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C3upDo1S - 0 ' 0 `16 • RECEIVPD ` iA, APR 2 2018 CITY Oh t9 ,ARD Enayat ► BUILDING DIVISION Schneider Smith T Engineering, Inc. Structural Calculations For The Fields Apartments Building 6 Tigard, Oregon March 29, 2018 ESS Project No.: 17154 •Ep PR0/1- 444 csc 8# • 11 ;-- •p/40 • EXPIRES: 12/31/ Iq THE FIELDS APARTMENTS ESS NO.: 17154 0 0 THE FIELDS APARTMENTS ESS NO.: 17154 Table of Contents: Item: Sheet: Design Criteria 1 TO 3 Lateral Design. 4 TO 19 Shear Wall Design 20 TO 64 Roof Framing Design 65 TO 99 Floor Framing Design. 100 TO 189 Wall Stud, King Stud, and Post Design 190 TO 205 Miscellaneous Design 206 TO 225 Site Structure Design 226 TO 265 Foundation Design 266 TO 286 • • THE FIELDS APARTMENTS ESS NO.: 17154 • • Design Criteria • DESIGN CRITERIA • Project Name: Fields Multifamily-Apartment Buildings Project location: Tigard, Oregon Governing Building Code: 2014 Oregon Structural Specialty Code Foundation Requirements: Minimum depth at perimeter 18 in Minimum depth at interior 12 in Minimum width of continuous ftg 18 in Minimum width isolated spread ftg 24 in Design Soil Bearing Pressure 2000 psf Native material coefficient of friction 0.35 Depth of granular material on top of subgrade 6 in Depth of groundwater below grade 8 ft Active Pressure (depending on soil slope, see report) 35-60 pcf Passive Pressure 200 pcf Design Loads Roof Live load: Ground &Design snow load 25 psf • Roof Dead load: EPDM 1.5 psf Plywood-1/2" 1.6 psf Trusses @ 24" oc 2.0 psf Ceiling-2 layers of gyp. board 5.5 psf R-49 Insulation 3.0 psf Sprinklers 2.0 psf Mechanical/Electrical 2.0 psf 17.6 psf 4 20 psf(11 psf for uplift) Floor Dead load: Carpet &pad 1.0 psf 3/4" Gyperete 5.0 psf 3/4"PLY sheathing 2.7 psf TJI Framing 2.0 psf Ceiling- 2 layers of gyp. board 5.5 psf Sprinklers 2.0 psf Mechanical/Electrical 2.0 psf 3 1/2" Sound blanket 2.0 psf 22.2 psf 4 25 psf Corridor Dead load: • Floor finish 3.0 psf 1 1/2"gyperete 10.0 psf 3/4"PLY sheathing 2.7 psf 3" decking 1.5 psf 2 layers of gyp. board 5.5 psf Sprinklers 2.0 psf 2 Mechanical/Electrical 2.0 psf 2x4 ceiling joist @ 16" oc 2.5 psf 29.2 psf 4 30 psf • Deck Dead Load: Sawn lumber joists 4.0 psf 3/4"PLY sheathing 2.7 psf 2.5" concrete 32.0 psf 5/8" gyp 2.75 psf Sprinklers 2.0 psf 43.45 psf 4 45 psf Floor Live load: 40 psf Corridor/Stair Live load: 100 psf Wind Criteria: Wind Velocity 120 mph (ultimate) Exposure B Seismic Design Category: D 11111 .2 second SRA .975 1.0 second SRA .423 Soil Type D R(OSB shear walls) 6.5 Importance factor 1.0 • Enayat Schneider Smith Engineering JOB TITLE Fields Multifamily 3 3141 Walnut Street, Ste 203A Denver, Colorado JOB No. 17154 SHEET NO. 720-904-1234 CALCULATED BY C.Thomson DATE 1/9/18 CHECKED BY DATE • www.struware.com Code Search Code: International Building Code 201 Occupancy: Occupancy Group= R Residential Risk Category & Importance Factors: Risk Category= 11 Wind factor= 1.00 Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 1.0 hr Floor= 1.0 hr Building Geometry: Roof angle (0) 0.25/12 1.2 deg Building length (L) 216.5 ft . Least width (B) 63.5 ft Mean Roof Ht (h) 42.0 ft Parapet ht above grd 40.0 ft Minimum parapet ht 0.8 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24-0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 50 psf Partitions 15 psf Corridors above first floor 80 psf Lobbies&first floor corridors 100 psf Balconies (exterior) 50 psf 4110 THE FIELDS APARTMENTS ESS NO.: 17154 • • Lateral Design • Enayat Schneider Smith Engineering JOB TITLE Fields Multifamily 4 3141 Walnut Street, Ste 203A Denver, Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C. Thomson DATE 1/9/18 III CHECKED BY DATE Wind Loads : ASCE 7- 10 Ultimate Wind Speed 120 mph Nominal Wind Speed 93 mph Risk Category II Exposure Category B Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.771 Kh case 2 0.771 I Type of roof Monoslope j( Z)11 Z ____1 k — Speedup Topographic Factor (Kzt) 2 x(upwind) ,, x(de.urwind) Topography Flat 4 , w 4 Hill Height (H) 100.0 ft AirH12 Half Hill Length (Lh) 375.0 ft H Actual H/Lh = 0.27 :' Lh N12 Use H/Lh = 0.27 ,.;-•...,",. -.y�- r• Modified Lh = 375.0 ft ESCARPMENT From top of crest: x= 375.0 ft I Bldg up/down wind? upwind V(Z) Z III H/Lh= 0.27 Kl = 0.000 I Speed-up x/Lh = 1.00 K2 = 0.333 V(Z) x(upwind) '; x(downwind) z/Lh = 0.11 K3= 1.000 ,y' �I\. H At Mean Roof Ht: `%` Kzt= (1+KiK2K3)^2 = 1.00 ' `.. 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor Flexible structure if natural frequency< 1 Hz(T> 1 second). h = 42.0 ft However,if building h/B<4 then probably rigid structure(rule of thumb). B = 63.5 ft h/B = 0.66 Rigid structure /z(0.6h) = 30.0 ft G = 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure e = 0.33 Natural Frequency (n,) = 0.0 Hz f = 320 ft Damping ratio ((3) = 0 Zmin = 30 ft /b= 0.45 c= 0.30 /a = 0.25 go, gv= 3.4 Vz= 77.3 LZ= 310.0 ft N1 = 0.00 Q = 0.87 Rn = 0.000 I,= 0.30 Rh = 28.282 q = 0.000 h = 42.0 ft III G = 0.85 RB = 28.282 n = 0.000 RL = 28.282 n = 0.000 gR = 0.000 R = 0.000 G = 0.000 Enayat Schneider Smith Engineering JOB TITLE Fields Multifamily 5 3141 Walnut Street, Ste 203A Denver, Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C. Thomson DATE 1/9/18 CHECKED BY DATE • Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80% open. Ao>_ 0.8Ag Test for Partially Enclosed Building: Input Test Ao 0.0 sf Ao >_ 1.1Aoi YES Ag 0.0 sf Ao>4'or 0.01Ag NO Aoi 0.0 sf Aoi/Agi <_ 0.20 NO Building is NOT Agi 0.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao>_ 1.1Aoi Ao> smaller of 4' or 0.01 Ag Aoi /Agi <_ 0.20 Where: Ao=the total area of openings in a wall that receives positive external pressure. Ag =the gross area of that wall in which Ao is identified. Aoi =the sum of the areas of openings in the building envelope(walls and roof) not including Ao. Agi =the sum of the gross surface areas of the building envelope(walls and roof) not including Ag. • Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) : 0 cf Ri = 1.00 Altitude adjustment to constant 0.00256 (caution - see code) : Altitude= 0 feet Average Air Density= 0.0765 Ibm/ft3 Constant= 0.00256 • Enayat Schneider Smith Engineering JOB TITLE Fields Multifamily 6 3141 Walnut Street,Ste 203A Denver,Colorado JOB NO. 17.154 SHEET NO. 720-904-1234 CALCULATED BY C.Thomson DATE 1/9/18 CHECKED BY DATE SWind Loads - MWFRS all h Enclosed/•artiall enclosed onl Kh(case 2)= 0.77 h= 42.0 ft GCpi= +1-0.18 Base pressure(qh)= 24.2 psf ridge ht= 42.7 ft G= 0.85 Roof Angle(8)= 1.2 deg L= 216.5 ft qi=qh Roof tributary area-(h/2)*L: 4547 sf B= 63.5 ft (h/2)*B: 1334 sf Ultimate Wind Surface Pressures(psf) Wind Normal to Ridge Wind Parallel to Ridge B/L= 0.29 h/L= 0.66 L/B= 3.41 h/L= 0.19 Surface Cp ghGCh w/+q;GCP; w/-qhGCpi Dist.* Cp ghGCh w/+q;GCP; w/-ghGCP, Windward Wall(WW) 0.80 16.4 see table below 0.80 16.4 see table below Leeward Wall(LW) -0.50 -10.3 -14.6 -5.9 -0.23 -4.7 -9.1 -0.4 Side Wall(SW) -0.70 -14.4 -18.7 -10.0 -0.70 -14.4 -18.7 -10.0 Leeward Roof(LR) ** Included in windward roof Windward Roof: 0 to h/2* -0.95 -19.4 -23.8 -15.1 0 to h/2* -0.90 -18.5 -22.8 -14.1 h/2 to h* -0.84 -17.2 -21.5 -12.8 h/2 to h* -0.90 -18.5 -22.8 -14.1 h to 2h* -0.56 -11.60 -15.95 -7.25 h to 2h* -0.50 -10.3 -14.6 -5.9 >2h* -0.30 -6.2 -10.5 -1.8 **Roof angle< 10 degrees.Therefore,leeward roof *Horizontal distance from windward edge is included in windward roof pressure zones. For monoslope roofs,entire roof surface is either windward or leeward surface. Windward Wall Pressures at"z"(psf) Combined WW+LW Windward Wall Normal Parallel LR z I Kz I Kzt gzGCP w/+q GCp, w/-ghGCp; to Ridge to Ridge �fWR 0 to 15' 0.57 1.00 12.2 7.9 16.6 22.5 17.0 140- ,- W 20.0 ft 0.62 1.00 13.3 8.9 17.6 23.6 18.0 LW ID 25.0 ft 0.67 1.00 14.2 9.8 18.5 24.4 18.9 -�.. 30.0 ft 0.70 1.00 14.9 10.6 19.3 25.2 19.6 40.0 ft 0.76 1.00 16.2 11.9 20.6 26.5 20.9 h= 42.0 ft 0.77 1.00 16.4 12.1 20.8 26.7 21.1 ridge= 42.7 ft 0.77 1.00 16.5 12.2 20.9 26.8 21.2 %/1 wa+D DcaoN WIND NORMAL TQ RIDGE WR WR lit. L/ SW -..„„iti Nio, DIRECTION WRID PARALLEL TO RIDGE LW NOTE: S01o, w See figure in ASCE7 for the application of full and partial loading of the above wind pressures.There are 4 different loading cases. dollp Parapet z Kz Kzt qp(psf) 1111110k sw 40.0 ft 0.76 1.00 23.8 • Windward parapet: 35.7 psf (GCpn=+1.5) Leeward parapet: -23.8 psf (GCpn=-1.0) ram noir , Windward roof overhangs(add to windward roof pressure): 16.4 psf(upward) (/ TYPICAL AMID I" '" Enayat Schneider Smith Engineering JOB TITLE Fields Multifamily 3141 Walnut Street, Ste 203A Denver,Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C.Thomson DATE 1/9/18 CHECKED BY DATE Ultimate Wind Pressure Wind Loads - Components & Cladding : h <= 60' Kh(case 1)= 0.77 h= 42.0 ft Base pressure(qh)= 24.2 psf a= 6.4 ft Minimum parapet ht= 0.8 ft GCpi= +/-0.18 Roof Angle(6)= 1.2 deg Type of roof= Monoslope Roof GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sf Negative Zone 1 -1.18 -1.11 -1.08 -28.5 -26.8 -26.1 -26.4 -26.1 Negative Zone 2 -1.98 -1.49 -1.28 -47.9 -36.0 -30.9 -33.0 -30.9 Negative Zone 3 -2.98 -1.79 -1.28 -72.0 -43.3 -30.9 -36.1 -30.9 Positive All Zones 0.48 0.41 0.38 16.0 16.0 16.0 16.0 16.0 Overhang Zone 1&2 -1.70 -1.63 -1.60 -41.1 -39.4 -38.7 -39.0 -26.6 Overhang Zone 3 -2.80 -1.40 -0.80 -67.7 -33.9 -19.3 -25.4 -19.3 Overhang pressures in the table above assume an internal pressure coefficient(Gcpi)of 0.0 Overhang soffit pressure equals adjacent wall pressure reduced by internal pressure of 4.4 psf Parapet qp= 22.0 psf Surface Pressure(psf) User input Solid Parapet Pressure 10 sf 100 sf 500 sf 40 sf CASE A=pressure towards building(pos) CASE A: Interior zone: 59.3 40.4 38.0 47.9 CASE B=pressure away from bldg(neg) Corner zone: 81.2 40.4 38.0 56.7 CASE B: Interior zone: -41.5 -34.5 -29.6 -37.3 Corner zone: -47.4 -37.0 -29.6 -41.1 • Walls GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf Negative Zone 4 -1.17 -1.01 -0.90 -28.3 -24.4 -21.8 -25.6 -23.3 Negative Zone 5 -1.44 -1.12 -0.90 -34.8 -27.1 -21.8 -29.4 -24.8 Positive Zone 4&5 1.08 0.92 0.81 26.1 22.3 19.6 23.4 21.1 Note: GCp reduced by 10%due to roof angle<= 10 deg. 0 Enayat Schneider Smith Engineering JOB TITLE Fields Multifamily 8 3141 Walnut Street, Ste 203A Denver,Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C.Thomson DATE 1/9/18 CHECKED BY DATE IIIUltimate Wind Pressures Location of C&C Wind Pressure Zones 4'44 a a la 2a ` 0 ■ ■ 0 II 0I ar YI Q- t -L? `teI --2-- 13 N® "' 0 -t 0> rI 0 --j I ar c iQ Q Q a 4 9 j; 1 16) ® -J �1 a 4,' I 1 1 IWALL QV� I -i _ Roofs w/ 8<_10° Walls h<-60' Gable, Sawtooth and and all walls &alt design h<90' Multispan Gable 8<_ 7 degrees& Monoslope roofs h>60' Monoslope<_3 degrees 3°<8<_ 10° h<-60'&alt design h<90' h<_60'&alt design h<90' aLt Tia . Ia' ), I I 1 ra 1a1 a \ \ O 1----Q-- a aE � —Q2+ a�'e" 3--- ' 0 2 ` 0 0 0 0NI a 1 d(/tC 4 a a oc /''?"1 //'� H L r----r --� }U t3 _3 00 '3' L 00. I Monoslope roofs Multispan Gable& Hip 7° < 9 <-27° bj 10°<8<-30° Gable 7° <8<- 45° h<-60'&alt design h<90' -1 a Sawtooth 10°<8 <_ 45° a 0,_4 r ...6) i-0 J h<_60'&alt design h<90' itir 4// V 01 44/�/ ti J /mo ✓0 11 AI& A0--*/7'6-1/04.'41hf:/400 409r At_07 40-1014,4E.67, 40 /0 b • w 1 1V2 W1 \C' \N-3 Stepped roofs 8<_3° h 5 60'&alt design h<90' 9 PliEUSW Design Maps Summary Report User-Specified Input III Report Title Fields Multifamily Tue January 9, 2018 22:39:59 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.4275°N, 122.75789°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 4111150010 ., • t I" `"` Beaverton. , -r ./.--,,i: {•, l 1 ga ,a i �' -R, L e J, atln1 '4,.. Shenyi It3Kii _ y j • USGS-Provided Output SS = 0.975 g SMS = 1.082 g S°5 = 0.721 g Si = 0.423 g SMS = 0.667 g SDI = 0.444 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEpRespcnse Spectrum aesgn Response Spectrum yam, G..... ass aC:a asp Q, a6,_ Q n 48 41 tirla D' 1 to a 40 pa4 a3: aDR 124 cl: a Ir a.1 I 0.09 aa3y aro a63 all a49 a.cc, tDsc. 1O3 LID 1..4+D i.CD '.83 2a3 aO3 CI an ato a'3 a.3.3 1.CD 1.17 LAD I.CD 1.87 zoo Period,T(sec) Period,T(sec) • 10 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. 11 ZUSGS Design Maps Detailed Report 2012/2015 International Building Code (45.4275°N, 122.75789°W) 411 Site Class D - "Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain Si). Maps in the 2012/2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)E13 Ss = 0.975 g From Figure 1613.3.1(2)`2' S, = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. • 2010 ASCE-7 Standard - Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs Nor N. s„ A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength S. < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s llb/ft2 = 0.0479 kN/m2 S 12 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake • spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT Fa Site Class Mapped Spectral Response Acceleration at Short Period Ss < 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >- 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and S5 = 0.975 g, Fa = 1.110 IIITABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at 1-s Period S1 __< 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S1 >-- 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and Si = 0.423 g, F. = 1.577 III 13 Equation (16-37): SMS = FaSs = 1.110 x 0.975 = 1.082 g • Equation (16-38): SM1 = F,S1 = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): Sps = % SMS = % x 1.082 = 0.721 g Equation (16-40): SDI = 2/3 SM1 = 2/3 x 0.667 = 0.444 g • • 14 Section 1613.3.5 — Determination of seismic design category • TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDS I or II III IV Sps < 0.167g A A A 0.167g <_ Sps < 0.33g B B C 0.33g <_ Sp, < 0.50g C C D 0.50g <_ SDS D D D For Risk Category = I and Sps = 0.721 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF Spy I or II III IV Spy < 0.067g A A A 0.067g <_ Spy < 0.133g B B C 0.133g <_ SDI < 0.20g C C D 0.20g <_ SDI D D D For Risk Category = I and Sp, = 0.444 g, Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(1).pdf 2. Figure 1613.3.1(2): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf • Enayat Schneider Smith Project Title: Fields Multifamily Engineering,Inc. Engineer: C.Thomson Project ID: 17154 15 3141 Walnut St.Suite 203A Project Descr: Building 6 Printed.14 MAR 2018,4:03PM ASCE Seismic Base Shear File=E:IProjects12017117154(FieldsApartments-Otak)lcalculations\Building6117154Builder6.ec6 ENERCALC,INC.1983-2017,Butid:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Building 6 Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category I,III,and IV ASCE 7-10,Page 2,Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 USER DEFINED Ground Motion ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: Ss = 0.9750 g,0.2 sec response S 1 = 0.4230 g,1.0 sec response Site Class,Site Coeff.and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.11 ASCE 7-10 Table 11.4-1&11.4-2 (using straight-line interpolation from table values) Fv = 1.58 Maximum Considered Earthquake Acceleration SMS=Fa*Ss = 1.082 ASCE 7-10 Eq.11.4-1 S M1 =Fv*S1 = 0,667 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S DS=S M`S213 = 0.722 ASCE 7-10 Eq. 11.4-3 S D1 S Mi 213 = 0.445 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1&-2 Resisting System ASCE 7-10 Table 12.2-1• Basic Seismic Force Resisting System... Bearing Wall Systems Light-framed walls sheathed w/wood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" = 6.50 Building height Limits: System Overstrength Factor "Wo" = 3.00 Category"A&B"Limit: No Limit Deflection Amplification Factor "Cd" = 4.00 Category"C"Limit: No Limit Category"D"Limit: Limit=65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit: Limit=65 Category"F"Limit: Limit=65 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value = 0.020 "hn":Height from base to highest level = 45.0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn^x) = 0.347 sec "IL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 16.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.347 sec "Cs" Response Coefficient ASCE 7-10 Section 12.8.1.1 S DS:Short Period Design Spectral Response = 0.722 From Eq.12.8-2, Preliminary Cs = 0.111 "R":Response Modification Factor = 6.50 From Eq.12.8-3&12.8-4,Cs need not exceed = 0.197 "I":Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.032 Cs:Seismic Response Coefficient = = 0.1110 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1110 from 12.8.1.1 W(see Sum Wi below) = 1,957.00 k • Seismic Base Shear V= Cs*W = 217.23 k Enayat Schneider Smith Project Title: Fields Multifamily Engineering,Inc. Engineer: C.Thomson Project ID: 17154 16 3141 Walnut St.Suite 203A Project Descr: Building 6 Printed.14 MAR 2018, 4:03PM ASCE Seismic Base Shear File=E:1Prgects12017117154(FieldsApartr rents-Otak)%Caiculauons1Building6117154Building6.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 "k":hx exponent based on Ta= 1.00 Table of building Weights by Floor Level.. Level# Wi:Weight Hi:Height (Wi*Hi^k) Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 4 382.00 39.00 14,898.00 0.3383 73.49 73.49 0.00 3 525.00 27.75 14,568.75 0.3308 71.87 145.36 826.78 2 525.00 18.50 9,712.50 0.2206 47.91 193.27 2,171.36 1 525.00 _ 9.25 4,856.25 0.1103 23.96 217.23 3,959.12 Sum Wi= 1,957.00 k Sum Wi*Hi = 44,035.50 k-ft Total Base Shear= 217.23 k Base Moment= 5,968.5 k-ft Diaphragm Forces: Seismic Design Category"B"to"F" ASCE7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx:Calcd Fpx:Min Fpx:Max Fpx Dsgn.Force 4 382.00 73.49 73.49 382.00 73.49 55.12 110.25 73.49 73.49 3 525.00 71.87 145.36 907.00 84.14 75.76 151.52 84.14 84.14 2 525.00 47.91 193.27 1,432,00 70.86 75.76 151.52 75.76 75.76 1 525.00 23.96 217.23 1,957.00 58.28 75.76 151.52 75.76 75.76 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat.Force"of current level plus all levels above • MIN Req'd Force 0 Level 0.20*S o*sI*Wpx MAX Req'd Force 0 Level 0.40*S oS I*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level 1 III 17 ESE 0 [ I. V [ 0 PRIECT `i c/,' N6,4 1p Engieeering,Inc. Ena�e�Schneider, � � , ,:�[GL oY �� SSEOMAHA �,1411'ialimIS8ut 9emBi,01110ra0u 80205 IHOJECII� SSI DALLAS 11261904-12;14 ESE OENVER V' DATE f I[is f C. ! ``/ EASE • ESS POR1EANO ( e (; % 4\,t � a 2 2 ' ,}r .! — +(I t I v1.` (1 ')(0f-t, c t 4 t'D 2-9->.•cOle,G4-) • +t - _ r Vi t 7. :Le.(Y=' ,£ .._ -. ..p k -F' • Lv\.. 0 ...... .......... ..............• ......... ......................._................ .4(7:;:!1)(,?,,?..6 • BIIECY,E0 BY: BATE: 18 [ SE5 I D P I D PIIDJECI l eEc{e Enayat Schneider, a Engineering,Inc. SSEOMAHA POmar, G EPO [tiII i l9`' L. RI' 'LT- . T • 31411�Iaul Sl�cl Colorado 5525, SSI DALLAS 1755]55�i-1534 ESEDENVER [tiff fit l.o(2 ni<ti PACS ESSPOIi1LAND z C)c X31. 2- t .��C4 ✓` ;,,, ')' ) tE ro T `-' `k • w ��rl 0LA 0 ....................... ... o • C515550 BY: DMH: 19 ESE DE [ SE II PROJECT Re.,016 gtAT1 01, Enavat Schneider,Engineering,Inc. 44„ PROJECT# 71G41 ov Cr SSE OMAHA 3141 Walnut Street Denver,Colorado 00205 SSI DAM IA' 17201 0041234 ESE DENVER 1 DATI 21 V24.2.--°/C‹ PAGE PORILAND SgE tC. 9:Nr•prt .CeMv-\ 41.1-vf Ty,\ / ....p Lvf 1 .1?WillOsq,72Garvi: 2,01.ptp 53.7 4ml c.zotTylt,3 6z, z4-1 341e1,0 22-4 ,Lvt 3,46 (.9;4Attlo561: 2-9'10/P- 2;• 1°1t4(6. 1/2-G/05 erU) j7, tVs LA M Vey-(0 (P) ptP atot o Lvi 7.2-4 p14./(9t( ) tJ 227, 1- .L2 AC1 -('D 12, et--4-f Le ifiavN 7. ci4 t\r, so - CHECKED DY: THE FIELDS APARTMENTS ESS NO.: 17154 • • Shear Wall Design • • • • SHEAR WALL MAP BUILDING 6 6.1 'Y' 6.2 6.3 6.4 6.5 6.6 6.7 6.8 6.9 ? .11 p.'�q IT) c1 6A ----I -I - -_- I T .wsI �—. �- bl ..-0—— } _. p mo_—._— 1 - 17. �^. H (1 } -"I j 1 1 I 1 __r' _ rer_' _ 3.. �_—_ ...� 60 1 ���p� �LLsI I t � --r 1- I { 1 1 1 1 I 1 1 20 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com 81. 4"I Enayat Schneider Smith T/A. Engineering, Inc. Shearwall Design WIND Project: Fields Apartments Building 6 g Project# 17154 Engineer C.Thomson Shear Wall: Corridor 6.B Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 24.33' 24.33' 24.33' 24.33' A 380 plf -1647 lbs none OK B 20.00' 20.00' 20.00' 20.00' B 380 plf -1236 lbs none OK -oo C 18.00' 18.00' C Olbs oa D ' 20.00' 20.00' 20.00' 20.00' v D 380 plf -1236 lbs none OK —I E 18.00' 18.00' 18.00' E 0 lbs F 19.25' 19.25' 19.25' 19.25' F 380 plf -1165 lbs none OK G 24.33' 24.33' 24.33' 24.33' G 380 plf -1647 lbs none OK m Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 183 plf -1845 lbs (2)-CS16 OK m Trib Width: 31.8' 31.8' 31.8' 31.8' B 183 plf -1237 lbs CMSTC16 OK a) Sheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 9.0' 9.0' 9.0' 9.0' e D 183 plf -1237 lbs CMSTC16 OK c Floor Depth: 2.0' 1.0' 1.0' 1.0' E 183 plf 91 lbs (2)-CS16 OK Wind or Seismic: wind wind wind wind F 183 plf -1131 lbs CMSTC16 OK OSB or Gypsum: osb osb osb osb G 183 plf -1845 lbs (2)-CS16 OK Use: no no no no A 183 plf -1864 lbs CMST12 OK L.. h Above Open: B 183 plf -1058 lbs CMST12 OK c h Below Open: C 183 plf 270 lbs CMST12 OK al Total Wall Length: a D 183 plf -1058 lbs CMST12 OK °a' Strap for F.: E 183 plf 361 lbs CMST12 OK Fmax:L. F 183 plf -918 lbs CMST12 OK check: G 183 plf -1864 lbs CMST12 OK shear: 60 plf 91 plf 109 plf 137 plf A 183 plf -1605 lbs HDU14 OK FRT adjustment: 1 1 1 1 B 183 plf -601 lbs HDU14 OK Shear adj for aspect ratio: 60 plf 91 plf 109 plf 137 plf C 183 plf 818 lbs HDU14 OK 4 use 7/16"panel w/8d @ 6" D 183 plf -601 lbs HDU14 OK S 3 use 7/16"panel w/8d @ 6" E 183 plf 909 lbs HDU14 OK m 2 use 7/16"panel w/8d @ 6" F 183 plf -427 lbs HDU14 OK 1 use 7/16"panel w/8d @ 6" G 183 plf -1605 lbs HDU14 OK A O lbs *Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs G 0 lbs III III • 0 r • 21 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com No.A4s Enayat ••- Schneider Smith T Engineering, Inc. Shear Wall: WIND Corridor 6.0 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Hoiddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 24.33' 24.33' 24.33' 24.33' A 380 plf -1645 lbs none OK B 19.50' 19.50' 19.50' 19.50' B 380 plf -1187 lbs none OK co C 18.00' 18.00' C 0 lbs z D 20.00' 20.00' 20.00' 20.00' v D 380 plf -1235 lbs none OK —I E 18.00' 18.00' 18.00' E Olbs F 19.50' 19.50' 19.50' 19.50' F 380 plf -1187 lbs none OK G 24.33' 24.33' 24.33' 24.33' G 380 plf -1645 lbs none OK Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 183 plf -1842 lbs (2)-CS16 OK to a) Trib Width: 31.8' 31.8' 31.8' 31.8' B 183 plf -1163 lbs CMSTC16 OK a Sheath#sides: 1 1 1 1 C 0 lbs a Plate Height: 9.0' 9.0' 9.0' 9.0' r D 183 plf -1233 lbs CMSTC16 OK Floor Depth: 2.0' 1.0' 1.0' 1.0' E 183 plf 93 lbs (2)-CS16 OK Wind or Seismic: wind wind wind wind F 183 plf -1163 lbs CMSTC16 OK OSB or Gypsum: osb osb osb osb G 183 plf -1842 lbs (2)-CS16 OK Use: A 183 plf -1859 lbs CMST12 OK a, h Above Open: B 183 plf -959 lbs CMST12 OK c h Below Open: C 183 plf 272 lbs CMST12 OK co Total Wall Length: w D 183 plf -1053 lbs CMST12 OK Strap for Finax: E 183 plf 365 lbs CMST12 OK 0F F 183 plf -959 lbs CMST12 OK i u max check: G 183 plf -1859 lbs CMST12 OK shear: 60 plf 91 plf 109 plf 137 plf A 183 plf -1597 lbs HDU14 OK FRT adjustment: 1 1 1 1 B 183 plf -477 lbs HDU14 OK Shear adj for aspect ratio: 60 plf 91 plf 109 plf 137 plf C 183 plf 823 lbs HDU14 OK 4 use 7/16"panel w/8d @ 6" D 183 plf -593 lbs HDU14 OK S 3 use 7/16"panel w/8d @ 6" E 183 plf 915 lbs HDU14 OK m---- 2 use 7/16"panel w/8d @ 6" F 183 plf -477 lbs HDU14 OK -z 1 use 7/16"panel w/8d @ 6" G 183 plf -1597 lbs HDU14 OK A O lbs *Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E O lbs F O lbs G 0 lbs 22 3141 Walnut Street,Suite 203A- Denver,Colorado 80205•720.904.1234-essdenver.com Ni.►AI,, Enayat Schneider :- Smith .I` Engineering, Inc. Shear Wall: WIND Grid 6.1 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: , Al 6.58' 6.58' 6.58' 6.58' Force Tran 110 plf 237 lbs none OK A2 4.00' 4.00' 4.00' 4.00' A2 0 lbs A3 A3 Olbs °c' '1 A4 v A4 Olbs -2'.i B B 0lbs C C Olbs sum 10.58' 10.58' 10.58' 10.58' sum 1206 lbs ca Lateral(plf): 204 plf 158 plf 133 plf 126 plf Force Tran 261 plf 252 lbs none OK m Trib Width: 11.4' 11.4' 11.4' 11.4' A2 0 lbs ami Sheath#sides: 1 1 1 1 A3 0 lbs o Plate Height: 9.0' 9.0' 9.0' 9.0' M A4 0 lbs If. Floor Depth: 2.0' 1.0' 1.0' 1.0' B 0 lbs Wind or Seismic: wind wind wind wind C 0 lbs OSB or Gypsum: osb osb osb osb sum 3152 lbs Use: yes yes yes yes Force Tran 261 plf 694 lbs none OK a) h Above Open: 1.00' 1.00' 1.00' 1.00' A2 0 lbs c h Below Open: 1.50' 1.50' 1.50' 1.50' A3 0 lbs as Total Wall Length: 17.67' 17.67' 17.67' 17.67' N A4 0 lbs 0 Strap for Fm„: CS16 CS16 CS16 CS16 B 0 lbs t° Fmax:: 290 lbs 514 lbs 703 lbs 882 lbs C 0 lbs check: OK OK OK OK sum 5813 lbs shear: 110 plf 195 plf 266 plf 334 plf Force Tran 261 plf 1542 lbs HTT4 OK FRT adjustment: 1 1 1 1 A2 0 lbs Shear adj for aspect ratio: 110 plf 195 plf 266 plf 334 plf A3 0 lbs 4 use 7/16"panel w/8d @ 6" A4 0 lbs c 3 use 7/16"panel w/8d @ 6" B 0 lbs m 2 use 7/16"panel w/8d @ 6" C 0 lbs 1 use 7/16"panel w/8d @ 6" sum 9152 lbs Al 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height A2 0 lbs wall segments per NDS 4.3.3.4 Exception 1 A3 0 lbs A4 0 lbs B 0 lbs C O lbs sum 0 lbs . . III • • • 23 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234- essdenver.com *il.A4/.p. Enayat !►- Schneider ' Smith '1 Engineering, Inc. Shear Wall: WIND Grid 6.1a Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 13.00' 13.00' 13.00' 13.00' A 110 plf 1361 lbs CS16 OK B 13.00' 13.00' 13.00' 13.00' B 110 plf 1361 lbs CS16 OK co -c C C Olbs D v D Olbs —, E E Olbs F F Olbs sum sum 0 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 321 plf 3064 lbs CMSTC16 OK co Trib Width: 21.9' 21.9' 21.9' 21.9' B 321 plf 3064 lbs CMSTC16 OK Q Sheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 8.0' 8.0' 8.0' 8.0' co D 0 lbs cf.. Floor Depth: 2.0' 1.0' 1.0' 1.0' E 0 lbs Wind or Seismic: wind wind wind wind F 0 lbs OSB or Gypsum: osb osb osb osb sum 0 lbs Use: no no no no A 321 plf 5776 lbs CMST14 OK a h Above Open: B 321 plf 5776 lbs CMST14 OK c h Below Open: C 0 lbs Total Wall Length: w D 0 lbs a) Strap for F.: E 0 lbs o ti Finax: F 0 lbs check: sum 0 lbs shear: 172 plf 305 plf 417 plf 523 plf A 321 plf 9442 lbs HDU14 OK FRT adjustment: 1 1 1 1 B 321 plf 9442 lbs HDU14 OK Shear adj for aspect ratio: 172 plf 305 plf 417 plf 523 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs an E 3 use 7/16"panel w/8d @ 6" E 0 lbs m2 use 7/16"panel w/8d @ 4" F 0 lbs 1 use 7/16"panel w/8d @ 3" sum 0 lbs A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height 8 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs sum 0 lbs 24 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com No. 4 I' Enayat IIIIS Schneider ' Smith y 1 41/4 Engineering, Inc. Shear Wall: WIND Grid 6.2 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 28.50' 28.50' 28.50' 28.50' A 110 plf 479 lbs none OK B B Olbs s C C Olbs °i D v D 0 lbs —1 E E 0lbs F F Olbs sum sum 0 lbs co Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 372 plf -151 lbs none OK m Trib Width: 17.6' 17.6' 17.6' 17.6' B 0 lbs m Sheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 8.0' 8.0' 8.0' 8.0' M D 0 lbs a Floor Depth: 2.0' 1.0' 1.0' 1.0' E 0 lbs Wind or Seismic: wind wind wind wind F 0 lbs OSB or Gypsum: osb osb osb osb sum 0 lbs Use: no no no no A 372 plf -42 lbs none OK a`, h Above Open: B 0 lbs c h Below Open: C 0 lbs co Total Wall Length: N D 0 lbs cam, Strap for Fmax: E 0 lbs oFinax F 0 lbs check: I sum 0 lbs shear: 126 plf 224 plf 306 plf 384 plf A 372 plf 769 lbs HTT4 OK FRT adjustment: 1 1 1 1 B 0 lbs Shear adj for aspect ratio: 126 plf 224 plf 306 plf 384 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs co 5 3 use 7/16"panel w/8d @ 6" E 0 lbs m 2 use 7/16"panel w/8d @ 6" F 0 lbs Cl) 1 use 7/16"panel w/8d @ 4" sum 0 lbs A O lbs 'Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D O lbs E O lbs F 0 lbs sum 0 lbs 0 411 III • • • 25 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com *ILA 4.0,.. Enayat Schneider ' Smith ®� Engineering, Inc. Shear Wall: WIND Grid 6.3 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 23.58' 23.58' 23.58' 23.58' A 110 plf 824 lbs none OK co B B Olbs '= C C Olbs o D - D Olbs —1 E E Olbs F F Olbs sum sum 0 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 211 plf 1931 lbs (2)-CS16 OK cn m Trib Width: 17.0' 17.0' 17.0' 17.0' B 0 lbs n Sheath#sides: 1 1 1 1 C 0 lbs Plate Height: 8.0' 8.0' 8.0' 8.0' ro D 0 lbs Floor Depth: 2.0' 1.0' 1.0' 1.0' E 0 lbs Wind or Seismic: wind wind wind wind F 0 lbs OSB or Gypsum: osb osb osb osb sum 0 lbs Use: no no no no A 211 plf 3901 lbs CMSTC16 OK a`, h Above Open: 8 0 lbs c h Below Open: C 0 lbs co Total Wall Length: N D 0 lbs 0 Strap for Fmax: E 0 lbs o u. Fmax: F 0 lbs check: sum 0 lbs shear: 147 plf 261 plf 357 plf 448 plf A 211 plf 6689 lbs HDU11 OK FRT adjustment: 1 1 1 1 B 0 lbs Shear adj for aspect ratio: 147 plf 261 plf 357 plf 448 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs co S 3 use 7/16"panel w/8d @ 6" E 0 lbs m 2 use 7/16"panel w/8d @ 4" F 0 lbs 1 use 7/16"panel w/8d @ 4" sum 0 lbs A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E O lbs F O lbs sum 0 lbs 26 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com *'A41, Enayat Schneider '- Smith .11` Engineering, Inc. Shear Wall: WIND Grid 6.4 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 28.50' 28.50' 28.50' 28.50' A 110 plf 766 lbs none OK B B Olbs w CC 0lbs ° D v D Olbs E E Olbs zo F F Olbs sum sum 0 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 370 plf 606 lbs none OK o Trib Width: 21.6' 21.6' 21.6' 21.6' B 0 lbs o Sheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 8.0' 8.0' 8.0' 8.0' ch D 0 lbs a Floor Depth: 2.0' 1.0' 1.0' 1.0' E 0 lbs Wind or Seismic: wind wind wind wind F 0 lbs OSB or Gypsum: osb osb osb osb sum 0 lbs Use: no no no no A 370 plf 1355 lbs (2)-CS16 OK m h Above Open: B 0 lbs c h Below Open: C 0 lbs F.`- Total Wall Length: w D 0 lbs cll Strap for Fmax: E 0 lbs o o Finax: F 0 lbs check: l sum 0 lbs shear: 155 plf 275 plf 376 plf 471 plf A 370 plf 2965 lbs HTT4 OK FRT adjustment: 1 1 1 1 B 0 lbs Shear adj for aspect ratio: 155 plf 275 plf 376 plf 471 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs Z 3 use 7/16"panel w/8d @ 6" E 0 lbs Z 2 use 7/16"panel w/8d @ 4" F 0 lbs = 1 use 7/16"panel w/8d @ 4" sum 0 lbs an A 0 lbs 'Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs sum 0 lbs 0 ID 4110 0 0 • 27 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com NO. •t1/� Enayat Schneider ' Smith f 9 1 Engineering, Inc. Shear Wall: WIND Grid 6.6 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 28.50' 28.50' 28.50' 28.50' A 110 plf 571 lbs none OK co B B Olbs i C C Olbs c D v D Olbs —I E E Olbs F F Olbs sum sum 0 lbs ti Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 351 plf 235 lbs none OK (3.) Trib Width: 18.9' 18.9' 18.9' 18.9' B 0 lbs aSheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 8.0' 8.0' 8.0' 8.0' co D 0 lbs cf.a Floor Depth: 2.0' 1.0' 1.0' 1.0' E 0 lbs Wind or Seismic: wind wind wind wind F 0 lbs OSB or Gypsum: osb osb osb osb sum 0 lbs Use: no no no no A 351 plf 693 lbs CS16 OK a h Above Open: B 0 lbs c h Below Open: C 0 lbs co Total Wall Length: N D 0 lbs c Strap for Finax: E 0 lbs Fmax:L. F 0 lbs check: sum 0 lbs shear: 135 plf 240 plf 328 plf 412 plf A 351 plf 1903 lbs HTT4 OK FRT adjustment: 1 1 1 1 B 0 lbs Shear adj for aspect ratio: 135 plf 240 plf 328 plf 412 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs S 3 use 7/16"panel w/8d @ 6" E 0 lbs co 2 use 7/16"panel w/8d @ 6" F 0 lbs 1 use 7/16"panel w/8d @ 4" sum 0 lbs A 0 lbs `Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs sum 0 lbs 28 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com Enayat re..- Schneider .Schneider Smith T 1�` Engineering, Inc. Shear Wall: WIND Grid 6.7 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 28.50' 28.50' 28.50' 28.50' A 110 plf 936 lbs none OK B B Olbs w C C Olbs oc' D v D 0 lbs —°'i E E Olbs F F Olbs sum sum 0 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 372 plf 1034 lbs CS16 OK in Trib Width: 24.0' 24.0' 24.0' 24.0' B 0 lbs ami Sheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 8.0' 8.0' 8.0' 8.0' M D 0 lbs a Floor Depth: 2.0' 1.0' 1.0' 1.0' E 0 lbs Wind or Seismic: wind wind wind wind F 0 lbs OSB or Gypsum: osb osb osb osb sum 0 lbs Use: no no no no A 372 plf 2140 lbs (2)-CS16 OK L. h Above Open: B 0 lbs c h Below Open: C 0 lbs co Total Wall Length: a D 0 lbs o Strap for F.: E 0 lbs o L. oF : F 0 lbs u inax check: 1 I sum 0 lbs shear: 172 plf 305 plf 417 plf 523 plf A 372 plf 4201 lbs HDU5 OK FRT adjustment: 1 1 1 1 B 0 lbs Shear adj for aspect ratio: 172 plf 305 plf 417 plf 523 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs S 3 use 7/16"panel w/8d @ 6" E 0 lbs co 2 use 7/16"panel w/8d @ 4" F 0 lbs cu 1 use 7/16"panel w/8d @ 3" sum 0 lbs A O lbs 'Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs sum 0 lbs IP • III 0 • • 29 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com Enayat r► Schneider Smith V1` Engineering, Inc. Shear Wall: WIND Grid 6.9 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 28.50' 28.50' 28.50' 28.50' A 110 plf 757 lbs none OK rn B B O lbs C C Olbs o D v D Olbs —1 E E Olbs F F Olbs sum sum 0 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 372 plf 569 lbs none OK m Trib Width: 21.5' 21.5' 21.5' 21.5' B 0 lbs aSheath#sides: 1 1 1 1 C 0 lbs a Plate Height: 8.0' 8.0' 8.0' 8.0' co D 0 lbs Floor Depth: 2.0' 1.0' 1.0' 1.0' E 0 lbs Wind or Seismic: wind wind wind wind F 0 lbs OSB or Gypsum: osb osb osb osb sum 0 lbs Use: no no no no A 372 plf 1284 lbs (2)-CS16 OK m h Above Open: B 0 lbs c h Below Open: C 0 lbs l� Total Wall Length: N D 0 lbs Q) Strap for F.: E 0 lbs o o Finax: F 0 lbs check: sum 0 lbs shear: 154 plf 273 plf 373 plf 468 plf A 372 plf 2855 lbs HTT4 OK FRT adjustment: 1 1 1 1 B 0 lbs Shear adj for aspect ratio: 154 plf 273 plf 373 plf 468 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs S 3 use 7/16"panel w/8d @ 6" E 0 lbs m2 use 7/16"panel w/8d @ 4" F 0 lbs -c 1 use 7/16"panel w/8d @ 4" sum 0 lbs A O lbs 'Shear distribution is based on the proportional shear capacities of individual full height 8 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E O lbs F O lbs sum 0 lbs 30 3141 Walnut Su a eL,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com ,11,►A I,,,. - Enayat ►_ Schneider ' Smith r A Engineering, Inc. Shear Wall: WIND Grid 6.10 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Hoiddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 28.50' 28.50' 28.50' 28.50' A 110 plf 148 lbs none OK B B Olbs -c C C Olbs o D v D 0lbs E E Olbs F F Olbs sum sum 0 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 372 plf -1011 lbs none OK m Trib Width: 13.0' 13.0' 13.0' 13.0' B 0 lbs ami Sheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 8.0' 8.0' 8.0' 8.0' o D 0 lbs a Floor Depth: 2.0' 1.0' 1.0' 1.0' E 0 lbs Wind or Seismic: wind wind wind wind F 0 lbs OSB or Gypsum: osb osb osb osb sum 0 lbs Use: no no no no A 372 plf -1625 lbs none OK a) h Above Open: B 0 lbs Q) h Below Open: C 0 lbs va Total Wall Length: N D 0 lbs I-- a) Strap for Finax: E 0 lbs L. u_ Fmax: F 0 lbs check: I sum O lbs shear: 93 plf 165 plf 226 plf 283 plf A 372 plf -1721 lbs none OK FRT adjustment: 1 1 1 1 B 0 lbs Shear adj for aspect ratio: 93 plf 165 plf 226 plf 283 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs 3 use 7/16"panel w/8d @ 6" E 0 lbs m 2 use 7/16"panel w/8d @ 6" F 0 lbs -z 1 use 7/16"panel w/8d @ 6" sum 0 lbs A O lbs *Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs sum 0 lbs IP 4111 4110 32 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234- essdenver.com y Enayat ► Schneider Smith r i 1. Engineering, Inc. Shear Wall: WIND Grid 6.13 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 28.50' 28.50' 28.50' 28.50' A 110 plf 810 lbs none OK B B O lbs o -'` C C Olbs D v D 0lbs —1 E E Olbs iii F F Olbs sum sum 0 lbs ca Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 372 plf 708 lbs CS16 OK a) Trib Width: 22.3' 22.3' 22.3' 22.3' B 0 lbs m Sheath#sides: 1 11 1 C 0 lbs aPlate Height: 8.0' 8.0' I 8.0' 8.0' M D 0 lbs Floor Depth: 2.0' 1.0' 1.0' 1.0' E 0 lbs Wind or Seismic: wind wind wind wind F 0 lbs OSB or Gypsum: osb osb osb osb sum 0 lbs Use: no no no no A 372 plf 1541 lbs (2)-CS16 OK L. h Above Open: B 0 lbs c h Below Open: C 0 lbs ca Total Wall Length: N D 0 lbs a) Strap for Finax E 0 lbs o L. LL. Finax: F 0 lbs check: 1 sum 0 lbs shear: 159 plf 283 plf 386 plf 485 plf A 372 plf 3259 lbs HTT4 OK FRT adjustment: 1 1 1 1 8 0 lbs Shear adj for aspect ratio: 159 plf 283 plf 386 plf 485 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs o 3 use 7/16"panel w/8d @ 6" E 0 lbs m 2 use 7/16"panel w/8d @ 4" F 0 lbs o 1 use 7/16"panel w/8d @ 4" sum 0 lbs A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height 8 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs sum 0 lbs II/ . Ill i • • 33 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234- essdenver.com a Enayat e► Schneider m Smith y 1 Engineering, Inc. Shear w ll: WIND Wall: Grid 6.13a Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System _ • 4 3 2 1 Dead Load: uplift: Holdown check: A 12.58' 12.58' 12.58' 12.58' A 110 plf 1357 lbs CS16 OK ti B B Olbs s C C Olbs C D v D Olbs —i E E Olbs F F Olbs sum sum 0 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 321 plf 3069 lbs CMSTC16 OK co s. a) Trib Width: 10.5' 10.5' 10.5' 10.5' B 0 lbs QSheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 8.0' 8.0' 8.0' 8.0' M D 0 lbs O.: Floor Depth: 2.0' 1.0' 1.0' 1.0' E 0 lbs Wind or Seismic: wind wind wind wind F 0 lbs OSB or Gypsum: osb osb osb osb sum 0 lbs Use: no no no no A 321 plf 5780 lbs CMST14 OK a, h Above Open: B 0 lbs c h Below Open: C 0 lbs co Total Wall Length: N D 0 lbs 0 Strap for Finax: E 0 lbs tL Finax: F 0 lbs check: sum 0 lbs shear: 170 plf 302 plf 413 plf 518 plf A 321 plf 9437 lbs HDU14 OK FRT adjustment: 1 1 1 1 B 0 lbs Shear adj for aspect ratio: 170 plf 302 plf 413 plf 518 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs S 3 use 7/16"panel w/8d @ 6" E 0 lbs � 2 use 7/16"panel w/8d @ 4" F 0 lbs 1 use 7/16"panel w/8d @ 3" sum 0 lbs A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E O lbs F O lbs sum 0 lbs I 34 i 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234- essdenver.com Enayat Schneider Smith r 1 Engineering, Inc. Shear Wall: WIND Grid 6.13b Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 13.25' 13.25' 13.25' 13.25' A 110 plf 1362 lbs CS16 OK B 6.25' 6.25' 6.25' 6.25' B 110 plf 1555 lbs CS16 OK co C C Olbs z D �r D 0lbs —°'i E E Olbs 3 F F Olbs sum sum 0 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 321 plf 3058 lbs CMSTC16 OK m Trib Width: 16.5' 16.5' 16.5' 16.5' B 321 plf 3811 lbs CMSTC16 OK ami Sheath#sides: 1 1 1 1 C 0 lbs Q_ Plate Height: 8.0' 8.0' 8.0' 8.0' M D 0 lbs a Floor Depth: 2.0' 1.0' 1.0' 1.0' E 0 lbs Wind or Seismic: wind wind wind wind F 0 lbs OSB or Gypsum: osb osb osb osb sum 0 lbs Use: no no no no A 321 plf 5766 lbs CMST14 OK a h Above Open: B 321 plf 7080 lbs CMST12 OK c h Below Open: C 0 lbs ca Total Wall Length: N D 0 lbs a) Strap for Fmax: E 0 lbs u. Finax: F 0 lbs check: 11 sum 0 lbs shear: 173 plf 306 plf 419 plf 525 plf A 321 plf 9434 lbs HDU14 OK FRT adjustment: 1 1 1 1 B 321 plf 11308 lbs HDU14 OK Shear adj for aspect ratio: 173 plf 306 plf 419 plf 525 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs E 3 use 7/16"panel w/8d @ 6" E 0 lbs m 2 use 7/16"panel w/8d @ 4" F 0 lbs -c 1 use 7/16"panel w/8d @ 3" sum 0 lbs to A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D O lbs E 0 lbs F 0 lbs sum 0 lbs . . 0 S • 0 35 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com Enayat Schneider e" WIND Smith '' Shear Wall: Grid 6.44 'Shear Caics:ASD Level Uplift Caics: Full Total Standard Holddown System 4 I 3 II 2 I I-1 Dead Load: uplift. Holdown check: N Al 4.00' 4.00' 4.00' 4.00' Force Tran 110 plf 169 lbs none OK A2 6.58' 6.58' 6.58' 6.58' A2 0 lbs w k. A3 A3 Olbs tai A4 rr A4 Olbs o –1 B B Olbs C C Olbs sum 10.58' 10.58' 10.58' 10.58' sum 1093 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf Force Tran 261 plf 63 lbs none OK co a) Trib Width: 11.3' 11.3' 11.3' 11.3' A2 0 lbs a Sheath#sides: 1 1 1 1 A3 0 lbs e Plate Height: 8.0' 8.0' 8.0' 8.0' m A4 0 lbs Floor Depth: 2.0' 1.0' 1.0' 1.0' B 0 lbs t Wind or Seismic: wind wind wind wind C 0 lbs OSB or Gypsum: osb osb osb osb sum 2838 lbs Use: yes yes yes yes Force Tran 261 plf 342 lbs none OK 0, h Above Open: 1.00' 1.00' 1.00' 1.00' A2 0 lbs m h Below Open: 1.50' 1.50' 1.50' 1.50' A3 0 lbs Total Wall Length: 17.67' 17.67' 17.67' 17.67' w A4 0 lbs 0 Strap for Pi-flax: CS16 CS16 CS16 CS16 B 0 lbs o Fmax: 255 lbs 452 lbs 618 lbs 776 lbs C 0 lbs check: OK OK OK OK sum 5224 lbs shear: 109 plf 194 plf 265 plf 333 plf Force Tran 261 plf 983 lbs HTT4 OK FRT adjustment: 1 1 1 1 A2 0 lbs Shear adj for aspect ratio: 109 plf 194 plf 265 plf 333 plf A3 0 lbs 4 use 7/16"panel w/8d @ 6" A4 0 lbs S 3 use 7/16"panel w/8d @ 6" B 0 lbs m 2 use 7/16"panel w/8d @ 6" C 0 lbs 1 use 7/16"panel w/8d @ 6" sum 8218 lbs co Al 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height A2 0 lbs wall segments per NDS 4.3.3.4 Exception 1 A3 0 lbs A4 0 lbs B 0 lbs C 0 lbs sum 0 lbs 36 3141 Walnut Street,Sulte 203A• Denver,Colorado 80205•720.904.1234- essdenver.com *114ll Enayat b.- Schneider Schneider Smith ,1~ Engineering, Inc. SEISMIC DOTE: DEAD LOADS INPUT ARE UNFACTORED.CALCULATED"TOTAL UPLIFT"USES (0.6-0.14*Sps)D FOR LOAD COMBO 8,ASCE 7-10 12.4.2.: Shear Wall:(seismic) Corridor 6.B Shear Calcs:ASD Level Uplift Calcs: Full Total _ Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 24.33 24.33 24.33 24.33 A 380 318 lbs none OK B 20 20 20 20 B 380 728 lbs none OK C 18 18 C Olbs °c' D 20 20 20 20 Nr D 380 728 lbs none OK —°'i E 18 18 18 E Olbs F 19.25 19.25 19.25 19.25 F 380 799 lbs none OK G 24.33 24.33 24.33 24.33 G 380 318 lbs none OK Lateral(plf): 811 793 529 259 A 183 3252 lbs (2)-CS16 OK Trib Width: 31.75 31.75 31.75 31.75 B 183 3860 lbs CMSTC16 OK ami Sheath#sides: 1 1 1 1 C 0 lbs Q. Plate Height: 9 9 9 9 eo D 183 3860 lbs CMSTC16 OK a Floor Depth: 2 1 1 1 E 183 3223 lbs (2)-CS16 OK Wind or Seismic: seismic seismic seismic seismic F 183 3965 lbs CMSTC16 OK OSB or Gypsum: osb osb osb osb G 183 3252 lbs (2)-CS16 OK Use: no no no no A 183 6846 lbs CMST12 OK L. h Above Open: B 183 7652 lbs CMST12 OK c h Below Open: C 183 3884 lbs CMST12 OK co Total Wall Length: N D 183 7652 lbs CMST12 OK a) Strap for F.: E 183 7107 lbs CMST12 OK Finax: F 183 7792 lbs CMST12 OK LL. check: G 183 6846 lbs CMST12 OK shear: 239 plf 404 plf 471 plf 528 plf A 183 11013 lbs HDU14 OK FRT adjustment: 1 1 1 1 B 183 12016 lbs HDU14 OK Shear adj for aspect ratio: 239 plf 404 plf 471 plf 528 plf C 183 8339 lbs HDU14 OK 4 use 7/16"panel w/8d @ 6" D 183 12016 lbs HDU14 OK izo c 3 use 7/16"panel w/8d @ 3" E 183 11562 lbs HDU14 OK m 2 use 7/16"panel w/8d @ 2" F 183 12190 lbs HDU14 OK ..c 1 use 7/16"panel w/8d @ 2" G 183 11013 lbs HDU14 OK co A 0 lbs `Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs G 0 lbs III 410 III r 0 • 37 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com )0,rA4I Enayat ern. I Schneider I Smith y ' Engineering, Inc. SEISMIC Shear Wall:(seismic) Corridor 6.0 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 24.33 24.33 24.33 24.33 A 380 324 lbs none OK B 19.5 19.5 19.5 19.5 B 380 782 lbs none OK co w C 18 18 C Olbs o D 20 20 20 20 v D 380 734 lbs none OK —I E 18 18 18 E Olbs F 19.5 19.5 19.5 19.5 F 380 782 lbs none OK G 24.33 24.33 24.33 24.33 G 380 324 lbs none OK Lateral(plf): 811 793 529 259 A 183 3266 lbs (2)-CS16 OK co m Trib Width: 31.75 31.75 31.75 31.75 B 183 3944 lbs CMSTC16 OK o, Sheath#sides: 1 1 1 1 C 0 lbs Plate Height: 9 9 9 9 ro D 183 3874 lbs CMSTC16 OK Floor Depth: 2 1 1 1 E 183 3231 lbs (2)-CS16 OK Wind or Seismic: seismic seismic seismic seismic F 183 3944 lbs CMSTC16 OK OSB or Gypsum: osb osb osb osb G 183 3266 lbs (2)-CS16 OK Use: A 183 6869 lbs CMST12 OK a, h Above Open: B 183 7768 lbs CMST12 OK c h Below Open: C 183 3892 lbs CMST12 OK as Total Wall Length: a D 183 7675 lbs CMST12 OK 0 Strap for F.: E 183 7123 lbs CMST12 OK L. t°_ Finax F 183 7768 lbs CMST12 OK check: G 183 6869 lbs CMST12 OK shear: 239 plf 405 plf 471 plf 529 plf A 183 11044 lbs HDU14 OK FRT adjustment: 1 1 1 1 B 183 12164 lbs HDU14 OK Shear adj for aspect ratio: 239 plf 405 plf 471 plf 529 plf C 183 8357 lbs HDU14 OK 4 use 7/16"panel w/8d @ 6" D 183 12048 lbs HDU14 OK E 3 use 7/16"panel w/8d @ 3" E 183 11588 lbs HDU14 OK co 2 use 7/16"panel w/8c1@ 2" F 183 12164 lbs HDU14 OK -o 1 use 7/16"panel w/8d @ 2" G 183 11044 lbs HDU14 OK A O lbs 'Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E O lbs F Olbs G 0 lbs 38 11 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234- essdenver.com *ka14., Enayat i* Schneider Smith IF Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 6.1 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: ti Al 6.58 6.58 6.58 6.58 Force Tran 110 244 lbs none OK co A2 4 4 4 4 A2 Olbs •1_ A3 A3 0 lbs °' cA4 A4 Olbs B B Olbs C C Olbs D 10.58 10.58 10.58 10.58 D #VALUE! Lateral(plf): 206 201 134 66 Force Tran 261 404 lbs none OK m Trib Width: 11.375 11.375 11.375 11.375 A2 0 lbs ami Sheath#sides: 1 1 1 1 A3 0 lbs o Plate Height: 9 9 9 9 M A4 0 lbs 9 Floor Depth: 2 1 1 1 B 0 lbs Wind or Seismic: seismic seismic seismic seismic C 0 lbs OSB or Gypsum: osb osb osb osb D #VALUE! Use: yes yes yes yes Force Tran 261 994 lbs none OK co h Above Open: 1 1 1 1 A2 0 lbs c h Below Open: 1.5 1.5 1.5 1.5 A3 0 lbs i� Total Wall Length: 17.67 17.67 17.67 17.67 N A4 0 lbs CD Strap for Fmax: CS16 CS16 CS16 CS16 B 0 lbs o Fmax: 293 lbs 578 lbs 769 lbs 862 lbs C 0 lbs check: OK OK OK OK D #VALUE! shear: 111 plf 219 plf 291 plf 326 plf Force Tran 261 1797 lbs HTT4 OK FRT adjustment: 1 1 1 1 A2 0 lbs Shear adj for aspect ratio: 111 plf 219 plf 291 plf 326 plf A3 0 lbs 4 use 7/16"panel w/8d @ 6" A4 0 lbs co o 3 use 7/16"panel w/8d @ 6" B 0 lbs m 2 use 7/16"panel w/8d @ 4" C 0 lbs .o 1 use 7/16"panel w/8d @ 4" D #VALUE! O Al 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height A2 0 lbs wall segments per NDS 4.3.3.4 Exception 1 A3 0 lbs A4 0 lbs B 0 lbs C 0 lbs D 0 lbs ID 1110 41111 • 41) • 39 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com No,,►AA4I Enayat _► Schneider Smith r 1 Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 6.1a Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 13 13 13 13 A 110 13781bs CS16 OK B 13 13 13 13 B 110 13781bs CS16 OK co s C C Olbs °c' D v D 0 lbs E E Olbs F F Olbs G G 0 lbs Lateral(plf): 206 201 134 66 A 321 3422 lbs CMSTC16 OK co Q Trib Width: 21.9 21.9 21.9 21.9 B 321 3422 lbs CMSTC16 OK Q Sheath#sides: 1 1 1 1 C 0 lbs Q. Plate Height: 8 8 8 8 co D 0 lbs a Floor Depth: 2 1 1 1 E 0 lbs Wind or Seismic: seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb osb osb osb G 0 lbs Use: no no no no A 321 6482 lbs CMST14 OK L. h Above Open: B 321 6482 lbs CMST14 OK c h Below Open: C 0 lbs m ITotal Wall Length: N D 0 lbs 0 Strap for Fmax: E 0 lbs L. Fmax: F 0 lbs check: G 0 lbs shear: 174 plf 343 plf 456 plf 511 plf A 321 10043 lbs HDU14 OK FRT adjustment: 1 1 1 1 B 321 10043 lbs HDU14 OK Shear adj for aspect ratio: 174 plf 343 plf 456 plf 511 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs an S 3 use 7/16"panel w/8d @ 4" E 0 lbs m 2 use 7/16"panel w/8d @ 2" F 0 lbs 1 use 7/16"panel w/8d @ 2" G 0 lbs A O lbs 'Shear distribution is based on the proportional shear capacities of individual full height 8 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs G 0 lbs 40 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com Enayat b.- Schneider Al" Smith T I Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 6.2 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 28.5 28.5 28.5 28.5 A 110 492 lbs none OK B B O lbs to C C Olbs °c' D v D 0 lbs —°'.l E E 0 lbs F F Olbs G G 0 lbs Lateral(plf): 206 201 134 66 A 372 111 lbs none OK Trib Width: 17.625 17.625 17.625 17.625 B 0 lbs ami Sheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 8 8 8 8 co D 0 lbs a Floor Depth: 2 1 1 1 E 0 lbs Wind or Seismic: seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb osb osb osb G 0 lbs Use: no no no no A 372 477 lbs none OK L._ h Above Open: B 0 lbs c h Below Open: C 0 lbs Total Wall Length: N D 0 lbs o Strap for Fmax: E 0 lbs L. oFF 0 lbs u inax check: G 0 lbs shear: 127 plf 252 plf 335 plf 375 plf A 372 1210 lbs HTT4 OK FRT adjustment: 1 1 1 1 B 0 lbs Shear adj for aspect ratio: 127 plf 252 plf 335 plf 375 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs to o 3 use 7/16"panel w/8d @ 4" E 0 lbs co 2 use 7/16"panel w/8d @ 4" F 0 lbs 1 use 7/16"panel w/8d @ 3" G 0 lbs 0) A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height 8 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs G 0 lbs 0 Ill III 410 • • 41 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com Enayat Schneider .' Smith y i Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 6.3 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 1 Dead Load: uplift: Holdown check: 111'l A 23.58 23.58 23.58 I 23.58 A 110 838 lbs none OK B B 0lbs N -o ' C C 0 lbs °c' D v D 0 lbs E E Olbs F F Olbs G G 0 lbs Lateral(plf): 206 201 134 66 A 211 2237 lbs (2)-CS16 OK co cy Trib Width: 17 17 17 17 B 0 lbs -c-11 Sheath#sides: 1 1 1 1 C 0 lbs aPlate Height: 8 8 8 8 co D 0 lbs Floor Depth: 2 1 1 1 E 0 lbs Wind or Seismic: seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb osb osb osb G 0 lbs Use: no no no no A 211 4506 lbs CMSTC16 OK co h Above Open: B 0 lbs c h Below Open: C 0 lbs co Total Wall Length: N D 0 lbs Strap for Finax: E 0 lbs oFF 0 lbs u inax check: I G 0 lbs shear: 149 plf 293 plf 390 plf 438 plf A 211 7203 lbs HDU11 OK FRT adjustment: 1 1 1 1 B 0 lbs Shear adj for aspect ratio: 149 plf 293 plf 390 plf 438 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs o 3 use 7/16"panel w/8d @ 4" E 0 lbs m 2 use 7/16"panel w/8d @ 3" F 0 lbs co 1 use 7/16"panel w/8d @ 3" G 0 lbs A O lbs *Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs G 0 lbs 42 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com s`®`® Enayat Schneider '' Smith T 1 Engineering, Inc. SEISMIC Shear Wall: (seismic) Grid 6.4 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 _ 2 1 Dead Load: uplift: Holdown check: A 28.5 28.5 28.5 28.5 A 110 781 lbs none OK B B O lbs -c C C Olbs °c D �t D 0lbs —°'i E E 0 lbs F F Olbs G G O lbs Lateral(plf): 206 201 134 66 A 370 929 lbs none OK a i Trib Width: 21.625 21.625 21.625 21.625 B 0 lbs o Sheath#sides: 1 1 1 1 C 0 lbs Q. Plate Height: 8 8 8 8 rn D 0 lbs a Floor Depth: 2 1 1 1 E 0 lbs Wind or Seismic: seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb osb osb osb G 0 lbs Use: no no no no A 370 1992 lbs (2)-CS16 OK a h Above Open: B 0 lbs c h Below Open: C 0 lbs I— Total Wall Length: (., D 0 lbs o Strap for Finax E 0 lbs o oFinax F 0 lbs check: G 0 lbs shear: 156 plf 309 plf 410 plf 461 plf A 370 3506 lbs HTT4 OK FRT adjustment: 1 1 1 1 8 0 lbs Shear adj for aspect ratio: 156 plf 309 plf 410 plf 461 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs o 3 use 7/16"panel w/8d @ 4" E 0 lbs m 2 use 7/16"panel w/8d @ 3" F 0 lbs o 1 use 7/16"panel w/8d @ 2" G 0 lbs A O lbs *Shear distribution is based on the proportional shear capacities of individual full height 8 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs G O lbs • 0 III • • • 43 3141 Walnut Street,Suite 203A • Denver,Colorado 80205•720.904.1234• essdenver.com `►.AIs_ Enayat to-- Schneider ' Smith yIt Engineering, Inc. SEISMIC Shear Wall: (seismic) Grid 6.6 Shear Calcs:ASD Level Uplift Caics: Full Total Standard Holddown System 4 _ 3 _ 2 1 _ Dead Load: uplift: Holdown check: A 28.5 28.5 28.5 28.5 A 110 584 lbs none OK B B O lbs to C C Olbs o D v D 0lbs E E Olbs ZF F Olbs G G 0 lbs Lateral(plf): 206 201 134 66 A 351 517 lbs none OK m Trib Width: 18.9 18.9 18.9 18.9 B 0 lbs o Sheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 8 8 8 8 co D 0 lbs a_ Floor Depth: 2 1 1 1 E 0 lbs S Wind or Seismic: seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb osb osb osb _ G 0 lbs Use: no no no no A 351 1250 lbs CS16 OK tb h Above Open: B 0 lbs c h Below Open: C 0 lbs o Total Wall Length: N D 0 lbs o Strap for Finax: E 0 lbs ti Finax F 0 lbs _ check: G 0 lbs shear: 137 plf 270 plf 359 plf 403 plf A 351 2376 lbs HTT4 OK FRT adjustment: 1 1 1 1 B 0 lbs Shear adj for aspect ratio: 137 plf 270 plf 359 plf 403 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs tzo o 3 use 7/16"panel w/8d @ 4" E 0 lbs m 2 use 7/16"panel w/8d @ 3" F 0 lbs o 1 use 7/16"panel w/8d @ 3" G 0 lbs op _ A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs G 0 lbs 44 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234•essdenver.com Enayat w•• Schneider , Smith yr Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 6.7 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 28.5 28.5 28.5 28.5 A 110 952 lbs none OK B B O lbs co C C Olbs ° D •r D 0lbs E E Olbs F F Olbs G G 0 lbs Lateral(plf): 206 201 134 66 A 372 1392 lbs CS16 OK aai Trib Width: 24 24 24 24 B 0 lbs a) Sheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 8 8 8 8 M D 0 lbs Q.: Floor Depth: 2 1 1 1 E 0 lbs Wind or Seismic: seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb osb osb osb G 0 lbs Use: no no no no A 372 2846 lbs (2)-CS16 OK a`, h Above Open: B 0 lbs 0 h Below Open: C 0 lbs as Total Wall Length: N D 0 lbs im Strap for Fmax: E 0 lbs ti Fmax: F 0 lbs check: G 0 lbs shear: 173 plf 343 plf 456 plf 511 plf A 372 4801 lbs HDU5 OK FRT adjustment: 1 1 1 1 8 0 lbs Shear adj for aspect ratio: 173 plf 343 plf 456 plf 511 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs S 3 use 7/16"panel w/8d @ 4" E 0 lbs CO 2 use 7/16"panel w/8d @ 2" F 0 lbs o 1 use 7/16"panel w/8d @ 2" G 0 lbs A O lbs *Shear distribution is based on the proportional shear capacities of individual full height 8 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs G 0 lbs • 1111 III • . • 45 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com �iwA � Enayat Schneider ' Smith ]'1 Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 6.9 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System _ 4 3 2 1 Dead Load: uplift: Holdown check: A 28.5 28.5 28.5 28.5 A 110 772 lbs none OK B B Olbs co C C Olbs m D a D 0lbs —I E E Olbs F F Olbs G G 0 lbs Lateral(plf): 206 201 134 66 A 372 890 lbs none OK co 0 Trib Width: 21.5 21.5 21.5 21.5 B 0 lbs 0Sheath#sides: 1 1 1 1 C 0 lbs o.E Plate Height: 8 8 8 8 r, D 0 lbs Floor Depth: 2 1 1 1 E 0 lbs Wind or Seismic: seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb osb osb osb G 0 lbs Use: no no no no A 372 1917 lbs (2)-CS16 OK a) h Above Open: B Olbs c h Below Open: C 0 lbs 1` Total Wall Length: N D 0 lbs 0 Strap for Fmax: E 0 lbs L. uFmax: F 0 lbs check: G 0 lbs shear: 155 plf 307 plf 408 plf 458 plf A 372 3393 lbs HTT4 OK FRT adjustment: 1 1 1 1 B 0 lbs Shear adj for aspect ratio: 155 plf 307 plf 408 plf 458 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs a 3 use 7/16"panel w/8d @ 4" E 0 lbs 0 2 use 7/16"panel w/8d @ 3" F 0 lbs -a 1 use 7/16"panel w/8d @ 2" G 0 lbs A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E O lbs F O lbs G 0 lbs 46 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com 10 bA4® Enayat Schneider Smith y®e Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 6.10 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 28.5 28.5 28.5 28.5 A 110 157 lbs none OK B B Olbs co C C Olbs c D v D 0lbs --I E E Olbs F F Olbs G G 0lbs Lateral(plf): 206 201 134 66 A 372 -817 lbs none OK o Trib Width: 13 13 13 13 B 0 lbs -c--- o.) Sheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 8 8 8 8 co D 0 lbs 0 Floor Depth: 2 1 1 1 E 0 lbs iro— Wind or Seismic: seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb osb osb osb G 0 lbs Use: no no no no A 372 -1242 lbs none OK cu h Above Open: B 0 lbs h Below Open: C 0 lbs co Total Wall Length: N D 0 lbs c.) Strap for Fmax: E 0 lbs Finax; F 0 lbs check: G 0 lbs shear: 94 plf 186 plf 247 plf 277 plf A 372 -1395 lbs none OK FRT adjustment: 1 1 1 1 B 0 lbs Shear adj for aspect ratio: 94 plf 186 plf 247 plf 277 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" x- D 0 lbs z 3 use 7/16"panel w/8d @ 6" E 0 lbs co 2 use 7/16"panel w/8d @ 4" F 0 lbs -zc 1 use 7/16"panel w/8d @ 4" G 0 lbs O A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs G 0 lbs III 4110 0 0 • • 47 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234- essdenver.com *►A4I Enayat Schneider '''''- Smith `Smith y 1 Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 6.11 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 28.5 28.5 28.5 28.5 A 110 962 lbs none OK B B Olbs C C Olbs m D v D Olbs '.1 E E Olbs F F Olbs G G 0 lbs Lateral(plf): 206 201 134 66 A 372 1417 lbs CS16 OK o Trib Width: 24.126 24.126 24.126 24.1 B 0 lbs cSheath#sides: 1 1 1 1 C 0 lbs 2 Plate Height: 8 8 8 8 M D 0 lbs Floor Depth: 2 1 1 1 E 0 lbs Wind or Seismic: seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb osb osb osb G 0 lbs Use: no no no no A 372 2893 lbs (2)-CS16 OK h Above Open: B 0 lbs c h Below Open: C 0 lbs co Im Total Wall Length: a D 0 lbs o Strap for Finax: E 0 lbs L. ti Fmax: F 0 lbs check: G 0 lbs shear: 174 plf 345 plf 458 plf 514 plf A 372 4872 lbs HDU5 OK FRT adjustment: 1 1 1 1 8 0 lbs Shear adj for aspect ratio: 174 plf 345 plf 458 plf 514 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs co E 3 use 7/16"panel w/8d @ 4" E 0 lbs w co 2 use 7/16"panel w/8d @ 2" F 0 lbs co -o 1 use 7/16"panel w/8d @ 2" G 0 lbs A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E O lbs F O lbs G 0 lbs 48 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com NO.A• , Enayat ► Schneider ' Smith '1 a Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 6.13 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 28.5 28.5 28.5 28.5 A 110 826 lbs none OK B B Olbs -o C C Olbs tn D d- D 0lbs E E Olbs F F Olbs G G 0 lbs Lateral(plf): 206 201 134 66 A 372 1040 lbs CS16 OK m Trib Width: 22.25 22.25 22.25 22.25 B 0 lbs co Sheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 8 8 8 8 M D 0 lbs a Floor Depth: 2 1 1 1 E 0 lbs Wind or Seismic: seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb osb osb osb G 0 lbs Use: no no no no A 372 2196 lbs (2)-CS16 OK L.. h Above Open: B 0 lbs c h Below Open: C 0 lbs co Total Wall Length: N D 0 lbs co Strap for Finax: E 0 lbs Finax F 0 lbs check: G 0 lbs shear: 161 plf 318 plf 422 plf 474 plf A 372 3815 lbs HTT4 OK FRT adjustment: 1 1 1 1 B 0 lbs Shear adj for aspect ratio: 161 plf 318 plf 422 plf 474 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs co o 3 use 7/16"panel w/8d @ 4" E 0 lbs m 2 use 7/16"panel w/8d @ 3" F 0 lbs -o 1 use 7/16"panel w/8d @ 2" G 0 lbs rn A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs G 0 lbs III III III • • • 49 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com •10,..A A r Enayat ► Schneider ''' Smith rt 1 Schneider . 4k.' Inc. SEISMIC Shear Wall:(seismic) Grid 6.13a Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 12.58 12.58 12.58 12.58 A 110 13741bs CS16 OK B B O lbs -.c C C Olbs m D v D Olbs —I E E Olbs F F Olbs G G 0 lbs Lateral(plf): 206 201 134 66 A 321 3424 lbs CMSTC16 OK o a) Trib Width: 10.5 10.5 10.5 10.5 B 0 lbs QSheath#sides: 1 1 1 1 C 0 lbs p Plate Height: 8 8 8 8 01 D 0 lbs tin. Floor Depth: 2 1 1 1 E 0 lbs Wind or Seismic: seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb osb osb osb G 0 lbs Use: no no no no A 321 6480 lbs CMST14 OK Q, h Above Open: B 0 lbs c h Below Open: C 0 lbs co 1.2 Total Wall Length: c,l D 0 lbs a) Strap for Finax: E 0 lbs uFmax: F 0 lbs check: G 0 lbs shear: 172 plf 340 plf 452 plf 507 plf A 321 10032 lbs HDU14 OK FRT adjustment: 1 1 1 1 8 0 lbs Shear adj for aspect ratio: 172 plf 340 plf 452 plf 507 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs S 3 use 7/16"panel w/8d @ 4" E 0 lbs m2 use 7/16"panel w/8d @ 2" F 0 lbs 1 use 7/16"panel w/8d @ 2" G 0 lbs A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height 8 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E O lbs F O lbs G 0 lbs 50 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com Enayat ► Schneider ' Smith V144' Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 6.13b Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 13.25 13.25 13.25 13.25 A 110 13791bs CS16 OK B 6.25 6.25 6.25 6.25 B 110 1572 lbs CS16 OK ,c C C Olbs °c' D v D 0 lbs —°'i E E 0 lbs F F Olbs G G 0 lbs Lateral(plf): 206 201 134 66 A 321 3418 lbs CMSTC16 OK m Trib Width: 16.5 16.5 16.5 16.5 B 321 4170 lbs CMSTC16 OK ami Sheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 8 8 8 8 co D 0 lbs a Floor Depth: 2 1 1 1 E 0 lbs Wind or Seismic: seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb osb osb osb G 0 lbs Use: no no no no A 321 6476 lbs CMST14 OK L.. h Above Open: B 321 7790 lbs CMST12 OK = h Below Open: C 0 lbs F.`- Total Wall Length: N D 0 lbs a) Strap for F.: E 0 lbs ti Finax: F 0 lbs check: G 0 lbs shear: 174 plf 344 plf 458 plf 514 plf A 321 10037 lbs HDU14 OK FRT adjustment: 1 1 1 1 B 321 11912 lbs HDU14 OK Shear adj for aspect ratio: 174 plf 344 plf 458 plf 514 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs c 3 use 7/16"panel w/8d @ 4" E 0 lbs m 2 use 7/16"panel w/8d @ 2" F 0 lbs 1 use 7/16"panel w/8d @ 2" G 0 lbs 0) A Olbs 'Shear distribution is based on the proportional shear capacities of individual full height 8 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs G 0 lbs • 4110 1110 • • 0 51 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com SEISMIC Enayat r.- Schneider : Smith Shear Wall:(soistniti Grid 6,14 Rhear Dales:ASI] Le'ael Uplift Cafes: Full Total uplift Standard Hoiddaavn System I 4 3 2 1 Dead Load: Holdawn check: Al 4 4 4 4 Force Tran 110 176 lbs none OK co A2 6.58 6.58 6.58 6.58 A2 0 lbs t A3 A3 Olbs us o A4 v A4 Olbs —.1 8 B Olbs C C Olbs D 10.58 10.58 10.58 10.58 D #VALUE! Lateral(plf): 206 201 134 66 Force Tran 261 200 lbs none OK co m Tub Width: 11.335 11.335 11.335 11.335 A2 0 lbs o, Sheath#sides: 1 1 1 1 A3 0 lbs p Plate Height: 8 8 8 8 M A4 0 lbs Floor Depth: 2 1 1 1 8 0 lbs Wind or Seismic: seismic seismic seismic seismic C 0 lbs OSB or Gypsum: osb osb osb osb D #VALUE! Use: yes yes yes yes Force Tran 261 611 lbs none OK L. h Above Open: 1 1 1 1 A2 0 lbs c h Below Open: 1.5 1.5 1.5 1.5 A3 0 lbs ca Total Wall Length: 17.67 17.67 17.67 17.67 N A4 0 lbs o Strap for Fmax: CS16 CS16 CS16 CS16 8 0 lbs L. O Fmax: 257 lbs 508 lbs 676 lbs 758 lbs C 0 lbs check: OK OK OK OK D #VALUE! shear: 110 plf 218 plf 290 plf 325 plf Force Tran 261 1212 lbs HTT4 OK FRT adjustment: 1 1 1 1 A2 0 lbs Shear adj for aspect ratio: 110 plf 218 plf 290 plf 325 plf A3 0 lbs 4 use 7/16"panel w/8d @ 6" A4 0 lbs to S 3 use 7/16"panel w/8d @ 6" B 0 lbs m 2 use 7/16"panel w/8d @ 4" C 0 lbs 1 use 7/16"panel w/8d @ 4" D #VALUE! Al O lbs *Shear distribution is based on the proportional shear capacities of individual full height A2 0 lbs wall segments per NDS 4.3.3.4 Exception 1 A3 0 lbs A4 0 lbs B 0 lbs C 0 lbs D 0 lbs 52 NDS 2012 SHEAR WALL CONNECTIONS Select Wood Species: Douglas Fir G = .50 V 0 Select Governing Load: Seismic V Select Seismic Design Category: D V 10d Toe Nail Capacity = 157 Pounds (From NDS Table 11N w/applicable factors) 16d Capacity = 226 Pounds (From NDS Table 11N w/applicable factors) Select Simpson Clip: 1 LTP4 V 670 Pounds (From Simpson catalog w/ 133/160 increase) Select Bolt Diameter: 3/4 V 2032 Pounds (From NDS Table 11E w/applicable factors) Shear Wall Shear Spacing of 10d Spacing of Spacing of Spacing of Type Value Toe Nails A35 16d Anchor Bolts 1 - 8d @ 6" in PLY 240 N/A 33.5 11.3 101.6 2 - 8d @ 4" in PLY 350 N/A 23.0 7.7 69.7 3 - 8d @ 3" in PLY 450 N/A 17.9 6.0 54.2 4 - 8d@2" in PLY 585 N/A 13.7 4.6 41.7III 5 - 8d@4" in PLY two sides 629 N/A 12.8 4.3 38.8 6 - 8d @ 3" in OSB two sides N/A #DIV/0! #DIV/0! #DIV/0! 7 - 8d © 2" in OSB two sides N/A #DIV/0! #DIV/0! #DIV/0! 8 - 6d @ 7" in gyp N/A #DIV/0! #DIV/0! #DIV/0! 9 -6d @ 4" in gyp N/A #DIV/0! #DIV/0! #DIV/0! THIS SPREADSHEET PERFORMS A DESIGN OF CONNECTOR SPACING FOR LIGHT FRAMED CONSTRUCTION SHEARWALLS. THIS SPREADSHEET MAY BE ONLY USED FOR WOOD STRUCTURAL PANELS AND CONFORMS TO THE REQUIREMENTS SET FORTH IN THE IBC. THE CAPACITIES OF 110 CONNECTORS ARE BASED ON THE 2012 NDS AND LATEST SIMPSON WOOD CONSTRUCTION CONNECTOR CATALOG. i • • 53 SHEARWALL SCHEDULE Blkg. Connection to Top Dbl. Blocking Mark Sheathing Description Nail Size Nail Spacing Plate of Shear Wall Sill Plate Attachment at all Simpson Panel Edges Field A35 Clips Toe Nails Upper Floor 1st Floor Edges 7/16" PLY= 240 plf 8d 6" 12" 32" oc 10d @ 6" oc 16d @ 6" oc 3/4" @ 48" oc Yes V 7/16" PLY = 350 plf 8d 4" 12" 18" oc 10d @ 6" oc 16d @ 6" oc 3/4" © 48" oc Yes 0 7/16" PLY = 450 plf 8d 3" 8" 16" oc 10d @ 6" oc 16d @ 4" oc 3/4" @ 48" oc Yes V. 7/16" PLY= 585 plf 8d 2" 8" 12" oc 10d @ 6" oc 16d @ 3" oc 3/4" @ 36" oc Yes 5 7/16" PLY = 629 plf(both sides of wall) 8d 4" 12" 12" oc 10d @ 6" oc 16d © 4" oc 3/4" @ 36" oc Yes Reduce the values for Structural 1 plywood by 1 - (.5 - .43) = .93 for OSB over Hem Fir studs per Table 4.3A NDS SDPWS Shears are permitted to be increased to values for 15/32" sheathing with the same nailing. Per SDPWS 4.3.3.2.2 (exception), capacity of OSB and gyp can be added (100 plf for 5d at 7" and unblocked) 54 3141 Walnut Street,Suite 203A • Denver,Colorado 80205•720.904.1234• essdenver.com •Enayat ► Schneider A" Smith II Engineering, Inc. Wood Diaphram Deflection NDS 2015 - SECTION 4.2.2 Project: Fields Apartment Building 6-Roof, Perpendicular to Short Direction Project# 17154 Engineer: C.Thomson CHORD SPLICE REQUIREMENTS WITH 10d NAILS AND(2)2x6'S z%= 811.0 plf uniform SERVICE level shear load at diaphram Chord species&grade DF#2(G=0.5) v E= 1,600,000.00 psi diaphragm chords(top plates)NDS Supplement table 4A L= 29.00 ft length of diaphram between shear walls for simple span or cantilever length W= 250.50 ft depth of diaphram x= 6.00 ft average chord splice length(typically 8'to 16') Mx= 341,026 ft-lbs maximum SERVICE moment at shear wall support for cantilever T=C= 1361 lbs moment couple at each joint(axial force) n= 12 number of 10d needed on each side of splice USE(12)10d MIN DIAPHRAGM DEFLECTION FROM STRENGTH LEVEL FORCES =5 L3/(8EAW)+0.25" "L/(1000Ga)+ (x,`.c)/(2W) [NDS SDPWS 4.2.2.] Diaphragm deflected shape Cantilever v will effect first term of equation 110 Load factor= 1.43 factor to convert service forces to strength forces(1.43 for seismic, 1.67 for wind) A= 8.25 in2 area of chord(only use one top plate,2nd plate is the splice plate) Ga= 12.00 k/in diaphragm shear stiffness NDS SDPWS table 4.2A,4.2B,4.2C struct 1,4-ply, 15/32 10d diameter= 0.148 in used to determine nail slip modulus(NDS 10.3.6) Nail slip modulus(10d)= 10,249 lbs/in/nail =180,000 D1'5(NDS 10.3.6) c= 0.032 in diaphragm chord splice slip(NDS SDPWS table C4.2.2D),equation uses a minimum of(12)10d nails chord deformation= 0.080 in first term of equation 4.2.2 MULTIPLIED BY 15 FOR CANTILEVER CONDITION shear, panel shear,nail slip= 0.70 in second term of equation 4.2.2 chord splice slip= 0.0038 in third term of equation 4.2.2(accounts for both tension&compression chord) TOTAL CANTILEVER DEFL= 0.78 inches • 55 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com �►A4� • - Enayat ► Schneider ; Smith y, Engineering, Inc. Wood Diaphram Deflection NDS 2015 - SECTION 4.2.2 Project: Fields Apartment Building 6-Level 4 Perpendicular to Short Direction Project# 17154 Engineer: C.Thomson CHORD SPLICE REQUIREMENTS WITH 10d NAILS AND(2)2x6'S 77= 793.0 plf uniform SERVICE level shear load at diaphram Chord species&grade DF#2(G=0.5) v E= 1,600,000.00 psi diaphragm chords(top plates)NDS Supplement table 4A L= 29.00 ft length of diaphram between shear walls for simple span or cantilever length W= 250.50 ft depth of diaphram x= 10.00 ft average chord splice length(typically 8'to 16') Mx= 333,457 ft-lbs maximum SERVICE moment at shear wall support for cantilever T=C= 1331 lbs moment couple at each joint(axial force) n= 11 number of 10d needed on each side of splice USE(12)10d MIN DIAPHRAGM DEFLECTION FROM STRENGTH LEVEL FORCES ,_\=5 ,L3/(8EAW)+0.25*'..*L/(1000Ga)+ (x'c)/(2W) [NDS SDPWS 4.2.2.] 0 Diaphragm deflected shape Cantilever vwill effect first term of equation Load factor= 1.43 factor to convert service forces to strength forces(1.43 for seismic, 1.67 for wind) A= 8.25 in2 area of chord(only use one top plate,2nd plate is the splice plate) Ga= 12.00 k/in diaphragm shear stiffness NDS SDPWS table 4.2A,4.2B,4.2C struct 1,4 ply,3/4 thi 10d diameter= 0.148 in used to determine nail slip modulus(NDS 10.3.6) Nail slip modulus(10d)= 10,249 lbs/in/nail =180,000 D1 5(NDS 10.3.6) 0.031 in diaphragm chord splice slip(NDS SDPWS table C4.2.2D),equation uses a minimum of(12)10d nails chord deformation= 0.078 in first term of equation 4.2.2 MULTIPLIED BY 15 FOR CANTILEVER CONDITION shear,panel shear, nail slip= 0.69 in second term of equation 4.2.2 chord splice slip= 0.0037 in third term of equation 4.2.2(accounts for both tension&compression chord) TOTAL CANTILEVER DEFL= 0.77 inches 4110 56 3141 Walnut Sl eet,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com Enayat 1111 Schneider Smith V 1 Engineering, Inc. Wood Diaphram Deflection NDS 2015 - SECTION 4.2.2 Project Fields Apartment Building 6-Level 3 Perpendicular to Short Direction Project# 17154 Engineer: C.Thomson CHORD SPLICE REQUIREMENTS WITH 10d NAILS AND(2)2x6'S = 529.0 plf uniform SERVICE level shear load at diaphram Chord species&grade DF#2(G=0.5) v E= 1,600,000.00 psi diaphragm chords(top plates)NDS Supplement table 4A L= 29.00 ft length of diaphram between shear walls for simple span or cantilever length W= 250.50 ft depth of diaphram x= 10.00 ft average chord splice length(typically 8'to 16') Mx= 222,445 ft-lbs maximum SERVICE moment at shear wall support for cantilever T=C= 888 lbs moment couple at each joint(axial force) n= 8 number of 10d needed on each side of splice USE(12)10d MIN DIAPHRAGM DEFLECTION FROM STRENGTH LEVEL FORCES =5' L3/(8EAW)+0.25* *L/(1000Ga)+; (x`,a)/(2W) [NDS SDPWS 4.2.2.] Diaphragm deflected shape Cantilever v will effect first term of equation • Load factor= 1.43 factor to convert service forces to strength forces(1.43 for seismic, 1.67 for wind) A= 8.25 in2 area of chord(only use one top plate,2nd plate is the splice plate) Ga= 10.20 k/in diaphragm shear stiffness NDS SDPWS table 4.2A,4.2B,4.2C 4 ply 10d diameter= 0.148 in used to determine nail slip modulus(NDS 10.3.6) Nail slip modulus(10d)= 10,249 lbs/in/nail =180,000 D1•5(NDS 10.3.6) 0.021 in diaphragm chord splice slip(NDS SDPWS table C4.2.2D),equation uses a minimum of(12)10d nails chord deformation= 0.052 in first term of equation 4.2.2 MULTIPLIED BY 15 FOR CANTILEVER CONDITION shear,panel shear, nail slip= 0.54 in second term of equation 4.2.2 chord splice slip= 0.0025 in third term of equation 4.2.2(accounts for both tension&compression chord) TOTAL CANTILEVER DEFL= 0.59 inches 57 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com 0 Enayat tr.- Schneider Schneider Smith y Engineering, Inc. Wood Diaphram Deflection NDS 2015 - SECTION 4.2.2 Project: Fields Apartment Building 6-Level 2 Perpendicular to Short Direction Project# 17154 Engineer: C.Thomson CHORD SPLICE REQUIREMENTS WITH 10d NAILS AND(2)2x6'S v= 259.0 plf uniform SERVICE level shear load at diaphram Chord species&grade DF#2(G=0.5) v E= 1,600,000.00 psi diaphragm chords(top plates)NDS Supplement table 4A L= 29.00 ft length of diaphram between shear walls for simple span or cantilever length W= 250.50 ft depth of diaphram x= 10.00 ft average chord splice length(typically 8'to 16') M.= 108,910 ft-lbs maximum SERVICE moment at shear wall support for cantilever T=C= 435 lbs moment couple at each joint(axial force) n= 4 number of 10d needed on each side of splice USE(12)10d MIN DIAPHRAGM DEFLECTION FROM STRENGTH LEVEL FORCES A=5vL3/(8EAW)+0.25*j*L/(1000Ga)+i(xAc)/(2W) [NDS SDPWS 4.2.2.] • Diaphragm deflected shape I Cantilever • will effect first term of equation Load factor= 1.43 factor to convert service forces to strength forces(1.43 for seismic, 1.67 for wind) A= 8.25 in2 area of chord(only use one top plate,2nd plate is the splice plate) Ga= 10.20 k/in diaphragm shear stiffness NDS SDPWS table 4.2A,4.2B,4.2C 4 ply 10d diameter= 0.148 in used to determine nail slip modulus(NDS 10.3.6) Nail slip modulus(10d)= 10,249 lbs/in/nail =180,000 D1.5(NDS 10.3.6) 1c= 0.010 in diaphragm chord splice slip(NDS SDPWS table C4.2.2D),equation uses a minimum of(12)10d nails 6 chord deformation= 0.026 in first term of equation 4.2.2 MUL—°LIED BY 15 FOR CANTILEVER CONDITION 6 shear,panel shear,nail slip= 0.26 in second term of equation 4.2.2 ,' chord splice slip= 0.0012 in third term of equation 4.2.2(accounts for both tension&compression chord) TOTAL CANTILEVER DEFL= 0.29 inches 0 58 3141 Walnut Street,Suite 203A • Denver,Colorado 80205 •720.904.1234• essdenver.com Enayat a1►- III Schneider Smith r Engineering, Inc. Project: 17154 Fields Multifamily Bldg 4 C.Thomson E 1600000 psi A 16.5 in2 Ga, nails @ 6" 11 *Ga based on 7/16" PLY Ga, nails @ 4" 14 *Ga based on 7/16" PLY Ga, nails @ 3" 17 *Ga based on 7/16" PLY Ga, nails @ 2" 21 *Ga based on 7/16" PLY Roof Level Average Corridor Shear Wall Deflections based on 3-Term NDS Shear Wall Deflection Equation 'Jsing shear wall nail spacing=6"or Shear Wall ID v(plf) b(ft) h(ft) Term 1(in.) Term 2(in.) Term 3(in.) Total Deflection(in.) A 239 24.33 9 0.003 0.279 0.066 0.349 B 239 20.00 9 0.004 0.279 0.080 0.363 D 239 20.00 9 0.004 0.279 0.080 0.363 F 239 19.25 9 0.004 0.279 0.083 0.367 G 239 24.33 9 0.003 0.279 0.066 0.349 III H 239 24.33 9 0.003 0.279 0.066 0.349 I 239 19.50 9 0.004 0.279 0.082 0.366 K 239 20.00 9 0.004 0.279 0.080 0.363 M 239 19.50 9 0.004 0.279 0.082 0.366 N 239 24.33 9 0.003 0.279 0.066 0.349 Average Shear Wall Deflection: 0.358 2x Shear Wall Defl (to compare with diaphragm deflection) 0.72 Diaphragm Defl(from other spreadsheet) 0.78 Diaphragm is rigid 59 3141 Walnut Street,Suite 203A • Denver,Colorado 80205 •720.904.1234• essdenver.com VI, A41, 411 Enayat ►- Schneider '' Smith Y Engineering, Inc. Level 4 Average Corridor Shear Wall Deflections based on 3-Term NDS Shear Wall Deflection Equation Using shear wall nail spacing=3"oc Shear Wall ID v(plf) b(ft) h(ft) Term 1(in.) Term 2(in.) Term 3(in.) Total Deflection(in.) A 404 24.33 9 0.005 0.306 0.066 0.377 B 404 20.00 9 0.006 0.306 0.080 0.392 D 404 20.00 9 0.006 0.306 0.080 0.392 E 404 18.00 9 0.007 0.306 0.089 0.402 F 404 19.25 9 0.007 0.306 0.083 0.396 G 404 24.33 9 0.005 0.306 0.066 0.377 H 405 24.33 9 0.005 0.306 0.066 0.378 I 405 19.50 9 0.007 0.306 0.082 0.395 K 405 20.00 9 0.006 0.306 0.080 0.393 L 405 18.00 9 0.007 0.306 0.089 0.403 M 405 19.50 9 0.007 0.306 0.082 0.395 N 405 24.33 9 0.005 0.306 0.066 0.378 Average Shear Wall Deflection: 0.390 2x Shear Wall Defl (to compare with diaphragm deflection) 0.78 • Diaphragm Defl (from other spreadsheet) 0.77 Diaphragm is rigid 60 3141 Walnut Street,Suite 203A • Denver,Colorado 80205 •720.904.1234• essdenver.com Enayat • Schneider Smith Engineering, Inc. Level 3 Average Corridor Shear Wall Deflections based on 3-Term NDS Shear Wall Deflection Equation Using shear wall nail spacing=2"or Shear Wall ID v(plf) b(ft) h(ft) Term 1(in.) Term 2(in.) Term 3(in.) Total Deflection(in.) A 471 24.33 9 0.006 0.288 0.066 0.361 B 471 20.00 9 0.007 0.288 0.080 0.376 C 471 18.00 9 0.008 0.288 0.089 0.386 D 471 20.00 9 0.007 0.288 0.080 0.376 E 471 18.00 9 0.008 0.288 0.089 0.386 F 471 19.25 9 0.008 0.288 0.083 0.380 G 471 24.33 9 0.006 0.288 0.066 0.361 H 471 24.33 9 0.006 0.288 0.066 0.361 I 471 19.50 9 0.008 0.288 0.082 0.378 J 471 18.00 9 0.008 0.288 0.089 0.386 K 471 20.00 9 0.007 0.288 0.080 0.376 L 471 18.00 9 0.008 0.288 0.089 0.386 M 471 19.50 9 0.008 0.288 0.082 0.378 N 471 24.33 9 0.006 0.288 0.066 0.361 Average Shear Wall Deflection: 0.375 2x Shear Wall Defl (to compare with diaphragm deflection) 0.75 III Diaphragm Defl (from other spreadsheet) 0.59 Diaphragm is rigid. S 61 3141 Walnut Street,Suite 203A • Denver,Colorado 80205 •720.904.1234• essdenver.com II . Enayat ► Schneider ; Smith 1 Engineering, Inc. Level 2 Average Corridor Shear Wall Deflections based on 3-Term NDS Shear Wall Deflection Equation sing shear wall nail spacing=2"oc,HDU14 holdown Shear Wall ID v(plf) b(ft) h (ft) Term 1(in.) Term 2(in.) Term 3(in.) Total Deflection(in.) A 528 24.33 9 0.007 0.323 0.094 0.424 B 528 20.00 9 0.008 0.323 0.114 0.445 C 528 18.00 9 0.009 0.323 0.126 0.459 D 528 20.00 9 0.008 0.323 0.114 0.445 E 528 18.00 9 0.009 0.323 0.126 0.459 F 528 19.25 9 0.009 0.323 0.118 0.450 G 528 24.33 9 0.007 0.323 0.094 0.424 H 529 24.33 9 0.007 0.324 0.094 0.424 I 529 19.50 9 0.009 0.324 0.117 0.449 J 529 18.00 9 0.009 0.324 0.126 0.460 K 529 20.00 9 0.008 0.324 0.114 0.446 L 529 18.00 9 0.009 0.324 0.126 0.460 M 529 19.50 9 0.009 0.324 0.117 0.449 N 529 24.33 9 0.007 0.324 0.094 0.424 Average Shear Wall Deflection: 0.444 • 2x Shear Wall Defl (to compare with diaphragm deflection) 0.89 Diaphragm Defl (from other spreadsheet) 0.29 Shear wall defl>diaphragm,diaphragm rigid. • 61a PROJECTA 3141 Walnut Street,Suite 203A I 1 el— Denver,Colorado 00205 PROJECT S BY Enayat Schneider 17201 9041234 Smith yl DATE PAGE Engineering , Inc. 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Ptekv eqlovoc,fickAd post 2.‘d OkikA()V\-)64.W.Pr ee‘kr`,,le 19110 Oa. 0 iSkA, Vtovi 0,,t1 btA300,, teW4qsstko \Lls 0,-at;.it,Q-01.0v.- 00,NT tV-1(.3 •'.1.) „, al tato vot,koki v.ItA01 - H.Li LI Ito Lk,'14,1) Lqivoi'A eAD7. 0 eD -• .0Von • 0 /2) wwtv getrAmytot tbNiA7„ 1(1)Q1 .t, UKbegirvch womA msvo,cptiettekAitti- te4911 ECK E BY: NJ OW pup wvv,p lq()os cto DATE' " _ 63 PROJECT Pie.1ctA ' our{ A a 3141 Walnut Street,Suite 2O3A Enayat ► Doer,Colorado 00205 PROJECT II �7i c -i or ex Schneider E1201 904-1234 • Smith r -6111--1, 2 O Ve PAGE Engineering, Inc. RLYiL*l CAVA Cmr\cr.. Hca = "12-(1° (1.601AC.P O.r.(n.) 241 ciz 10' k4!'0"'24 01 o Hcstcte N A' rme..0 t - (0,74-(171 vQ-cM 16— 22.s-.ozu 2 fte6.c1 Ackert. 6k,rt� $fi t/..(.I. pc. 0A.tn) -$.1. r l r V > 11tH K 1 (o r2O HMA.. t o • 0 Ct Vc<1 covi cArk.k....... .2kt '- 2-Ski( ectr 0.4)) ° ..: Z. LP'ti4y(p(0«,42-t0u Nu tnal : 1.14 b21) m (ca�9`4 6 sv«:iroA, okra. 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(00, v\AA',Ark afe 4kAaAir &tire 17k( V.t..1.1 = 11444 30,10/Z- ' ' CPC/A t2(•74 (\)t,-÷\A0) 0 tt tat , p.tt 0211.1 g tt t4ei • Vs- 0 cf‘ty - tx4E)(i z\10) B tlo ) tt,a6 0 • 0 CHECKED DATE: THE FIELDS APARTMENTS ESS NO.: 17154 S Roof Framing Design • 0 0 • 65 6. 1 6.2 6.3 6.4 6. 1.616.7 6.816. .�• . 14 <RH3> <RB3> <RB3> <RB <R > RH1 <RB3> cc ^ <RH1> I <RH2> !`N _.. n— <RH1> ^ n...i <RHi> <RH1> 1.. .3 n <RHi> <RH1> n • f < -.^- _ <RH2>RH3 aRH1> n v v x <RH2> <'RH2> I = RH2> <RH2> = RH2>.• 2 RH2><RH2> i _ > L. ^ 1 S RH2> <RH2 <RH2> <RH2> E n V 1 IP GT • -. li G i t `/ ' 1 RBS> v ,• • ¢ <GT IIIIIIIII I - <.->� I i GT GT III GT GT - IIII(,„ GT>_,GT C'T> < 1T>� ><GT> GT..,> �I 1 GT a Witpp ,� 1 !111111! ! �... 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V„. —L-------z-v- -1/40-‘",‘ IA u1/4 al i,Qt.'.-* •1--i.p-,-C'- (4Diz):- 2,G e4- ,v I 2..y. , vv_v_, 4 cik 2. o .z - 'n ,,3- H ' — .... tiLl ';--S/-fiiye-4.(2tizi'.) ' 'A 0 1/47 4 (2.410 a k ft ._, 0 - . .I il g. ,- 6" (42,yq bF *2 o -baleq. V- ----\"A)2--`4(.0, —kV&VN", lIOL L 110 k ________----- (t) -kvi-c Lf •;--- _.., Q-)A0 (-WV: i. 11(--- ----- --- NW) g,i(0 A-4llt-5 (Apt ----'7 ( Z *e (Ann, . ( ),01 0 R. g- sc o" fx.d. pkyl 7' (fIle"‘k4-- - --*--m-S) -- - 4N2 .. -i ox rt..e I' (vv-Nz-L- \ ((;) = wl f-i,.v.•4..-- ;,t 4 V-:,... 0 --OH,,i 1---. P(0 6)(4?- 4- A ezL7--1-1 V ' L-,, (k) P -tx:11"/1 C2V- Ak , DiemOk r-/kin :T. 324-y:t., : CHECKED BY: `'\-\ —'CIV1 r LIAR:Vr— `— F141,,e), e-r-77-1„ ,:„...i---, 7- 1k -1-----)-'2-Y.:L\f-Co BATE: "..- . , 67 ESE DENVER PROJECT Re-16k Lltkj " Enayat Schneider,Engineering,Inc. PROJECT ql 1-1 BY • SSEOMAIIAri- 3141 Walnut Sheet Denver,Colorado 80205 SSI DALLAS [1201 004•1234 ESE DENVER Y RAI \1c1)(2-0 PAGE ESS PORTLAND — V-6.0cki & rA,D iq,S1 12)Ad = Anlo 1tk 01'1 ki,not kr\ n , ° (CY-A 2 I'D ti -1-cv 751 4'0 I 4-1,G4 4Z,v7)0( rpct— 9,3g ic - (2) 'Ls(....ç4 1-11--NtASt41k) tiLeq-t-4 1?„6L-1 10c6't " Rirvi (,24,4., 2 `2 flOS1 RkAC 217-4 r (t"o' PiN-Srk C%‘t_tw,f cceAn ?,Amc) (3)24-12, 6E12- f2-6,3o c).( 1 41 V-. ("Z ) 7-N (J9 KA (St (e' (2)"14,0 6/11,(-40_3i "tv-44,5_ @ Yvatov- o cw\ 44f(0 4 11. :1- 451 h (25 rA0 4 2 Ors-f)(e'r,T4,,> )( .`12) Lo s'se 6w) Or 5i4J00/1 ?r.51 (2 V„26prd-4 20-0c;:()(2-151442-) I 2S;(A) (10W-AINe\ tk-iok 1Z221(s pcf.cf. Loi.; 5i36",0 CT 25r,G elt),:).- o-c) .- 6,-1 0- 6.,,,6,01 5,SS' e, • 0 •k-`,T\rA: -kk 1 I t (") riv '7,-7-= Or '2,14--( CHECKED BY: DATE: 68 ESE SE SE PROJECT T1 de)kn ReGvetv•AMIN:r8 A41 [mat Schneider,Engineering,Inc. BY (-TTL-i Alk SSE OMAHA 16.-- 3141 Walnut Wel Denver,Colotado 80205 PROJECT 11-16 SSI DALLAS [720]904-1234 11, ESEDENVER 1BATE 1-1242-0 PAGE ESS PORTLAND vl Kei-1 VA3 .cicvr,c) 5pcftsclioiver4f- ::; Ovor\AN/A 'ZYD'Ae A0Jskvb,c.*- ( o, 4;) ---rtrfo1/4.0 (.,,iyuf (Oce4 t lovYk.o. -EL) 6PtAw‘', 4(2 c+t)r,841 (44) p co,No..e tOnt•N 12-) 1--1 kc- exew"el kayTr- (l24.;; ) o k,fo tovla -tete-4' 1.-k 2-CV-((et eck ViVe Lto ti\ 6/1 kw,,cfv- (a0b "EN .0,..r\o.\gtr (cLIJ'-1 - 4112-)( 2-LC-tz 0:4 tArtt-e\c‘ 7;cprer 6".1-3,( ta, 1:64)e- cs5.I 1A,4-14- ‘2 Z CCM BY: BATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 69 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 44P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.# KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH1 L=7'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-PrIl 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade :MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Completely Unbraced D(0.29)S(0.3625) X P P P P X 2-1.75x7.25 ;!) Span=7.0 ft F 410 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=14.50 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.537: 1 Maximum Shear Stress Ratio = 0.347 : 1 Section used for this span 2-1.75x7.25 Section used for this span 2-1.75x7.25 fb:Actual = 1,581.88 psi fv:Actual = 113.61 psi FB:Allowable = 2,943.88 psi Fv:Allowable = 327.75p si Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.500ft Location of maximum on span = 6.412ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.093 in Ratio= 900>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.170 in Ratio= 494>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.310 2.310 Overall MINimum 1.269 1.269 +D+H 1.041 1.041 +D+L+H 1.041 1.041 +D+Lr+H 1.041 1.041 • +p+g+H 2.310 2.310 +D+0.750Lr+0.750L+H 1.041 1.041 +D+0.750L+0.7505+H 1.992 1.992 +D+0.60W+H 1.041 1.041 +D+0.70E+H 1.041 1.041 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 70 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1244P Wood B@1111 ENERCALC, (Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ecf ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH1 L=7'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 1.041 1.041 +D+0.750L+0.750S+0.450W+H 1.992 1.992 +D+0.750L+0.750S+0.5250E+H 1.992 1.992 +0.60D+0.60W+0.60H 0.625 0.625 +0.60D+0.70E+0.60H 0.625 0.625 D Only 1.041 1.041 Lr Only L Only S Only 1.269 1.269 W Only E Only H Only • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 71 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018 12 44P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH1 L=7'0"with GT CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0pcf Beam Bracing : Completely Unbraced D(0.72)S(0.89) D(0.29)S(0.3625) b b v b b x 2-1.75x7.25 04;bn Span=7.Oft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=14.50 ft Point Load: D=0.720, S=0.890 k @ 3.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.912 1 Maximum Shear Stress Ratio = 0.492 : 1 Section used for this span 2-1.75x7.25 Section used for this span 2-1.75x7.25 fb:Actual = 2,684.57 psi N:Actual = 161.20 psi FB:Allowable = 2,943.88 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.500ft Location of maximum on span = 6.412 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.146 in Ratio= 576>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.264 in Ratio= 317>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.115 3.115 Overall MINimum 1.714 1.714 +D+H 1.401 1.401 • +D+L+H 1.401 1.401 +D+Lr+H 1.401 1.401 +D+S+H 3.115 3.115 +D+0.750Lr+0.750L+H 1.401 1.401 +D+0.750L+0.7505+H 2.686 2.686 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 72 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12.44PM Wood Beam ts12017117154(Fields Apartments-Otak)Icalculations\General Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH1 L=7'0"with GT Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.60W+H 1.401 1.401 +D+0.70E+H 1.401 1.401 +D+0.750Lr+0.750L+0.450W+H 1.401 1.401 +D+0.750L+0.750S+0.450W+H 2.686 2.686 +D+0.750L+0.750S+0.5250E+H 2.686 2.686 +0.60D+0.60W+0.60H 0.841 0.841 +0.60D+0.70E+0.60H 0.841 0.841 D Only 1.401 1.401 Lr Only L Only S Only 1.714 1.714 W Only E Only H Only • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 73 3141 Walnut St.Suite 203A Project Descr: Printed.22 MAR2018.11 44AM Wood Beam ENERCALC, (Fields Apartments-Otak)1CalculationslGeneral Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH2 L=5'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 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 : Completely Unbraced D(0.3366)S(0.42075) a a a a a r 2-2x8 Span=5.0 ft 410 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=16.830 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.884 1 Maximum Shear Stress Ratio = 0.482 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 1,087.37 psi fv:Actual = 99.74 psi FB:Allowable = 1,229.40 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H 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 0.039 in Ratio= 1536>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.071 in Ratio= 848>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.905 1.905 Overall MINimum 1.052 1.052 +D+H 0.853 0.853 +D+L+H 0.853 0.853 +D+Lr+H 0.853 0.853 0 +D+S+H 1.905 1.905 +D+0.750Lr+0.750L+H 0.853 0.853 +D+0.750L+0.750S+H 1.642 1.642 +D+0.60W+H 0.853 0.853 +D+0.70E+H 0.853 0.853 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 74 3141 Walnut St.Suite 203A Project Descr: Printed 22 MAR 2018 11 44AM ts12017117154(Fields Apartments-Otak)lcalculationsI General Apartments Design\Apartments Framing Design.ecE Wood Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH2 L=5'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.853 0.853 +D+0.750L+0.7505+0.450W+H 1.642 1.642 +D+0.750L+0.750S+0.5250E+H 1.642 1.642 +0.60D+0.60W+0.60H 0.512 0.512 +0.60D+0.70E+0.60H 0.512 0.512 D Only 0.853 0.853 Lr Only L Only S Only 1.052 1.052 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 75 3141 Walnut St.Suite 203A Project Desch Printed.21 MAR 2018.1244PM 40Wood Beam ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments DesignlApartments Framing Design.ecf ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH1 L=7'0"with GT CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties _ Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2600 psi Ebend-xx 1900 ksi Fc-PrIl 2510 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750 psi Wood Grade :MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42 pcf Beam Bracing : Completely Unbraced D(0.72)S(0.89) b a D(0.29)S(0.3625) b b X . x 01Z, 2-1.75x7.25 ,1;1,, Span=7.0 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=14.50 ft Point Load: D=0.720, S=0.890 k @ 0.250 ft,(GT) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.564: 1 Maximum Shear Stress Ratio = 0.357 : 1 Section used for this span 2-1.75x7.25 Section used for this span 2-1.75x7.25 fb:Actual = 1,661.61 psi fv:Actual = 117.01 psi FB:Allowable = 2,943.88 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.423ft Location of maximum on span = 6.412 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.099 in Ratio= 849>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.180 in Ratio= 466>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.862 2.367 Overall MINimum 2.127 1.301 +D+H 1.735 1.067 0 +D+L+H 1.735 1.067 +D+Lr+H 1.735 1.067 +D+S+H 3.862 2.367 +D+0.750Lr+0.750L+H 1.735 1.067 +D+0.750L+0.750S+H 3.330 2.042 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 76 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018.12.44PM Wood Beam ENERCALC, (Fields Apartments-Otak)\Calculations\General Apartments DesignlApartmc€ ents Framing Design.e ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH1 L=7'0"with GT Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.60W+H -- 1.735 1.067 +D+0.70E+H 1.735 1.067 +D+0.750Lr+0.750L+0.450W+H 1.735 1.067 +D+0.750L+0.7505+0.450W+H 3.330 2.042 +D+0.750L+0.750S+0.5250E+H 3.330 2.042 +0.60D+0.60W+0.60H 1.041 0.640 +0.60D+0.70E+0.60H 1.041 0.640 D Only 1.735 1.067 Lr Only L Only S Only 2.127 1.301 W Only E Only H Only 411 • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 77 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 12 44P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design'Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH3 L=2'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 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 Ft 575 psi Density 31.2 pcf Beam Bracing : Completely Unbraced D(0.29)S(0.3625) a c a P a X x 2, 2-2x6 ;., Span=2.50 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=14.50 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.303 1 Maximum Shear Stress Ratio = 0.229 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 406.66 psi fv:Actual = 47.34 psi FB:Allowable = 1,340.24 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.250ft 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 0.005 in Ratio= 6230>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.009 in Ratio= 3442>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.820 0.820 Overall MINimum 0.453 0.453 +D+H 0.367 0.367 +D+L+H 0.367 0.367 +D+Lr+H 0.367 0.367 • +D+S+H 0.820 0.820 +D+0.750Lr+0.750L+H 0.367 0.367 +D+0.750L+0.750S+H 0.707 0.707 +D+0.60W+H 0.367 0.367 +D+0.70E+H 0.367 0.367 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 78 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 44PM WOOL) Beam ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lie.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH3 L=26" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.367 0.367 +D+0.750L+0.7505+0.450W+H 0.707 0.707 +D+0.750L+0.7505+0.5250E+H 0.707 0.707 +0.60D+0.60W+0.60H 0.220 0.220 +0.60D+0.70E+0.60H 0.220 0.220 D Only 0.367 0.367 Lr Only L Only S Only 0.453 0.453 W Only E Only H Only • 110 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 79 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.12.45PM OINood Beam ts12017117154(Fields Apartments-Otak)IcalculationslGeneral Apartments DesignlApartments Framing Design.ec€ ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lc.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH4 L.7'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 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 : Completely Unbraced X b D(0.04))S(0.05) b a X a 2-2x8 MI;`1 Span=7.0 ft F . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.216 1 Maximum Shear Stress Ratio = 0.092 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 264.88 psi fv:Actual = 19.02 psi FB:Allowable = 1,224.25 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.500ft Location of maximum on span = 6.412ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio= 4712>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.034 in Ratio= 2487>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.331 0.331 Overall MINimum 0.175 0,175 +D+H 0.156 0.156 +D+L+H 0.156 0.156 +D+Lr+H 0.156 0.156 0 +D+S+H 0.331 0.331 +D+0.750Lr+0.750L+H 0.156 0.156 +D+0.750L+0.7505+H 0.288 0.288 +D+0.60W+H 0.156 0.156 +D+0.70E+H 0.156 0.156 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 80 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018..1245P Wood Beans ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec€ ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH4 L.T0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.156 0.156 +D+0.750L+0.7505+0.450W+H 0.288 0.288 +D+0.750L+0.7505+0.5250E+H 0.288 0.288 +0.60D+0.60W+0.60H 0.094 0.094 +0.60D+0.70E+0.60H 0.094 0.094 D Only 0.156 0.156 Lr Only L Only S Only 0.175 0.175 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 81 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.12 45P Wood B@alll ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH5 1=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 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 Ft 575 psi Density 31.2 pcf Beam Bracing : Completely Unbraced D(0.04)S(0.05) a a o a Ak 2-2x6 Span=3.0 ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.062 1 Maximum Shear Stress Ratio = 0.043 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 83.52 psi fv:Actual = 8.94 psi FB:Allowable = 1,339.10 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.500ft 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 0.001 in Ratio= 26138>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.003 in Ratio= 13966>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.140 0.140 Overall MINimum 0.075 0.075 +D+H 0.065 0.065 +D+L+H 0.065 0.065 +D+Lr+H 0.065 0.065 40 +D+S+H 0.140 0.140 +D+0.750Lr+0.750L+H 0.065 0.065 +D+0.750L+0.7505+H 0.122 0.122 +D+0.60W+H 0.065 0.065 +D+0.70E+H 0.065 0.065 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 82 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 45P Wood Beamts12017\17154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ecf ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.# KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH5 1=3'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.065 0.065 +D+0.750L+0.7505+0.450W+H 0.122 0.122 +D+0.750L+0.750S+0.5250E+H 0.122 0.122 +0.60D+0.60W+0.60H 0.039 0.039 +0.60D+0.70E+0.60H 0.039 0.039 D Only 0.065 0.065 Lr Only L Only S Only 0.075 0.075 W Only E Only H Only • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 83 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 12 45P Wood Beam ts12017117154(Fields Apartments-Otak(\calculations\General Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH6 L=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-PrIl 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 31.2 pcf Beam Bracing : Completely Unbraced 0(0.35)S(0.4375) X b b b b X Y< (4,1 2-2x6 Span=3.0ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=17.50 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.527: 1 Maximum Shear Stress Ratio = 0.365 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 706.08 psi fv:Actual = 75.59 psi FB :Allowable = 1,339.10 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.500ft 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 0.012 in Ratio= 2987>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.022 in Ratio= 1652>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.187 1.187 Overall MINimum 0.656 0.656 +D+H 0.530 0.530 +D+L+H 0.530 0.530 +D+Lr+H 0.530 0.530 0 +D+S+H 1.187 1.187 +D+0.750Lr+0.750L+H 0.530 0.530 +D+0.750L+0.750S+H 1.023 1.023 +D+0.60W+H 0.530 0.530 +D+0.70E+H 0.530 0.530 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 84 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018.12:45PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH6 L=3'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.530 0.530 +D+0.750L+0.750S+0.450W+H 1.023 1.023 +D+0.750L+0.750S+0.5250E+H 1.023 1.023 +0.60D+0.60W+0.60H 0.318 0.318 +0.60D+0.70E+0.60H 0.318 0.318 D Only 0.530 0.530 Lr Only L Only S Only 0.656 0.656 W Only E Only H Only • S Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 85 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018-12 45P Wood Beam ts12017117154(Fields Apartments-Otak)lcalculations\General Apartments DesignlApartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RB1 L=8'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2600 psi Ebend-xx 1900 ksi Fc-PM 2510 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42 pcf Beam Bracing : Completely Unbraced D(0.35)S(0.4375) b 8 0 8 x x 2-1.75x24 L Span=8.50 ft . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=17.50 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.116: 1 Maximum Shear Stress Ratio = 0.100 : 1 Section used for this span 2-1.75x24 Section used for this span 2-1.75x24 fb:Actual = 261.91 psi fv:Actual = 32.84 psi FB :Allowable = 2,260.41 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H 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 Max Downward Transient Deflection 0.007 in Ratio= 15118>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.013 in Ratio= 8145>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.451 3.451 Overall MINimum 1.859 1.859 +D+H 1.592 1.592 +D+L+H 1.592 1.592 +D+Lr+H 1.592 1.592 0 +D+S+H 3.451 3.451 +D+0.750Lr+0.750L+H 1.592 1.592 +D+0.750L+0.750S+H 2.986 2.986 +D+0.60W+H 1.592 1.592 +D+0.70E+H 1.592 1.592 Enayat Schneider Smith Project Title: Fields Apartments Engineering, Inc. Engineer: C.Thomson Project ID: 17154 86 3141 Walnut St.Suite 203A Project Descr: Printed-21 MAR 2018,12:45PM Wood Beam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RB1 L=8'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 1.592 1.592 +D+0.750L+0.750S+0.450W+H 2.986 2.986 +D+0.750L+0.750S+0.5250E+H 2.986 2.986 +0.60D+0.60W+0.60H 0.955 0.955 +0.60D+0.70E+0.60H 0.955 0.955 D Only 1.592 1.592 Lr Only L Only S Only 1.859 1.859 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 87 3141 Walnut St.Suite 203A Project Descr: ts12017117154(Fields Apartments-Otak)ICalculationsI General Apartments Design1Apartment s Framing MAR 20ie.12 n.ecM Printed 0-11—Vood Beam ants DesigecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RB2 L=6'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 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 bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.1266)S(0.15825) a C o b b x x e1;11 2x12 00;k, IIISpan=6.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=6.330 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.489 1 Maximum Shear Stress Ratio = 0.258 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 492.38 psi fv:Actual = 53.35 psi FB:Allowable = 1,007.12 psi Fv:Allowable = 207.00p si Load Combination +D+S+H Load Combination +D+S+H 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 Max Downward Transient Deflection 0.016 in Ratio= 4417>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.030 in Ratio= 2422>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.866 0.866 Overall MINimum 0.475 0.475 • +D+H 0.391 0.391 +D+L+H 0.391 0.391 +D+Lr+H 0.391 0.391 +D+S+H 0.866 0.866 +D+0.750Lr+0.750L+H 0.391 0.391 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 88 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 1245P WOOL, Beam ENERCALC, (Fields Apartments-Otak)\Calculations\General Apartments DesignlApartments Framing Design.ed ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RB2 L.6'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+H 0.747 0.747 +D+0.60W+H 0.391 0.391 +D+0.70E+H 0.391 0.391 +D+0.750Lr+0.750L+0.450W+H 0.391 0.391 +D+0.750L+0.750S+0.450W+H 0.747 0.747 +D+0.750L+0.750S+0.5250E+H 0.747 0.747 +0.60D+0.60W+0.60H 0.234 0.234 +0.60D+0.70E+0.60H 0.234 0.234 D Only 0.391 0.391 Lr Only L Only S Only 0.475 0.475 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 89 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.12.45PM Wood Beam ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments DesignlApartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RB3 L=21'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-Pill 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade :MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.09)S(0.1125) P P P b P X 3-1.75x11.25 14;`i Span =21.Oft 111/ F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=4.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.44Q 1 Maximum Shear Stress Ratio = 0.163 : 1 Section used for this span 3-1.75x11.25 Section used for this span 3-1.75x11.25 fb:Actual = 1,312.50 psi fv:Actual = 53.46 psi FB:Allowable = 2,981.87 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 10.500ft 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 0.418 in Ratio= 602>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.817 in Ratio= 308>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.307 2.307 Overall MINimum 1.181 1.181 0 +D+H 1.126 1.126 +D+L+H 1.126 1.126 +D+Lr+H 1.126 1.126 +D+S+H 2.307 2.307 +D+0.750Lr+0.750L+H 1.126 1.126 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 90 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.1245P Wood Beam ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments DesignlApartments Framing Design.ecf ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RB3 L=21'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 2.012 2.012 +D+0.60W+H 1.126 1.126 +D+0.70E+H 1.126 1.126 +D+0.750Lr+0.750L+0.450W+H 1.126 1.126 +D+0.750L+0.7505+0.450W+H 2.012 2.012 +D+0.750L+0.750S+0.5250E+H 2.012 2.012 +0.60D+0.60W+0.60H 0.676 0.676 +0.60D+0.70E+0.60H 0.676 0.676 D Only 1.126 1.126 Lr Only L Only SOnly 1.181 1.181 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering, Inc. Engineer: C.Thomson Project ID: 17154 91 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.1245PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RB4 L=10'9" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-Pill 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 31.2 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.09)S(0.1125) b d * b d l 2-2x12 • Span= 10.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=4.50 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.558: 1 Maximum Shear Stress Ratio = 0.201 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 574.73 psi fv:Actual = 41.71 psi FB:Allowable = 1,029.82 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.375ft Location of maximum on span = 9.848 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.060 in Ratio= 2160>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.111 in Ratio= 1158>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.128 1.128 Overall MINimum 0.605 0.605 • +D+H 0.523 0.523 +D+L+H 0.523 0.523 +D+Lr+H 0.523 0.523 +D+S+H 1.128 1.128 +D+0.750Lr+0.750L+H 0.523 0.523 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 92 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12 45P WOOCI Beam ENERCALC, (Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06089534 Licensee: Enayat Schneider Engineering Inc Description: RB4 L=10'9" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 0.977 0.977 +D+0.60W+H 0.523 0.523 +D+0.70E+H 0.523 0.523 +D+0.750Lr+0.750L+0.450W+H 0.523 0.523 +D+0.750L+0.750S+0.450W+H 0.977 0.977 +D+0.750L+0.750S+0.5250E+H 0.977 0.977 +0.60D+0.60W+0.60H 0.314 0.314 +0.60D+0.70E+0.60H 0.314 0.314 D Only 0.523 0.523 Lr Only L Only S Only 0.605 0.605 W Only E Only H Only • 410 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 93 3141 Walnut St.Suite 203A Project Descr: Printed'.21 MAR 2018,12 45P Wood Be 1 t11 ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ecf ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RB5 l=8'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-Pill 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 31.2 pcf Beam Bracing : Completely Unbraced D(1.2)S(1.2) x x AllihN 3-2x12 3-2x12 Span=5.0 ft Span=3.0 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 2 Point Load: D=1.20, S=1.20k@3.Oft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.884 1 Maximum Shear Stress Ratio = 0.344 : 1 Section used for this span 3-2x12 Section used for this span 3-2x12 fb:Actual = 910.22 psi fv:Actual = 71.11 psi FB:Allowable = 1,029.18 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.000ft Location of maximum on span = 5.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.058 in Ratio= 1236>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.116 in Ratio= 618>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -1.440 3.840 Overall MINimum -0.720 1.920 +D+H -0.720 1.920 +D+L+H -0.720 1.920 +D+Lr+H -0.720 1.920 • +D+S+H -1.440 3.840 +D+0.750Lr+0.750L+H -0.720 1.920 +D+0.750L+0.750S+H -1.260 3.360 +D+0.60W+H -0.720 1.920 +D+0.70E+H -0.720 1.920 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 94 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 1245P Wood Bean1 ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RB5 18'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750Lr+0.750L+0.450W+H -0.720 1.920 +D+0.750L+0.750S+0.450W+H -1.260 3.360 +D+0.750L+0.750S+0.5250E+H -1.260 3.360 +0.60D+0.60W+0.60H -0.432 1.152 +0.60D+0.70E+0.60H -0.432 1.152 D Only -0.720 1.920 Lr Only L Only S Only -0.720 1.920 W Only E Only H Only 11111 • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 95 3141 Walnut St.Suite 203A Project Descr: Printed 2'MAR 2018 1245PM Wood Beam ENERCALC, (Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: High Roof Joists CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 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 D(0.04)S(0.05) 8 8 8 8 8 1 1,1) 2x12 Span= 12.670 ft III Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.689 1 Maximum Shear Stress Ratio = 0.218 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 712.75 psi fv:Actual = 45.04 psi FB:Allowable = 1,035.00 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.335ft Location of maximum on span = 11.745ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.102 in Ratio= 1484>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.192 in Ratio= 792>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.593 0.593 Overall MINimum 0.317 0.317 +D+H 0.277 0.277 +D+L+H 0.277 0.277 +D+Lr+H 0.277 0.277 S +D+S+H 0.593 0.593 +D+0.750Lr+0.750L+H 0.277 0.277 +D+0.750L+0.7505+H 0.514 0.514 +D+0.60W+H 0.277 0.277 +D+0.70E+H 0.277 0.277 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 96 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,1245P Wood Beam ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments DesignlApartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: High Roof Joists Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.277 0.277 +D+0.750L+0.750S+0.450W+H 0.514 0.514 +D+0.750L+0.7505+0.5250E+H 0.514 0.514 +0.60D+0.60W+0.60H 0.166 0.166 +0.60D+0.70E+0.60H 0.166 0.166 D Only 0.277 0.277 Lr Only L Only S Only 0.317 0.317 W Only E Only H Only 41) • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 97 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018 12 General Beam Analysis ts\2017117154(Fields Apartments-otak)\calculations\General Apartments DesignlApartments Framing Design.ecE Y ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Long Span GT L=28.5' General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 28.50 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4 D(0.78)S(0.975) } D(0.04)S(0.05) X b ____ -_ _._ _ 8 -_.._..__- 8 ""____ a X Span=28.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=2.0 ft Point Load: D=0.780, S=0.9750 k @ 5.330 ft DESIGN SUMMARY Maximum Bending = 14.413 k-ft Maximum Shear= 2.709 k Load Combination +D+S+H Load Combination +D+S+H 0 Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 10.545 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.411 in 833 Max Upward Transient Deflection 0.007 in 51013 Max Downward Total Deflection 0.739 in 462 Max Upward Total Deflection 0.003 in 106277 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 28.50 fl 1 14.41 14.41 2.71 +D+H Dsgn.L= 28.50 fl 1 6.41 6.41 1.20 +D+L+H Dsgn.L= 28.50 fl 1 6.41 6.41 1.20 +D+Lr+H Dsgn.L= 28.50 fl 1 6.41 6.41 1.20 +D+S+H Dsgn.L= 28.50 fl 1 14.41 14.41 2.71 +D+0.750Lr+0.750L+H Dsgn.L= 28.50 ft 1 6.41 6.41 1.20 +D+0.750L+0.7505+H Dsgn.L= 28.50 ft 1 12.41 12.41 2.33 +D+0.60W+H Dsgn.L= 28.50 ft 1 6.41 6.41 1.20 +D+0.70E+H Dsgn.L= 28.50 fl 1 6.41 6.41 1.20 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 28.50 ft 1 6.41 6.41 1.20 +D+0.750L+0.750S+0.450W+H Dsgn.L= 28.50 ft 1 12.41 12.41 2.33 D+0.750L+0.7505+0.5250E+H Dsgn.L= 28.50 fi 1 12.41 12.41 2.33 +0.60D+0.60W+0.60H Dsgn.L= 28.50 ft 1 3.84 3.84 0.72 +0.60D+0.70E+0.60H Dsgn.L= 28.50 ft 1 3.84 3.84 0.72 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 98 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.12 45P General Beam Analysis ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ec€ ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Long Span GT L=28.5' Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.7389 13.680 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.709 1.611 Overall MINimum 0.722 0.430 +D+H 1.204 0.716 +D+L+H 1.204 0.716 +D+Lr+H 1.204 0.716 +D+S+H 2.709 1.611 +D+0.750Lr+0.750L+H 1.204 0.716 +D+0.750L+0.750S+H 2.333 1.387 +D+0.60W+H 1.204 0.716 +D+0.70E+H 1.204 0.716 +D+0.750Lr+0.750L+0.450W+H 1.204 0.716 +D+0.750L+0.750S+0.450W+H 2.333 1.387 +D+0.750L+0.7505+0.5250E+H 2.333 1.387 +0.60D+0.60W+0.60H 0.722 0.430 +0.60D+0.70E+0.60H 0.722 0.430 D Only 1.204 0.716 Lr Only L Only S Only 1.505 0.895 W Only E Only • H Only Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 99 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1252P Steel Beam ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments DesignlApartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Elevator Hoist Beam CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2015 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 L(7.5) W10x12 j Span= 10.50 f TTIT� Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s)for Span Number 1 Point Load: L=7.50 k @ 5.250 ft • DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.636: 1 Maximum Shear Stress Ratio = 0.102 : 1 Section used for this span W10x12 Section used for this span W10x12 Ma:Applied 19.854 k-ft Va:Applied 3.813 k Mn/Omega:Allowable 31.207 k-ft Vn/Omega:Allowable 37.506 k 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 Maximum Deflection Max Downward Transient Deflection 0.201 in Ratio= 626>=360 Max Upward Transient Deflection 0.201 in Ratio= 626 >=360 Max Downward Total Deflection 0.203 in Ratio= 620 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.813 3.813 Overall MINimum 0.038 0.038 +D+H 0.063 0.063 +D+L+H 3.813 3.813 +D+Lr+H 0.063 0.063 +D+S+H 0.063 0.063 +D+0.750Lr+0.750L+H 2.876 2.876 +D+0.750L+0.750S+H 2.876 2.876 +D+0.60W+H 0.063 0.063 +D+0.70E+H 0.063 0.063 +D+0.750Lr+0.750L+0.450W+H 2.876 2.876 +D+0.750L+0.7505+0.450W+H 2.876 2.876 +D+0.750L+0.7505+0.5250E+H 2.876 2.876 • +0.600+0.60W+0.60H 0.038 0.038 +0.60D+0.70E+0.60H 0.038 0.038 D Only 0.063 0.063 Lr Only L Only 3.750 3.750 S Only W Only E Only H Only THE FIELDS APARTMENTS ESS NO.: 17154 • • Floor Framing Design • 1-1i F 0 R T E JOB SUMMARY REPORT Fields Apartments Joist Design.4te 100 01:Level Member Name Results Current Solution Comments or Joist Span 13'10" Passed 1 Piece(s)11 7/8"TJI®210 @ 24"OC r Joist Span 10'6" Passed 1 Piece(s)11 7/8"TJI®110 @ 24"OC oor Joist Span 14'8" Passed 1 Piece(s)11 7/8"TJI®210 @ 24"OC Floor:Stair Joist Span 8'6" Passed 1 Piece(s)9 1/2"TJI®110 @ 16"OC Floor:Stair Joist Span 76" Passed 1 Piece(s)11 7/8"TJI®110 @ 24"OC • ØrteSoftwareOperator Job Notes 3/15/2018 8:51:16 AM Mike Brimeyer Forte v5.3, Design Engine:V7.0.0.5 liEnayat Schneider Engineering Fields Apartments Joist Design.4te (720)904-1234 0 Page 1 of 6 MEMBER REPORT Level,Floor Joist Span 13'10" PASSED FORTE 1 piece(s) 11 7/8" TM® 210 @ 24" OC 101 Overall Length: 14'5" • + + O 0 13'10" X ,t, All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 924 @ 2 1/2" 1134(2.25") Passed(81%) 1.00 1.0 D+ 1.0 L(All Spans) Member Type:Joist Shear(lbs) 899 @ 3 1/2" 1655 Passed(54%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3185 @ 7'2 1/2" 3795 Passed(84%) 1.00 1.0 D+ 1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.205 @ 7'2 1/2" 0.350 Passed(L/821) -- 1.0 D+ 1.0 L(All Spans) Design Methodology:ASD Total Load Def.(in) 0.333 @ 7'2 1/2" 0.700 Passed(L/505) -- 1.0 D+1.0 L(All Spans) TJ-Pro"Rating 44 40 Passed -- -- • Deflection criteria:LL(L/480)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 14'3"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"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro'"Rating include:None Bearing Loads to Supports(lbs) Supports Total Available Required Dead Liver Total Accessories 1-Stud wall-DF 3.50" 2.25" 1.75" 360 577 937 1 1/4"Rim Board 1111 2-Stud wall-DF 3.50" 2.25" 1.75" 360 577 937 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 14'5" 24" 25.0 40.0 Residential-Living Areas Weyerhaeuser Notes �YY' ( )SUSTAINABLE FORESTRY 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 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 Forte Software Operator Job Notes 3/15/2018 8:51:16 AM III Forte v5.3, Design Engine:V7.0.0.5 ' Mike Brimeyer Enayat Schneider Engineering Fields Apartments Joist Design.4te (720)904-1234 0 Page 2 of 6 .41 F O R T E V MEMBER REPORT Level, Floor Joist Span 10'6" PASSED 1 piece(s) 11 7/8" TM® 110 @ 24" OC 102 Overall Length: 11' 1" III + + o U ARMONESMIWAMMEASMAROMMITIrk 10'6• 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual , Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 707 @ 2 1/2" 1041(2.25") Passed(68%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 683 @ 3 1/2" 1560 Passed(44%) 1.00 1.0 D+ 1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 1849 @ 5'6 1/2" 3160 Passed(59%) 1.00 1.0 D+ 1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.086 @ 5'6 1/2" 0.267 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.140 @ 5'6 1/2" 0.533 Passed(L/914) -- 1.0 D+ 1.0 L(All Spans) TJ-Pro""Rating 53 40 Passed -- -- • Deflection criteria:LL(L/480)and Ti_(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'2"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 10'11"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"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro" Rating include:None Bearing Loads to Supports(lbs) Supports Ss Total Available Required Dead Floor Live Total Accessories Stud wall-SPF 3.50" 2.25" 1.75" 277 443 720 1 1/4"Rim Board Stud wall-SPF 3.50" 2.25" 1.75" 277 443 720 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 11'1" 24" 25.0 40.0 Residential-Living Areas j Weyerhaeuser Notes (Ij)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. �`j1 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 orte Software Operator Job Notes 3/15/2018 8:51:16 AM Mike Brimeyer Forte v5.3. Design Engine:V7.0.0.5 Enayat Schneider Engineering Fields Apartments Joist Design.4te (720)904-1234 0 Page 3 of 6 MEMBER REPORT Level, Floor Joist Span 14'8" PASSED liiF O R T E 1 piece(s) 11 7/8" TJI® 210 @ 24" OC 103 Overall Length: 15'3" I + • o 0 ,_ _ .,,.. -r 14.8" 4. 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual p Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 978 @ 2 1/2" 1134(2.25") Passed(86%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 953 @ 3 1/2" 1655 Passed(58%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3575 @ 7'7 1/2" 3795 Passed(94%) 1.00 1.0 D+ 1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.253 @ 7'7 1/2" 0.371 Passed(L/703) -- 1.0 D+ 1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.411 @ 7'7 1/2" 0.742 Passed(L/433) -- 1.0 D+1.0 L(All Spans) TJ-Pro"""Rating 41 40 Passed -- -- • Deflection criteria:LL(L/480)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 3'8"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 15'1"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 T]-Pro"Rating include:None Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live III 1-Stud wall-OF 3.50" 2.25" 1.75" 381 610 991 1 1/4"Rim Board 2-Stud wall-DF 3.50" 2.25" 1.75" 381 610 991 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 15'3" 24" 25.0 40.0 Residential-Living Areas Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY 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 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 Forte Software Operator Job Notes 3/15/2018 8:51:16 AM • Forte v5.3, Design Engine:V7.0.0.5 Mike Brimeyer Enayat Schneider Engineering Fields Apartments Joist Design.4te ', (720)904-1234 o Page 4 of 6 ''I F 0 R T E MEMBER REPORT Level,Floor:Stair Joist Span 8V" PASSED 1 piece(s) 9 1/2" TDI® 110 @ 16" OC 104 Overall Length:9'1" 4111 + + o 0 4 8'6• 4' 4' 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 740 @ 2 1/2" 1041(2.25") Passed(71%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 708 @ 3 1/2" 1220 Passed(58%) 1.00 1.0 D+ 1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 1565 @ 4'6 1/2" 2500 Passed(63%) 1.00 1.0 D+ 1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.112 @ 4'6 1/2" 0.217 Passed(L/927) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.140 @ 4'6 1/2" 0.433 Passed(L/742) -- 1.0 D+ 1.0 L(All Spans) TJ-Pro"''Rating 61 40 Passed -- -- • Deflection criteria:LL(L/480)and Ti_(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 3'11"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 8'11"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 Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live Stud wall-DF 3.50" 2.25" 1.75" 151 606 757 1 1/4"Rim Board -Stud wall-DF 3.50" 2.25" 1.75" 151 606 757 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 9'1" 16" 25.0 100.0 Residential-Living Areas Weyerhaeuser (if)SUSTAINABLE FORESTRY 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 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 Forte Software Operator Job Notes 3/15/2018 8:51:16 AM Mike Brimeyer Forte v5.3. Design Engine:V7.0.0.5 L.i Enayat Schneider Engineering Fields Apartments Joist Design.4te (720)904-1234 0 Page 5 of 6 MEMBER REPORT Level,Floor:Stair Joist Span 7'6" PASSED FORTE 1 piece(s) 117/8" TN® 110 @ 24" OC 105 Overall Length:8'1" 1111 . . o o 11 X 7 6" X. 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual Q Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 984 @ 2 1/2" 1041(2.25") Passed(95%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 937 @ 3 1/2" 1560 Passed(60%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 1837 @ 4'1/2" 3160 Passed(58%) 1.00 1.0 D+ 1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.070 @ 4'1/2" 0.192 Passed(L/999+) -- 1.0 D+ 1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.088 @ 4'1/2" 0.383 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) T.1-Pro''Rating 62 40 Passed -- -- • Deflection criteria:LL(L/480)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'2"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 7 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 Loads to Supports(lbs) SUppOrtS Total Available Required Dead Floor Total Accessories Liv 1-Stud wall-DF 3.50" 2.25" 2.03" 202 808 1010 1 1/4"Rim Board III 2-Stud wall-DF 3.50" 2.25" 2.03" 202 808 1010 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 8'1" 24" 25.0 100.0 Residential-Living Areas Weyerhaeuser Notes f SUSTAINABLE FORESTRY 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 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. 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PROJECIN 1 -4-1 .1 BY Cr • SS[OMAHA 70— SSI DALLAS ESEDENVER V1 . 3141 Vialnul&reel Denver,Colorado 80205 (1201 904-1234 DE 2- r_ 4 2 t_1_LS:7 2 X PAGE ESSPORILAND Ejlc \A eoivt. . 40c-viN.11.6 CI, 6° e4^-v\lhitivi.......,61 ! ‘1..: - cjiL irep4k4f, Y 2, 146, i (..2' OK..it tr.Catiir S4) * _ 1 0,--I z-- i_o.2_ci +9._kr v-i--9z; -t (.514.z. w.0„0....Let---$(t)Tfto..eostuoi Q. d rct vl *2,7 I /6 V--(3g,1-1%' y — --- - .‘k ---vvi 7 0:77 t\A '1.- -7-4', 0‘# (0 k')c.>5•t- . 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Engineer: C.Thomson Project ID: 17154116 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 45P Wood Beam ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FH1 L=7'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900 psi Ebend-xx 1600ksi Fc-PrIl 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 : Completely Unbraced b b D(0.05)0L(0.08) 0 b x 2-2x6 ra Span=7.0 ft F illApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.560 1 Maximum Shear Stress Ratio = 0.207 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 649.11 psi fv:Actual = 37.23 psi FB:Allowable = 1,159.18psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.566 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.065 in Ratio= 1285>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.109 in Ratio= 770>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.468 0.468 Overall MINimum 0.280 0.280 +D+H 0.188 0.188 +D+L+H 0.468 0.468 +D+Lr+H 0.188 0.188 0 +D+S+H 0.188 0.188 +D+0.750Lr+0.750L+H 0.398 0.398 +D+0.750L+0.750S+H 0.398 0.398 +D+0.60W+H 0.188 0.188 +D+0.70E+H 0.188 0.188 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154117 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAP 2018.1245P Wood Beam ts12017117154(Fields Apartments•Otak)1Calculadons\General Apartments Design1Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FH1 L.7'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.398 0.398 +D+0.750L+0.750S+0.450W+H 0.398 0.398 +D+0.750L+0.750S+0.5250E+H 0.398 0.398 +0.60D+0.60W+0.60H 0.113 0.113 +0.600+0.70E+0.60H 0.113 0.113 D Only 0.188 0.188 Lr Only L Only 0.280 0.280 S Only W Only E Only H Only • 1111 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154118 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAP 2018 12:45PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculatiions\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FH2 L=5'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900.0 psi Ebend-xx 1,600.Oksi Fc-Pill 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 : Completely Unbraced D(0.156)L(0.12) t D(0.05)b L(0.08) b b b b b 2-2x6 Span = 5.Oft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=2.0 ft,(Unit) Uniform Load: D=0.0520, L=0.040 ksf, Tributary Width=3.0 ft,(Deck) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.874 1 Maximum Shear Stress Ratio = 0.423 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 1,015.48psi fv:Actual = 76.10 psi FB :Allowable = 1,162.33 psi Fv:Allowable = 180.00 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 Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.043 in Ratio= 1411 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.087 in Ratio= 689>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.024 1.024 Overall MINimum 0.500 0.500 +D+H 0.524 0.524 411 +D+L+H 1.024 1.024 +D+Lr+H 0.524 0.524 +D+S+H 0.524 0.524 +D+0.750Lr+0.750L+H 0.899 0.899 +D+0.750L+0.7505+H 0.899 0.899 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154119 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1245PM ts12017117154(Fields Apartments-Otak)1CalculationstGeneral Apartments Design Apartments Framing Design.ec6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: FH2 L=5'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.60W+H 0.524 0.524 +D+0.70E+H 0.524 0.524 +D+0.750Lr+0.750L+0.450W+H 0.899 0.899 +D+0.750L+0.7505+0.450W+H 0.899 0.899 +D+0.750L+0.7505+0.5250E+H 0.899 0.899 +0.60D+0.60W+0.60H 0.314 0.314 +0.60D+0.70E+0.60H 0.314 0.314 D Only 0.524 0.524 Lr Only L Only 0.500 0.500 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154120 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 45P Wood B@alll ts12017117154(Fields Apartments•Otak)\Calculations\General Apartments DesignlApartrrertsframing Design.ec6 ENERCALC,INC.1983-2017, :10.17.12.10,Ver:10.17.12.10 Lit .#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FH3 L=2'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900 psi Ebend-xx 1600ksi Fc-Prll 1350 psi Eminbend-xx 580ksi Wood Species : Douglas Fir- Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Completely Unbraced 8 n D(0.05)8L(0.08) n 0 x x A 2-2x6 Span=2.50ft E. III Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.071: 1 Maximum Shear Stress Ratio = 0.054 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 82.79 psi fv:Actual = 9.64P si FB:Allowable = 1,166.06psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.250ft 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 0.001 in Ratio= 28229>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.002 in Ratio= 16907>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.167 0.167 Overall MINimum 0.100 0.100 +D+H 0.067 0.067 +D+L+H 0.167 0.167 +D+Lr+H 0.067 0.067 0 +D+S+H 0.067 0.067 +D+0.750Lr+0.750L+H 0.142 0.142 +D+0.750L+0.7505+H 0.142 0.142 +D+0.60W+H 0.067 0.067 +D+0.70E+H 0.067 0.067 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154121 3141 Walnut St.Suite 203A Project Descr: Punted.21 MAR 2018,1245P Wood Beam ts\2017\17154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Btitd:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FH3 L=2'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.142 0.142 +D+0.750L+0.7505+0.450W+H 0.142 0.142 +D+0.750L+0.750S+0.5250E+H 0.142 0.142 +0.60D+O.60W+0.60H 0.040 0.040 +0.60D+0.70E+0.60H 0.040 0.040 D Only 0.067 0.067 Lr Only L Only 0.100 0.100 S Only W Only E Only H Only 41111 1111 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154122 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 12 45P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculauons\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lie.fir:KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: FH4 L=TO" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 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 : Completely Unbraced X o D(0.175)L(0.28) A A X 2-2x10 Span=7.0 ft III Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=7.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.812 1 Maximum Shear Stress Ratio = 0.378 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 792.04 psi fv:Actual = 68.12 psi FB :Allowable = 974.86 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.234 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.048 in Ratio= 1747>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.079 in Ratio= 1061 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.614 1.614 Overall MINimum 0.980 0.980 +D+H 0.634 0.634 +D+L+H 1.614 1.614 +D+Lr+H 0.634 0.634 0 +D+S+H 0.634 0.634 +D+0.750Lr+0.750L+H 1.369 1.369 +D+0.750L+0.7505+H 1.369 1.369 +D+0.60W+H 0.634 0.634 +D+0.70E+H 0.634 0.634 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154123 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.12 45P ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments DesignlApartments Framing Design.ec6 WOOCI@allll ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FH4 L=T0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 1.369 1.369 +D+0.750L+0.7505+0.450W+H 1.369 1.369 +D+0.750L+0.7505+0.5250E+H 1.369 1.369 +0.60D+0.60W+0.60H 0.380 0.380 +0.60D+0.70E+0.60H 0.380 0.380 D Only 0.634 0.634 Lr Only L Only 0.980 0.980 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154124 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:45PM Wood Beam ts12017117154(Fields ts-Otak)ICaIculadons\General Apartments DesignMApartments Framing Desgytec6 ENERCALC,INC.1983-2017,Budd:10.17.12.10,Ver:10,17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FH5 L=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 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 : Completely Un braced D(0.1751 L(0.28) 0 b 3 t a x x 2-2x6 Span=3.0 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=7.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.351: 1 Maximum Shear Stress Ratio = 0.243 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 409.31 psi fv:Actual = 43.82 psi FB:Allowable = 1,165.22 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft 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 0.008 in Ratio= 4667>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.013 in Ratio= 2850>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.688 0.688 Overall MINimum 0.420 0.420 +D+H 0.268 0.268 +D+L+H 0.688 0.688 +D+Lr+H 0.268 0.268 • +D+S+H 0.268 0.268 +D+0.750Lr+0.750L+H 0.583 0.583 +D+0.750L+0.750S+H 0.583 0.583 +D+0.60W+H 0.268 0.268 +D+0.70E+H 0.268 0.268 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154125 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 12 45R Wood Beam ts12017117154(Fields Apartments-Otak)1Calcula6ons\General Apartments Design1Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Buiid:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FH5 L=3'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.583 0.583 +D+0.750L+0.7505+0.450W+H 0.583 0.583 +D+0.750L+0.7505+0.5250E+H 0.583 0.583 +0.60D+0.60W+0.60H 0.161 0.161 +0.60D+0.70E+0.60H 0.161 0.161 D Only 0.268 0.268 Lr Only L Only 0.420 0.420 S Only W Only E Only H Only • • • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154126 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 461'M Wood Beam ts12017117154(Frekts Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FH6 L=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900.0 psi Ebend-xx 1,600.Oksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi 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 : Completely Unbraced D(0.09 L(0.3) ° ° D(0.05 L(0.08) t A b b 8 0 x x ;., 2-2x6 Span=3.0 ft III Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=2.0 ft,(Unit) Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=3.0 ft,(Corridor) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.401: 1 Maximum Shear Stress Ratio = 0.278 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 467.32 psi fv:Actual = 50.03 psi FB:Allowable = 1,165.22psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft 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 0.010 in Ratio= 3439>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.014 in Ratio= 2496>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.785 0.785 Overall MINimum 0.570 0.570 +D+H 0.215 0.215 fa +D+L+H 0.785 0.785 +D+Lr+H 0.215 0.215 +D+S+H 0.215 0.215 +D+0.75OLr+0.750L+H 0.643 0.643 +D+0.750L+0.7505+H 0.643 0.643 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154127 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:46PM Wood Beam ts12017117154{Fi Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FH6 L=3'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.60W+H 0.215 0.215 +D+0.70E+H 0.215 0.215 +D+0.750Lr+0.750L+0.450W+H 0.643 0.643 +D+0.750L+0.750S+0.450W+H 0.643 0.643 +D+0.750L+0.750S+0.5250E+H 0.643 0.643 +0.60D+0.60W+0.60H 0.129 0.129 +0.60D+0.70E+0.60H 0.129 0.129 D Only 0.215 0.215 Lr Only L Only 0.570 0.570 S Only W Only E Only H Only • 110 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154128 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 45P Wood Bearn ts12017\17154(Fields Apartments-utak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee Enayat Schneider Engineering Inc Description: FH7 L=30" 1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 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 : Completely Unbraced D(0.3)L(0.48) 8 68 8 i 2-2x6 ;11, Span=3.Oft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=12.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.600: 1 Maximum Shear Stress Ratio = 0.416 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 699.39 psi fv:Actual = 74.87 psi FB:Allowable = 1,165.22psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft 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 0.013 in Ratio= 2722>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.022 in Ratio= 1667>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.175 1.175 Overall MINimum 0.720 0.720 +D+H 0.455 0.455 +D+L+H 1.175 1.175 +D+Lr+H 0.455 0.455 • +D+S+H 0.455 0,455 +D+0.750Lr+0.750L+H 0.995 0.995 +D+0.750L+0.750S+H 0.995 0.995 +D+0.60W+H 0.455 0.455 +D+0.70E+H 0.455 0.455 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154129 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12:46PM Wood Beam ts12017[17154(Fields Apartments-Otak)1Calculations\Ger�al Apartments Design is Framing Desigrt.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12:10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FH7 L=3'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.995 0.995 +D+0.750L+0.7505+0.450W+H 0.995 0.995 +D+0.750L+0.750S+0.5250E+H 0.995 0.995 +0.60D+0.60W+0.60H 0.273 0.273 +0.600+0.70E+0.60H 0.273 0.273 D Only 0.455 0.455 Lr Only L Only 0.720 0.720 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154130 3141 Walnut St.Suite 203A Project Descr: ..._ Printed:21 MAR 201£3,12:46PM 1111oo,1 Beam ts12017117154(Fields Apartments-Otak)ICalculationslGeneral Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: FH8 L=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination i BC 2015 Fb- 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 : Completely Unbraced D(0.06)L(0.2) n n n C X X Aii , 2-2x6 ,4;1 Span=3.0 ft F .1 • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=2.0 ft,(Corridor) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.202 1 Maximum Shear Stress Ratio = 0.140 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 235.26 psi fv:Actual = 25.19 psi FB:Allowable = 1,165.22psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft 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 0.006 in Ratio= 6534>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.007 in Ratio= 4958>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.395 0.395 Overall MINimum 0.300 0.300 +D+H 0.095 0.095 +D+L+H 0.395 0.395 +D+Lr+H 0.095 0.095 • +D+S+H 0.095 0.095 +D+0.750Lr+0.750L+H 0.320 0.320 +D+0.750L+0.750S+H 0.320 0.320 +D+0.60W+H 0.095 0.095 +D+0.70E+H 0.095 0.095 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154131 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 46PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FHB L=3'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.320 0.320 +D+0.750L+0.750S+0.450W+H 0.320 0.320 +D+0.750L+0.750S+0.5250E+H 0.320 0.320 +0.60D+0.60W+0.60H 0.057 0.057 +0.600+0.70E+0.60H 0.057 0.057 D Only 0.095 0.095 Lr Only L Only 0.300 0.300 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154132 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12.46PM Wood Beam is\2017\17154(Fields Apartments-utak)\Calcula8ons\General Apartments Design\Apartmerts Framing Design,ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: FH9 L=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced D(0.09)L(0.3) 0 0 0 0 0 X 2-2x6 ;', Span=3.0 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=3.0 ft,(Floor) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.301: 1 Maximum Shear Stress Ratio = 0.209 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 351.29psi fv:Actual = 37.61 psi FB:Allowable = 1,165.22 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft 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= 4356>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.011 in Ratio= 3320>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.590 0.590 Overall MINimum 0.450 0.450 +D+H 0.140 0.140 +D+L+H 0.590 0.590 +D+Lr+H 0.140 0.140 • +D+S+H 0.140 0.140 +D+0.750Lr+0.750L+H 0.478 0.478 +D+0.750L+0.7505+H 0.478 0.478 +D+0.60W+H 0.140 0.140 +D+0.70E+H 0.140 0.140 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154133 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2016,12:16PM Wood-Beam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee Enayat Schneider Engineering Inc Description: FH9 L=3'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.478 0.478 +D+0.750L+0.750S+0.450W+H 0.478 0.478 +D+0.750L+0.750S+0.5250E+H 0.478 0.478 +0.60D+0.60W+0.60H 0.084 0.084 +0.60D+0.70E+0.60H 0.084 0.084 D Only 0.140 0.140 Lr Only L Only 0,450 0.450 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154134 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 46P WOOCi Beath ts12017117154(Fields Apartr s-Otak)tcalcutationssGeneral Apartments Design 1Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FH10 L=4'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 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 : Completely Unbraced D(0.225)L(0.75) b d b c d X ellit,, 2-2x8 Span=4.O ft 1 • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=7.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.834 1 Maximum Shear Stress Ratio = 0.526 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 894.67psi fv:Actual = 94.69 psi FB:Allowable = 1,072.50 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.000ft Location of maximum on span = 3.401 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.029 in Ratio= 1683>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.037 in Ratio= 1289>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.959 1.959 Overall MINimum 1.500 1.500 +D+H 0.459 0.459 +D+L+H 1.959 1.959 +D+Lr+H 0.459 0.459 • +D+S+H 0.459 0.459 +D+0.750Lr+0.750L+H 1.584 1.584 +D+0.750L+0.750S+H 1.584 1.584 +D+0.60W+H 0.459 0.459 +D+0.70E+H 0.459 0.459 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154135 3141 Walnut St.Suite 203A Project Descr: Printed'.21 MAR 2018,12.46PM Wood Bea Mt ts12017117154(Fields Apartments-Otak)1CalculationslGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat SchneiderEn•in 'ng tnc,; Description: FI-I10 L=4'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 1.584 1.584 +D+0.750L+0.7505+0.450W+H 1.584 1.584 +D+0.750L+0.750S+0.5250E+H 1.584 1.584 +0.60D+0.60W+0.60H 0.276 0.276 +0.60D+0.70E+0.60H 0.276 0.276 D Only 0.459 0.459 Lr Only L Only 1.500 1.500 S Only W Only E Only H Only Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154136 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 12 46P Wood Beam ts12017\17154(Fields Apartments-Otak)\Calculatons\General Apartments Design\Apartments Framing Design. ENERCALC,INC.1983-2017,Build:10.17.12.10,Vex:10.17,12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FH11 L=6'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced b o D(0.12, L(0.4) c b 2-2x10 1 Span=6.0 ft Ill Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=4.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.680 1 Maximum Shear Stress Ratio = 0.353 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 663.95 psi fv:Actual = 63.51 psi FB:Allowable = 977.06 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H 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 0.037 in Ratio= 1942>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.049 in Ratio= 1477>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.578 1.578 Overall MINimum 1.200 1.200 +D+H 0.378 0.378 +D+L+H 1.578 1.578 +D+Lr+H 0.378 0.378 • +D+S+H 0.378 0.378 +D+0.750Lr+0.750L+H 1.278 1.278 +D+0.750L+0.7505+H 1.278 1.278 +D+0.60W+H 0.378 0.378 +D+0.70E+H 0.378 0.378 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154137 3141 Walnut St.Suite 203A Project Descr: Printed-21 MAR 2018,1246P Wood Bea111 ts12017117154(Fields Apartments-Otak)ICalculationssGeneral Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FH11 L=6'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.75OLr+0.750L+0.450W+H 1.278 1.278 +D+0.750L+0.7505+0.450W+H 1.278 1.278 +D+0.750L+0.750S+0.5250E+H 1.278 1.278 +0.60D+0.60W+O.60H 0.227 0.227 +0.60D+0.70E+0.60H 0.227 0.227 D Only 0.378 0.378 Lr Only L Only 1.200 1.200 S Only W Only E Only H Only • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154138 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 12 400M Wood Beam ts12017117154(Fields Apartments-Otak)\CalculadDesign.ec6 Apartments Design\Apartments Framing ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FH12(@ bridge)L=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 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 : Completely Unbraced D 0.2) _ _... ' ° 0(0.29)5(6.3625) o v a ° D(0.075)L(0.3) o 0 a o D(0.075)L(0.3) o a Xo v o X Y 2-2x6 �T Span=3.0 ft F • Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.10 ksf, Tributary Width=3.0 ft,(3rd floor) Uniform Load: D=0.0250, L=0.10 ksf, Tributary Width=3.0 ft,(2nd floor) Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=14.50 ft,(Roof) Uniform Load: D=0.20, Tributary Width=1.0 ft, (wall) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.953 1 Maximum Shear Stress Ratio = 0.660 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 1,109.97 psi fv:Actual = 118.83 psi FB:Allowable = 1,165.22 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft 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 0.017 in Ratio= 2178>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.038 in Ratio= 957>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 4I) Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.048 2.048 Overall MINimum 0.544 0.544 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154139 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1246P Wood Beam ts12017117154(Fields Apartments-otak)1CalculationstGeneral Apartments Design\Apartments Framing Design.ec6 ENERCAI-C,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#;:KW-06009534 Licensee:Enayat Schneider Engineering inc Description: FH12(@ bridge)L=3'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+H 0.965 0.965 +D+L+H 1.865 1.865 +D+Lr+H 0.965 0.965 +D+S+H 1.509 1.509 +D+0.750Lr+0.750L+H 1.640 1.640 +D+0.750L+0.750S+H 2.048 2.048 +D+0.60W+H 0.965 0.965 +D+0.70E+H 0.965 0.965 +D+0.750Lr+0.750L+0.450W+H 1.640 1.640 +D+0.750L+0.750S+0.450W+H 2.048 2.048 +D+0.750L+0.750S+0.5250E+H 2.048 2.048 +0.60D+0.60W+0.60H 0.579 0.579 +0.60D+0.70E+0.60H 0.579 0.579 D Only 0.965 0.965 Lr Only L Only 0.900 0.900 S Only 0.544 0.544 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154140 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1246P Wood Beam ts12011\17154(Fields Apartments-Otak)1Cak:ulations\General Apartments DesignApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: FH13 L=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-PrIl 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 31.2 pcf Beam Bracing : Completely Unbraced D(1.2)L(1.8) D(0.025 L 0.041 U(IIiM:MAW • D 0.2625 L 0.42 • 2-2x10 H___ Span=30ft ,I IDApplied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=10.50 ft,(level 2) Uniform Load: D=0.0250, L=0.040 klft,Extent=0.0--»0.830 ft, Tributary Width=1.0 ft,(Level 3) Uniform Load: D=0.0250, L=0.040 klft,Extent=0.0--»0.830 ft, Tributary Width=1.0 ft,(Level 4) Point Load: D=1.20, L=1.80 k @ 0.830 ft,(FB4) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.699 1 Maximum Shear Stress Ratio = 0.801 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 687.98 psi fv:Actual = 144.24 psi FB:Allowable = 984.06 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 0.832ft 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 0.007 in Ratio= 5374>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.011 in Ratio= 3245>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 • Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.296 1.878 Overall MINimum 1.989 1.137 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154141 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 46P Wood Beam ts42017117154(Fiekls Ap tments-Otak)lcalcdations1General Apartments Design1Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FH13 L=3'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+H 1.307 0.741 +D+L+H 3.296 1.878 +D+Lr+H 1.307 0.741 +D+S+H 1.307 0.741 +D+0.750Lr+0.750L+H 2.798 1.593 +D+0.750L+0.750S+H 2.798 1.593 +D+0.60W+H 1.307 0.741 +D+0.70E+H 1.307 0.741 +D+0.750Lr+0.750L+0.450W+H 2.798 1.593 +D+0.750L+0.7505+0.450W+H 2.798 1.593 +D+0.750L+0.750S+0.5250E+H 2.798 1.593 +0.60D+0.60W+0.60H 0.784 0.444 +0.60D+0.70E+0.60H 0.784 0.444 D Only 1.307 0.741 Lr Only L Only 1.989 1.137 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154142 3141 Walnut St.Suite 203A Project Descr: Punted 21 MAR 2018,12 46P Wood Bea111 (512 01 711 71 5 4(Fields Apartments-Otak)ICalcula8ons\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FH14 L=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0ksi 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 3 1.2 0 pcf Beam Bracing : Completely Unbraced D(0.9)L(1.5) D 0.3 L 0.48 2-2x8 l' Span=3.Oft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=12.0 ft Point Load: D=0.90, L=1.50 k @ 0.670 ft,(FH7) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.795: 1 Maximum Shear Stress Ratio = 0.984 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 853.77psi fv:Actual = 177.14 psi FB:Allowable = 1,074.54 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 0.821 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 0.012 in Ratio= 3037>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.019 in Ratio= 1878>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 • Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum - 3.041 1.713 Overall MINimum 1.885 1.055 • +D+H 1.156 0.658 +D+L+H 3.041 1.713 +D+Lr+H 1.156 0.658 +D+S+H 1.156 0.658 +D+0.750Lr+0.750L+H 2.570 1.449 +D+0.750L+0.7505+H 2.570 1.449 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154143 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1246P Wood Beam ts12017117154(Fields Apartments-Otak)\CalcrdationstGeneral Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FH14 1=3'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.60W+H 1.156 0.658 +D+0.70E+H 1.156 0.658 +D+0.750Lr+0.750L+0.450W+H 2.570 1.449 +D+0.750L+0.750S+0.450W+H 2.570 1.449 +D+0.750L+0.7505+0.5250E+H 2.570 1.449 +0.60D+0.60W+0.60H 0.694 0.395 +0.600+0.70E+0.60H 0.694 0.395 D Only 1.156 0.658 Lr Only L Only 1.885 1.055 S Only W Only E Only H Only • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154144 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 12.46PM Wood Beam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FBI L=8'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-PrIl 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Completely Unbraced X b D(0.15)L(0.5) b '6 x 3-1.75x7.25 ra Span=8.50 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=5.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.603 1 Maximum Shear Stress Ratio = 0.335 : 1 Section used for this span 3-1.75x7.25 Section used for this span 3-1.75x7.25 fb:Actual = 1,557.81 psi fv:Actual = 95.37 psi FB:Allowable = 2,583.99 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H 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 Max Downward Transient Deflection 0.186 in Ratio= 547>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.247 in Ratio= 413>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.810 2.810 Overall MINimum 2.125 2.125 +D+H 0.685 0.685 +D+L+H 2.810 2.810 +D+Lr+H 0.685 0.685 • +D+S+H 0.685 0.685 +D+0.750Lr+0.750L+H 2.278 2.278 +D+0.750L+0.7505+H 2.278 2.278 +D+0.60W+H 0.685 0.685 +D+0.70E+H 0.685 0.685 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154145 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 12.46PM ts12017117154(Fields Apartments-Otak)ICalculationstGeneral Apartments DesigntApartments Framing Design.ec6 Wood Beam ENERCALC,INC.1983-2017,Btild:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: FBI L=8'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 2.278 2.278 +D+0.750L+0.750S+0.450W+H 2.278 2.278 +D+0.750L+0.750S+0.5250E+H 2.278 2.278 +0.60D+0.60W+0.60H 0.411 0.411 +0.60D+0.70E+0.60H 0.411 0.411 D Only 0.685 0.685 Lr Only L Only 2.125 2.125 S Only W Only E Only H Only • 1111 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154146 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018 12.46PM Wood Beam 1x12017117154(Fields Apartments-OtakKaludatiaisIGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: FB2 L=15'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-PrIl 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.3875)L(0.62) P P t x b x ;I', 4-1.75x11.87 r& III Span= 15.50 ft 1. .1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=15.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.87Q 1 Maximum Shear Stress Ratio = 0.443 : 1 Section used for this span 4-1.75x11.87 Section used for this span 4-1.75x11.87 fb:Actual = 2,260.02 psi fv:Actual = 126.38 psi FB:Allowable = 2,596.46 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.750ft Location of maximum on span = 14.538 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.436 in Ratio= 426>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.726 in Ratio= 256>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.996 7.996 Overall MINimum 4.805 4.805 • +D+H 3.191 3.191 +D+L+H 7.996 7.996 +D+Lr+H 3.191 3.191 +D+S+H 3.191 3.191 +D+0.750Lr+0.750L+H 6.795 6.795 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Prosect ID: 17154147 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.12A5PM Wood Beam tss2017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Buld:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB2 L=15'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 6.795 6.795 +D+0.60W+H 3.191 3.191 +D+0.70E+H 3.191 3.191 +D+0.750Lr+0.750L+0.450W+H 6.795 6.795 +D+0.750L+0.7505+0.450W+H 6.795 6.795 +D+0.750L+0.7505+0.5250E+H 6.795 6.795 +0.60D+0.60W+0.60H 1.915 1.915 +0.60D+0.70E+0.60H 1.915 1.915 D Only 3.191 3.191 Lr Only L Only 4.805 4.805 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154148 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 12.46PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB3 L=6'3" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-PrIl 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths _ First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.3)L(0.48) X o a B X x ]E 1.75x11.87 • fRM1 Span=6.250 ft �1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=12.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.44& 1 Maximum Shear Stress Ratio = 0.427 : 1 Section used for this span 1.75x11.87 Section used for this span 1.75x11.87 fb:Actual = 1,119.83 psi fv:Actual = 121.66 psi FB:Allowable = 2,510.30psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.125ft Location of maximum on span = 5.269 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.036 in Ratio= 2099>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.059 in Ratio= 1281 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.456 2.456 Overall MINimum 1.500 1.500 S +D+H 0.956 0.956 +D+L+H 2.456 2.456 +D+Lr+H 0.956 0.956 +D+S+H 0.956 0.956 +D+0.750Lr+0.750L+H 2.081 2.081 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154149 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 1246PM Wood Beam ts\2017117154(Fields Apartments-Otak)1CalctdationstGereral Apartments DesigMApartments Framing Design.ec6 ENERCALC,INC.1S83-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB3 L=6'3" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 2.081 2.081 +D+0.60W+H 0.956 0.956 +D+0.70E+H 0.956 0.956 +D+0.750Lr+0.750L+0.450W+H 2.081 2.081 +D+0.750L+0.7505+0.450W+H 2.081 2.081 +D+0.750L+0.750S+0.5250E+H 2.081 2.081 +0.60D+0.60W+0.60H 0.574 0.574 +0.60D+0.70E+0.60H 0.574 0.574 D Only 0.956 0.956 Lr Only L Only 1.500 1.500 S Only W Only E Only H Only 1111 S Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154150 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.1246PM Wood Beam ts12017117154(Fields Aparm ants-Otak)1Catculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB4 L=4'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft 0(0.275)L(0.44) b 0 0 8 0 X x III 1.75x11.87 Y 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=0.0250, L=0.040 ksf, Tributary Width=11.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.168 1 Maximum Shear Stress Ratio = 0.187 : 1 Section used for this span 1.75x11.87 Section used for this span 1.75x11.87 fb:Actual = 420.76 psi fv:Actual = 53.19 psi FB:Allowable = 2,510.81 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.000ft Location of maximum on span = 3.022 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio= 8736>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.009 in Ratio= 5331 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.442 1.442 Overall MINimum 0.880 0.880 • +D+H 0.562 0.562 +D+L+H 1.442 1.442 +D+Lr+H 0.562 0.562 +D+S+H 0.562 0.562 +D+0.750Lr+0.750L+H 1.222 1.222 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154151 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1246P Wood Beam ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: FB4 L=4'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+H 1.222 1.222 +D+0.60W+H 0.562 0.562 +D+0.70E+H 0.562 0.562 +D+0.750Lr+0.750L+0.450W+H 1.222 1.222 +D+0.750L+0.7505+0.450W+H 1.222 1.222 +D+0.750L+0.750S+0.5250E+H 1.222 1.222 +0.60D+0.60W+0.60H 0.337 0.337 +0.60D+0.70E+0.60H 0.337 0.337 D Only 0.562 0.562 Lr Only L Only 0.880 0.880 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154152 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 12 46P Wood Beam ts12017\17154(Fields Apartments-otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB5 L=12'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(1.2)L(4.2) D(0.0825)L(0.275) e t d b x 3-1.75x11.87 III Span= 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=2.750 ft Point Load: D=1.20, L=4.20 k @ 4.0 ft,(FB6) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.764 1 Maximum Shear Stress Ratio = 0.464 : 1 Section used for this span 3-1.75x11.87 Section used for this span 3-1.75x11.87 fb:Actual = 1,982.05psi fv:Actual = 132.14 psi FB:Allowable = 2,593.46 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.029ft 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 0.255 in Ratio= 565>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.335 in Ratio= 430>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS • Load Combination Support 1 Support 2 Overall MAXimum 5.854 4.054 Overall MINimum 4.450 3.050 +D+H 1.404 1.004 +D+L+H 5.854 4.054 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154153 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1246P ts12017\17154(Fields Atrr ants-Otak)\Calculations\General Apartments Design\Apailments Framing Design.ec6 Woo Beam parENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB5 L=12'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 1.404 1.004 +D+S+H 1.404 1.004 +D+0.750Lr+0.750L+H 4.742 3.292 +D+0.750L+0.750S+H 4.742 3.292 +D+0.60W+H 1.404 1.004 +D+0.70E+H 1.404 1.004 +D+0.750Lr+0.750L+0.450W+H 4.742 3.292 +D+0.750L+0.750S+0.450W+H 4.742 3.292 +D+0.750L+0.750S+0.5250E+H 4.742 3.292 +0.60D+0.60W+0.60H 0.842 0.602 +0.60D+0.70E+0.60H 0.842 0.602 D Only 1.404 1.004 Lr Only L Only 4.450 3.050 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154154 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:54PM Wood Beam ts12017117154(Fields Apartmentsdkak}1CalcdationslGerera1 Apartments Design\Apartments Framing Design.ec6 g V{partmeras ENERCALC,INC.1983-2017,Build:10.17.12.1tt Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB6 L=9'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2600 psi Ebend-xx 1900ksi Fc-PrIl 2510 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.14375)L(0.575) t t t t t 3-1.75x7.25 III � Span=8.580 ft .1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.10 ksf, Tributary Width=5.750 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.675 1 Maximum Shear Stress Ratio = 0.373 : 1 Section used for this span 3-1.75x7.25 Section used for this span 3-1.75x7.25 fb:Actual = 1,752.33 psi fv:Actual = 106.28 psi FB:Allowable = 2,596.10psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.290ft 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 0.223 in Ratio= 462>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.283 in Ratio= 364>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.131 3.131 Overall MINimum 2.467 2.467 0 +D+H 0.664 0.664 +D+L+H 3.131 3.131 +D+Lr+H 0.664 0.664 +D+S+H 0.664 0.664 +D+0.750Lr+0.750L+H 2.514 2.514 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154155 3141 Walnut St.Suite 203A Project Descr: Prhiik Wood Beam ts12017117154(Fields Apartments-Otak)lcalculationstGeneral Apartments DesignApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10 Ver 10.17.1210 Lica#: KW-06009534 Licensee: Enayat Schneider End, ri" Description: FB6 L=9'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+H 2.514 2.514 +D+0.60W+H 0.664 0.664 +D+0.70E+H 0.664 0.664 +D+0.750Lr+0.750L+0.450W+H 2.514 2.514 +D+0.750L+0.7505+0.450W+H 2.514 2.514 +D+0.750L+0.750S+0.5250E+H 2.514 2.514 +0.60D+0.60W+0.60H 0.399 0.399 +0.60D+0.70E+0.60H 0.399 0.399 D Only 0.664 0.664 Lr Only L Only 2.467 2.467 S Only W Only E Only H Only S S Enayat Schneider Smith Project Title: Fields Apartments ! Engineering,Inc. Engineer: C. Thomson Project ID: 17154156 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12.46PM1 Wood Beam ts12017117154(Fields Apartments-Otak)\CalculationstGeneral Apartments DesigniApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 534 Licensee: Enayat Schneider Engineering Inc Description: FB7 L=14'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Completely Unbraced D(0.93)L(3.1) D(0.09375)L(0.375) D(0.091 L(0!3) A A A p dd A A x 4-1.75x11.87 ux Span= 14.50 ft F -1 IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=3.0 ft Point Load: D=0.930, L=3.10 k @ 5.50 ft,(FB5) Uniform Load: D=0.0250, L=0.10 ksf,Extent=5.50--»14.50 ft, Tributary Width=3.750 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.889 1 Maximum Shear Stress Ratio = 0.418 : 1 Section used for this span 4-1.75x11.87 Section used for this span 4-1.75x11.87 fb:Actual = 2,287.10psi fv:Actual = 119.10 psi FB:Allowable = 2,573.22 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.086ft Location of maximum on span = 13.547 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.470 in Ratio= 369>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.618 in Ratio= 281 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 • Overall MAXimum 6.814 7.441 Overall MINimum 5.147 5.678 +D+H 1.667 1.763 +D+L+H 6.814 7.441 +D+Lr+H 1.667 1.763 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171541 57 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1246P Wood Beam ts12017117154(Fields Apartments-Otak)tCalcutations\General Apartments Design\Apartments Framing Design.ec6 ENERCAIC,INC.1983-2017,Bt 1:10.17.12.10,Ver:10.17.12.10 Lic.# 'KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB7 L=14'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 1.667 1.763 +D+0.750Lr+0.750L+H 5.527 6.022 +D+0.750L+0.750S+H 5.527 6.022 +D+0.60W+H 1.667 1.763 +D+0.70E+H 1.667 1.763 +D+0.750Lr+0.750L+0.450W+H 5.527 6.022 +D+0.750L+0.750S+0.450W+H 5.527 6.022 +D+0.750L+0.750S+0.5250E+H 5.527 6.022 +0.600+0.60W+0.60H 1.000 1.058 +0.60D+0.70E+0.60H 1.000 1.058 D Only 1.667 1.763 Lr Only L Only 5.147 5.678 S Only W Only E Only H Only 411 • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154158 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 1246P Wood Beam ts12017117154(Fields Apartments-Otak)iCalculations\General Apartments DesigntApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Butd:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB8 L=5'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 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 bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft c D(0.09 L(0.3) b A D(0.05rL(0.08) A d o d o 2-2x8 III 1 Span=5.50ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=2.0 ft,(Unit) Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=3.0 ft,(Corridor) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.842 1 Maximum Shear Stress Ratio = 0.432 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 905.92 psi fv:Actual = 77.72 psi FB:Allowable = 1,076.45psi 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 = 4.898 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.052 in Ratio= 1278>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.071 in Ratio= 925>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS • Load Combination Support 1 Support 2 Overall MAXimum 1.443 1.443 Overall MINimum 1.045 1.045 +D+H 0.398 0.398 +D+L+H 1.443 1.443 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154159 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2618.1 Z.d6PM ts12017117154(fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.# KW-06009534 Licensee:Enayat Schneider Engineering In Description: FB8 L=5'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 0.398 0.398 +D+S+H 0.398 0.398 +D+0.750Lr+0.750L+H 1.182 1.182 +D+0.750L+0.750S+H 1.182 1.182 +D+0.60W+H 0.398 0.398 +D+0.70E+H 0.398 0.398 +D+0.750Lr+0.750L+0.450W+H 1.182 1.182 +D+0.750L+0.7505+0.450W+H 1.182 1.182 +D+0.750L+0.7505+0.5250E+H 1.182 1.182 +0.60D+0.60W+0.60H 0.239 0.239 +0.60D+0.70E+0.60H 0.239 0.239 D Only 0.398 0.398 Lr Only L Only 1.045 1.045 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154160 3141 Walnut St.Suite 203A Project Descr: Primed:21 MAR 2018,12:47PM Wood Beam ts12017117154(Fields Apartments-OtakpCalculations\Gereral Apartments Design\Apartments Framing Uesign.ec6 ENERCALC,INC.1983-2017,BuiIdl0.17.1210,Ver.10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB9 L=13'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-Pr° 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft t 8 D(0.15)L(0.5) f 84111) b 4-1.75x9.5 x 1411;h • F Span= 13.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=5.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.669 1 Maximum Shear Stress Ratio = 0.316 : 1 Section used for this span 4-1.75x9.5 Section used for this span 4-1.75x9.5 fb:Actual = 1,737.99psi fv:Actual = 90.02 psi FB:Allowable = 2,597.12 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.750ft 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 0.396 in Ratio= 409>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.530 in Ratio= 305>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.518 4.518 Overall MINimum 3.375 3.375 • +D+H 1.143 1.143 +D+L+H 4.518 4.518 +D+Lr+H 1.143 1.143 +D+S+H 1.143 1.143 +D+0.750Lr+0.750L+H 3.675 3.675 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154161 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 47PM Wood Beam ts12017117154(Fields Apartments-Otak)1CalculationstGeneral Apartmels Design'Apartments Framing Design.ec6 ENERCALC,INC.19834017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB9 L=13'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 3.675 3.675 +0+0.60W+H 1.143 1.143 +D+0.70E+H 1.143 1.143 +D+0.750Lr+0.750L+0.450W+H 3.675 3.675 +D+0.750L+0.750S+0.450W+H 3.675 3.675 +D+0.750L+0.7505+0.5250E+H 3.675 3.675 +0.60D+0.60W+0.60H 0.686 0.686 +0.60D+0.70E+0.60H 0.686 0.686 D Only 1.143 1.143 Lr Only L Only 3.375 3.375 S Only W Only E Only H Only • i Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154162 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 47P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignV\partments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534qi. 7 Licensee:Enayat Schneider Engineering Inc Description: FB10 L=21'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 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 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 bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft X o D(0.12375)L(0.11) b P 21'1 5.5x11.25 Span • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0450, L=0.040 ksf, Tributary Width=2.750 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.589 1 Maximum Shear Stress Ratio = 0.217 : 1 Section used for this span 5.5x11.25 Section used for this span 5.5x11.25 fb:Actual = 1,409.24psi fv:Actual = 57.40 psi FB :Allowable = 2,394.62 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 10.500ft 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 0.412 in Ratio= 611 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.926 in Ratio= 272>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.595 2.595 Overall MINimum 1.155 1.155 0 +D+H 1.440 1.440 +D+L+H 2.595 2.595 +D+Lr+H 1.440 1.440 +D+S+H 1.440 1.440 +D+0.750Lr+0.750L+H 2.306 2.306 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154163 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12.47PM ts12017117154(Fields Apartments-Otak)\Calcutations\General Apartments Design\Apartments Framing Design.ec6 Wood Beam ENERCALC,INC.1983-2011,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB10 L=21'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 2.306 2.306 +D+0.60W+H 1.440 1.440 +D+0.70E+H 1.440 1.440 +D+0.750Lr+0.750L+0.450W+H 2.306 2.306 +D+0.750L+0.750S+0.450W+H 2.306 2.306 +D+0.750L+0.750S+0.5250E+H 2.306 2.306 +0.60D+0.60W+0.60H 0.864 0.864 +0.60D+0.70E+0.60H 0.864 0.864 D Only 1.440 1.440 Lr Only L Only 1.155 1.155 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154164 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,12.47PM Wood Beam tss2011117154(Fields Apartments-Otak)ICalcuiations\Generai Apartments Design\partmerts Framing Design.ec6 ENERCALC,INC.1983-2011,Build:10,17,12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: FB11 L=10'8" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Pill 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 850.0ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft X 0 D(0.26325)L(0.234) 0 0 5.5x9.25 • F Span= 10.670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0450, L=0.040 ksf, Tributary Width=5.850 ft DESIGN SUMMARY Design OK ... ........ ........... .. Maximum Bending Stress Ratio = 0.462 1 Maximum Shear Stress Ratio = 0.260 : 1 Section used for this span 5.5x9.25 Section used for this span 5.5x9.25 fb:Actual = 1,106.68psi fv:Actual = 68.86 psi FB:Allowable = 2,395.53 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.335ft Location of maximum on span = 9.930 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.105 in Ratio= 1217>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.228 in Ratio= 560>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.712 2.712 Overall MINimum 1.248 1.248 S +D+H 1.463 1.463 +D+L+H 2.712 2.712 +D+Lr+H 1.463 1.463 +D+S+H 1.463 1.463 +D+0.750Lr+0.750L+H 2.400 2.400 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154165 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAP 2018 1247PM ts\2017117154(Fields Apartments-Otak)\CalculationslGeneral Apartments DesignApartments Framing Design.ec6 Woo Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB11 L=1013" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+H 2.400 2.400 +D+0.60W+H 1.463 1.463 +D+0.70E+H 1.463 1.463 +D+0.750Lr+0.750L+0.450W+H 2.400 2.400 +D+0.750L+0.750S+0.450W+H 2.400 2.400 +D+0.750L+0.750S+0.5250E+H 2.400 2.400 +0.60D+0.60W+0.60H 0.878 0.878 +0.60D+0.70E+0.60H 0.878 0.878 D Only 1.463 1.463 Lr Only L Only 1.248 1.248 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154166 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 1247PM Wood Beam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:19.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 ; Licensee: Enayat Schneider Engineering Inc Description: FB12 L=60" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-PrIl 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.2) b + D 0.29)3(0.3625) o + . I s _ + + + D(0.12 L(0.4) + + 2-1.75x11.87 rA Span=6.0 ft �A • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=4.0 ft,(Ivl 3) Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=4.0 ft,(Ivl 4) Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=14.50 ft,(Roof) Uniform Load: D=0.20, Tributary Width=1.0 ft,(wall) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.389 1 Maximum Shear Stress Ratio = 0.393 : 1 Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 fb:Actual = 1,012.35psi fv:Actual = 112.12 psi FB:Allowable = 2,600.00 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H 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 Max Downward Transient Deflection 0.025 in Ratio= 2847>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.051 in Ratio= 1411 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 0 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.842 4.842 Overall MINimum 1.088 1.088 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154167 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018.12 47PM ts12017117154(Fields Apartments-Otak)CalculationstGeneral Apartments DesignlAparu nts Framing Design.ec6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB12 L=6'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+H 2.226 2.226 +D+L+H 4.626 4.626 +D+Lr+H 2.226 2.226 +D+S+H 3.314 3.314 +D+0.750Lr+0.750L+H 4.026 4.026 +D+0.750L+0.750S+H 4.842 4.842 +D+0.60W+H 2.226 2.226 +D+0.70E+H 2.226 2.226 +D+0.750Lr+0.750L+0.450W+H 4.026 4.026 +D+0.750L+0.750S+0.450W+H 4.842 4.842 +D+0.750L+0.750S+0.5250E+H 4.842 4.842 +0.60D+0.60W+O.60H 1.336 1.336 +0.60D+0.70E+0.60H 1.336 1.336 D Only 2.226 2.226 Lr Only L Only 2.400 2.400 S Only 1.088 1.088 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154168 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 47P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB13 L=8'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties _ Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2600 psi Ebend-xx 1900 ksi Fc-Pill 2510 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42 pcf Beam Bracing : Completely Unbraced D(0.180) X * 3-1.75x7.25 26111 3-1.75x7.25 Span=5.0 ft Span=3.0 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.180 k/ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.091: 1 Maximum Shear Stress Ratio = 0.078 : 1 Section used for this span 3-1.75x7.25 Section used for this span 3-1.75x7.25 fb:Actual = 211.34 psi fv:Actual = 19.96 psi FB:Allowable 2,332.12 psi Fv:Allowable = 256.50 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 5.000ft Location of maximum on span = 4.413ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.017 in Ratio= 4322>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.288 1.152 Overall MINimum 0.288 1.152 +D+H 0.288 1.152 +D+L+H 0.288 1.152 +D+Lr+H 0.288 1.152 • +D+S+H 0.288 1.152 +D+0.750Lr+0.750L+H 0.288 1.152 +D+0.750L+0.750S+H 0.288 1.152 +D+0.60W+H 0.288 1.152 +D+0.70E+H 0.288 1.152 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154169 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1247P Wood Beam tsl2011\17154(Fields Apartments-Otak)VCalCulationsVGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB13 L=8'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750Lr+0.750L+0.450W+H 0.288 1.152 +D+0.750L+0.7505+0.450W+H 0.288 1.152 +D+0.750L+0.7505+0.5250E+H 0.288 1.152 +0.60D+0.60W+0.60H 0.173 0.691 +0.60D+0.70E+0.60H 0.173 0.691 D Only 0.288 1.152 Lr Only L Only S Only W Only E Only H Only • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154170 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 47PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartmentss Framing Design.e 6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 4,, Licensee: Enayat Schneider Engineering Inc Description: FB14 L=12.25' CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination:IBC 2015 Fb- 900 psi Ebend-xx 1600ksi Fc-Pill 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 31.2 pcf Beam Bracing : Completely Unbraced D(0.180) X a a a X rPR1'1 X 3-2x8 3-2x8 Span= 10.750 ftSpan= 1.50 ft '14 11111 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.180 k/ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.819 1 Maximum Shear Stress Ratio = 0.259 : 1 Section used for this span 3-2x8 Section used for this span 3-2x8 fb:Actual = 790.84 psi fv:Actual = 41.96 psi FB:Allowable = 965.55 psi Fv:Allowable = 162.00 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 5.285ft Location of maximum on span = 10.149 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.236 in Ratio= 545>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.986 1.306 Overall MINimum 0.986 1.306 +D+H 0.986 1.306 +D+L+H 0.986 1.306 • +D+Lr+H 0.986 1.306 +D+S+H 0.986 1.306 +D+0.750Lr+0.750L+H 0.986 1.306 +D+0.750L+0.7505+H 0.986 1.306 +D+0.60W+H 0.986 1.306 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154171 3141 Walnut St.Suite 203A Project Descr: Pilntcd 21 MAR 2018.1217VM WoadBeam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments DesignlApartments Framing Design.ec6 Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB14 L=12.25' Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.70E+H 0.986 1.306 +D+0.750Lr+0.750L+0.450W+H 0.986 1.306 +D+0.750L+0.7505+0.450W+H 0.986 1.306 +D+0.750L+0.7505+0.5250E+H 0.986 1.306 +0.600+0.60W+0.60H 0.592 0.783 +0.60D+0.70E+0.60H 0.592 0.783 D Only 0.986 1.306 Lr Only L Only S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154172 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 47P Wood Beam ts12017(17154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 c.#: KW-06009534 µ,. Licensee: Enayat Schneider Engineering Inc Description: FB15 L=60" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2600 psi Ebend-xx 1900 ksi Fc-PrIl 2510 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.16) a _... _. v D(0.2937a)L(0.47) a a D(0.293(e)L(0.47) a 8 a D(0.29375)L(0.47) b b a a a a 2-1.75x11.87 Span=6.0 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=11.750 ft Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=11.750 ft Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=11.750 ft Uniform Load: D=0.010 ksf, Tributary Width=16.0 ft,(Wall) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.622 1 Maximum Shear Stress Ratio = 0.628 : 1 Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 fb:Actual = 1,617.11 psi fv:Actual = 179.11 psi FB:Allowable = 2,600.00psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H 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 Max Downward Transient Deflection 0.045 in Ratio= 1615>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.078 in Ratio= 924>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 41) Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.390 7.390 Overall MINimum 4.230 4.230 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154173 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018.1247P Wood Beam ts12017111154(Fields Apartments-OtakKaladationskGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc!' Description: FB15 L=6'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+H 3.160 3.160 +D+L+H 7.390 7.390 +D+Lr+H 3.160 3.160 +D+S+H 3.160 3.160 +D+0.750Lr+0.750L+H 6.333 6.333 +D+0.750L+0.750S+H 6.333 6.333 +D+0.60W+H 3.160 3.160 +D+0.70E+H 3.160 3.160 +D+0.750Lr+0.750L+0.450W+H 6.333 6.333 +D+0.750L+0.750S+0.450W+H 6.333 6.333 +D+0.750L+0.750S+0.5250E+H 6.333 6.333 +0.60D+0.60W+0.60H 1.896 1.896 +0.60D+0.70E+0.60H 1.896 1.896 D Only 3.160 3.160 Lr Only L Only 4.230 4.230 S Only W Only E Only H Only • 1111 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154174 3141 Walnut St.Suite 203A Project Descr: Primed.21 MAR 2016.12 47P Wood Beam ts12017117154(FieldsAptments-Otak)1Caiculatlans1General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB16 L=Cr CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2600 psi Ebend-xx 1900 ksi Fc-Pill 2510 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1.124 L(1.76) D 0.24375 L 0.391 D 0.24375 L 0.39 ', 2-1.75x11.87 I• Span=40ft '1 0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=9.750 ft,(Ivl 2) Uniform Load: D=0.0250, L=0.040 ksf,Extent=0.0--»1.250 ft, Tributary Width=9.750 ft,(level 3) Uniform Load: D=0.0250, L=0.040 ksf,Extent=0.0--»1.250 ft, Tributary Width=9.750 ft,(level 4) Point Load: D=1.124, L=1.760 k @ 1.250 ft,(FB4) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.239 1 Maximum Shear Stress Ratio = 0.347 : 1 Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 fb:Actual = 622.28psi Iv:Actual = 98.88 psi FB :Allowable = 2,600.00 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.255ft 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 0.007 in Ratio= 6732>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.012 in Ratio= 4099>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 • Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.611 2.441 Overall MINimum 2.813 1.482 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154175 3141 Walnut St.Suite 203A Project Descr: Printed_21 MAR 2018 1247P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc. Description: FB16 L=4'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+H 1.799 0.958 +D+L+H 4.611 2.441 +D+Lr+H 1.799 0.958 +D+S+H 1.799 0.958 +D+0.750Lr+0.750L+H 3.908 2.070 +D+0.750L+0.750S+H 3.908 2.070 +D+0.60W+H 1.799 0.958 +D+0.70E+H 1.799 0.958 +D+0.750Lr+0.750L+0.450W+H 3.908 2.070 +D+0.750L+0.750S+0.450W+H 3.908 2.070 +D+0.750L+0.750S+0.5250E+H 3.908 2.070 +0.60D+0.60W+0.60H 1.079 0.575 +0.600+0.70E+0.60H 1.079 0.575 D Only 1.799 0.958 Lr Only L Only 2.813 1.482 S Only W Only E Only H Only • S Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154176 3141 Walnut St.Suite 203A Project Descr: Printcc.: MAR 2018.12 47PM ood Beam ts12017117154(Fields Apartments-Otak)1Calctdations\Germs Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB17 L=4'3" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1.2)L(18) D 0.2625 L 0.42 C . . t_, a. ' - • 0.2625 L 0.42) 2-1.75x11.87 h Span=42501t ,l . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=10.50 ft,(Level 2) Uniform Load: D=0.0250, L=0.040 ksf,Extent=0.0--»1.50 ft, Tributary Width=10.50 ft,(Level 3) Point Load: D=1.20, L=1.80 k @ 1.50 ft,(FB4) Uniform Load: D=0.0250, L=0.040 ksf,Extent=0.0--»1.50 ft, Tributary Width=10.50 ft,(Level 4) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.299 1 Maximum Shear Stress Ratio = 0.391 : 1 Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 fb:Actual = 778.06 psi fv:Actual = 111.55 psi FB :Allowable = 2,600.00 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.505ft 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 0.010 in Ratio= 5108>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.017 in Ratio= 3087>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 41) Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.103 2.896 Overall MINimum 3.095 1.750 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154177 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018..12 47P ts12017117154(Fields Apartments-Otak)\CalculationstGeneral Apartments Design\Apartments Framing Design.ec6 WOQt %Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB17 L=4'3" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+H 2.009 1.146 +D+L+H 5.103 2.896 +D+Lr+H 2.009 1.146 +D+S+H 2.009 1.146 +D+0.750Lr+0.750L+H 4.330 2.459 +D+0.750L+0.7505+H 4.330 2.459 +D+0.60W+H 2.009 1.146 +D+0.70E+H 2.009 1.146 +D+0.750Lr+0.750L+0.450W+H 4.330 2.459 +D+0.750L+0.750S+0.450W+H 4.330 2.459 +D+0.750L+0.7505+0.5250E+H 4.330 2.459 +0.600+0.60W+0.60H 1.205 0.688 +0.60D+0.70E+0.60H 1.205 0.688 D Only 2.009 1.146 Lr Only L Only 3.095 1.750 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154178 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,1247P Wood Beam ts12017117154(Fields Otac)CalculationslGeneral Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB18 L=4'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2600 psi Ebend-xx 1900 ksi Fc-PrIl 2510 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.9)L(1.5) D 0.2875 L 0.46 ' • Tins i • (1. ':75)L(0.46 • 2-1.75x11.87 ` 1- Span=4.50ft H Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=11.50 ft,(level 2) Uniform Load: D=0.0250, L=0.040 ksf,Extent=0.0--»2.0 ft, Tributary Width=11.50 ft,(level 3) Uniform Load: D=0.0250, L=0.040 ksf,Extent=0.0--»2.0 ft, Tributary Width=11.50 ft,(level 4) Point Load: D=0.90, L=1.50 k @ 2.0 ft,(FH7) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.351: 1 Maximum Shear Stress Ratio = 0.398 : 1 Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 fb:Actual = 907.55 psi fv:Actual = 113.55psi FB :Allowable = 2,584.50 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.004ft 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 0.014 in Ratio= 3954>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.022 in Ratio= 2434>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 0 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154179 3141 Walnut St.Suite 203A Project Descr: Printed 21!i i.. Wood Beall( ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: FB18 L=4'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.368 3.440 Overall MINimum 3.299 2.111 +D+H 2.069 1.330 +D+L+H 5.368 3.440 +D+Lr+H 2.069 1.330 +D+S+H 2.069 1.330 +D+0.750Lr+0.750L+H 4.543 2.913 +D+0.750L+0.7505+H 4.543 2.913 +D+0.60W+H 2.069 1.330 +D+0.70E+H 2.069 1.330 +D+0.750Lr+0.750L+0.450W+H 4.543 2.913 +D+0.750L+0.7505+0.450W+H 4.543 2.913 +D+0.750L+0.7505+0.5250E+H 4.543 2.913 +0.600+0.60W+0.60H 1.241 0.798 +0.600+0.70E+0.60H 1.241 0.798 D Only 2.069 1.330 Lr Only L Only 3.299 2.111 S Only W Only E Only H Only • 11111 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154180 3141 Walnut St.Suite 203A Project Descr: Printed.23 MAP 2018, 9 19A Wood Bealtl ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KVV 6019534 Licensee:Enayat Schneider Engineering Inc Description: Deck Joists CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 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 D(0.090)L(0.080) h 2x8 2x8 Span=5.50 ft Span=3.250 ft III Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.0450, L=0.040 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.759 1 Maximum Shear Stress Ratio = 0.407 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 819.88psi fv:Actual = 73.31 psi FB:Allowable = 1,080.O0psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.500ft Location of maximum on span = 4.916 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.041 in Ratio= 1882>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.088 in Ratio= 886>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.304 1.183 Overall MINimum 0.143 0.557 +D+H 0.161 0.626 +D+L+H 0.304 1.183 +D+Lr+H 0.161 0.626 • +D+S+H 0.161 0.626 +D+0.750Lr+0.750L+H 0.268 1.044 +D+0.750L+0.7505+H 0.268 1.044 +D+0.60W+H 0.161 0.626 +D+0.70E+H 0.161 0.626 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154181 3141 Walnut St.Suite 203A Project Descr: Printed.23 MAR 2018,949A Wood Beam ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments DesiglApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Deck Joists Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750Lr+0.750L+0.450W+H 0.268 1.044 +D+0.750L+0.7505+0.450W+H 0.268 1.044 +D+0.750L+0.750S+0.5250E+H 0.268 1.044 +0.60D+0.60W+0.60H 0.097 0.376 +0.60D+0.70E+0.60H 0.097 0.376 D Only 0.161 0.626 Lr Only L Only 0.143 0.557 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154182 3141 Walnut St.Suite 203A Project Descr: PrirPed 21 MAR 2010.12 47PM Wood Beam ts12017\17154(Fields Apartments-otak)1CalculagaistGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica#: KW-06009534 Licensee Enayat Schneider Engineering Inc Description: Intermediate Stair Landing Joist L=410" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination i BC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-Pr!! 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 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.05)L(0.2) b b b b 0 I 2x8 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=0.0250, L=0.10 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.427: 1 Maximum Shear Stress Ratio = 0.271 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 460.90 psi fv:Actual = 48.78 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.000ft Location of maximum on span = 3.401 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio= 3157>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.019 in Ratio= 2502>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.505 0.505 Overall MINimum 0.400 0.400 +D+H 0.105 0.105 +D+L+H 0.505 0.505 +D+Lr+H 0.105 0.105 • +D+S+H 0.105 0.105 +D+0.750Lr+0.750L+H 0.405 0.405 +D+0.750L+0.7505+H 0.405 0.405 +D+0.60W+H 0.105 0.105 +D+0.70E+H 0.105 0.105 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154183 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.1247P ts12017117154(Fields Apartments-Otak)1CalculationstGeneral Apartments Design\Apartments Framing Design.ec6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: Intermediate Stair Landing Joist L=4'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.405 0.405 +D+0.750L+0.7505+0.450W+H 0.405 0.405 +D+0.750L+0.750S+0.5250E+H 0.405 0.405 +0.60D+0.60W+0.60H 0.063 0.063 +0.60D+0.70E+0.60H 0.063 0.063 D Only 0.105 0.105 Lr Only L Only 0.400 0.400 S Only W Only E Only H Only 411 • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154184 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 47P 0 Wood Beam ts12017117154(Fields Apartments-Otak)\calculatiors\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: Corridor 3x t&g decking CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 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 D(0.0138)L(0.046) a b b a a 5.50 X 2.50 Span=6.0 ft F ..1 IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=0.460 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.657: 1 Maximum Shear Stress Ratio = 0.107 : 1 Section used for this span 5.50 X 2.50 Section used for this span 5.50 X 2.50 fb:Actual = 591.72 psi fv:Actual = 19.20 psi FB:Allowable = 900.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H 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 Max Downward Transient Deflection 0.118 in Ratio= 611 >=360 Max Upward Transient Deflection 0.000 in Ratio= C <360 Max Downward Total Deflection 0.161 in Ratio= 448>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.188 0.188 Overall MINimum 0.138 0.138 +D+H 0.050 0.050 +D+L+H 0.188 0.188 +D+Lr+H 0.050 0.050 • +D+S+H 0.050 0.050 . +D+0.750Lr+0.750L+H 0.154 0.154 +D+0.750L+0.7505+H 0.154 0.154 +D+0.60W+H 0.050 0.050 +D+0.70E+H 0.050 0.050 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154185 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 12 47P 1.512017 117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 W0 BeamENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering inc Description: Corridor 3x t&g decking Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.154 0.154 +D+0.750L+0.750S+0.450W+H 0.154 0.154 +D+0.750L+0.750S+0.5250E+H 0.154 0.154 +0.60D+0.60W+0.60H 0.030 0.030 +0.600+0.70E+0.60H 0.030 0.030 D Only 0.050 0.050 Lr Only L Only 0.138 0.138 S Only W Only E Only H Only S • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154186 3141 Walnut St.Suite 203A Project Descr: , 0 Printed 21 MAR 2018.12:47PM Wood Beam ts12017\17154(Fields Apartments-Otak)1Caiculatons\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983.2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Vestibule t&g decking span=8'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 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(0.0138)L(0.046) a abd b a 5.50 X 3.0 Span=8.0 ft P •i III Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=0.460 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.819 1 Maximum Shear Stress Ratio = 0.121 : 1 Section used for this span 5.50 X 3.0 Section used for this span 5.50 X 3.0 fb:Actual = 737.45 psi fv:Actual = 21.70 psi FB :Allowable = 900.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.000ft Location of maximum on span = 7.766 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.215 in Ratio= 445>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.297 in Ratio= 323>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.254 0.254 Overall MINimum 0.184 0.184 +D+H 0.070 0.070 +D+L+H 0.254 0.254 +D+Lr+H 0.070 0.070 • +D+S+H 0.070 0.070 +D+0.750Lr+0.750L+H 0.208 0.208 +D+0.750L+0.750S+H 0.208 0.208 +D+0.60W+H 0.070 0.070 +D+0.70E+H 0.070 0.070 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1 71 541 87 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 12 47PM Wood Beam ENERCALC, (Fields Apartments-Otak)Icalculauons\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Vestibule t&g decking span=8'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.208 0.208 +D+0.750L+0.7505+0.450W+H 0.208 0.208 +D+0.750L+0.750S+0.5250E+H 0.208 0.208 +O.60D+O.60W+O.60H 0.042 0.042 +0.60D+0.70E+0.60H 0.042 0.042 D Only 0.070 0.070 Lr Only L Only 0.184 0.184 S Only W Only E Only H Only • 188 ESE DENIM PROJECT rAoovci tkr:t 4i v. v. Enayat Schneider,Engineering,Inc. PROJECT ll LI BY CT • SSE OMAR o- 4". ESEDENVER 3141 Wairoil Met hover,Colorado 80205 SSI DALLAS 11201 904 1234 RATE ti CO kb kct PAGE ESS PORTLAND brItm Caj Lk:4 011"0v1 & Thcovyw{ Vvc. AVe rCktiV\4\ ?Oa Z, I Cie u,e,, ryl ("sew. (4,2 toll fpcfnttr, cnel 0 41,90 (g0104 twcs.-0 .5"/I2_,, (Loop.t e Loort (ts4Y-, z4o 0,a, 642 41,0 gel 1(4011 rA;' • 50- 2,g (1(60er-AO-F I (,)/-1). 1-1a91D(xxc 21)I 7-165' , oket,,A4 o gPCANO OThvitA0ic (3)21(S a60-00. vor\010.,14 )6, vcy .12 "(A.) Ptte- 214› 0.kr,kekg- I ,%:•rr - crir" ti 4-1,r-o"-- /1-1y) d21,7,-S"--is‘"-S.‘-15m 0 tAA:r- (9(7,1- M 147- 46 Pt tP 14.4S(1211\>) N924-1 eicc; 5.1-/Sm 2 7•4ZG4107.0.priS 25 pfai > 1;7lir; ° CHECKED H?: SAFE: 189 PROJECT Pe-ldn `n^ur`6 3141 Walnut Street,Suite 203A Enayat Omer,Colorado 00205 PROJECTH 1 ( BY c r [1201904-1234 Schneider .- Smith �'�� GATE 316 f q 1` PAGE ID Engineering, Inc. kA,r ,... a4-N-Vj — NQS `L 7t 1(g -R ............. 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CHECKED BY: C}(1Af \e` :.---Nr% if a Ltt tj„:, THE FIELDS APARTMENTS ESS NO.: 17154 • • Wall Stud, King Stud, and Post Design • 191 E S E D ENV E R PROJECT e.Ad(S ` •f (A ftJaa,i o *,g,A1ior Enayat Schneider,Engineering,Inc. SSE OMAHA 3T41�^iziau�SI�ee{ Denueccmoado 8A205 PROM ( `L1 BY • SSIOALLAS 11201809.1234 ESE DENVER ��� DATE 1i23(2-UE PAGE ESS PORIEAHO (Hilt!_c,--c1,. `I, Tit f 61'()' f}n+- 44 1-- '0'' v.-L ey.T.erzto STt,t'i - COael CiPtA/rh7,6 Q (It,o / 2,XtP ((.x`'04.- 4-vi O4.4-vi vO k ,)y'i k).(1./1 + 11 -'1,! 7',' 4- 2' r ts- z '( g).( f i o e) +V(20 ) - c.Lo ..p l, ' (1�i'a.)_; `-1 ,.' . =... .r p L46 `1-1( 10 .a.0 It :f.5.10..P(4'( 1,z-) 112,D t o 4)c--t<IOt t LW S . s ...(' . t 1 y tpe lP s .k i_._t_71,W. Gd,Xli 2-1 6 SiTA ._ ;S, LO.D 0wcJ v:v•rA e r 0 ki.:1ti. v.4:r.'',, ULA OtAk 711/7 (1-I,ea' r- I. ' A 1 e, -' bL= 1 L1,5'{ tc r ) -i- V-t K -, � 6�s-c-v. 9 410 0 p i c c v4. d4 c t... y FE MAC,....i..f Tf-9-1 0 g -r.0 Ns:., 2ticto QP itl. 6 ((140c- w -�vri t�(0311 uta i s .^Flt = y ''z z 12 J ov ^ • = UL-2cP 1I )..(I2`) " ciC.)o P('t( ) n 1200(.14 11.4 D -t2 • 1'2._t`c . 1-1-: ' -C6 V) �.y ..P.u5)(1.2.') EL14-E o .1. (`` 112) 1°2c�.t, O toL 'e.�.F..('(1a)- (0,-4-f4 LL 2ec-,,,P-12)(t26 ,c,P p.W k.4(1 I!- p.. :(.:. � � —E-1- s ( )c,� � °il� It c (12)- I7 >,t t = alp O 3_S-J .. . ..... . sc.IS 2x p- �- 0,- ;is w N 1 3! (O v'c'rio v- + i , 11,15 .4 ‘ L-= 2. ' )-1- -td C'CkS: +1'.4-,S`(20 -- Oi ws. :to( . t... )1-, tov (01. r r )' ((y o' 1�.�..(1.t.IA 7.,,):i P?:.0 19 L-1 fq,1 (2s ) - `i ass i(1."11.7 -.3 yv, =p tA4t otO M • O CHECKED BY: DATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154192 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12.45PM ts12017117154(Fields AOtak)\Calculations\General Apartments DesigniApartments Framing Design.ec6 Wood Column partments- ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: (1)2x6 King Stud Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9 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.2Cf or Cv for Com ression 1.10 Area 8.250 in^2 P 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-PO 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 ', 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 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9 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 BENDING LOADS. . . III Lat. Uniform Load creating Mx-x,W=0.180 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9283 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k 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 4.530 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 4.530 ft above base Applied Axial 0.01609 k for load combination: W Only Applied Mx 1.093 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,063.92 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.3068:1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 88.364 psi Allowable Shear 288.0 psi Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 0.016 +D+L+H 0.016 +D+Lr+H 0.016 +D+S+H 0.016 +D+0.750Lr+0.750L+H 0.016 +D+0.750L+0.750S+H 0.016 +D+0.60W+H 0.486 0.486 0.016 III +D+0.70E+H 0.016 +D+0.750Lr+0.750L+0.450W+H 0.365 0.365 0.016 +D+0.750L+0.7505+0.450W+H 0.365 0.365 0.016 +D+0.750L+0.7505+0.5250E+H 0.016 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154193 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12:45PM Wood Column 1s12017\17154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Buid:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: (1)2x6 King Stud Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D+0.60W+0.60H 0.486 0.486 0.010 +0.60D+0.70E+O.60H 0.010 D Only 0.016 Lr Only L Only S Only W Only 0.810 0.810 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.484 in 4.530 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.363 in 4.530 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.363 in 4.530 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft • +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.484 in 4.530 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 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 0.807 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 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154194 3141 Walnut St.Suite 203A Project Descr: Pnnted-21 MAR 2018,12 15P 11 Wood Column ts12017117154(Fields Apartmentsdxak)1Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lie.#:KW-0600953$. Licensee:Enayat Schneider Engineering Inc Description: (2)2x6 King Stud Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 2-2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9 ft Wood Member Type Sawn Exact Width 3.0 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 P Area 16.50 in^2 Cf or Cv for Compression 1.10 Fb+ 900.0 psi Fv 180.0 psi Ix 41.594 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi I Cm:Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density31.20 pcf y 12.375 in^4 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 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 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 32.175 lbs*Dead Load Factor BENDING LOADS. . . III Lat. Uniform Load creating Mx-x,W=0.360 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9283 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k 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 4.470 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 4.530 ft above base Applied Axial 0.03218 k for load combination: W Only Applied Mx 2.187 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,063.92 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.3068 : 1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 88.364 psi Allowable Shear 288.0 psi Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 0.032 +D+L+H 0.032 +D+Lr+H 0.032 +D+S+H 0.032 +D+0.750Lr+0.750L+H 0.032 +D+0.750L+0.7505+H 0.032 +D+0.60W+H 0.972 0.972 0.032 Ill +D+0.70E+H 0.032 +D+0.750Lr+0.750L+0.450W+H 0.729 0.729 0.032 +D+0.750L+0.750S+0.450W+H 0.729 0.729 0.032 +D+0.750L+0.750S+0.5250E+H 0.032 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154195 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 45P Wood C OI u m n ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartnerts FrEanimg Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee :Enayat Schneider Engineering Inc Description: (2)2x6 King Stud Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D+0.60W+0.60H 0.972 0.972 0.019 +0.60D+0.70E+0.60H 0.019 D Only 0.032 Lr Only L Only S Only W Only 1.620 1.620 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0,000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.484 in 4.530 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.363 in 4.530 ft +D+0.750L+0.7505+0.450W+H 0.0000 in 0.000 ft 0.363 in 4.530 ft +D+0.750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft • +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.484 in 4.530 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 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 0.807 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 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154196 3141 Walnut St.Suite 203A Project Descr: Purled.21 MAR 2018,12 47PM Wood Column ts12017117154(Fields Apartments-Otak)\CalculationslGeneral Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica#:KW-060095341: Licensee: Enayat Schneider Engineering Inc', 1 Yom. Description: 1st Floor Exterior Stud-Load bearing at floor Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method Allowable Stress Design Wood Section Name 2x6 End Fixities Top& Bottom Pinned Wood GradinglManuf. Graded Lumber Overall Column Height 9 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 P Fb+ 900.0 psi Fv 180.0 psi Area 8.250 in^2 Cf or Cv for Compression 1.10 p lx 20.797 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi I Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density31.20 pcf y 1.547 in^4 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 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 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9 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 • AXIAL LOADS. . . Axial Load at 9.0 ft, D=0.7640, L=1.120,S=0.0670 k BENDING LOADS. . . Lat. Uniform Load creating Mx-x,W=0.0460 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2644:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k 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 4.470 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 4.530 ft above base Applied Axial 0.7801 k for load combination: W Only Applied Mx 0.2794 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,063.92 psi for load combination:n/a Other Factorsused to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.07841 : 1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 9.0 ft Applied Design Shear 22.582 psi Allowable Shear 288.0 psi Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 0.780 +D+L+H 1.900 +D+Lr+H 0.780 +D+S+H 0.847 +D+0.750Lr+0.750L+H 1.620 • +D+0.750L+0.750S+H 1.670 +D+0.60W+H 0.124 0.124 0.780 +D+0.70E+H 0.780 +D+0.750Lr+0.750L+0.450W+H 0.093 0.093 1.620 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171541 97 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:47PM Wood Column ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 1st Floor Exterior Stud-Load bearing at floor Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.750L+0.7505+0.450W+H 0.093 0.093 1.670 +D+0.750L+0.750S+0.5250E+H 1.670 +0.60D+0.60W+0.60H 0.124 0.124 0.468 +0.60D+0.70E+0.60H 0.468 D Only 0.780 Lr Only L Only 1.120 S Only 0.067 W Only 0.207 0.207 E Only Fl Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.124 in 4.530 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft • +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.093 in 4.530 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.093 in 4.530 ft +D+0.750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.124 in 4.530 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 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 0.206 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 III Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154198 3141 Walnut St.Suite 203A Project Descr: Printed'.21 MAR 2018,12 47P Wood COl1111h ts\2017117154(Fields Apartments-Otak)\Calculations\General Apartments oesign\ApanmentsFraming Design.ec ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 1st Floor Corridor Stud Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information 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 i'`'f "`"' ,10, 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.2Cf or Cv for Compression 1.10 Fb+ 900.0psi Fv 180.0 psi Area 8.25 in^2 P p 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 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 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0Brace condition for deflection(buckling)along columns: 1 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 III AXIAL LOADS. . . Axial Load at 9.0 ft, D=1.291, L=1.520,S=0.5840 k BENDING LOADS. . . Lat. Uniform Load creating Mx-x,W=0.00670 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3694:1 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... At maximum location values are... Along Y-Y 0.0 in at 4.530 ft above base Applied Axial 2.827 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 927.65 psi for load combination:n/a - Other Factors used to_calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.01142 :1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 3.289 psi Allowable Shear 288.0 psi Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 1.307 +D+L+H 2.827 +D+Lr+H 1.307 +D+S+H 1.891 +D+0.750Lr+0.750L+H 2.447 III +D+0.750L+0.750S+H 2.885 +D+0.60W+H 0.018 0.018 1.307 +D+0.70E+H 1.307 +D+0.750Lr+0.750L+0.450W+H 0.014 0.014 2.447 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154199 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,1247P Wood Column tsl2017117154(Fields Apartments-Otak)1CalculationsIGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 1st Floor Corridor Stud Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.750L+0.750S+0.450W+H 0.014 0.014 2.885 +D+0.750L+0.750S+0.5250E+H 2.885 +0.60D+0.60W+0.60H 0.018 0.018 0.784 +0.60D+0.70E+0.60H 0.784 D Only 1.307 Lr Only L Only 1.520 S Only 0.584 W Only 0.030 0.030 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.018 in 4.530 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft • +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.014 in 4.530 ft +D+0.750L+0.7505+0.450W+H 0.0000 in 0.000 ft 0.014 in 4.530 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.018 in 4.530 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 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 0.030 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 111 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171400 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12:48PM Wood Column ts12017117154(Fields Apartments-Otak)1Calculalions\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: 1st Floor Interior Studs(2x6) Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 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.2ression 1.10 Cf or Cv for Com Fb+ 900.0 psi Fv 180.0 psi Area 8.25in^2 P Ix 20.797 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi I Cm:Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density31.20 pcf y 1.547 in^4 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 No 1j' 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 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:14.30 lbs*Dead Load Factor III AXIAL LOADS. . . Axial Load at 8.0 ft, D=1.20, L=1.920 k BENDING LOADS. . . Lat. Uniform Load creating Mx-x,W=0.00670 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3610 :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... At maximum location values are... Along Y-Y 0.0 in at 4.027 ft above base Applied Axial 3.134 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 1,052.54 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.01015 : 1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 2.924 psi Allowable Shear 288.0 psi Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination 0 Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 1.214 +D+L+H 3.134 +D+Lr+H 1.214 +D+S+H 1.214 +D+0.750Lr+0.750L+H 2.654 III +D+0.750L+0.7505+H 2.654 +D+0.60W+H 0.016 0.016 1.214 +D+0.70E+H 1.214 +D+0.750Lr+0.750L+0.450W+H 0.012 0.012 2.654 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 1715401 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018.1248P Wood Column 1512017\17154(Fields Apartments-Otak)ICalculations\General Apartments Design 1Apartments Framing DeskyLec6 ENERCALC,MIC.1983-2017,Build:10.17.12.10,Vet:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: 1st Floor Interior Studs(2x6) Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base 0 Top @ Base @ Top @ Base @ Base 0 Top @ Base @ Top +D+0.750L+0.750S+0.450W+H 0.012 0.012 2.654 +D+0.750L+0.7505+0.5250E+H 2.654 +0.60D+0.60W+0.60H 0.016 0.016 0.729 +0.60D+0.70E+0.60H 0.729 D Only 1.214 Lr Only L Only 1.920 S Only W Only 0.027 0.027 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.011 in 4.027 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in • 0.000 ft 0.008 in 4.027 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.008 in 4.027 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.011 in 4.027 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 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 0.019 in 4.027 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 III Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 1715IO2 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1248P Wood Column ts12017\17154(Fields Apartments-otak)1CalculationssGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 1st Floor Interior Studs(2x4) Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x4 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn Exact Width 1.50 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.2 P Area 5.250 in^2 Cf or Cv for Compression 1.150 Fb+ 900.0 psi Fv 180.0 psi Ix 5.359 in^4 Cf or Cv for Tension 1.50 Fb- 900.0 psi Ft 575.0 psi I Cm:Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density31.20 cf y 0.9844 in^4 P 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 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 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:9.10 lbs* Dead Load Factor AXIAL LOADS. . . IP Axial Load at 8.0 ft, D=0.90, L=1.440 k BENDING LOADS. . . Lat. Uniform Load creating Mx-x,W=0.0050 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7876 : 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... At maximum location values are... Along Y-Y 0.0 in at 4.027 ft above base Applied Axial 2.349 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 568.13 psi for toad-combination:n/a OtherEartors_used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.01191 : 1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 3.429 psi Allowable Shear 288.0 psi Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 0.909 +D+L+H 2.349 +D+Lr+H 0.909 +D+S+H 0.909 +D+0.750Lr+0.750L+H 1.989 III +D+0.750L+0.7505+H 1.989 +D+0.60W+H 0.012 0.012 0.909 +D+0.70E+H 0.909 +D+0.750Lr+0.750L+0.450W+H 0.009 0.009 1.989 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715403 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1248P Wood column ts12017117154(FieldsApartments-Otak)\Calcula6ats\GeneralApartmentsDesigntApartmentsFramingDesign.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12,10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: 1st Floor Interior Studs(2x4) Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.750L+0.750S+0.450W+H 0.009 0.009 1.989 +D+0.750L+0.7505+0.5250E+H 1.989 +0.60D+0.60W+0.60H 0.012 0.012 0.545 +0.60D+0.70E+0.60H 0.545 D Only 0.909 Lr Only L Only 1.440 S Only W Only 0.020 0.020 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.033 in 4.027 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft • +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.024 in 4.027 ft +D+0.750L+0.7505+0.450W+H 0.0000 in 0.000 ft 0.024 in 4.027 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.033 in 4.027 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 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 0.054 in 4.027 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 III Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715404 3141 Walnut St.Suite 203A Project Descr: ColumnM Printed:21 MAR 2018,12 18P 17/17154(Fields Apartments-Otak)1Calculations\General Apartments Design'Apartments Framing Design.ec6 WoodENERCALC,INC.INC1983-2017,Build:10.17.12.10,Vef;10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 2nd Floor Interior Studs(2x4) Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x4 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn Exact Width 1.50 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.2Cf or Cv for Compression 1.150 Fb+ 900.0psi Fv 180.0psi Area in^2 lx 5.359 in^4 Cf or Cv for Tension 1.50 Fb- 900.0 psi Ft 575.0 psi ly 0.9844 in^4 Cm:Wet Use Factor 1.0 Fc-PHI 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 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 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:9.10 lbs*Dead Load Factor III AXIAL LOADS. . . Axial Load at 8.0 ft, D=0.80, L=1.280 k BENDING LOADS. . . Lat. Uniform Load creating Mx-x,W=0.0050 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7004: 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... At maximum location values are... Along Y-Y 0.0 in at 4.027 ft above base Applied Axial 2.089 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 b613.13 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.01191 :1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 3.429 psi Allowable Shear 288.0 psi Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 0.809 +D+L+H 2.089 +D+Lr+H 0.809 +D+S+H 0.809 +D+0.750Lr+0.750L+H 1.769 III +D+0.750L+0.750S+H 1.769 +D+0.60W+H 0.012 0.012 0.809 +D+0.70E+H 0.809 +D+0.750Lr+0.750L+0.450W+H 0.009 0.009 1.769 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715405 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.12.48PM Wood Column ts12017117154(Fields Apartments-Otak)\Calculations\Generai Apartments DesigntApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineerin. Inc Description: 2nd Floor Interior Studs(2x4) Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base Cil Top @ Base @ Top +D+0.750L+0.750S+0.450W+H 0.009 0.009 1.769 +D+0.750L+0.7505+0.5250E+H 1.769 +0.60D+0.60W+0.60H 0.012 0.012 0.485 +0.60D+0.70E+0.60H 0.485 D Only 0.809 Lr Only L Only 1.280 S Only W Only 0.020 0.020 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.033 in 4.027 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft • +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0,024 in 4.027 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.024 in 4.027 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.033 in 4.027 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 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 0.054 in 4.027 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 0 THE FIELDS APARTMENTS ESS NO.: 17154 • • Miscellaneous Design • 206 PROJECTkt4\ 3141 Walnut Siren!,Suite 203A Denver,Colorado 00205 PROJECT K -j-t BY 0--X Enayat Schneider 44C;- Smith yl 1/201 904-1234 DATE L\ 20 t PAGE Engineering, Inc. tk.A tic,*t.L1 r(e4-tK) OLk2 •k‘i3te,;') tA.7-1'3` (0!4 4.•(\ /X I w‘e\ri V314- 3) Y-YvY` 0 cr,).tApiy611, ... otc, 20c4--(?, s"Oe-iyk6- Mthes,QY rN,N WLY'vt3 U61,&616.J1 1-`4,\A32 ttiy 224-&p(,( q\ I. toc114, 3,04itt. ./4 1( "4 -ofv;AA 100 c-b.). ‘ ktP)04 kcokkc - PD-,(t-A-FcAS, 60,-,okonoQ6,e0.7,N,1 ( 16` (19,10(41`6.7Cri5z- t2SIcS 4. ILO cD1t.cui Nkte)( tst 0 • o CHECKED BY: DATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154?O7 3141 Walnut St.Suite 203A Project Descr: Printed.22 MAR 2018,12 14P Steel Beam ts12017117154(Fields Apartments-Otak)ICalculationstGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Mechanical screen column CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W(O.27) a - -. _. _. _.X. >C HSS4x4x1/4 HSS4x4x1/4 Span=2.Oft Span=5.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 2 Uniform Load: W=0.270 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.188: 1 Maximum Shear Stress Ratio= 0.040 : 1 Section used for this span HSS4x4x1/4 Section used for this span HSS4x4x1/4 Ma:Applied 2.025 k-ft Va:Applied 1.013 k Mn/Omega:Allowable 10.765 k-ft Vn/Omega:Allowable 25.423 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 2.000ft 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 0.247 in Ratio= 486>=360 Max Upward Transient Deflection 0.247 in Ratio= 486 >=360 Max Downward Total Deflection 0.148 in Ratio= 811 >=240 Max Upward Total Deflection -0.004 in Ratio= 6015 >=240 VertiC-aTReaCtionS • , Atalues in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -1.688 3.038 Overall MINimum -0.759 1.367 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H -1.013 1.823 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H -0.759 1.367 +D+0.750L+0.7505+0.450W+H -0.759 1.367 +D+0.750L+0.7505+0.5250E+H +0.60D+0.60W+0.60H -1.013 1.823 • +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only -1.688 3.038 E Only H Only Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 1715 08 3141 Walnut St.Suite 203A Project Descr: Printed:22 MAR 2018,1213PM Steel Beam ts\2017117154(Fields Apartments-Otak)\Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: Mechanical screen beam CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W(0.081) HSS4x2x1/4 rah Span= 10.0 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: W=0.0810 k/ft, Tributary Width=1.0 ft • DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.106: 1 Maximum Shear Stress Ratio= 0.011 : 1 Section used for this span HSS4x2x1/4 Section used for this span HSS4x2x1/4 Ma:Applied 0.717 k-ft Va:Applied 0.2869 k Mn/Omega:Allowable 6.749 k-ft Vn/Omega:Allowable 25.423 k Load Combination +D+0.60W+H Load Combination +D+0.60W+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 0.141 in Ratio= 853>=360 Max Upward Transient Deflection 0.141 in Ratio= 853 >=360 Max Downward Total Deflection 0.100 in Ratio= 1205 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.405 0.405 Overall MINimum 0.026 0.026 +D+H 0.044 0.044 +D+L+H 0.044 0.044 +D+Lr+H 0.044 0.044 +D+S+H 0.044 0.044 +D+0.750Lr+0.750L+H 0.044 0.044 +D+0.750L+0.7505+H 0.044 0.044 +D+0.60W+H 0.287 0.287 +D+0.70E+H 0.044 0.044 +D+0.750Lr+0.750L+0.450W+H 0.226 0.226 +D+0.750L+0.7505+0.450W+H 0.226 0.226 +D+0.750L+0.7505+0.5250E+H 0.044 0.044 +0.60D+0.60W+0.60H 0.269 0.269 . +0.60D+0.70E+0.60H 0.026 0.026 D Only 0.044 0.044 Lr Only L Only S Only W Only 0.405 0.405 E Only H Only Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171509 3141 Walnut St.Suite 203A Project Descr: Printed.22 MAR 2018,1222P Steel Beam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments DesignlApmiments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 1L c.%#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Mechanical screen beam minor axis bending CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending D(0.06) y a a a X X HSS4x2x1/4 Span= 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.060 klft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.209: 1 Maximum Shear Stress Ratio = 0.034 : 1 Section used for this span HSS4x2x1/4 Section used for this span HSS4x2x1/4 Ma:Applied 0.860 k-ft Va:Applied 0.3439 k Mn/Omega:Allowable 4.109 k-ft Vn/Omega:Allowable 10.020 k Load Combination +D+H Load Combination +D+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 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.362 in Ratio= 331 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2- Overall MAXimum 0.344 0.344 Overall MINimum 0.206 0.206 +D+H 0.344 0.344 +D+L+H 0.344 0.344 +D+Lr+H 0.344 0.344 +D+S+H 0.344 0.344 +D+0.750Lr+0.750L+H 0.344 0.344 +D+0.750L+0.7505+H 0.344 0.344 +D+0.60W+H 0.344 0.344 +D+0.70E+H 0.344 0.344 +D+0.7501J+0.750L+0.450W+H 0.344 0.344 +D+0.750L+0.7505+0.450W+H 0.344 0.344 +D+0.750L+0.750S+0.5250E+H 0.344 0.344 +0.60D+0.60W+0.60H 0.206 0.206 +0.60D+0.70E+0.60H 0.206 0.206 • D Only 0.344 0.344 Lr Only L Only S Only W Only E Only H Only 210 PROJECT ,RP.Uo 4pa(Cusivo,krla A A, , 3141 Walnut Street,Suite 2034 Denver,Colorado 00205 PROJECT/I '‘.4-1t--=,"--1 BY Enayat 1170- Schneider Smith OAT[y 11201 904-1234 DATE -3(1120 ni PAGE Engineering, Inc. Z-S 0-0 (INA( "t./k(i-rtiPati/ 7,1 R-lAcA rkt,18.-z-- QV. 0_51,(4, k4 2,1- (4- F 4-2 0 AVIV) ?6-6u3- 0 12e-kr\:otkv.03 NI/li lie*tt9u kid (m.ç Optet,,k) 1.26.f.t.P 12-Sele 41-10-1 • 7 MK T- "69?--,6114-Qt. 0 A .„.• r(Aersk.)-m2dt., Sea-,(1 c-A-41`1,-vr eAty.)itel v-ovy3 afrecititykr‘ *Aolv\AAP.s.S rredo(-0-- t-16\ 21 f--v3S rar) Ucchn -ct (0-t)--- .0) 61.0ADO07‘1 1 k 7 -4--S0 (J=D ' •OV-.01( 0 CHECKED BY: BATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171411 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 49P Wood Beam ts12017117154(Fields Apartments-oak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 .,:, Licensee:Enayat Schneider Engineering Inc Description: Center stringer 1=9'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-Pill 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 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.05L(02) b b b 4-2x6 Span=9.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations.", Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.10 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.883 1 Maximum Shear Stress Ratio = 0.264 : 1 Section used for this span 4-2x6 Section used for this span 4-2x6 fb:Actual = 1,032.85psi fv:Actual = 47.61 psi FB:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.500ft Location of maximum on span = 8.573ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.223 in Ratio= 484>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.287 in Ratio= 376>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.157 1.157 Overall MINimum 0.900 0.900 +D+H 0.257 0.257 +D+L+H 1.157 1.157 +D+Lr+H 0.257 0.257 +D+S+H 0.257 0.257 III +D+0.750Lr+0.750L+H 0.932 0.932 +D+0.750L+0.750S+H 0.932 0.932 +D+0.60W+H 0.257 0.257 +D+0.70E+H 0.257 0.257 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 171412 3141 Walnut St.Suite 203A Project Descr: __— Printed.21 MAR 2018,12:49PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Deskpr.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Center stringer 1=9'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.932 0.932 +D+0.750L+0.750S+0.450W+H 0.932 0.932 +D+0.750L+0.7505+0.5250E+H 0.932 0.932 +0.600+0.60W+0.60H 0.154 0.154 +0.60D+0.70E+0.60H 0.154 0.154 D Only 0.257 0.257 Lr Only L Only 0.900 0.900 S Only W Only E Only H Only • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17141 3 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 49P ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments Design\Apartments Framing Design.ec6 Wood BeamENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW=06009534 Licensee:Enayat Schneider Engineering Inc Description: Edge stringer 1=9'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0ksi 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 D(0.025)L(0.1) b b b b 2-2x6 Span=9.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.10 ksf, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.883 1 Maximum Shear Stress Ratio = 0.264 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 1,032.85 psi fv:Actual = 47.61 psi FB:Allowable = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.500ft Location of maximum on span = 8.573 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.223 in Ratio= 484>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.287 in Ratio= 376>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.579 0.579 Overall MINimum 0.450 0.450 +D+H 0.129 0.129 +D+L+H 0.579 0.579 +D+Lr+H 0.129 0.129 +D+S+H 0.129 0.129 III +D+0.750Lr+0.750L+H 0.466 0.466 +D+0.750L+0.7505+H 0.466 0.466 +D+0.60W+H 0.129 0,129 +D+0.70E+H 0.129 0.129 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17141 4 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAP 2018.12 49PM Wood Beam ts12017\17154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Edge stringer 1=9'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.466 0.466 +D+0.750L+0.7505+0.450W+H 0.466 0.466 +D+0.750L+0.7505+0.5250E+H 0.466 0.466 +0.60D+0.60W+0.60H 0.077 0.077 +0.60D+0.70E+0.60H 0.077 0.077 D Only 0.129 0.129 Lr Only L Only 0.450 0.450 S Only W Only E Only H Only • • �- 21-5 PROJECT 1`�drj ( 3141 Walnut Street,Suite 203A E ® Denver,Colorado 00205 PROJECT# 'IA � BY CT Schnchneeeider s [120]904-1234 • S Smith if DATE2t21�1I-0.)‘?: PAGE Engineering, Inc. 0 1 kb, 2,4.6' rfi-/ 1,4is 4 174 Let u,..)0,-(A CS's- i Vi ��i • o �Gtn........ tn-So r-c;4. B! _ (1- -. CAA e) 0 dol 4 kr\c. ► (4 (% PI) ';'`- . 2... o fr )(II 2-1; � es; 4A/�Q spy-'P -- (A,�; U..ye .xA.0-0 , Op- t: kb9vx`-.( 4Ar1e�.:�vedea, hti � 4n4-Gatr 1 �t�cA1 arNO. o t } l.. rj- e9 Vl L { ac),., .�'.: 4-1i C_t(A-15) I I, CHECKED DY: 1 o‘;c_ DAEE: 216 PROJECT .:eit 3141 Walnut Street,Suite 2034 Denver,Colorado 80205 PROJECT 11 I ITYC. Enayat Schneider Smith y 1 E7201 904-1234 DATE /2-1 2 2,0 ce PARE Engineering, Inc. Cr6f\sM)(2 CCitriNA cor( .r)n 27_4. CdAirtOIDN. • e.c.Lx ,t (?cfr (.64 tA o • cot, ti14:1e. ?„'isce t64.0 ,,-,,-.03 I\Amcblvv,AwN 4-,eirv\i‘ro-,r1 tfx6-1 `2•2 1,—ft"-:111 OW-WA.A. cx40.4,cue' _ - r ./ . -74 I. Oljc).( I scAre-tio ..) 0 6,,f-c6ur.1 t 6ut,L,1 zriccuc,, r., 2 2 —I . )Ytottavv) mossy, y)vstiy...\ ( S' ,41490-0',"z-Aq;to Vo .0.4 Uso Ok-tqj elkIT yq-,o,r4,1/41-w-c* e 1(0'4 4,e ekervwr,-693i vls II-2_00 L' • 0 0/.4 > Kol v.ko .,f)-(0 is (pq -4fcAolikr 63,,87_ k„ - (K(0( Lib . stkak• •' 7 " 1, eri e5V)C-16 Ceti 01.00.0.4-"ir 154.-A-415 jr't o1/4_12 SZ:4- (-6 o IcApv.ciss;Tia c&o.air* 1-gAi r • 1M 601 kat ,N tuicio..(ci, c, sqs)(6)..... .zzo.uo CHECKED OY: 041;NtAls"- i 217 PROJECT fAo)kA tA-foori wv`.-9'4A 3141 Walnut Street,Suite 203A Denver,Colorado B0205 PROJECT 1 I By Enayat 10- [1201 904 1234 Schneider Smith /1 DATE '2 (P19(1 re PAGE 411 Engineering, Inc. @c.91.... WO: CV\ wirAt. ecorv, 06L- 1`44 milunr) er,c (3F-Y-P k rc? o\if 0,*Cli J2 , 'TV)AA 60 OCA Lib.- -r-- (°)6.12•'0.1s6 - Uo •"^-1 I t Gv A bac; VOCAth:O. OV\ ...qt, 5 ! 1 ! (4 ,c1c. Mtoel ezo" tt,r a 76 ua 1-k tOvAQ(e,. s. (2 itboVos 9'4 3 4-.) -> 3$(6-', -04 tt C. 1)L14 (\ VV\ ft-N 4. <,. tk,0 vsbk,(.811--04 toe)qc-r.W. 0 \ti2)(i, p.,,esr;G1-0 p•--(0. tat, 1.,(e ." b145 CHECKED BY: -4)4 : : : DATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171518 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 12.47PM General Beam Anal $IS ts12017\17154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ec6 y ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 1 ft Canopy General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 1.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 Span=1-0 ft F .1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0050, S=0.0250 ksf, Tributary Width=3.0 ft Varying Uniform Load: S=0.0830->0.0790 ksf,Extent=0.0--»1.0 ft, Trib Width=3.0 ft DESIGN SUMMARY Maximum Bending= 0.166 k-ft Maximum Shear= 0.3330 k Load Combination +D+S+H Load Combination +D+S+H • Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 0.000 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.000 in 979090 Max Upward Total Deflection 0.000 in 2393968 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 1.00 ft 1 -0.17 0.17 0.33 +D+H Dsgn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+L+H Dsgn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+Lr+H Dsgn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+S+H Dsgn.L= 1.00 ft 1 -0.17 0.17 0.33 +D+0.750Lr+0.750L+H Dsgn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+0.750L+0.750S+H Dsgn.L= 1.00 ft 1 -0.13 0.13 0.25 +D+0.60W+H Dsqn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+0.70E+H Dsgn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+0.750Lr+0.750L+0.450W+H Dsqn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+0.750L+0.7505+0.450W+H 0 Dsgn.L= 1.00 ft 1 -0.13 0.13 0.25 D+0.750L+0.750S+0.5250E+H Dsgn.L= 1.00 ft 1 -0.13 0.13 0.25 +0.60D+0.60W+0.60H Dsgn.L= 1.00 ft 1 -0.00 0.00 0.01 +0.60D+0.70E+0.60H Dsgn.L= 1.00 ft 1 -0.00 0.00 0.01 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171519 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:47PM General Beam Analysis tsi2017117154(Fields Apartments-Otak)1CalculationstGeneral Apartments Design\Apartments Framing Design.ec6 y ENERCALC,INC.1983-2017,Bukd:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 1 ft Canopy Overall Maximum Deflections Load Combination Span Max ""Deft Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0000 1.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.333 Overall MINimum 0.009 +D+H 0.015 +D+L+H 0.015 +D+Lr+H 0.015 +D+S+H 0.333 +D+0.750Lr+0.750L+H 0.015 +D+0.750L+0.750S+H 0.254 +D+0.60W+H 0.015 +D+0.70E+H 0.015 +D+0.75OLr+0.750L+0.450W+H 0.015 +D+0.750L+0.7505+0.450W+H 0.254 +D+0.750L+0.750S+0.5250E+H 0.254 +0.60D+0.60W+0.60H 0.009 +0.60D+0.70E+0.60H 0.009 D Only 0.015 Lr Only L Only S Only 0.318 W Only E Only • H Only • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171420 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.12 47P General Beam Anal sis ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 y ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 2 ft Canopy General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 2.0 ft Area= 10.0 in"2 Moment of Inertia = 100.0 in"4 S , !I.'. 4, b h b - t i .asp. Span=2.0 ft i Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0050, S=0.0250 ksf, Tributary Width=1.50 ft Varying Uniform Load: S=0.0830->0.0750 ksf,Extent=0.0--»2.0 ft, Tub Width=1.50 ft DESIGN SUMMARY Maximum Bending= 0.323 k-ft Maximum Shear= 0.3270 k Load Combination +D+S+H Load Combination +D+S+H • Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 0.000 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.000 in 251474 Max Upward Total Deflection 0.000 in 4716056 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 2.00 ft 1 -0.32 0.32 0.33 +D+H Dsgn.L= 2.00 ft 1 -0.02 0.02 0.02 +D+L+H Dsgn.L= 2.00 ft 1 -0.02 0.02 0.02 +D+Lr+H Dsgn.L= 2.00 ft 1 -0.02 0.02 0.02 +D+S+H Dsgn.L= 2.00 ft 1 -0.32 0.32 0.33 +D+0.750Lr+0.750L+H Dsgn.L= 2.00 ft 1 -0.02 0.02 0.02 +D+0.750L+0.750S+H Dsgn.L= 2.00 ft 1 -0.25 0.25 0.25 +D+0.60W+H Dsgn.L= 2.00 ft 1 -0.02 0.02 0.02 +D+0.70E+H Dsgn.L= 2.00 ft 1 -0.02 0.02 0.02 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 2.00 ft 1 -0.02 0.02 0.02 +D+0.750L+0.7505+0.450W+H ilkDsgn.L= 2.00 ft 1 -0.25 0.25 0.25 D+0.750L+0.7505+0.5250E+H Dsgn.L= 2.00 ft 1 -0.25 0.25 0.25 +0.60D+0.60W+0.60H Dsgn.L= 2.00 ft 1 -0.01 0.01 0.01 +0.60D+0.70E+0.60H Dsgn.L= 2.00 ft 1 -0.01 0.01 0.01 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715'21 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 12 47P General Beam Analysis ts12017117154(Fields Apartments-Otak)1Cakulaaais\Ger�al Apartments Design\Apartments Framing Design.ec6 y ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 2 ft Canopy Overall Maximum Deflections Load Combination Span Max ""Del Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0002 2.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.327 Overall MINimum 0.009 +D+H 0.015 +D+L+H 0.015 +D+Lr+H 0.015 +D+S+H 0.327 +D+0.750Lr+0.750L+H 0.015 +D+0.750L+0.750S+H 0.249 +D+0.60W+H 0.015 +D+0.70E+H 0.015 +D+0.750Lr+0.750L+0.450W+H 0.015 +D+0.750L+0.750S+0.450W+H 0.249 +D+0.750L+0.750S+0.5250E+H 0.249 +0.60D+0.60W+0.60H 0.009 +0.60D+0.70E+0.60H 0.009 D Only 0.015 Lr Only L Only S Only 0.312 WOnly E • E Only H Only • ` 222 PROJECT r�2 Vrti •;` i 3141 Walnut Street Suite 203A Enayat Denver,Colorado 00205 PROJECT141 V ) BY • Schneider ,� 17201 904-1234 Smith DATE t 9-0 PAGE Engineering, Inc. NEVA$............c ..` =03 i)Si ..tc D.; (62-) = el-t 0.p 1 CI? tui W p� (o'{ 2"1'2-` g'/%' > Qc-rs4,,,,ae` 'R • 70 • • 1.'S . !ice " b(v4-) .Q 1 2-S4 P,,t LE (%..tx-4 to 2 1-1_ Fl 1%1.OGX,LtNCa, O 1rtr2S` 2y � 0V. 2Y VC)kL4 30-k ) sem (6)h?„)-z-210.0 c 0 • CHECKER BY: BATE: 223 PROJECT 61". tAT_Lcrshelku\ 3141 Walnut Street,Suite 203R Denver,Colorado 00200 PROJECT S I-346'1 BY Cr Enayat [1201 904-1234 Schneider Smith y DATE 3(2 71/2.0 r iYeOE Engineering, Inc. 9‘,7 6 0 1 -4- ( diô.r') Zy.e‘ .etatyy- IA' y, vi S-e---r.ekkn rt4-0 (kr) rt to Oe.h.-3 t (14 .0 :3 t (1.• 0 0.) orowr, 0 6" cnC., 7 (6 C.9 ( 'h) V)i)a Ltn c-1/4—INN)) ckf+elk JAkik/Nut-4 c) \ 2-(00 p1P-(16Y.12,) 27- 31.13.(,16/ ,rwt r: 11-44 Oo LO a (oeNe\tnAc't/ 0 141U6k4:-. Lth c2, cor0 6S • ZBt -' • cb- K>- AO civl k'r\io Ai Lock k-Lc, ic-ct*,3 0 0 11111 CHECKED BY: BRIE: 224 ESE DENVER PROJECT V\da/J '( {Avv,e,sr,;1°n 1' 4 Enayat Schneider,Engineering,Inc. 0 SSE OMAHA 214ETVaInu�S0eei Deouer,Cohrada 80200 PHHJECF# �� �� BY SSI WI' 17201 ESE DENVER 1 DATE S-12-2-170 1<? PACE ESS PORTLAND e ..L. . q,...w:.E. ..)e. $ 1 is .......v.4.cc ....... k.A~rA 0 N......-,' /2,14.1 O Ps .Lr-1,5-1- t,7 4 _ '2.�r r2 - i 21i-.y0..'-....0,.(La C,C < 270 Ua e r• O • : eqe-- li 47,--' +/--(x-'11/1 1 C' ‘4- C)..S14.S‘‘ Vi 6 5a " o ......—I._.._-. .- ._ +. 0 1.1 t, ': ( ''Sk"H---c tr.4-14-( o, iJ C)',IS O b 00614\`n '-4- keV-'C strkT) 0 ~f O A s'c4.4 1 k 0(612.1_6 , mk, V)te5 ,4, i • a CHECKED 00: DATE: 1 225 ESE DENVER PROJECT VI flap 1,4)ou,(f wvoi\l' o Enayat Schneider,Engineering,Inc. ROJECT# SSE OMAHA ;.- 3141 Walnut Strout Denver,Colorado 80205 P1 -137*D`--i BY Q--7 inh SSI OALAS . E7201 864-1234 'V' 111, ESEOENVER DATE 212-7 t2-0 IV PAGE ESSPORILAND Au( v6re-- y-..rYV- NOWGC,,Tk )10 Q1/4;A:ItSVAI 1 wo 2 . :: tA- 206(;,5 .11MIA6 4 .4----- N,A4'ebi),,,, / o nCK-(),"•-) 711. 9 tl 4 -.7- C/1-1k341".3,2s" Q-S1K4110. 0 7-- raccl) U0 4 I _ % y ,) 14,1 1,o '_.A r s c$ -(t/N rtA (.0 1:).Am (4601) r q.0._ --- ivt AL '1 -,0 .(2 —V.)—,.5.N1 -r -c ov-tuA 2.o0 1.0. ...) /\ W( 7r o -Qo sr Ili'-kkri ip d , oktes ,. 2'6" si"0—tvi vvw."".1,-Air ,4—= t00,0 -'•ipKt..041 • • . ' • i , , , it„ 1 ..-;' ..,) ' F1I' 0 1 c/.. CHECKED BY: DIE: THE FIELDS APARTMENTS ESS NO.: 17154 • • Site Structure Design • Enayat Schneider Smith Engineering JOB TITLE Fields Apartments Mailbox Structure 226 3141 Walnut Street,Ste 203A Denver,Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C.Thomson DATE 2/27/18 CHECKED BY DATE IIIWind Loads - Open Buildings: 0.25 5 h/L <_ 1.0 Ultimate Wind Pressures Type of roof= Monoslope Free Roofs G= 0.85 Wind Flow= Clear Roof Angle= 7.3 deg NOTE:The code requires the MWFRS be Main Wind Force Resisting System designed for a minimum pressure of 16 psf. Kz=Kh(case 2)= 0.57 Base pressure(qh)= 18.0 psf Roof pressures-Wind Normal to Ridge Wind Load Wind Direction Flow Case y=0&180 deg Cnw Cnl Cn= 1.20 0.30 Clear Wind A p= 18.4 psf 4.6 psf FlowB Cn= -1.10 -0.10 p= -16.8 psf -1.5 psf NOTE: 1).Cnw and CnI denote combined pressures from top and bottom roof surfaces. 2).Cnw is pressure on windward half of roof.Cnl is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures -Wind Parallel to Ridge, y= 90 deg Wind Load Horizontal Distance from Windward Edge h= 9.5 ft 0Flow Case <_h >h<_2h >2h 2h= 18.9 ft Cn= -0.80 -0.60 -0.30 Clear Wind A p= -12.2 psf -9.2 psf -4.6 psf FlowB Cn= 0.80 0.50 0.30 p= 12.2 psf 7.7 psf 4.6 psf Fascia Panels -Horizontal pressures Fascia pressures not applicable-roof angle exceeds 5 degrees. qp= 0.0 psf Windward fascia: 0.0 psf (GCpn=+1.5) Leeward fascia: 0.0 psf (GCpn=-1.0) Components &Cladding -roof pressures Kz= Kh(case 1)= 0.70 a= 3.0 ft a2= 9.0 sf Base pressure(qh)= 22.0 psf 4a2= 36.0 sf G= 0.85 Clear Wind Flow Effective Wind Area zone 3 zone 2 zone 1 positive negative positive negative positive negative <_9 sf 3.18 -4.17 2.38 -2.09 1.59 -1.39 CN >9,<_36 sf 2.38 -2.09 2.38 -2.09 1.59 -1.39 >36 sf 1.59 -1.39 1.59 -1.39 1.59 -1.39 9 sf 59.2 psf -77.8 psf 44.4 psf -39.0 psf 29.6 psf -25.9 psf Wind >g <36 sf 44.4 psf -39.0 psf 44.4 psf -39.0 psf 29.6 psf -25.9 psf pressure >36 sf 29.6 psf -25.9 psf 29.6 psf -25.9 psf 29.6 psf -25.9 psf III Enayat Schneider Smith Engineering JOB TITLE Fields Apartments Mailbox Structure 227 3141 Walnut Street,Ste 203A Denver,Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C.Thomson DATE 2/27/18 CHECKED BY DATE • Location of Wind Pressure Zones L L F , eirw _ iivitifirj .114L NW 4:'111. 111 WIND %taleAI& WIND �1 � DIRECTION .0 DIRECTION .0 y= 0',180° y=0',180' PITCHED TROUGH L L 11111111=1.1111111111M1111111111 IIIMMIIIIIINIMININ 4.'NL Iiii jr ii WIND ill&fWIND DIREC TION DIRECTION y= 0' .0 .0 y= 180° MONO LOPE WIND DIRECTION y= 0°, 180° L L L III _____ .. / "4,,, / 6.e eiv,jr° / , Wit_. 4 �T: Mkini._ „wadi C WIND �y DIRECTION WIND <.1 WIND DIRECTION DIRECTION Ja MONOSLOFE PITCHED TROUGH WIND DIRECTION y= 90° MAIN WIND FORCE RESISTING SYSTEM --, ,.-,.' n.! --, -, 1 111 1 1 1 -t -) 1 1 1 e< IoO 0>>- Io. III MONOSLOPE PITCHED OR TROUGHED ROOF COMPONENTS AND CLADDING • :4 7, / ,•/ 44t" / • .. ° /4 4 r- / ( . ,' - / /---• '9s-''' /,y• ,`-• /A,1/ • .0, i e , i F •i4 -- 496> \./ ..,.. 116. ACh / / j . ,., .,.;," ,,,-: / ,; / 7/51„ vF , . /7 ' ,' / / 1 / / / .7 -_,, / / 1 1 44% , // ; ,' ,,,: / r / /"' /7 he ,, 0 .N. ....,,.. ••-• -_ 0 --'.- :,..../ i' '\ , , .t3, e' / ir r- / `.-.....,,,' '".tc,. I / / i / •"\,,,` .-4‘,,,,.;--- ..,1 / , • ' ',,,/ ,` .:•., '",-- i / / // ,„. .' '---.,,•` A,,,,(, -Az ' ..:).4.-:-. ,,.. 1 / •, ••;,e-', --N, -., f ''.„ . ' ',-.-_, •,,,,ls,... -., / --;•ti , • 0 4 0,-,,.' ''' ' 229 PROJECT 1:7-ie_inkt. (-\-(-)6.K.kkAmmAt 3141 Walnut Street,Suite 203A Enayat OenveCoIerat10 00205 PROJECT# 6-1-1 BY e dh Schneider A [72019041234 Smith ir mif 2 74 PAGE Engineering, Inc. .1.06X1-1Q.6-) Ia.!. 're, LiPr— \ t, (A)i-ori (%110oA AP IromotAAJour-d °IN/. /3Spic ,eAtoo. p 6 .e:4-(19 NO 414f_e (9 7: 3°- er (9 _ kb ccv-t-c) "A {a- kiCe, lil. r1'44.1(x)(xirdc .Gtzzs(2A4- tewprti • o .4.4pQ„kito14,, (11 (10,4 Tor-ct, 64- (9.. .5.4-.Y.2.2,S Cp.e 10 7- Z75 Up Ito tYlr (()Gt-CrekU t'-P -to Cat aspNR.. IAD mot kirkr (e L,-)e-1(eol prmApee .e4 vv)I 0 c i-e.,;(A • (.40 (AJ 7-- ( ))74 Ilige 1• Al‘rtkAl"\ 4C‘) (-P CLAM,V‘Am 0 CHECKED BY: 230 PHDJECT fi el c&. "4(krxrw‘4},,°4 1A 41 3141 Waluat Street,Suite 2O3A 0 Enayat '' Dower,Colorado 00205 PROJECT H 1 '=i-1 Cl BY (3- Schneider [1201 004-1234 Smith r�� DATE 7I z-7-1'2-0( PAGE Engineering, Inc. qac cuA.,1 LQcA tAag -4 ..1 -k.) ►.cam.. tA.FP C1 2,0 . ..30. WZAI...t.n , ow {()Oct o 9_=51),P .,,,\L.K.) IK_Cara I1 V,134- (!t v•4-0:,...A w WI'0" 2'/` 17- i ir2 . hArNc p. `.a: 1 g'( ti.2' .b.ark-: ,. cs.�°, 2-X12 N= t2. W �... u 0 ev,d► r'kv1= (9.t:- ,?44-( ) 4 ►.z -(. .„t = 1.7 t, - ,: . 8fug, , -Ot e,A y,e ti\-),, M i7- Vi.-VO" 1-\- Co:.. Y`,--hX` i O -1.Q e:Q collo.-vv\fin dinA ' 1 u \.,Inrrkk01i51 C `(70 s\(i .• LOW'(4 e..c,kva,U el --b rod e • 2 vb--4 �\ko.. , til(_v ti-V-1 c(� OnotoL F62) ti€ i • O aoUA.,n:kn. kelI d•a�:}cGin...-(eta�' LA yrcl y1 nY vv'rs.,6 -E'0 r(c*cl:....c.t?vvl.A-1:-ars .--u,, --:s-+r c c,,A.e � CHECKED BY: 4 �j- 1 lj1' x .gt(Y/!''''!. CV.. 1Tice' ) 4 ,� \?96 "t!.1fC,,,Q - i 231 PROJECT RdC&. VV-eo`r€w�u�1i . 3141 Walnut Street,Suite 203A Denver,Colorado 80205 PROJECT# 1e--)`\ BY CX EnSchneider [1201904.1234 ID Sc Smith yl` DATE Z)2 201 PAGE Engineering, Inc. ute. a.: t ~,(tell Pe).(4Li.Les t9t-1 • (5,-I (, I) (.t.. ' L{) RA-PrsivmAire.. v‘A TNAW\kis,"r\ knktkte 'Pb`f- 4) A-rest * T--(6111'2)( 4103 p -2 a._ t ` � � - -� '3 ► /3 to til t;.C: ...... f t- -u. `Io.e A (3 [44 o n I- 4f-z-( 4).t-- _ ( 1)(74)- 0 ,..1- ft '112 (W. ' 2601-to -- ., ..i.z_. \,ws. .176,11A- .Pro-yvv Q R �.,Le.. f ♦ ' o •ft. �..; NO LONGER USED YV\A—‘h .�1..:, �Z,Z�a" CHECKED DY: .-,: r DaTE: 232 PROJECT 0 ctn V-Venote vA0A4- ,,,,b.A Ile 31411A/81mo Street,Suite 2034 Denver,Colorado 00205 PROJECT 4 1r7.-}t,t BY CT • Enayat Schneider Smith y 1 [1201 904-1234 RATE 2-12:4-1,2.0 lie PAGE Engineering, Inc bp ikf.4 11-11V". Z.LL (e).C. )1.4.-1.1:t.r4 7\4 <-C.'‘iVe., liA C''( (A3\r"16‘EC(Mil'; KO cp.0.i.. _ -4V\DO,Lir CAW\\NI ti.,(t\,'")‘..1 .., Sill"(5 60 US j_ ":. C*)(qiii (2.) .----- .9-2- 1,1, , I.' I NO LONGER USED r , k + 111 •5? C-1) 40 1-7*.7 ‘4,1-1„, Ile 4.67-1.4 esity, OL -(Our),.,al 4 em\ei d.Ltyf.6,!" 0 I,,!; -7,G5.11:69 to tZio" T . .1.lz 4)(9 — -4-kbAt M /9 kru o ticiN ,,,:y 0 iz.) 10,tt .., — 0 CHECKED BY: DATE: T�' 233 PROJECT 7i A_)t1,6 )..r°.f'ous o An.; `6 3141 Walnut Street,Suite 203A Rennet,Colorado 10205 PROJECT#(?I,4-) RV LT Enayat ! [7201904-1234 • SmithSchneider OAJI / 2.? �4�15? PAGE Engineering,, Inc. 1f_ " [0" ( C 4 C� pares c ...(4-1. i(L) �—mat p l s, o >r . a o,2 Rei .,•. ' ,fir..:- c ,t ^61 on— ?� �t ( .c } 4 ( ,per) 3L%' L .c) � . ,le 0 (9.92-460)( -1111 1,1, I (4. cfs o O • CHECKED BY: DATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171534 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018.12.48PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesigntApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee :Enayat Schneider Engineering Inc Description: Mailbox roof joists L=19'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900 psi Ebend-xx 1600ksi Fc-PrIl 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 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.020)S(0.050) n b b d V 2x12 0 2x12 0 2x12 Span= 1.580 Span = 16.0 ft Span= 1.420 ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.010, S=0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.792 1 Maximum Shear Stress Ratio = 0.217 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 819.56psi fv:Actual = 44.85 psi FB :Allowable = 1,035.00 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.067ft Location of maximum on span = 1.580ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.251 in Ratio= 764>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.352 in Ratio= 545>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.672 0.658 Overall MINimum 0.480 0.470 +D+H 0.192 0.188 +D+L+H 0.192 0.188 +D+Lr+H 0.192 0.188 • +D+S+H 0.672 0.658 +D+0.750Lr+0.750L+H 0.192 0.188 +D+0.750L+0.7505+H 0.552 0.541 +D+0.60W+H 0.192 0.188 +D+0.70E+H 0.192 0.188 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715435 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:48PM Wood Beam ts12017117154(Fields -Otak)1Calculations\General Apartments DesigrnApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Suild:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee::Enayat Schneider Engineering Inc Description: Mailbox roof joists L=19'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+0.750Lr+0.750L+0.450W+H 0.192 0.188 +D+0.750L+0.7505+0.450W+H 0.552 0.541 +D+0.750L+0.7505+0.5250E+H 0.552 0.541 +0.60D+0.60W+0.60H 0.115 0.113 +0.60D+0.70E+0.60H 0.115 0.113 D Only 0.192 0.188 Lr Only L Only S Only 0.480 0.470 W Only E Only H Only • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171436 3141 Walnut St.Suite 203A Project Descr: Pined:21 MAR 2018,12 480M Wood Beam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC 1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Overhang joists L=3'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-Pill 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 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.020)S(0.050) 4 8nen d $ 2x12 2x12 LL Span=2.0 ft Span=1.50 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.010, S=0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.029 1 Maximum Shear Stress Ratio = 0.019 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 29.87 psi fv:Actual = 3.95 psi FB:Allowable = 1,035.00 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 = 1.073 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.001 in Ratio= 67506>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination . Support 1 Support 2 Support 3 Overall MAXimum 0.031 0.214 Overall MINimum 0.022 0.153 +D+H 0.009 0.061 +D+L+H 0.009 0.061 +D+Lr+H 0.009 0.061 • +D+S+H 0.031 0.214 +D+0.750Lr+0.750L+H 0.009 0.061 +D+0.750L+0.7505+H 0.025 0.176 +D+0.60W+H 0.009 0.061 +D+0.70E+H 0.009 0.061 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715437 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12:48PM ts12017 Wood Beam 117154(Fields Apartments-Otak)1Calculauons1General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: W-06009534 Licensee: Enayat Schneider Engineering Inc Description: Overhang joists L=3'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750Lr+0.750L+0.450W+H 0.009 0.061 +D+0.750L+0.7505+0.450W+H 0.025 0.176 +D+0.750L+0.750S+0.5250E+H 0.025 0.176 +0.60D+0.60W+0.60H 0.005 0.037 +0.60D+0.70E+0.60H 0.005 0.037 D Only 0.009 0.061 Lr Only L Only S Only 0.022 0.153 W Only E Only H Only S S Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171538 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 12:48PM Steel Beam ts12017117154(Fields Apartments-Otak)1Cal:ulation MGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: MB1 L=10'0" CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.0967)S(0.24175) a---._ _- __..- .. b -._ _ -_ t _ _. _. _- - a 41*1 HSS6x4x 1/4 Span= 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading • Uniform Load: D=0.010, S=0.0250 ksf, Tributary Width=9.670 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.226: 1 Maximum Shear Stress Ratio= 0.043 : 1 Section used for this span HSS6x4x1/4 Section used for this span HSS6x4x1/4 Ma:Applied 4.425 k-ft Va:Applied 1.770 k Mn/Omega:Allowable 19.580 k-ft Vn/Omega:Allowable 40.826 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 0.090 in Ratio= 1,331 >=360 Max Upward Transient Deflection 0.090 in Ratio= 1,331 >=360 Max Downward Total Deflection 0.132 in Ratio= 909 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.770 1.770 Overall MINimum 0.337 0.337 +D+H 0.561 0.561 +D+L+H 0.561 0.561 +D+Lr+H 0.561 0.561 +D+S+H 1.770 1.770 +D+0.750Lr+0.750L+H 0.561 0.561 +D+0.750L+0.7505+H 1.468 1.468 +D+0.60W+H 0.561 0.561 +D+0.70E+H 0.561 0.561 +D+0.750Lr+0.750L+0.450W+H0.561 0.561 0 +D+0.750L+0.7505+0.450W+H 1.468 1.468 +D+0.750L+0.7505+0.5250E+H 1.468 1.468 +0.60D+0.60W+0.60H 0.337 0.337 +0.60D+0.70E+0.60H 0.337 0.337 D Only 0.561 0.561 Lr Only L Only S Only 1.209 1.209 W Only Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 171539 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:48PM ts\2017\17154(Fields Apartments-Otak)\CaIculations\Ger al Apartments Design\Apartments Framing Design.ec6 Steel Beam ENERCALC,INC.1983-2017,Build:10,17.12.10,Ver:10.17.12.10 Lica`#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: MB1 L=10.0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 E Only H Only • 111 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715440 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1248P teel Beam ts12017117154(Fields Apartments-Ota#)1CalculationslGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983.2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: MB2 L=8'0" CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.025)S(0.0625) 414, H SS6x4x 1/4 Abh Span=8.0 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading • Uniform Load: D=0.010, S=0.0250 ksf, Tributary Width=2.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.042: 1 Maximum Shear Stress Ratio= 0.010 : 1 Section used for this span HSS6x4x1/4 Section used for this span HSS6x4x1/4 Ma:Applied 0.825 k-ft Va:Applied 0.4123 k Mn/Omega:Allowable 19.580 k-ft Vn/Omega:Allowable 40.826 k Load Combination +D+S+H Load Combination +D+S+H 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 0.010 in Ratio= 10,055>=360 Max Upward Transient Deflection 0.010 in Ratio= 10,055 >=360 Max Downward Total Deflection 0.016 in Ratio= 6097 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.412 0.412 Overall MINimum 0.097 0.097 +D+H 0.162 0.162 +D+L+H 0.162 0.162 +D+Lr+H 0.162 0.162 +D+S+H 0.412 0.412 +D+0.750Lr+0.750L+H 0.162 0.162 +D+0.750L+0.750S+H 0.350 0.350 +D+0.60W+H 0.162 0.162 +D+0.70E+H 0.162 0.162 +D+0.750Lr+0.750L+0.450W+H 0.162 0.162 0 +D+0.750L+0.7505+0.450W+H 0.350 0.350 +D+0.750L+0.7505+0.5250E+H 0.350 0.350 +0.600+0.60W+0.60H 0.097 0.097 +0.60D+0.70E+0.60H 0.097 0.097 D Only 0.162 0.162 Lr Only L Only S Only 0.250 0.250 W Only Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171541 3141 Walnut St.Suite 203A Project Descr: Pnntal:21 MAR 2018,12 481'M Steel Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: MB2 L=8'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 E Only H Only 41) • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 1715442 3141 Walnut St.Suite 203A Project Descr: Printed.23 MAR 2018 1 16P SteelBeam ts12017117154(Fields Apartments-Otak)ICalculatic6 ons\General Apartments Design\Apartments Framing Design.e ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: Angle beams-wind load CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at 0.50 ft from Left-Most support Regular spacing of lateral supports on length of beam=0.50 ft W(0.079) x. X L4x4x I/4 Span=9.830 ft H Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading • Uniform Load: W=0.0790 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.259: 1 Maximum Shear Stress Ratio= 0.015 : 1 Section used for this span L4x4x1/4 Section used for this span L4x4x1/4 Ma:Applied 0.652 k-ft Va:Applied 0.2654 k Mn/Omega:Allowable 2.517 k-ft Vn/Omega:Allowable 17.964 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 4.915ft 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 0.192 in Ratio= 615>=360 Max Upward Transient Deflection 0.192 in Ratio= 615 >=360 Max Downward Total Deflection 0.131 in Ratio= 900 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.388 0.388 Overall MINimum 0.019 0.019 +D+H 0.032 0.032 +D+L+H 0.032 0.032 +D+Lr+H 0.032 0.032 +D+S+H 0.032 0.032 +D+0.750Lr+0.750L+H 0.032 0.032 +D+0.750L+0.7505+H 0.032 0.032 +D+0.60W+H 0.265 0.265 +D+0.70E+H 0.032 0.032 +D+0.750Lr+0.750L+0.450W+H 0.207 0.207 +D+0.750L+0.7505+0.450W+H 0.207 0.207 +D+0.750L+0.7505+0.5250E+H 0.032 0.032 +0.60D+0.60W+0.601-I 0.252 0.252 +0.60D+0.70E+0.60H 0.019 0.019 D Only 0.032 0.032 Lr Only L Only S Only W Only 0.388 0.388 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171543 3141 Walnut St.Suite 203A Project Descr: Printed.23 MAR 2018, 1 16P Steel Beam ts12017117154(Fields Aparunents-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 ic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Angle beams-wind load Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 E Only H Only • 1111 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171544 3141 Walnut St.Suite 203A Project Descr: Printed.23 MAR 2018,1 19PM Steel Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 L .# :KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Angle beams-dead load CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at 0.50 ft from Left-Most support Regular spacing of lateral supports on length of beam=0.50 ft e a D(0.012) t _... _...... _. X _ _. _. _... X X L4x4x1/4 Span=9.830 ft F Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading 410 Uniform Load: D=0.0120 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.089: 1 Maximum Shear Stress Ratio= 0.005 : 1 Section used for this span L4x4x1/4 Section used for this span L4x4x1/4 Ma:Applied 0.225 k-ft Va:Applied 0.09142 k Mn/Omega:Allowable 2.517 k-ft Vn/Omega :Allowable 17.964 k Load Combination +D+H Load Combination +D+H Location of maximum on span 4.915ft 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 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.045 in Ratio= 2614 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.091 0.091 Overall MINimum 0.055 0.055 +D+H 0.091 0.091 +D+L+H 0.091 0.091 +D+Lr+H 0.091 0.091 +D+S+H 0.091 0.091 +D+0.750Lr+0.750L+H 0.091 0.091 +D+0.750L+0.7505+H 0.091 0.091 +D+0.60W+H 0.091 0.091 +D+0.70E+H 0.091 0.091 +D+0.750Lr+0.750L+0.450W+H 0.091 0.091 • +D+0.750L+0.7505+0.450W+H 0.091 0.091 +D+0.750L+0.7505+0.5250E+H 0.091 0.091 +0.60D+O.60W+0.60H 0.055 0.055 +0.600+0.70E+0.60H 0.055 0.055 D Only 0.091 0.091 Lr Only L Only S Only W Only Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715445 3141 Walnut St.Suite 203A Project Descr: Printed.23 MAR 2018, 1 19P Steel Beam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10,17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Angle beams-dead load Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171546 3141 Walnut St.Suite 203A Project Descr: Printed.21 . : P Steel Column ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing MAR Design.ec620161246M ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Mailbox post,wind normal to ridge Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name: Pipe4 Std Overall Column Height 9.50 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 35.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=9.50 ft,K=2.1 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=9.50 ft,K=2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:103.152 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 9.50 ft,D=1.040,S=2.420 k BENDING LOADS... Lat.Point Load at 9.50 ft creating Mx-x,W=0.2750 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2538 :1 Maximum Load Reactions.. Load Combination +D+0.60W+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 1.143 k Bottom along Y-Y 0.2750 k Pn/Omega:Allowable 17.760 k Ma-x:Applied 1.568 k ft Maximum Load Deflections... Mn-x I Omega:Allowable 7.073 k ft Along Y-Y 0.6832 in at 9.50 ft above base for load combination:W Only Ma-y:Applied 0.0 k-ft Mn-yl Omega:Allowable 7.073 k-ft Along X-X 0.0 in at 0.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.008836 :1 Load Combination +D+0.60W+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.1650 k Vn I Omega:Allowable 18.674 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.201 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.167 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.254 PASS 0.00 ft 0.009 PASS 0.00 ft +D+0.70E+H 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.198 PASS 0.00 ft 0.007 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.249 PASS 0.00 ft 0.007 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.167 PASS 0.00 ft 0.000 PASS 0.00 ft • +0.60D+0.60W+0.60H 0.241 PASS 0.00 ft 0.009 PASS 0.00 ft +0.60D+0.70E+0.60H 0.039 PASS 0.00 ft 0.000 PASS 0.00 ft Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715447 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:48PM Steel Column ts12017117154(Fields ts-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Mailbox post,wind normal to ridge Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 1.143 +D+L+H 1.143 +D+Lr+H 1.143 +D+S+H 3.563 +D+0.750Lr+0.750L+H 1.143 +D+0.750L+0.750S+H 2.958 +D+0.60W+H 1.143 0.165 -1.568 +D+0.70E+H 1.143 +D+0.750Lr+0.750L+0.450W+H 1.143 0.124 -1.176 +D+0.750L+0.750S+0.450W+H 2.958 0.124 -1.176 +D+0.750L+0.750S+0.5250E+H 2.958 +0.60D+0.60W+0.60H 0.686 0.165 -1.568 +0.600+0.70E+0.60H 0.686 D Only 1.143 Lr Only L Only S Only 2.420 W Only 0.275 -2.613 E Only H Only Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base 0 Top • Axial @ Base Maximum 3.563 Minimum Reaction, X-X Axis Base Maximum 1.143 Minimum 1.143 Reaction, Y-Y Axis Base Maximum 0.275 -2.613 Minimum 1.143 Reaction, X-X Axis Top Maximum 1.143 Minimum 1.143 Reaction, Y-Y Axis Top Maximum 1.143 Minimum 1.143 Moment, X-X Axis Base Maximum 1.143 Minimum -2.613 0.275 -2.613 Moment, Y-Y Axis Base Maximum 1.143 Minimum 1.143 Moment, X-X Axis Top Maximum 1.143 Minimum 1.143 Moment, Y-Y Axis Top Maximum 1.143 Minimum 1.143 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.410 in 9.500 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.307 in 9.500 ft +D+0.750L+0.7505+0.450W+H 0.0000 in 0.000 ft 0.307 in 9.500 ft • +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.410 in 9.500 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 171548 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,12 48P Steel Column ts12017\17154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Mailbox post,wind normal to ridge 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 0.683 in 9.500 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 Steel Section Properties _ Pipe4 Std Depth = 4.500 in Ixx = 6.82 in^4 J = 13.600 in^4 S xx = 3.03 in^3 Diameter = 4.500 in R xx = 1.510 in Wall Thick = 0.237 in Zx = 4.050 in^3 Area = 2.970 in^2 I yy = 6.820 in^4 Weight = 10.858 plf S yy = 3.030 in^3 Ryy = 1.510 in Ycg = 0.000 in • Sketches Y / \`, Ili ; Load �` X 4.50in Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171549 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 48P ts12017117154(Fields Apartments•Otak)1Calculatioons\General Apartments Design\Apartments Framing Design.ec6 Steel C0 umn ENERCALC,INC.1983-2017,Build:10.17.12.10,V610.17.12.10Lic.#:,KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Mailbox post,wind parallel to ridge Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name: Pipe4 Std Overall Column Height 9.50 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 35.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=9.50 ft,K=2.1 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=9.50 ft,K=2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:103.152 lbs*Dead Load Factor AXIAL LOADS.. . Axial Load at 9.50 ft,D=1.040,S=2.420 k BENDING LOADS. .. Lat.Uniform Load from 1.0-->5.50 ft creating Mx-x,W=0.1440 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2173 :1 Maximum Load Reactions.. Load Combination +D+0.750L+0.7505+0.450W+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k III At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 2.958 k Bottom along Y-Y 0.6480 k Pn/Omega:Allowable 17.760 k Max:Applied 0.9477 k-ft Maximum Load Deflections... Mn-x I Omega:Allowable 7.073 k-ft Along Y-Y 0.2804 in at 9.50ft above base Ma A lied 0.0 k ft for load combination:W Only Y pP Mn-y/Omega:Allowable 7.073 k-ft Along X-X 0.0 in at 0.O ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.02082 :1 Load Combination +D+0.60W+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.3888 k Vn I Omega:Allowable 18.674 k Load Combination Results Maximum Axial+Ben ing Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.201 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.75OLr+0.750L+H 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.167 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.211 PASS 0.00 ft 0.021 PASS 0.00 ft +D+0.70E+H 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.166 PASS 0.00 ft 0.016 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.217 PASS 0.00 ft 0.016 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.167 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.198 PASS 0.00 ft 0.021 PASS 0.00 ft III +0.60D+0.70E+0.60H 0.039 PASS 0.00 ft 0.000 PASS 0.00 ft Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 1715e50 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1248PM Steel Column ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: Mailbox post,wind parallel to ridge Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 1.143 +D+L+H 1.143 +D+Lr+H 1.143 +D+S+H 3.563 +D+0.750Lr+0.750L+H 1.143 +D+0.750L+0.750S+H 2.958 +D+0.60W+H 1.143 0.389 -1.264 +D+0.70E+H 1.143 +D+0.750Lr+0.750L+0.450W+H 1.143 0.292 -0.948 +D+0.750L+0.7505+0.450W+H 2.958 0.292 -0.948 +D+0.750L+0.750S+0.5250E+H 2.958 +0.60D+0.60W+0.60H 0.686 0.389 -1.264 +0.60D+0.70E+0.60H 0.686 D Only 1.143 Lr Only L Only S Only 2.420 W Only 0.648 -2.106 E Only H Only Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments •Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 3.563 Minimum Reaction, X-X Axis Base Maximum 1.143 Minimum 1.143 Reaction, Y-Y Axis Base Maximum 0.648 -2.106 Minimum 1.143 Reaction, X-X Axis Top Maximum 1.143 Minimum 1.143 Reaction, Y-Y Axis Top Maximum 1.143 Minimum 1.143 Moment, X-X Axis Base Maximum 1.143 Minimum -2.106 0.648 -2.106 Moment, Y-Y Axis Base Maximum 1.143 Minimum 1.143 Moment, X-X Axis Top Maximum 1.143 Minimum 1.143 Moment, Y-Y Axis Top Maximum 1.143 Minimum 1.143 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.168 in 9.500 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.126 in 9.500 ft +D+0.750L+0.7505+0.450W+H • 0.0000 in 0.000 ft 0.126 in 9.500 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +O.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.168 in 9.500 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715451 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,12 48PM ts12017117154(Fields Apartments-0tak)tcalculations\General Apartments Design\Apartments Framing Design.ec6 Steel ColumnENERCAIC,INC.1983-2017,Buid:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Mailbox post,wind parallel to ridge 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 0.280 in 9.500 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 Steel Section Properties _ Pipe4 Std Depth = 4.500 in I xx = 6.82 in^4 J = 13.600 in"4 S xx = 3.03 in^3 Diameter = 4.500 in R xx = 1.510 in Wall Thick = 0.237 in Zx = 4.050 in^3 Area = 2.970 in^2 I yy = 6.820 in^4 Weight = 10.858 plf S yy = 3.030 in^3 R yy = 1.510 in Ycg = 0.000 in Sketches III Y 7 Load X r lk '15( 4.50in 0 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 171552 3141 Walnut St.Suite 203A Project Descr: Prinlcd.21 MAO 2018 12 48P Pole Footing Embedded in Soil is12017117154(FieldsApartments-Otak)(Calculations\GeneralApartmentsDesignlApartmentsFramingDesign.ec6 ENERCALC,lNc.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534Licensee : Enayat Schneider Engineering Inc Description: Steel column ftg Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Pole Footing Shape Circular 18.0 in Calculate Min.Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive 200.0 pd Max Passive 1,500.0 psi Controlling Values Governing Load Combination: 0.0 Lateral Load 0.0 k Moment 0.0 k-ft Restraint @ Ground Surface Pressure at Depth Actual 0.0 psf Allowable 0.0 psf Surface Retraint Force 0.0 lbs •Minimum Required Depth -t=' t t " Footing Base Area 1.767 ft"2 Maximum Soil Pressure 0.0 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (kit) Applied Moment (kft) Vertical Load (k) D:Dead Load k k/ft k-ft 1.040 k Lr:Roof Live k k/ft k-ft k L:Live k k/ft k-ft k S:Snow k k/ft k-ft 2.420 k W:Wind 0.2750 k k/ft k-ft k E:Earthquake k k/ft k-ft k H:Lateral Earth k k/ft k-ft Load distance above TOP of Load above ground surface ground surface 9.50 ft ft BOTTOM of Load above ground surface ft Load Combination Results 'N Forces @ Ground Surface Required Pressure at Depth Soil Increase Load Comte':�.n 'Loads-(k) Moments-(ft-k) Depth-(ft) Actual-(psf) Allow-(psf) Factor Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171553 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 1249P Concrete Column tst2017117154(Fields ApaMients-Otak)1Caiculations1General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Vet:10.17.12.10 Lic.#: KW-06009534 x - Licensee:Enayat Schneider Engineering Inc Description: Steel column footing Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information fc:Concrete 28 day strength = 3.0 ksi Overall Column Height = 2.750 ft E= = 3,122.0 ksi End Fixity Top& Bottom Pinned Density = 150.0 pcf Brace condition for deflection(buckling)along columns: R = 0.850 X-X(width)axis: fy-Main Rebar = 60.0 ksi Fully braced against buckling along X-X Axis E-Main Rebar = 29,000.0 ksi Y-Y(depth)axis: Allow.Reinforcing Limits ASTM A615Bars Used Fully braced against buckling along Y-Y Axis Min.Reinf. = 1.0% Max.Reinf. = 8.0 Column Cross Section Column Dimensions: 18.0in Diameter,Column Edge to Rebar Edge Cover=2.0in Ali Column Reinforcing: 6-#5 bars I III Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included:728.95 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 2.750 ft above base,D=1.040,S=2.420 k BENDING LOADS... Moment acting about X-X axis,W=2.613 k-ft DESIGN SUMMARY Load Combination +0.90D+W+0.90H Maximum SERVICE Load Reactions.. Location of max.above base 2.732 ft Top along Y-Y k Bottom along Y-Y k Maximum Stress Ratio 0.03328: 1 Top along X-X k Bottom along X-X k Ratio=(Pu"2+Mu"2)".5/(PhiPn^2+PhiMn^2)^5 Pu= 1.592 k (p *Pn= 48.684 k Mux= -2.613 k-ft (P *Mn-x= 79.158 k ft Maximum SERVICE Load Deflections... Along Y-Y -0.000137 in at 1.606 ft above base Mu-y= 0.0 k-ft (p*Mn-y= 0.0 k-ft for load combination: N/A Mu Angle= 180.0 deg Along X-X 0.0 in at 0.0 ft above base Mu at Angle= 2.613 k-ft (pMn at Angle= 78.520 k-ft for load combination:0.0 Pn&Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities... General Sction Information. 9 =%0.750 Q =0.850 0 0 = 0.850 Pnmax:Nominal Max.Compressive Axial Capacity 755.75 k p :%Reinforcing 0.7309 Rebar<Min of 1.0/o Pnmin:Nominal Min.Tension Axial Capacity -111.60 k Reinforcing Area 1.860 in^2 (p Pn,max:Usable Compressive Axial Capacity 481.793 k Concrete Area 254.469 in^2 (p Pn,min:Usable Tension Axial Capacity -83.70 k Governing Load Combination Results GoverningIIII Factored Axial Load Bending Analysis k-ft Moment Dist.from k Utilization Load Combination X-X Y-Y base ft Pu (p *Pn S x g x*Mux g y gy*Muy Alpha (deg) g Mu (p Mn Ratio +1.40D+1 60H 2.73 2.48 481.79 0.000 0.0Ca5 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715454 3141 Walnut St.Suite 203A Project Descr: Primed.21 MAR 2018.1249P Concrete Column ts12017\17154(Fields Apartments-Otak)\Cakulations\Generai Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Steel column footing Governing Load Combination Results Governing Factored Moment Dist.from Axial Load Bending Analysis k-ft Load Combination k Utilization X-X Y-Y base ft Pu cp ,Rn 6 x 6x•Mux 6 y 6y*Muy Alpha (deg) 8 Mu (p Mn Ratio +1.20D+0.50Lr+1.60L+1.60H 2.73 2.12 481.79 0.000 0.004 +1.20D+1.60L+0.50S+1.60H 2.73 3.33 481.79 0.000 0.007 +1.200+1.60Lr+0.50L+1.60H 2.73 2.12 481.79 0.000 0.004 +1.20D+1.60Lr+0.50W+1.60H Actual 2.73 2.12 159,20 1.000 -1.31 180.000 1.31 98.09 0.013 +1.20D+0.50L+1.60S+1.60H 2.73 5.99 481.79 0.000 0.012 +1.20D+1.605+0.50W+1.60H Actual 2.73 5.99 372.05 1.000 -1.31 180.000 1.31 81.57 0.016 +1.20D+0.50Lr+0.50L+W+1.60H Actual 2.73 2.12 70.42 1.000 -2.61 180.000 2.61 86.83 0.030 +1.20D+0.50L+0.505+W+1.60H Actual 2.73 3.33 120.12 1.000 -2.61 180.000 2.61 94.35 0.028 +1.20D+0.50L+0.70S+E+1.60H 2.73 3.82 481.79 0.000 0.008 +0.90D+W+0.90H Actual 2.73 1.59 48.68 1.000 -2.61 180.000 2.61 78.52 0.033 +0.90D+E+0.90H 2.73 1.59 481.79 0.000 0.003 Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 1.769 +D+L+H 1.769 +D+Lr+H 1.769 +D+S+H 4.189 +D+0.750Lr+0.750L+H 1.769 0 +D+0.750L+0.7505+H 3.584 +D+0.60W+H 0.570 0.570 1.769 1.568 +D+0.70E+H 1.769 +D+0.750Lr+0.750L+0.450W+H 0.428 0.428 1.769 1.176 +D+0.750L+0.750S+0.450W+H 0.428 0.428 3.584 1.176 +D+0.750L+0.7505+0.5250E+H 3.584 +0.60D+0.60W+0.60H 0.570 0.570 1.061 1.568 +0.600+0.70E+0.60H 1.061 D Only 1.769 Lr Only L Only S Only 2.420 W Only 0.950 0.950 2.613 E Only H Only Maximum Moment Reactions Note:Only non-zero reactions are listed. Moment About X-X Axis Moment About Y-Y Axis Load Combination @ Base @ Top @ Base @ Top +D+H k-ft k-ft +D+L+H k-ft k-ft +D+Lr+H k-ft k-ft +D+S+H k-ft k-ft +D+0.750Lr+0.750L+H k-ft k-ft +D+0.750L+0.7505+H k-ft k-ft +D+0.60W+H 1.568 k-ft k-ft +D+0.70E+H k-ft k-ft +D+0.750Lr+0.750L+0.450W+H 1.176 k-ft k-ft +D+0.750L+0.7505+0.450W+H 1.176 k-ft k-ft +D+0.750L+0.7505+0.5250E+H k-ft k-ft +0.600+0.60W+0.60H 1.568 k-ft k-ft +0.600+0.70E+0.60H k-ft k-ft D Only k-ft k-ft 0 Lr Only k-ft k-ft L Only k-ft k-ft S Only k-ft k-ft W Only 2.613 k-ft k-ft E Only k-ft k-ft H Only k-ft k-ft Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 171555 3141 Walnut St.Suite 203A Project Descr: 2019,12 49P Concrete Column ts12017\17154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:1097.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering inc Description: Steel column footing Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance 0.0000 in 0.000 ft -0.000 in 1.606 ft Sketches i III ISOM Interaction Diagrams III Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram Phi'Mn e Alpha (k-ft) Phi'Mn @ Alpha (k-ft) 550.0_ 550.0 495.0 495.0_ 4400 440.0_ 385.0 385.0 H 330.0_ \ F. 330.0_ 275 0_ \\\\. d 275.0_ a` `a 220.0__ 220.0 J i85II / ,05.0_ .. 1100_ f 110.0_ / / 550 55.0 I0.e 2,9 a1.3 41.8 52.2 62.7 7a.1 o3.a 94.0 X04.5 v.•..,,,a,m.w-om,a..gym, C .� .�....,�..�».,,,,-o.., 1110 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 1715456 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 49PM ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 Concrete Column ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Steel column footing Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram 550.0 Phi•Mn @ Alpha (k-ft) 550.0 Phi'Mn Cg Alpha (k-ft) 495.0 495.0 440.0 440.0 385.0 - 385.0-- 330.0 330.0 \ \ _ 275.0 a Y a 275.0 \ E. 220.0 u 220.0 165.0 / 165.0 1100 / 100 55.0 / 55.0 1• - 10.4 20.9 '-a1.3 41.6 5e.2 6�� os.o 94.0 1,4.5 e •.' ..- .. .. '73-1- Do.o 94.0 1u4.5 Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram 550.0_ Phi'Mn@a Alpha (k-ft) Phi'Mn 6 Alpha (k-ft) 550.0 fa 495.0 495 0 440.0- \ 440.0_.... 385.0 :::: 330.0 __ \N\ 275.0 \ .. \ � \ E. 275.0 . 220.0 J 220.0 l a 185.0 1 /// 165.0 / 110.0 / 110.0 / j 55.0 55.0 •..--10.4 2,9 n1.3 4C8 5c.2 -02.7 7s.I 63.6 94.0 iW.5 �0-;9- 9c.0 104.5 III Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171557 3141 Walnut St.Suite 203A Project Descr: Punted.21 MAR 2018,12.49PM Concrete Column tsI2017\17154(Fields Apartments•Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Steel column footing Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram Phi'Mn 5 Alpha (k-ft) Phi'Mn Alpha (k-ft) 550.0 550.0_ 495.0 495.0, ::.: 4400-- 385.0 330.0 330.0 --� 275.0-- a` 275.0 \ E. a E 220.0 220.0 1850 165.0 1100 / 110.0 55.0 55.0 i ,• , '... -.- -94:ff-- 04.5 ...III .. ..- .. .. .. Dsa 99.0___-104.5 Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram Phi'Mn Alpha (k-ft) Phi'Mn 5 Alpha (k-fl) 550.0 550.0- • 495.0 495.0 :.: _ 4400 385.0_- 330.0 330.0 \ 275.0_ E 275.0 220.0 220.0_ 185.0 185.0_ 110.0 110.0 ,,. ----.• 8,7 73.1 03.0 a9.0 1u9.5 10.0 �C:9----sis 41.e 52.2 -79.1 03.0 94.0 i0a.5 • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 171558 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12''49PM ts12o17117154(Fields Apartments-Otak)ICalculalions\General Apartments Design1Apartments Framing Design.ec6 Concrete Column ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Steel column footing Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram Phi•Mn @ Alpha (k-ft) Phi•Mn 0 Alpha (k-ft) 550.0 550.0_ 495.0_ 495.0 -. ::.: . :.:. . \\ . 330.0 330.0-- \ 275.0 a` 275.0-- a 220.0 - 220.0 165.0 -.. --...... / 165.0 110.0 110.0 55.0 ---. -.. 55.0 •.•� .• -31-1— 4i.e 6z.z— 02.7 70.1 03.6 94.0 164.5 20.9 31.3 41.9 52.2 02.7 —73.1- Ea6 94ar- Wo.5 • • 259 PROJECT Vi e rl.n 4rAr6PAort 41 3141 Walnut Street,Suite 2030 Nv Denver,Colorant 80205 PROJECT 0 s tir q DY CT Enayat (1201904-1234 • Schneider Smith y�� DATE 2 )2Xf ' PAGE Engineering, Inc. ., .t-C iI.0 1.,.C?u.U.fw'. r 115 pGf Arm d of c cuAA,`Ee if:+e pi `'W U. ,A) 0:',.....:S.... to cavl Pto kf.L (3A • 0 0 o • CHECKED DY: DATE: Enayat Schneider Smith Title Fields Apartments Trash Enclosure Page : 1 260 Engineering,Inc. Job#: Dsgnr: C.Thomson Date: 28 FEB 2018 3141 Walnut Street Description.... Suite 203A Denver,CO 80205 his Wall in File: E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\Site Structures\tras etainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To: Enayat Schneider Smith Engineering Inc. Criteria I Soil DataI Retained Height = 1.00 ft Allow Soil Bearing = 2,000.0 psf 0/ Wall height above soil = 7.75 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 0 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf Footing]Soil Friction = 0.400 y-... Soil height to ignore ``"""` for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem Footing Type Line Load pp (Service Level) Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 22.5 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I _Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.43 Ratio< 1.5! Wall Material Above"Ht" = Masonry 1 • Sliding = 3.12 OK Design Method = ASD Thickness = 8.00 Total Bearing Load = 1,158 lbs Rebar Size = # 4 ...resultant ecc. = 10.27 in Rebar Spacing = 24.00 Soil Pressure @ Toe = 1,959 psf OK Rebar Placed at = Center Design Data Soil Pressure @ Heel = 0 psf OK Allowablefb/FB+fa/Fa = 0.928 = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= 191.9 ACI Factored @ Toe = 2,742 psf ACI Factored @ Heel = 0 psf Strength Level lbs= Moment....Actual Footing Shear @ Toe = 10.1 psi OK Service Level ft-#= 855.9 Footing Shear @ Heel = 2.4 psi OK Strength Level ft-#_ Allowable = 75.0 psi Sliding Calcs Moment Allowable = 921.9 Lateral Sliding Force = 244.4 lbs Shear Actual less 100%Passive Force= - 300.0 lbs Service Level psi= 2.1 less 100%Friction Force = - 463.3 lbs Strength Level psi= Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 52.6 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= 91.50 Rebar Depth 'd' in= 3.75 Masonry Data fm psi= 2,000 Fs psi= 32,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 16.11 NOT considered in the calculation of soil bearing Wall Weight psf= 78.0 Load Factors Short Term Factor = 1.000 Building Code IBC 2012,ACI Equiv.Solid Thick. in= 7.60 Dead Load 1.200 Masonry Block Type = Medium Weight • Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.000 fc psi= Seismic,E 1.000 Fy psi= Enayat Schneider Smith Title Fields Apartments Trash Enclosure Page: 2 261 Engineering, Inc. Job#: Dsgnr: C.Thomson Date: 28 FEB 2018 3141 Walnut Street Description.... Suite 203A Denver,CO 80205 This Wall in File: E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\Site Structures\tras RetainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,AC1 318-11,ACI 530-1 License To: Enayat Schneider Smith Engineering Inc. Footing Dimensions& Strengths Footing Design Results I Toe Width = 0.92 ft Toe Heel Heel Width = 1.58 Factored Pressure = 2,742 0 psf Total Footing Width = 2.50 Mu': Upward = 855 0 ft-# Footing Thickness = 12.00 in Mu': Downward = 179 179 ft-# Mu: Design = 676 179 ft-# Key Width = 12.00 in Actual 1-Way Shear = 10.11 2.38 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 Heel: Not req'd: Mu<phi*5`lambda*sgrt(fc)*Sm Key: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Min footing T&S reinf Area 0.65 in2 Min footing T&S reinf Area per foot 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 70.0 0.67 46.7 Soil Over Heel = 100.8 2.04 205.9 • Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = 174.4 5.88 1,024.5 *Axial Live Load on Stem = = Soil Over Toe = 0.46 Surcharge Over Toe = Total 244A O.T.M. 1,071.1 Stem Weight(s) = 682.5 1.25 853.1 Earth @ Stem Transitions= = = Footing Weight = 375.0 1.25 468.8 Resisting/Overturning Ratio = 1.43 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,158.3 lbs Vert. Component = Total= 1,158.3 lbs R.M.= 1,527.7 Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.190 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe 410 because the wall would then tend to rotate into the retained soil. Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715463 3141 Walnut St.Suite 203A Project Descr: Printed.26 MAR 2018, 117PM Masonry Slender Wall ts12017117154(Fields Apartments-Otak)1CalculationstGeneralApartments Design\ApartmentsFraming Design.ec6 7 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Trash Enclosure Wall DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.5237 +1.20D+0.50L+0.70S+E+1.60H Max Mu -0.6589 k-ft Phi*Mn 1.258 k-ft PASS Service Deflection Check Actual Defl.Ratio U 771 Allowable Defl.Ratio 150 E Only Max.Deflection 0.1129 in PASS Axial Load Check Max Pu/Ag 0.6675 psi Max.Allow.Defl. 1.160 in +1.20D+0.50L+0.70S+E+1.60H Location 0.1208 ft 0.2*fm 300.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.001613 As/bd 0.1115 rho bal 0.1115 Maximum Reactions... for Load Combination.... Top Horizontal 0.0 k Base Horizontal E Only 0.1813 k Vertical Reaction +D+0.750L+0.750S+0.5250E+H 0.4205 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k. K-ft k k.-it 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.0000.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 • 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60Lr+0.50W+1.60H at 0.00 to 0.24 0.000 17.640 0.46 0.30 0.90 1.26 0.075 0.0016 0.1115 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.605+0.50W+1.60H at 0.00 to 0.24 0.000 17.640 0.46 0.30 0.90 1.26 0.075 0.0016 0.1115 +1.20D+0.50Lr+0.50L+W+1.60H at 0.00 to 0. 0.000 17.640 0.46 0.59 0.90 1.26 0.075 0.0016 0.1115 +1.20D+0.50L+0.50S+W+1.60H at 0.00 to 0.2 0.000 17.640 0.46 0.59 0.90 1.26 0.075 0.0016 0.1115 +1.20D+0.50L+0.70S+E+1.60H at 0.00 to 0.2 0.000 17,640 0.46 0.66 0.90 1.26 0.075 0.0016 0.1115 +0.90D+W+0.90H at 0.00 to 0.24 0.000 17.640 0.46 0.59 0.90 1.26 0.075 0.0016 0.1115 +0.900+E+0.90H at 0.00 to 0.24 0.000 17.640 0.46 0.66 0.90 1.26 0.075 0.0016 0.1115 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k - k-f: 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.60W+H at 7.01 to 7.25 0.014 0.46 0.00 342.40 17.22 342.400 0.017 5,101.9 +D+0.70E+H at 7.01 to 7.25 0.014 0.46 0.00 342.40 17.22 342.400 0.023 3,824.4 +D+0.750Lr+0.750L+0.450W+H at 7.01 to 7.2 0.014 0.46 0.00 342.40 17.22 342.400 0.013 6,802.5 +D+0.750L+0.750S+0.450W+H at 7.01 to 7.25 0.014 0.46 0.00 342.40 17.22 342.400 0.013 6,802.5 +D+0.750L+0.750S+0.5250E+H at 7.01 to 7.2 0.014 0.46 0.00 342.40 17.22 342.400 0.017 5,247.6 +0.60D+0.60W+0.60H at 7.01 to 7.25 0.008 0.46 0.00 342.40 17.20 342.400 0.017 5,103.5 +0.60D+0.70E+0.60H at 7.01 to 7.25 0.008 0.46 0.00 342.40 17.20 342.400 0.023 3,829.4 41) 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 1715464 3141 Walnut St.Suite 203A Project Descr: Printed.26 MAR 2018, 117P Masonry Slender Wal) ts\2017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Vec10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Trash Enclosure Wall 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 7.01 to 7.25 0.000 0.46 0.00 342.40 17.18 342.400 0.071 1,228.4 E Only at 7.01 to 7.25 0.000 0.46 0.00 342,40 17.18 342.400 0.113 770.8 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 M 0.00 0.421 K +D+L+H 0.0 k 0.00 0.421 K +D+Lr+H 0.0 k 0.00 0.421 k +D+S+H 0.0 «. 0.00 0.421 K +D+0.750Lr+0.750L+H 0.0 K 0.00 0.421 +D+0.750L+0.750S+H 0.0 I. 0.00 0.421 k +D+0.60W+H 0.1 6 0.00 0.421 K III 1 • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715465 3141 Walnut St.Suite 203A Project Descr: Printed.26 MAR 2018,1 17PM Masonry Slender Wall ts12017117154(Fields Apwt nerds-Otak)1CalculationslGeneral Apartments DesigntApartmeaas Framing Design.ec6 ENERCAIC,INC.1963-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 , Licensee: Enayat Schneider Engineering Inc Description: Trash Enclosure Wall Reactions-Vertical &Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+0.70E+H 0.1 K 0.00 k. 0.421 k +D+0.750Lr+0.750L+0.450W+H 0.1 k 0.00 k 0.421 K +D+0.750L+0.7505+0.450W+H 0.1 k 0.00 k 0.421 k +D+0.750L+0.750S+0.5250E+H 0.1 k 0.00 0.421 k +0.60D+0.60W+0.60H 0.1 F; 0.00 k 0.252 k +0.60D+0.70E+0.60H 0.1 a 0.00 k 0.252 r: D Only 0.0 I 0.00 k 0.421 , Lr Only 0.0 x 0.00 k 0.000 L Only 0.0 k 0.00 k 0.000 r. S Only 0.0 0.00 t 0.000 W Only 0.2 k 0.00 k 0.000 E Only 0.2 k 0.00 k 0.000 ,. H Only 0.0 K 0.00 k 0.000 r: III III THE FIELDS APARTMENTS ESS NO.: 17154 • • Foundation Design • 266 ISE DENVER PHOJECT ric el ciA aril*11.-A,A.Ark t3 _,\... 14, Enayat Schneider,Engineering,Inc. PROJECT# I ql 6'.-i BY o-T • SSE OMAHA SI 1 ESE DENVER V 3141 Walnut Street hover,Colorado 80205 SBAM [1201 901 1234 BATE A (1-1 - '42-01gPAGE ESS PORTLAND L PV,i1L- Ibk.t 1't7,.)t.1, Aiit ,A.NG-Akkiz. ‘o.e.wrtir.ck t\A j\,\. 8,,eT AAA ‘%°0A---) Ni ,I I? tAti 1-Ai--,,1 , 03 1 rAtAto- (if;v1 — v-- ro-114; 1 241 ry) 4,,,..- (•60(c4eol = EN,-1--Rx-Tov— 4f-cxls: MN( Load. (Provvi wo-O,PU .‘e3 (e 1 or,-,0 0 •--• (-) i -ili-is-11 1c : 'zss - P ----4 ad d (&t 4r 0\to wk.-16/1-6,c !Roy 4,e, Iv) '-.- °at)uo (see Q.e_CA-irvi vn Pfc‘s c a_ ) AL Li Ok/t ttOCerl '-' I',k1 2_iat -, .2 u.the 11(1 tvvrn • , 3 xiy.-- i\Arm. wekcl , 011_1)04 . 4- k(3. ..ELIkA+ lLiqopi. _ 214400,f_ ice, ' 0 10y- 4A:0,6pr LotAt. ... oitepeew i I(94(40 .4- I i 4400(T J-1V.0 - 294-Ke fa 2_91-1 cc,f II.I.1-67.01),{Scif -----'? 0'4 q ' vvum o : (/ 4Q_ (R C...6 e u0 W4-1 1 vo ' 'di lidtVIO.(4 Nii PO•r- "k14 (AArS\Akre3.e r e;,‘-st\e ((i 6 55--ft , Pitar-a•CoL0122p1-- 7: 2- 11U,crk OKI ': c65.NgES 1 Ovl 2-&-)3°-1 uo Iv- ; 11.2ruct .+•\ru,AAWP--Vce - i rQttd ) : • a v,„,,, 1,c0.&MOO(qt (7)\/ ,,,t- v•I-i'G(01-1•(0)fiC--'-Vi..7Z)672:1MOd) cl Se?111/3 -1, 0 e-et, KAt-- l0" -0/vicwwl rAi . , ..:. ........., CHECKED BY: DATE: 1 267 ESE SEVER PROJECT Re& Nt."i4d Enayat Schneider,Engineering,Inc. SSE OMAHA lab- 3141 WalHul SUM Denver,Colorado 00205 PROJECIll 14'144-1 BY e - SSI DALLAS f1201 904-1234 ESEDENVER V BATE PAGE Ill ESSPORIEAND • V-Ar r4 ',". Cktv\vmpt,Mvi Tr — (.00,f—t4 V 61-10eq ac..A tg 0\14 .2 0 m2)14 0 14,41) 0) O1 i veutpl,st -2> tAxo_ %Lt cifiuocc, a e. ...... ..... Ottlois30-.0‘t r< e 0,04 ..... ........ tecAht,e Z Vtior 0,35 0 ' 0+ 4krNNC1 '42041.9.0 . 10 0- ET I so.1444soreq.- -g9.6p14-0, turfairn kiCAO-04 ( siv\kb r tor- ksfs vspf 47,c 44 ° --Woj (pc.veiv- isteep 4-1'41 3 30.4.20 clit) odb.t (?.Nt (AWtsk See R.QAP,P\c'iN% av4-sopt\ gor e,04(\04Yerlitd ./A,g4 ItN)A9 IOU d" Z .3" & 4,; \t4e(19,(t ti , (k. bowt-i2 k>ec!-Aciorl'. 0 n-e-e-Of (14 tartiwtc1 446icke ot 4- 2.02t-to 6s1 -toe kruitry-o-P:nrc4 „tote) 41110 ' see._ 5,-1,,Afebt;-‘ Ps-c> eixkci,,ACk..-Nov). • . • CHUBBY: "": I JPJAAl4PCI 267a i SIMPSON Anchor DesgnerT"" Company: ESS Denver Date: 2/22/2018 Engineer: C.Thomson Page: 1/5 Strong-Tie Software Project: Fields Apartments Version 2.5.6326.0 Address: 3141 Walnut Street Ste 203A, Denver, CO 80205 Phone: 720-904-1234 E-mail: claire.t@essdenver.com 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):8.00 State:Cracked Anchor Information: Compressive strength,re(psi): 3000 Anchor type: Bonded anchor 4ic,v: 1.0 Material:A615 Grade 60 Rebar Reinforcement condition: B tension, B shear Diameter(inch):0.375 Supplemental reinforcement: Not applicable Effective Embedment depth,her(inch):4.000 Reinforcement provided at corners: No Code report: IAPMO UES ER-263 Do not evaluate concrete breakout in tension: No Anchor category:- Do not evaluate concrete breakout in shear: No Anchor ductility: No Hole condition: Dry concrete he,,,,(inch): 5.88 Inspection: Continuous cac(inch):6.43 Temperature range,Short/Long: 110/75°F C e;n(inch): 1.75 Ignore 6do requirement: Not applicable Sr,-„,(inch):3.00 Build-up grout pad: No Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No 202 lb Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Figure 1> 0 • 98 • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax;925.847.3871 www.strongtie.com 267b SIMPSON Anchor DesignerTM Company: ESS Denver Date: 2/22/2018 Engineer: C.Thomson Page: 2/5 StStrong-TieSoftware rongProject: Fields Apartments Version 2.5.6326.0 Address: 3141 Walnut Street Ste 203A, Denver, CO 80205 ® Phone: 720-904-1234 • E-mail: claire.t@essdenver.com <Figure 2> 1. * o • 0 • M • :., III 12.00 12.00 Recommended Anchor Anchor Name:AT-XP®-AT-XP w/#3 A615 Gr. 60 Rebar Code Report: IAPMO UES ER-263 . Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925.847.3871 www.strongtie.com 267c SIMPSON Anchor Designer TM Company: ESS Denver Date: 2/22/2018 Engineer: C.Thomson Page: 3/5 stainnoine Software Project: Fields Apartments . ,,-.."---84 Version 2.5.6326.0 Address: 3141 Walnut Street Ste 203A, Denver,CO 80205 Phone: 720-904-1234 E-mail: claire.t@essdenver.com 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(lb) V.(Ib) Vuay(lb) N Vuax)2+(Vuay)2(Ib) 1 202.0 989.0 0.0 989.0 Sum 202.0 989.0 0.0 989.0 Maximum concrete compression strain(%u):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):202 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 4.Steel Strength of Anchor in Tension(Sec.D.5.1) Nsa(Ib) 0 ONsa(Ib) 9900 0.65 6435 5.Concrete Breakout Strength of Anchor in Tension(Sec. D.5.2) 0 Nb=kcAa\ifchefl s(Eq. D-6) kc Aa f'o(psi) het(in) Nb(Ib) 17.0 1.00 3000 4.000 7449 4Ncb=0(ANC/ANco)Y'ed,NVYo,NY'cp.NNb(Sec. D.4.1 &Eq. D-3) ANc(in2) ANco(in2) came(in) gied,N V'c,N Yjcp,N Nb(lb) 0 ONcb(lb) 120.00 144.00 4.00 0.900 1.00 1.000 7449 0.65 3631 6.Adhesive Strength of Anchor in Tension(Sec.5.5) Tk,cr= Zk,crfshod-termKsat Zkcr(psi) fshort-term Ksat Zkcr(psi) 340 1.00 1.00 340 Nba=A aTcr7rdahef(Eq. D-22) Aa Tor(psi) da(in) hef(in) Nba(Ib) 1.00 340 0.38 4.000 1602 0Na=0(ANa/ANaO)ged,Na Pcp.NaNba(Sec. D.4.1 &Eq. D-18) ANa(in2) ANaO(in2) CNa(in) Camie(in) q'ed,Na cp,Na Nba(Ib) 0 (Na(Ib) 51.65 51.65 3.59 4.00 1.000 1.000 1602 0.65 1041 III Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.corn 267d SIMPSON Anchor Designer TM Company: ESS Denver Date: 2/22/2018 Engineer: C.Thomson Page: 4/5 vitivmotTie Software Project: Fields Apartments Version 2.5.6326.0 Address: 3141 Walnut Street Ste 203A, Denver, CO 80205 III Phone: 720-904-1234 E-mail: claire.t@essdenver.com 8.Steel Strength of Anchor in Shear(Sec.D.6.1) Vsa(lb) Ogrout 0 bgaout6Vsa(lb) 4950 1.0 0.60 2970 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.2) Shear perpendicular to edge in x-direction: Vbx=mini7(le/da)021idailalifccal1 5;9AaNifoca,15I (Eq. D-33&Eq. D-34) Ie(in) da(in) /la f'c(psi) cal(in) Vax(Ib) 3.00 0.375 1.00 3000 8.00 8052 OVcbx=0(Avc/Avoo)VvedvPvc,vYh,vVbx(Sec. D.4.1 &Eq. D-30) Avc(in2) Avco(in2) 'Pad,v VqV Vxnv Vax(Ib) 0 OVabx(Ib) 192.00 288.00 1.000 1.000 1.225 8052 0.70 4602 Shear parallel to edge in x-direction: Vby=min17(le/da)02-\IdaxiaNifcCal1 5;9/1a-\1focall51 (Eq. D-33&Eq. D-34) Ie(in) da(in) Aa fc(psi) cal(in) Vby(lb) 3.00 0.375 1.00 3000 12.00 14793 (Vcbx=0(2)(Avc/Avcc)V'ed,vWc,vV'h,VVby(Sec. D.4.1 &Eq. D-30) • Avc(in2) Avco(in2) Vedv V'c,v V'b,v Vby(Ib) 0 OVabx(Ib) 176.00 648.00 1.000 1.000 1.500 14793 0.70 8438 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3) OVcp=0 minikapNa;kcpNcbl=0 mint kcp(ANa/ANao)V 1d Na Wcp,NaNba; kcp(ANC/ANco)rYed,N`YcNV op,NNbI (Sec. D.4.1 &Eq. D-40) kap ANa(in2) ANao(in2) V"ed,Na V ep,Na Nba(Ib) Na(Ib) 2.0 51.65 51.65 1.000 1.000 1602 1602 ANc(in2) ANco(in2) VedN 'PcN VopN Nb(lb) Nab(Ib) 0 ¢Vcp(lb) 120.00 144.00 0.900 1.000 1.000 7449 5587 0.70 2243 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) Tension Factored Load, N.(Ib) Design Strength, aNri(Ib) Ratio Status Steel 202 6435 0.03 Pass Concrete breakout 202 3631 0.06 Pass Adhesive 202 1041 0.19 Pass(Governs) Shear Factored Load,V.(Ib) Design Strength, aVn(Ib) Ratio Status Steel 989 2970 0.33 Pass T Concrete breakout x+ 989 4602 0.21 Pass H Concrete breakout y- 989 8438 0.12 Pass Pryout 989 2243 0.44 Pass(Governs) III Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone 925.560 9000 Fax 925.847.3871 www.strongtie.corn 267e SIMPSON Anchor Designer TM Company: ESS Denver Date: 2/22/2018 Engineer: C.Thomson Page: 5/5 Strong-TieSoftware• Project: Fields Apartments Version 2.5.6326.0 Address: Phone: 3141 Walnut Street Ste 203A, Denver,CO 80205 720-904-1234 E-mail: claire.t@essdenver.com Interaction check N„a/ON„ Vu./OV„ Combined Ratio Permissible Status Sec. D.7.2 0.00 0.44 44.1% 1.0 Pass AT-XP w/#3 A615 Gr.60 Rebar with hef=4.000 inch meets the selected design criteria. 12.Warnings -This temperature range is currently outside the scope of ACI 318-14/-11 and ACI 355.4,and is provided for historical purposes. -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. -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. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715468 3141 Walnut St.Suite 203A Project Descr: Printed-21 MAR 2018 12 48P General Footints 1 2017\17154(Fiekis Aparments-Otak)1CalculationslGeneralApartments DesignlApartmentsFraming Design.ec6 g ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 .= n. a .. .t Licensee: Enayat Schneider Engineering Inc Description: FB9 Footing Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 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. = 0.30 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 Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.50 ft Z Length parallel to Z-Z Axis = 3.50 ft Footing Thickness = 10.0 in III e• , ,_ x Pedestal dimensions... _ px:parallel to X-X Axis = 8.0 in , a : pz:parallel to Z-Z Axis = 8.0 in Height - 8.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in 'o 1.-a. iz Reinforcing 3•,6• Bars parallel to X-X Axis Number of Bars = 4 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis � � Number of Bars = 4 : � 4, . I� Reinforcing Bar Size = # 4 "~ ? Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a x.-,-- v,. =--,—W, #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 5.190 13.20 k OB:Overburden = ksf M-xx = k-ft 41) M-zz = k-ft V-x = k V-z = k Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715469 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 48PM .General Footing ts12017117154(FieldsApartments-Otak)1CalculationslGeneralApartmentsDesign1ApartmentsFramingDesign.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB9 Footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8480 Soil Bearing 1.696 ksf 2.0 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 0.3215 Z Flexure(+X) 2.241 k-ft/ft 6.970 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3215 Z Flexure(-X) 2.241 k-ft/ft 6.970 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3215 X Flexure(+Z) 2.241 k-ft/ft 6.970 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3215 X Flexure(-Z) 2.241 k-ft/ft 6.970 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2719 1-way Shear(+X) 22.335 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2719 1-way Shear(-X) 22.335 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2719 1-way Shear(+Z) 22.335 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2719 1-way Shear(-Z) 22.335 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3451 2-way Punching 56.701 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.0 n/a 0.0 0.6187 0.6187 n/a n/a 0.309 • X-X,+D+L+H 2.0 n/a 0.0 1.696 1.696 n/a n/a 0.848 X-X,+D+Lr+H 2.0 n/a 0.0 0.6187 0.6187 n/a n/a 0.309 X-X,+D+S+H 2.0 n/a 0.0 0.6187 0.6187 n/a n/a 0.309 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.427 1.427 n/a n/a 0.714 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.427 1.427 n/a n/a 0.714 X-X,+D+0.60W+H 2.0 n/a 0.0 0.6187 0.6187 n/a n/a 0.309 X-X,+D+0.70E+H 2.0 n/a 0.0 0.6187 0.6187 n/a n/a 0.309 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.427 1.427 n/a n/a 0.714 X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.427 1.427 n/a n/a 0.714 X-X,+D+0.750L+0.7505+0.5250E+H 2.0 n/a 0.0 1.427 1.427 n/a n/a 0.714 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.3712 0.3712 n/a n/a 0.186 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.3712 0.3712 n/a n/a 0.186 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.6187 0.6187 0.309 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.696 1.696 0.848 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 0.6187 0.6187 0.309 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 0.6187 0.6187 0.309 Z-Z,+D+0.75OLr+0.750L+H 2.0 0.0 n/a n/a n/a 1.427 1.427 0.714 Z-Z,+D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.427 1.427 0.714 Z-Z,+D+0.60W+H 2.0 0.0 n/a n/a n/a 0.6187 0.6187 0.309 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 0.6187 0.6187 0.309 Z-Z,+D+0.75OLr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.427 1.427 0.714 Z-Z,+D+0.750L+0.7505+0.450W+H 2.0 0.0 n/a n/a n/a 1.427 1.427 0.714 Z-Z,+D+0.750L+0.7505+0.5250E+H 2.0 0.0 n/a n/a n/a 1.427 1.427 0.714 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.3712 0.3712 0.186 Z-Z,+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.3712 0.3712 0.186 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17151?7C 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 48P 1 General Footing ts12017117154(Fields Apartments•Otak)1Calculations\General Apartments Design Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB9 Footing Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 0.5963 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.40D+1.60H 0.5963 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 2.241 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 2.241 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60L+0.505+1.60H 2.241 +7 Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.241 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.052 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.052 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.5111 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.5111 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.052 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.052 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.605+0.50W+1.60H 0.5111 +7 Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.5111 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.052 +7 Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.052 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.052 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.052 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 1.052 +7 Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 1.052 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+0.90D+W+0.90H 0.3833 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+0.90D+W+0.90H 0.3833 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+0.90D+E+0.90H 0.3833 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+0.90D+E+0.90H 0.3833 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.40D+1.60H 0.5963 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK 41) Z-Z,+1.40D+1.60H 0.5963 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.200+0.50Lr+1.60L+1.60H 2.241 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 2.241 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+1.60L+0.505+1.60H 2.241 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+1.60L+0.505+1.60H 2.241 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.052 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.052 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.5111 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.5111 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.052 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.052 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+1.605+0.50W+1.60H 0.5111 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+1.605+0.50W+1.60H 0.5111 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.200+0.50Lr+0.50L+W+1.60H 1.052 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.052 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.052 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.200+0.501+0.505+W+1.601-1 1.052 +X Bottom 0.216 Min Temper 0.2286 6.970 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 1.052 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.200+0.50L+0.70S+E+1.60H 1.052 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+0.90D+W+0.90H 0.3833 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+0.90D+W+0.90H 0.3833 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+0.90D+E+0.90H 0.3833 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+0.90D+E+0.90H 0.3833 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D+1.60H 5.94 psi 5.94 psi 5.94 psi 5.94 psi 5.94 psi 82.16 psi 0.07 0.00 +1.20D+0.50Lr+1.60L+1.60H 22.34 psi 22.34 psi 22.34 psi 22.34 psi 22.34 psi 82.16 psi 0.27 0.00 +1.20D+1.60L+0.50S+1.60H 22.34 psi 22.34 psi 22.34 psi 22.34 psi 22.34 psi 82.16 psi 0.27 0.00 +1.20D+1.60Lr+0.50L+1.60H 10.48 Psi 10.48 psi 10.48 psi 10.48 psi 10.48 psi 82.16 psi 0.13 0.00 +1.20D+1.60Lr+0.50W+1.60H 5.09 psi 5.09 psi 5.09 psi 5.09 psi 5.09 psi 82.16 psi 0.06 0.00 +1.20D+0.50L+1.60S+1.60H 10.48 psi 10.48 psi 10.48 psi 10.48 psi 10.48 psi 82.16 psi 0.13 0.00 +1.20D+1.60S+0.50W+1.60H 5.09 psi 5.09 psi 5.09 psi 5.09 psi 5.09 psi 82.16 psi 0.06 0.0nak +1.20D+0.50Lr+0.50L+W+1.60H 10.48 psi 10.48 psi 10.48 psi 10.48 psi 10.48 psi 82.16 psi 0.13 0. +1.20D+0.50L+0.50S+W+1.60H 10.48 psi 10.48 psi 10.48 psi 10.48 psi 10.48 psi 82.16 psi 0.13 0.0 1. +1.20D+0.50L+0.70S+E+1.60H 10.48 psi 10.48 psi 10.48 psi 10.48 psi 10.48 psi 82.16 psi 0.13 0.00 +0.90D+W+0.90H 3.82 psi 3.82 psi 3.82 psi 3.82 psi 3.82 psi 82.16 psi 0.05 0.00 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715 71 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,12:48PM C7en@i'al.Footing ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments Design 1Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.1712.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB9 Footing One Way Shear Load Combination... _ Vu @-X Vu 0+X Vu 0-Z Vu 0+Z Vu:Max Phi Vn Vu/Phi*Vn Status +0.90D+E+0.90H 3.82 psi 3.82 psi 3.82 psi 3.82 psi 3.82 psi 82.16 psi 0.05 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 15.09 psi 164.32psi 0.09182 OK +1.20D+0.50Lr+1.60L+1.60H 56.70 psi 164.32psi 0.3451 OK +1.20D+1.60L+0.505+1.60H 56.70 psi 164.32psi 0.3451 OK +1.20D+1.60Lr+0.50L+1.60H 26.61 psi 164.3213si 0.1619 OK +1.20D+1.60Lr+0.50W+1.60H 12.93 psi 164.32psi 0.07871 OK +1.20D+0.50L+1.605+1.60H 26.61 psi 164.32psi 0.1619 OK +1.20D+1.60S+0.50W+1.60H 12.93 psi 164.32psi 0.07871 OK +1.20D+0.50Lr+0.50L+W+1,60H 26.61 psi 164.32psi 0.1619 OK +1.20D+0.50L+0.50S+W+1.60H 26.61 psi 164.32psi 0.1619 OK +1.20D+0.50L+0.705+E+1.60H 26.61 psi 164.32psi 0.1619 OK +0.90D+W+0.90H 9.70 psi 164.32psi 0.05903 OK +0.90D+E+0.90H 9.70 psi 164.32psi 0.05903 OK III III Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 171572 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1248P ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 General Footing ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB1 Footing Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values ft:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 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. = 0.30 N 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 Yes when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.0 ft Z Length parallel to Z-Z Axis = 3.0 ft Footing Thickness = 10.0 in • �,;S Pedestal dimensions... x X px:parallel to X-X Axis = 8.0 in 4 1 v, pz:parallel to Z-Z Axis = 8.0 in Height - 8.0 in Rebar Centerline to Edge of Concrete... m at Bottom of footing = 3.0 in r.it; a W Reinforcing 3^P Bars parallel to X-X Axis Number of Bars = 4 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis �"� ii t'A>'`N "x VI:,-947 "te a,4 Nuber of Bars = 4 , e;A 4, ,,, 4 L , 14 Reinforcing Bar Size = # 4 ".14 #4:s ,;, Bandwidth Distribution Check (ACI 15.4.4.2)f. , ix Direction Requiring Closer Separation n/a a „�— #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 5.2 8.50 k OB:Overburden = ksf M-xx = k-ft 0 M-zz = k-ft V-x - k V-z = k Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171573 3141 Walnut St.Suite 203A Project Descr: Primed.21 MAR 2018 12 48P General Footingts\2017\,7,54(Fields Apartments-Otak)\Caicdations\GeneralApartments Design WartmentsFraming Design:ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee :Enayat Schneider Engineering Inc Description: FB1 Footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8590 Soil Bearing 1.718 ksf 2.0 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 0.1856 Z Flexure(+X) 1.501 k-ft/ft 8.086 k-ft/ft +1.20D+0.5OLr+1.60L+1.60H PASS 0.1856 Z Flexure(-X) 1.501 k-fUft 8.086 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1856 X Flexure(+Z) 1.501 k-ft/ft 8.086 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1856 X Flexure(-Z) 1.501 k-ft/ft 8.086 k-ft/ft +1.20D+0.5OLr+1.60L+1.60H PASS 0.1822 1-way Shear(+X) 14.968 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1822 1-way Shear(-X) 14.968 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1822 1-way Shear(+Z) 14.968 psi 82.158 psi +1.20D+0.5OLr+1.60L+1.60H PASS 0.1822 1-way Shear(-Z) 14.968 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2369 2-way Punching 38.930 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio • X-X,+D+H 2.0 n/a 0.0 0.7731 0.7731 n/a n/a 0.387 X-X,+D+L+H 2.0 n/a 0.0 1.718 1.718 n/a n/a 0.859 X-X,+D+Lr+H 2.0 n/a 0.0 0.7731 0.7731 n/a n/a 0.387 X-X,+D+S+H 2.0 n/a 0.0 0.7731 0.7731 n/a n/a 0.387 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.481 1.481 n/a n/a 0.741 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.481 1.481 n/a n/a 0.741 X-X,+D+0.60W+H 2.0 n/a 0.0 0.7731 0.7731 n/a n/a 0.387 X-X,+D+0.70E+H 2.0 n/a 0.0 0.7731 0.7731 n/a n/a 0.387 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.481 1.481 n/a n/a 0.741 X-X,+D+0.750L+0.7505+0.450W+H 2.0 n/a 0.0 1.481 1.481 n/a n/a 0.741 X-X,+D+0.750L+0.7505+0.5250E+H 2.0 n/a 0.0 1.481 1.481 n/a n/a 0.741 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.4639 0.4639 n/a n/a 0.232 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.4639 0.4639 n/a n/a 0.232 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.7731 0.7731 0.387 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.718 1.718 0.859 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 0.7731 0.7731 0.387 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 0.7731 0.7731 0.387 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.481 1.481 0.741 Z-Z,+D+0.750L+0.7505+H 2.0 0.0 n/a n/a n/a 1.481 1.481 0.741 Z-Z,+D+0.60W+H 2.0 0.0 n/a n/a n/a 0.7731 0.7731 0.387 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 0.7731 0.7731 0.387 Z-Z,+D+0.75OLr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.481 1.481 0.741 Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.481 1.481 0.741 Z-Z,+D+0.750L+0.7505+0.5250E+H 2.0 0.0 n/a n/a n/a 1.481 1.481 0.741 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.4639 0.4639 0.232 Z-Z,+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.4639 0.4639 0.232 Overturning Stability Rotation Axis& • Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis 0 Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715474 3141 Walnut St.Suite 203A Project Descr: Punted 21 MAR 2018,12 48P Genera' Footingts12017117154(Firms Apartments-otak)1Calcu ations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FBI Footing Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in"2 k-ft X-X,+1.40D+1.60H 0.5516 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.40D+1.60H 0.5516 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.501 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.501 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.501 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.501 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.7942 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.7942 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4728 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4728 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.7942 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.7942 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.4728 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.4728 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.7942 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.7942 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.7942 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.7942 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.7942 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.7942 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+0.90D+W+0.90H 0.3546 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+0.90D+W+0.90H 0.3546 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+0.90D+E+0.90H 0.3546 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+0.90D+E+0.90H 0.3546 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK 41)Z-Z,+1.40D+1.60H 0.5516 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.40D+1.601-! 0.5516 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.501 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.501 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.501 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.501 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.7942 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.7942 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4728 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4728 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+1.605+1.60H 0.7942 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.7942 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.4728 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.4728 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.7942 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.7942 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.7942 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.7942 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+0.70S+E+1.601-1 0.7942 -X Bottom 0.216 Min Temp% _0.2667 8.086 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.7942 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+0.90D+W+0.90H 0.3546 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+0.90D+W+0.90H 0.3546 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+0.90D+E+0.90H 0.3546 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+0.90D+E+0.90H 0.3546 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D+1.60H 5.50 psi 5.50 psi . 5.50 psi 5.50 psi 5.50 psi 82.16 psi 0.07 0.00 +1.20D+0.50Lr+1.60L+1.60H 14.97 psi 14.97 psi 14.97 psi 14.97 psi 14.97 psi 82.16 psi 0.18 0.00 +1.20D+1.60L+0.50S+1.60H 14.97 psi 14.97 psi 14.97 psi 14.97 psi 14.97 psi 82.16 psi 0.18 0.00 +1.20D+1.60Lr+0.50L+1.60H 7.92 psi 7.92 psi 7.92 psi 7.92 psi 7.92 psi 82.16 psi 0.10 0.00 +1.20D+1.60Lr+0.50W+1.60H 4.71 psi 4.71 psi 4.71 psi 4.71 psi 4.71 psi 82.16 psi 0.06 0.00 +1.20D+0.50L+1.60S+1.60H 7.92 psi 7.92 psi 7.92 psi 7.92 psi 7.92 psi 82.16 psi 0.10 0.00 +1.20D+1.605+0.50W+1.60H 4.71 psi 4.71 psi 4.71 psi 4.71 psi 4.71 psi 82.16 psi 0.06 0.040 +1.20D+0.50Lr+0.50L+W+1.60H 7.92 psi 7.92 psi 7.92 psi 7.92 psi 7.92 psi 82.16 psi 0.10 0.0 +1.20D+0.50L+0.50S+W+1.60H 7.92 psi 7.92 psi 7.92 psi 7.92 psi 7.92 psi 82.16 psi 0.10 0.0 +1.20D+0.50L+0.70S+E+1.60H 7.92 psi 7.92 psi 7.92 psi 7.92 psi 7.92 psi 82.16 psi 0.10 0.00 +0.90D+W+0.90H 3.54 psi 3.54 psi 3.54 psi 3.54 psi 3.54 psi 82.16 psi 0.04 0.00 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171575 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,1248P General Footing ts12017117154(FieldsApartments-Otak)iCalculations\GeneralApartmentsDesign1ApartmentsFramingDesign.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB1 Footing One Way Shear Load Combination... _ Vu @-X Vu @+X Vu 0-Z Vu 0+Z Vu:Max Phi Vn Vu/Phi*Vn Status +0.90D+E+0.90H 3.54 psi 3.54 psi 3.54 psi 3.54 psi 3.54 psi 82.16 psi 0.04 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 14.30 psi 164.32 psi 0.08705 OK +1.20D+0.50Lr+1.60L+1.60H 38.93 psi 164.32 psi 0.2369 OK +1.20D+1.60L+0.505+1.60H 38.93 psi 164.32psi 0.2369 OK +1.20D+1.60Lr+0.50L+1.60H 20.60 psi 164.32psi 0.1253 OK +1.20D+1.60Lr+0.50W+1.60H 12.26 psi 164.32psi 0.07462 OK +1.20D+0.50L+1.60S+1.60H 20.60 psi 164.32 psi 0.1253 OK +1.20D+1.60S+0.50W+1.60H 12.26 psi 164.32 psi 0.07462 OK +1.20D+0.50Lr+0.50L+W+1.60H 20.60 psi 164.32 psi 0.1253 OK +1.20D+0.50L+0.505+W+1.60H 20.60 psi 164.32 psi 0.1253 OK +1.20D+0.50L+0.70S+E+1.60H 20.60 psi 164.32psi 0.1253 OK +0.90D+W+0.90H 9.20 psi 164.32 psi 0.05596 OK +0.90D+E+0.90H 9.20 psi 164.32osi 0.05596 OK III III Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 171576 3141 Walnut St.Suite 203A Project Descr: Printcd21 MAR 2018 12 48P General Footing ts12017117154(Fields Apartments-Otak)1CalcuiationstGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 .. ..] = ,.,;, . Licensee:Enayat Schneider Engineering Inc Description: FB2 Footing Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values ft:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By ooting 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. = 0.30 cp 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 Yes when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 4.0 ft Z Length parallel to Z-Z Axis = 4.0 ft Footing Thickness = 10.0 in III e• — Pedestal dimensions... x a x px:parallel to X-X Axis = 8.0 in pz:parallel to Z-Z Axis = 8.0 in Height = 8.0 in N Rebar Centerline to Edge of Concrete... at Bottom of footing - 3.0 in .z W Reinforcing 44 Bars parallel to X-X Axis Number of Bars = 5 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 5 �.� , ,,. ‘41-441:••ii. , . ,Reinforcing Bar Size = # 4 , , .. ,, ' �'" ,, ,k Bandwidth Distribution Check (ACI 15.4.4.2) `"' Direction Requiring Closer Separation n/a """......"` z--- #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 9.6 14.430 k OB:Overburden = ksf M-xx = k-ft 411 M-zz = k-ft V-x k V-z = k Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171477 3141 Walnut St.Suite 203A Project Descr: Primed:21 MAP 2018 1248P General Footing ts\2017D17154(Fields Apartments-Otak)1CalculationslGeneral Apartments Design\Apartments Framing Design.ec6 g ENERCALC,INC.1983-2017,Build:10.17.12.10,Vet:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB2 Footing DESIGN SUMMARY Design OK ...-.. ..... Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8485 Soil Bearing 1.697 ksf 2.0 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 0.3954 Z Flexure(+X) 3.005 k-ft/ft 7.599 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3954 Z Flexure(-X) 3.005 k-ft/ft 7.599 k-ft/ft +1.20D+0.5OLr+1.60L+1.60H PASS 0.3954 X Flexure(+Z) 3.005 k-ft/ft 7.599 k-ft/ft +1.20D+0.5OLr+1.60L+1.60H PASS 0.3954 X Flexure(-Z) 3.005 k-ft/ft 7.599 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3386 1-way Shear(+X) 27.820 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3386 1-way Shear(-X) 27.820 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3386 1-way Shear(+Z) 27.820 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3386 1-way Shear(-Z) 27.820 psi 82.158 psi +1.20D+0.5OLr+1.60L+1.60H PASS 0.4503 2-way Punching 73.989 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio • X-X,+D+H 2.0 n/a 0.0 0.7948 0.7948 n/a n/a 0.397 X-X,+D+L+H 2.0 n/a 0.0 1.697 1.697 n/a n/a 0.849 X-X,+D+Lr+H 2.0 n/a 0.0 0.7948 0.7948 n/a n/a 0.397 X-X,+D+S+H 2.0 n/a 0.0 0.7948 0.7948 n/a n/a 0.397 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.471 1.471 n/a n/a 0.736 X-X,+D+0.750L+0.7505+H 2.0 n/a 0.0 1.471 1.471 n/a n/a 0.736 X-X,+D+0.60W+H 2.0 n/a 0.0 0.7948 0.7948 n/a n/a 0.397 X-X,+D+0.70E+H 2.0 n/a 0.0 0.7948 0.7948 n/a n/a 0.397 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.471 1.471 n/a n/a 0.736 X-X,+D+0.750L+0.7505+0.450W+H 2.0 n/a 0.0 1.471 1.471 n/a n/a 0.736 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.471 1.471 n/a n/a 0.736 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.4769 0.4769 n/a n/a 0.239 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.4769 0.4769 n/a n/a 0.239 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.7948 0.7948 0.397 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.697 1.697 0.849 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 0.7948 0.7948 0.397 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 0.7948 0.7948 0.397 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.471 1.471 0.736 Z-Z,+D+0.750L+0.7505+H 2.0 0.0 n/a n/a n/a 1.471 1.471 0.736 Z-Z,+D+0.60W+H 2.0 0.0 n/a n/a n/a 0.7948 0.7948 0.397 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 0.7948 0.7948 0.397 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.471 1.471 0.736 Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.471 1.471 0.736 Z-Z,+D+0.750L+0.7505+0.5250E+H 2.0 0.0 n/a n/a n/a 1.471 1.471 0.736 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.4769 0.4769 0.239 Z-Z,+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.4769 0.4769 0.239 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k • Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 171578 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,12 48P ts12017117154(FieldsApamentsOtakCalcUationsGeneralApartments Design\ApartmentsFraming Design.ec6General Footing ENERCALC,INC.1983-2017,8d:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB2 Footing Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 1.168 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.40D+1.60H 1.168 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 3.005 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 3.005 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60L+0.50S+1.60H 3.005 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60L+0.50S+1.60H 3.005 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.627 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.627 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.001 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.001 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.627 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50L+1.605+1.60H 1.627 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.001 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.001 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.627 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.627 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.627 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.627 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 1.627 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 1.627 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+0.90D+W+0.90H 0.7508 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+0.90D+W+0.90H 0.7508 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+0.90D+E+0.90H 0.7508 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+0.90D+E+0.90H 0.7508 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.40D+1.60H 1.168 -X Bottom 0.216 Min Temp% 0.250 7.599 OK • Z-Z,+1.40D+1.60H 1.168 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.005 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.005 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 3.005 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 3.005 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.627 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.627 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.001 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.001 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50L+1.605+1.60H 1.627 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50L+1.605+1.60H 1.627 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.001 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.001 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.627 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.627 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50L+0.505+W+1.60H 1.627 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.627 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 1.627 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50L+0.70S+E+1.601-1 1.627 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+0.90D+W+0.90H 0.7508 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+0.90D+W+0.90H 0.7508 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+0.90D+E+0.90H 0.7508 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+0.90D+E+0.90H 0.7508 +X Bottom 0.216 Min Temp% 0.250 7.599 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 10.81 psi 10.81 psi 10.81 psi 10.81 psi 10.81 psi 82.16 psi 0.13 0.00 +1.20D+0.50Lr+1.60L+1.60H 27.82 psi 27.82 psi 27.82 psi 27.82 psi 27.82 psi 82.16 psi 0.34 0.00 +1.20D+1.60L+0.505+1.60H 27.82 psi 27.82 psi 27.82 psi 27.82 psi 27.82 psi 82.16 psi 0.34 0.00 +1.20D+1.60Lr+0.50L+1.60H 15.07 psi 15.07 psi 15.07 psi 15.07 psi 15.07 psi 82.16 psi 0.18 0.00 +1.20D+1.60Lr+0.50W+1.60H 9.27 psi 9.27 psi 9.27 psi 9.27 psi 9.27 psi 82.16 psi 0.11 0.00 +1.20D+0.50L+1.60S+1.60H 15.07 psi 15.07 psi 15.07 psi 15.07 psi 15.07 psi 82.16 psi 0.18 0.00 +1.20D+1.605+0.50W+1.60H 9.27 Psi 9.27 psi 9.27 psi 9.27 psi 9.27 psi 82.16 psi 0.11 0.0 +1.20D+0.50Lr+0.50L+W+1.60H 15.07 psi 15.07 psi 15.07 psi 15.07 psi 15.07 psi 82.16 psi 0.18 0. +1.20D+0.50L+0.50S+W+1.60H 15.07 psi 15.07 psi 15.07 psi 15.07 psi 15.07 psi 82.16 psi 0.18 0.0 1. +1.20D+0.50L+0.705+E+1.60H 15.07 Psi 15.07 psi 15.07 psi 15.07 psi 15.07 psi 82.16 psi 0.18 0.00 +0.90D+W+0.90H 6.95 psi 6.95 psi 6.95 psi 6.95 psi 6.95 psi 82.16 psi 0.08 0.00 Enayat Schneider Smith Project Title: Fields Apartments 279 Engineering,Inc. Engineer: C.Thomson Project ID: 3141 Walnut St.Suite 203A Project Descr: Prinp'rl 21 MAR 2018,12 48P General Footing ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 g ENERCALC,INC.1 43-2017,BuiId:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB2 Footing One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+7 Vu:Max Phi Vn Vu/Phi*Vn Status +0.90D+E+0.90H 6.95 psi 6.95 psi 6.95 psi 6.95 psi 6.95 psi 82.16 psi 0.08 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 28.75 psi 164.32psi 0.175 OK +1.20D+0.50Lr+1.60L+1.60H 73.99 psi 164.32psi 0.4503 OK +1.20D+1.60L+0.50S+1.60H 73.99 psi 164.32psi 0.4503 OK +1.20D+1.60Lr+0.50L+1.60H 40.07 psi 164.32psi 0.2438 OK +1.20D+1.60Lr+0.50W+1.60H 24.65 psi 164.32psi 0.15 OK +1.20D+0.50L+1.605+1.60H 40.07 psi 164.32psi 0.2438 OK +1.20D+1.60S+0.50W+1.60H 24.65 psi 164.32psi 0.15 OK +1.20D+0.50Lr+0.50L+W+1.60H 40.07 psi 164.32psi 0.2438 OK +1.20D+0.50L+0.50S+W+1.60H 40.07 psi 164.32psi 0.2438 OK +1.20D+0.50L+0.70S+E+1.60H 40.07 psi 164.32psi 0.2438 OK +0.90D+W+0.90H 18.49 psi 164.32psi 0.1125 OK +0.90D+E+0.901i 18.49 psi 164.32psi 0.1125 OK III Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171480 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 48P Beam on Elastic Foundation ts12017117154(FieldsApartments-otak)\Calculations\General Apartments t�ign\ApartmentsFraming Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 ;" .; Licensee: Enayat Schneider Engineering Inc CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 Material Properties fc112 * = ksi d Phi Values Flexure fr= fc = 0.0 psi Shear: yr Density = pcf R 1 = Lt Wt Factor = Elastic Modulus = ksi Soil Subgrade Modulus = psi/(inch deflection) Load Combination iBC 2015 fy-Main Rebar = ksi Fy-Stirrups = ksi E-Main Rebar = ksi E-Stirrups = ksi Stirrup Bar Size# = # Number of Resisting Legs Per Stirrup • • • • Cross Section&Reinforcing Details Rectangular Section, Width=20.0 in, Height=24.0 in Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0: 1 Maximum Deflection Section used for this span MaxDownward L+Lr+S Deflection in Ratio= <360 Mu:Applied 0 k-ft Max Upward L+Lr+S Deflection in Ratio= <360 Mn*Phi :Allowable 0 k-ft Max Downward Total Deflection in Ratio= 99: <180 Load Combination Max Upward Total Deflection in Ratio= 999<180 Location of maximum on span 0 ft Span#where maximum occurs 1 Maximum Soil Pressure = ksf at ft Allowable Soil Pressure = 2.660 ksf OK Shear Stirrup Requirements Entire Beam Span Length:, Req'd Vs=,use stirrups spaced at 0.000 in Maximum Forces&Stresses for Load Combinations Load Combination Bending Stress Results (k-ft) Location(ft) Segment Length Span# in Span Mu:Max Phi*Mnx Stress Ratio • Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi*Vc Comment Phi*Vs Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest Enayat Schneider Smith Title Fields Apartments Page: 1 281 Engineering,Inc. Job#: Dsgnr: Claire Thomson Date: 21 FEB 2018 3141 Walnut Street Description.... Suite 203A Retaining stem walls with additional load from perpendicular footings Denver,CO 80205 (2) ilkhis Wall in File:E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\General Apartments D etainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: Enayat Schneider Smith Engineering Inc. Criteria 1 Soil Data I Retained Height = 8.67 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 50.00 in = Water height over heel = 0.0 ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootinglISoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning g Wall to Ft CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type Line Base Above/Below Soil Axial Dead Load = 965.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 e ft Axial Live Load = 1,879.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Method : Uniform Uniform Seismic Force = 63.938 • Multiplier Used = 6.500 Total Seismic Force = 628.940 (Multiplier used on soil density) Design Summary i Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.46 OK Wall Material Above"Ht" = Concrete Sliding = 2.15 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 7,141 lbs Rebar Size = # 6 ...resultant ecc. = 6.44 in Rebar Spacing = 9.00 Soil Pressure @ Toe = 1,937 psf OK Rebar Placed at = Center Design Data Soil Pressure @ Heel = 547 psf OK = fb/FB+fa/Fa 0.939 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,712 psf ACI Factored @ Heel = 765 psf Strength Level lbs= 2,659.1 Footing Shear @ Toe = 19.7 psi OK Moment....Actual Footing Shear @ Heel = 2.8 psi OK Service Level ft-#= Allowable = 82.2 psi Strength Level ft-#= 8,485.8 Sliding Calcs Moment Allowable = 9,037.0 Lateral Sliding Force = 2,133.6 lbs Shear Actual less 100%Passive Force= - 2,744.4 lbs Service Level psi= less 100%Friction Force = - 1,841.5 lbs Strength Level psi= 55.4 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 4.00 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS _ Modular Ratio'n' fii JOT considered in the calculation of soil bearing Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.000 fc psi= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 Enayat Schneider Smith Title Fields Apartments Page: 2 282 Engineering,Inc. Job#: Dsgnr: Claire Thomson Date: 21 FEB 2018 3141 Walnut Street Description.... Suite 203A Retaining stem walls with additional load from perpendicular footings Denver,CO 80205 (2) This Wall in File: E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\General Apartments D III RetainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: Enayat Schneider Smith Engineering Inc. Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.5123 in2/ft (4/3)*As: 0.683 in2/ft Min Stem T&S Reinf Area 1.665 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.5123 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.5867 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions &Strengths I Footing Design Results Toe Width = 2.54 ft Toe Heel Heel Width = 3.21 Factored Pressure = 2,712 765 psf Total Footing Width = 5.75 Mu': Upward = 7,831 3,397 ft-# Footing Thickness = 14.00 in Mu':Downward = 2,454 4,373 ft-# Mu: Design = 5,378 976 ft-# Key Width = 12.00 in Actual 1-Way Shear = 19.66 2.80 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 43.82 psi Key Distance from Toe = 2.08 ft Toe Reinforcing = #5 @ 12.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm. 3.00 in Toe: #4@ 7.94 in,#5@ 12.30 in,#6@ 17.46 in,#7@ 23.81 in,#8@ 31.35 in,#9@ 39 Heel: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Key: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm III Min footing T&S reinf Area 1.74 in2 Min footing T&S reinf Area per foot 0.30 in2 /Ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34.92 in Summary of Overturning & Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,693.3 3.28 5,552.1 Soil Over Heel = 2,423.5 4.48 10,853.1 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surchargc Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 965.0 2.87 2,773.8 Load @ Stem Above Soil= *Axial Live Load on Stem = 1,879.0 2.87 5,401.1 Seismic Earth Load = 440.3 4.92 2,165.3 Soil Over Toe = 1.27 = Surcharge Over Toe = Total 2,133.6 O.T.M. 7,717.5 Stem Weight(s) = 867.0 2.87 2,492.2 Earth @ Stem Transitions= = = Footing Weight = 1,006.1 2.87 2,891.9 Resisting/Overturning Ratio = 2.46 Key Weight = 2.58 Vertical Loads used for Soil Pressure= 7,140.5 lbs Vert.Component = Total= 5,261.5 lbs R.M.= 19,011.0 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. • Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 283 Enayat Schneider Smith Title Fields Apartments Page: 3 Engineering, Inc. Job#: Dsgnr: Claire Thomson Date: 21 FEB 2018 3141 Walnut Street Description.... Suite 203A Retaining stem walls with additional load from perpendicular footings Denver, CO 80205 (2) •This Wall in File: E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\General Apartments D RetainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: Enayat Schneider Smith Engineering Inc. Tilt 1 Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.081 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. III 11 III Enayat Schneider Smith Title Fields Apartments Page: 1 284 Engineering, Inc. Job#: Dsgnr: Claire Thomson Date: 21 FEB 2018 3141 Walnut Street Description.... Suite 203A Retaining stem walls with additional load from perpendicular footings Denver,CO 80205 This Wall in File: E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\General Apartments D III RetainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To: Enayat Schneider Smith Engineering Inc. LCriteria 1 Soil Data 1 Retained Height = 5.25 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 l Height of Soil over Toe = 12.00 in = Water height over heel = 0.0 ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore • •--•- --0 for passive pressure = 12.00 in 000 Surcharge Loads ' Lateral Load Applied to Stem ' Adjacent Footing Load 1 Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem I (Service Level) Footing Type Line Base Above/Below Soil = 0.0 ft Axial Dead Load = 965.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 1,879.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I Method : Uniform Uniform Seismic Force = 40.625 Multiplier Used = 6.500 Total Seismic Force = 253.906 III (Multiplier used on soil density) L Design Summary I Stem Construction 1 Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.94 OK Wall Material Above"Ht" = Concrete Sliding = 1.50 Ratio< 1.5! Design Method = LRFD Thickness = 8.00 Total Bearing Load = 4,713 lbs Rebar Size = # 5 ...resultant ecc. = 2.87 in Rebar Spacing = 12.00 Rebar Placed at = Center Soil Pressure @ Toe = 1,897 psf OK Design Data Soil Pressure @ Heel = 795 psf OK fb/FB+fa/Fa = 0.371 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored©Toe = 2,656 psf Service Level lbs= ACI Factored @ Heel = 1,112 psf Strength Level lbs= 985.0 Footing Shear @ Toe = 12.7 psi OK Moment....Level Footing Shear @ Heel = 6.5 psi OK Service Level ft-#_ Allowable = 82.2 psi Strength Level ft-#= 1,910.4 Sliding Calcs Moment Allowable = 5,154.8 Lateral Sliding Force = 861.3 lbs Shear Actual less 100%Passive Force= - 300.0 lbs Service Level psi= less 100% Friction Force = - 991.8 lbs Strength Level psi= 20.5 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 0.2 lbs NG Anet(Masonry) in2= Rebar Depth 'd' in= 4.00 Masonry Data - fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = IIINOT considered in the calculation of soil bearing Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv. Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data - - Wind,W 1.000 fc psi 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 285 Enayat Schneider Smith Title Fields Apartments Page: 2 Engineering,Inc. Job#: Dsgnr: Claire Thomson Date: 21 FEB 2018 3141 Walnut Street Description.... Suite 203A Retaining stem walls with additional load from perpendicular footings Denver,CO 80205 This Wall in File: E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\General Apartments D etainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To: Enayat Schneider Smith Engineering Inc. Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1153 in2/ft (4/3)*As: 0.1538 in2/ft Min Stem T&S Reinf Area 1.008 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions&Strengths 1 L, Footing Design Results Toe Width = 1.42 ft Toe Parol Heel Width = 2.08 Factored Pressure = 2,656 1,112 psf Total Footing Width = 3.50 Mu': Upward = 2,459 1,326 ft-# Footing Thickness = 12.00 in Mu': Downward = 313 877 ft-# Mu: Design = 2,145 -450 ft-# Key Width = 12.00 in Actual 1-Way Shear = 12.67 6.52 psi Key Depth = 0.00 in Allow 1-Way Shear = 43.82 43.82 psi Key Distance from Toe = 0.83 ft Toe Reinforcing = #5 @ 12.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 Heel: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm IIIKey: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Min footing T&S reinf Area 0.91 in2 Min footing T&S reinf Area per foot 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 683.6 2.08 1,424.2 Soil Over Heel = 818.5 2.79 2,285.7 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 965.0 1.75 1,689.3 Load @ Stem Above Soil= *Axial Live Load on Stem = 1,879.0 1.75 3,289.4 Seismic Earth Load = 177.7 3.13 555.4 Soil Over Toe = 0.71 = Surcharge Over Toe = Total 861.3 O.T.M. 1,979.6 Stem Weight(s) = 525.0 1.75 919.1 Earth @ Stem Transitions= = = Footing Weighi = 525.2 1.75 919.4 Resisting/Overturning Ratio = 2.94 Key Weight = 1.33 Vertical Loads used for Soil Pressure= 4,712.7 lbs Vert.Component = Total= 2,833.7 lbs R.M.= 5,813.5 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in . the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 286 Enayat Schneider Smith Title Fields Apartments Page: 3 Engineering, Inc. Job#: Dsgnr: Claire Thomson Date: 21 FEB 2018 3141 Walnut Street Description.... Suite 203A Retaining stem walls with additional load from perpendicular footings Denver,CO 80205 This Wall in File: E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\General Apartments D RetainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To: Enayat Schneider Smith Engineering Inc. Tilt -- 1 Horizontal Deflection at ToD of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.079 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. • •