S W E H P:Column Load = 3.40 0.0 0.970 0.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf V-x = 0.0 0.0 0.0 0.0 0.0 0.0 . 0.0 k M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft Vx applied = 0.0 in above top of footing I I I I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Wall Footing File=S:\Proiects12016\16303.00 Tigard Hampton Inn&Suites103 Calculationslfootings and columns.ec6 ENERCALC,INC.1983-2017,Budd 617 3.17,Ver 617.317 I r Description: Basement Wall Design-Lightest Case-(Conservative Loading-ok by inspection) DESIGN SUMMARY Design OK Factor of Safety Item Applied Capacity Governing Load Combination PASS n/a Overturning Z Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding IPASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination I PASS 0.9320 Soil Bearing 2.330 ksf 2.50 ksf +D+L+H PASS 0.06358 Z Flexure(+X) 0.6644 k-ft 10.450 k-ft +1.20D+0.50Lr+1.60L+ PASS 0.03531 Z Flexure(-X) 0.3690 k-ft 10.450 k-ft +0.90D+E+1.60H PASS n/a 1-way Shear(+X) 0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a Detailed Results Soil Bearing I Rotation Axis& Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc -X +X Ratio ,D Only 2.50 ksf 0.0 in 1.845 ksf 1.845 ksf 0.738 ,+D+L+H 2.50 ksf 0.0 in 2.330 ksf 2.330 ksf 0.932 I ,+D+Lr+H 2.50 ksf 0.0 in 1.845 ksf 1.845 ksf 0.738 ,+D+S+H 2.50 ksf 0.0 in 1.845 ksf 1.845 ksf 0.738 ,+D+0.750Lr+0.750L+H 2.50 ksf 0.0 in 2.209 ksf 2.209 ksf 0.884 ,+D+0.750L+0.7505+H 2.50 ksf 0.0 in 2.209 ksf 2.209 ksf 0.884 I ,+D+W+H 2.50 ksf 0.0 in 1.845 ksf 1.845 ksf 0.738 ,+D+0.70E+H 2.50 ksf 0.0 in 1.845 ksf 1.845 ksf 0.738 ,+D+0.750Lr+0.750L+0.750W+H 2.50 ksf 0.0 in 2.209 ksf 2.209 ksf 0.884 ,+D+0.750L+0.7505+0.750W+H 2.50 ksf 0.0 in 2.209 ksf 2.209 ksf 0.884 ,+D+0.750Lr+0.750L+0.5250E+H 2.50 ksf 0.0 in 2.209 ksf 2.209 ksf 0.884 I ,+D+0.750L+0.750S+0.5250E+H 2.50 ksf 0.0 in 2.209 ksf 2.209 ksf 0.884 ,+0.60D+W+H 2.50 ksf 0.0 in 1.107 ksf 1.107 ksf 0.443 ,+0.60D+0.70E+H 2.50 ksf 0.0 in 1.107 ksf 1.107 ksf 0.443 I 1 , I I I I I I I Arv\V III Lb .s1zge4kFi ST AREA ,1f J 17b - I I ,�bo4l J j 6 44 3�,w` rS Rt. Rte' Ax rpt, �� e (3,t I 11- -500 xz = root/ it •3vv1.- 14 xz.-- 12 ® Z�lo x2. = SCS I I (uvTI,AP-r6) 1 W1,., Avco t W (11,-4-5 1- 1I0z,-f-t ,'7 1,-)A-1-A- 7oNS (r3 E1 ) LI) v= Izo vv\,L_ Lc, A,,,,,--4---10, T.1,0.4s-1 -7 fN1�4-Fauvi --) 01,43,,,----- 249,01.,] I 1 tA% 10?,j( III - tsP( \rt-"- I '^-,u, Z6,psE ( U')' '06 pie-- ( pl-) ]-(SS S x 3X 5/ I AXt4' t, : SSV T'P urouS (y- t, ,„ ) I 1p 5zZ-1 (ow\ @ iv) 1 I I AES ALLSTRUCTURE 'I'IGAg-D BY DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard,Oregon 97223 v:503.620.4314 • f:503.620.4304 SHEET OF111 www.allstructure.com I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com Steel Column File=SaProjectst2016116303 00 Tigard Hampton Inn&Suites103 Calculations\footings and columns ec6 ENERCALC INC 1983-2017,Build 6.17.3.17,Ver.6.17.3-17 I U#:KW-10747 .,. ti kt..t.s' RUCTURE ENGINEERING INC. Description: BM (BIAXIAL LOADING) Code References 1 Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information _ ISteel Section Name: HSS5x3x5/16 Overall Column Height 14.750 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: I Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=14.750 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=14.750 ft,K=1.0 I Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:218.743 lbs*Dead Load Factor BENDING LOADS. .. I Vert:Lat.Uniform Load creating My-y,D=0.110 k/ft Horiz:Lat.Uniform Load creating Mx-x,W=0.2860 k/ft Self Wt:Lat.Uniform Load creating My-y,D=0.0150 k/ft DESIGN SUMMARY I Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8624 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+W+H Top along X-X 0.9219 k Location of max.above base 7.326 ft Bottom along X-X 0.9219 k I At maximum location values are... Top along Y-Y 2.109 k Pa:Axial 0.2187 k Bottom along Y-Y 2.109 k Pn/Omega:Allowable 26.927 k Ma-x:Applied 7.778 k-ft Maximum SERVICE Load Deflections... I Mn-x/Omega:Allowable 14.737 k-ft Along Y Y 0.8426 in at 7.425ft above base for load combination:W Onl Ma-y:Applied 3.399 k-ft y Mn-y/Omega:Allowable 10.283 k-ft Along X-X 0.8286 in at 7.425ft above base for load combination:D Only I PASS Maximum Shear Stress Ratio= 0.05314 : 1 Load Combination +D+W+H Location of max.above base 0.0 ft I At maximum location values are.. Va:Applied 2.109 k Vn/Omega:Allowable 39.696 k M-y Loads M-x Loads I c c o • x oT In .. ` Y 0 0210 ,29141f 1 3.00in Loads are total entered value.Arrows do not reflect absolute direction. I I Allstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 111 Portland,OR Project Descr: 503 620 4314 www.allstructure.com Steel C o i C11n Il He=S:Projectst2016116303.00 Tigard Hampton Inn&Suites103 Calculationsifootings and columns.ec6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver.6.17.3.17 U t ..^h « \ icensee:ALLSTRUCTUREINGINEERI14,tLRfe. , Description: COL Code References Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information Steel Section Name : HSS6x6x5I8 Overall Column Height 22.0 ft I Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=22.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=22.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. I Column self weight included:930.60 lbs*Dead Load Factor AXIAL LOADS... Axial:Axial Load at 22.0 ft,D=20.980,L=13.70,S=5.620 k ' !, Transom:Axial Load at 11.0 ft,Xecc=4.0 in,D=0.9220 k Transom:Axial Load at 11.0 ft,Xecc=-4.0 in,D=0.9220 k BENDING LOADS... Horiz:Lat.Uniform Load creating Mx-x,W=0.3530 k/ft DESIGN SUMMARY Bending& Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.5892 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+0.750L+0.750S+0.750W+H Top along X-X 0.0 k Location of max.above base 10.926 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 3.883 k Pa.Axial 38.245 k Bottom along Y-Y 3.883 k Pn/Omega:Allowable 118.817 k Ma-x:Applied 16.017 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 53.253 k-ft Along Y-Y 1.175 in at 11.074 ft above base Ma- A lied 0.0 k-ft for load combination:W Only Y= PP Mn-y I Omega.Allowable 53.253 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.04750 : 1 Load Combination +D+W+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 3.883 k Vn/Omega:Allowable 81.753 k .ao,. M-x Loads 1 i , L.ad c _.._ ... *Load 2 °. 1csj --ti I • N II L , , I 6 00in Loads are total entered value.Arrows do not reflect absolute direction. 111I I 1 7 RA✓vt V C1 I 61 Lof� m6 - Aiov C jeS \-(7k.)xj00 : e Cif-AZ-WI 0 1 I 1-15 Walz c--"5.E. w..c-Ukl. "pC 1'ro& ID o O ( 1.4 ('�,5')( s )- /SO R� I p O q hzO v-v(,,... (-n 7-(o, i.3o-5--I -8/J-f evpdj". Lb - ,.), eco, r,I 1-7%---4,---) YY,rA= "1'M 1\' v S 1 {9 S 4,-(p -r J,S-/ t. /.,/?rp o , I Pc,/q h1 - y-)v\A- 4.1 5 PAN' = S'-o @ o,\I (z 'kkou� zi( e6„.(L cJa= 1 ( T ) ® Zsa- rIf PD---- Z9 pse(s') ` vis- 111 `iS 1 v��-. L's :- zc ('-'1), 7)�T(� w� : `oi,c (s,) = Zoo Go IItA'-1. ' (,0e Z-Ispa( (t'f5.5?J ,--zy'r/& IW55 yk x kb cOL,- 61 . k i'-6." (i) (re otf I � 1)= r"�xi P, ock.t., t,,ww- 14'Ip$F(6')= i ;plf 4955 SxSk'/L I I AS_ ALLSTRUCTURE -rt?14(zb BY DATE IEngineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 I v: 503.620.4314 • f: 503.620.4304 SHEET OF www.allstructure.com Allstructure Engineering Project Title: Tigard HI I 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com File=S:\Projects\2016\16303.00 Tigard Hampton Inn&Suites103 Calculations\footings and columns.ec6 Steel Column ENERCALC,INC.1983-2017,Build.6.17.3.17,Ver.6.17.3.17 'N'',,%11,-.\ Licensee t ALLSTRUCTURE CTURE ENGINEERING INC. 111 Description: BM-Gla Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information Steel Section Name: HSS4x4x3/8 Overall Column Height 5.0 ft I Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy Steel Yield 46.0 ksi X-X(width)axis: I E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=5.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=5.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. I Column self weight included:86.350 lbs*Dead Load Factor BENDING LOADS... Vert:Lat.Uniform Load creating My-y,D=0.3370,S=0.3380 k/ft Horiz:Lat.Uniform Load creating Mx-x,W=0.2410 kilt DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.1647 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+0.750L+0.750S+0.750W+H Top along X-X 1.688 k Location of maxabove base 2.483 ft Bottom along X-X 1.688 k At maximum location values are... Top along Y-Y 0.6025 k Pa:Axial 0.08635 k Bottom along Y-Y 0.6025 k Pn/Omega:Allowable 117.706 k II Ma-x:Applied 0.5648 k-ft Maximum SERVICE Load Deflections... Mn-x!Omega:Allowable 14.668 k-ft Along Y-Y 0.01147 in at 2.517 ft above base Ma- A lied 1.$45 k ft for load combination:W Only Y pP Mn-y/Omega Allowable 14.668 k-ft Along X-X 0.01608 in at 2.517 ft above base for load combination:S Only PASS Maximum Shear Stress Ratio= 0.04954 : 1 Load Combination +D+S+H Location of max.above base 0.0 ft At maximum location values are... Va.Applied 1.688 k Vn/Omega:Allowable 34.065 k M-y Loads M-x Loads , 1 o x o iiZ m Y i 1 orme , oa�u y 4.00in Loads are total entered value Arrows do not reflect absolute direction. I I I Ailstructure Engineering Project Title: Tigard HI 16154 SW Upper Boones Ferry Rd Engineer: Project ID: 16303.00 Portland,OR Project Descr: 503 620 4314 1 www.allstructure.com Steel Column File=S:\Projects12016116303.00 Tigard Hampton Inn&Suitesl03Calculationstfootings and columns ec6 ENERCALC,INC.1983-2017,Build 617 317,Ver 6-17 3.17 ,.<. . .�,.4 � 'oeh��e':ALLS RUC1"t1�tf�� t�tKftt2I�' +C. Description: Col-Gla �� Code References ICalculations per AISC 360-10, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-05 General Information 1 Steel Section Name: HSS5x5x1/2 Overall Column Height 13.50 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection(buckling)along columns: I Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Lu for X-X Axis buckling:9.5 ft,K=2.1 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=13.50 ft,K=2.1 1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:383.805 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 13.50 ft,Xecc=3.50 in,D=0.8430,S=0.8450 k I BENDING LOADS. .. Horiz:Lat.Uniform Load creating Mx-x,W=0.1310 k/fl DESIGN SUMMARY I Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4233 :1 Maximum SERVICE Load Reactions.. Load Combination +D+W+H Top along X-X 0.01821 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k I At maximum location values are... Top along Y-Y 0.6632 k Pa:Axial 1.227 k Bottom along Y-Y 1.769 k Pn/Omega:Allowable 33.899 k Ma-x:Applied 11.937 k-ft Maximum SERVICE Load Deflections... 1 Mn-x/Omega:Allowable 30.070 k-ft Along Y-Y 1. for load combination:W241 le 3 at 13.50 ft above base Mn-y/Omega:Allowable 30.070 k-ft Along X-X 0.05112 in at 13.50 ft above base for load combination:S Only I PASS Maximum Shear Stress Ratio= 0.03192 : 1 Load Combination +D+W+H Location of max.above base 0.0 ft 1 At maximum location values are... Va:Applied 1.769 k Vn/Omega:Allowable 55.409 k +wee, M-x Loads --. • X-X Brace c o Load 1 0 --. II i ' - al . . V 0134. , S.00in Loads are total entered value.Arrows do not reflect absolute direction. 1 1 i _ ( 1 I I 1 1 1 LATERAL DESIGN CRITERIA 1 I I 1 1 I i 1 r r It 1 1 1 i I I I k : I i By I As, ALLSTRUCTURE Tigard Hampton Inn KH DATE / IL Engineering LLC i CHK BY DATE 7140 SW Fir Loop, Suite 231 = 16305.00 v: 503.620.4314 • 1: 503.620.4304 JOB NO SHEET OF 12/2/2016 Design Maps Summary Report IDesign Maps Summary Report User-Specified Input IReport Title Tigard Hampton Inn & Suites Fri December 2,2016 16:21:55 UTC in Building Code Reference Document ASCE 7-10 Standard I (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43474°N, 122.74829°W I Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III / .f. , ,. :,.'T-A;W--:;':-.-.:,:r,-,4-IttkV! ,-41-.* 1 - 1.: ,jiill sboro ,.t- -- ,k ,w---' 41:fttt:' ;',:--,4. - ..''i.:Aikh-:-. ,, , -,-- ' - - ",-,',', mg".1,,,L., . . -,. ,---.=, r *---,,,, --..-iu,,, ,„ -'4,- .,:- - '----- ------ -::-...i .:.„: .--:: :.etvfl, ,--,- .„,,AN ,f.,, ,..:.:****,t,.';,.-,-',:t;--k;itn'-t.t7t1C:- 111 '‘.\ . ;S ''kx-'2 ,;:.:;•,;:,.; is -0 ' ';•,-7"*t-t*4 ' , - ,..,,,----- - ,,,„--„-14,,Cft4'-,4'„4k!.- ;".44, - --- i V ' ''.tiiii'.. gril ,YA,;`::11WZkAV- 111 I !'‘'' '''':, ' r - -14-1.-:, -;-''.e .'"Ik!, ,,,;'40r441;: r't leN:,%iN ' ' 1, 1,i. :'' -.;'/.*.,4,Z41Z:lr:V.-1;it7,.% -4' 14:-If:Z?k,,t, V '', !-iiktitiZI:i1Zik. i.lt '. tt,iiirt:! Il!i ''''-'' ':,-,k = 1711411PrliiO3i7 irj4f4klt'Aii!IA 'X!1-'6t :'?'-,Atii,ItWP' III '2'4.--2'- '"..:' , - N' ',-,i,: ::V-ii-'-:_:-:--'..i,-.-,- -''"---,,-----'i<!?0, '‘iiitiAL•,:gZket4,-,,-:-:44/14-14741,-;-.-- is -,,. ,' .---,- , -4.,,- - :.:_,g„Lg.g _.-==,_:„ggtgrg,,,,,,-_it*Ng.„,,,,_____ _.,,-, , - - - - , - • • • , --,.."'-'1/4%tW--:--,:f ;'`AC- t-*,;''-ft-,T ,4f-,' .0-11C.Pz''','=,tk -'-f:f;- --'''r" -,-,:1"--- "'-1-':Y 7-','7,,'-''-- ,',' '!"•53,Z":-<--,-,:.- IUSGS-Provided Output Ss = 0.981 g SMS = 1.087 g sos = 0.725 g IS, = 0.424 g S,,,,, = 0.668 g S01 = 0.445 g IFor information on how the SS and Si values above have been calculated from probabilistic (risk-targeted)licrgeeptded)aatniodn and deterministic ground motions in the direction of maximum horizontal response, please return to h select the"2009 NEHRP" building code reference document. I MCER Response Spectrum Design Response Spectrum 0.22 0 1.10 .20 0.12 0.93 1 0.00 0.04 0.71 0.50 in 0.40 0.55 0.40 r a , 0.44 0.22 . 0.33 0.24 0 0.22 .10 1 0.11 0.02 0.00 0,00 0.00 0.20 0.40 0.00 0.00 1.00 1.20 1.40 1.00 1.20 2.00 0.00 0.20 0.40 0.00 0.20 1.00 1.20 1.40 1.00 1.00 2.00 Period. T(sec) Period, T(sec) For PGA,, TL, C„, and C„ values, please view the detailed report. 111 Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein,This tool is not a substitute for technical subject-matter knowledge. ihttp://ehp2-earthquake.wr.usgs.govklesignmaps/us/summary.php?tem plate=minimal&latitude=45.43474&longitude=-122.748286&siteclass=3&riskcategory=0&.. 1/1 I Seismic Design 3,11'Number: 16303,00 ASCE 7-10 Cha t ters 11 & 12 Soil Site Class= D Risk Category= II Response Spectral Acc. (0.2 sec)Ss= 0.981 https://earthquake.usas.gov/desianmaps/us/application.php Response Spectral Acc.( 1.0 sec)S, = 0.424 Site Coefficient Fa= 1.1076 Table 11.4-1 - Interpolate Site Coefficient F„= 1.576 Table 11.4-2-Interpolate SMS= FaSs = 1.087 Equation 11.4-1 SM, = F„S, = 0.668 Equation 11.4-2 0.724 Equation 11.4-3 SoS=2/3*SMS= SDI =2/3*SM, = 0.445 Equation 11.4-4 Seismic Design Category for 0.1 sec= D Table 11.6-1 Seismic Design Category for 1.0 sec= D Table 11.6-2 Seismic Design Category= D (Controls) R= 6.5 Table 12.2.1 0= 2.5 Table 12.2.1 le= 1.0 Table 1.5-1 Ct= 0.02 Table 12.8-2 1 h„= 43.50 ft Structural Height as Defined in Section 11.2 x= 0.75 Table 12.8-2 C„ = 1.4 Table 12.8-1 -Interpolate Ta= 0.339 Equation 12.8-7 Ta= 0.474 Section 12.8.2 Ta= 0.339 (Controls) Cs=Sos/(R/le)= 0.111 Equation 12.8-2 V= 0.111*W Equation 12.8-1 i 1 I 1 AALLSTRUCTURE Tigard Hampton Inn By KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF Seismic Design: Seismic Weight Calculations Job Number: 16303.00 Rooftop Structure Flat Roof Snow Load(Pt): 25.0 psf Roof Dead Load: 19.0 psf Roof Diaphragm Area:2193 sq ft Average Height of Roof Diaphragm:61.8 ft —+ 41.7 kips Wall Weights Below: Wall Height: 21.83 ft Roof Diaphragm:Area:2193.0 sq ft Exterior Wall Perimeter:204.7 ft Exterior Wall Weight: 13.0 psf —+ 29.1 kips wR= 70.7 kips Roof Diaphragm: Flat Roof Snow Load(Pf):25.0 psf Roof Dead Load: 19.0 psf Roof Diaphragm Area:24316 sq ft Average Height of Roof Diaphragm:42.7 ft -+ 462.0 kips Wall Weights Above and Below: ' Rooftop Structure Above: —+ 29.1 kips Wall Height Below:8.33 ft Parapet Height 5.33 ft 4th Floor Diaphragm Area:22527.0 sq ft Exterior Wall Perimeter:1006.7 ft ' 4th Floor Interior Partition DL:6.0 psf Exterior Wall Weight: 13.0 psf --+ 191.9 kips wR=683.0 kips 1 1 AS A L L S T R U C T U R E Tigard Hampton Inn By KH DATE .Aa. Engineering LLC CHK 8Y DATE 7140 SW Fir Loop, Suite 231 jog No 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF 4th Floor Diaphragm: � Floor Dead Load: 23.0 psf 4th Floor Interior Partition DL:6.0 psf Floor Diaphragm Area:22527.0 sq ft Height of Diaphragm:31.83 ft —>585.7 kips Exterior Wall Weights Above: —> 54.5 kips I Wall Weights Below: Wall Height: 10.00 ft 3rd Floor Diaphragm Area:23140.0 sq ft Exterior Wall Perimeter:990.3 ft 3rd Floor Interior Partition DL:6.0 psf Exterior Wall Weight: 13.0 psf —> 133.8 kips w�= 774.0 kips 1 3rd Floor Diaphragm: Floor Dead Load:23.0 psf 3rd Floor Interior Partition DL:6.0 psf Floor Diaphragm Area:23140.0 sq ft Height of Diaphragm:21.83 ft —+ 601.6 kips Exterior Wall Weights Above: —> 64.4 kips Wall Weights Below: Wall Height: 10.00 ft 2nd Floor Diaphragm Area:22252.0 sq ft Exterior Wall Perimeter:1012.7 ft 2nd Floor Interior Partition DL:6.0 psf 111 Exterior Wall Weight: 13.0 psf —> 132.6 kips w3= 798.6 kips1 1 1 1 1 ALLSTRUCTURE Tigard Hampton Inn By KH DATE lit Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF I 2nd Floor g DiaP hra m: Floor Dead Load:23.0 psf I 2nd Floor Interior Partition DL:6.0 psf Floor Diaphragm Area:22252.0 sq ft Height of Diaphragm: 11.83 ft —. 578.6 kips IExterior Wall Weights Above: —* 65.8 kips Wall Weights Below: IWall Height: 11.83 ft 1st Floor Diaphragm Area:23508.0 sq ft Exterior Wall Perimeter: 1085.3 ft I 1 st Floor Interior Partition DL:6.0 psf Exterior Wail Weight:40.0 psf 327.4 kips Iw2= 971.7 kips Total Building Weight IANT=3298.0 kips I I I I 1 I I I I I 1 AS A L L S T R U C T U R E Tigard Hampton Inn By KH DATE 1 IL Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF I Seismic Design - Vertical Distribution of Forces Job Number: 16303.00 ASCE 7-10 Chapters 11 & 12 F,= CVXV Equation 12.8-11 w1hi_ See Table C9> Below Equation 12.8-12 E w1ht V= 0.111*W (See Previous) I w, h, w,h lw,h, Cvx V FX=CvXV Frooftop 71 kips 61.75 ft 4367 kip-ft 87083 kip-ft 0.050 368 kips 18 kips Froof 683 kips 42.67 ft 29142 kip-ft 87083 kip-ft 0.335 368 kips 123 kips F4th 774 kips 31.83 ft 24640 kip-ft 82716 kip-ft 0.298 368 kips 109 kips F3rd 799 kips 21.83 ft 17436 kip-ft 82716 kip-ft 0.211 368 kips 77 kips I F2rd 972 kips 11.83 ft 11499 kip-ft 82716 kip-ft 0.139 368 kips 51 kips Seismic Line Loads(PSF) Rooftop Structure Diaphragm Total Area = 2193 sq ft Seismic Rooftop Load= 8.40 psf 1 Roof Diaphragm Total Area= 24316 sq ft Seismic Roof Load = 5.06 psf 4th Floor Diaphragm Total Area= 22527 sq ft Seismic 4th Floor Load= 4.86 psf 3rd Floor Diaphragm Total Area= 23140 sq ft Seismic 3rd Floor Load = 3.35 psf I 2nd Floor Diaphragm Total Area= 22252 sq ft Seismic 2nd Floor Load = 2.30 psf I I I I I I I I ill. ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC �. �� CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO I v: 503.620.4314 • f: 503.620.4304 SHEET OF IDecember 5, 2013 11 :1-t tit%: r1 &Aiding Codes Division Combined IBolter Both:lingo for oreaori Oregon Wind Speed Map ip 2_3. to F, CN CS/ ts4-. I 1 I i _ - : 1 7 i 1 I I I 1 I s 1...... ' I I 1 I I 1 I I 46.—- ....e. aii. ...... 1 I ___1_ -—46' tr; .. ! /ANL muurriommi Hoop L .._ ... _....._...i...r.p, 7:///), •:::.:...........................:....:-...:..::.:i 1 I -if -„.. r.,. .....,..A. I RIVER ........ IWALLtA -——— At'.. P.--.-_. ...............„..:,:•:1::= ...,:y.:::,:,............/..y....,..........:4.—:. / _:.:.:.:::::,. ..... _ _ 4.5-30* XV. '...1..t?..441. ................. —"' ''' • ——1- ' I MOIROW 1 UNION1 1 I / /4.......::y-y,:- ..::::::::::::::::::::::::::::::::::::::::::: P , -.4 14:::'VA-Aiff:iirVO. 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Areas in Hood River and Multnomah Counties with full exposure to Columbia River Gorge winds shall be designed to the highest wind speed for that Risk Catagory. IRISK CATAGORY I RISK CATAGORY II RISK CATAGORY III & IV 125 mph r 135 mph 145 mph 1 ............ ......y...;.....v.... 115 mph 120....•.........,.......... mph ............ ,,::::.:.::::-:•:-:•:,:. 130 mph I 100 mph 110 mph 115 mph For SI: 1 mile per hour = 0.44 m/s ULTIMATE DESIGN WIND SPEED, Vult BASED ON RISK CATAGORY I This map is a compilation of all 3 wind speed maps based on Risk Catagory in the 2014 OSSC. Refer to the actual maps in the code for exact code language. 1 Page 5 I Main Wind Force Resisting System Job Number: 16303.00 IBC 2015 Section 1609&ASCE7-10 Chapter 26& 28(Envelope Procedure) V= 120 mph http://windspeed.atcouncil.orq/ Exposure= B IBC 2015, Section 1609.4.3 Roof Pitch= 0:12 Roof Angle, 8= 1.2° Average Roof Height, h= 44.26 ft I Least Horizontal Dimension, b= 176.00 ft Larger Horizontal Dimension, d = 312.25 ft Adjustment Factor, A= 1.11556 ASCE7-10, Figure 28.6-1 (Interpolate) I a= 17.6 ASCE7-10, Figure 28.6-1,footnote 9 Kzt= 1.0 ASCE7-10, Section 26.8.2 Kd = 0.85 ASCE7-10,Table 26.6-1 • Horizontal Pressures(ASCE7-10 Table 28.6-1 &ASCE710, Equation 28.6-1�Ultimate): 1 � Zone A: 25.4 psf Zone B: 8.0 psf I Zone C: 16.8 psf Zone D: 8.0 psf Wind on Wall,ww= 18.6 psf I Wind on Roof,WR= 8.0 psf Vertical Pressures(ASCE7-10,Table 28.6-1 &ASCE7-10, Equation 28.6-1 Ultimate) 111 Zone E: -30.6 psf Zone F: -17.4 psf • Zone G: -21.3 psf Zone H: -13.5 psf Zone EoH: -42.8 psf Zone GoH: -33.6 psf I Wind Uplift,WR_UP,;ft= -23.2 psf Wind Uplift,WR-Eave Uplift= -35.4 psf I WR 1111 Ww IlMN Alighth. MEi Way MIES MINI ilin 11 II= INNMlle 1 MIN ME ME al EMIR MINI NM 1111111 MIN MIMI MIN1 ,�S ALLSTRUCTURE Tigard Hampton Inn B,. KH DATE , Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF I I Wind Projected Areas E-W Direction N-S Direction Rooftop-Trib Height= 10.9 ft Rooftop-Trib Height= 10.9 ft I Roof-Wall Trib Height= 9.2 ft Roof Wall Trib Height= 9.9 ft 4th Floor Wall Trib Height= 9.8 ft 4th Floor-Wall Trib Height= 9.8 ft 3rd Floor-Wall Trib Height= 10.0 ft 3rd Floor-Wall Trib Height= 10.0 ft 2nd Floor-Wall Trib Hei•ht= 10.9 ft 2nd Floor-Wall Trib Hei•ht= 10.9 ft IWind Line Loads-(Ultimate) I E-W Direction No S Direction Rooftop 202.6 plf Rooftop 202.6 plf Roof 170.8 plf Roof 184.7 plf 4th Floor 182.5 plf 4th Floor 182.5 plf I 3rd Floor 185.6 plf 202.6 plf 3rd Floor 185.6 plf 2nd Floor 2nd Floor 202.6 plf I I I I I I I I I I ' 1 S ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 I Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF I 1 1 1 LATERAL DESIGN E—W DIRECTION 111 s ALLSTRUCTURE Tigard Hampton Inn BY KH DATE 1 Il, Engineering L C CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 11 Tigard, Oregon 97223 �.,,,,, JOB ND.�. v: 503.620.4314 • f: 503.620.4304 SHEET OF 1111111 = MN I I M MI I = I 1111111 N I = N O96 SQ . FT . 836 SQ . FT . . J 261 SQ . 1-T . - E — W DirecTion — RooftoD I ILateral Comparison E-W Job Number: 16303.00 I E-W Direction- Rooftop-Seismic E-W Direction Rooftop Wind Line Effective Area Line Load 0.7E Line Trib Width Line Load 0.6W L 1096 sq ft 9211 # 6.4 kips i.. 25.6 ft 5184# 3.1 kips H.3 836 sq ft 7026# 4.9 kips i1,3 25.6 ft 5188# 3.1 kips 261 sq ft 2193# 1.5 kips S 9.3 ft 1874# 1.1 kips E-W Direction-Roof-Seismic E-W Direction Roof-Wind I Line Effective Area Line Load 0.7E Line Trib Width Line Load 0.6W N 4038 sq ft 20425# 14.3 kips 18.8 ft 3202# 1.9 kips L 4288 sq ft 21689# 15.2 kips L 15.5 ft 2647# 1.6 kips K 4853 sq ft 24547# 17.2 kips K 17.0 ft 2903# 1.7 kips I H,3 4835 sq ft 900 sq ft 24456# 17.1 kips 22.4 ft 3828# 2519# 2.3 kips 4552# 3.2 kips 14.8 ft 1.5 kips F 953 sq ft 4820# 3.4 kips F 14.8 ft 2519# 1.5 kips E 953 sq ft 4820# 3.4 kips E 14.8 ft 2519# 1.5 kips I D 762 sq ft 3854# 2.7 kips D 11.8 ft 2007# 1.2 kips C 849 sq ft 4294# 3.0 kips 15.8 ft 2690# 1.6 kips B 1226 sq ft 6201 # 4.3 kips B 22.9 ft 3907# 2.3 kips IA 661 sq ft 3343# 2.3 kips A 12.3 ft 2106# 1.3 kips E-W Direction -4th Floor-Seismic E-W Direction 4th Floor-Wind Line Effective Area Line Load 0.7E Line Trib Width Line Load 0.6W 3425 sq ft 16646# 11.7 kips 17.4 ft 3179# 1.9 kips L 4278 sq ft 20791 # 14.6 kips L 15.5 ft 2829# 1.7 kips K 4783 sq ft 23246# 16.3 kips K 17.0 ft 3103# 1.9 kips H.3 4277 sq ft 20787# 14.6 kips H.3 22.4 ft 4092# 2.5 kips I C 822 sq ft 3995# 2.8 kips f 14.8 ft 2692# 1.6 kips F 907 sq ft 4408# 3.1 kips F 14.8 ft 2692# 1.6 kips E 928 sq ft 4510# 3.2 kips E 14.8 ft 2692# 1.6 kips D 676 sq ft 3285# 2.3 kips D 11.8 ft 2145# 1.3 kips C 763 sq ft 3708# 2.6 kips t 15.8 ft 2875# 1.7 kips B 1106 sq ft 5375# 3.8 kips B 22.9 ft 4175# 2.5 kips A 562 sq ft 2731 # 1.9 kips A 11.6 ft 2122# 1.3 kips I I I I I I ALLSTRUCTURE Tigard Hampton Inn BY KH DATE I M Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 I Tigard, Oregon 97223 JOB NO v: 503.620.4314 • 1: 503.620.4304 SHEET OF I Lateral Comparison E-W .lob Number: 16303.00 1 E-W Direction-3rd Floor-Seismic E-W Direction 3rd Floor-Wind Line Effective Area Line Load 0.7E Line Trib Width Line Load 0.6W N 3479 sq ft 11648# 8.2 kips N 17.4 ft 3233# 1.9 kips L 4567 sq ft 15291 # 10.7 kips L 15.5 ft 2877# 1.7 kips K 4855 sq ft 16255# 11.4 kips K 17.0 ft 3156# 1.9 kips H,3 4395 sq ft 14715# 10.3 kips 11.3 22.4 ft 4161 # 2.5 kips G 885 sq ft 2963# 2.1 kips G 14.8 ft 2738# 1.6 kips F 923 sq ft 3090# 2.2 kips F 14.8 ft 2738# 1.6 kips I E 928 sq ft 3107# 2.2 kips E 14.8 ft 2738# 1.6 kips D 676 sq ft 2263# 1.6 kips D 11.8 ft 2181 # 1.3 kips C 763 sq ft 2555# 1.8 kips C 15.8 ft 2924# 1.8 kips B 1106 sq ft 3703# 2.6 kips B 22.9 ft 4246# 2.5 kips A 562 sq ft 1882# 1.3 kips A 11.6 ft 2158# 1.3 kips E-W Direction-2nd Floor-Seismic E-W Direction 2nd Floor-Wind Line Effective Area Line Load 0.7E Line Trib Width Line Load 0.6W N 3750 sq ft 12555# 8.8 kips N 18.1 ft 3673# 2.2 kips L 4309 sq ft 14427# 10.1 kips L 15.5 ft 3141 # 1.9 kips K 4209 sq ft 14092# 9.9 kips K 17.0 ft 3445# 2.1 kips 11,3 4041 sq ft 13529# 9.5 kips H.3 22.4 ft 4543# 2.7 kips 675 sq ft 2260# 1.6 kips G 14.8 ft 2989# 1.8 kips F 795 sq ft 2662# 1.9 kips F 14.8 ft 2989# 1.8 kips E 964 sq ft 3228# 2.3 kips E 14.8 ft 2989# 1.8 kips I 0 748 sq ft 2504# 1.8 kips D 11.8 ft 2381 # 1.4 kips C 868 sq ft 2906# 2.0 kips C 15.8 ft 3192# 1.9 kips B 1217 sq ft 4075# 2.9 kips B 22.9 ft 4636# 2.8 kips A 656 sq ft 2196# 1.5 kips A 12.3 ft 2499# 1.5 kips I I I I 1 I I I S ALLSTRUCTURE Tigard Hampton Inn BY KH DATE _ � _ Engineering LLC __ �m.e.e. n.. .. �_ e�._... � � m� �. CHK BY � DA1E 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF I I A " _A4 't.q. 5/GI/I I1Pc-A rJ cRu Ai-r0,4, .1,— ,I, st, -J,-----PC)(0,b . ,te.,rvx t c-: F.Q?Ok � Qet> 5QirS4C � 6 o / (S.G).tdt o4Tl.k 't CrjC(4(1..1r? tfw_ 4 ) r'��r } ..----,,t, fid,, f�`teSlyJ 1>itkp RREtM (S=n 'q�F'lk I � v V 41 � ti 5 - (� r �� _ 17crk©I Lo qvCp1/44,11eco S,tJ. �( ® v. c c c c 2 nll,„,_t__,= /Us,bTz (f(b60-4 V6012Stlax ,e) I -F., -5 15-4 EesO L A/ �'� � dv ' J /_e I If 1 C DZ — Z � / �� - : �� 1111 a. "145 Ifs v iL Q 1: Ib2 CFC- ✓ I I I I I A ALLSTRUCTURE Tigard Hampton Inn , e ._m BY KH DATE Engineering LLC BY DATE _ 7140 SW Fir Loop, Suite 231 CHKJOB No 16305.00 I Tigard, Oregon 97223 - - � . -_� v: 503.620.4314 • f: 503.620.4304 SHEET OF i E-W Shear Wall Design at GL N Job Number: 16303.00 2015 NDS E-W Shearwall Design at GL N Total Length of Shearwall= 120.7 ft Length of Shortest Wall= 5.3 ft Roof Level E-W Shearwall Design at GL N EQ Resisting Line Reaction-Roof at GL N= 14.3 kips (Service Load-0.7E) W Resisting Line Reaction-Roof at GL N= 1.9 kips (Service Load-0.6W) Roof Dead Load Tributary= 10.9 ft Roof Dead Load= 19.0 psf Wall Dead Load= 13.0 psf Roof Level Shear Wall Height,h5= 8.33 ft Aspect Ratio= 1.59 OK Total EQ Shear at Roof Level,v_EQ= 118.5 plf Total Wind Shear at Roof Level,v_W= 15.9 Of Single or Double Sided Sheathing?Single Sided EQ Shear Wall Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment,MoT.EQ=5184 ft-# I Overturning Moment,Mor-W=697 ft-# Righting Moment,MR=4341 ft-# MTnet=491# crT 0.614RNo HD Redd 1 ' 4th Floor E W Shearwall Design at GL N EQ Resisting Line Reaction-4th Fir at GL N= 25.9 kips (Service Load-0.7E) W Resisting Line Reaction-4th Fir at GL N= 3.8 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load= 29.0 psf Wall Dead Load= 13.0 psf 4th Floor Level Shear Wall Height,hs= 9.00 ft Aspect Ratio= 1.71 OK Total EQ Shear at 4th Floor Level,v_E0= 215.0 plf Total Wind Shear at 4th Floor Level,v_W= 31.7 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Tvoe A Shearwa EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment,MoT-Eo= 15345 ft-# Overturning Moment,Mor-W= 2196 ft-# Righting Moment,MR=6752 ft-# MOT—0.6MR (21 Simoson CS16 x 46" Tnet=2151# Tnet = Tvoe HDZ 1 1 I AS ALLSTRUCTURE Tigard Hampton Inn BY KH DATE 1 �L Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF I 3rd Floor E W Shearwall Design at GL N I EQ Resisting Line Reaction-3rd Fir at GL N= 34.1 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Fir at GL N= 5,8 kips (Service Load-0.6W) Floor Dead Load Tributary=2.0 ft Floor Dead Load= 29.0 psf Wall Dead Load= 13.0 psf 3rd Floor Level Shear Wall Height,hs=9.00 ft Aspect Ratio= 1.71 OK I Total EQ Shear at 3rd Floor Level,v_EQ=282.6 plf Total Wind Shear at 3rd Floor Level,v_w=47.8 plf Single or Double Sided Sheathing?Single Sided EQ Shear Wall Callout= B Jvpe B She rwall I EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment,MQT.EQ=28698 ft-# IOverturning Moment,MOT.w=4455 ft-# Righting Moment,MR=9164 ft-# MST—0.6M1? Tnet=4419# Tnet = 1 MSTC66 I2nd Floor E W Shearwall Design at GL N Type IJ-D3 EQ Resisting Line Reaction-2nd Fir at GL N= 42,9 kips (Service Load-0.7E) I W Resisting Line Reaction-2nd FIr at GL N= 8.0 kips (Service Load-0.6W) Floor Dead Load Tributary=2.0 ft Floor Dead Load=29.0 psf Wall Dead Load= 40.0 psf 2nd Floor Level Shear Wall Height,hs= 10,83 ft I Aspect Ratio= 2.06 Aspect Ratio Factor=0.99 Total EQ Shear at 2nd Floor Level,v.EQ= 358.3 plf Total Wind Shear at 2nd Floor Level,v_w=66.6 plf I Single or Double Sided Sheathing?Single Sided EQ Shear Wall Callout= B Tvoe B Shearwal( EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A I Wind Shear Wall Capacity= 365 plf Overturning Moment,M01_50=49076 ft-# Overturning Moment,Mor-w= 8242 ft-# Righting Moment,MR= 15935 ft-# I MOT—O.bMR Tnet=7527# Tnet = Simpson HDQ8-SDS3 Type HD7 I I 1 ' 111.SV ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 � 16305.00 Tigard, Oregon 97223 JOB NOv: 503.620.4314 . f: 503.620.4304 SHEET OF I E-W Shear Wall Design at GL L-MECH'L Job Number: 16303.00 I 2015 NDS E-W Shearwall Design at GL L MECH L 111 Total Length of Shearwall= 44.5 ft Length of Shortest Wall = 44.5 ft I Rooftop Structure Level E-W Shearwall Design at GL L MECH L tesisting Line Reaction-Roof at GL L-MECH'L= 6.4 kips (Service Load-0.7E) I resisting Line Reaction-Roof at GL L-MECH'L= 3.1 kips (Service Load-0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load= 19.0 psf Wall Dead Load = 13.0 psf I Roof Level Shear Wall Height,hs= 21.83 ft Aspect Ratio= 0.49 OK Total EQ Shear at Roof Level,v_EQ= 144.9 plf Total Wind Shear at Roof Level,v_w= 69.9 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout A Tvoe A Shearwal( EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MoT_EQ= 140752 ft-# I Overturning Moment,Mor-w= 67904 ft-# Righting Moment, MR= 318612 ft-# Tnet= -1133# MOT—0.6MR Tnet = 1 N9 HD ReQ'd i I I I I I I I i ALLSTRUCTURE Tigard Hampton Inn By KH DATE I j� Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231JOB No 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF I I E-W Shear Wall Design at GL L Job Number: 16303.00 2015 NDS I E-W Shearwall Design at GL L Total Length of Shearwall= 99.4 ft Length of Shortest Wall = 4.3 ft I Roof Level E-W Shearwall Design at GL L I EQ Resisting Line Reaction-Roof at GL L= 15.2 kips (Service Load 0.7E) W Resisting Line Reaction Roof at GL L= 1.6 kips (Service Load -0.6W) Roof Dead Load Tributary= 14.0 ft Roof Dead Load= 19.0 psf I Wall Dead Load = 9.0 psf Roof Level Shear Wall Height, h5= 8.33 ft Aspect Ratio= 1.96 OK I Total EQ Shear at Roof Level,v_EQ= 152.7 plf Total Wind Shear at Roof Level, v_w= 16.0 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Tvoe A Shearwall I EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, Mor_EQ = 5409 ft# Overturning Moment,— = 566 ft-# Righting Moment, MR= 3080 ft-# I Tnet= 838# Mor—"MR Tnet = 1 Simpso(LGSl6LX_46: Tvoe HD1 4th Floor E-W Shearwall Design at GL L I EQ Resisting Line Reaction-4th FIr at GL L= 29.7 kips (Service Load 0.7E) W Resisting Line Reaction 4th Fir at GL L= 3.3 kips (Service Load-0.6W) Floor Dead Load Tributary= 5.1 ft I Floor Dead Load = 29.0 psf Wall Dead Load= 9.0 psf 4th Floor Level Shear Wall Height, h5= 9.00 ft Aspect Ratio= 2.12 Aspect Ratio Factor=0.99 ITotal EQ Shear at 4th Floor Level, v_EQ= 303.6 plf Total Wind Shear at 4th Floor Level,v_w= 33.5 plf Single or Double Sided Sheathing? Single Sided I EQ Shear Wall Callout= B Type B Shparwal( EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, Mor.EQ= 17020 ft-# Overturning Moment, Mor_w= 1849 ft-# Righting Moment, MR= 5153 ft-# I Tnet= 3277# Tner = MOT—"MR I 0_,Simpson CS16 x 46" Type Ka 1 ' A$ ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC ®� CHK BY DATE 7140 SW Fir Loop, Suite 231 �® 16305.00 I Tigard, Oregon 97223Boa No v: 503.620.4314 • 1: 503.620.4304 SHEET OF 3rd Floor E-W Shearwall Design at GL L , EQ Resisting Line Reaction-3rd Fir at GL L= 40.4 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Fir at GL L= 5.0 kips (Service Load-0.6W) Floor Dead Load Tributary= 5.1 ft Floor Dead Load= 29.0 psf Wall Dead Load= 9.0 psf 3rd Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 2.12 Aspect Ratio Factor=0.99 1 Total EQ Shear at 3rd Floor Level,v_EQ= 412.8 pif Total Wind Shear at 3rd Floor Level,v_W= 51.2 pif Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= C Type C Sh-prwall EQ Shear Wall Capacity= 490 pif Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EC)= 32812 ft-# Overturning Moment,MOT_W= 3806 ft-# Righting Moment, MR= 7227 ft-# MOT—0.6MR Tnet= 6700# Tnet = t Simpson CMST12 x 95" Tyne HD6 2nd Floor E-W Shearwall Design at GL L EQ Resisting Line Reaction-2nd Fir at GL L= 50.5 kips (Service Load-0.7E) W Resisting Line Reaction-2nd Fir at GL L= 6.9 kips (Service Load -0.6W) Floor Dead Load Tributary= 5.1 ft Floor Dead Load= 29.0 psf • Wail Dead Load = 9.0 psf 2nd Floor Level Shear Wall Height,hs= 10.83 ft Aspect Ratio= 2.55 Aspect Ratio Factor=0.93 Total EQ Shear at 2nd Floor Level,v_EQ'= 545.8 plf Total Wind Shear at 2nd Floor Level,v_W= 74.5 pif Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= D Type D Shearwall EQ Shear Wall Capacity= 640 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 pif Overturning Moment, MoT_EQ= 57942 ft-# Overturning Moment, MOT_W= 7235 ft-# Righting Moment, MR= 9450 ft-# MOT—0.6MR Tnet= 12299# Tnet = l Simpson HD12 Type HD9 1 1 1 �S ALLSTRUCTURE Tigard Hampton Inn By KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231JaB ND 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 _� SHEET OF I I E-W Shear Wall Design at GL KJob Number: 16303.90 2015 NDS IE-W Shearwall Design at GL K Total Length of Shearwall = 144.8 ft Length of Shortest Wall = 6.5 ft I Roof Level E-W Shearwall Design at GL K I EQ Resisting Line Reaction-Roof at GL K= 17.2 kips (Service Load-0.7E) W Resisting Line Reaction Roof at GL K= 1.7 kips (Service Load-0.6W) Roof Dead Load Tributary= 14.0 ft Roof Dead Load = 19,0 psf Wall Dead Load= 9.0 psf Roof Level Shear Wall Height, hs= 8.33 ft Aspect Ratio= 1.28 OK I Total EQ Shear at Roof Level,v_EQ= 118.7 plf Total Wind Shear at Roof Level, v_w= 12.0 plf Single or Double Sided Sheathing? Single Sided I EQ Shear Wall Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, Mor-EQ= 6430 ft# Overturning Moment, MoT_w= 652 ft-# Righting Moment, MR= 7204 ft-# Tnet= 324# MOT—0.6MR HDRe Tnet = 1 hi9 q'4 4th Floor E-W Shearwall Design at GL K . .. ,,: MAMA,,MMS. . . O -: .. I EQ Resisting Line Reaction-4th Fir at GL K= 33.5 kips (Service Load 0.7E) W Resisting Line Reaction 4th Fir at GL K= 3.6 kips (Service Load-0.6W) Floor Dead Load Tributary= 5.1 ft I Floor Dead Load= 29.0 psf Wall Dead Load= 9.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 1.38 OK I Total EQ Shear at 4th Floor Level,v_EQ = 231.1 plf Total Wind Shear at 4th Floor Level,v_w= 24.9 plf Single or Double Sided Sheathing? Single Sided I EQ Shear Wall Callout= A Type A Shearwal( EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, MOT-EQ= 19951 ft-# Overturning Moment, MoT_w= 2108 ft-# Righting Moment, MR= 12054 ft-# I Tnet= 1957# —0.6MR 1 Tnet = f2)Simpson CS16 x 46" Type HOZ 1 � A5L ALLSTRUCTURE Tigard Hampton Inn ® � _ e _ BY KH DATE Engineering LLC CHK BY DATE I7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 roe NO v: 503.620.4314 • f: 503.620.4304 SHEET OF 3rd Floor E-W Shearwall Design at GL K EQ Resisting Line Reaction-3rd Fir at GL K= 44,8 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Fir at GL K= 5,5 kips (Service Load-0.6W) Floor Dead Load Tributary= 51 ft Floor Dead Load = 29.0 psf Wall Dead Load = 9.0 psf 3rd Floor Level Shear Wall Height, its= 9.00 ft Aspect Ratio= 1.38 OK Total EQ Shear at 3rd Floor Level,v_EQ= 309.7 plf Total Wind Shear at 3rd Floor Level,v_w= 38.0 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Tvoe B Shearwall EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MoT_EQ= 38070 ft-# Overturning Moment, Mor-W= 4330 ft-# Righting Moment, MR= 16905 ft-# MOT— 0.6MR ' Tnet= 4296# Tnet = MSTC66 Type HD3 2nd Floor E-W Shearwall Design at GL K a , EQ Resisting Line Reaction-2nd FIr at GL K= 54,7 kips (Service Load-0.7E) W Resisting Line Reaction-2nd FIr at GL K= 7.6 kips (Service Load-0.6W) Floor Dead Load Tributary= 5.1 ft Floor Dead Load= 29.0 psf Wall Dead Load = 9.0 psf 2nd Floor Level Shear Wall Height,hs= 10.83 ft 111Aspect Ratio= 1.67 OK Total EQ Shear at 2nd Floor Level,v_EQ= 377.9 plf Total Wind Shear at 2nd Floor Level,v_w= 52.3 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Type B Shearwall EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 64679 ft-# Overturning Moment, MQT_W= 8010 ft-# Righting Moment, MR= 22105 ft-# MOT— 0.6MR Sjmpson HD9B Tnet= 7910# Tnet = Type H!8 i I 1 AS ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231JDB NO 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF I I E-W Shear Wall Design at GL H.3-MECH'L JobNumber: 16303.00 2015 NDS IE-W Shearwall Design at GL H.3-MECH'L Total Length of Shearwall= 23.0 ft Length of Shortest Wall = 23,0 ft I Roofop Structure Level E-W Shearwall Design at GLH 3-MECH L I listing Line Reaction-Roof at GL H.3-MECH'L= 4.9 kips (Service Load 0.7E) Fisting Line Reaction Roof at GL H.3 MECH'L= 3.1 kips (Service Load -0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load= 19.0 psf 1 Wall Dead Load= 13.0 psf Roof Level Shear Wall Height,hs= 21.83 ft Aspect Ratio= 0.95 OK I Total EQ Shear at Roof Level,v_EQ= 213.8 plf Total Wind Shear at Roof Level, v_W= 135.3 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Tvne A Shearwall I EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf 1 Overturning Moment, MoT_EQ= 107362 ft# Overturning Moment,— = 67949 ft-# Righting Moment, MR= 85113 ft-# I Tnet= 2448# MOT—0.6MR Tner = t ( )Simpsgp CS16 x 46" Tvne . Roof E-W Shearwall Design at GL H.3-MECH'L IWall Length Below= 8.92 ft listing Line Reaction-Roof at GL H.3-MECH'L= 6.0 kips (Service Load-0.7E) ;isting Line Reaction-Roof at GL H.3-MECH'L= 3.3 kips (Service Load-0.6W) I Roof Dead Load Tributary= 2.0 ft Roof Dead Load = 19,0 psf Wall Dead Load= 13.0 psf Roof Level Shear Wall Height,hs= 8.33 ft I Aspect Ratio= 0.93 OK Total EQ Shear at Roof Level,v_EQ= 261.9 plf Total Wind Shear at Roof Level,v_w= 141.8 plf I Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Type B Shearwall EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A I Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 19462 ft-# Overturning Moment, Mor-W= 10535 ft-# I Righting Moment, MR= 5817 ft-# Tnet= 4239# Tnet = MOT—0.6MR1 MSTC66 Type 1123 I I AS ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 ITigard, Oregon 97223 jos NO v: 503.620.4314 • f: 503.620.4304 SHEET OF 1 4th Floor E-W Shearwall Design at GLH 3 MECH L sting Line Reaction-4th FIr at GL H.3-MECH'L= 8.1 kips (Service Load-0.7E) sting Line Reaction-4th FIr at GL H.3-MECH'L= 3.6 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load = 29.0 psf Wall Dead Load= 13.0 psf 4th Floor Level Shear Wall Height, he= 9.00 ft Aspect Ratio= 1.01 OK Total EQ Shear at 3rd Floor Level,v_Eo= 350.9 plf Total Wind Shear at 3rd Floor Level,v_w= 155.1 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Tvoe B Shearwall EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MoT-E4= 28159 ft-# Overturning Moment, MoT_w= 12450 ft-# Righting Moment, MR= 6957 ft-# MOT "MR Tnet= 6929# T17et = Simpson CMST12 x 95" Tvoe HD6 3rd Floor E-W Shearwall Design at GL H.3-MECH'L .., . - sting Line Reaction-3rd FIr at GL H.3-MECH'L= 10.8 kips (Service Load-0.7E) iting Line Reaction-3rd FIr at GL H.3-MECH'L= 4.0 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load= 29.0 psf Wall Dead Load = 13.0 psf 3rd Floor Level Shear Wall Height, its= 9.00 ft Aspect Ratio= 1.01 OK Total EQ Shear at 3rd Floor Level, v_EQ= 468.8 plf Total Wind Shear at 3rd Floor Level,v_w= 175.5 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= C Type CShearwall EQ Shear Wall Capacity= 490 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MoT_EQ= 37621 ft-# Overturning Moment,MOT_w = 14084 ft-# Righting Moment, MR= 6957 ft-# MOT—0.6MR Tnet= 10680# Tnet = (2)Simpson CMSTI2 x95" Type HD1j I ALLSTRUCTURE Tigard Hampton Inn BY KH DATE 1� Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 � ___ SHEET OF 1 ' 2nd Floor E-W Shearwall Design at GLH 3 MECH L ting Line Reaction-2nd Fir at GL H.3-MECH L= 14.1 kips (Service Load-0.7E) ting Line Reaction-2nd Fir at GL H.3-MECH'L= 4.6 kips (Service Load -0.6W) ' Floor Dead Load Tributary= 2.0 ft Floor Dead Load = 29.0 psf Wall Dead Load= 4001 psf 2nd Floor Level Shear Wall Height, hs= 10.83 ft Aspect Ratio= 1.21 OK Total EQ Shear at 2nd Floor Level,v_EQ= 614.5 plf Total Wind Shear at 2nd Floor Level,v_w= 201.1 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= D Tvoe D Shearwall EQ Shear Wall Capacity= 640 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 59356 ft-# Overturning Moment, Moi-_w= 19422 ft-# ' Righting Moment, MR= 7904 ft-# Tnet= 16805# MOT —0.6MR Tnet = j Simpson HD 19 Type HD10 1 i 1 1 1 1 1 1 1 1 I Asur, ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 _ 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF I E-W Shear Wall Design at GL H.3 Job Number: 16303.00 2075 NDS E-W Shearwall Design at GL H.3 I Total Length of Shearwall = 138.0 ft Length of Shortest Wall = 5.3 ft Roof Level E-W Shearwall Design at GL H.3 EQ Resisting Line Reaction-Roof at GL H.3= 17.1 kips (Service Load-0.7E) I W Resisting Line Reaction-Roof at GL H.3= 2.3 kips (Service Load-0.6W) Roof Dead Load Tributary= 10.9 ft Roof Dead Load = 19.0 psf Wall Dead Load = 13,0 psf Roof Level Shear Wall Height,hs= 8,33 ft Aspect Ratio= 1.59 OK Total EQ Shear at Roof Level,v_EQ= 124.1 plf Total Wind Shear at Roof Level,v_W= 16.6 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Tyne A Shearwall I EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MoT_EQ = 5427 ft-# I Overturning Moment,Mor-W= 728 ft-# Righting Moment, MR= 4341 ft-# MOT—O.6MR Simpson CS16 x 46„ Tnet= 538# Tnet = 1 Tvne HD1 4th Floor E-W Shearwall Design at GL H.3 EQ Resisting Line Reaction-4th Fir at GL H.3= 31.7 kips (Service Load-0.7E) W Resisting Line Reaction-4th Fir at GL H.3= 4.8 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load = 29.0 psf , Wall Dead Load = 13.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 1.71 OK Total EQ Shear at 4th Floor Level,v_EQ = 229.5 plf Total Wind Shear at 4th Floor Level,v_w= 34.4 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type AShearNall I EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MoT_EQ= 16271 ft-# I Overturning Moment, M0T_W= 2355 ft-# Righting Moment, MR= 6752 ft-# Tnet= 2328# Tnet = MOT—0.6MR (2)Simpson CS16 X 46" I 2 Tvne HD2 1 ,v ALLSTRUCTURE Tigard Hampton Inn BY KH DATE I Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 23116305.00 Tigard, Oregon 97223 _ �,�,.. JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF I 3rd Floor E-W Shearwall Desi n at GL H.3I _ •.use EQ Resisting Line Reaction-3rd Fir at GL H.3= 42.0 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Fir at GL H.3= 7,2 kips (Service Load-0.6W) I Floor Dead Load Tributary= 2.0 ft Floor Dead Load = 29.0 psf Wall Dead Load= 13.0 psf 3rd Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 1.71 OK Total EQ Shear at 3rd Floor Level,v_EQ= 304.1 plf Total Wind Shear at 3rd Floor Level,v_w = 52.5 plf I Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Tvoe B Shearwall EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, Mor-EQ= 30641 ft-# Overturning Moment, Mor-w= 4837 ft--# IRighting Moment, MR= 9164 ft-# Mor—0.6MR Tnet= 4789# Tnet = lI MSTC66 2nd Floor E-W Shearwall Design at GLH 3 EQ Resisting Line Reaction-2nd Fir at GL H.3= 51.4 kips (Service Load-0.7E) W Resisting Line Reaction-2nd Fir at GL H.3= 10.0 kips (Service Load-0.6W) I Floor Dead Load Tributary= 2.0 ft Floor Dead Load= 29.0 psf Wall Dead Load= 40.0 psf I 2nd Floor Level Shear Wall Height,hs= 10.83 ft Aspect Ratio= 2.06 Aspect Ratio Factor=0.99 Total EQ Shear at 2nd Floor Level,v_EQ= 375.7 plf Total Wind Shear at 2nd Floor Level,v-w= 72.9 plf ISingle or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Type BShearwal( EQ Shear Wall Capacity= 380 plf IWind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MQr_EQ= 52011 ft-# U Overturning Moment, MQT_w= 8981 ft-# Righting Moment, MR= 15935 ft-# MOT—r)6MR Simpson,HD9B Tnet= 8086# Tnet = I Type HD8 I I I 111 I A$ ALLSTRUCTURE Tigard Hampton Inn By KH DATE 1 m„ �,_. .,�_ , ._ ..,,... � _ CHK BY DATE Engineering L L C 7140 SW Fir Loop, Suite 231 16305.00 111Tigard, Oregon 97223 JoB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF I E-W Shear Wall Design at GL G Job Number: 16303.00 2015 NDS E-W Shearwall Design at GL G Total Length of Shearwall = 18.7 ft . Length of Shortest Wall = 18.7 ft Rooftop Structure Level E-W Shearwall Design at GL G EQ Resisting Line Reaction-Roof at GL G= 1.5 kips (Service Load-0.7E) I W Resisting Line Reaction-Roof at GL G= 1.1 kips (Service Load-0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load = 19.0 psf Wall Dead Load = 13.0 psf Roof Level Shear Wall Height,hs= 21.83 ft Aspect Ratio= 1.17 OK Total EQ Shear at Roof Level,v_EQ= 82.3 plf Total Wind Shear at Roof Level, v_w= 60.3 plf 111 Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type Pt_Shearwal( EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 33518 ft-# I Overturning Moment, MOT_W= 24552 ft-# Righting Moment, MR= 56063 ft-# Tnet= -6# T MOT —0.6MR No HD Reo'd net = 1 I Roof Level E-W Shearwall Design at GL G EQ Resisting Line Reaction-Roof at GL G= 4.7 kips (Service Load-0.7E) W Resisting Line Reaction-Roof at GL G= 2.6 kips (Service Load-0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load = 19.0 psf Wall Dead Load = 9.0 psfIII Roof Level Shear Wall Height,his= 8.33 ft Aspect Ratio= 0.45 OK Total EQ Shear at Roof Level,v_EQ= 253.0 plf I Total Wind Shear at Roof Level,v_w= 141.2 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A SheerwaIt I EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MoT_EQ = 72869 ft-# Overturning Moment,MoT_W= 46519 ft-# Righting Moment, MR= 75883 ft-# Tnet= 1465# MOT—O.6MR Simpson CS16 x 46" I Tnet = 1 Tvoe HD1 I AS ALLSTRUCTURE Tigard Hampton Inn BY KH DATE I 1� Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO I v: 503.620.4314 • f: 503.620.4304 SHEET OF I 4th Floor E-W Shearwall Desi n at GL G I EQ Resisting Line Reaction-4th Fir at GL G= 7.5 kips (Service Load-0.7E) W Resisting Line Reaction-4th Fir at GL G= 4.3 kips (Service Load-0.6W) I Floor Dead Load Tributary= 18.8 ft Floor Dead Load = 29.0 psf Wall Dead Load = 9,0 psf 4th Floor Level Shear Wall Height, he= 9.00 ft I Aspect Ratio= 0.48 OK Total EQ Shear at 4th Floor Level,v_EQ= 402.8 plf Total Wind Shear at 4th Floor Level,v_w = 227.8 plf I Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= C Tvoe C Shearwall EQ Shear Wall Capacity= 490 plf IWind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT_EQ= 140536 ft-# Overturning Moment, Mor-w= 84783 ft-# Righting Moment, MR= 184728 ft-# Tnet= 1591 # Tner = MOT—10.6MR Simpson CS16 x 46" I3rd Floor E-W Shearwall Design at GL G TYRO—HP EQ Resisting Line Reaction-3rd Fir at GL G= 9.6 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Fir at GL G= 5.9 kips (Service Load -0.6W) I Floor Dead Load Tributary= 14.8 ft Floor Dead Load = 29.0 psf Wall Dead Load= 9.0 psf I 3rd Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.48 OK Total EQ Shear at 3rd Floor Level,v_EQ= 513.9 plf I Total Wind Shear at 3rd Floor Level,v_w= 315.8 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= D Type D Sh-. all EQ Shear Wall Capacity= 640 plf I Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MQT_EQ= 226870 ft-# I Overturning Moment, MQT_w= 137832 ft-# Righting Moment, MR= 273364 ft-# MOT—0.6MR Tnet= 3367# Tnet = 1 (2)Simpson CS16 x 46" I Type HD2 I I I IALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering L L C CHK BY DATE 7140 SW Fir Loop, Suite 231 — 16305.00 Tigard, Oregon 97223 �® JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF 1 2nd Floor E W Shearwall Desi.n at GL G EQ Resisting Line Reaction-2nd Fir at GL G= 11.2 kips (Service Load-0.7E) W Resisting Line Reaction-2nd Fir at GL G= 7.7 kips (Service Load-0.6W) Floor Dead Load Tributary= 14.8 ft Floor Dead Load= 29.0 psf Wall Dead Load = 9.0 psf 2nd Floor Level Shear Wall Height,hs= 10.83 ft Aspect Ratio= 0.58 OK Total EQ Shear at 2nd Floor Level,v_EQ = 598.6 plf Total Wind Shear at 2nd Floor Level,v_W= 411.8 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= D Tvoe D Shearwall EQ Shear Wall Capacity= 640 plf Wind Shear Wall Callout= B Wind Shear Wall Capacity= 533 plf Overturning Moment, MOT_EQ= 347929 ft-# Overturning Moment,MOT_W= 221115 ft-# Righting Moment, MR= 364875 ft-# MOT —0.6MR Tnet= 6911 # Tnet —_ Simpson HDU8-SDS2.5 l Type H D5 1 I I 1 1 1 1 ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 23116305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF I 1 E-W Shear Wall Design at GL F 2015 NDS Job Number: 16303.00 IE-W Shearwall Design at GL F Total Length of Shearwall = 20.4 ft Length of Shortest Wall = 20.4 ft IRoof Level E W Shearwall Design at GL F I EQ Resisting Line Reaction-Roof at GL F= 3.4 kips (Service Load 0.7E) W Resisting Line Reaction Roof at GL F= 1.5 kips (Service Load-0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load = 19.0 psf I Wall Dead Load= 9.0 psf Roof Level Shear Wall Height, hs= 8,33 ft Aspect Ratio= 0.41 OK I Total EQ Shear at Roof Level,v_EQ= 165.3 plf Total Wind Shear at Roof Level,v_w = 74.0 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Time A Shearwall I EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, MOT-eca= 28119 ft# Overturning Moment,— oment, Mor-w = 12595 ft-# Righting Moment, MR= 23551 ft-# I Tnet= 685# MOT—"MRSimpson CS16 X 46" Tnet — 1 Tvne HD1 4th Floor E-W Shearwall Design at GL F ,., .- V, b',, �,.**�r,... .. "z :�� Wim... u„ „4 ... I EQ Resisting Line Reaction-4th Fir at GL F= 6.5 kips (Service Load 0.7E) W Resisting Line Reaction 4th Fir at GL F= 3.1 kips (Service Load-0.6W) Floor Dead Load Tributary= 14.8 ft Floor Dead Load = 29.0 psf Wall Dead Load = 9.0 psf 4th Floor Level Shear Wall Height, hs= 9,00 ft Aspect Ratio= 0.44 OK I Total EQ Shear at 4th Floor Level,v-EQ = 316.4 plf Total Wind Shear at 4th Floor Level,v_w= 153.2 plf Single or Double Sided Sheathing? Single Sided IEQ Shear Wall Callout= B Type B Shearwalt EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf IOverturning Moment, MaT_EQ= 86259 ft-# Overturning Moment,Mor-w= 40736 ft-# Righting Moment, MR= 129585 ft-# I Tnet= 417# —"MR Tnet = j No HD Rgg'd I 1 S ALLSTRUCTURE Tigard Hampton Inn By KH DATE Engineering LLC CHK BY DATE I7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF 3rd Floor E-W Shearwall Design at GL F EQ Resisting Line Reaction-3rd Fir at GL F= 8.6 kips (Service Load 0.7E) W Resisting Line Reaction-3rd Fir at GL F= 4.8 kips (Service Load-0.6W) Floor Dead Load Tributary= 14.8 ft Floor Dead Load= 29.0 psf Wall Dead Load = 9.0 psf 3rd Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.44 OK ' Total EQ Shear at 3rd Floor Level, v_EQ= 422.4 plf Total Wind Shear at 3rd Floor Level,v_w= 233.6 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= C TYPe C$Iiearwei EQ Shear Wall Capacity= 490 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 163867 ft-# Overturning Moment,Mor-w= 83663 ft-# Righting Moment, MR= 235619 ft-# , Tnet= 1102# Tnet = Mor—C0.6MR Simpson CS16 x 46" Type HD1 2nd Floor E-W Shearwall DesiQnat GL F \\\ \\\\ EQ Resisting Line Reaction-2nd FIr at GL F= 10.5 kips (Service Load-0.7E) W Resisting Line Reaction-2nd FIr at GL F= 6.6 kips (Service Load-0.6W) Floor Dead Load Tributary= 14.8 ft Floor Dead Load = 29.0 psf Wall Dead Load = 9.0 psf 2nd Floor Level Shear Wall Height,hs= 10.83 ft Aspect Ratio= 0.53 OK Total EQ Shear at 2nd Floor Level,v_EQ= 513.6 plf Total Wind Shear at 2nd Floor Level,v_w= 321.5 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= D Ty pg p Shearwall EQ Shear Wall Capacity= 640 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MQT_EQ= 277469 ft-# Overturning Moment,Mor-W= 154763 ft-# Righting Moment, MR= 345092 ft-# MUT—0•6MR Simpson HD Tnet= 3449# Tnet = Type HD4 I ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 Job NO 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 � SHEET OF I E-W Shear Wall Design at GL E Job Number: 6303.00 2015 NDS I E W Shearwall Desi n at GL E .. a ., .. Total Length of Shearwall = 46.8 ft ' Length of Shortest Wall = 200 ft Roof Level E-W Shearwall Design at GL E I EQ Resisting Line Reaction-Roof at GL E= 3.4 kips (Service Load 0.7E) W Resisting Line Reaction Roof at GL E= 1,s kips (Service Load-0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load = 19.0 psf I Wall Dead Load= 9.0 psf Roof Level Shear Wall Height, hs= 8,33 ft Aspect Ratio= 0.42 OK I Total EQ Shear at Roof Level,v_EQ= 72.2 plf Total Wind Shear at Roof Level,v_w= 32.3 plf Single or Double Sided Sheathing? Single Sided ' EQ Shear Wall Callout= A Type A Sheerwall. EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, Mor_EQ= 12030 ft# Overturning Moment, Mor-w= 5388 ft-# Righting Moment, MR= 22600 ft-# ' MOT—0.6MR Tnet= -77#�` 7'net = 1 NO HD Req'd 4th Floor E-W Shearwall Design at GL E .:; ate , „ .,,.y� I EQ Resisting Line Reaction-4th Fir at GL E= 6.5 kips (Service Load 0.7E) W Resisting Line Reaction 4th Flr at GL E= 3.1 kips (Service Load-0.6W) Floor Dead Load Tributary= 14.8 ft I Floor Dead Load = 29.0 psf Wall Dead Load= 9.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.45 OK I Total EQ Shear at 4th Floor Level,v.EQ= 139.7 plf Total Wind Shear at 4th Floor Level,v_w= 66.9 plf Single or Double Sided Sheathing? Single Sided I EQ Shear Wall Callout= A Type_q Shearwalt EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, Mor_EQ = 37177 ft# Overturning Moment,MOT-w= 17427 ft-# Righting Moment, MR= 124350 ft-# I Tnet= -1872# MOT—O.6MR Tnet = j yo HD Req'cj I ' ,�$ A L L S T R U C T U R E Ti and Ham ton Inn BY KH DAA 1\11T.' 9 P Engineering L L C �m �,� CHK BY DATE ' 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET of w I 3rd Floor E-W Shearwall Design at GL E EQ Resisting Line Reaction-3rd Fir at GL E= 8.7 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Fir at GL E= 4.8 kips (Service Load-0.6W) Floor Dead Load Tributary= 14.8 ft Floor Dead Load= 29.0 psf Wall Dead Load = 9.0 psf 3rd Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.45 OK Total EQ Shear at 3rd Floor Level, v_EQ= 186.2 plf Total Wind Shear at 3rd Floor Level,v_w= 102.0 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EP= 70699 ft-# Overturning Moment, Mor-w= 35792 ft-# Righting Moment, MR= 226100 ft-# I MOT— 0.6MR No HD Req'cl Tnet= -3248# Tnet = 2nd Floor E-W Shearwall Design at GL E EQ Resisting Line Reaction-2nd Fir at GL E= 11.0 kips (Service Load -0.7E) W Resisting Line Reaction-2nd Fir at GL E= 6.6 kips (Service Load-0.6W) Floor Dead Load Tributary= 14.8 ft Floor Dead Load= 29.0 psf Wall Dead Load = 9.0 psf 2nd Floor Level Shear Wall Height,hs= 10.83 ft Aspect Ratio= 0.54 OK Total EQ Shear at 2nd Floor Level,v_EQ= 234.6 plf Total Wind Shear at 2nd Floor Level,v_w= 140.4 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 121520 ft-# Overturning Moment, MOT_w= 66209 ft-# Righting Moment, MR= 331150 ft-# Tnet= -3859# Tnet = MOT—0.6MR N9 HD Redd 1 1 AS ALLSTRUCTURE Tigard Hampton Inn BY KH DAA Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231JOB NO 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • 1: 503.620.4304 SHEET OF I E-W Shear Wall Design at GL D Job Number: 16303.00 2015 NDS IE-W Shearwall Design at GL D Total Length of Shearwall= 54.5 ft Length of Shortest Wall = 27.3 ft I Roof Level E-W Shearwall Design at GL D I EQ Resisting Line Reaction-Roof at GL D= 2.7 kips (Service Load 0.7E) W Resisting Line Reaction Roof at GL D= 1.2 kips (Service Load-0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load = 19.0 psf I Wall Dead Load = 9.0 psf Roof Level Shear Wall Height,hs= 8.33 ft Aspect Ratio= 0.31 OK I Total EQ Shear at Roof Level,v_EQ= 49.5 plf Total Wind Shear at Roof Level,v_w= 22.1 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearwal( I EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, Mor.EQ= 11242 ft# Overturning Moment,— = 5017 ft-# Righting Moment, MR= 41955 ft-# IIITnet= 511 # MOT—"MR Tnet HIS Req'dnet = 1 4th Floor E-W Shearwall Design at GL D I EQ Resisting Line Reaction-4th Fir at GL D= 5.0 kips (Service Load 0 7E) W Resisting Line Reaction 4th Fir at GL D= 2.5 lops (Service Load-0.6W) Floor Dead Load Tributary= 7.4 ft I Floor Dead Load = 29.0 psf Wall Dead Load = 9.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.33 OK I Total EQ Shear at 4th Floor Level,v_EQ= 91.7 plf Total Wind Shear at 4th Floor Level,v_w= 45.7 plf Single or Double Sided Sheathing? Single Sided I EQ Shear Wall Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf IOverturning Moment, MQT_EQ= 33732 ft-# Overturning Moment,MoT_w= 16226 ft-# Righting Moment, MR= 151436 ft-# I Tnet= -2097# Ther = MOT—"MR1 No HD Req'd I ' At �AS� ALLSTRUCTURE Tigard Hampton Inn BY KH I DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • fr 503.620.4304 SHEET OF 1 3rd Floor E-W Shearwall Design at GL D EQ Resisting Line Reaction-3rd Fir at GL D= 6.6 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Fir at GL D= 3.8 kips (Service Load-0.6W) Floor Dead Load Tributary= 7.4 ft Floor Dead Load = 29.0 psf Wall Dead Load= 9.0 psf 3rd Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.33 OK Total EQ Shear at 3rd Floor Level, v_EQ= 120.8 plf Total Wind Shear at 3rd Floor Level,v_w= 69.7 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 pif Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 pif Overturning Moment, MOT-EQ= 63351 ft-# Overturning Moment, Mor-w= 33324 ft-# Righting Moment, MR= 260918 ft-# , MOT—0.6MR Tnet= -3420# Tnet = No HD Req'd 2nd Floor E-W Shearwall Design at GL D EQ Resisting Line Reaction-2nd Fir at GL D= 8.3 kips (Service Load-0.7E) W Resisting Line Reaction-2nd Fir at GL D= 5.2 kips (Service Load-0.6W) Floor Dead Load Tributary= 7.4 ft Floor Dead Load = 29.0 psf Wall Dead Load= 9.0 psf 2nd Floor Level Shear Wall Height,hs= 10.83 ft Aspect Ratio= 0.40 OK Total EQ Shear at 2nd Floor Level,v.EQ= 152.9 pif Total Wind Shear at 2nd Floor Level,v_w= 95.9 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wail Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 pif Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 pif Overturning Moment, Mor_EQ= 108500 ft-# Overturning Moment,Mor_w= 61643 ft-# Righting Moment, MR= 376526 ft-# MOT-0.6MR Tnet= -4309# Tnet = No HD Req'd l I I I 1 AS ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • 1: 503.620.4304 SHEET OF I 111 E-W Shear Wall Design at GL C Job Number: 16303.00 2015 NDS IE-W Shearwall Design at GL C Total Length of Shearwall = 39.8 ft Length of Shortest Wall= 19.9 ft I Roof Level E-W Shearwall Design at GL C I EQ Resisting Line Reaction-Roof at GL C= 3.0 kips (Service Load 0.7E) W Resisting Line Reaction Roof at GL C= 1,6 kips (Service Load-0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load= 19.0 psf I Wall Dead Load = 9.0 psf Roof Level Shear Wall Height, hs= 8.33 ft Aspect Ratio= 0.42 OK I Total EQ Shear at Roof Level,v_EQ= 75.5 plf Total Wind Shear at Roof Level,v_w= 40.5 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Tyne A Shearwal( I EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf 1 Overturning Moment, MOT-EQ= 12525 ft# Overturning Moment,— oment, MoT_w= 6724 ft-# Righting Moment, MR= 22412 ft-# MOT—"MR I Tnet= -46# Tnet = 1 No HD Req' 4th Floor E-W Shearwall Design at GL C . I EQ Resisting Line Reaction-4th Fir at GL C= 5.6 kips (Service Load 0 7E} W Resisting Line Reaction 4th Fir at GL C= 3.3 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft I Floor Dead Load= 29.0 psf Wall Dead Load = 9.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.45 OK I Total EQ Shear at 4th Floor Level,v_EQ= 140.6 plf Total Wind Shear at 4th Floor Level,v_w= 83.8 plf Single or Double Sided Sheathing? Single Sided I EQ Shear Wall Callout= A Type A Shea wall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, Mor_EQ= 37734 ft-# Overturning Moment, MoT_w= 21749 ft-# Righting Moment, MR= 49981 ft-# I Tnet= 389# M0'7'—0.6MR Tne� — I IoHDRegc{ I 1 1 ABY 5 ALLSTRUCTURE TigardHamptonInn KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO 503.620.4314 • 1: 503.620.4304 SHEET OF r 3rd Floor E-W Shearwall Desi n at GL C EQ Resisting Line Reaction-3rd Fir at GL C= 7.4 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Fir at GL C= 5.1 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load = 29.0 psf Wall Dead Load= 9.0 psf 3rd Floor Level Shear Wall Height, hs= 9,00 ft Aspect Ratio= 0.45 OK Total EQ Shear at 3rd Floor Level,v_EQ= 185.5 plf Total Wind Shear at 3rd Floor Level,v_W= 127.9 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearwaii EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 70989 ft-# Overturning Moment, MOT_W= 44668 ft-# Righting Moment, MR= 77550 ft-# I MOT—0.6MR Tnet= 1228# Tnet = 1 Simpson CS16 x 46" Tvoe HD1 2nd Floor E-W Shearwall Design at GL C ' EQ Resisting Line Reaction-2nd Fir at GL C= 9.4 kips (Service Load-0.7E) W Resisting Line Reaction-2nd Fir at GL C= 7.0 kips (Service Load-0.6W) Floor Dead Load Tributary= 2,0 ft Floor Dead Load= 29.0 psf Wall Dead Load = 9.0 psf 2nd Floor Level Shear Wall Height,hs= 10.83 ft Aspect Ratio= 0.54 OK Total EQ Shear at 2nd Floor Level,v_EQ= 236.6 plf Total Wind Shear at 2nd Floor Level,v_W= 175.9 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A TvDe A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, Mor_EQ= 122037 ft-# Overturning Moment, MOT_W= 82628 ft-# Righting Moment, MR= 108391 ft-# Tfet= 2862# Tnet = MOT—"MR Simpson HDL1 Type HD4 I I I �S ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF ee 1 I E-W Shear Wall Design at GL B Job umber: 16303.00 2015 NDS IE-W Shearwall Design at GL B Total Length of Shearwall = 39.8 ft Length of Shortest Wall = 19.9 ft I Roof Level E-W Shearwall Design at GL B I EQ Resisting Line Reaction-Roof at GL B= 4.3 kips (Service Load 0.7E) W Resisting Line Reaction Roof at GL B= 2.3 kips (Service Load -0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load= 19.0 psf I Wall Dead Load = 9.0 psf Roof Level Shear Wall Height,hs= 8.33 ft Aspect Ratio= 0.42 OK I Total EQ Shear at Roof Level,v_EQ= 109.0 plf Total Wind Shear at Roof Level,v_w= 58.8 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Time A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 18087 ft-# Overturning Moment,Mor-w= 9766 ft-# Righting Moment, MR= 22412 ft-# Tet= 233# = MOT-0.6MR Tnet 1 No HDRea'cd 4th Floor E-W Shearwall Design at GL B I EQ Resisting Line Reaction-4th Fir at GL B= 8.1 kips (Service Load 0.7E) W Resisting Line Reaction 4th Fir at GL B= 4.8 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft I Floor Dead Load = 29.0 psf Wall Dead Load= 9.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.45 OK I Total EQ Shear at 4th Floor Level,v_EQ= 203.4 plf Total Wind Shear at 4th Floor Level,v_w= 121.7 plf Single or Double Sided Sheathing? Single Sided • EQ Shear Wall Callout= A Type A$hacwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf f Overturning Moment, MoT_EQ= 54553 ft-# Overturning Moment, Mo1-w= 31588 ft-# Righting Moment, MR= 49981 ft-# ' Tnee= 1233# TMoT-0.6MR SimpsonCSl6x¢ft" net = I Tvge HD1 I 1 lAs ALLSTRUCTURE Tigard Hampton Inn . .__. _� _a _ BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF 3rd Floor E-W Shearwall Design at GL B EQ Resisting Line Reaction-3rd Fir at GL B= 10.7 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Fir at GL B = 7.4 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load = 29.0 psf Wall Dead Load = 9.0 psf 3rd Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.45 OK Total EQ Shear at 3rd Floor Level,v_EQ= 268.5 plf Total Wind Shear at 3rd Floor Level,v_w = 185.7 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Tvoe B Shearwall EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 102684 ft-# Overturning Moment, Mor-w= 64874 ft-# Righting Moment, MR= 77550 ft-# MOT—0.6MR Tnet= 2819# Tnet = 1 (2)Simpson CS16 x 46" Tvoe HDZ 2nd Floor E-W Shearwall Design at GL B EQ Resisting Line Reaction-2nd Fir at GL B= 13.5 kips (Service Load-0.7E) W Resisting Line Reaction-2nd Fir at GL B= 10.2 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load = 29.0 psf Wall Dead Load = 9.0 psf 2nd Floor Level Shear Wall Height,hs= 10.83 ft Aspect Ratio= 0.54 OK Total EQ Shear at 2nd Floor Level,v_EQ= 340.1 plf Total Wind Shear at 2nd Floor Level,v_w= 255.5 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Jyge_13 Shearwal( EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT_EQ = 176068 ft-# Overturning Moment, MQT_w= 120007 ft-# Righting Moment, MR= 108391 ft-# Tnet= 5575# Tnet MOT—10.6MR Simpson HDUS Type HD4 I I I 1 ALLSTRUCTURE Tigard Hampton inn BY KH DATE - Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 roe No v: 503.620.4314 • f: 503.620.4304 SHEET OF E-W Shear Wall Design at GL A 2015 NDS Job Number: 16303.00 E-W Shearwall Design at GL A Total Length of Shearwall= 41.8 ft Length of Shortest Wall = 20.9 ft Roof Level E-W Shearwall Design at GL A EQ Resisting Line Reaction-Roof at GL A= 2.3 kips (Service Load 0.7E) W Resisting Line Reaction Roof at GL A= 1.3 kips (Service Load-0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load = 19.0 psf Wall Dead Load= 13.0 psf Roof Level Shear Wall Height, h5= 8.33 ft Aspect Ratio= 0.40 OK Total EQ Shear at Roof Level,v_EQ= 55.9 plf Total Wind Shear at Roof Level, v_w= 30.2 plf Single or Double Sided Sheathing? Single Sided ' EQ Shear Wall Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 9752 ft-# Overturning Moment, Mor-w= 5266 ft-# Righting Moment, MR= 32011 ft-# ' MQT—"MRTnet -452# Tnet = 1 lig HD Regfd 4th Floor E-W Shearwall Design at GL A 22 _y 22-2,2.2.:*22,...2. x.. .22-2.M , ..,. .:.; . ti EQ Resisting Line Reaction-4th Flr at GL A= 4.3 kips (Service Load 0.7E) W Resisting Line Reaction 4th Fir at GL A= 2.5 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load = 29.0 psf Wall Dead Load = 13.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft ' Aspect Ratio 0.43 OK Total EQ Shear at 4th Floor Level, v_EQ= 101.7 plf Total Wind Shear at 4th Floor Level,v-w= 60.6 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearwal( EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf ' Overturning Moment, MQT_EQ= 28887 ft-# Overturning Moment, MQT_w= 16682 ft-# Righting Moment, MR= 70293 ft-# Tnet= -635# Tnet = MOT—"MR 1 No HD Req'd I ' AS ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 ' Tigard, Oregon 97223 JOB No v: 503.620.4314 • 1: 503.620.4304 SHEET OF i 3rd Floor E-W Shearwall Design at GL A EQ Resisting Line Reaction-3rd Fir at GL A= 5.6 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Fir at GL A= 3.8 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load = 29.0 psf Wall Dead Load= 13.0 psf 3rd Floor Level Shear Wall Height, h5= 9.00 ft Aspect Ratio= 0.43 OK Total EQ Shear at 3rd Floor Level, v_EQ= 133.1 plf Total Wind Shear at 3rd Floor Level, V.w= 91.6 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Typed Sheprwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MoT_EQ= 53950 ft-# Overturning Moment, Mor-w= 33925 ft-# Righting Moment, MR= 108575 ft-# I MOT—0.6MR No HD Req'd Tnet= -535# Tnet = l 2nd Floor E-W Shearwall Design at GL A EQ Resisting Line Reaction-2nd Fir at GL A= 7.1 kips (Service Load-0.7E) W Resisting Line Reaction-2nd Fir at GL A= 5.3 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load = 29.0 psf Wall Dead Load= 40.0 psf 2nd Floor Level Shear Wall Height,hs= 10.83 ft Aspect Ratio= 0.52 OK Total EQ Shear at 2nd Floor Level,v_EQ= 169.9 plf Total Wind Shear at 2nd Floor Level,v_w= 127.4 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A abearwajj EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT_EQ= 92446 ft-# Overturning Moment,Mor-w= 62802 ft-# Righting Moment, MR= 216056 ft-# Tnet= -1778# Tnet = MOT—0.6MR N9 HD Req'd I i 1 I �S ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF 1 t, - I I I 1 I I LATERAL DESIGN N-S I DIRECTION i i I1 1 E I i 1 > I s r ii i r I 1 I g I > 1 r g 1 r S ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC 1 CHK 8Y DATE 7140 SW Fir Loop, Suite 231 16305.00 II Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF MN INN OM MIN MIN 1111111 NM ME UN IIIIIII NMI MIN all IIIIIII MIS NM MIN RIM NM 3 ; e; SQ . FT . _ V- J i % 1 SQ . F- . % . O 1 096 SQ . FT . h 20 \ - S Directio HooftoD I ILateral Comparison N-S Job Number: 16303.00 N-S Direction-Rooftop-Seismic N S Direction Rooftop Wind Line Effective Area' Line Load 0.7E Line Trib Width Line Load 0.6W 16 376 sq ft 3160# 2.2 kips 16 11.5 ft 2330# 1.4 kips I 17.6 721 sq ft 6059# 4.2 kips 17.6 25.6 ft 5184# 3.1 kips 20 1096 sq ft 9211 # 6.4 kips 20 25.6 ft 5184# 3.1 kips N-S Direction-Roof-Seismic N-S Direction- Roof-Wind I Line Effective Area Line Load 0.7E Line Trib Width Line Load 0.6W [ 1179 sq ft 5964# 4.2 kips 1 23.7 ft 4378# 2.6 kips 3 1358 sq ft 6869# 4.8 kips 3 27.3 ft 5040# 3.0 kips 4 786 sq ft 3976# 2.8 kips 4 15.8 ft 2909# 1.7 kips I 5 1132 sq ft 5726# 4.0 kips 5 22.8 ft 4201 # 2.5 kips 6 1588 sq ft 8032# 5.6 kips 6 26.1 ft 4825# 2.9 kips 8 1429 sq ft 7228# 5.1 kips 8 22.1 ft 4086# 2.5 kips 9 1300 sq ft 6576# 4.6 kips 9 20.1 ft 3709# 2.2 kips I 11 1647 sq ft 8331 # 5.8 kips 11 25.5 ft 4709# 2.8 kips 13 1647 sq ft 8331 # 5.8 kips 13 25.5 ft 4709# 2.8 kips 15 1235 sq ft 6247# 4.4 kips 15 19.1 ft 3532# 2.1 kips I 16 867 sq ft 4385# 3.1 kips 16 13.8 ft 2539# 1.5 kips 17.1 2069 sq ft 10465# 7.3 kips 17.1 21.8 ft 4032# 2.4 kips 17.5 884 sq ft 4471 # 3.1 kips 17.5 16.8 ft 3101 # 1.9 kips 19 2892 sq ft 14628# 10.2 kips 19 17.6 ft 3247# 1.9 kips I 20 2301 sq ft 573 sq ft 11639# 8.1 kips 20 17.0 ft 3140# 2085# 1.9 kips 21 2898# 2.0 kips 21 11.3 ft 1.3 kips 23 1428 sq ft 7223# 5.1 kips 23 15.3 ft 2824# 1.7 kips IN-S Direction-4th Floor-Seismic N-S Direction 4th Floor-Wind Line Effective Area Line Load 0.7E Line Trib Width Line Load 0.6W 1 1112 sq ft 5404# 3.8 kips 1 23,0 ft 4198# 2.5 kips I 3 1319 sq ft 6410# 4.5 kips 3 27.3 ft 4982# 3.0 kips 4 763 sq ft 3708# 2.6 kips 4 15.8 ft 2875# 1.7 kips 5 1100 sq ft 5346# 3.7 kips 5 22.8 ft 4153# 2.5 kips 6 1379 sq ft 6702# 4.7 kips 6 26.1 ft 4769# 2.9 kips I 8 1239 sq ft 1206 sq ft 6022# 4.2 kips 8 22.1 ft 4039# 3666# 2.4 kips 9 5861 # 4.1 kips 9 20.1 ft 2.2 kips 11 1581 sq ft 7684# 5.4 kips 11 25,5 ft 4655# 2.8 kips 13 1581 sq ft 7684# 5.4 kips 13 25.5 ft 4655# 2.8 kips I 15 1186 sq ft 5764# 4.0 kips 15 19.1 ft 3491 # 2.1 kips 16 815 sq ft 3961 # 2.8 kips 16 13.8 ft 2510# 1.5 kips 17.1 1840 sq ft 8943# 6.3 kips 17.1 21.8 ft 3985# 2.4 kips I 17.5 716 sq ft 3480# 2.4 kips 17.5 17.2 ft 3141 # 1.9 kips 19 2765 sq ft 13438# 9.4 kips 19 17.6 ft 3210# 1.9 kips 20 2292 sq ft 11139# 7.8 kips 20 17.0 ft 3103# 1.9 kips 21 560 sq ft 2722# 1.9 kips 21 11.3 ft 2061 # 1.2 kips 23 1073 sq ft 5215# 3.7 kips 23 14.0 ft 2555# 1.5 kips I I Is ALLSTRUCTURE Tigard Hampton inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 I Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF I Lateral Comparison N S Job Number: 16303.00 N-S Direction-3rd Floor-Seismic N-S Direction-3rd Floor-Wind Line Effective Area Line Load 0.7E Line Trib Width Line Load 0.6W 1 1112 sq ft 3723# 2.6 kips 1 23.0 ft 4269# 2.6 kips 3 1319 sq ft 4416# 3.1 kips 3 27.3 ft 5066# 3.0 kips I 4 763 sq ft 2555# 1.8 kips 4 15.8 ft 2924# 1.8 kips 5 1100 sq ft 3683# 2.6 kips 5 22.8 ft 4223# 2.5 kips 6 1379 sq ft 4617# 3.2 kips 6 26.1 ft 4850# 2.9 kips 8 1239 sq ft 4148# 2.9 kips 8 22.1 ft 4107# 2.5 kips I 9 1206 sq ft 4038# 2.8 kips 9 20.1 ft 3728# 2.2 kips 11 1581 sq ft 5293# 3.7 kips 11 25.5 ft 4734# 2.8 kips 13 1581 sq ft 5293# 3.7 kips 13 25.5 ft 4734# 2.8 kips 15 1186 sq ft 3971 # 2.8 kips 15 19.1 ft 3550# 2.1 kips I 16 815sgft 2729# 1.9 kips 16 13.8ft 2552# 1.5 kips 17.1 2092 sq ft 7004# 4.9 kips 17.1 21.8 ft 4053# 2.4 kips 17.5 464sgft 1553# 1.1 kips 17.5 17.2ft 3194# 1.9 kips ' 19 2846sgft 9529# 6.7 kips 19 17.6ft 3264# 2.O kips 20 2601 sq ft 8708# 6.1 kips 20 17.0 ft 3156# 1.9 kips 21 560 sq ft 1875# 1.3 kips 21 10.6 ft 1965# 1.2 kips 23 1239 sq ft 4148# 2.9 kips 23 14.7 ft 2730# 1.6 kips I N-S Direction-2nd Floor-Seismic N-S Direction-2nd Floor-Wind Line Effective Area Line Load 0.7E Line Trib Width Line Load 0.6W 1 1179 sq ft 2707# 1.9 kips 1 23.7 ft 4804# 2.9 kips I 3 1358 sq ft 3118# 2.2 kips 3 27.3 ft 5531 # 3.3 kips 4 786 sq ft 1805# 1.3 kips 4 15.8 ft 3192# 1.9 kips 5 1132 sqft 2599# 1.8 kips 5 22.8 ft 4610# 2.8 kips 6 1441 sq ft 3309# 2.3 kips 6 26.1 ft 5294# 3.2 kips 8 1298 sq ft 2980# 2.1 kips 8 22.1 ft 4484# 2.7 kips 9 1263 sq ft 2900# 2.0 kips 9 20.1 ft 4070# 2.4 kips 11 1651 sq ft 3791 # 2.7 kips 11 25.5 ft 5167# 3.1 kips I 13 1651 sq ft 3791 # 2.7 kips 13 25.5 ft 5167# 3.1 kips 15 1239 sq ft 2845# 2.0 kips 15 19.1 ft 3876# 2.3 kips 16 977 sq ft 2243# 1.6 kips 16 13.8 ft 2786# 1.7 kips 17.1 2201 sq ft 5054# 3.5 kips 17.1 21.8 ft 4424# 2.7 kips I 17.5 747 sq ft 1715# 1.2 kips 17.5 18.2 ft 3681 # 2.2 kips 19 2546 sq ft 5846# 4.1 kips 19 17.6 ft 3563# 2.1 kips 20 1618 sq ft 3715# 2.6 kips 20 17.0 ft 3445# 2.1 kips 21 601 sq ft 1380# 1.0 kips 21 11.3 ft 2288# 1.4 kips I 23 543 sq ft 1247# 0.9 kips 23 14.7 ft 2981 # 1.8 kips I I I I ALLSTRUCTURE Tigard Hampton Inn BY KH DATE I 1 1L Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO 16305.00 Tigard, Oregon 97223 � v: 503.620.4314 • f: 503.620.4304 SHEET OF I ILAre -- )65'@ 1 it=-1 t -111 ... .==t 1AkP PCS'41 eQuA1t0�1 ,t',Isr,tc,e IF¢Poc Q. o f 3v,s' - ,,o ' Cs.w.c u,,4tlk) ( _ k€ t s AAOIC Ori )"t.J(ki I / "f 1 4\ S' c � — D' _ Pokb t oAA gPoVE✓ fit ttPY( sa•N S,0. 4,tv..,1 ,------__ Miut---- (D't )(10(1V ) I {GU''v, 4 crs tel t, `Z N\bT' (f.(06g_4 ettot2SA- -r3 --eir v, - , • ICI( w1,,ex / 1-,\.7''',,,15, �� 11,14 J A: *f 2 `/ [T"'"" SI, s.,,, -V D Z' (o. ' 7.Nal V� I Q Twf r'L 1 1 -i', «47'm I j'1" i I -Fop- Ta Fc 'Je. . 1 I I AS ALLSTRUCTURE Tigard Hampton Inn By KH DATE Engineering LLC � DATE _ 7140 SW Fir Loop, Suite 231 _ CHK BY16305.00 Tigard, Oregon 97223 ......� _. _,,,�,,,, �..,,�„ JOB NO u I v: 503.620.4314 • f: 503.620.4304 SHEET OF I N-S Shear Wall Design at GL I Job Number: 16303.00 2015 NDS N-S Shearwall Design at GL 1 Total Length of Shearwall = 43.0 ft Length of Shortest Wall= 21.5 ft I Roof Level N-S Shearwall Design at GL 1 EQ Resisting Line Reaction-Roof at GL 1 = 4.2 kips (Service Load-0.7E) I W Resisting Line Reaction-Roof at GL 1 = 2.6 kips (Service Load-0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load = 19.0 psf Wall Dead Load= 13.0 psf I Roof Level Shear Wall Height,hs= 8.33 ft Aspect Ratio= 0.39 OK Total EQ Shear at Roof Level,v.EQ= 97.1 plf Total Wind Shear at Roof Level, v_w= 61.1 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Tvoe A Shearwal( EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 17394 ft-# I Overturning Moment,Mor-w= 10946 ft-# Righting Moment, MR= 33821 ft-# Tnet= -135# 7 MOT—0.6MR No HD Read net = ! 4th Floor N-S Shearwall Design at GL 1 EQ Resisting Line Reaction-4th Fir at GL 1 = 8.0 kips (Service Load -0.7E) I W Resisting Line Reaction-4th Fir at GL 1 = 5.1 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load = 29.0 psf I Wall Dead Load = 13.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.42 OK Total EQ Shear at 4th Floor Level, v_EQ= 185.1 plf I Total Wind Shear at 4th Floor Level,v_w= 119.7 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearwall I EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 53203 ft-# I Overturning Moment, MOT_W= 34103 ft-# Righting Moment, MR= 74268 ft-# MOT—0.6MR No FD Req'd Tnet= 402# Tnet = t I AS ALLSTRUCTURE Tigard Hampton Inn B, KH DATE Engineering LLC � . CHK DATE � � � 7140 SW Fir Loop, Suite 231 • due NO16305.00 Tigard, Oregon 97223 v: 503.620.4314 • 1: 503.620.4304 SHEET OF 1 1 3rd Floor N-S Shearwall Design at GL 1 EQ Resisting Line Reaction-3rd Fir at GL 1 = 10.6 kips (Service Load-0.7E) W Resisting Line Reaction-3rd FIr at GL 1 = 7,7 kips (Service Load-0.6W) ' Floor Dead Load Tributary= 2M ft Floor Dead Load = 29M psf Wall Dead Load = 13,0 psf 3rd Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.42 OK Total EQ Shear at 3rd Floor Level,v_Eo = 245.7 plf Total Wind Shear at 3rd Floor Level,v_,,,,= 179.2 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Tvoe A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, Mor_Eo= 100740 ft-# Overturning Moment, MoT_W = 68788 ft-# ' Righting Moment, MR= 114715 ft-# MOT— 0 6MR Tnet= 1484# Tnet = Simpson CS16 x 46" Tvoe HD1 1 1 1 1 i 1 1 1 1 ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC ®�� CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 1 Tigard, Oregon 97223 JOB No v: 503.620.4314 . f: 503.620.4304 SHEET OF 1 Shearwall Force Transfer"Pier Method" I Per 2008 Edition AWC SDPWS-2008 Shearwall:1lst Floor,GL 1 v Design Criteria: I V= 6,229 Ib #N!A r! H= 10.833 ft 7 I : 25 sill, wan 48 in w1 d1 d2 43 W4 W2= 26 in IIIIIIIMIMIIIIMMMIIIINMMIIII W3= 36 in V,_1 a-2 # vi-3� # vi-4` d1= 72 in 16 ..s '1t >4 ;1 _IA_ w?.! ^>J s! AL3-' R'4 'Sim tS d2= 72 in 17 (( fff tt v7 dt/2 EdI/2 v83 d2I2 d2/2! i 9 d3/21 d3/2 FFFF �o L1= 84 in 19 s v7 t r v b:o L2= 98 in 20 T4 • 1s L3= 72 in 21 12 , -- i -- _ T6 I IF >�`v. 12 F r' '4 . 16 : f`. "A ar Wi= 28 in 23 It e I w2= 30 in 24 IT i1 `I i� t2 L-----„-- w3= 28 in 25 w4= 30 in 26 II Pier 1: Pier 2: Pier 3: I Vit= 2,028 lb Vi2= 2,366 lb Vi3= 1,738 lbm MOT.= 21,969 ft-lb M0T2= 25,630 ft-lb Mom= 18,831 ft-lb v1 +v2= 649. plf s 760plf v3+v4= 649 plf <_760p1f v3+v4= 649 plf <_760plf v1= 1,515 lb v3= 1,515 lb v3= 1,515 lb v2= 1,623 lb v4= 1,623 lb v4= 1,623 lb T1= 1,948 lb T3= 1,948 lb T3= 1,948 lb T2= 1,948 lb T4= 1,948 lb T4= 1,948 lb v7= 507 plf <_640p1f v8= 1,092 plf s 1280p1f v9= 579 plf s 640p1f Max Opening Shear= 649 plf <_760p1f Max Pier Shear= 1,092 plf <_1280p1f I I I I I I ivALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO 1 v: 503.620.4314 • f: 503.620.4304 SHEET OF �m I 1 N S Shear Wall Design at GL 3 2015 NDS Job Number: 16303.00 I N-S Shearwall Design at GL 3 Total Length of Shearwall= 32.2 ft Length of Shortest Wall = 15.8 ft I Roof Level N S Shearwall Design at GL 3 ,.. I EQ Resisting Line Reaction-Roof at GL 3 = 4.8 kips (Service Load-0.7E) W Resisting Line Reaction-Roof at GL 3= 3.0 kips (Service Load-0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load = 19.0 psf IWall Dead Load = 9.0 psf Roof Level Shear Wall Height, hs= 8.33 ft Aspect Ratio= 0.53 OK I Total EQ Shear at Roof Level,v_EQ= 149.5 plf Total Wind Shear at Roof Level, v_w= 94.0 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Tvoe A Shearwall I EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, Mor-EQ= 19619 ft# Overturning Moment, Mor.w= 12339 ft-# Righting Moment, MR= 14016 ft-# MOT—0.6MR I Tnet= 712# Tnet = SimpsQJ1 CS16 x 46" I 4th Floor N-S Shearwall Desk n at GL 3 I EQ Resisting Line Reaction-4th Fir at GL 3= 9.3 kips (Service Load 0.7E) W Resisting Line Reaction 4th FIr at GL 3= 6.0 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft I Floor Dead Load = 29.0 psf Wall Dead Load = 9.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft I Aspect Ratio= 0.57 OK Total EQ Shear at 4th Floor Level, v_EQ= 289.0 plf Total Wind Shear at 4th Floor Level,v_w= 186.9 plf Single or Double Sided Sheathing? Single Sided I EQ Shear Wall Callout= B Type B Shearwalt EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, MoT_EQ= 60583 ft# Overturning Moment, M0T_w= 38838 ft-# Righting Moment, MR= 31256 ft-# I Tnet= 2656# Tnet = MOT— 1O.6MR (2)Simpson CS16 x 46: Tyne HD2 I I AL ALLSTRUCTURE Tigard Hampton inn BY KH DATE Engineering LLC _e ,... -_ m CHK BY DATE 7140 SW Fir Loop, Suite 231 doh NO 16305.00 Tigard, Oregon 97223 v: 503.620.4314 . f: 503.620.4304 SHEET OF 3rd Floor N-S Shearwall Design at GL 3 \\ EQ Resisting Line Reaction-3rd Fir at GL 3= 12.4 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Fir at GL 3= 9,1 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load= 29.0 psf Wall Dead Load = 9.0 psf 3rd Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.57 OK Total EQ Shear at 3rd Floor Level, v_EQ= 385.1 plf Total Wind Shear at 3rd Floor Level, v.w = 281.4 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= C Type C Shearwall EQ Shear Wall Capacity= 490 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, Mor_EQ= 115168 11-# Overturning Moment,MOT_W = 78731 ft-# Righting Moment, MR= 48496 ft-# MOT— 0.6MR Tnet= 5465# Tnet = Simpson CMST12 x 95" Type HD6 2nd Floor N-S Shearwall Design at GL 3111 a EQ Resisting Line Reaction-2nd Fir at GL 3= 14.6 kips (Service Load-0.7E) W Resisting Line Reaction-2nd Fir at GL 3= 12.4 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load = 29.0 psf Wall Dead Load = 9.0 psf 2nd Floor Level Shear Wall Height,hs= 10.83 ft Aspect Ratio= 0.69 OK Total EQ Shear at 2nd Floor Level,v_EQ= 452.9 plf Total Wind Shear at 2nd Floor Level,v.W= 384.6 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= C Type CShearwall EQ Shear Wall Capacity= 490 plf Wind Shear Wall Callout= B Wind Shear Wall Capacity= 533 plf Overturning Moment, MoT_EQ= 192451 ft-# Overturning Moment,MOT_W= 144353 ft-# Righting Moment, MR= 67783 ft-# MOT—0.6MR Tnet= 9637# Tnet = Simpson HD9B t Type HD8 i 1 1 S ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK By DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 X06 No v: 503.620.4314 • f: 503.620.4304 SHEET OF I 1 N-S Shear Wall Design at GL 4 2015 NDS Job Number: 16303.00 IN-S Shearwall Design at GL 4 Total Length of Shearwall = 39,8 ft Length of Shortest Wall = 19.9 ft I Roof Level N-S Shearwall Design at GL 4 I EQ Resisting Line Reaction-Roof at GL 4= 2.8 kips (Service Load 0.7E) W Resisting Line Reaction Roof at GL 4= 1.7 kips (Service Load -0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load = 19,0 psf I Wall Dead Load = 9.0 psf Roof Level Shear Wall Height, hs= 8.33 ft Aspect Ratio= 0.42 OK I Total EQ Shear at Roof Level,v_EQ= 69.9 plf Total Wind Shear at Roof Level,v_W= 43.8 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearwall I EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, Mor-EQ= 11596 ft# Overturning Moment, Mor_W= 7272 ft-# Righting Moment, MR= 22412 ft-# I net= 93# MOT—0.6MR Tnet = 1 No HD Req't( 4th Floor N-S Shearwall Design at GL 4 ir I EQ Resisting Line Reaction-4th Fir at GL 4= 5.4 kips (Service Load 0.7E) W Resisting Line Reaction 4th Fir at GL 4= 3.5 kips (Service Load -0.6W) Floor Dead Load Tributary= 2.0 ft I Floor Dead Load = 29.0 psf Wall Dead Load = 9.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.45 OK I Total EQ Shear at 4th Floor Level,v_EQ= 135.0 plf Total Wind Shear at 4th Floor Level,v_w= 87.1 plf Single or Double Sided Sheathing? Single Sided I EQ Shear Wall Callout= A Type AShearwaj( EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, MOT-EQ= 35800 ft# Overturning Moment,MOT-w= 22888 ft-# Righting Moment, MR= 49981 ft-# ITnet= 292# Tnet = M0 —j0.6MR No HQ Rega I ' AsL ALLSTRUCTURE Tigard Hampton Inn m� _ _ �� BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 I Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF i 3rd Floor N-S Shearwall Design at GL 4 EQ Resisting Line Reaction-3rd Fir at GL 4= 7.2 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Fir at GL 4= 5.2 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load= 29.0 psf Wall Dead Load = 9,0 psf 3rd Floor Level Shear Wall Height,hs= 9.00 ft Aspect Ratio= 0.45 OK Total EQ Shear at 3rd Floor Level, v_EQ= 179.9 plf Total Wind Shear at 3rd Floor Level, v_W= 131.2 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A T_vg .A Shearwaji EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MQT_EQ= 68052 ft-# Overturning Moment,MOT_W= 46397 ft-# Righting Moment, MR= 77550 ft-# I MOT—0.6MR Tnet= 1081 # Tnet = 1 Simpson CS16 x 46" Type HQ1 2nd Floor N-S Shearwail Design at GL 4 EQ Resisting Line Reaction-2nd Fir at GL 4= 8.4 kips (Service Load-0.7E) W Resisting Line Reaction-2nd Fir at GL 4= 7.1 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load= 29.0 psf Wail Dead Load = 9.0 psf 2nd Floor Level Shear Wall Height,hs= 10.83 ft Aspect Ratio= 0.54 OK Total EQ Shear at 2nd Floor Level,v_EQ= 211.6 plf Total Wind Shear at 2nd Floor Level,v_W= 179.2 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Tvne A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A • Wind Shear Wall Capacity= 365 plf Overturning Moment, MoT_EQ= 113716 ft-# Overturning Moment, MOT_W= 85069 ft-# Righting Moment, MR= 108391 ft-# MOT—0,6MR Tnet= 2444# Tnet = ljplpson HDU5 Type HD4 I 1 I I ALLSTRUCTURE Tigard Hampton Inn BY KH DATE 1 1L Engineering LLC m�mmR CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF I ■ N-S Shear Wall Design at GLS Job Number: 16303.00 ■ 2015 NDS N S Shearwall Design at GL 5 Total Length of Shearwall = 39.8 ft Length of Shortest Wall= 19.9 ft I Roof Level N-S Shearwall Design at GL 5 I EQ Resisting Line Reaction-Roof at GL 5= 4.0 kips (Service Load 0.7E) W Resisting Line Reaction Roof at GL 5= 2,5 kips (Service Load-0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load= 19.0 psf I Wall Dead Load = 9.0 psf Roof Level Shear Wall Height, hs= 8.33 ft Aspect Ratio= 0.42 OK I Total EQ Shear at Roof Level,v_EQ= 100.6 plf Total Wind Shear at Roof Level, v_w= 63.3 pif Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Tvne A Shearwall I EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 16700 ft# Overturning Moment,Mor-w = 10504 ft-# Righting Moment, MR= 22412 ft-# I Tnet= 163# Tnet = MOT- 10.6MR No HaReq'S( 4th Floor N-S Shearwall Design at GL 5 I EQ Resisting Line Reaction-4th Fir at GL 5= 7.8 kips (Service Load 0.7E) W Resisting Line Reaction 4th Fir at GL 5= 5.0 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft I Floor Dead Load = 29.0 psf Wall Dead Load= 9.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.45 OK 1 Total EQ Shear at 4th Floor Level, v_EQ= 194.6 plf Total Wind Shear at 4th Floor Level,v_w= 125.8 plf Single or Double Sided Sheathing? Single Sided IEQ Shear Wall Callout= A Type A Shearwall Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf IOverturning Moment, MoT_EQ= 51577 f1-# Overturning Moment, MoT_w= 33060 ft-# Righting Moment, MR= 49981 ft-# I MOT-0.6MR Tnet= 1084# Tnet = f Sii7ljZson CS x 46" Type HD1 I I ,v ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF 1 3rd Floor N-S Shearwall Design at GL 5 EQ Resisting Line Reaction-3rd Fir at GL 5= 10.3 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Flr.at GL 5= 7.5 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load= 29.0 psf Wall Dead Load= 9.0 psf 3rd Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.45 OK Total EQ Shear at 3rd Floor Level,v_EQ= 259.3 plf Total Wind Shear at 3rd Floor Level,v_W= 189.4 pif Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 pif Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MQT_EQ= 98054 ft-# Overturning Moment, MQT_w= 67018 ft-# Righting Moment, MR= 77550 ft-# I MOT—0.6MR Tnet= 2587# Tnet (2)(2)Simpson CS16 x 46" Tvoe HDZ 2nd Floor N-S Shearwall Design at GL 5 EQ Resisting Line Reaction-2nd Fir at GL 5= 12.1 kips (Service Load-0.7E) W Resisting Line Reaction-2nd Fir at GL 5= 10.3 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load= 29.0 psf Wall Dead Load = 9.0 psf 2nd Floor Level Shear Wall Height,hs= 10.83 ft Aspect Ratio= 0.54 OK Total EQ Shear at 2nd Floor Level,v_EQ= 609.9 plf Total Wind Shear at 2nd Floor Level,v_w= 517.8 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wail Callout= D Type D Shearwall EQ Shear Wall Capacity= 640 plf Wind Shear Wall Callout= B Wind Shear Wall Capacity= 533 plf Overturning Moment, MOT-EQ= 229656 ft-# Overturning Moment, MQT_W= 178736 ft-# Righting Moment, MR= 108391 ft-# MOT—0.6MR Tnet= 8265# Tnet = 1 Simpson HD9B Type HD8 1 I 1 �S ALLSTRUCTURE Tigard Hampton Inn B., KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231JAB NO 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF I N-S Shear Wall Design at GL 6 Job Number: 16303.00 2015 NDS IN-S Shearwall Design at GL 6 �\ Total Length of Shearwall = 35.8 ft Length of Shortest Wall= 17.9 ft I Roof Level N-S Shearwall Design at GL 6 IEQ Resisting Line Reaction-Roof at GL 6= 5.6 kips (Service Load-0.7E) W Resisting Line Reaction-Roof at GL 6= 2.9 kips (Service Load-0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load= 19.0 psf I Wall Dead Load= 9.0 psf Roof Level Shear Wall Height, hs= 8.33 ft Aspect Ratio= 0.47 OK I Total EQ Shear at Roof Level,v_EQ= 156.9 plf Total Wind Shear at Roof Level, v_W= 80.8 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Tvne A Shearwall I EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf 1 Overturning Moment, Mor-EQ= 23428 ft# Overturning Moment,— oment, MaT_w= 12062 ft-# Righting Moment, MR= 18137 ft-# II T1et= 700# MOT—0.6MR Tnet = I /boon CS1¢X 46„ Type HD1 4th Floor N-S Shearwall Design at GL 6 I EQ Resisting Line Reaction-4th Fir at GL 6= 10.3 kips (Service Load 0.7E) W Resisting Line Reaction 4th Fir at GL 6= 5.8 kips (Service Load-0.6W) Floor Dead Load Tributary= 7.0 ft I Floor Dead Load = 29.0 psf Wall Dead Load= 9.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.50 OK I Total EQ Shear at 4th Floor Level,v_EQ= 287.8 plf Total Wind Shear at 4th Floor Level,v-W= 160.6 plf Single or Double Sided Sheathing? Single Sided IEQ Shear Wall Callout= B Type B Shearwall EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, Mor-EQ= 69841 ft-# Overturning Moment, MOT_W= 37964 ft-# Righting Moment, MR= 63720 ft-# I Tfet= 1764# —"MR Tner = l (2)Simpson CS16 x 4¢_ Dyne HDZ I I iv ALLSTRUCTURE Tigard Hampton Inn By KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 • JOB NO 16305.00 I Tigard, Oregon 97223 v: 503.620.4314 • 1: 503.620.4304 SHEET OF 1 3rd Floor N-S Shearwall Design at GL 6 EQ Resisting Line Reaction-3rd Fir at GL 6= 13.5 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Fir at GL 6= 8.7 kips (Service Load-0.6W) Floor Dead Load Tributary= 7,0 ft Floor Dead Load= 29,0 psf Wall Dead Load = 9.0 psf 3rd Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.50 OK Total EQ Shear at 3rd Floor Level, v_EQ= 378.0 plf Total Wind Shear at 3rd Floor Level,v_W = 241.8 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Type B Shearwall EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MoT_EQ= 130798 ft-# Overturning Moment, Mor-W= 76961 ft-# Righting Moment, MR= 109303 ft-# MOT—0.6MR Tnet= 3640# Tnet = MSTC66 Type HD3 2nd Floor N-S Shearwall Design at GL 6 4„4- e ss-- > »yes. EQ Resisting Line Reaction-2nd FIr at GL 6= 15.9 kips (Service Load-0.7E) W Resisting Line Reaction-2nd FIr at GL 6= 11.8 kips (Service Load-0.6W) Floor Dead Load Tributary= 7.0 ft Floor Dead Load= 29.0 psf Wall Dead Load = 9.0 psf 2nd Floor Level Shear Wall Height,hs= 10.83 ft Aspect Ratio= 0.60 OK Total EQ Shear at 2nd Floor Level,v_EQ= 442.7 plf Total Wind Shear at 2nd Floor Level,v_w= 330.5 plf Single or Double Sided Sheathing? Single Sided 111 EQ Shear Wall Callout= C Type C Shearwall EQ Shear Wall Capacity= 490 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT_EQ= 216717 ft-# Overturning Moment, MOT-W= 141106 ft-# Righting Moment, MR= 157534 ft-# Tnet= 6820# Tnet = MOT— 0.6MR ,S, impsor fDU8-SDS2.§ Type HD§ 111 I I 1 ALLSTRUCTURE Tigard Hampton inn111 BY KH DATE 11LEngineering neering LLC gCHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF I I N-S Shear Wall Design at GL 8 2015 NDS Job Number: 16303.00 IN-S Shearwall Design at GL 8 Total Length of Shearwall= 24.9 ft Length of Shortest Wall= 7.5 ft I Roof Level N-S Shearwall Design at GL 8 I EQ Resisting Line Reaction-Roof at GL 8= 5.1 kips (Service Load 0.7E) W Resisting Line Reaction Roof at GL 8= 2.5 kips (Service Load-0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load = 19.0 psf I Wall Dead Load= 9.0 psf Roof Level Shear Wall Height,hs= 8.33 ft Aspect Ratio= 1.11 OK I Total EQ Shear at Roof Level,v_EQ= 203.1 plf Total Wind Shear at Roof Level,v_w= 98.4 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Tvoe A Shearwall I EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf 1 Overturning Moment, MoT_EQ= 12692 ft-# Overturning Moment, MoT_W= 6150 ft-# Righting Moment, MR= 3178 ft-# I Tnet= 1438# MOT—"MR Tnet = Simpson CS16 x 46" 1 Type HQ1 4th Floor N-S Shearwall Design at GL 8 I EQ Resisting Line Reaction-4th FIr at GL 8= 9.3 kips (Service Load 0.7E) W Resisting Line Reaction 4th Fir at GL 8= 4.9 kips (Service Load-0.6W) Floor Dead Load Tributary= 14.8 ft I Floor Dead Load= 29,0 psf Wall Dead Load = 9.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 1.20 OK I Total EQ Shear at 4th Floor Level, v_EQ= 372.2 plf Total Wind Shear at 4th Floor Level,v_W= 195.6 plf Single or Double Sided Sheathing? Single Sided I EQ Shear Wall Callout= B Type B Shearwall EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, Mor-EQ= 37817 ft-# Overturning Moment, MoT_w= 19355 ft-# Righting Moment, MR= 17487 ft-# I Tnet= 3643# Mar—"MR Tnet = I MSTC66 Tvoe HD1 I 1 1 sE ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 I Tigard, Oregon 97223 roe Ho v: 503.620.4314 • f: 503.620.4304 SHEET OF 3rd Floor N-S Shearwall Design at GL 8 EQ Resisting Line Reaction-3rd Fir at GL 8= 12.2 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Fir at GL 8= 7.3 kips (Service Load-0.6W) Floor Dead Load Tributary= 14.8 ft Floor Dead Load = 29.0 psf Wall Dead Load = 9,0 psf 3rd Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 1.20 OK Total EQ Shear at 3rd Floor Level,v_EQ= 488.8 plf Total Wind Shear at 3rd Floor Level,v_w = 294.5 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= C Type C Shearwall EQ Shear Wall Capacity= 490 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT_EQ= 70809 ft-# Overturning Moment, MQTw= 39237 ft-# Righting Moment, MR= 31795 ft-# I Tnet= 6898# Tnet = MOT—t0.6MR Simpson CMST12 x 95" Tvoe HD6 2nd Floor N-S Shearwall Design at GL 8 EQ Resisting Line Reaction-2nd FIr at GL 8= 14.3 kips (Service Load-0.7E) W Resisting Line Reaction-2nd FIr at GL 8= 10.0 kips (Service Load-0.6W) Floor Dead Load Tributary= 14.8 ft Floor Dead Load = 29.0 psf Wall Dead Load = 9.0 psf 2nd Floor Level Shear Wall Height,hs= 10.83 ft Aspect Ratio= 1.44 OK Total EQ Shear at 2nd Floor Level,v_EQ= 572.5 plf Total Wind Shear at 2nd Floor Level,v_w= 402.5 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= D Tvoe D Shearwal( EQ Shear Wall Capacity= 640 plf Wind Shear Wall Callout= B Wind Shear Wall Capacity= 533 plf Overturning Moment, MOT_EQ= 117325 ft-# Overturning Moment,MoT_w= 71941 ft-# Righting Moment, MR= 46568 ft-# MOT—10.6MR Tnet Simpson HD12 net= 11918# Tnet = Typ )ips i I I I ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF I I N-S Shear Wall Design at GL 9 Job Number: 16303.00 2015 NDS IN-S Shearwall Design at GL 9 Total Length of Shearwall = 45.1 ft Length of Shortest Wall= 17,8 ft I Roof Level N S Shearwall Design at GL 9 I EQ Resisting Line Reaction-Roof at GL 9= 4.6 kips (Service Load 0.7E) W Resisting Line Reaction Roof at GL 9= 2.2 kips (Service Load-0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load= 19.0 psf I Wall Dead Load = 9.0 psf Roof Level Shear Wall Height, hs= 8.33 ft Aspect Ratio= 0.47 OK I Total EQ Shear at Roof Level,v_EQ= 102.1 plf Total Wind Shear at Roof Level,v_w= 49.4 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearwall I EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, Mor_EQ= 15173 f1-#Overturning Moment,MOT-E4 = 7336 ft-# Righting Moment, MR= 17969 ft-# I Tnet= 246# Mpg —0.6MR No HD Rea'cl Tnet = 1 4th Floor N-S Shearwall Design at GL 9 I EQ Resisting Line Reaction-4th FIr at GL 9= 8,7 kips (Service Load 0.7E) W Resisting Line Reaction 4th Fir at GL 9= 4.4 kips (Service Load-0.6W) Floor Dead Load Tributary= 13.7 ft I Floor Dead Load = 29.0 psf Wall Dead Load= 9,0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.50 OK Total EQ Shear at 4th Floor Level,v_EQ= 193.1 plf Total Wind Shear at 4th Floor Level,v-w= 98.2 plf Single or Double Sided Sheathing? Single Sided I EQ Shear Wall Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf IOverturning Moment, Mor_EQ= 46166 ft-# Overturning Moment, Mor-w= 23089 ft-# Righting Moment, MR= 93967 ft-# I MOT—0.6MR Tnet= 573# Tnet = j NO HD Req'ci I 1 AS ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB No v: 503.620.4314 • f: 503.620.4304 SHEET OF 3rd Floor N-S Shearwall Design at GL 9 a.. EQ Resisting Line Reaction-3rd Fir at GL 9= 11,5 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Fir at GL 9= 6,7 kips (Service Load-0.6W) Floor Dead Load Tributary= 133 ft Floor Dead Load = 29.0 psf Wall Dead Load = 9.0 psf 3rd Floor Level Shear Wall Height,hs= 9.00 ft Aspect Ratio= 0.50 OK Total EQ Shear at 3rd Floor Level,v_EQ= 255.8 pif Total Wind Shear at 3rd Floor Level,v.w = 147.8 pif Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearyvall EQ Shear Wall Capacity= 260 pif Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 87222 ft-# Overturning Moment,MOT-w = 46805 ft-# Righting Moment, MR= 169966 ft-# I Mor—0.6MR No HD Read Tnet= -828# Tnet = 2nd Floor N-S Shearwall Design at GL 9 EQ Resisting Line Reaction-2nd Fir at GL 9= 13.6 kips (Service Load-0.7E) W Resisting Line Reaction-2nd Fir at GL 9= 9.1 kips (Service Load-0.6W) Floor Dead Load Tributary= 13.7 ft Floor Dead Load= 29.0 psf Wall Dead Load = 9.0 psf 2nd Floor Level Shear Wall Height,hs= 19,83 ft Aspect Ratio= 0.61 OK Total EQ Shear at 2nd Floor Level,v_EQ= 300.8 pif Total Wind Shear at 2nd Floor Level,v_w= 201.9 pif Single or Double Sided Sheathing? Single Sided EQ Shear Wall Caliout= B type B Shearwalj EQ Shear Wall Capacity= 380 pif Wind Shear Wall Caliout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 145340 ft-# Overturning Moment, MOT_w= 85817 ft-# Righting Moment,MR= 248588 ft-# Tnet= -214# Tnet = MOT-0.6MR 149 HO Re•'• I i 1 I ASLALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CNK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF I I N-S Shear Wall Design at GL 11 Job Number: 16303.00 2015 NDS IN-S Shearwall Desigal at GL 11 Total Length of Shearwall = 53.5 ft Length of Shortest Wall = 26.8 ft I Roof Level N S Shearwall Design at GL 11 ' EQ Resisting Line Reaction-Roof at GL 11 = 5.8 kips (Service Load 0.7E) W Resisting Line Reaction Roof at GL 11 = 2.8 kips (Service Load-0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load= 19,0 psf 1Wall Dead Load = 9.0 psf Roof Level Shear Wall Height,hs= 8.33 ft Aspect Ratio= 0.31 OK I Total EQ Shear at Roof Level,v_EQ= 109.0 plf Total Wind Shear at Roof Level, v_w= 52.8 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Iype A Shearwali I EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf ' Overturning Moment, MoT_EQ= 24298 ft-# Overturning Moment,MoT_w = 11773 ft-# Righting Moment, MR= 40429 ft-# MOT—"MR Tnet= 2# Tnet = 1 No HD Rep'd 4th Floor N-S Shearwall Design at GL 11 ,- ,,,, .;...0 -0 .._ 0 ,, x, — -,,,,,,,,,MM....;: ,,. ,.: ,.,.:..: ....,'.. . :, .•, :,., .,.,,,, • ,,> I EQ Resisting Line Reaction-4th Fir at GL 11 = 11.2 kips (Service Load 0.7E) W Resisting Line Reaction 4th Fir at GL 11 = 5.6 kips (Service Load-0.6W) Floor Dead Load Tributary= 12.8 ft I Floor Dead Load = 29.0 psf Wall Dead Load = 9.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.34 OK ITotal EQ Shear at 4th Floor Level,v_EQ= 209.5 plf Total Wind Shear at 4th Floor Level,v_w= 105.0 plf Single or Double Sided Sheathing? Single Sided I EQ Shear Wall Callout= A Type A Shearwali EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf IOverturning Moment, MQT_EQ= 74744 ft-# Overturning Moment, MOT-w= 37056 ft-# Righting Moment, MR= 201699 ft-# I Tnet= -1730# MOT—"MR 7net = t No HD Req'd I ' A ALLSTRUCTURE Tigard Hampton Inn BY KH H DATE Engineering LLC CHK DATE 7140 SW Fir Loop, Suite 231 16305.00 111Tigard, Oregon 97223 doe Ho v: 503.620.4314 • f: 503.620.4304 SHEET OF 3rd Floor N-S Shearwall Design at GL 11 EQ Resisting Line Reaction-3rd Fir at GL 11 = 14.9 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Fir at GL 11 = 8.5 kips (Service Load-0.6W) Floor Dead Load Tributary= 12.8 ft Floor Dead Load = 29.0 psf Wall Dead Load = 9.0 psf 3rd Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.34 OK Total EQ Shear at 3rd Floor Level,v_EQ = 278.8 plf Total Wind Shear at 3rd Floor Level,v_W= 158.1 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Type Q Shearwall EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 141864 ft-# Overturning Moment, MOT_W = 75119 ft-# Righting Moment, MR= 362969 ft-# MOT—0.6MR No HD Req'd Tnet= -2838# Tttet = 2nd Floor N-S Shearwall Design at GL 11 EQ Resisting Line Reaction-2nd FIr at GL 11 = 17.6 kips (Service Load-0.7E) W Resisting Line Reaction-2nd Fir at GL 11 = 11.6 kips (Service Load-0.6W) Floor Dead Load Tributary= 12.8 ft Floor Dead Load= 29.0 psf Wall Dead Load = 9.0 psf 2nd Floor Level Shear Wall Height,hs= 10.83 ft Aspect Ratio= 0.40 OK Total EQ Shear at 2nd Floor Level,v_EQ= 328.4 plf Total Wind Shear at 2nd Floor Level,v_W= 216.1 plf Single or Double Sided Sheathing? Double Sided EQ Shear Wall Callout= F Tag F Sheerwd EQ Shear Wall Capacity= 520 plf Wind Shear Wall Callout= F Wind Shear Wall Capacity= 730 plf Overturning Moment, MOT-EQ= 237030 ft-# Overturning Moment,MOT_W= 137731 ft-# Righting Moment, MR= 530142 ft-# MOT—0.6MR NpHDReq'd Tnet= -3030# Tnet = 1 I 1 I ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231JOB No 16305.00 Tigard, Oregon 97223111 v: 503.620.4314 • f: 503.620.4304 SHEET OF I N-S Shear Wall Design at GL 13 Job Number: 16303.00 I 2015 NDS IN-S Shearwall Design at GL 13 Total Length of Shearwall = 53.5 ft Length of Shortest Wall = 26.8 ft Roof Level N-S Shearwall Design at GL 13 I EQ Resisting Line Reaction-Roof at GL 13= 5.8 kips (Service Load 0 7E) W Resisting Line Reaction Roof at GL 13 = 2.8 kips (Service Load-0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load = 19.0 psf I Wall Dead Load = 9.0 psf Roof Level Shear Wall Height,hs= 8.33 ft Aspect Ratio= 0.31 OK I Total EQ Shear at Roof Level,v_EQ = 109.0 pif Total Wind Shear at Roof Level, v_w= 52.8 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Tvne A Shearwall III EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, MOT-EQ= 24298 ft-# Overturning Moment,MQT_w = 11773 ft-# Righting Moment, MR= 40429 ft-# I Tet= 2# MOT—0.6MR ,�1oHDRead Tnet — 1 4th Floor N-S Shearwall Design at GL 13 ., . I EQ Resisting Line Reaction-4th Fir at GL 13= 11.2 kips (Service Load 0.7E) W Resisting Line Reaction 4th Fir at GL 13= 5.6 kips (Service Load-0.6W) Floor Dead Load Tributary= 12.8 ft I Floor Dead Load = 29.0 psf Wall Dead Load = 9.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.34 OK ITotal EQ Shear at 4th Floor Level,v_EQ= 209.5 plf Total Wind Shear at 4th Floor Level,v_w = 105.0 plf Single or Double Sided Sheathing? Single Sided I EQ Shear Wall Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, MQT_EQ = 74744 ft-# Overturning Moment, M0T_w= 37056 ft-# Righting Moment, MR= 201699 ft-# Tnet= -1730# —"MR Ther = t No HD Recfsi I I %s ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 I Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF 3rd Floor N-S Shearwall Design at GL 13 EQ Resisting Line Reaction-3rd Fir at GL 13= 14.9 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Fir at GL 13= 8.5 kips (Service Load-0.6W) Floor Dead Load Tributary= 12.8 ft 111 Floor Dead Load = 29.0 psf Wall Dead Load= 9.0 psf 3rd Floor Level Shear Wall Height, h5= 9.00 ft Aspect Ratio= 0.34 OK Total EQ Shear at 3rd Floor Level, v_EQ= 278.8 plf Total Wind Shear at 3rd Floor Level, V. = 158.1 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Tvpe B Shearwall EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, Mor-EQ= 141864 ft-# Overturning Moment,Mor-w= 75119 ft-# Righting Moment, MR= 362969 ft-# MOT-0.6MR Tnet= -2838# Tnet = No HD Reg'd 2nd Floor N-S Shearwall Design at GL 13 w,.. . EQ Resisting Line Reaction-2nd Fir at GL 13= 17.6 kips (Service Load-0.7E) W Resisting Line Reaction-2nd Fir at GL 13= 11.6 kips (Service Load-0.6W) Floor Dead Load Tributary= 12.8 ft Floor Dead Load= 29.0 psf Wall Dead Load =-9.0 psf 2nd Floor Level Shear Wall Height,hs= 10.83 ft Aspect Ratio= 0.40 OK Total EQ Shear at 2nd Floor Level,v_EQ= 328.4 plf Total Wind Shear at 2nd Floor Level,v_w = 216.1 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Type B Shearwall EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 237030 ft-# Overturning Moment,MOT_W= 137731 ft-# Righting Moment, MR= 530142 ft-# Tnet- -3030# Tnet = MOT-t0.6MR No HD Res'. _ I I 1 AS ALLSTRUCTURE Tigard Hampton Inn By KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 Boa No v: 503.620.4314 • f: 503.620.4304 SHEET OF I IN-S Shear Wall Design at GL 15 Job Number: 16303.00 2015 NDS IN-s Shearwall Design at GL 15 Total Length of Shearwall = 50.1 ft Length of Shortest Wall = 9.3 ft Roof Level N-S Shearwall Design at GL 15 I EQ Resisting Line Reaction-Roof at GL 15= 4.4 kips (Service Load 0.7E) W Resisting Line Reaction Roof at GL 15= 2.1 kips (Service Load-0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load = 19.0 psf I Wall Dead Load = 9.0 psf Roof Level Shear Wall Height,hs= 8.33 ft Aspect Ratio= 0.89 OK I Total EQ Shear at Roof Level,v_EQ = 87.3 plf Total Wind Shear at Roof Level,v_w= 42.3 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearwall I EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, Mor-Eo= 6791 ft-# Overturning Moment, Mol-_w= 3291 ft-# Righting Moment, MR= 4922 ft-# I Tnet= 411 # MOT—0,6MR Tnet = 1 N4_Ho 13gs'd 2nd Floor N-S Shearwall Design at GL 15 I EQ Resisting Line Reaction-4th Fir at GL 15= 8.4 kips (Service Load 0.7E) W Resisting Line Reaction 4th Fir at GL 15= 4.2 kips (Service Load-0.6W) Floor Dead Load Tributary= 12.8 ft I Floor Dead Load = 29.0 psf Wall Dead Load= 9.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.96 OK I Total EQ Shear at 4th Floor Level,v_EQ= 167.9 plf Total Wind Shear at 4th Floor Level,v_w = 84.1 plf Single or Double Sided Sheathing? Single Sided I EQ Shear Wall Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf IOverturning Moment, Mor-Ea= 20892 ft-# Overturning Moment, Mor-w= 10358 ft-# Righting Moment, MR= 24554 ft-# Tnet= 660# Tnet = MOT—0.6MRI Sjippso CS16 x 46" Type HD1 I 1 sr ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC �® CHK BY DATE I7140 SW Fir Loop, Suite 231 0 16305,0 Tigard, Oregon 97223 ...... jog No v: 503.620.4314 • f: 503.620.4304 SHEET OF 1 3rd Floor N-S Shearwall Design at GL 15 EQ Resisting Line Reaction-3rd Fir at GL 15= 11.2 kips (Service Load 0.7E) W Resisting Line Reaction-3rd Fir at GL 15= 6.3 kips (Service Load-0.6W) Floor Dead Load Tributary= 12.8 ft 111 Floor Dead Load= 29.0 psf Wall Dead Load = 9.0 psf 3rd Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.96 OK Total EQ Shear at 3rd Floor Level,v_EQ= 223.4 plf Total Wind Shear at 3rd Floor Level,v_w= 126.7 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type k$hearwal( EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 39655 ft-# Overturning Moment, MOT_W= 20998 ft-# Righting Moment, MR= 44187 ft-# Mor—0.6MR 1 Tnet= 1408# Tnet = Simpson CS16 x 46" TypQHD1 2nd Floor N-S Shearwall Design at GL 15 EQ Resisting Line Reaction-2nd Fir at GL 15= 13.2 kips (Service Load-0.7E) W Resisting Line Reaction-2nd Fir at GL 15= 8.7 kips (Service Load-0.6W) Floor Dead Load Tributary= 12.8 ft Floor Dead Load = 29.0 psf Wall Dead Load = 9.0 psf 2nd Floor Level Shear Wall Height, hs= 10.83 ft 111Aspect Ratio= 1.16 OK Total EQ Shear at 2nd Floor Level,v_EQ= 263.1 plf Total Wind Shear at 2nd Floor Level,v_w= 173.1 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Type B Shearwall EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MQT_EQ= 66261 ft-# Overturning Moment,MOT_W= 38500 ft-# Righting Moment, MR= 64538 ft-# 111 MOT—0.6MR Tnet= 2950# Tnet Simpson HDU 4 Type HD4 I 1 1 I ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 23116305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET ora I I N S Shear Wall Design at GL 16Job umber: 6303.00 2015 NDS 1 N-S Shearwall Design at GL 16 Total Length of Shearwall = 39.9 ft Length of Shortest Wall = 14.5 ft I Roof Level N S Shearwall Design at GL 16 I EQ Resisting Line Reaction-Roof at GL 16= 3.1 kips (Service Load 0.7E) W Resisting Line Reaction Roof at GL 16= 1.5 kips (Service Load-0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load = 19.0 psf I Wall Dead Load= 9,0 psf Roof Level Shear Wall Height, hs= 8.33 ft Aspect Ratio= 0.57 OK I Total EQ Shear at Roof Level,v_EQ= 76.9 plf Total Wind Shear at Roof Level,v_w= 38.2 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Tyne A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, MOT-EQ= 9293 ft-# Overturning Moment, MQT_w= 4612 ft-# Righting Moment, MR= 11879 ft-# i Tnet= 149# MOT—0.6MR Tner = t No HD Req'cf 4th Floor N-S Shearwall Desi n GL 16 :. :oat I EQ Resisting Line Reaction-4th Fir at GL 16= 5.8 kips (Service Load 0.7E) W Resisting Line Reaction 4th Fir at GL 16= 3.0 kips (Service Load-0.6W) Floor Dead Load Tributary= 13.8 ft I Floor Dead Load = 29.0 psf Wall Dead Load= 9.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.62 OK I Total EQ Shear at 4th Floor Level,v_EQ= 146.4 plf Total Wind Shear at 4th Floor Level,v_w = 75.9 plf Single or Double Sided Sheathing? Single Sided IEQ Shear Wall Callout= A Type A ShearwallEQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, MQT_EQ= 28394 ft-# Overturning Moment, Moi-_w= 14517 ft-# Righting Moment, MR= 62313 ft-# I Tnet= -620# MOT—"MR Tnet = I No HD Rgq'd I 1 AS ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO 16305.00 Tigard, Oregon 97223 v: 503.620.4314 . f: 503.620.4304 SHEET OF 1 3rd Floor N-S Shearwall Design at GL 16 EQ Resisting Line Reaction-3rd Fir at GL 16= 7.8 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Fir at GL 16= 4.6 kips (Service Load-0.6W) Floor Dead Load Tributary= 13.8 ft Floor Dead Load = 29.0 psf Wall Dead Load= 9,0 psf 3rd Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.62 OK 1 Total EQ Shear at 3rd Floor Level,v_EQ= 194.2 pif Total Wind Shear at 3rd Floor Level,v_W= 114.3 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Tvoe A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 53739 ft-# Overturning Moment, MQT.W= 29428 ft-# Righting Moment, MR= 112747 ft-# 111 MOT—0.6MR Tnet= -959# Tnet = No HD Req'd 2nd Floor N-S Shearwall Design at GL 16 EQ Resisting Line Reaction-2nd Fir at GL 16= 9.3 kips (Service Load-0.7E) W Resisting Line Reaction-2nd Fir at GL 16= 6.2 kips (Service Load-0.6W) Floor Dead Load Tributary= 13.8 ft Floor Dead Load = 29.0 psf Wall Dead Load = 9.0 psf 2nd Floor Level Shear Wall Height,hs= 10.83 ft Aspect Ratio= 0.75 OK Total EQ Shear at 2nd Floor Level,v_EQ= 233.6 pif Total Wind Shear at 2nd Floor Level,v_W= 156.1 pif Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MQT_EQ= 90427 ft-# Overturning Moment, MOT_W= 53956 ft-# Righting Moment, MR= 164915 ft-# MOT— 0.6MR No HD RSq'd Tnet= -588# Tnet = 1 1 I I ALLSTRUCTURE Tigard Hampton Inn By KH DATE 111: __.. Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 jos NO v: 503.620.4314 • f: 503.620.4304 SHEET OF IN-S Shear Wall Design at GL I6-MECH'L 2015 NDS lob Number: 16303.00 N-S Shearwall Design at GL 16-MECH'L Total Length of Shearwall = 25.4 ft Length of Shortest Wall= 25n4 ft I Rooftop Structure Level N-S Shearwall Design at GL 16-MECH'L I isisting Line Reaction-Roof at GL 16-MECH'L= 2.2 kips (Service Load 0.7E) sisting Line Reaction-Roof at GL 16 MECH'L= 1.4 kips (Service Load-0.6W) Roof Dead Load Tributary= 0.0 ft Roof Dead Load = 19.0 psf I Wall Dead Load= 13,0 psf Roof Level Shear Wall Height, hs= 21.83 ft Aspect Ratio= 0.86 OK I Total EQ Shear at Roof Level,v_EQ= 87.0 plf Total Wind Shear at Roof Level,v_w= 55.0 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Tvoe A Shearwall I EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, Mor_EQ= 48287 ft-# Overturning Moment, Mor_w= 30524 ft-# Righting Moment, MR= 91665 ft-# I Tnet= -264# MOT—0,6MR Tnet = j No D Req' Roof Level N-S Shearwall Design at GL 16-MECH'L ... ..,,,. , �. ,, -rte ..,;. , ,, -, ..,,.:, � ,, ,,; ,, Iisisting Line Reaction-Roof at GL 16-MECH'L= 4.2 kips (Service Load 0.7E)sisting Line Reaction Roof at GL 16 MECH'L= 2.4 kips (Service Load-0.6W) Roof Dead Load Tributary= 2.0 ft I Roof Dead Load = 19.0 psf Wall Dead Load= 9.0 psf Roof Level Shear Wall Height, hs= 8.33 ft Aspect Ratio= 0.33 OK I Total EQ Shear at Roof Level,v_EQ= 163.9 plf Total Wind Shear at Roof Level,v_w = 93.2 plf Single or Double Sided Sheathing? Single Sided I EQ Shear Wall Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, Mor_EQ= 83009 ft# Overturning Moment,— = 50261 ft-# Righting Moment, MR= 128410 ft-# I Tnet= 235# Tnet = MOT—0.6MR I No D Recd I ' AS ALLSTRUCTURE Tigard Hampton Inn aY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 I Tigard, Oregon 97223 JOB NOv: 503.620.4314 • f: 503.620.4304 SHEET OF 4th Floor N-S Shearwall Design at GL 16 MECH L r..4. isting Line Reaction-4th Fir at GL 16-MECH L= 7.9 kips (Service Load-0.7E) fisting Line Reaction-4th FIr at GL 16-MECH'L= 4,3 kips (Service Load-0.6W) Floor Dead Load Tributary= 6.5 ft Floor Dead Load = 29.0 psf Wall Dead Load= 9.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.35 OK Total EQ Shear at 4th Floor Level,v_EQ= 233.4 plf Total Wind Shear at 4th Floor Level,v_W= 130.9 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, Mor_EQ= 136398 ft-# Overturning Moment, MoT_W = 80206 ft-# Righting Moment, MR= 215459 ft-# MOT—0.6MR No HD Req'd Tnet= 280# Tnet = l 3rd Floor N-S Shearwall Design at GL 16 MECH L isting Line Reaction-3rd FIr at GL 16-MECH'L= 12.8 kips (Service Load -0.7E) fisting Line Reaction-3rd Fir at GL 16-MECH'L= 7.2 kips (Service Load-0.6W) Floor Dead Load Tributary= 6.5 ft Floor Dead Load= 29.0 psf Wall Dead Load = 9.0 psf 3rd Floor Level Shear Wall Height, hs= 9,00 ft Aspect Ratio= 0.35 OK Total EQ Shear at 3rd Floor Level, v_EQ= 281.2 plf Total Wind Shear at 3rd Floor Level,v_W= 169.3 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Tvoe B Shearwalk EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MoT_EQ= 200733 ft-# Overturning Moment, MOT_W= 118928 ft-# Righting Moment, MR= 302509 ft-# Tnet= 757# Tnet = MOT—j0.6MR Stepson CS16X 46" Type HD1 I j‘SE i ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231JOB NO 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF I I2nd Floor N-S Shearwall Design at GL 16 MECH L sting Line Reaction-2nd Fir at GL 16-MECH L= 18.8 kips (Service Load-0.7E) sting Line Reaction-2nd Fir at GL 16-MECH'L= 11.2 kips (Service Load -0.6W) I Floor Dead Load Tributary= 6.5 ft Floor Dead Load = 29.0 psf Wall Dead Load = 9.0 psf 2nd Floor Level Shear Wall Height, h5= 10.83 ft I Aspect Ratio= 0.43 OK Total EQ Shear at 2nd Floor Level,v_EQ= 320.6 plf Total Wind Shear at 2nd Floor Level,v_W = 211.2 plf I Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Type)3 Shearwall EQ Shear Wall Capacity= 380 plf I Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MoT_EQ= 289006 ft-# Overturning Moment,MOT_W= 177070 ft-# I Righting Moment, MR= 394888 ft-# Tnet= 2049# MOT— 0.6MR Tnet = t Simpson HDU5 TYPeJ-1D4 I 1 I I I I I I I I AS ALLSTRUCTURE Tigard Hampton Inn .. 1 BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF I N-S Shear Wall Design at GL 17.1 Job Number: 16303.00 2015 NDS N-S Shearwall Design at GL 17.1 Total Length of Shearwall = 39.3 ft Length of Shortest Wall = 5.0 ft Roof Level N-S Shearwall Design at GL 17.1 EQ Resisting Line Reaction-Roof at GL 17.1 = 7.3 kips (Service Load-0.7E) W Resisting Line Reaction-Roof at GL 17.1 = 2.4 kips (Service Load-0.6W) Roof Dead Load Tributary= 14.5 ft Roof Dead Load = 19.0 psf Wall Dead Load = 13.0 psf I Roof Level Shear Wall Height,hs= 8.33 ft Aspect Ratio= 1.67 OK Total EQ Shear at Roof Level,v_EQ= 186.2 plf Total Wind Shear at Roof Level,v_w= 61.5 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 7760 ft-# Overturning Moment, MQT_w = 2563 ft-# Righting Moment, MR= 4798 ft-# Tnet= 976# MoT—0.6MR Simpson CS16 x 46" Tnet - Tyne HD1 4th Floor N-S Shearwall Design at GL 17.1 EQ Resisting Line Reaction-4th Fir at GL 17.1 = 13.6 kips (Service Load-0.7E) I W Resisting Line Reaction-4th Fir at GL 17.1 = 4.8 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load = 29.0 psf I Wall Dead Load = 13.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 1.80 OK Total EQ Shear at 4th Floor Level,v_EQ= 345.4 plf I Total Wind Shear at 4th Floor Level,v_w= 122.3 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Type B Shearvyall EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 23303 ft-# I Overturning Moment, Mor-w= 8066 ft-# Righting Moment, MR= 6985 ft-# MOT—O.6MR I Tnet= 3822# Tnet — 1 TC06< Tyne HD3 I iv ALLSTRUCTURE Tigard Hampton Inn BY KH DATE _Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 • 16305.00 Tigard, Oregon 97223 �oB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF I 111 N-S Shear Wall Design at GL 17.1 Job Number: 16303.00 2015 NDS IN-sShearwall Design at GL 17.1 Total Length of Shearwall = 48.3 ft Length of Shortest Wall = 5.0 ft I 3rd Floor N-S Shearwall Design at GL 17.1 I EQ Resisting Line Reaction-3rd Fir at GL 17.1 = 14.7 kips (Service Load 0.7E) W Resisting Line Reaction 3rd Fir at GL 17.1 = 6.7 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load= 29.0 psf I Wall Dead Load = 13.0 psf 3rd Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 1.80 OK I Total EQ Shear at 3rd Floor Level, v_EQ= 304.1 plf Total Wind Shear at 3rd Floor Level,v_W= 139.4 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Type 8 Sheamall EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, MOT-EQ= 32681 ft# Overturning Moment,- oment, MQT_W= 12850 ft-# Righting Moment, MR= 9173 ft-# MOT-0.6MR I Tnet= 5435# Tnet = 1 MSTC66 Tvne HD3 2nd Floor N-S Shearwall Design at GL 17.1 I Q Resisting Line Reaction-2nd Fir at GL 17.1 = 15.9 kips N (Service Load 0.7E) Resisting Line Reaction 2nd Fir at GL 17.1 = 8.9 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft I Floor Dead Load = 29.0 psf Wall Dead Load= 40.0 psf 2nd Floor Level Shear Wall Height,hs= 10.83 ft Aspect Ratio= 2.17 Aspect Ratio Factor=0.98 Total EQ Shear at 2nd Floor Level,v_EQ= 336.0 plf Total Wind Shear at 2nd Floor Level,v_w= 189.1 plf Single or Double Sided Sheathing? Single Sided I EQ Shear Wall Callout= B Type B Shearwall EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf IOverturning Moment, MoT_EQ= 50880 ft# Overturning Moment, M0T_W= 23095 ft-# Righting Moment, MR= 15315 ft-# MOT-0.6MR Tnet= 8338# Tnet = Simpson H 9B 10 Type HD$ I ' AL ALLSTRUCTURE Tigardp Hampton Inn DATE Engineering LLC BY KH 1 ll. CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 1 Tigard, Oregon 97223 �m _ roe No v: 503.620.4314 • f: 503.620.4304 SHEET OF I N-S Shear Wall Design at GL 17.5 Job Number: 16303.00 2015 NDS N-S Shearwall Design at GL 17.5 Total Length of Shearwall = 32.3 ft Length of Shortest Wall = 4.0 ft Roof Level N-S Shearwall Design at GL 17.5 III EQ Resisting Line Reaction-Roof at GL 17.5= 3.1 kips (Service Load-0.7E) W Resisting Line Reaction-Roof at GL 17.5= 1.9 kips (Service Load-0.6W) Roof Dead Load Tributary= 10,0 ft Roof Dead Load = 19.0 psf Wall Dead Load = 13.0 psf Roof Level Shear Wall Height,hs= 8.33 ft Aspect Ratio= 2.08 Aspect Ratio Factor=0.99 Total EQ Shear at Roof Level,v_EQ= 97.8 plf I Total Wind Shear at Roof Level, v_w= 58.2 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MQT_EQ= 3261 ft-# 111Overturning Moment, MoT_W = 1938 ft-# Righting Moment, MR= 2387 ft-# MOT-0.6MR No HD Read I Tnet= 457# Tnet = i 4th Floor N-S Shearwall Design at GL 17.5 EQ Resisting Line Reaction-4th Fir at GL 17.5= 5.6 kips (Service Load-0.7E) I W Resisting Line Reaction-4th Fir at GL 17.5= 3.7 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load = 29.0 psf I Wall Dead Load = 13.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 2.25 Aspect Ratio Factor=0.97 I Total EQ Shear at 4th Floor Level,v_EQ= 177.7 plf Total Wind Shear at 4th Floor Level,v_w = 119.6 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Typ .A Sheerwalt EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MQT_EQ= 9658 ft-# I Overturning Moment,Mor-w= 6243 ft-# Righting Moment, MR= 3787 ft-# Tnet= 1846# T MoT-�0.6MR (2)sSJmps9n CS1fx 46. I Tnet = Jype HA2 I nS ALLSTRUCTURE Tigard Hampton Inn BY KH DATE 1 ]L Engineering LLC I g gCHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO 16305.00 Tigard, Oregon 97223 _ I v: 503.620.4314 • f: 503.620.4304e SHEET OF IN-S Shear Wall Design at GL 17.S2015 NDSJob Number: 16303.00 IN-S Shearwall Design at GL 17.5 ears a .. Total Length of Shearwall= 26.5 ft Length of Shortest Wall = 4.0 ft I3rd Floor N-S Shearwall Design at GL 17.5 I =Q Resisting Line Reaction-3rd FIr at GL 17.5= 6.7 kips (Service Load 0.7E) W Resisting Line Reaction 3rd FIr at GL 17.5= 5.7 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load = 29.0 psf IWall Dead Load = 13.0 psf 3rd Floor Level Shear Wall Height, h5= 9.00 ft Aspect Ratio= 2.25 Aspect Ratio Factor=0.97 ITotal EQ Shear at 3rd Floor Level,v_EQ= 259.2 plf Total Wind Shear at 3rd Floor Level, v-W= 220.6 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A IY&e_A Shear-watt I EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf 1 Overturning Moment, MQT-EQ= 21114 ft-# Overturning Moment,Mor-En = 15557 ft-# Righting Moment, MR= 5187 ft-# MOT—"MR I Tnet= 4500# Tnet = t MaTc06 D.01.1:122 2nd Floor N-S Shearwall Design at GL 17.5 I Q Resisting Line Reaction-2nd FIr at GL 17.5= 7.9 kips Al (Service Load 0.7E) Resisting Line Reaction 2nd FIr at GL 17.5= 7.9 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft IFloor Dead Load = 29.0 psf Wall Dead Load= 400 psf 2nd Floor Level Shear Wall Height,hs= 10,83 ft Aspect Ratio= 2.71 Aspect Ratio Factor=0.91 l Total EQ Shear at 2nd Floor Level,v_EQ= 325.2 plf Total Wind Shear at 2nd Floor Level,v_W= 325.9 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Type B Shearwall EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, Mor_EQ= 35204 ft-# Overturning Moment, M0T_W= 29678 ft-# Righting Moment, MR= 9117 ft-# I Tnet= 7433# Tnet = M0T- 1 0.6MR Simpson HDQ8-SDS2 Tyne HD7 I AS ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB Na 16305.00 v: 503.620.4314 . f: 503.620.4304 SHEET OF i N-S Shear Wall Design at 17.5-MECH'L Job Number: 16303.00 2015 NDS N-S Shearwall Design at 17 5 MECH L Total Length of Shearwall = 18.5 ft Length of Shortest Wall = 18.5 ft Rooftop Structure Level N-S Shearwall Design at 17 5 MECH L Resisting Line Reaction-Roof at 17.5-MECH'L= 4.2 kips (Service Load-0.7E) Resisting Line Reaction-Roof at 17.5-MECH'L= 3.1 kips (Service Load-0.6W) Roof Dead Load Tributary= 10.0 ft Roof Dead Load = 19.0 psf Wall Dead Load= 13.0 psf 111Roof Level Shear Wall Height, hs= 21.83 ft Aspect Ratio= 1.18 OK Total EQ Shear at Roof Level,v_EQ= 229.3 plf Total Wind Shear at Roof Level, v_w= 168.1 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ = 92593 ft-# Overturning Moment, MoT_w = 67904 ft-# Righting Moment, MR= 81077 ft-# Tnet= 2376# TnMOT—0.6MR (21 Simason C516 x 46„ I et = ( Tvne HDZ Roof Level N-S Shearwall Design at 17.5-MECH'L Shearwall Length Below= 5.8 ft Resisting Line Reaction-Roof at 17.5-MECH'L= 4.8 kips (Service Load-0.7E) Resisting Line Reaction-Roof at 17.5-MECH'L= 3.4 kips (Service Load-0.6W) Roof Dead Load Tributary= 2.0 ft Roof Dead Load = 19.0 psf Wall Dead Load = 13.0 psf Roof Level Shear Wall Height,hs= 8,33 ft Aspect Ratio= 1.43 OK Total EQ Shear at Roof Level,v_EQ= 358.6 plf Total Wind Shear at Roof Level,v_w= 198.0 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Type B hearwall EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MoT_EQ= 17432 ft-# Overturning Moment,Mor-W= 9627 ft-# Righting Moment, MR= 2503 ft-# Tnet= 2731 # MOT —0.6MR (2)Simpson Cs16 x 46„ 7 net = 1 Type HDZ �S ALLSTRUCTURE Tigard Hampton Inn BY KH DATE 1 1\L Engineering LLC �® CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF 4th Floor N-S Shearwall Design at 17 5-MECH L )sisting Line Reaction-4th Fir at 17.5-MECH'L= 5.8 kips (Service Load-0.7E) )sisting Line Reaction-4th Fir at 17.5-MECH'L= 4.1 kips (Service Load -0.6W) Floor Dead Load Tributary= 6.5 ft Floor Dead Load = 29.0 psf Wall Dead Load = 13.0 psf 4th Floor Level Shear Wall Height, h5= 9.00 ft Aspect Ratio= 0.49 OK Total EQ Shear at 4th Floor Level,v_EQ= 407.0 plf Total Wind Shear at 4th Floor Level,v_ , = 287.7 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= C jype C Shearwall EQ Shear Wall Capacity= 490 plf ' Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 38797 ft-# Overturning Moment, MQT_W = 24732 ft-# ' Righting Moment,MR= 7700 ft-# Tnet= 5859# MoT—0.6MR Simpson CMST12 x 95" Tnet = Tv 1 I I 1 lEngineering LLC C %s ALLSTRUCTURE Tigard Hamptonlnn 11L m.... By KH DATE CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF I N-S Shear Wall Design at GL 19 Job Number: 16303.00 I 2015 NDS N-S Shearwall Design at GL 19 I Total Length of Shearwall = 74.3 ft Length of Shortest Wall = 5.5 ft Roof Level N-S Shearwall Design at GL 19 EQ Resisting Line Reaction-Roof at GL 19= 10.2 kips (Service Load-0.7E) I W Resisting Line Reaction-Roof at GL 19= 1,9 kips (Service Load-0.6W) Roof Dead Load Tributary= 13.3 ft Roof Dead Load = 19.0 psf Wall Dead Load = 9,0 psf Roof Level Shear Wall Height,hs= 8.33 ft Aspect Ratio= 1.52 OK Total EQ Shear at Roof Level,v_EQ = 137.9 plf I Total Wind Shear at Roof Level,v_w= 26.2 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 plf I Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MoT_EQ= 6321 ft-# I Overturning Moment, MOT-w = 1203 ft-# Righting Moment, MR= 4942 ft-# MOT—0.6MR SimpsonTnet 4th Floor N-S Shearwall Design at GL 19 t Tyne HD1 EQ Resisting Line Reaction-4th FIr at GL 19= 19.8 kips (Service Load-0.7E) I W Resisting Line Reaction-4th Fir at GL 19= 3.9 kips (Service Load-0.6W) Floor Dead Load Tributary= 5.3 ft Floor Dead Load = 29.0 psf I Wall Dead Load = 9.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 1.64 OK Total EQ Shear at 4th Floor Level, v_EQ= 264.6 plf I Total Wind Shear at 4th Floor Level,v_w= 52.2 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Type B Shearwal( EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MoT_EQ= 19418 ft-# I Overturning Moment, MQT_w = 3785 ft-# Righting Moment, MR= 8470 ft-# Tnet= 2607# = MOT—0.6MR Tnet — (21$impson CS1Fj x 46„ 1 Type HD2 I ALALLSTRUCTURE Tigard Hampton Inn • 6Y KH DATE I Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223m roe No _ v: 503.620.4314 • f: 503.620.4304 SHEET OF I I3rd Floor N-S Shearwall Desi n at GL 19 EQ Resisting Line Reaction-3rd Fir at GL 19= 26.3 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Fir at GL 19= 5.8 kips (Service Load-0.6W) I Floor Dead Load Tributary= 5.3 ft Floor Dead Load = 29.0 psf Wall Dead Load = 9.0 psf 3rd Floor Level Shear Wall Height, hs= 9.00 ft I Aspect Ratio= 1.64 OK Total EQ Shear at 3rd Floor Level,v_EQ= 354.4 plf Total Wind Shear at 3rd Floor Level,v-w = 78.6 plf I Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Type B Shearwal( EQ Shear Wall Capacity= 380 plf I Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EP= 36963 ft-# Overturning Moment, Mor-w = 7674 ft-# IRighting Moment, MR= 11998 ft-# MOT—0.6MR Tnet= 5412# Tnet = MSTC66 1 2nd Floor N-S Shearwall Design at GL 19 Tvpe EQ Resisting Line Reaction-2nd Fir at GL 19= 30.4 kips (Service Load -0.7E) W Resisting Line Reaction-2nd Fir at GL 19= 8.0 kips (Service Load-0.6W) I Floor Dead Load Tributary= 5.3 ft Floor Dead Load = 29.0 psf Wall Dead Load = 9.0 psf I 2nd Floor Level Shear Wall Height,hs= 10.83 ft Aspect Ratio= 1.97 OK Total EQ Shear at 2nd Floor Level,v_EQ= 409.5 plf I Total Wind Shear at 2nd Floor Level,v_w= 107.3 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= C Type C Shearwall EQ Shear Wall Capacity= 490 plf IWind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 61365 ft-# Overturning Moment, Mor-w= 14070 ft-# Righting Moment, MR= 15775 ft-# MOT— 0.6MR Simpson HD9B Tnet= 9436# Tnet = j Type HD8 I I AS ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 �� 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 . f: 503.620.4304 SHEET OF I N S Shear Wall Design at GL 20 Job Number: 16303.00 2015 NDS N-S Shearwall Design at GL 20 Total Length of Shearwall= 63.0 ft Length of Shortest Wall = 10.0 ft I Roof Level N-S Shearwall Design at GL 20 EQ Resisting Line Reaction-Roof at GL 20= 8.1 kips (Service Load-0.7E) I W Resisting Line Reaction-Roof at GL 20= 1,9 kips (Service Load-0.6W) Roof Dead Load Tributary= 13.3 ft Roof Dead Load= 19,0 psf Wall Dead Load= 9.0 psf I Roof Level Shear Wall Height,hs= 8.33 ft Aspect Ratio= 0.83 OK Total EQ Shear at Roof Level,v_EQ= 129.3 plf I Total Wind Shear at Roof Level, v_w= 29.9 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MoT_Eo= 10777 ft-# I Overturning Moment,Mor-w= 2492 ft-# Righting Moment, MR= 16338 ft-# Tnet= 97# MOT—0.6MR No HD Rea cl Tnet — L 4th Floor N-S Shearwall Design at GL 20 EQ Resisting Line Reaction-4th Fir at GL 20= 15.9 kips (Service Load-0.7E) W Resisting Line Reaction-4th Fir at GL 20= 3.7 kips (Service Load-0.6W) Floor Dead Load Tributary= 5.3 ft Floor Dead Load = 29.0 psf I Wall Dead Load = 9.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.90 OK Total EQ Shear at 4th Floor Level, v_EQ= 253.1 plf Total Wind Shear at 4th Floor Level,v_w = 59.5 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearwall I EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 33555 ft-# I Overturning Moment,MOT_W= 7843 ft-# Righting Moment, MR= 28000 ft-# MOT—0.6MR Tnet= 1675# Tnet —_ Si ,psora CS16 x 46" tType HD1 1 V ALLSTRUCTURE Tigard Hampton Inn By KH DATE I Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231JAB NO 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF I 3rd Floor N-S Shearwall Desi at GL 20 I EQ Resisting Line Reaction-3rd Fir at GL 20= 22.0 kips (Service Load-0.7E) W Resisting Line Reaction-3rd FIr at GL 20= 5.6 kips (Service Load -0.6W) I Floor Dead Load Tributary= 5.3 ft Floor Dead Load = 29.0 psf Wall Dead Load= 9.0 psf 3rd Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.90 OK Total EQ Shear at 3rd Floor Level,v_EQ= 349.8 plf Total Wind Shear at 3rd Floor Level,v_w= 89.5 plf I Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B Type B Shear. ll( EQ Shear Wall Capacity= 380 plf U Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MQT-EQ = 65041 ft-# Overturning Moment,Mor-w= 15898 ft-# I Righting Moment, MR= 39663 ft-# a6MR Tnet= 4124# Tnet = MOT— MSTC66 Type HD3 I2nd Floor N-S Shearwall Design at GL 20 EQ Resisting Line Reaction-2nd FIr at GL 20= 24.6 kips (Service Load-0.7E) W Resisting Line Reaction-2nd FIr at GL 20= 7.7 kips (Service Load-0.6W) I Floor Dead Load Tributary= 5,3 ft Floor Dead Load = 29.0 psf Wall Dead Load= 9.0 psf I 2nd Floor Level Shear Wall Height, hs= 10.83 ft Aspect Ratio= 1.08 OK Total EQ Shear at 2nd Floor Level,v_EQ= 391.1 plf Total Wind Shear at 2nd Floor Level,v_w= 122.3 plf ISingle or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= C Type C Shearwall EQ Shear Wall Capacity= 490 plf I Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MQT-EQ= 107413 ft-# I Overturning Moment, MOT-w= 29149 ft-# Righting Moment, MR= 52150 ft-# MOT—0.6MR Tnet= 7612# Tnet = t Simpson HDQ6-SDS3 I Type HD7 I I I 1 At S ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC C CHK BY DATE 7140 SW Fir Loop, Suite 231 roe NO 16305.00 Tigard, Oregon 97223 v: 503.620.4314 . f: 503.620.4304 SHEET OF 1 N-S Shear Wall Design at GL 20 MECH'L Job Number: 16303.00 2015 NDS N-S Shearwall Design at GL 20 MECH'L Total Length of Shearwall = 45.0 ft Length of Shortest Wall = 45.0 ft Rooftop Structure Level N-S Shearwall Desicn at GL 20 MECH'L ?sisting Line Reaction-Roof at GL 20 MECH'L= 6.4 kips (Service Load-0.7E) sisting Line Reaction-Roof at GL 20 MECH'L= 3.1 kips (Service Load-0.6W) Roof Dead Load Tributary= 13.5 ft Roof Dead Load= 19.0 psf Wall Dead Load = 13.0 psf Roof Level Shear Wall Height, hs= 21.83 ft Aspect Ratio= 0.49 OK Total EQ Shear at Roof Level,v_EQ= 143.3 plf Total Wind Shear at Roof Level,v_w= 69.1 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Stjearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 140752 ft-# Overturning Moment,MQT_w= 67904 ft-# Righting Moment, MR= 547044 ft-# Tnet= -4166# _ MOT—0.6MR No HD Rea'c{ Tnet — Roof Level N-S Shearwall Design at GL 20 MECH'L Shearwall Length Below= 10.00 ft ?.sisting Line Reaction-Roof at GL 20 MECH'L= 2.7 kips (Service Load-0.7E) ?sisting Line Reaction-Roof at GL 20 MECH'L= 1.0 kips (Service Load-0.6W) Roof Dead Load Tributary= 15.0 ft Roof Dead Load = 19.0 psf Wall Dead Load = 9.0 psf Roof Level Shear Wall Height, hs= 8.33 ft Aspect Ratio= 0.83 OK Total EQ Shear at Roof Level,v_EQ= 272.6 plf Total Wind Shear at Roof Level,v_w= 99.0 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= B TypeSbepml EQ Shear Wall Capacity= 380 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MQT_EQ= 22717 ft-# Overturning Moment,MQT_W= 8252 ft-# Righting Moment, MR= 18000 ft-# Tnet= 1192# MOT—O.6MR Tnet — ,Simpson CS16 x Jype H21 1 ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF I I4th Floor N-S Shearwall Desi.n at GL 20 MECH'L isting Line Reaction 4th Fir at GL 20 MECH'L= 5.3 kips (Service Load -0.7E) isting Line Reaction-4th Fir at GL 20 MECH'L= 1.6 kips (Service Load -0.6W) I Floor Dead Load Tributary= 5.3 ft Floor Dead Load= 29.0 psf Wall Dead Load = 9.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 it ' Aspect Ratio= 0.90 OK Total EQ Shear at 4th Floor Level,v_EQ= 396.4 plf Total Wind Shear at 4th Floor Level,v.w = 128.6 plf I Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= C Type& earwali • EQ Shear Wall Capacity= 490 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 58390 ft-# Overturning Moment,MQT.w= 19824 ft-# I Righting Moment, MR= 29663 ft-# Tnet= 4059# MOT—0.6MR MSTC66 Tnet = 1 Type HD3 I3rd Floor N-S Shearwall Design at GL 20 MECH'L o � � isting Line Reaction-3rd Fir at GL 20 MECH'L= 9.2 kips (Service Load-0.7E) I isting Line Reaction-3rd Fir at GL 20 MECH'L= 2.8 kips (Service Load-0.6W) Floor Dead Load Tributary= 5.3 ft Floor Dead Load= 29.0 psf Wall Dead Load= 9.0 psf I 3rd Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 0.90 OK Total EQ Shear at 3rd Floor Level,v_EQ= 493.1 plf I Total Wind Shear at 3rd Floor Level,v_W= 158.6 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= D Type D Shearwall EQ Shear Wall Capacity= 640 plf IWind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MoT-EQ= 102772 ft-# I Overturning Moment,Mor-W= 34101 ft-# Righting Moment, MR= 41325 ft-# Mor—0.6MR Tnet= 7798# Tnet = 1 impson CMST12 x 95" Type HD6 I I I I1%7 ALLSTRUCTURE Tigard Hampton Inn BY KH DATE .LLL IL Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF 1 2nd Floor N-S Shearwall Design at GL 20 MECH L sting Line Reaction-2nd Fir at GL 20 MECH'L= 13.1 kips (Service Load-0.7E) sting Line Reaction-2nd Fir at GL 20 MECH'L= 4.0 kips (Service Load-0.6W) Floor Dead Load Tributary= 5,3 ft Floor Dead Load= 29.0 psf Wall Dead Load= 9.0 psf 2nd Floor Level Shear Wall Height,h5= 10,83 ft Aspect Ratio= 1.08 OK Total EQ Shear at 2nd Floor Level,v_EQ= 534.4 plf Total Wind Shear at 2nd Floor Level, v_w= 191.4 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= D Type D Shearwall EQ Shear Wall Capacity= 640 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MoT_EQ= 160666 ft-# Overturning Moment, Moi-_w= 54841 ft-# Righting Moment, MR= 53813 ft-# MOT—0.6MR Tnet= 12838# Tnet = l Simpson HD12 Type HQ2 1 1 i 1 i ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 jog NO v: 503.620.4314 • f: 503.620.4304 SHEET OF I N-S Shear Wall Design at GL 21 2015 NDS Job Number: 16303.00 N-S Shearwall Design at GL 21 Total Length of Shearwall = 38.8 ft I Length of Shortest Wall= 4.0 ft Roof Level N-S Shearwall Design at GL 21 I EQ Resisting Line Reaction-Roof at GL 21 = 2.0 kips (Service Load 0.7E) W Resisting Line Reaction Roof at GL 21 = 1.3 kips (Service Load -0.6W) Roof Dead Load Tributary= 10.0 ft Roof Dead Load = 19.0 psf I Wall Dead Load = 13.0 psf Roof Level Shear Wall Height, hs= 8.33 ft Aspect Ratio= 2.08 Aspect Ratio Factor=0.99 I Total EQ Shear at Roof Level,v_EQ= 52.9 plf Total Wind Shear at Roof Level, v_w= 32.6 pif Single or Double Sided Sheathing? Single Sided I EQ Shear Wall Callout= A TvnAe Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, Mor_EQ= 1764 ft-# Overturning Moment,Mor.w= 1088 ft-# Righting Moment, MR= 2387 ft-# I Tnet= 83# MOT—0.6MR Tnet = 1 No a 4th Floor N-S Shearwall Design at GL 21 I EQ Resisting Line Reaction-4th Fir at GL 21 = 3.9 kips (Service Load 0.7E) W Resisting Line Reaction 4th Fir at GL 21 = 2.5kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft I Floor Dead Load = 29.0 psf Wall Dead Load= 13.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 2.25 Aspect Ratio Factor=0.97 ITotal EQ Shear at 4th Floor Level, v_EQ= 104.8 plf Total Wind Shear at 4th Floor Level,v_w= 66.3 plf Single or Double Sided Sheathing? Single Sided I EQ Shear Wall Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, Mor-EQ= 5536 ft-# Overturning Moment, Mor-w= 3474 ft-# Righting Moment, MR= 3787 ft-# I Tnet= 816# —0.6MR Tnet = Simpson CS16x 46', I Type HD1 I 1I1L�AS ALLSTRUCTU RE Tigard Hampton Inn . ._.... ...._ .� BY KH DATE Engineering LLC CHK BY DATE .,.,.. 7140 SW Fir Loop, Suite 231 16305.00 I Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 sHEET OF i 3rd Floor N-S Shearwall Design at GL 21 EQ Resisting Line Reaction-3rd Fir at GL 21 = 5.2 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Fir at GL 21 = 3.7 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load= 29.0 psf Wall Dead Load = 13.0 psf 3rd Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 2.25 Aspect Ratio Factor=0.97 Total EQ Shear at 3rd Floor Level,v_EQ = 139.8 plf Total Wind Shear at 3rd Floor Level,v_w = 97.7 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A ' Wind Shear Wall Capacity= 365 plf Overturning Moment,iMor_Eo= 10568 ft-# Overturning Moment, MoT_w= 6990 ft-# Righting Moment, MR= 5187 ft-# MOT 0,6MR Tnet= 1864# Tnet = 1 (2)Simpson CS16 x 46" Tvoe HDZ 2nd Floor N-S Shearwall Design at GL 21 EQ Resisting Line Reaction-2nd FIr at GL 21 = 6.2 kips (Service Load-0.7E) W Resisting Line Reaction-2nd FIr at GL 21 = 5.0 kips (Service Load-0.6W) Floor Dead Load Tributary= 2,0 ft Floor Dead Load= 29.0 psf Wall Dead Load = 40.0 psf 2nd Floor Level Shear Wall Height,hs= 10.83 ft Aspect Ratio= 2.71 Aspect Ratio Factor=0.91 Total EQ Shear at 2nd Floor Level,v_EQ= 175.9 plf Total Wind Shear at 2nd Floor Level,v_w= 142.7 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearwall EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MoT_EQ= 18190 ft-# Overturning Moment, MOT_w= 13173 ft-# Righting Moment, MR= 9117 ft-# MOT—"MR Tnet= 3180# Tn�t = i Simpson HDU5 Type HD4 ' 1 1 AS ALLSTRUCTURE Tigard Hampton Inn BY KH DATE 1 � Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF I I N-S Shear Wall Design at GL 23 Job Number: 16303.00 2015 NDS IN-S Shearwall Design at GL 23 Shearwall .: a .:. .. ., ..,a..,.... Total Length of Shearwall = 22.4 ft Length of Shortest Wall = 5.8 ft I Roof Level N-S Shearwall Design at GL 23 I EQ Resisting Line Reaction-Roof at GL 23= 5.1 kips (Service Load 0.7E) W Resisting Line Reaction-Roof at GL 23= 1.7 kips (Service Load-0.6W) Roof Dead Load Tributary= 10.0 ft Roof Dead Load = 19.0 psf Wall Dead Load= 13.0 psf I Roof Level Shear Wall Height, hs= 8.33 ft Aspect Ratio= 1.45 OK I Total EQ Shear at Roof Level,vEQ= 225.6 plf otal Wind Shear at Roof Level, v_w= 75.6 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= A Type A Shearwal( 111 EQ Shear Wall Capacity= 260 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT_EQ= 10808 ft-# 1 Overturning Moment,Mor-w= 3622 ft-# Righting Moment, MR= 4932 ft-# Tnet= 1365# Mor—"MRSimason 1§X4§" Tnet = 1 Tyne HD1 4th Floor N-S Shearwall Design at GL 23 am, . ,� .._ r ,,e „. , a,. _ a .o.... ,w.. . „ _ .-,s I EQ Resisting Line Reaction-4th Fir at GL 23= 8.7 kips (Service Load 0.7E) W Resisting Line Reaction 4th Fir at GL 23= 3.2 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft I Floor Dead Load = 29.0 psf Wall Dead Load = 13.0 psf 4th Floor Level Shear Wall Height, hs= 9.00 ft Aspect Ratio= 1.57 OK I Total EQ Shear at 4th Floor Level, v_EQ= 388.4 plf Total Wind Shear at 4th Floor Level,v_w= 144.0 plf Single or Double Sided Sheathing? Single Sided I EQ Shear Wall Callout= C Type C Shearwall EQ Shear Wall Capacity= 490 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf I Overturning Moment, MOT-EQ= 30907 ft-# Overturning Moment, MoT-w= 11073 ft-# Righting Moment, MR= 7825 ft-# I Tnet= 4559# —O.6MR Tnet = 1 1VISTC66 Type H03 I 1 AS ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 16305.00 ITigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF l 3rd Floor N-S Shearwall Dest n at GL 23 EQ Resisting Line Reaction-3rd Fir at GL 23= 11.6 kips (Service Load-0.7E) W Resisting Line Reaction-3rd Fir at GL 23= 4.9 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load = 29.0 psf Wall Dead Load = 13.0 psf 3rd Floor Level Shear Wall Height, hs= 9,00 ft Aspect Ratio= 1.57 OK Total EQ Shear at 3rd Floor Level,v_EQ = 517.9 plf Total Wind Shear at 3rd Floor Level,v_w = 217.1 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= D Tvoe D Shearwall EQ Shear Wall Capacity= 640 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 57710 ft-# Overturning Moment, MOT_W= 22307 ft-# Righting Moment, MR= 10718 ft-# MOT—0.6MR Tnet= 8918# Tnet = 1 Simpson CMST12 x 95" Type HD6 2nd Floor N-S Shearwall Design at GL 23 EQ Resisting Line Reaction-2nd Fir at GL 23= 12.5 kips (Service Load-0.7E) W Resisting Line Reaction-2nd Fir at GL 23 = 6.7 kips (Service Load-0.6W) Floor Dead Load Tributary= 2.0 ft Floor Dead Load = 29.0 psf Wall Dead Load = 40.0 psf 2nd Floor Level Shear Wall Height, hs= 10.83 ft Aspect Ratio= 1.88 OK Total EQ Shear at 2nd Floor Level,v_EQ= 556.9 plf Total Wind Shear at 2nd Floor Level,v_w= 296.8 plf Single or Double Sided Sheathing? Single Sided EQ Shear Wall Callout= D TYPE flShearwaj( EQ Shear Wall Capacity= 640 plf Wind Shear Wall Callout= A Wind Shear Wall Capacity= 365 plf Overturning Moment, MOT-EQ= 92398 ft-# Overturning Moment, MOT_W= 40797 ft-# Righting Moment, MR= 18840 ft-# MOT—0.6MR Tnet= 14103# Tnet = t Simpson_HD12 TYPP9 I 1 ALLSTRUCTURE Tigard Hampton Inn BY KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231SOB NO 16305.00 Tigard, Oregon 97223 v: 503.620.4314 • 1: 503.620.4304 SHEET OF 1 t 1 I I I MECHANICAL ANCHORAGE I By I I I I I I S ALLSTRUCTURE Tigard Hampton Inn KH DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO 16305.00 d, Oren v: 503.620.4314Tigar •gof: 503.69722320.4304 SHEET OF IRoof Top Equipment Anchorage - RTU-1 & RTU-2 Based on the Sections 13 and 30.11 of ASCE 7-10 IDesign Input Equipment EQUIPMENT ANCHORAGE Center of Gravity IW = 550 pounds (Equipment Weight) x = 22 in (B/2) y = 30 in (0.6*H) I Sds = 0.73 I = 1.0 (Importance Factor) H = 50 in Equipment Height ap = 1.0 B = 44 in Equipment Width I Rp = 2.5 L = 70 in Equipment Length z = 40 ft (Elevation of Equipment Connection) (Longer Dimension) h = 40 ft (Building Roof Height) I Wind Speed = 120 MPH qZ = 23.8 psf (Equation 29.3-1) LRFD Exposure = B KZ = 0.76 (Table 29.3-1) IG = 0.85 KZt = 1.00 (Section 29.3-1) Cf = 1.9 Kd = 0.85 (Table 26.6-1) fh = 38.5 psf LRFD I Horizontal Seismic Design Force (Fp) IFp = 191.4 pounds (Equation 13.3.1) CONTROLS Fp A <Fh W w H = 50 in I Fpm; = 119.6 pounds (Equation 13.3-3) O.K. V Fpmax = 638.0 pounds (Equation 13.3-2) O.K. < > B= 44 in IFp = 191 pounds LRFD (LEAST HORZ DIMENSION) Horizontal Wind Design Force (Fh) I Fh = 935 pounds (Equation 29.5-2) LRFD IDesign Loading ISeismic Analysis (ASD) Wind Analysis (ASD) Vservice= 134 pounds VW;nd = 561 pounds (allowable stress shear) IMseismic = 4019 lb*in MWind= 16826 lb*in (over-turning moment) Mnet = -3240.6 lb*in Mnet = 9566.2 lb*in (allowable stress design) I Tnet = -74 pounds Tnet = 217 pounds (negative is no uplift) I I I Roof Top Equipment Anchorage - AHU-1 I Based on the Sections 13 and 30.11 of ASCE 7-10 Design Input I Equipment EQUIPMENT ANCHORAGE Center of Gravity W = 2500 pounds (Equipment Weight) x = 39 in (B/2) y = 51.6 in (0.6*H) Sds = 0.73 I = 1.0 (Importance Factor) H = 86 in Equipment Height ap = 1.0 B = 78 in Equipment Width Rp = 2.5 L = 156 in Equipment Length 111 z = 40 ft (Elevation of Equipment Connection) (Longer Dimension) h = 40 ft (Building Roof Height) 4, UNIT INSIDE PENTHOUSE Wind Speed = 120 MPH qZ = 16.0 psf (Section 29.8) LRFD Exposure = B KZ = 0.76 (Table 29.3-1) G = 0.85 KZt = 1.00 (Section 29.3-1) 1 Cf = 1.9 Kd = 0.85 (Table 26.6-1) fh = 25.8 psf LRFD I Horizontal Seismic Design Force (Fp) Fp = 870.0 pounds (Equation 13.3.1) CONTROLS Fp A I <Fh W W H = 86 in Fpmin = 543.8 pounds (Equation 13.3-3) O.K. u FPmax = 2900.0 pounds (Equation 13.3-2) O.K. < > B= 78 in Fp = 870 pounds LRFD (LEAST HORZ DIMENSION) I Horizontal Wind Design Force (Fh) Fh = 2407 pounds (Equation 29.5-2) LRFD Design Loading I Seismic Analysis (ASD) Wind Analysis (ASD) Vservice= 609 pounds Vwind = 1444 pounds (allowable stress shear) Mseismic = 31424 lb*in Mwind= 74534 lb*in (over-turning moment) I Mnet = -27076 lb*in Mnet = 16034 Ib*in (allowable stress design) Tnet = -347 pounds Tnet = 206 pounds (negative is no uplift) I I Roof Top Equipment Anchorage - HP-1 Based on the Sections 13 and 30.11 of ASCE 7-10 IDesign Input Equipment EQUIPMENT ANCHORAGE Center of Gravity IW = 659 pounds (Equipment Weight) x = 18.5 in (B/2) y = 32.4 in (0.6*H) I Sds = 0.73 I = 1.0 (Importance Factor) H = 54 in Equipment Height ap = 1.0 B = 37 in Equipment Width Rp = 2.5 L = 144 in Equipment Length z = 40 ft (Elevation of Equipment Connection) (Longer Dimension) ill h = 40 ft (Building Roof Height) I4, UNIT INSIDE PENTHOUSE Wind Speed = 120 MPH qZ = 16.0 psf (Equation 29.3-1) LRFD Exposure = B K, = 0.76 (Table 29.3-1) IG = 0.85 KZt = 1.00 (Section 29.3-1) Cf = 1.9 Kd = 0.85 (Table 26.6-1) Ifh = 25.8 psf LRFD Horizontal Seismic Design Force (Fp) IFp = 229.3 pounds (Equation 13.3.1) CONTROLS Fp <FhH = 54 in I Fpm; = 143.3 pounds (Equation 13.3-3) O.K. W w V FPmax 764.4 pounds (Equation 13.3-2) O.K. < B = 37 in IF,, = 229 pounds LRFD (LEAST HORZ DIMENSION) Horizontal Wind Design Force (Fh) I Fh = 1395 pounds (Equation 29.5-2) LRFD IDesign Loading ISeismic Analysis (ASD) Wind Analysis (ASD) Vservice= 161 pounds Vwind = 837 pounds (allowable stress shear) IMseismic = 5201 lb*in Mwind= 27126 lb*in (over-turning moment) Mnet = -2113.7 lb*in Mnet = 19811 lb*in (allowable stress design) I Tnet = -57 pounds Tnet = 535 pounds (negative ve is no uplift) I I I Roof Top Equipment Anchorage - GEF-1 Based on the Sections 13 and 30.11 of ASCE 7-10 Design Input I Equipment EQUIPMENT ANCHORAGE Center of Gravity W = 592 pounds (Equipment Weight) x = 15 in (B/2) y = 25.2 in (0.6*H) Sds = 0.73 I = 1.0 (Importance Factor) H = 42 in Equipment Height ap = 1.0 B = 30 in Equipment Width Rp = 2.5 L = 144 in Equipment Length z = 40 ft (Elevation of Equipment Connection) (Longer Dimension) h = 40 ft (Building Roof Height) .(, UNIT INSIDE PENTHOUSE Wind Speed = 120 MPH qZ = 16.0 psf (Equation 29.3-1) LRFD Exposure = B KZ = 0.76 (Table 29.3-1) G = 0.85 KA = 1.00 (Section 29.3-1) 1 Cf = 1.9 Kd = 0.85 (Table 26.6-1) fh = 25.8 psf LRFD Horizontal Seismic Design Force (Fp) Fp = 206.0 pounds (Equation 13.3.1) CONTROLS Fp A I <FhH = 42 in Fpm;n = 128.8 pounds (Equation 13.3-3) O.K. W W111 v FPmax = 686.7 pounds (Equation 13.3-2) O.K. < > B= 30 in Fp = 206 pounds LRFD (LEAST HORZ DIMENSION) I Horizontal Wind Design Force (Fh) Fh = 1085 pounds (Equation 29.5-2) LRFD Design Loading I Seismic Analysis (ASD) Wind Analysis (ASD) Vservice= 144 pounds uwind = 651 pounds (allowable stress shear) Mseismic = 3634 lb*in Mwind= 16409 lb*in (over-turning moment) I Mnet = -1693.9 lb*in Mnet = 11081 lb*in (allowable stress design) Tnet = -56 pounds Tnet = 369 pounds (negative is no uplift) II I I IEquipment Anchorage - PDU-1 Based on the Sections 13 and 30.11 of ASCE 7-10 IDesign Input Equipment EQUIPMENT ANCHORAGE Center of Gravity IW = 700 pounds (Equipment Weight) x = 12 in (B/2) y = 25.2 in (0.6*H) I Sds = 0.73 I = 1.0 (Importance Factor) H = 42 in Equipment Height ap = 1.0 B = 24 in Equipment Width I Rp = 2.5 L = 60 in Equipment Length z = 40 ft (Elevation of Equipment Connection) (Longer Dimension) h = 40 ft (Building Roof Height) 1 ,( UNIT INSIDE PENTHOUSE Wind Speed = 120 MPH qZ = 16.0 psf (Equation 29.3-1) LRFD Exposure = B KZ = 0.76 (Table 29.3-1) IG = 0.85 KZt = 1.00 (Section 29.3-1) Cf = 1.9 Kd = 0.85 (Table 26.6-1) ifh = 25.8 psf LRFD Horizontal Seismic Design Force (Fp) I', Fp = 243.6 pounds (Equation 13.3.1) CONTROLS Fp A <FhH = 42 in I Fpm;,, = 152.3 pounds (Equation 13.3-3) O.K. W W v FPmax = 812.0 pounds (Equation 13.3-2) O.K. < > B = 24 in IFp = 244 pounds LRFD (LEAST HORZ DIMENSION) I Horizontal Wind Design Force (Fh) Fh = 452 pounds (Equation 29.5-2) LRFD IDesign Loading ISeismic Analysis (ASD) Wind Analysis (ASD) Vservice= 171 pounds VWind = 271 pounds (allowable stress shear) IMseismic = 4297 lb*in MWind= 6837.3 lb*in (over-turning moment) Mnet = -742.9 lb*in Mfet = 1797.3 lb*in (allowable stress design) I Tnet = -31 pounds Tnet = 75 pounds (negative is no uplift) I I I Equipment Anchorage - Tumbler I Based on the Sections 13 and 30.11 of ASCE 7-10 Design Input I Equipment EQUIPMENT ANCHORAGE Center of Gravity W = 1675 pounds (Equipment Weight) x = 25.4 in (B/2) y = 56.4 in (0.6*H) Sds = 0.73 I = 1.0 (Importance Factor) H = 94 in Equipment Height ap = 1.0 B = 50.8 in Equipment Width Rp = 2.5 L = 52.1 in Equipment Length z = 40 ft (Elevation of Equipment Connection) (Longer Dimension) 0 h = 40 ft (Building Roof Height) .l, UNIT INSIDE PENTHOUSE I Wind Speed = 120 MPH qZ = 16.0 psf (Equation 29.3-1) LRFD Exposure = B K, = 0.76 (Table 29.3-1) G = 0.85 KZt = 1.00 (Section 29.3-1) Cf = 1.9 Kd = 0.85 (Table 26.6-1) fh = 25.8 psf LRFD 11 Horizontal Seismic Design Force (Fp) FP = 582.9 pounds (Equation 13.3.1) CONTROLS Fp A I <Fh H = 94 in Fpm;n = 364.3 pounds (Equation 13.3-3) O.K. W W v Fpmax = 1943.0 pounds (Equation 13.3-2) O.K. < B50.75 in Fp = 583 pounds LRFD (LEAST HORZ DIMENSION) I Horizontal Wind Design Force (Fh) I Fh = 879 pounds (Equation 29.5-2) LRFD Design Loading I Seismic Analysis (ASD) Wind Analysis (ASD) Vservice= 408 pounds vwind = 527 pounds (allowable stress shear) Mseismic = 23013 lb*in Mwind= 29750 lb*in (over-turning moment) I Mnet = -2489 Ib*in Mnet = 4248.5 lb*in (allowable stress design) Tnet = -49 pounds Tnet = 84 pounds (negative is no uplift) I I I IEquipment Anchorage - Washer Based on the Sections 13 and 30.11 of ASCE 7-10 IDesign Input Equipment EQUIPMENT ANCHORAGE Center of Gravity IW = 1092 pounds (Equipment Weight) x = 19.1 in (B/2) y = 33.3 in (0.6*H) l Sds = 0.73 I = 1.0 (Importance Factor) H = 55.5 in Equipment Height ap = 1.0 B = 38.2 in Equipment Width I Rp = 2.5 L = 46.6 in Equipment Length z = 40 ft (Elevation of Equipment Connection) (Longer Dimension) h = 40 ft (Building Roof Height) I 4, UNIT INSIDE PENTHOUSE Wind Speed = 120 MPH qZ = 16.0 psf (Equation 29.3-1) LRFD Exposure = B K, = 0.76 (Table 29.3-1) IG = 0.85 KA = 1.00 (Section 29.3-1) Cf = 1.9 Kd = 0.85 (Table 26.6-1) fh = 25.8 psf LRFD Horizontal Seismic Design Force (Fp) IFp = 380.0 pounds (Equation 13.3.1) CONTROLS Fp <Fh H = 55.5 in I = WW Fpm;n = 237.5 pounds (Equation 13.3-3) O.K. V Fpmax 1266.7 pounds (Equation 13.3-2) O.K. < > B&.188 in $ Fp = 380 pounds LRFD (LEAST HORZ DIMENSION) Horizontal Wind Design Force (Fh) I Fh = 464 pounds (Equation 29.5-2) LRFD IDesign Loading ISeismic Analysis (ASD) Wind Analysis (ASD) Vservice= 266 pounds vwind = 279 pounds (allowable stress shear) IMseismic = 8858 lb*in Mwind= 9277.6 lb*in (over-turning moment) Mnet = -3652.1 lb*in Mnet = -3232.6 lb*in (allowable stress design) I Tnet = -96ounds Tnet = P -85 pounds (negative is no uplift) I I I YVA 1,)IN7" GONT"o )us � � ciss l Aenci.,ft f‘% l M44�e_LAv I (tel. C )' z ZIP 4- r /ZAKti,u,s 4)9 //1-0‘4,•- 'itY / 1-14‘1 > �� -� /0y/2 0 23 �Sa ULT ) '� /1 1,c, ) (2, s ) ( �. (-7,14 o ))t CI) (bc-izs)f (.lo(2161)5,,,1(Z1 gR 5 ` J ( 101* z (7-cb 406,L, = 1csikS 3 Cou�ntsc�c I ' 3913, �za5ibl�3 > 1 65(0,6, a (°s- °I`` 7 l = 1, b (zeioq = `1 °4 > 2540,0- 1`4° V alt I,, %z fox �2 LA-6) �r t -°12-1\16('- /4 k. -- dim (_o&s2z(_iS �� 210�4/(i t4h��rS (00,7 1/my\-c-Ior' (uL-r , 1' I 7i0(0 41/z,p'in.G+htJ�S c 4/Avg. _of" 1 ut T) (\,' j �') C 3 o i o(-s1S)tzk.9-s{, J >ib3(0,0 467_ I.� (zoo) - (ootc0,0s Dk z:0 1,la (3.'8)(1...5) (1,6 '7-1') 1 t 14,(zoo) SRSS= (J 60717'i it32'2l 0,1,0 ® 360 liTtCoINn'rarN1eb o{� ` 1 ° 0/ h LAA {c¢T Elor C.o RN0L. 1 Asi{ ALLSTRUCTURE BY DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 v:503.620.4314 • f: 503.620.4304 SHEET OF www.allstructure.com I Me A, A4c¢ o -46. I1-\\ - 1A.)I N 6 C,,,,T p--v l.. 111s4/. 4/ f I J Z69/ IriS11,,b # 4, o,b ( 05) : ItoI il c,3 0 k-- F LlteVt < oqo (3-01 ' Zol ok. 1 e : , 1,13 -s , civi = ss R- I `c Ib:.1 cosi s--7, (- 116 „15 7;c 6 -it L 6Loi^-')� UIca= 1-{11 Zi- Z(.$� (, noZj7j1 olc- �J � o, ' n 1; .' //, '',3 , ' (AC1 ATEA c02>o- `1 5 o k- K y i f-'S P�--cTio'-) 1 14 "0 x _11ta.J1 L' 141 ,j6r., 'IrDet - r,J J�b, c),"3/1.....0 kA I Q W� ��tkaLt.-...,rc, " 3 V 4tikKo,,u-r ( ulx.) _ 151-1 { 1 W1 Af 64��.....-S ` Ji-1 1 h�,c,L0v (ut`r I / "V k Z54 Sholtso0 s v.c,ur 2_ /n)7o 6" (A4/NO too Ge I ,tSJ ALLSTRUCTURE I Engineering LLC BY DATE CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 I v:503.620.4314 • f: 503.620.4304 SHEET OF www.allstructure.com rm Company: Date: 9/5/2017 SIMPSON /\OC��[ [)�8i�D�[ 1/4 - Engineer: Page: N4® NOikKariaa„.fIliii*, Software Project: Version 24.8U25.5 Address: ~~ Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch):6.00 State:Cracked Anchor Information: Compressive strength,cc(psi) 3000 Anchor type Torque controlled expansion anchor 14.J.v: 10 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):2.750 Reinforcement provided at corners: No Effective Embedment depth,hef(inch):2.250 Do not evaluate concrete breakout in tension:No Code report: ICC-ES ESR-3037 Do not evaluate concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement: Not applicable Anchor ductility:Yes Build-up grout pad:No n.~(imm):4.50 o°(imm):n.ao o="(inon):4o0 s~~(inc*):4z0 Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable | �� Ductility section for tension:not satisfied Ductility section for shear:not satisfied Do factor:not set 113 lb Apply entire shear load at front row:No An�mmonly resisting wind and/or seismic loads:Yes <Figure 1> miptir -'- 0 lb -`'-Y Input data and resu"="muvohe"keum,onreememwimmv°metinocim"mnta"wu.memanummnvnuo"melinvsmustu°"mecxed for plausibility. -- simpsON Company: oam� e��n17 Anchor [)�SI i�O�[rw Eny�*ec Page� �4 I Software Px�em� Vemt 4 �n2�0�5� Address �� I ��wn� <Figure 2> ��mm �d�mm Auomo,wame�n�onO-ao|mn� 1xr�Coohnng'eox2.hnom�275^(rnmm) �ouennpw� oo��sanaua7 I I I I II _______-__-_-__- mpmumo�m�omtsmust ue�wkum"a�om,m��mmmomminomm"mstammm'the otan��s�doume�° mu�uou�o�uorp�m`/m/uv. I SIMPSON Anchor DesignerTM Company. Date: 9/5/2017 Engineer: Page: 3/4 �-. SoftwareI Project: Version 2.4.6025.5 Address: Phone: E-mail: I 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(lb) Vuax(lb) Vuay(Ib) 'Fr(Vuax)2+(Vuay)2(Ib) 111 1 113.0 38.0 0.0 38.0 Sum 113.0 38.0 0.0 38.0 Maximum concrete compression strain(°/4b):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):113 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e"Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 I 4.Steel Strength of Anchor in Tension(Sec.D.5.11 I Nsa(Ib) tb c/Nsa(Ib) 12100 0.75 9075 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nb=ksi'avf'cher1 5(Eq.D-6) kc t.a f'5(psi) her(in) Nb(lb) 17,0 1.00 3000 2.250 3143 0.750NCb=0.750(Aae/ANCo)Yed.N Tc,N Psp.NNb(Sec.D.4.1 &Eq.D-3) ANC(in2) ANCa(in2 5J'ed,N Yc,N Y'Cp,N Nb(Ib) 0 0.750N0(Ib) 45.56 45.56 1.000 1.00 1.000 3143 0.65 1532 6.Pullout Strength of Anchor in Tension(Sec.D.5.3) 0.750Np,,=0.750Tc,PtaNp(YC/2,500)"(Sec.D.4.1, Eq.D-13&Code Report) 'FcP ),a Np(Ib) PC(psi) n 0 0.750Np"(lb) 1.0 1.00 2870 3000 0.50 0.65 1533 I 1 I I Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. .) } e _. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com I I SIMPSON Anchor Designer TM Company: Date: 9/5/2017 I '-‘' '.*-* ;i''s '''''''-'ad Software z:----.-,-,,,,r w-,:,,k,i .i,`-,-,- t4 -.> :,,t46,t,ta Version 2.4.6025.5 Engineer: rolec Page: 4/4 Address: Phone: . IE-mail: I8.Steel Strength of Anchor in Shear(Sec.D.6.1) Vsa(Ib) cbgrout (16 Ø5c/V0(Ib) 6510 1.0 0.65 4232 I I 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.31 01 .'ed N'.CA.'cp,N..b 1q,=OkcpNcb=Okcp(A Nc/A Nco),i 1 V N (Eq.D-40) kcp ANO(in2) A N.(in2) 'Ped,N `Pc1,1 'ICA N Nb(Ib) 0 OVap(lb) 111 1.0 45.56 45.56 1.000 1.000 1.000 3143 0.70 2200 I 11. Results Interaction of Tensile and Shear Forces(Sec. D.7) Tension Factored Load,NI„.(Ib) Design Strength,oNlr,(Ib) Ratio Status Steel 113 9075 0.01 Pass I Concrete breakout 113 1532 0.07 0.07 Pass(Governs) Pullout 113 1533 Pass I Shear Steel Factored Load,Vaa(lb) Design Strength,øV0(Ib) Ratio Status 38 4232 0.01 Pass Pryout 38 2200 0.02 Pass(Governs) I Interaction check Naa./(bNa VaaiaiVs Combined Ratio Permissible 1.0 Status Sec.D.7.1 0.07 0.00 7.4`)/0 Pass I1/2"0 CS Strong-Bolt 2, hnom:2.75"(70mm)meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 0.8.1 and 0.8.2 for torqued cast-in-place anchor is waived per Idesigner option. Brittle failure governs for tension.Governing anchor failure mode is brittle failure.Attachment shall be designed to satisfy the requirements of ACI 318-11 Section D.3.3.4.3 for structures assigned to Seismic Design Category C,D,E,or F when the component of the strength level earthquake I force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case when ACI 318-11 Sections D.3.3.4.3(a)3 to 6,(b), (c),or(d)is satisfied for tension loading,select appropriate checkbox from Inputs tab to disable this message.Alternatively,00 factor can be entered to satisfy ACI 318-11 Section D.3.3.4.3(d)to increase the earthquake portion of the loads as required. Brittle failure governs for shear.Governing anchor failure mode is brittle failure.Attachment shall be designed to satisfy the requirements of ACI 1 318-11 Section 0.3.3.5.3 for structures assigned to Seismic Design Category C,D,E,or F when the component of the strength level earthquake force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case when ACI 318-11 Sections D.3.3.5.3(a),(b)or(c)is satisfied for shear loading,select appropriate checkbox from Inputs tab to disable this message. Alternatively,00 factor can be entered to satisfy ACI 318-11 Section D.3.3.5.3(c)to increase the earthquake portion of the loads as required. I -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturers product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com I I G ' ' i'- - W fi t> c o',STA-0 LS I rw,�a a 6`I lz��..r� � .41 Uw ti� /y avo„„.,_, Z20 i ► /Nfi to ” of c- . I o k- ,�/ r�S�'�`�`1"/o,) (SC-6- ' U t oo. J 1L,4 #� no lz �'95x2 3/y Simi' Sri I A'To b " I I I I I 1 I I S ALLSTRUCTURE BY DATE 1 Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard,Oregon 97223 v:503.620.4314 • f: 503.620.4304 SHEET OF www.allstructure.com I %MPS. _ON Anchor DesignerTM Company: Date: 9/5/2017 I ''''''''-'11-gQis''''.,.!-!':'-:!i Software 7"74t,=,:-,-„, :hiii, Version 2.4.6025.6 Engineer: Project: Address: Page. 1/4 Phone: IE-mail: 1,Proiect information Customer company: Project description: I Customer contact name: Location: Customer e-mail: Fastening description: Comment: R 2.Input Data&Anchor Parameters General Base Material Design method:AC1 318-11 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):6.00 I Anchor Information; State:Cracked Compressive strength,fic(psi):3000 Anchor type:Torque controlled expansion anchor LK v: 1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear I Diameter(inch):0.500 Nominal Embedment depth(inch):2.750 Effective Embedment depth,he f(inch):2.250 Supplemental reinforcement:Not applicable Reinforcement provided at corners:No Do not evaluate concrete breakout in tension:No Code report: ICC-ES ESR-3037 Do not evaluate concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement:Not applicable I Anchor ductility:Yes Build-up grout pad:No (inch):4.50 cac(inch):6.50 Ci(inch):4.00 I Siiii,iii(inch):4.00 Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination:not set I Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension:not satisfied Ductility section for shear:not satisfied I 00 factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes 42 lb I <Figure 1> I , ,, ,,,,, i - -------------- - ----„,--,„., . ....,,,,_, _.....„,,„,___,,„, , ,„„, !, , , , ,,,._..„,.. - , ,,,,,, ,.„,„„... . ,,,,,,,_, 0 lb I: 1 220 ib - ---- -- - --- - ----- ---- - , -_,..- , . ... ..... .., — IX i .... . . Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com I I Date: 9/5/2017 SIMPSBN Anchoi DGS[ t12rT� Company: Engineer: Page: 2/4 Software Project: Version 2.4.6025.6 Address: Phone: E-mail: <Figure 2> I�;. 111 } fi ,ate -.*:---7-7-r-'-"„ a 1 C 111 Recommended Anchor Anchor Name:Strong-Bolter 2-1/2" CS Strong Bolt 2,hnom:2.75"(70mm) Code Report:ICC-ES ESR-3037 I I I I I Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 1 5infssr.,r7 Strong-Tie Comp Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 wwwstrongtie.com I I SIMPSON Anchor ®esignerTm Company: Date: 9/5/2017 Engineer. Page: 3/4 Software Project: Version 2.4.6025.6 Address: e Phone: IE-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, I Nue(lb) Vuax(lb) Vuey(lb) Z\(Vuax)2+(Vuay)2(lb) 1 42.0 220.0 0.0 220.0 Sum 42.0 220.0 0.0 220.0 I Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):42 Resultant compression force(Ib):0 I Eccentricity of resultant tension forces in x-axis,e'nix(inch):0.00 Eccentricity of resultant tension forces in y-axis,eb,y(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 I I4.Steel Strength of Anchor in Tension(Sec.0.5.1) Nsa(Ib) ¢ ¢Nue(lb) I12100 0.75 9075 5.Concrete Breakout Strength of Anchor in Tension(Sec.0,5.2) I Na=kcA.avf cher15(Eq.D-6) kc s� fe(psi) her(in) Na(Ib) 17.0 1.00 3000 2.250 3143 0.75N a=0.75¢(Aruc/Avco)Y'edNYc,WY'up,NNS(Sec.0.4.1&Eq.0-3) Ass(in2) Are.(ins Y'ed,u Y�,v Y�pu Na(Ib) ¢ 0.75¢N� (Ib) 45.56 45.56 1.000 1.00 1.000 3143 0.65 1532 I 6.Pullout Strength of Anchor in Tension(Sec.0.5.3) 0.75¢Np„=0.75¢1'uP;raNp(fu/2,500)"(Sec.D.4.1,Eq.D-13&Code Report) {Pc.p )ca Ne(lb) fc(psi) n 0 0.750Nee(lb) I1.0 1.00 2870 3000 0.50 0.65 1533 I I I I / . , . .. . . Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. .,. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com I I SIM ON: Anchor DesignerTM Company: Date: 9/5/2017 . Engineer: Page: 4/4 Software Project: I a Version 2.4.6025.6 Address: Phone: E-mail: I 8.Steel Strength of Anchor in Shear(Sec.0.6.1) V.(Ib) Ogrout 0 6groutOVse(Ib) 6510 1.0 0.65 4232 I 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) r Vcp=rfikopNkb=Oik.p(ANd ANco)`Yed;N`Yc,N Y"p,NNb(Eq.D-40) kcp Arco(in2) ANco(in2) YfedN y%,N Yep,N Nb(Ib) ¢ 0).4p(Ib) 1.0 45.56 45.56 1.000 1.000 1.000 3143 0.70 2200 11.Results inieraction of Tensile and Shear Forces(Sec.D.7). Tension Factored Load,Nua(Ib) Design Strength,eNn(Ib) Ratio Status Steel 42 9075 0,00 Pass Concrete breakout 42 1532 0.03 Pass(Governs) Pullout 42 1533 0.03 Pass Shear Factored Load,Vue(Ib) Design Strength,eVn(lb) Ratio Status Steel 220 4232 0.05 Pass Pryout 220 2200 0.10 Pass(Governs) Interaction check Nua/�INC Vue/0VC Combined Ratio Permissible Status111 Sec.D.7.2 0.00 0.10 10.0% 1.0 Pass 1/2"0 CS Strong-Bolt 2,hnom:2.75"(70mm)meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 0.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. Brittle failure governs for tension.Governing anchor failure mode is brittle failure.Attachment shall be designed to satisfy the requirements of ACI 318-11 Section D.3.3.4.3 for structures assigned to Seismic Design Category C,D,E,or F when the component of the strength level earthquake force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case when ACI 318-11 Sections D.3.3.4.3(a)3 to 6,(b),(c),or(d)is satisfied for tension loading,select appropriate checkbox from Inputs tab to disable this message.Alternatively,00 factor can be entered to satisfy ACI 318-11 Section 0.3.3.4.3(d)to increase the earthquake portion of the loads as required. Brittle failure governs for shear.Governing anchor failure mode is brittle failure.Attachment shall be designed to satisfy the requirements of ACI 318-11 Section D.3.3.5.3 for structures assigned to Seismic Design Category C,D,E,or F when the component of the strength level earthquake force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case when ACI 318-11 Sections 0.3.3.5.3(a),(b)or(c)is satisfied for shear loading,select appropriate checkbox from Inputs tab to disable this message. . Alternatively,00 factor can be entered to satisfy ACI 318-11 Section 0.3.3.5.3(c)to increase the earthquake portion of the loads as required. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. S,,,,,; C- 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com I I I I I I PORTE COCHERE DESIGN I 1 I w 111 I I I 1 I S ALLSTRUCTURE Tigard Hampton Inn g g BY DATE DATE. En ineerin LLC CHK 7140 SW Fir Loop, Suite 231 16305.00 Tigard, Oregon 97223 JOB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF I IFom t0 4-eit I7 f pT ( �7 Sh(�,lJ ::((i-zolismtv,{ )/,...-II - - .-: ? L� w�=�� Z '-`t5')l k ' - • t3 p e g4-6ed 6)= 0,0S ( 26f9.1) I iliaz =36Ce-2- INTMI'otAi tog_ e Ivo IC,t)e,tt3 I'Z� 00 ob53` 1 f 2e, eo,A)t DPS CNeu2Z= I,ZIo C,NO S 7. m I,26 I p =Owl p5e)(D,Bs)(,z8)- / c psF (u141',„:„.t) Iwt 7.(7c rs&)(68c )Aaf = 31 -pi( 4 k,, 2z:-. 5,4z/6,,w/ l.yy kips ( l q SIG.)) I /di/kt/4 I125-7.- S ,0 - Iv Ri ,_>,,,,-- « QSe ( ) = 1SZpq IWS _ Zs ,4cs )= z,01_,I vi r) � A- 215' (�') = 23(D-e )9e<1 a r,Jlfsb (SEE Pr?&.) I6J1,3 (7,st(z3,r{-zyl6,S' - Zs( p/-F f ,_ ---E4_122_-_14/2kSiz:22").3_11 ) /A-V(0X Vo I -rg ss OPoFr h- 21.c-'6 e,c_-) - 55(/ >3VC .', p - /7,56 (5.ee prev.) I (R j.6(Npse(z o,)(z9,s ')) - o,b(i P? (Z ocx2y.Sf))/Z = 7C-1 . : S/r)/P 1-/2,s r14 miss row f S ALLSTRUCTURE rl64 , BY DATE i Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 I v: 503.620.4314 • f: 503,620.4304 SHEET OF www.alistructure.com Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com as Steel Beam File=s:\Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\porte cochere.ec6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Description: PB-1 CODE REFERENCES . Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending i 0(0.3431 S(o.a*s1(Wr-0.317( r or i * Span=28.0ft 77, W21x44 I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.3430, S=0.4510, W=-0.3170 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.357: 1 Maximum Shear Stress Ratio= 0.084 : 1 Section used for this span W21 x44 Section used for this span W21 x44 Ma:Applied 85.054 k-ft Va :Applied 12.151 k 111 Mn/Omega:Allowable 238.024 k-ft Vn/Omega:Allowable 144.90 k Load Combination +D+0.750L+0.750S-0.450W+H Load Combination +D+0.750L+0.750S-0.450W+H Location of maximum on span 14.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.256 in Ratio= 1,310>=360 Max Upward Transient Deflection -0.180 in Ratio= 1,865>=360 Max Downward Total Deflection 0.220 in Ratio= 1528>=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span II S Only 1 0.2563 14.080 0.0000 0.000 I I I I I I I Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com Printed 6 APR 2017 8 3:,"-.M Steel Beam Ale=S:1Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\porte cochere.ec6 ENERCALC INC 1983-2017,Budd 617 3.17.Ver 617 317 Description: `PB-2 CODE REFERENCES I Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties I Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D10.152)810.2)W(-0251). V V , , V i1 Span=16.50 ft ._ IW 16x26 Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Uniform Load: D=0.1520, S=0.20, W=-0.2510 kilt, Tributary Width=1.0 ft DESIGN SUMMARY Design OK I Maximum Bending Stress Ratio = 0,117: 1 Maximum Shear Stress Ratio= 0.044 : 1 Section used for this span W16x26 Section used for this span WI6x26 Ma:Applied 12.864 k ft Va :Applied 3.119 k Mn/Omega:Allowable 110.279 k-ft VnlOmega:Allowable 70.509 k I Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 8.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection I Max Downward Transient Deflection 0.038 in Ratio= 5,158>=360 Max Upward Transient Deflection -0.048 in Ratio= 4,110 >=360 Max Downward Total Deflection 0.034 in Ratio= 5796>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 I Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 0.000 W Only -0.0482 8.297 I I I I I I I Z c 0,OD2.5G K? Ka,Kd Z t I K.z= 061 ( ini tat i ou,A.`v . T -/-7.-z.--1 -o kl-- In` n-'-a") kl o'K ( '. 21p.(p-i) T z I,o Cr- , iS . , ?� 0,00zsio (o,s/)( I,o)(o )(I,o)(Zp)2-= /8, so rs•F (u--(1AniN-te) 1j60. o § 7:4-,4.'"-- =7 u t)1--'GtS bil AAoNtStope Foo 1 r 7 CA) (M, 21,4 ) I a °'8s ( 26'4'' CJS =7 "FII)u Re 27,9.1 => 0 G7-,S° . u Cho I L-D Tat'l- b(R C'tJcy,aS Lop,-t> LASS I".N1'' C-lz-- �N Il.c.v2— (k)('')v5S Cot I �� -6� 1 I ,f _0 1 c (IB'S)(0,65)�1,Z) = (q'.5-1" Fs( e--- co4•TR+)LS (OL-C(nnP�e)-Roo 4W u e_GfZ (Ig'S )(0•b )(0,3) = Li1-1.--pc-,.e III A(ao6s = Clv,$)(0,vs)C-0.s z m 7., (0.rI WCi2 " (1(66-)(0,(6 -) (P 1.1) - I1-,I)D -ase- I - v u U,2> (I$1S )( 0.b \c- D,I) - - 1' �- 1,4( t - 1 1-i'2 0 5E- I f,,bi,s ' (lb'C)(0'210(-o,(° )- ` I'Ll FSS Q` I(titisJ), Z,ySrI d-DOA, 17 VD,b®I �1,1, -1_ 14epso ( 6-Q. i84-i) 4m((i')= (,,'5' ?1,31&,2_ ( . 0t0)(I,0)(ZZIF4-) = ZZ,(2,pse- -,' < Cu foS qq- C (1.0 )(1 )( ` } s� � ' Is,k Ts(-- ,,,e- 6'09(50- 1.4,c 6'09(50. 1. ,c PI,-- = C ZZ,S(1';') + IC (J•iqq' Z.Si)2[pi,- w 1(v.1 p F ul hAu, .-� I iVE ALLSTRUCTURE '-7 of _,T , BY DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF www.a l I structure,co m I Seismic Design — Porte CocherCt,� , ��, � 003,00 ASCE 7-10 Chapters 11 & 12 Soil Site Class= D Risk Category= li Response Spectral Acc. (0.2 sec)SS= 0.981 https://earthquake.usds.clovidesidnmaps/us/application.php Response Spectral Acc.( 1.0 sec)S, = 0.424 Site Coefficient Fa= 1.1076 Table 11.4-1 - Interpolate Site Coefficient F,= 1.576 Table 11.4-2- Interpolate SMS=FaSs= 1.087 Equation 11.4-1 SM, =F„S, = 0.668 Equation 11.4-2 SDS=2/3*SMS= 0.724 Equation 11.4-3 So, =2/3*SM, = 0.445 Equation 11.4-4 Seismic Design Category for 0.1 sec= D Table 11.6-1 Seismic Design Category for 1.0 sec= D Table 11.6-2 Seismic Design Category= D (Controls) R= 2.5 Table 12.2.1 0= 1.25 Table 12.2.1 le= 1.0 Table 1.5-1 C,= 0.028 Table 12.8-2 h„= 17.00 ft Structural Height as Defined in Section 11.2 x= 0.8 Table 12.8-2 C„= 1.4 Table 12.8-1 Interpolate Ta= 0.270 Equation 12.8-7 Ta= 0.378 Section 12.8.2 Ta= 0.270 (Controls) CS=Sos/(Rile)= 0.290 Equation 12.8-2 V= 0.290*W Equation 12.8-1 I I I I I 1 I I I Seismic Design: Seismic Weight GalcuMtions Job Number: 16303.00 Porte Cochere I Roof Diaphragm: Flat Roof Snow Load(P1): 25.0 psf Roof Dead Load: 19.0 psf Roof Diaphragm Area: 1372 sq ft Average Height of Roof Diaphragm:17.0 ft —> 26.1 kips Wall Weights Below: I Column Height: 13.00 ft Column Weight per foot:59.3 plf —> 1.5 kips I wR= 27.6 kips I Total Building Tl'eiglu wT= 27.6 kips I I I 1 l I I I 1 I I I I I I -P617---k- Pd`17-- c 0(---,\-- .-- -c10.--E, a-kC •6w^4'J 1). --/ j IfAi A 5c- 5osto(C 've5i'yi .+•fAdo„Acm. 1r,.J EA. Ia flAlA v A , (3'-0” 1 IrvA 19r -.('- ( LIS ')( /,c')/J 1 -. 6. 8o-if ?�, 2sri (ys, ')( 7i, '3/4 cars 0 3't)# ///,t/ IT1&1 t-fr,s 8x x s/ _) 6/6= 10,5 = al'11d tm 1 c)-r t c J,95-1 % 6,5S I?lb6 - j 3,0/ /d,8 01, 1 C'r4PAory sz.42, o')/0 //5.58x8/,% IGA-WAL- T,` (`/,sl)( lfa,S'Y 11,.1-1 -C)iii,is . 591/ %/noc_ Cui--f'Mit) I �EQ= D,Z9® (Z4,to �L /(r') 41 Go(5 - � #lco-Q Zoo (0 t,-r, rev. ) IPp = 5aE PR.r V to0S SL, 1.z5 .•.?m = ZSot 44101 (uu-t-w-TO ps a SCE MEW envS I /732f1-6ln((4 `t?e-Q S -) 111,zc,J A1SC, I w O,IirA /F1 (EQttt--2- 6U ) = 0,C7-( Z,cN)( z� ) ' 2 .,q-P C 131 -'. -cL I ,/ 4Gcoo/VF5L6 Vrz1 ri �-.) gi4400 > a,Dz k (A�� T. t2,t2-1 6'OZ ((.2- • lZ'-/k) a s,i2h Te 6`im5 t " ,��' '' ed -_- 7,c- 2 intik 6,o t`b� r 0,oZ = 0 ,o,z3yz oa 1 - 1 .0 - - \,�- < 3,iz hr�tcr a(<- I USG I-M e,x8xV, I ALLSTRUCTUREqA-RD BY DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 I Tiga , e.gn 97223 JOB NO v:503.620.4314rdOref:503.620.4304 SHEET OF www.allstructure.com Alistructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com Columnf rimed ;,_==' 2017.9 38AM Steel File=S vProjectsv2016v16303.00 Tigard Hampton Inn&Suites\03 Calculationsvporte cochere.ec6 ENERCALC,INC.1983-2017,Build 617.3.17,Ver:6.17 3.17 Description `Porte Cochere Column-Gravity Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : ASCE 7-05 General Information Steel Section Name: HSS8x8x5/8 Overall Column Height 13.50 ft I Analysis Method: Allowable Strength Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade , A500, Grade B, Fy=46 ksi, Carbon Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=13.50 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=13.50 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. I Column self weight included:800.82 lbs*Dead Load Factor AXIAL LOADS... Roof:Axial Load at 13.50 ft,Xecc=1.0 in,Yecc=1.0 in,D=6.380,S=8.390,W=-5.892 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.05189 :1 Maximum SERVICE Load Reactions.. Load Combination +D+0.750L+0.750S-0.750W+H Top along X-X 0.0 k Location of max.above base 12.050 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 17.892 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 370.788 k Ma-x:Applied 1.424 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 102.605 k-ft Along Y-Y 0.02583 in at 13.50 ft above base Ma- A lied -1.424 k-ft for load combination:S Only Y= PP Mn-y/Omega:Allowable 102.605 k-ft Along X-X 0.02583 in at 13.50 ft above base for load combination:S Only PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.020 PASS 11.14 ft 0.000 PASS 0.00 ft II +D+L+H 0.020 PASS 11.14 ft 0.000 PASS 0.00 ft +D+Lr+H 0.020 PASS 11.14 ft 0.000 PASS 0.00 ft +D+S+H 0.045 PASS 13.05 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.020 PASS 11.14 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.039 PASS 12.68 ft 0.000 PASS 0.00 ft +D+W+H 0.003 PASS 0.00 ft 0.000 PASS 0.00 ft +D-W+H 0.038 PASS 12.05 ft 0.000 PASS 0.00 ft +D+0.70E+H 0.020 PASS 11.14 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.750W+H 0.007 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L-0.750W+H 0.033 PASS 12.05 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.750W+H 0.026 PASS 9.42 ft 0.000 PASS 0.00 ft +D+0.750L+0.7505-0.750W+H 0.052 PASS 12.05 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.5250E+H 0.020 PASS 11.14 ft 0.000 PASS 0.00 ft +D+0.750L+0.7505+0.5250E+H 0.039 PASS 12.68 ft 0.000 PASS 0.00 ft +0.60D+W+H 0.006 PASS 13.50 ft 0.000 PASS 0.00 ft +0.60D-W+H 0.030 PASS 12.05 ft 0.000 PASS 0.00 ft I I Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com Priv#ed'.6 APR 2017.8 384M Steel Column File=S\Protects\2016116303 00 Tigard Hampton Inn&Suites\03 Calculations\porte cochere.ec6 ENERCALC,INC.1983 2017 Budd 617 317 Ver 617 3.17 ezZira .z to et.. - � ��o:� �.. ;fit: �:�k �� i� \ o ,>,.� t Ct ALLSTRUCTUREENOWEERING,RMf Description: `Porte Cochere Column-Gravity Load Combination Results I Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+H 0.012 PASS 11.42 ft 0.000 PASS 0.00 ft i I a Load 1� c � a x it S y I 8.00m loads are total entered value.Arrows do not reflect absolute direction. I I I I I i I I I Alistructure Engineering Project Title: Kennewick Comfort Suites I 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com Printed:6APR 2017.c8vr.' Steel Column File=S\Projects\2016\16303.00 Tigard Hampton Inn&Suites\03.Calculations\porta cochere.ec6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver.6.11.3.17 ..>� ENGINEERING, I Description: *Porte Cochere Column-Lateral&Gravity Code References Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name: HSS8x8x5/8 Overall Column Height 13.0 ft I Analysis Method: Allowable Strength Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade , A500, Grade B, Fy=46 ksi, Carbon Brace condition for deflection(buckling)along columns: Fy:Steel Yield 46.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=13.0 ft,K=10 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=13.0ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. I Column self weight included:771.16 lbs*Dead Load Factor AXIAL LOADS... Roof:Axial Load at 13.0 ft,Xecc=1.0 in,Yecc=1.0 in,D=6.380,S=8.390,W=-5.892 k BENDING LOADS. .. Lat.Point Load at 13.0 ft creating Mx-x,W=0.8440,E=2.501 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2417 : 1 Maximum SERVICE Load Reactions.. Load Combination +D+0.70E+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 7.151 k Bottom along Y-Y 2.501 k Pn/Omega.Allowable 376.150 k Ma-x:Applied -23.291 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 102.605 k-ft Along Y-Y 0.7437 in at 13.0ft above base I for load combination:E Only Ma-y Applied -0-5317 k-ft Mn-y/Omega.Allowable 102.605 k-ft Along X-X 0.02395 in at 13.Oft above base for load combination:S Only PASS Maximum Shear Stress Ratio= 0.01457 : 1 111 Load Combination +0.60D+0.70E+0.60H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 1.751 k Vn/Omega:Allowable 120.161 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.020 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.020 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.020 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.045 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.020 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.038 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.074 PASS 0.00 ft 0.004 PASS 0.00 ft +D-0.60W+H 0.078 PASS 0.00 ft 0.004 PASS 0.00 ft +D+0.70E+H 0.242 PASS 0.00 ft 0.015 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.060 PASS 0.00 ft 0.003 PASS 0.00 ft +D+0.750Lr+0.750L-0.450W+H 0.061 PASS 0.00 ft 0.003 PASS 0.00 ft +D+0.750L+0.7505+0.450W+H 0.079 PASS 0.00 ft 0.003 PASS 0.00 ft +D+0.750L+0.7505-0.450W+H 0.070 PASS 0.00 ft 0.003 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.205 PASS 0.00 ft 0.011 PASS 0.00 ft +0.60D+0.60W+0.60H 0.066 PASS 0.00 ft 0.004 PASS 0.00 ft I I Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 Iwww.allstructure.com S�@$� Column File=SiProjects\2016t16303.00Tigard Hampton Inn&Suites 103Calculations iportecochere.ec6 I ENERCALC,INC.1983-2017,Build-6.17.3.17,Ver:6.17.317 I _ Description: `Porte Cochere Column-Lateral&Gravity Load Combination Results IMaximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +0.60D-0.60W+0.60H 0.075 PASS 0.00 ft 0.004 PASS 0.00 ft 1 +0.60D+0.70E+0.60H 0.234 PASS 0.00 ft 0.015 PASS 0.00 ft asp M-x Loads —__ i:. ' 335k_. I Load 1 c o rCi X ri u r i a It t ; I 8.00in Loads are total entered value.Arrows do not reflect absolute direction. I I I I 1 I I I I I 1 &C 1�! Ps . hps o� ° " MW ioCe- ME = 32,5I j : O,6Nq kl>s ‘)% USE fR I%x 1/0x c-`i I vE= Z,5M kips 4A 1A(-7OSe 6') /ee3 '/p X /D"cvm rrI SSS( (.2/L, uo At.icoo o S (o'-Du SQ ), lel bP I61) 71" XZH"x-So" pCpe`sT��- 1 ttr7(B) WS- /19/is CA-. Why, 7307104A MEQ = 1)1-510 ct ( (]A/k)(o1. )- Z-TSOM iV\1t I s bat 3Z 5. 230 k �� T a /o,, = 3ci16 4 = (c„ i, 9"0")=- s "0"),s Rss (112.- J Z �y z (_ �� P 0/q7b(q) ) (06 k<< > 3,55 kr, s/, Ft6 6 k An it tOttX S ALLSTRUCTURE BY DATE Engineering LLC I CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET OF www.allstructure.com I Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com Printed:6 APR 2017.}n,22AM Stee t Base Plate File=S:\Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculationsiporte cochere.ec6 ENERCALC,INC 1983-2017,Build:6.17 3.17,Ver 6.17.3.17 IDescription: `Porte Cochere Base Plate Code References I Calculations per AISC Design Guide# 1, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set:ASCE 7-10 General Information I Material Properties AISC Design Method Allowable Strength Design Steel Plate Fy = 36.0 ksi Concrete Support fc = 3.0 ksi S2 c :ASD Safety Factor. 1.250 111 Assumed Bearing Area:Full Bearing Allowable Bearing Fp per J8 3.825 ksi Column&Plate } I Column Properties Steel Section HSS8x8x518 Depth 8 in Area 16.4 inA2 •"f ;ik.�,5`,;,• Foy.+:•,ll:i •',...y Width 8 in lxx inA4 C , ;' c•'�; _. Ly ', f'x t• � .`i G �., I Flange Thickness 0.581 in lyy inA4 t' ; Web Thickness in s, z r.•` ;;;"1:',1**.!:''''': 3. '' d! "' `T_ Plate Dimensions Support Dimensions ' A:,:41:I N:Length 16.0 in Width along"X" 24.0 in 4- s B:Width 16.0 in Length along"Z' • 24.0 in t, � � - .: Thickness 1.125 in L=, '. �, Column assumed welded to base plate. =,, r .: , i ''', , "-ti til % . -,- £ ,1;:„,!.=;: . r 1 .T'J . ft. . ,4,4,;:: -S'�i 21 ,i_ �.; ji.�E•"».4�,[.y r 5 ".51.�F zv Y Y n d 77:°: f a II F w v a Applied Loads !4. Y : P-Y V-Z M-X -i-t D:Dead Load 7.151 k k k-ft +} IJ. I L:Live....... k k k-ft Lr:Roof Live k k k-ft - ." - S:Snow 8.390 k k k-ft r -'" W:Wind -5.892 k 0.8440 k 10.480 k-ft , I E:Earthquake k 2.501 k 32.510 k-ft 2/ H:Lateral Earth kk k-ft i''--* - +Z ' "P"=Gravity load,"+"sign is downward. "+" Moments create higher soil pressure at+Z edge. "+" Shears push plate towards+Z edge. IAnchor Bolts a Ear— Anchor Bolt or Rod Description 0.75 . • . Max of Tension or Pullout Capacity 12.0 k I Shear Capacity . Edge distance:bolt to plate 122.00 ink x------ x Number of Bolts in each Row 2.0 Number of Bolt Rows 1.0 • • • I • • . I I I Allstructure Engineering Project Title: Kennewick Comfort Suites I 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com _._ Pi6660:0 APP 2017.1002A 111 Steel Base Plate File=S:\Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations 1pate cochere.ec6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver.6,l7,3,17 tiV 07 '1 .a ;0_ fNGINEERING INS Description: `Porte Cochere Base Plate GOVERNING DESIGN LOAD CASE SUMMARY Mu:Max.Moment 6.730 k-in Plate Design Summary fb:Max.Bending Stress 21.271 ksi Design Method Allowable Strength Design Fb:Allowable: 21.557 ksi Governing Load Combination +D+0.60W+H Fy/Omega Governing Load Case Type Axial+Moment,U2<Eccentricity,Tension on Br Bending Stress Ratio 0.987 Design Plate Size 1'-4"x 1'-4"x 1-1/8" Bending Stress OK Pa:Axial Load.... 3.616 k fu:Max.Plate Bearing Stress.... 3.060 ksi Ma:Moment_....... 6.288 k-ft Fp:Allowable: 3.060 ksi min(0.85*fc`sgrt(A2/A1),1.7"f c)*Omega Bearing Stress Ratio 1.000 Bearing Stress OK Tension in each Bolt 1.686 Allowable Bolt Tension 12.000 Tension Stress Ratio 0.140 Load Comb. : +D+H Axial Load Only, No Moment Loading Bearing Stresses Pa:Axial Load.... 7.151 k Fp:Allowable 3.060 ksi Design Plate Height 16.000 in fa:Max.Bearing Pressure 0.028 ksi Design Plate Width 16.000 in Stress Ratio 0.009 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 256.000 in52 Mmax=Fu*L52/2 0.246 k-in A2:Support Area 576.000 in52 fb:Actual 0.779 ksi sort(A2/A1) 1.500 Fb:Allowable 21.557 ksi Stress Ratio 0.036 Distance for Moment Calculation "m" 4.200 in "n" 4.200 in X 0.000 inA2 I Lambda 0.000 n' 0.010 in n' Lambda 0.000 in L=max(m,n,n") 4.200 in Load Comb. : +D+L+H Axial Load Only,No Moment Loadng iBearing Stresses Pa:Axial Load.... 7.151 k Fp:Allowable .. 3.060 ksi Design Plate Height 16.000 in fa:Max.Bearing Pressure 0.028 ksi Design Plate Width 16.000 in Stress Ratio 0.009 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 256.000 in"2 Mmax=Fu*L52/2 0.246 k-in A2:Support Area 576.000 inA2 fb:Actual 0.779 ksi sgrt(A2/A1) 1.500 Fb:Allowable 21.557 ksi Stress Ratio 0.036 Distance for Moment Calculation "m" 4.200 in "n" 4.200 in X 0.000 inA2 Lambda...................... 0.000 n' 0.010 in n' Lambda 0.000 in L=max(m,n,n") 4.200 in I I I I Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com Pant ad:6 APR 2317 ,0 C2L+,i File=S:\Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculationstporte cochere.ec6 la Steel Base Plate ENERCALC,INC.1983-2017,Build 617 317,Ver:6.17.3.17 I z ..i , Licensee, Lam, Description: `Porte Cochere Base Plate Load Comb. : +D+Lr+H Axial Load Only,No Moment I Loading Bearing Stresses Pa:Axial Load.... 7.151 k Fp:Allowable 3.060 ksi Design Plate Height 16.000 in fa:Max.Bearing Pressure 0.028 ksi I Design Plate Width 16.000 in Stress Ratio 0.009 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 256.000 in52 Mmax=Fu*L52 12 0.246 k-in A2:Support Area 576.000 inA2 fb:Actual.. 0.779 ksi sgrt(A2/A1) 1.500 Fb:Allowable 21.557 ksi Stress Ratio 0.036 Distance for Moment Calculation. "m"..................... 4.200 in 4.200 in IX 0.000 in52 Lambda 0-000 n' 0-010 in n'*Lambda 0.000 in L=max(m,n,n") 4.200 in I Load Comb. : +D+S+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load.... 15.541 k Fp:Allowable 3.060 ksi Design Plate Height 16.000 in fa:Max.Bearing Pressure 0.061 ksi Design Plate Width 16.000 in Stress Ratio 0.020 Will be different from entry if partial bearing used. Plate Bending Stresses I Al:Plate Area......... 256.000 inA2 Mmax=Fu*V2/2 0.535 k-in A2:Support Area.. 576.000 in52 fb:Actual 1.692 ksi sort(A2/A1) 1.500 Fb:Allowable 21.557 ksi Stress Ratio 0.079 I Distance for Moment Calculation "m" 4.200 in "n" 4.200 in X 0.000 inA2 ILambda 0.000 n' 0.010 in re.Lambda 0.000 in L=max(m,n,n").... 4.200 in ILoad Comb. : +D+0.750Lr+0.750L+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load.... 7.151 k Fp:Allowable 3.060 ksi I Design Plate Height 16-000 in fa:Max.Bearing Pressure 0.028 ksi Design Plate Width 16.000 in Stress Ratio 0.009 Will be different from entry if partial bearing used. Plate Bending Stresses Al:Plate Area 256.000 in"2 Mmax=Fu*L52/2 0.246 k-in A2:Support Area 576.000 inA2 fb:Actual 0.779 ksi I snit(A2/A1) 1.500 Fb:Allowable 21.557 ksi Stress Ratio 0.036 Distance for Moment Calculation 4.200 inI 'm' "n" 4.200 in X 0.000 in/2 Lambda 0.000 n' 0.010 in I re*Lambda 0.000 in L=max(m,n,n") 4.200 in 1 Al!structure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com Printed 5 APR 2917.19 O2A i Steel Base Plate File=SAProjects12016\16303.00 Tigard Hampton Inn&Suitest03 Calculationstporte cochere.ec6 ENERCALC,INC 1983-2017,Build:6.17.3.17,Ver:6.17.3.17 �..# tUR 1 111 Description: *Porte Cochere Base Plate Load Comb. : +D+0.750L+0.750S+H Axial Load Only,No Moment Loading Bearing Stresses Pa:Axial Load_... 13.444 k Fp:Allowable 3.060 ksi Design Plate Height......... 16.000 in fa:Max Bearing Pressure 0.053 ksi Design Plate Width 16.000 in Stress Ratio 0.017 Will be different from entry if partial bearing used Plate Bending Stresses Al:Plate Area. 256.000 inA2 Mmax=Fu*LA2/2 0.463 k-in A2:Support Area... 576.000 inA2 fb:Actual. 1.464 ksi sgrt(A2IA1) 1.500 Fb:Allowable 21.557 ksi Stress Ratio 0.068 Distance for Moment Calculation "m" 4.200 in "n" 4.200 in X 0.000 inA2 Lambda 0.000 n' 0.010 in n'*Lambda 0.000 in L=max(m,n,n") 4.200 in ..........._ Load Comb. : +D+0.60W+H Axial Load+ Moment,Ecc.>L/2 Loading Calculate plate moment from bolt tension... Pa:Axial Load.... 3.616 k Tension per Bolt 1.686 k Ma:Moment 6.288 k-ft Tension:Allowable 12.000 k Eccentricity 20.868 in Stress Ratio 0.140 Al:Plate Area......... 256.000 inA2 A2:Support Area 576.000 inA2 Dist.from Bolt to Col.Edge 2200 in sgrt(A2/A1) 1.500 Effective Bolt Width for Bending 8.800 in Plate Moment from Bolt Tension 0.843 k-in Calculate plate moment from bearing... "m" 4.200 in Bearing Stresses "A":Bearing Length 0.285 in Fp:Allowable 3.060 ksi Mpl:Plate Moment 0.149 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 1.792 k-in lb:Actual 5.665 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.263 Load Comb. : +D-0.60W+H Axial Load+Moment,Ecc.>U6 and Ecc.<U2 Loading Bearing Stresses I Pa:Axial Load.... 10.686 k Fp:Allowable 3.060 ksi Ma:Moment........ 6.288 k-ft fa:Max.Bearing Pressure 0.083 ksi Eccentricity 7.061 in Stress Ratio 0.027 Al:Plate Area 256.000 inA2 Plate Bending Stresses A2:Support Area 576.000 inA2 Mmax1=Fu*m^2/2 0.672 k-in sgrt(A2/A1) 1.500 Mmax2=Fu*n^2/2 0.296 k-in Mmax 0.672 k-in Distance for Moment Calculation fb:Actual 2.124 ksi "m" 4.200 in Fb:Allowable 21.557 ksi "n" 4.800 in Stress Ratio 0.099 I I I I Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com Pnrued6 APR 25017 10:02AM Steel Base Plate File=S:\Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\porte cochere.ec6 ENERCALC,INC.1983-2017,Build 6.17.3.17,Ver:6.17.3.17 I Lie.# _ k. w X :,',--2,7:--� �`A fNEER3\!:.!,,',' Description: `Porte Cochere Base Plate Load Comb. : +D+O.875OE+H Axial Load+Moment,Ecc.>U2 I Loading Calculate plate moment from bolt tension... Pa:Axial Load.... 7.151 k Tension per Bolt 10.535 k Ma:Moment........ 28.446 k-ft Tension:Allowable 12.000 k Eccentricity 47.735 in Stress Ratio 0.878 I Al:Plate Area......... 256.000 inA2 A2:Support Area..................... 576.000 inA2 Dist.from Bolt to Col.Edge 2.200 in sgrt(A2/A1) 1.500 Effective Bolt Width for Bending 8.800 in Plate Moment from Bolt Tension 5.268 k-in Calculate plate moment from bearing... "m" 4.200 in Bearing Stresses "A":Bearing Length 1.153 in Fp:Allowable 3.060 ksi Mpl:Plate Moment 0.561 k-in fa:Max.Bearing Pressure (set equal to Fp) I Stress Ratio 1.000 Plate Bending Stresses Mmax 6.730 k-in I fb:Actual 21271 ksi Pb:Allowable 21.557 ksi Stress Ratio 0.987 Load Comb. : +D-0.8750E+H Axial Load+Moment,Ecc.>U2 IILoadingCalculate plate moment from bolt tension... Pa:Axial Load.... 7.151 k Tension per Bolt 10.535 k Ma:Moment 28.446 k-ft Tension:Allowable 12.000 k Eccentricity 47.735 in Stress Ratio 0.878 I Al:Plate Area......... 256.000 inA2 A2:Support Area 576.000 inA2 Dist.from Bolt to Col.Edge 2.200 in sgrt'A2JA1) 1.500 Effective Bolt Width for Bending 8.800 in Plate Moment from Bolt Tension 5.268 k-in I Calculate plate moment from bearing... "m" . 4.200 in Bearing Stresses "A":Bearing Length 1.153 in Fp:Allowable 3.060 ksi I Mpl:Plate Moment 0.561 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 6.730 k-in I fb:Actual 21.271 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.987 I I I I Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com €,A.6APR c>> Steel Base P late File=S\Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\porte cochere.ec6 ENERCALC,INC.1983-2017,Budd 617 317 Ver 617 317 g 478 �N 1 Description: *Porte Cochere Base Plate Load Comb. : +D+0.750Lr+0.750L+0.450W+H Axial Load+Moment,Ecc.>U2 Loading Calculate plate moment from bolt tension... I Pa:Axial Load ... 4.500 k Tension per Bolt 0.753 k Ma:Moment........ 4.716 k-ft Tension:Allowable 12.000 k Eccentricity 12.577 in Stress Ratio 0.063 Al:Plate Area 256.000 in"2 A2:Support Area 576.000 in"2 Dist.from Bolt to Col.Edge 2.200 in sqrt(A2/A1) 1.500 Effective Bolt Width for Bending 8.800 in Plate Moment from Bolt Tension 0.377 k-in Calculate plate moment from bearing... "m" 4.200 in Bearing Stresses "A":Bearing Length 0.245 in Fp:Allowable 3.060 ksi Mpl:Plate Moment 0.129 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 1.546 k-in fb:Actual 4.886 ksi Fb:Allowable 21.557 ksi Stress Ratio • 0.227 Load Comb. : +D+0.750Lr+0.750L-0.450W+H Axial Load+Moment Ecc.>U6 and Ecc.<U2 i Loading Bearing Stresses Pa:Axial Load.... 9.802 k Fp:Allowable 3.060 ksi Ma:Moment 4.716 k-ft fa:Max.Bearing Pressure 0.077 ksi Eccentricity 5.773 in Stress Ratio 0.025 Al:Plate Area......... 256.000 inA2 Plate Bending Stresses A2:Support Area 576.000 inA2 Mmaxl=Fu*m"212................. 0.616 k-in sqrt(A2/A1) 1.500 Mmax2=Fu*n"212 0.271 k-in Mmax 0.616 k-in Distance for Moment Calculation lb:Actual 1.948 ksi "m" 4.200 in Fb:Allowable 21.557 ksi "n" 4.800 in Stress Ratio 0.090 I Load Comb. : +D+0.750L+0.750S+0.450W+H Axial Load+ Moment,Ecc.>U6 and Ecc.<L/2 I Loading Bearing Stresses Pa:Axial Load.... 10.792 k Fp:Allowable 3.060 ksi Ma:Moment 4.716 k-ft fa:Max.Bearing Pressure 0.084 ksi Eccentricity 5.244 in Stress Ratio 0.028 Al:Plate Area 256.000 inA2 Plate Bending Stresses A2:Support Area 576.000 inA2 Mmaxl=Fu*inA2 l2 0.679 k-in sqrt(A2/Al) 1.500 Mmax2=Fu*nA2/2 0.298 k-in Mmax 0.679 k-in Distance for Moment Calculation fb:Actual 2.145 ksi "m" 4.200 in Fb:Allowable 21.557 ksi "n" 4.800 in Stress Ratio 0.099 I . I I I I Allstructure Engineering Project Tine: Kennewick Comfort Suites 16154 SW Upper Boones Ferry.Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com Pnnfed_6APR 2017. ':UL ft Steel Base Plate File=S:\Projects12016116303.00Tigard Hampton Inn&States\03 Calculations\porte cochere ec6 ENERCALC,INC.1983-2017,Budd 6.17.3.17,Ver.6.17.3.17 I U >t , : �: Tv... �,.. ING INC. �. " # GINSER Description: "Porte Cochere Base Plate Load Comb. : +D+0.75OL+O.750S-O.45OW+H Axial Load+Moment,Ecc.>U6 and Ecc.<U2 I Loading Bearing Stresses Pa:Axial Load.... 16.095 k Fp:Allowable 3.060 ksi Ma:Moment 4.716 k-ft fa:Max.Bearing Pressure 0.126 ksi Il Eccentricity 3.516 in Stress Ratio . 0.041 ate Area......... 256.000 inA2 Plate Bending Stresses A2:Support Area 576.000 inA2 Mmax1=Fu*m^2/2 1.012 k-in sqrt(A21A1) 1.500 Mmax2=Fu*n^2/2 0.445 k-in Mmax 1.012 k-in I Distance for Moment Calculation fb:Actual 3.198 ksi "m" 4.200 in Fb:Allowable 21.557 ksi "n" 4.800 in Stress Ratio 0.148 I I Load Comb. +D+0.75OL+O.75OS+O.6563E+H Axial Load+Moment,Ecc.>U2 Loading Calculate plate moment from bolt tension... Pa:Axial Load.... 13.444 k Tension per Bolt 5.598 k Ma:Moment........ 21.335 k-ft Tension:Allowable 12.000 k Eccentricity 19.044 in Stress Ratio 0.466 I Al:Plate Area 256.000 inA2 A2:Support Area 576.000 inA2 Dist from Bolt to Col.Edge 2.200 in sgrt(A2/A1) 1.500 Effective Bolt Width for Bending 8.800 in Plate Moment from Bolt Tension 2.799 k-in Calculate plate moment from bearing... "m" 4.200 in Bearing Stresses "A":Bearing Length 1.006 in Fp:Allowable 3.060 ksi I Mpl:Plate Moment 0.496 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 5.951 k-in I fb:Actual 18.808 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.872 I Load Comb. : +D+O.75OL+O.75OS-0.6563E+H Axial Load+Moment,Ecc.>U2 Loading Calculate plate moment from bolt tension... Pa:Axial Load.... 13.444 k Tension per Bolt 5.598 k 1 Ma:Moment........ 21.335 k-ft Tension:Allowable 12.000 k Eccentricity 19.044 in Stress Ratio 0.466 Al:Plate Area 256.000 inA2 A2:Support Area 576.000 inA2 Dist from Bolt to Col.Edge 2.200 in sgrt(A2/Al} 1.500 Effective Bolt Width for Bending 8.800 in I Plate Moment from Bolt Tension 2.799 k-in Calculate plate moment from bearing. "m" 4.200 in Bearing Stresses "A":Bearing Length 1.006 in Fp:Allowable 3.060 ksi I Mpl:Plate Moment 0.496 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 5.951 k-in fb:Actual 18.808 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.872 I 1 Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com Steel Base P late File=S:\Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculationstporte cochere.ec6 ENERCALC.INC.1983-2017,Build:6.17.3.17,Ver 617.3.17 Description: 'Porte Cochere Base Plate Load Comb. : +0.60D+0.60W+0.60H Axial Load+ Moment,Ecc.>1.12 Loading Calculate plate moment from bolt tension... Pa:Axial Load.... 0.755 k Tension per Bolt 2.495 k Ma:Moment 6.288 k-ft Tension:Allowable 12.000 k Eccentricity 99.889 in Stress Ratio 0.208 Al:Plate Area..__..... 256.000 in^2 A2:Support Area 576.000 inA2 Dist.from Bolt to Col.Edge 2.200 in sgrt(A2/A1) 1.500 Effective Bolt Width for Bending 8.800 in Plate Moment from Bolt Tension 1.248 k-in I Calculate plate moment from bearing. . . m" 4.200 in Bearing Stresses "A":Bearing Length 0.235 in Fp:Allowable ............................... 3.060 ksi Mpl:Plate Moment 0.123 k-in fa:Max.Bearing Pressure (set equal to Fp) I Stress Ratio 1.000 Plate Bending Stresses Mmax 1.480 k-in fb:Actual 4.678 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.217 Load Comb. : +0.600-0.60W+0.60H Axial Load+Moment,Ecc.>U2 1 Loading Calculate plate moment from bolt tension... Pa:Axial Load.._. 7.826 k Tension per Bolt 0.497 k Ma:Moment 6.288 k-ft Tension:Allowable 12.000 k Eccentricity 9.642 in Stress Ratio 0.041 Al:Plate Area.._...... 256.000 inA2 A2:Support Area 576.000 inA2 Dist.from Bolt to Col.Edge 2.200 in sgrt(A2/A1) 1.500 Effective Bolt Width for Bending 8.800 in Plate Moment from Bolt Tension....... 0.248 k-in Calculate plate moment from bearing... "m" 4.200 in Bearing Stresses "A":Bearing Length 0.360 in Fp:Allowable 3.060 ksi. Mpl:Plate Moment 0.187 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000III Plate Bending Stresses Mmax 2.249 k-in fb:Actual 7.108 ksi I Fb:Allowable 21.557 ksi Stress Ratio 0.330 I I I I I I I Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com r ntr Steel Base Plate File=S:\Projects12016\16303.00 Tigard Hampton Inn&Suites\03 Calculationsiparte cochere ec6 . ENERCALC,INC.1983-2017,Build:6.17.3.17.Ver:6.17.3.17 I Lie.#:KW-06007476 Description: *Porte Cochere Base Plate Load Comb. : +0.60D+0.875OE+0.60H Axial Load+Moment,Ecc.>U2 ILoading Calculate plate moment from bolt tension... Pa:Axial Load.... 4.291 k Tension per Bolt 11.318 k Ma:Moment........ 28.446 k-ft Tension:Allowable 12.000 k Eccentricity 79.559 in Stress Ratio 0.943 I Al:Plate Area 256.000 inA2 A2:Support Area 576.000 in^2 Dist.from Bolt to Cot Edge 2.200 in sort(A2/A1) 1.500 Effective Bolt Width for Bending 8.800 in Plate Moment from Bolt Tension 5.659 k-in I Calculate plate moment from bearing... "m" 4.200 in Bearing Stresses "A":Bearing Length 1.100 in Fp:Allowable 3.060 ksi , I Mpl:Plate Moment 0.538 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax 6.451 k-in I fb:Actual...... 20.389 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.946 I Load Comb. : +0.60D-0.8750E+0.60H Axial Load+Moment,Ecc.>U2 Loading Calculate plate moment from bolt tension... Pa:Axial Load.... 4.291 k Tension per Bolt 11.318 k Ma:Moment 28.446 k-ft Tension:Allowable 12.000 k Eccentricity 79.559 in Stress Ratio 0.943 I Al:Plate Area 256.000 inA2 A2:Support Area 576.000 inA2 Dist.from Bolt to Col.Edge 2.200 in sgrt(A2/A1) 1.500 Effective Bolt Width for Bending 8.800 in Plate Moment from Bolt Tension 5.659 k-in I Calculate plate moment from bearing... "m" 4.200 in Bearing Stresses "A":Bearing Length 1.100 in Fp:Allowable 3.060 ksi I Mpl:Plate Moment 0.538 k-in fa:Max.Bearing Pressure (set equal to Fp) Stress Ratio 1.000 Plate Bending Stresses " Mmax 6.451 k-in I fb:Actual 20.389 ksi Fb:Allowable 21.557 ksi Stress Ratio 0.946 I I I I I I SIMPSON Anchor DeSignerTM Company: Alis#ructure Engineering Date: 4/6/2017 Engineer: KH Page: 1/5 Software Project: Tigard HI Version 2.46025.4 Address Phone: E-mail: I 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters I General Base Material Design method:ACI 318-11 Concrete:Normal-weight Units: Imperial units Concrete thickness,h(inch):16.00 State:Cracked I Anchor Information: Compressive strength,f�(psi}:3000 Anchor type:Cast-in-place Wc,v: 1.0 Material:F1554 Grade 36 Reinforcement condition:A(tension,A shear Diameter(inch):0.875 Supplemental reinforcement:Not applicable I Effective Embedment depth,her(inch): 10.000 Reinforcement provided at corners:No Anchor category:- Do not evaluate concrete breakout in tension:No Anchor ductility:Yes Do not evaluate concrete breakout in shear:No hmm(inch):11.63 Ignore Edo requirement:Yes Cr,,,,,(inch): 1.33 Build-up grout pad:No Sm,„(inch):3.50 Base Plate Load and Geometry Length x Width x Thickness(inch):16.00 x 16.00 x 1.13 Load factor source:ACI 318 Section 9.2 Yield stress:34084 psi Load combination:not set Seismic design:Yes Profile type/size: HSS8X8X5/8 Anchors subjected to sustained tension:Not applicable Ductility section for tension:not satisfied Ductility section for shear:not satisfied 00 factor:not set Z Apply entire shear load at front row:No Anchors only resisting wind andtor seismic loads:Yes 12776 lb <Figure 1> I 1 \\ v .-, I ��\\\\ \off\\ 01b \\ \ \ \\ 0 ft-Ib \ \ I , \\\\tea �i I Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. I ' 5958 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 wwwstrongtie.com I SIMPSON Anchor DesignerTM Company: AI!structure Engineering Date. 4/6/2017 Engineer: KH Page: 2/5 111• -'''s- '*4.0''-r-iii-I -7 "';--? Software " ''' '-- Version 2.4.6025.4 Project: Tigard H Address: I Phone: 111 E-mail: <Figure 2> I i.-•;-*.-11--',--,4*-•—--'-'kt11:74:::3:-::',Ii%14;;4?",-- W.., Ali:::'-;,:s7;laAit-itIVAii7,4::: : :1----': -*-7;*'4_,..-_'4,Zzl'-;‘,,-‘4,;;=---i-k'--,:,-,,-,,'„i-:--:-.,---- 1-nt--: ,,,I!!!--,:e.,,14.141tigZ7!.'f::_r-;:-',7---::---,,,,!:,i;.,--=7,4-ir-i:'''-‘-',:,;,1„,:•' tv7,3*-'2-11tle;,:--4-„i.:,-„:4„,-,-..„,,,,u4.,..„,,A.,T.„-wm-,,f*-:T-tv,:-..:---!.:-1:;,c,-11'„,,7;•.,'"ir"-;--,-,-,-1.- -'-_,-,:fiA,-,,:,' -, „.:,4-:::::.,, _,-7,:-A-t-:::',!:'.--?---t''':.1 ,-::,:.-:''''''--- -.v.:*''''4iitfigi•-iir'2,-,,k,,t-f--..="*".i-'-f2.,,-*-.--t3-.4,MSTIP2-Ory-7 Ilit'Af .-?...--,.i.-- 1 '-',4tAT'f•-l':1.'.!:',;', '- ,-_,':,t :?,1,-.:,-,,,...,- 75 ::;'''''' l `' ' ti:11-7:•=',..!4!..t.:Cil ',, . -1-.-,.;.-3 •-ls•;;IfIl I , . ,, ,... . , - , ,„, „„ _ ------ ik; ..: ....- . . . ........ „ ,... _..., , ,f••• = , I ' ' ''' *$ ,*,^' , '1417%:,---.1:-.-„f•,- -,..,*;''--W:1'- ', i-. - ..--- .':,..-:'--2-1•., i,---'2_2,:1„Iii„?;,-; likzz _ ,. 0..-• - 11-,:-,,11'*s.-,V,Ike,:;;'-',4 -4f.--'---:---:-z,---•'-,-=' .:- '-,;:-'-,:-.44.-•z.-*- -_--t.,,,,----„-kr--_, =-----..; , ,,,,,,,,,,„,, Recommended Anchor Anchor Name:Heavy Hex Bolt-7/80 Heavy Hex Bolt, F1554 Gr.36 I :,1:41..,;.A vi•.4 i t,:,t t..4.4,' t-.'' t 1:1111!1:'!., vtemetrv-e, e.t,:77, :i,..--11;',.',‘,;A:C-•..V41##*k#AV:#,:t',## •=i##### 4- # I I I I 111 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must7bechecked wwwhecked.sfotrropnlgatuies.icbolimity. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.84 . 87 1 11 SIMPSON Anchor DesignerTM Company: Allstructure Engineering Date: 4/6/2017 Engineer: KH Page: 3/5 Software Project: Tigard HI A: ,,,--:4-,' ,--,- •,,,,,, Version 2.4.6025.4 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N. (Ib) Vb.(lb) V,(lb) 4.02+(Vuay)2(Ib) I 1 0.0 625.3 0.0 625.3 2 12057.5 625.3 0.0 625.3 3 12057.5 625.3 0.0 625.3 4 0.0 625.3 0.0 625.3 Sum 24115.0 2501.0 0.0 2501.0 Maximum concrete compression strain(°/.):0.26 <Figure 3> Maximum concrete compression stress(psi): 1141 0 1 02 Resultant tension force(Ib):24115 Resultant compression force(Ib):36891 Eccentricity of resultant tension forces in x-axis,e'bi.(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X 0.4 o3 4.Steel Strength of Anchor in Tension(Sec.13.5.11 I Nsa(Ib) 0 /Asa(Ib) 26795 0.75 20096 5.Concrete Breakout Strength of Anchor in Tension(Sec.0.5.21 Nb=kcilaNfcheir 5(Eq.D-6) kc 1, f c(psi) he.(in) Nb(Ib) 24.0 1.00 3000 10.000 41569 ,-Nc, -N.,VN-jed,N-jc,N.cp,N-b _..., .........q.....-., 0.750Nbbg=0.750(A /A W V V Vi N (Sec not 1 /4, F n 41 Aisic(in2) ANco(in2) ICN Ted,N (I'c,N gjcp N Nb(Ib) 0 0.750Nbbg(Ib) 1260.00 900.00 1.000 1.000 1.00 1.000 41569 0.75 32736 6.Pullout Strength of Anchor in Tension(Sec.D.5.3) 0.750N5b=0.750 Pc PNp=0.750T cP8Acrgfc(Sec. D.4.1, Eq.D-13&D-14) Ab/g(in2) r.(psi) 0 0.750N.(Ib) 1.0 1.19 3000 0.70 14969 I I I 1 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com I AnchorI SIMPSON DesignerTM Company: A]|o�uomeEngineehng Date: 4/6/2017Engineer: KH Page: 4/5 Software Project: Tigard HI St IVe,sinn2�4�80254 Address: Phone: I s'ma||: ��G�ngm�A�n�m��r�e�oa1) �� &=(lb) 09,eut 0 0T-0,4v°(lb) 16080 1.0 0.85 10452 I 1 1o.Cnncre�p�au n�eng�cxAnchor mahen (Sec.D.6.3)IOvcpo~Ox=^cbg~Ov~(Atve/Atvco)n~^m*wv�*n=ww*(sq D-41) &p ANc(inz) »v°(m`) m~w Ted 'Pc w mpm Nb(1b) 95 cWwg(iu) 2.0 1764.00 800.00 1.000 1.000 1 000 1.000 41569 0.70 114066 11.Results I |nmruuuuncxTensi|eau*aoeorF^rms(Seu.o7) Tension Factored Load.N (Ib) Design Strength,ow"(|u) Ratio Status Steel 12058 28096 0.60 Pass I concrem,umakout 24115 32736 0.74 Pass Pullout 12058 14969 o�u1 Pass(Governs) Shear Factored Load,V.(|u) Design Strength,mv"(|u) Ratio StatusI Steel 625 10452 0.06 Pass<moverns> Pryout 2501 114080 0D2 Pass Interaction check N„../0/V, ' V./0V, onmmnagnauo Permissible St atus�� Sec.D.7.1 0.81 0.00 80.6(I/0 1.0 Pass 7/o''mHeavy Hex awt.F1ma4Gr.oevvitooer=/n.000inch meets the sme�auueucriteria. IBasmp|mteThinxnens Required base plate thickness: 1.089 inch I I I IInput data and results must be checked for agrement with the existing circumstances,the standards and guidelinemust be checked for plausibility. en.poonsi,m.o-r/o:un,van /n. 5956 W.Los Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.mmnou°.00m SIMPSON Anchor DesignerTM Company: AI!structure Engineering Date. 4/6/2017 Engineer: KH Page: 5/5 Software Project: Tigard HI I: : Version 24.6025.4 Address: Phone: E-mail: 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. Brittle failure governs for tension.Governing anchor failure mode is brittle failure.Attachment shall be designed to satisfy the requirements of ACI 318-11 Section 0.3.3.4.3 for structures assigned to Seismic Design Category C,D,E,or F when the component of the strength level earthquake force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case when ACI 318-11 Sections D.3.3.4.3(a)3 to 6,(b), (c),or(d)is satisfied for tension loading,select appropriate checkbox from Inputs tab to disable this message.Alternatively,00 factor can be entered to satisfy ACI 318-11 Section D.3.3.4.3(d)to increase the earthquake portion of the loads as required. Brittle failure governs for shear.Governing anchor failure mode is brittle failure.Attachment shall be designed to satisfy the requirements of ACE 318-11 Section D.3.3.5.3 for structures assigned to Seismic Design Category C,D,E,or F when the component of the strength level earthquake force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination. In case when ACI 318-11 Sections D.3.3.5.3(a),(b)or(c)is satisfied for shear loading,select appropriate checkbox from Inputs tab to disable this message. Alternatively,00 factor can be entered to satisfy ACI 318-11 Section D.3.3.5.3(c)to increase the earthquake portion of the loads as required. -Designer must exercise own judgement to determine if this design is suitable. • I Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Allstructure Engineering Project Title: Kennewick Comfort Suites 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 I www.allstructure.com FrintrA§APR 20« 10 23-"' General Footing File S:\Prolects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\pone cochere.ec6 g ENERCALC,INC 1983 2017,Build 617 317 Ver617 3.17 I Li �-F'' �'�,.. .. ��; � � s. Certs , � •� Description:-. `Porte Cochere Footing Code References I Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information I Material Properties 3.0Soil Design Values fc:Concrete 28 day strength _ ksi Allowable Soil Bearing = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No IEc:Concrete Elastic Modulus = 3,122.02 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density 145.0 pcf Soil/Concrete Friction Coeff. 0.350 cp Values Flexure 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 3.333 ft I Min Steel%Bending Reinf. = Allow press.increase per foot of depth ksf Min Allow%Temp Reinf. 0.00180 when footing base is below ft Min.Overturning Safety Factor = 1.10 :1 Min.Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension I Add Ftg Wt for Soil Pressure Use ftg wt for stability,moments&shears Yes Allowable pressure increase per foot of depth Yes ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear : No IDimensions Width parallel to X-X Axis = 6.0 ft Length parallel to Z-Z Axis = 6.0 ft f I Footing Thickness = 18.0 in 20" i I Pedestal dimensions... 1. _ .n_ x px:parallel to X-X Axis = 24.0 in - , pz:parallel to Z-Z Axis 24.0 in o IHeight 30.0 in zr, Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in T N 3,_0„ u 1. I Reinforcing 6 o' .. W Bars parallel to X-X Axis Number of Bars - 8.0 I Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis g ( }} ti 3 1' (((!!! ( Number of Bars = 8.0 1111 , P i 1 ''''is Iflllfll� 411111 I III s f 'e. Reinforcing Bar Size = # 5 t �.: I III - x IiII — mil � t Bandwidth Distribution Check (ACI 15.4.4.2} Direction Requiring Closer Separation n/a 11. t .m ,,I, .... 1----- v. c •.•.~_ �• :f.1 #Bars required within zone n/a I #Bars required on each side of zone n/a Applied Loads D Lr L S W E H I P:Column Load = 7.151 8.390 -5.892 k OB:Overburden = 0.040 0.0250 0.180 ksf M-xx = 10.480 32.510 k-ft M-zz = k-ft I V-x = k V-z = 0.8440 2.501 k I Al!structure Engineering Project Title: Kennewick Comfort Suites I 16154 SW Upper Boones Ferry Rd Engineer: KTH Project ID: 17052.00 Portland,OR Project Descr: 503 620 4314 www.allstructure.com GeneralFooting File=S:\Projects\2016\16303.00 Tigard Hampton Inn&Suites\03 Calculations\porte cochere.ec6 ENERCALC,INC.1983-2017,Build-6.17.3.17,Ver:6.17.3.17 ,' Description: `Porte Cochere Footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination I PASS 0.6332 Soil Bearing 1.583 ksf 2.50 ksf +D+0.750L+0.750S+0.5250E+H about X- PASS 1.645 Overturning-X-X 29.760 k-ft 48.948 k-ft +0.60D+0.70E+0.60H PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning I PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS 6.582 Sliding-Z-Z 1.751 k 11.522 k +0.60D+0.70E+0.60H PASS 4.615 Uplift -3.535 k 16.316 k +0.60D+0.60W+0.60H I PASS 0.04640 Z Flexure(+X) 1.260 k-ft 27.146 k-ft +1.20D+1.605-0.50W+1.60H PASS 0.04640 Z Flexure(-X) 1.260 k-ft 27.146 k-ft +1.20D+1.605-0.50W+1.60H PASS 0.09097 X Flexure(+Z) 2.469 k-ft 27.146 k-ft +0.90D+E+0.90H PASS 0.09097 X Flexure(-Z) 2.469 k-ft 27.146 k-ft +0.90D-E+0.90H I PASS 0.03407 1-way Shear(+X) 2.799 psi 82.158 psi +1.20D+1.605-0.50W+1.60H PASS 0.03407 1-way Shear(-X) 2.799 psi 82.158 psi +1.20D+1.60S-0.50W+1.60H PASS 0.07502 1-way Shear(+Z) 6.163 psi 82.158 psi +0.90D+E+0.90H PASS 0.07502 1-way Shear(-Z) 6.163 psi 82.158 psi +0.90D-E+0.90H PASS 0.04219 2-way Punching 6.933 psi 164.317 psi +1.20D+1.60S-0.50W+1.60H I I I 1 I I r I 1 I