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Specifications RAA- ? cr) :11 Structural Calculations sv��a `� ` OFFICE COPY For Taco Bell Tigard, OR RECEIVED JUL11 ZO18 /,?<-��°P N F Fss� CITY OF TIGARD �� �� F,� BUILDING DIVISION 863`1 r eigiro , xi OA�" 5, 2CO F�Fk A HOOP EXPIRES:30JUN2019 NOTE: This Structural Calculation Package contains calculations for a new Taco Bell located in Tigard, OR.Wind loads,seismic loads,snow loads,and frost depth are per local jurisdiction requirements. 27-JUN-2018 Job Number— 17-001.03 CBSE, LLC La Grande Office 1207 Adams Ave. La Grande, OR 97850 (208)871-9962 Oregon Snow Loading 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 Results Latitude: 45.420287 Longitude: -122.774647 Snow Load: 10.0 psf Modeled Elevation: 295 ft Site Elevation versus Modeled Grid Elevation 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 your site is at or near the top of a hill. Oregon Design Ground Snow Load Look Up Results 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 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. *ASCE Standard(ASCE/SEL 7-10)Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. ©Copyright 2010-2013 seao.org All rights reserved. C8 CBSE, LLC Date Job Number 1207 Adams Ave. 28-Jun-2018 17-001.03 La Grande,OR 97850 Design Item Project General Design Criteria Taco Bell-Tigard BUILDING LOCATION AND BUILDING CODE Project Location La Grande,OR Latitude 45.420287 Longitude -122.774647 County Washington Building Code 2014 OSSC,ASCE 7-10 Occupancy Category II lAll Buildings&Other Structures I WIND DESIGN CRITERIA Velocity of Wind 120 mph Exposure Category C Mean Roof Height 22.0 ft Parapet Height(if applicable) 0 ft Roof Slope 1.00:12 Kzt 1 Topographic factor(ASCE7 26.8) Building Enclosure Open (ASCE Section 26.10) SEISMIC DESIGN CRITERIA S5= 0.966 Si= 0.421 Values taken for USGS seismic hazard maps Soil Site Class D Importance Factor 1 Seismic Design Category D Structure Type All Other Structural Systems Seismic Force Resisting System Light-frame(wood)walls sheathed with wood structural panels rated for shear resistance Response Modification Factor 6.5 ROOF/FLOOR LIVE LOAD CRITERIA Mapped Ground Snow Load 10 psf Importance Factor 1 Flat Roof Snow Load 25.00 psf Sloped Roof Snow Load 25.00 psf Roof Live Load 20.00 Ipsf Floor Live Load 40.00 psf Mechanical Mezzanine Live Load 60.00 psf Page 1 of 18 I DEAD LOAD DESIGN CRITERIA I Three-ply ready roofing 1.00 psf 19/32"or 5/8"Plywood-OSB 2.10 psf N Trusses 4.00 psf O psf Q psf 9 5/8"gypsum board 2.75 psf 0 psf Q Thickness of insulation 12 in 0 fiberglass batt insulation 0.48 psf u_ psf O Miscellaneous Items 1 psf O Adjustment for roof slope CC Angle = 4.8 deg Adjustment Factor = 1.00 Roof Dead Load I 12.0 psf 3/8"ceramic floor tile 4.70 psf Mortar Bed Thickness 0.375 in (I) Mortar Bed Weight 4.53 psf 0 1 1/8"Plywood-OSB 3.60 psf Q Floor I-joists 3.00 psf J psf 0 5/8"gypsum board 2.75 psf w psf 0 psf OC Thickness of insulation 8 in 0 fiberglass batt insulation 0.32 psf 0 psf LL Miscellaneous Items 1 psf Floor Dead Load I 21.0 psf Stucco 10.00 psf 15/32"or 1/2"Plywood-OSB 1.70 psf Q2x6 @ 16"o.c. 1.70 psf W 5/8"gypsum board 2.75 psf 0 psf J J N psf Q 0 psf < Thickness of insulation 5.5 in CC 0 loose cellulose insulation 0.77 psf 0 psf CC Miscellaneous Items 1 psf W F- X W IExterior Wall Dead Load(use 12psf minimum) I 18.0 psf 5/8"gypsum board 2.75 psf 2x6 @ 16"o.c. 1.70 psf 0 5/8"gypsum board 2.75 psf LU psf 0 psf J J V) psf < 0 psf < Thickness of insulation 5.5 in CC 0 loose cellulose insulation 0.77 psf Q psf E Miscellaneous Items 1 psf LU 1-- z z 'Exterior Wall Dead Load(use lupsf minimum) I 10.0 psf Page 2 of 18 CB CBSE, LLC Date Job Number 1207 Adams Ave. 28-Jun-2018 17-001.03 La Grande,OR 97850 Design Item Applicable Codes Project Snow Load Calculations ASCE 7-10 Taco Bell-Tigard Ground Snow Load = 10 psf Roof Slope = 1 :12 = 4.8 deg -Determine Roof Thermal Factor,Ct,Table 7-3 Choose Condition: 1 Ct= 1.00 Warm Roof 1) -All structures except as indicated below 1 -Structures kept just above freezing and others with cold,ventilated roofs in which the thermal 2) resistance(R-value)between the ventilated space and the heated space exceeds 25°F x h x ft2/Btu 1.1 (4.4 K x m2/W). 3) -Unheated and open air structures 1.2 1.2 4) -Structures intentionally kept below freezing 1.3 1.3 5) -Continuously heated greenhousesb with a roof having a thermal resistance(R-value)less than 2.0 °F x h x ft2/Btu(0.4 K x m2/W) 0.85 a)These conditions shall be representative of the anticipated conditions during winters for the life of the structure. b)Greenhouses with a constantly maintained interior temperature of 50°F(10°C)or more at any point 3 ft above the f oor level during winters and having either a maintenance attendant on duty at all times or a temperature alarm system to provide warning in the event of a heating failure -Determine Roof Slope Factor,CS Roof Slope= 39.8 deg C5= 1.00 Warm Roofs With Ct<1.0 Warm Roofs With Ct=1.1 0<30 deg C,= 0<37.5 deg C5= - 30deg<0<70deg C5=1-Slope(1/40) 0.75 37.5deg<0<70deg Cs=1-Slope(1/32.5) 0.93 0>70deg C5= 0>70deg C5= Warm Roofs With Ct=1.2 0<45 deg Cs= 1.0 45deg<0<70deg Cs=1-Slope(1/25) 0>70 deg C5= -Determine Roof Exposure Factor,Ce,Table 7-2 Ce= 0.9 Exposure of Roof'= Fully Exposed Sruface Roughness Category= C Fully Exposed Partially Exposed Sheltered B)(see Section 26.7) 0.9 1 1.2 C)(see Section 26.7) 0.9 1 1.1 D)(see Section 26.7) 0.8 0.9 1 E)Above the treeline in windswept mountainous areas. 0.7 0.8 N/A F)In Alaska,in areas where trees do not exist within a 2-mile (3-km)radius of the site. 0.7 0.8 N/A a)The terrain category and roof exposure condition chosen shall be representative of the anticipated conditions during the life of the structure.An exposure factor shall be determined for each roof of a structure. b)Defnitions:Partially Exposed:All roofs except as indicated in the following text.Fully Exposed:Roofs exposed on all sides with no shelterb afforded by terrain,higher structures,or trees.Roofs that contain several large pieces of mechanical equipment,parapets that extend above the height of the balanced snow load(Flo),or other obstructions are not in this category.Sheltered:Roofs located tight in among conifers that qualify as obstructions. c)Obstructions within a distance of 10ho provide"shelter,"where ho is the height of the obstruction above the roof level.If the only obstructions are a few deciduous trees that are leafless in winter,the"fully exposed"category shall be used.Note that these are heights above the roof. d)Heights used to establish the Exposure Category in Section 26.7 are heights above the ground. Page 3 of 18 -Determine Flat Roof Snow Load,ASCE 7-10 Section 7.3 Pg = 10 psf Is = 1 -Determine Minimum Low-Slope Roof Snow Loads,for slopes<15 deg Pm=is Pg = 10 if pg<20 psf ASCE 7-10 Section 7.3.4 Pm=20 Is = 20 if pg>20 psf ASCE 7-10 Section 7.3.4 ASCE 7-10 Section 7.3 Pf=0.7 Ce Ct Is Pg = 25.00 psf Parapat Roof? Yes -Determine Sloped Roof Snow Load,ASCE 7-10 Section 7.4 Ps=Pf Cs = 25.00 psf ASCE 7-10 Section 7.4 NOTE:OSSC allows 20psf provided there are no parapets that allow ponding. -Determine Unbalanced Snow Load,ASCE 7-10 Section 7.6 Upper Roof Wwindward = 21.5 ft WLeeward = 21.5 ft hd,Leeward=0.43(Lu wind)1/3(Pg+10)1/4-1.5 = 1.16 ft ASCE 7-10 Figure 7-9 hd,Windward=0.43(Lu,Lee)1/3(pg+10)1/4-1.5 1.16 y=0.13pg+14 = 15.30 pcf ASCE 7-10 Section 7.7.1 S = 0.08 ASCE 7-10 Figure 7-9 Wind • Wwindward ►i' WLeeward4 ► CASE I W=10.7 ft 61.4 psf • Vvv 7.5 psf + + + + + + • ♦ 1 4, 1 1 25.0 psf 4 L/2 ► CASE II W=10.7 ft 61.4 psf 25.0 psf 4 4, 4, , ♦ + + + + + + 7.5 psf L/2 ► CASEIll 10.0psf 1 l l 1 1 1 1 L/2 ► -Determine Drifts on Parapet of Structure,ASCE 7-10 Section 7.7.1 Lu,upper = 36 ft Lu,Lower = 12 ft hstep = 4 ft hb = 1.63 ft h, = 2.37 ft h,/hb = 1.45 ft 0.75 hd = 1.13 ft Parapet drift height is 0.75 h d,this is accounted for -ASCE 7-10-7.8 -Leeward Case ASCE 7-10 Figure 7-9 hd=0.43(Lu,Upper)1/3(Pg+10)1/4-1.5 = 1.50 ft Controls -Windward Case ASCE 7-10 Figure 7-9 hd=0.75[0.43(Lu,Lower)1/3(Pg+10)1/4-1.5] = 0.97 ft Page 4 of 18 4hd = 4.51 ft if hd<he Controls Wdrift= 4hd2/hc = 2.15 ft if hd>he 8hc = 18.93 ft max _ Noav I Sumo ge Load -' Due to DrlfPng i r -- ti hd h, lidt TM �.. Bolarced Snow Load { * � i — w # t t T w } _it I , w 1 17.2 psf 25.0 psf W=4.51 ft -Determine Sliding Snow Load,ASCE 7-10 Section 7.9 Wridge = 36 ft Pslide=0.4 pf WRidge = 24.00 psf WRidge 4 ►i t 1 1 v 24.0 psf 4' '4 4' 4' 4. it V +1 ♦ 25.0 psf I ► W=15 ft Page 5 of 18 BEAM CALCS 6 OF 18 wDL,roof= 12.0 psf wsL= 25.0 psf wDL,wall= 18.0 psf WSL,Driff= 17.24 psf Acts From 0 to 5 ft wDL,neon= psf WLL,roof= 20.0 psf wDL,floor= 21.0 psf WLL,floor= 40.0 psf WLL,meth= 60.0 psf Foundation Pressure gsoii= 1500 psf Point Load Allowed w/Out Pad Footing hfoonng = 16 in cIP,Allow = 4000 lb @ 12 in.perimeter footing 9P,Auow = 5333.333 lb @ 16 in.perimeter footing CIP,alow = 10000 lb @ 30 in.perimeter footing BM#01 (3)2x10 DF#2 L= 6.75 ft Trib Total Left Reactions Middle DLRoof= 13.75 ft 165 plf DLFioor= ft 0 plf DL= lb DL= lb DLwau= 10.00 ft 180 plf LL,floor= lb LL,floor= lb DI-neon= ft 0 plf SL= lb SL= lb SL= 13.75 ft 344 plf LL,roof= lb LL,roof= lb SI-Drift= ft 0 plf 43.1 TL= 0 lb TL= 0 lb LLRoof= 13.75 ft 275 plf Ftg= 0 in Ftg= 0 in LLFioor= ft 0 plf LLMech= ft 0 plf PDL= ft lb PLL,Fioor= ft lb PSL,Roof= ft lb PLL,Roof= ft lb BM#02 (2)2x6 DF#2 L= 6.75 ft Trib Total Left Reactions Middle DLR.,= 2.00 J ft 24 plf DLFioor= ft 0 plf DL= lb DL= lb DLwau= 10.00 ft 180 plf LL,floor= Ib LL,floor= Ib DLMeoh= ft 0 plf SI= lb SI= lb SL= 2.00 ft 50 plf LL,roof= lb LL,roof= lb SI-Drift= ft 0 plf TL= 0 lb TL= 0 lb LLRoof= 2.00 ft 40 plf Ftg= 0 in Ftg= 0 in LLFioor= ft 0 plf LLMech= ft 0 plf PDL= ft lb G.T. PLL,Fioor= ft lb PSL,Roof= ft lb G.T. PLL,Roof= ft lb G.T. COMPANY PROJECT c { : Sep. 14, 2017 21:40 Typical Beam-Truss Bearing Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 165 .0 plf Load2 Snow Full UDL 344 .0 plf Load3 Live Full UDL 275 .0 plf Load4 Snow Full UDL 43 .0 plf Load5 Dead Full UDL 180.0 plf Self-weight Dead Full UDL i 9.9 plf Load magnitude does not include Normal Importance factor from Table 4 .2 .3 .2, which is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : t 6'-10" 0' 6'-9" Unfactored: Dead 1213 1213 Live 940 940 Snow 1323 1323 Factored: Total 2910 2910 Bearing: Capacity Beam 2910 2910 Support 3152 3152 Anal/Des Beam 1.00 1.00 Support 0 . 92 0 .92 Load comb #3 #3 Length 1.03 1.03 Min req'd 1.03 1.03 Cb 1.00 1.00 Cb min 1 .00 1.00 Cb support 1 .08 1.08 Fcp sup 625 625 Lumber n-ply, D.Fir-L, No.2, 2x10, 3-ply (4-1/2"x9-1/4") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 6'-10.0"; volume= 2.0 cu.ft.; Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Typical Beam -Truss Bearing WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 79 Fv' = 207 psi fv/Fv' = 0 .38 Bending(+) fb = 907 Fb' = 1299 psi fb/Fb' = 0 .70 Live Defl'n 0 .05 = <L/999 0 .23 = L/360 in 0.22 Total Defl 'n 0 .10 = L/800 0 .34 = L/240 in 0.30 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1. 15 1.00 1.00 - - - - 1.00 1. 00 1.00 3 Fb'+ 900 1. 15 1.00 1.00 0 . 992 1. 100 1.00 1.15 1.00 1.00 - 3 Fcp' 625 - 1. 00 1 .00 - - - - 1 .00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1 .00 - 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1 .00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D+.75 (L+S) , V = 2873, V design = 2180 lbs Bending(+) : LC #3 = D+.75 (L+S) , M = 4849 lbs-ft Deflection: LC #3 = D+.75 (L+S) (live) LC #3 = D+.75 (L+S) (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: RI = 158e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Lateral stability (+) : Lu = 6 ' -9.00" Le = 13 ' -3 .75" RB = 8 .54 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 5. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. • 1 • � COMPANY PROJECT WoodWorks : Sep. 14, 2017 21:42 Typical Beam-Truss Non-Bearing Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 24 .0 plf Load2 Snow Full UDL 50 . 0 plf Load3 Live Full UDL 40 . 0 plf Load4 Snow Full UDL 43 .0 plf Load5 Dead Full UDL 180 .0 plf Self-weight Dead Full UDL 5.9 plf Load magnitude does not include Normal Importance factor from Table 4 .2 .3 .2, which is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : t 6'-9.5" 0' 6'-9" Unfactored: Dead 713 713 Live 136 136 Snow 316 316 Factored: Total 1051 1051 Bearing: Capacity Beam 1406 1406 Support 1523 1523 Anal/Des Beam 0 .75 0 .75 Support 0 .69 0 .69 Load comb #3 #3 Length 0 .50* 0 .50* Min req'd 0.50* 0 .50* Cb 1 .00 1 .00 Cb min 1.00 1.00 Cb support 1.08 1.08 Fcp sup I 625 625 *Minimum bearing length setting used: 1/2" for end supports Lumber n-ply, D.Fir-L, No.2, 2x6, 3-ply (4-1/2"x5-1/2") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 6'-9.5"; volume = 1.2 cu.ft.; Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Typical Beam -Truss Non-Bearing WoodWorks®Sizer 10.4 Page 2 Analysis vs. Allowable Stress and Deflection using NDS 2012 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 54 Fv' = 207 psi fv/Fv' = 0 .26 Bending(+) fb = 933 Fb' = 1547 psi fb/Fb' = 0 .60 Live Defl'n 0 . 05 = <L/999 0.23 = L/360 in 0 .21 Total Defl'n 0 .19 = L/417 0.34 = L/240 in 0 .57 Additional Data: FACTORS: F/E (psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1 .15 1 .00 1. 00 - - - - 1. 00 1.00 1.00 3 Fb' + 900 1.15 1 .00 1.00 1. 000 1.300 1.00 1. 15 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1. 00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1. 00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D+.75 (L+S) , V = 1045, V design = 897 lbs Bending(+) : LC #3 = D+.75 (L+S) , M = 1763 lbs-ft Deflection: LC #3 = D+.75 (L+S) (live) LC #3 = D+.75 (L+S) (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC' s are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 33 .3e06 lb-int/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. BUILT-UP BEAMS: it is assumed that each ply is a single continuous member(that is, no butt joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded. Where beams are side-loaded, special fastening details may be required. 5. FIRE RATING: Joists, wall studs, and multi-ply members are not rated for fire endurance. CB CBSE, LLC Date Job Number 1207 Adams Ave. 28-Jun-2018 17-001.03 La Grande,OR 97850 Design Item Applicable Codes Project Wind Load Calculations OSSC 2014,ASCE 7-10 Taco Bell-Tigard Occupancy Classification= All Buildings&Other Structures Occupancy Category= II Roof Slope= 1 in/ft 4.8 deg V= 120 mph ;., 2+6.5 jk Wind Velocity Used in Calc= 120 mph Note:If higher wind speed,data not available in ASCE 7 for spec'd speed Exposure= C 1,- ASCE sASCE 7-10 Exposure Categories,pg.251,Section 26.7.3 For buildings with a mean roof height of less than or equal to 30 ft,Exposure B shall apply where the ground surface roughness,as defined by Surface Roughness B,prevails in the upwind direction for a distance greater than B 1,500 ft.For buildings with a mean roof height greater than 30 ft,Exposure B shall apply where Surface Roughness B prevails in the upwind direction for a distance greater than 2,600 ft or 20 times the height of the building, whichever is greater. C For all cases where Exposures B or D do not apply. Shall apply where the ground surface roughness,as def ned by Surface Roughness D,prevails in the upwind direction for a distance greater than 5,000 ft(1,524 m)or 20 times the building height,whichever is greater. D Exposure D shall also apply where the ground surface roughness immediately upwind of the site is B or C,and the site is within a distance of 600 ft(183 m)or 20 times the building height,whichever is greater,from an Exposure D condition as def ned in the previous sentence. For a site located in the transition zone between exposure categories,the category resulting in the Note: largest wind forces shall be used. Exception An intermediate exposure between the preceding categories is permitted in a transition zone provided that it is determined by a rational analysis method def ned in the recognized literature. A 11111110 hAverage= 22.00 ft NI\ L= 69 ft B= 27 ►I ft ASCE 7-10 MAIN WIND FORCE RESISTING SYSTEM Values fror 1.35 25 Upper Value p, '_. 1.29 20 Lower Value X= 1.31 Kzt= 1 Topographic Factor,Sec.26.8.2 Values taken from Figure 26.84 A P530= 22.8 psf End zone of wall B Ps30= -11.9 psf End zone of roof C P530= 15.1 psf Interior zone of wall D P530= -7.0 psf Interior zone of roof E P530= -27.4 psf End zone of windward roof F Ps3o= -15.6 psf End zone of leeward roof G P530= -19.1 psf Interior zone of windward roof H P530= -12.1 psf Interior zone of leeward roof EoH P530= -38.4 psf End zone of roof overhang GoH P530= -30.1 psf Interior zone of roof overhang Net Pressures Pressures for Design A Ps= 30.0 psf End zone of wall 19.8 wall-Interior Zone B Ps= -15.6 psf End zone of roof 30.0 wall-End Zone C Ps= 19.8 psf Interior zone of wall 8.0 roof D P5= -9.2 psf Interior zone of roof -25.1 roof uplift E Ps= -36.0 psf End zone of windward roof F Ps= -20.5 psf End zone of leeward roof G P5= -25.1 psf Interior zone of windward roof H P5= -15.9 psf Interior zone of leeward roof EOH Ps= -50.5 psf End zone of roof overhang GoH Ps= -39.6 psf Interior zone of roof overhang 4 0 -Ito op E c � ____,,,,L_ II 444 ititi ai —40 0 440011 -40, ,,,_ ,-----„....' 4, ,...,v'' .440 ...,.„.........„.„. Case A ,. _z, .�. ,,, ---,, Kot ,„--,,,--;„„4,„ •"' Case B ...--e.„--- a= 3 ft 2a= 6 ft ASCE 7-10 COMPONENTS AND CLADDING All Buildings&Other Structures Occupancy Classification= Occupancy Category= II V= 120 mph pg.24 r 25F:: Exposure= C St-(.. 2=,.-. Roof Slope= 1 in/ft 4.8 deg Values from 1.35 25 Upper Value Fig.30.5-1 1.29 20 Lower Value X= 1.31 KZt= 1 Topographic Factor,Sec.26.8.2 4, Itill1101111. hmean= 22 ft 14 01\ L= 69 ft B= 27 ft Zone Area Pnet30(+) Pnet30(-) Pnet(+) Pnet(-) Pnet,MAX 1 10 10.5 -25.9 13.8 -34.0 34.0 psf Roof 1 20 9.9 -25.2 13.0 -33.1 33.1 psf Interior 1 50 9 -24.4 11.8 -32.1 32.1 psf 1 100 8.3 -23.7 10.9 -31.1 31.1 psf Zone 2 10 10.5 -43.5 13.8 -57.2 57.2 psf 2 20 9.9 -38.8 13.0 -51.0 51.0 psf Roof End 2 50 9 -32.7 11.8 -43.0 43.0 psf Zone 2 100 8.3 -28.1 10.9 -36.9 36.9 psf 3 10 10.5 -65.4 13.8 -85.9 85.9 psf Roof 3 20 9.9 -54.2 13.0 -71.2 71.2 psf Corner 3 50 9 -39.3 11.8 -51.6 51.6 psf 3 100 8.3 -28.1 10.9 -36.9 36.9 psf Zone 4 10 25.9 -28.1 34.0 -36.9 36.9 psf 4 20 24.7 -26.9 32.5 -35.3 35.3 psf Wall 4 50 23.2 -25.4 30.5 -33.4 33.4 psf Interior 4 100 22 -24.2 28.9 -31.8 31.8 psf Zone 4 500 19.3 -21.5 25.4 -28.3 28.3 psf 5 10 25.9 -34.7 34.0 -45.6 45.6 psf 5 20 24.7 -32.4 32.5 -42.6 42.6 psf Wall End 5 50 23.2 -29.3 30.5 -38.5 38.5 psf Zone 5 100 22 -26.9 28.9 -35.3 35.3 psf 5 500 19.3 -21.5 25.4 -28.3 28.3 psf 20H 10 -43.8 -57.6 57.6 psf 20H 20 -43 -56.5 56.5 psf Overhang 20H 50 -42 -55.2 55.2 psf End Zone 20H 100 -41.2 -54.1 54.1 psf IIIk .. , 3oH 10 -72.1 -94.7 94.7 psf 30H 20 -56.6 -74.4 74.4 psf Overhang Corner 3oH 50 -36.1 -47.4 47.4 psf Zone 3oH 100 -20.6 -27.1 27.1 psf ..r.w... ,...., ,.. ...0.-_,_,.... .b. 147* T Gable Roof (0 L.... 7 ) Gable Roof (7° < 0 :.... 45°) 1 In:erior Zones 12] End Zones 11111 Comer Zones ...t.-.-- . &MIS.471}4 %et.Zer4 2J Walls-3333 3 R3at-Iwo 3 a= 3 ft CBSE, LLC Date Job Number 1207 Adams Ave. 28-Jun-2018 17-001.03 .,, La Grande,OR 97850 Design Item Applicable Codes Project Seismic Load Calcuations-AREA 1 OSSC 2014,ASCE 7-10 Taco Bell-Tigard Seismic Design Criteria-IBC,ASCE7 Latitude= 45.420287 Longitude= -122.774647 h= 22.00 ft Average height of structure Site Class= D Ss= 0.966 g Fa= 1.114 Table 11.4-1 ASCE7-05,pg. 115 Si= 0.421 g Fv= 1.579 Table 11.4-2ASCE7-06,pg. 115 SMS- 1.076 g Equation 11.4-1,pg. 115 SM1 0.665 g Equation 11.4-2,pg. 115 SDS- 0.717 g Equation 11.4-3,pg. 115 SD1= 0.443 g Equation 11.4-4,pg. 115 Occupency Category= II Table 1.1 ASCE7-05,pg.3 I= 1 Table 11.5-1 ASCE7-05,pg. 116 Seismic Design Category= D Tables 11.6-1,2ASCE7-05,pg. 116 R= 6.5 Light-frame(wood) walls sheathed with wood Table 12.2-1 ASCE7-05,pg. 120 p= 1.3 Structure Typ All Other Structural Systems Ct= 0.02 X= 0.75 Table 12.8-2 ASCE7-05,pg. 129 Ta= 0.203 S Equation 12.8-7 ASCE7-05,pg. 129 TI= 16 S Figure 22-15 ASCE7-05,pg.228 Cs= 0.110 Section 12.8.1.1,pg. 129 k= 1 LEVEL: Wx Hx Wx(Hxk) Cvx Fx=W(Cs)(Cvx) TOP 5 0 kips 0.00 ft. 0 kip-ft2 0.00 0.00 kips 4 0 kips 0.00 ft. 0 kip-ft2 0.00 0.00` kips 3 0 kips 0.00 ft. 0 kip-ft2 0.00 0.00E kips 2 0.00 kips 20.00 ft. 0 kip-ft2 0.00 0,000 kips 1 56.92 kips 10.00 ft. 569 kip-ft2 1.00 8250 kips BASE Sum= 57 kips 569 kip-ft2 1.00 ,, .28 kips Notes: Must check vertical irregularity Type 5b of Table 12.3-2 ASCE7-05 Type 4 of Table 12.3-2 ASCE7-05. Continued from previous page CBSE, LLC Date Job Number 1207 Adams Ave. 28-Jun-2018 16-019.01 La Grande,OR 97850 Design Item Applicable Codes Project Seismic Load Calcuations-AREA 1 OSSC 2014,ASCE 7-10 Taco Bell-Tigard Level 2 Roof Area= ft` DLRoof= 12 psf W= 0 lb Wall Length= ft Exterior Weight= 18 psf Wall Length= ft Interior Weight= 10 psf H= ft Half the plate height W= 0 lb Floor Area= ft` DLFiooI 21 psf SL= 0 psf Include 20%if Flat Roof SL > 30psf W= 0 lb Total W= 0 lb Level 1 Roof Area= 1863 ft` DI-Roof= 12 psf 22356 lb Wall Length= 192 ft Exterior Weight= 18 psf Wall Length= ft Interior Weight= 10 psf H= 10 ft Half the plate height W= 34560 lb Floor Area= ft` DLFloor 21 psf SL= 0 psf Include 20%if Flat Roof SL > 30psf W= 0 lb Total W= 56916 lb CBSE, LLC Date Job Number 1207 Adams Ave. 28-Jun-2018 16-019.01 La Grande,OR 97850 Design Item Applicable Codes Project Seismic Load Calcuations-AREA 2 OSSC 2014,ASCE 7-10 Taco Bell-Tigard Seismic Design Criteria-IBC,ASCE7 Latitude= 45.420287 Longitude= -122.774647 h= 22.00 ft Average height of structure Site Class= D SS= 0.966 g Fa= 1.1136 Table 11.4-1 ASCE7-05,pg. 115 S1= 0.421 g F5= 1.579 Table 11.4-2 ASCE7-06,pg. 115 SMS- 1.076 g Equation 11.4-1,pg. 115 SM1- 0.665 g Equation 11.4-2,pg. 115 SDS 0.717 g Equation 11.4-3,pg. 115 SDI= 0.443 g Equation 11.4-4,pg. 115 Occupency Category= II Table 1.1 ASCE7-05,pg.3 I_ 1 Table 11.5-1 ASCE7-05,pg. 116 Seismic Design Category= D Tables 11.6-1,2ASCE7-05,pg. 116 R= 6.5 Light-frame(wood)walls sheathed with wood Table 12.2-1 ASCE7-05,pg. 120 p= 1.3 Structure Typ All Other Structural Systems Ct= 0.02 X= 0.75 Table 12.8-2 ASCE7-05,pg. 129 Ta= 0.203 S Equation 12.8-7 ASCE7-05,pg. 129 TL= 16 s Figure 22-15 ASCE7-05,pg.228 Cs 0.110 Section 12.8.1.1,pg. 129 k= 1 LEVEL: Wx Hx Wx(Hx) Cvx Fx=W(Cs)(Cvx) TOP 5 0 kips 0.00 ft. 0 kip-ft2 0.00 -'0.00:, kips 4 0 kips 0.00 ft. 0 kip-ft2 0.0040.00 = kips 3 0 kips 0.00 ft. 0 kip-ft2 0.00 _0.00 kips 2 0.00 kips 20.00 ft. 0 kip-ft2 0.00 -0.000,_ kips 1 0.00 kips 10.00 ft. 0 kip-ft2 0.00 0.000 , kips BASE Sum= 0 kips 0 kip-ft2 0.00 - 0.00 kips Notes: Must check vertical irregularity Type 5b of Table 12.3-2 ASCE7-05 Type 4 of Table 12.3-2 ASCE7-05. Continued from previous page CBSE, LLC Date Job Number 1207 Adams Ave. 28-Jun-2018 16-019.01 La Grande,OR 97850 Design Item Applicable Codes Project Seismic Load Calcuations-AREA 2 OSSC 2014,ASCE 7-10 Taco Bell-Tigard Level 2 Roof Area= ft` DLRoof= 12 psf W= 0 lb Wall Length= ft Exterior Weight= 18 psf Wall Length= ft Interior Weight= 10 psf H= ft Half the plate height W= 0 lb Floor Area= ft` DLFIoor 21 psf SL- 0 psf Include 20%if Flat Roof SL > 30psf W= 0 Ib Total W= 0 lb Level 1 Roof Area= ft2 DI-Roof— psf W= 0 lb Wall Length= ft Exterior Weight= 18 psf Wall Length= ft Interior Weight= 10 psf H= ft Half the plate height W= 0 lb Floor Area= ft` DLHoor 21 psf SL= 0 psf Include 20%if Flat Roof SL > 30psf W= 0 lb Total W= 0 lb CBSE, LLC Date Job Number 1207 Adams Ave. 28-Jun-2018 17-001.03 La Grande,OR 97850 Design Item Applicable Codes Project Lateral Evaluation ASCE 7-10 Taco Bell-Tigard Seismic Design Category = D 0.6 D + 0.6 W 0.50 D + 0.7 E Sot = 0.717158 DLw,ii = 18 psf WWaii = 20.0 psf DLRoof = 12 psf WEnd zone = 30.0 psf WRoof = 8.0 psf WUpiift = -26.0 psf a = 3.0 ft N-S Load Calcs Wind Seismic DLwati = 18 psf Exterior Wall Line Trib.Width(ft) Wall Area(ftZ) Roof Area(ft2) Force(kip) Force(kip) Await = 1152 sqft 1 12.50 187.5 0.0 3911 1022 ARoof = 0 sqft 2 38.33 575.0 0.0 11993 3133 Fwind = 24039 lb 3 26.00 390.0 0.0 8135 2125 Fseismic = 6280 lb 0 0 O 0 O 0 Total 76.83 E-W Load Calcs Wind Seismic DLwau = 18 psf Exterior Wall Line Trib.Width(ft) Wall Area(ftZ) Roof Area(ftZ) Force(kip) Force(kip) Await = 410 sqft A 13.67 205.0 4595 3140 ARoof = 0 sqft B 13.67 205.0 4595 3140 FWind = 9189 lb 0 0 F eis = 6280 lb 0 0 S mic O 0 O 0 Total 27.33 Page 15 of 18 i 1 E-W Load Calcs Wind Seismic DL" = 18 psf Exterior Wall Line Trib.Width(ft) Wall Area(ft2) Roof Area(ft2) Force(kip) Force(kip) Await = 0 sqft #DIV/0! #DIV/0! ARoof = 0 soft #DIV/0! #DIV/0! Fwmd = 990 lb #DIV/0! #DIV/0! esm F ;c = 0 lb #DIV/0! #DIV/0! s #DIV/0! #DIV/0! #DIV/0! #DIV/0! Total 0.00 E-W Load Calcs Wind Seismic DLwaii = 18 psf Exterior Wall Line Trib.Width(ft) Wall Area(ft2) Roof Area(ft2) Force(kip) Force(kip) Await = sqft #DIV/0! #DIV/0! ARoof = sqft #DIV/01 #DIV/0! Fwod = 990 lb #DIV/0! #DIV/0! F P1sm;c = lb #DIV/0! #DIV/0! S #DIV/0! #DIV/Ol #DIV/0! #DIV/0! Total 0.00 Page 16 of 18