Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Specifications (17)
u of - oo O pa $ sum ti c \�c • FtCISINIED PPR 2 2.'31% Enayat ►- Schneider ON Smith r ® 5k.)1LO4�G°1��� Engineering, Inc. Structural Calculations For 11) The Fields Apartments Building 2 Tigard, OR March 29, 2018 ESS Project No.: 17154 ���ED PROII -� � i N4.;13 4 . 8. Q j 11190 G. ENP • EXPIRES: 12/31, Icj 1 FIELDS APARTMENTS ESS NO.: 17154 • • • 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 53 Roof Framing Design 54 TO 88 Floor Framing Design. 89 TO 178 Wall Stud, King Stud, and Post Design 179 TO 194 Miscellaneous Design 195 TO 214 Site Structure Design 215 TO 254 Foundation Design 255 TO 275 • Pedestrian Bridge Design 276 TO 312 • 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 %2" Sound blanket 2.0 psf 22.2 psf - 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 IIII 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 III .2 second SRA .975 1.0 second SRA .423 Soil Type D R(OSB shear walls) 6.5 Importance factor 1.0 110 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 (8) 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 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 IIICHECKED 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 l Type of roof Monoslope *\e/(z)r z — a Speed-up Topographic Factor (Kzt) ' Z x(upwir d] x(downwind) wind) Topography Flat . R Hill Height (H) 100.0 ft H/2, ,.., Half Hill Length (Lh) 375.0 ftP = H Actual H/Lh = 0.27 �. �,,Lh H12' Use H/Lh = 0.27 Modified Lh = 375.0 ft ESCARPMENT From top of crest: x= 375.0 ft I Bldg up/down wind? upwind 'V(Z) Z 0 H/Lh= 0.27 K1 = 0.000 a Speed-up x/Lh = 1.00 K2 = 0.333 V(Z) x(upwind) ,N, x(downwind) z/Lh = 0.11 K3= 1.000H At Mean Roof Ht: `'��+ Kzt= (1+K,K2K3)^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 (ql) = 0.0 Hz / = 320 ft Damping ratio 03)= 0 Zmin = 30 ft /b = 0.45 c= 0.30 /a = 0.25 go, 9v= 3.4 Vz= 77.3 LZ = 310.0 ft N1 = 0.00 Q = 0.87 Rn = 0.000 IZ= 0.30 Rh = 28.282 ri = 0.000 h = 42.0 ft III G = 0.85 R8 = 28.282 q = 0.000 RL = 28.282 r� = 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. 11111 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 adiustment 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. 17154 SHEET NO. 720-904-1234 CALCULATED BY C.Thomson DATE 1/9/18 CHECKED BY DATE • Wind Loads - MWFRS all h (Enclosed/partially enclosed only) Kh(case 2)= 0.77 h= 42.0 ft GCpi= +/-0.18 Base pressure(qh)= 24.2 psf ridge ht= 42.7 ft G= 0.85 Roof Angle(6)= 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 ghGCP w/+q,GCp, w/-ghGCPi Dist.* Cp ghGCP 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 Ig z I Kz I Kzt q,GCP w/+q,GCp w/-ghGCp, to Ridge to Ridge 0 to 15' 0.57 1.00 12.2 7.9 16.6 22.5 17.0 SK, 20.0 ft 0.62 1.00 13.3 8.9 17.6 23.6 18.0 LW 1100 1111 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%111 wnm DIRECTION wIND NOMAL TO RIDGE WR WR L.� -----... 1:141 warn 14i, ' .]DIRECTION wIND DARALLEL TO RIDGE LW NOTE: sw ���, See figure in ASCE7 for the application of full and partial loading �, t y of the above wind pressures.There are 4 different loading cases. Parapet z Kz Kzt qp(psf) Itlik�' 40.0 ft 0.76 1.00 23.8 III Windward parapet: 35.7 psf (GCpn=+1.5) Leeward parapet: -23.8 psf (GCpn=-1.0) ware n n»car % Windward roof overhangs(add to windward roof pressure): 16.4 psf(upward) SWIMS-WIND lr-uS,arc- Enayat Schneider Smith Engineering JOB TITLE Fields Multifamily 7 3141 Walnut Street, Ste 203A Denver, Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C.Thomson DATE 1/9/1.8 CHECKED BY DATE Ultimate Wind Pressures 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 III 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. III 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 IIIIUltimate Wind Pressures Location of C&C Wind Pressure Zones 2a Yri‘ a a )a 1r IN r < 40 a[ , _ 0_L0 i N I I I -- I r— rc- I `I mo} 4#a j I 1 )00 1 410' 1 1WALL rr-----1—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' At a 0 + Q 401 a 0. 3 —1 041 i. \C/-74 B c_ D -}2 I 0 © 0 4 O f f 0 a a M IN al n `a l -ter 0 in\O -1 01 @ 0 Monoslope roofs Multispan Gable& Hip 7° < 8 s 27° I 10°<8<30° Gable 7° <9< 45° � h<-60'&alt design h<90' A a Sawtooth 10°<8 <_ 45° a j_0�ID _ev _ _ 4,/ �, h<_60'&alt design h<90' o//0 44/0 C r/4 1164 .4404 411 W1 \V2 W1 ME W3 W Stepped roofs 8<-3° h 5 60'&alt design h<90' 9 :LEGS Design Maps Summary Report User-Specified Input • 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 arNII SDQCC? ortI nth `w Gresh eaverto tw:ap.= Lai Oswego s 99 104 atin ShenNiod ` , uregon City USGS-Provided Output SS = 0.975 g SMS = 1.082 g SDs = 0.721 g Sl = 0.423 g SMI = 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. MCEcRsSpcXtSe SP4C trum Jss.grl Response So•e trurn ��• wct a UW q am , ata aat a= GM a2.4 az2 arc alt GM am aM au. .._.. 4.7 am am '.07 1.27 !.47 1.W 1.87 is a03 0_22 ata aso a87 1.77 t.27 1.47 1-€A 1.87 zo3 Period,T(se£) Period.f(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 USGS Design Maps Detailed Report 2012/2015 International Building Code (45.4275°N, 122.75789°W) • 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)`1' SS = 0.975 g From Figure 1613.3.1(2)[21 S1 = 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. II/ 2010 ASCE-7 Standard - Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs Nor Neh 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: 1ft/s = 0.3048 m/s 1Ib/ft2 = 0.0479 kN/m2 • 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 F, Site Class Mapped Spectral Response Acceleration at Short Period Ss 5 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 Ss = 0.975 g, Fa = 1.110 • TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at 1-s Period Si 0.10 S, = 0.20 S1 = 0.30 S1 = 0.40 S, >_ 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 S, = 0.423 g, F, = 1.577 0 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): SIDS = 2/3 SMS = Z/3 x 1.082 = 0.721 g Equation (16-40): Soli = 2/3 SM1 = % x 0.667 = 0.444 g • 0 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 SDS < 0.167g A A A 0.167g <_ SDs < 0.33g B B C 0.33g <_ SDs < 0.50g C C D 0.50g <_ SDS D D D For Risk Category = I and SDs = 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 SDI I or II III IV SDI < 0.067g A A A 0.067g <_ SDI < 0.133g B B C 0.1339 <_ SDI < 0.20g C C D 0.20g <_ SDI111 D D D For Risk Category = I and SD1 = 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- Fig 1613p3p1(2).pdf • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 15 3141 Walnut St.Suite 203A Project Descr: Building 1 ��+a Printed:14 MAR 2018, 4 OOPM ASCE Seismic Base Shear File=E:1Prgect$ 01717154(F Apartments-Otak)\Calculations\Building2117154Building2.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Building 2 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,Ill,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 SDS S MS213 = 0.722 ASCE 7-10 Eq. 11.4-3 S D1 S Mj 2/3 = 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 wlwood 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 hiyhest level-= 45.0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct'(hn^x) = 0.347 sec "TL":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) = 1,368.00 k • Seismic Base Shear V= Cs'W = 151.85 k Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 16 3141 Walnut St.Suite 203A Project Descr: Building 1 Printed:14 MAR 2018, 4.00PM ASCE Seismic Base.Shear File=E:\Projects\2017117154(Fields Apartments-Otak)\Calculations\Building 2117154 Building 2.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 4 267.00 39.00 10,413.00 0.3383 51.37 51.37 0.00 3 367.00 27.75 10,184.25 0.3309 50.24 101.61 577.89 2 367.00 18.50 6,789.50 0.2206 33.49 135.10 1,517.77 1 367.00 9.25 3,394.75 0.1103 16.75 151.85 2,767.46 Sum Wi= 1,368.00 k Sum Wi*Hi = 30,781.50 k-ft Total Base Shear= 151.85 k Base Moment= 4,172.1 k-ft Diaphragm Forces: Seismic Design Category"B"to"F" ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx:Calcd Fpx:Min Fpx:Max Fpx Dsgn.Force 4 267.00 51.37 51.37 267.00 51.37 38.53 77.06 51.37 51.37 3 367.00 50.24 101.61 634.00 58.82 52.96 105.92 58.82 58.82 2 367.00 33.49 135.10 1,001.00 49.53 52.96 105.92 52.96 52.96 1 367.00 16.75 151.85 1,368.00 40.74 52.96 105.92 52.96 52.96 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 @ Level 0.20*S IA *Wpx • MAX Req'd Force @ Level 0.40*S IA I*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level 110 17 ESE BE mumR (CA11., 12:Aesi 2_ Enayat Schneider,Engineering,Inc. PBOJECIll SSE OMAHA uiiWain!Street DefilTI,ENDfild8 00205 or SSI DAMS '1201 000231 ESEDEHVER V1 DATE 42Q/ ei_g_L2_, PAGE ESSPORAND LAO E tr • ,okod ".> 101-‘r knk(fii yvtiQ , , 9_00P , " (Vp .(PZ.SiXte Lv L-1 zrI 1 '(g.?alS)(SU,Sc # q 25,0 P542) c6..7S1) 2-1,11 g;St • 2,,s1)(S' tiffs.04(5)(2-9.).40 rj • Lvt 126 )( )s-.. 2.2_t L 0 F--wrce -tr,, Vvo ic. '(10S2,e(g-`) tPtL Fo,rc J_ 4 VtA) 11-9.01((0,?7 leg) 0 CHECKED BY 18 ESE DffIVEH c-1 bfg.t A - Enayat Schneider,Engineering,Inc. • • SSE BMW 31411701ml Sow DERVK Colorado 811285 r+IGLA By 07 SSI OCAS „4: PAH 504-1231 ESEDENVER V DATE 44 11 I PAGE ESSPOIMAND ...... . r : L .2iç $0 kcjr P-a (i 7L--1 t 0(31 2_ 44:- C,1? „Jdi. 0 Ackd t,16.),R1 61_ ‘,5 , , :r Lvi 4 • (2,Geck-tn.r..+0.6 t q?„..471. ) ;(k 7- o L ,t7, • 0 • CHECKED BY. . . . . .. .. HATE: 1.9 ESI BESTED PROJECT t-tc(A 6(at( 2. Enayat Schneider,Engineering,Inc. • 44e, I 4-1 SSE OMAHA zt-- 3141&Int Street Denver,Corda 93235 PROJECT By SSI DALLAS [1201 904-1234 ESEDENVER V DATE 2. PAGE £55 PORTLAND COrea4tPiL,:, 70* et, . . . 14(o -4)(/7 / (of -e.. 4J G D--410 , 16/0-4)/(4ti,(0-411,- 262, go.7)/(f 13.fil: GS ...... S ‘ P 22. , 31,,sv- 0,1-Vtt3,s1- 81-0 plc '2 1 () 15(14.4) 1)1 (t`gfalq 1 2°. IA)rikSbk.e, WIN kbw %. •*'• Alt I QAit-Ls ,r,t-zo - 435 0 if? mat qv\Ptkr cLo ij 7,U3r(A-10.4)), i S' 6 2-V1- (°66 -: II) • 0 Z21p. . ) 11,3s,0.4 7D'If4(1) Cp - 2t4 ( 1P- E Nat e Lc ( vv-\ Ira- c:c I-- (0 , r, 4)„ Wo + oob,A) c.)( (c5,(0-orctr„) dedd too}, 0 CHECKED BY: TME: • FIELDS APARTMENTS ESS NO.: 17154 • • Shear Wall Design • al • • SHEAR WALL MAP- BUILDING 2 2.1 2.2 ® 2.4 2.5 2.6 2.7 2.8 2.9 .1 Q Q Q Q I I I I II I I I I I I NJ EXTERIOR SHEAR WALLS T{IS ELEVATION I I I 1 I I 11 I I 10— .A { 7— -moi 4• — .l — 1 I I I me gl P,g • P, , and �((gg\\ 0 L o e_Y. 52A.01 2 �0 A A 1 I 0 _ ..� I O I- 0 _ I O ,.0., . IFt_ I . 3 I CI I L _1_1_1 01-11 .0 1 �t _--_. - t _ I I INO EXTERIOR SHE/k12 WALLS I TfIS ELEVATION 20 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com ti r Enayat ►- Schneider '' Smith y t'-.. Engineering, Inc. Shearwall Design WIND Project: Fields Apartments Building 2 Project# 17154 Engineer C.Thomson Shear Wall: Corridor 2.B Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 10.75 10.75 10.75' 10.75' A 380 plf -310 lbs CS16 OK B 22.67' 22.67' 22.67' 22.67' B 380 plf -1441 lbs none OK ca w C 15.83' 15.83' 15.83' 15.83' C 380 plf -792 lbs none OK o D 17.83' 17.83' 17.83' 17.83' v D 380 plf -982 lbs none OK —i E 8.75' 8.75' 8.75' 8.75' E 380 plf -121 lbs CS16 OK 3 F 13.92' 13.92' 13.92' 13.92' F 380 plf -611 lbs none OK G 10.75' 10.75' 10.75' 10.75' G 380 plf -310 lbs CS16 OK Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 183 plf 342 lbs CMSTC16 OK 0) o Trib Width: 31.8' 31.8' 31.8' 31.8' B 183 plf -1332 lbs (2)-CS16 OK a. Sheath#sides: 1 1 1 1 C 183 plf -371 lbs CMSTC16 OK a Plate Height: 9.0' 9.0' 9.0' 9.0' co D 183 plf -652 lbs (2)-CS16 OK Floor Depth: 2.0' 1.0' 1.0' 1.0' E 183 plf 623 lbs CMSTC16 OK 3 Wind or Seismic: wind wind wind wind F 183 plf -103 lbs CMSTC16 OK OSB or Gypsum: osb osb osb osb G 183 plf 342 lbs CMSTC16 OK Use: no no no no A 183 plf 1415 lbs CMST12 OK o h Above Open: B 183 plf -804 lbs CMST14 OK c h Below Open: C 183 plf 470 lbs CMST12 OK as Total Wall Length: N D 183 plf 97 lbs CMST12 OK O Strap for Fmax: E 183 plf 1788 lbs CMST12 OK o o Finax: F 183 plf 825 lbs CMST12 OK check: G 183 plf 1415 lbs CMST12 OK shear: 64 plf 114 plf 156 plf 196 plf A 183 plf 2886 lbs HDU14 OK FRT adjustment: 1 1 1 1 B 183 plf 123 lbs HDU14 OK Shear adj for aspect ratio: 64 plf 114 plf 156 plf 196 plf C 183 plf 1709 lbs HDU14 OK 4 use 7/16"panel w/8d @ 6" ,- D 183 plf 1245 lbs HDU14 OK ca o 3 use 7/16"panel w/8d @ 6" E 183 plf 3350 lbs HDU14 OK as 2 use 7/16"panel w/8d @ 6" F 183 plf 2151 lbs HDU14 OK 1 use 7/16"panel w/8d @ 6" G 183 plf 2886 lbs HDU14 OK 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 • III 4110 • • • 21 3141.Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234- essdenver.com � A'v" Enayat Schneider ' Smith 'y 1 Engineering, Inc. Shear Wall: WIND Corridor 2.0 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 10.75' 10.75' 10.75' 10.75' A 380 plf -237 lbs CS16 OK B 13.92' 13.92' 13.92' 13.92' B 380 plf -538 lbs CS16 OK -c C 9.00' 9.00' 9.00' 9.00' C 380 plf -71 lbs CS16 OK m D 9.00' 9.00' 9.00' 9.00' D 380 plf -71 lbs CS16 OK —I E 15.00' 15.00' 15.00' 15.00' E 380 plf -640 lbs none OK F 22.67' 22.67' 22.67' 22.67' F 380 plf -1367 lbs none OK G 10.75' 10.75' 10.75' 10.75' G 380 plf -237 lbs CS16 OK Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 183 plf 534 lbs CMST14 OK m Trib Width: 31.8' 31.8' 31.8' 31.8' B 183 plf 88 lbs CMSTC16 OK a Sheath#sides: 1 1 1 1 C 183 plf 780 lbs CMST14 OK a Plate Height: 9.0' 9.0' 9.0' 9.0' co D 183 plf 780 lbs CMST14 OK Floor Depth: 2.0' 1.0' 1.0' 1.0' E 183 plf -63 lbs CMSTC16 OK Wind or Seismic: wind wind wind wind F 183 plf -1141 lbs (2)-CS16 OK OSB or Gypsum: osb osb osb osb G 183 plf 534 lbs CMST14 OK Use: no no no no A 183 plf 1768 lbs (2)CMST14 OK m h Above Open: 8 183 plf 1178 lbs CMST12 OK c h Below Open: C 183 plf 2094 lbs (2)CMST14 OK m Total Wall Length:g <,, D 183 plf 2094 lbs (2)CMST14 OK a) Strap for Fmax: E 183 plf 977 lbs CMST12 OK u_ Finax F 183 plf -451 lbs CMST12 OK check: G 183 plf 1768 lbs (2)CMST14 OK shear: 71 plf 126 plf 173 plf 216 plf A 183 plf 3442 lbs HD19 OK FRT adjustment: 1 1 1 1 B 183 plf 2707 lbs HDU14 OK Shear adj for aspect ratio: 71 plf 126 plf 173 plf 216 plf C 183 plf 3848 lbs HD19 OK 4 use 7/16"panel w/8d @ 6" x- D 183 plf 3848 lbs HD19 OK E 3 use 7/16"panel w/8d @ 6" E 183 plf 2457 lbs HDU14 OK Z a) 2 use 7/16"panel w/8d @ 6" F 183 plf 679 lbs HDU14 OK co 1 use 7/16"panel w/8d @ 6" G 183 plf 3442 lbs HD19 OK 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 O lbs _F O lbs G 0 lbs 22 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com N0,4440„ Enayat ► Schneider Smith 'r 1 Engineering, Inc. Shear Wall:WINDGrid 2.1 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 654 lbs none OK m A2 4.00' 4.00' 4.00' 4.00' A2 0 lbs s A3 A3 Olbs °c' a A4 v A4 Olbs B B Olbs C C Olbs sum 10.58' 10.58' 10.58' 10.58' sum 1903 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf Force Tran 261 plf 1225 lbs CS16 OK ai Trib Width: 16.8' 16.8' 16.8' 16.8' A2 0 lbs ami Sheath#sides: 1 1 1 1 A3 0 lbs o Plate Height: 9.8' 9.0' 9.0' 9.0' co A4 0 lbs a 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 4777 lbs Use: yes yes yes yes Force Tran 261 plf 2427 lbs (2)-CS16 OK 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 co Total Wall Length: 17.67' 17.67' 17.67' 17.67' c A4 0 lbs to Strap for Fmax: CS16 CS16 CS16 CS16 B 0 lbs o o Fmax: 466 lbs 760 lbs 1,039 lbs 1,303 lbs C 0 lbs check: OK OK OK OK sum 8707 lbs shear: 162 plf 287 plf 393 plf 493 plf Force Tran 261 plf 4228 lbs HTT5 OK FRT adjustment: 1 1 1 1 A2 0 lbs Shear adj for aspect ratio: 162 plf 287 plf 393 plf 493 plf A3 0 lbs 4 use 7/16"panel w/8d @ 6" A4 0 lbs to c 3 use 7/16"panel w/8d @ 6" B 0 lbs m 2 use 7/16"panel w/8d @ 4" C 0 lbs .c 1 use 7/16"panel w/8d @ 3" sum 13638 lbs 0 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 sum 0 lbs III III 1111 • • • 23 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com VII4.0. Enayat ► Schneider Smith V 1 Engineering. Inc. Shear Wall: WIND Grid 2.2 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 23.50' 23.50' 23.50' 23.50' A 110 plf 473 lbs none OK B 28.50' 28.50' 28.50' 28.50' B 110 plf 336 lbs none OK w C C Olbs ° D v D 0lbs —°'i E E 0 lbs F F Olbs sum sum 0 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 320 plf 382 lbs none OK co Trib Width: 28.5' 28.5' 28.5' 28.5' B 320 plf -154 lbs none OK 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 320 plf 947 lbs CS16 OK L.▪ h Above Open: B 320 plf 12 lbs none OK c h Below Open: C 0 lbs Total Wall Length: N D 0 lbs Strap for Finax: E 0 lbs Fmax: E 0 lbs check: sum 0 lbs shear: 112 plf 198 plf 271 plf 340 plf A 320 plf 2134 lbs HTT4 OK FRT adjustment: 1 1 1 1 B 320 plf 799 lbs HTT4 OK Shear adj for aspect ratio: 112 plf 198 plf 271 plf 340 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 m 2 use 7/16"panel w/8d @ 6" F 0 lbs 1 use 7/16"panel w/8d @ 4" sum 0 lbs o 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 O lbs sum 0 lbs 24 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com Enayat Schneider e' Smith 7 1 Engineering, Inc. Shear Wall: WIND Grid 2.3 Shear Caics: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 B 27.50' 27.50' 27.50' 27.50' B 110 plf 784 lbs r7 C C Olbs o 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 351 plf 719 lbs CS16 OK ca N Trib Width: 42.3' 42.3' 42.3' 42.3' B 311 plf 1108 lbs CS16 OK a Sheath#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 351 plf 1584 lbs (2)-CS16 OK m h Above Open: B 311 plf 2335 lbs (2)-CS16 OK c h Below Open: C 0 lbs co i Total Wall Length: N D 0 lbs co Strap for Finax: E 0 lbs o tL Fmax: F 0 lbs check: 1 sum O lbs shear: 154 plf 273 plf 373 plf 469 plf A 351 plf 3304 lbs HDU4 OK FRT adjustment: 1 1 1 1 B 311 plf 4418 lbs HDU5 OK Shear adj for aspect ratio: 154 plf 273 plf 373 plf 469 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 co 2 use 7/16"panel w/8d @ 4" F 0 lbs 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 O lbs sum 0 lbs III III III 0 0 • 25 3141 Walnut Street,Suite 203A • Denver,Colorado 80205•720.904.1234- essdenver.com Enayat ix- Schneider '''''Schneider ' Smith ya, Engineering, Inc. Shear Wall: WIND Grid 2.8 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 co B 27.50' 27.50' 27.50' 27.50' B 110 plf 784 lbs none OK w C C Olbs o 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 372 plf 569 lbs none OK m Trib Width: 42.3' 42.3' 42.3' 42.3' B 305 plf 1149 lbs CS16 OK m Sheath#sides: 1 1 1 1 C 0 lbs 2Plate 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 1285 lbs (2)-CS16 OK a`, h Above Open: B 305 plf 2418 lbs (2)-CS16 OK c h Below Open: C 0 lbs co Total Wall Length: a D 0 lbs o Strap for Fmax: E 0 lbs o tL Finax: F 0 lbs check: sum 0 lbs shear: 154 plf 273 plf 373 plf 469 plf A 372 plf 2856 lbs HTT4 OK FRT adjustment: 1 1 1 1 B 305 plf 4541 lbs HDU5 OK Shear adj for aspect ratio: 154 plf 273 plf 373 plf 469 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 co 2 use 7/16"panel w/8d @ 4" F 0 lbs o 1 use 7/16"panel w/8d @ 4" sum 0 lbs 0) 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 26 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com *‘1444, Enayat Schneider 14 .'" Smith y'4' Engineering, Inc. Shear Wall: WIND Grid 2.9 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 27.50' 27.50' 27.50' 27.50' A 110 plf 385 lbs none OK B 23.50' 23.50' 23.50' 23.50' B 110 plf 495 lbs none OK w C C Olbs °' D v D 0 lbs E E 0 lbs F F Olbs sum sum 0 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 320 plf 10 lbs none OK a) Trib Width: 28.5' 28.5' 28.5' 28.5' B 320 plf 439 lbs none OK o Sheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 8.0' 8.0' 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 320 plf 304 lbs none OK Q) h Above Open: B 320 plf 1052 lbs CS16 OK c h Below Open: C 0 lbs co Total Wall Length: N D 0 lbs Strap for Finax: E 0 lbs o �L Finax: F 0 lbs check: I sum 0 lbs shear: 114 plf 202 plf 277 plf 347 plf A 320 plf 1231 lbs HTT4 OK FRT adjustment: 1 1 1 1 B 320 plf 2299 lbs HTT4 OK Shear adj for aspect ratio: 114 plf 202 plf 277 plf 347 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 m 2 use 7/16"panel w/8d @ 6" F 0 lbs co 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 0 lbs E 0 lbs F 0 lbs sum 0 lbs III • • • • • 27 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com Enayat ► Schneider '` Smith y 1 Engineering, Inc. Shear Wall: WIND Grid 2.10 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: Al 4.00' 4.00' 4.00' 4.00' Force Tran 110 plf 579 lbs none OK A2 6.58' 6.58' 6.58' 6.58' A2 0 lbs m w A3 A3 Olbs ' LL A4 a A4 Olbs —I B B Olbs C C Olbs sum 10.58' 10.58' 10.58' 10.58' sum 1776 lbs ca Lateral(plf): 204 plf 158 plf 133 plf 126 plf Force Tran 261 plf 1144 lbs CS16 OK O Trib Width: 16.8' 16.8' 16.8' 16.8' A2 0 lbs O Sheath#sides: 1 1 1 1 A3 0 lbs L9 Plate Height: 9.0' 9.0' 9.0' 9.0' M A4 0 lbs a 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 4642 lbs Use: yes yes yes yes Force Tran 261 plf 2339 lbs (2)-CS16 OK 0L. 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' N A4 0 lbs O Strap for Finax: CS16 CS16 CS16 CS16 8 0 lbs L. o Fmax: 427 lbs 757 lbs 1,036 lbs 1,299 lbs C 0 lbs check: OK OK OK OK sum 8560 lbs shear: 161 plf 287 plf 392 plf 492 plf Force Tran 261 plf 4131 lbs HTT5 OK FRT adjustment: 1 1 1 1 A2 0 lbs Shear adj for aspect ratio: 161 plf 287 plf 392 plf 492 plf A3 0 lbs 4 use 7/16"panel w/8d @ 6" A4 0 lbs E 3 use 7/16"panel w/8d @ 6" B 0 lbs ca 2 use 7/16"panel w/8d @ 4" C 0 lbs .o 1 use 7/16"panel w/8d @ 3" sum 13476 lbs 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 sum 0 lbs 28 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com `,A 4,, Enayat Schneider Smith V 1 Engineering, Inc. SEISMIC DOTE: DEAD LOADS INPUT ARE UNFACTORED.CALCULATED"TOTAL UPLIFT"USES (0.6-0.14*SDs)D FOR LOAD COMBO 8,ASCE 7-10 12.4.2.;, Shear Wall:(seismic) Corridor 2.B Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 10.75 10.75 10.75 10.75 A 380 951 lbs CS16 OK B 22.67 22.67 22.67 22.67 B 380 -179 lbs none OK co C 15.83 15.83 15.83 15.83 C 380 469 lbs none OK °c D 17.83 17.83 17.83 17.83 v D 380 280 lbs none OK °' -.l E 8.75 8.75 8.75 8.754 E 380 1141 lbs CS16 OK c' F 13.92 13.92 13.92 13.92 F 380 650 lbs none OK G 10.75 10.75 10.75 10.75 G 380 951 lbs CS16 OK Lateral(plf): 567 555 370 186 A 183 4005 lbs CMSTC16 OK cn co Trib Width: 31.75 31.75 31.75 31.75 B 183 2330 lbs (2)-CS16 OK ami Sheath#sides: 1 1 1 1 C 183 3291 lbs CMSTC16 OK C2 Plate Height: 9 9 9 9 M D 183 3010 lbs (2)-CS16 OK a Floor Depth: 2 1 1 1 E 183 4286 lbs CMSTC16 OK Wind or Seismic: seismic seismic seismic seismic F 183 3559 lbs CMSTC16 OK OSB or Gypsum: osb osb osb osb G 183 4005 lbs CMSTC16 OK Use: no no no no A 183 8227 lbs CMST12 OK o h Above Open: B 183 6009 lbs CMST14 OK c h Below Open: C 183 7282 lbs CMST12 OK � Total Wall Length: N D 183 6910 lbs CMST12 OK o) Strap for F.: E 183 8600 lbs CMST12 OK Fmax:o F 183 7637 lbs CMST12 OK check: G 183 8227 lbs CMST12 OK shear: 179 plf 354 plf 471 plf 530 plf A 183 13037 lbs HDU14 OK FRT adjustment: 1 1 1 1 B 183 10274 lbs HDU14 OK Shear adj for aspect ratio: 179 plf 354 plf 471 plf 530 plf C 183 11860 lbs HDU14 OK 4 use 7/16"panel w/8d @ 6" D 183 11396 lbs HDU14 OK c 3 use 7/16"panel w/8d @ 3" E 183 13501 lbs HDU14 OK m 2 use 7/16"panel w/8d @ 2" F 183 12303 lbs HDU14 OK ✓ 1 use 7/16"panel w/8d @ 2" G 183 13037 lbs HDU14 OK 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 O lbs G 0 lbs 410 0 IP • • • 29 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234- essdenver.com Enayat ►� Schneider °" Smith y 1 Engineering, Inc. SEISMIC Shear Wall:(seismic) Corridor 2.0 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 10.75 10.75 10.75 10.75 A 380 1155 lbs CS16 OK B 13.92 13.92 13.92 13.92 B 380 854 lbs CS16 OK v, C 9 9 9 9 C 380 1321 lbs CS16 OK a D 9 9 9 9 v D 380 1321 lbs CS16 OK —, E 15 15 15 15 E 380 752 lbs none OK F 22.67 22.67 22.67 22.67 F 380 24 lbs none OK G 10.75 10.75 10.75 10.75 G 380 1155 lbs CS16 OK ti Lateral(plf): 567 555 370 186 A 183 4575 lbs CMST14 OK m Trib Width: 31.75 31.75 31.75 31.75 B 183 4129 lbs CMSTC16 OK o Sheath#sides: 1 1 1 1 C 183 4820 lbs CMST14 OK Q. a Plate Height: 9 9 9 9 co D 183 4820 lbs CMST14 OK Floor Depth: 2 1 1 1 E 183 3977 lbs CMSTC16 OK Wind or Seismic: seismic seismic seismic seismic F 183 2900 lbs (2)-CS16 OK OSB or Gypsum: osb osb osb osb G 183 4575 lbs CMST14 OK Use: no no no no A 183 9284 lbs (2)CMST14 OK m h Above Open: 8 183 8694 lbs CMST12 OK c h Below Open: C 183 9610 lbs (2)CMST14 OK m Total Wall Length: N D 183 9610 lbs (2)CMST14 OK aa.) Strap for Fina.: E 183 8493 lbs CMST12 OK L. ti Finax F 183 7065 lbs CMST12 OK check: G 183 9284 lbs (2)CMST14 OK shear: 198 plf 391 plf 520 plf 585 plf A 183 14642 lbs HD19 OK FRT adjustment: 1 1 1 1 B 183 13907 lbs HDU14 OK Shear adj for aspect ratio: 198 plf 391 plf 520 plf 585 plf C 183 15048 lbs HD19 OK 4 use 7/16"panel w/8d @ 6" D 183 15048 lbs HD19 OK a 3 use 7/16"panel w/8d @ 3" E 183 13657 lbs HDU14 OK Z a 2 use 7/16"panel w/8d @ 2" F 183 11879 lbs HDU14 OK -a 1 use 7/16"panel w/8d @ 2" G 183 14642 lbs HD19 OK 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 30 3141 Walnut Street,Suite 203A- Denver,Colorado 80205•720.904.1234- essdenver.com N ►114I Enayat ► Schneider Smith V A, Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 2.1 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 110 666 lbs none OK A2 4 4 4 4 A2 Olbs co A3 A3 Olbs °i c A4 v A4 Olbs B B Olbs C C Olbs D 10.58 10.58 10.58 10.58 D #VALUE! Lateral(plf): 206 202 135 68 Force Tran 261 1454 lbs CS16 OK to ag2 Trib Width: 16.8 16.8 16.8 16.8 A2 0 lbs ami Sheath#sides: 1 1 1 1 A3 0 lbs o Plate Height: 9.75 9 9 9 co A4 0 lbs a 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 2885 lbs (2)-CS16 OK a, h Above Open: 1 1 1 1 A2 0 lbs a h Below Open: 1.5 1.5 1.5 1.5 A3 0 lbs Total Wall Length: 17.67 17.67 17.67 17.67 N A4 0 lbs a) Strap for Finax: CS16 CS16 CS16 CS16 B 0 lbs ti Fmax: 470 lbs 856 lbs 1,140 lbs 1,282 lbs C 0 lbs check: OK OK OK OK D #VALUE! shear: 164 plf 324 plf 431 plf 485 plf Force Tran 261 4639 lbs HTT5 OK FRT adjustment: 1 1 1 1 A2 0 lbs Shear adj for aspect ratio: 164 plf 324 plf 431 plf 485 plf A3 0 lbs 4 use 7/16"panel w/8d @ 6" A4 0 lbs c 3 use 7/16"panel w/8d @ 4" B 0 lbs a 2 use 7/16"panel w/8d @ 3" C 0 lbs -a 1 use 7/16"panel w/8d @ 2" D #VALUE! co Al Olbs *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 0 0 • • • • 31 3141 Walnut SI.,e t,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com ,40..®411'0 Enayat ►°- Schneider Smith `,®. Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 2.2 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System _ 4 3 2 1 Dead Load: uplift: Holdown check: A 23.5 23.5 23.5 23.5 A 110 484 lbs none OK co B 28.5 28.5 28.5 28.5 B 110 347 lbs none OK C C Olbs C D v D Olbs —1 E E Olbs F F Olbs G G 0 lbs ti Lateral(plf): 206 202 135 68 A 320 620 lbs none OK m Trib Width: 28.5 28.5 28.5 28.5 B 320 84 lbs none OK n Sheath#sides: 1 1 1 1 C 0 lbs e 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 320 1422 lbs CS16 OK a h Above Open: B 320 486 lbs none OK c h Below Open: C 0 lbs ca Total Wall Length: N D 0 lbs a) Strap for Finax E 0 lbs Fmax: F 0 lbs check: G 0 lbs shear: 113 plf 224 plf 298 plf 335 plf A 320 2559 lbs HTT4 OK FRT adjustment: 1 1 1 1 B 320 1224 lbs HTT4 OK Shear adj for aspect ratio: 113 plf 224 plf 298 plf 335 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs to c 3 use 7/16"panel w/8d @ 6" E 0 lbs m2 use 7/16"panel w/8d @ 4" F 0 lbs -o 1 use 7/16"panel w/8d @ 4" 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 32 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234- essdenver.com )04 4,0„ Enayat Schneider Smith r 1 Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 2.3 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 27.5 27.5 27.5 27.5 B 110 799 lbs .t C C Olbs C' D v D 0 lbs E E Olbs I Z F F Olbs G G 0 lbs Lateral(plf): 206 202 135 68 A 351 1046 lbs CS16 OK m Tub Width: 42.25 42.25 42.25 42.25 B 311 1436 lbs CS16 OK m Sheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 8 8 8 8 co 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 351 2237 lbs (2)-CS16 OK a) h Above Open: B 311 2989 lbs (2)-CS16 OK c h Below Open: C 0 lbs 23- Total Wall Length: N D 0 lbs a) Strap for Fmax: E 0 lbs L. to Finax F 0 lbs check: G 0 lbs shear: 155 plf 308 plf 410 plf 461 plf A 351 3890 lbs HDU4 OK FRT adjustment: 1 1 1 1 B 311 5003 lbs HDU5 OK Shear adj for aspect ratio: 155 plf 308 plf 410 plf 461 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs - 3 use 7/16"panel w/8d @ 4" E 0 lbs m 2 use 7/16"panel w/8d @ 3" F 0 lbs .t 1 use 7/16"panel w/8d @ 2" G 0 lbs 0) A 0 lbs `Shear distribution is based on the proportional shear capacities of individual full height 13 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 0 • • • 33 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com v Enayat ►- Schneider Smith y'�' Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 2.8 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 r7 B 27.5 27.5 27.5 27.5 B 110 799 lbs none OK C C Olbs m D v D Olbs -.1 E E Olbs 3 F F Olbs G G 0 lbs Lateral(plf): 206 202 135 68 A 372 897 lbs none OK aa Trib Width: 42.25 42.25 42.25 42.25 B 305 1477 lbs CS16 OK o, Sheath#sides: 1 1 1 1 C 0 lbs a Plate 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 372 1938 lbs (2)-CS16 OK a h Above Open: B 305 3071 lbs (2)-CS16 OK c h Below Open: C 0 lbs co Total Wall Length: N D 0 lbs o Strap for Fmax: E 0 lbs t°L Fmax: F 0 lbs check: G 0 lbs shear: 155 plf 308 plf 410 plf 461 plf A 372 3442 lbs HTT4 OK FRT adjustment: 1 1 1 1 B 305 5127 lbs HDU5 OK Shear adj for aspect ratio: 155 plf 308 plf 410 plf 461 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs co S 3 use 7/16"panel w/8d @ 4" E 0 lbs m 2 use 7/16"panel w/8d @ 3" 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 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 34 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com Enayat la- Schneider Schneider '' Smith r 14' Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 2.9 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 27.5 27.5 27.5 27.5 A 110 396 lbs none OK B 23.5 23.5 23.5 23.5 B 110 506 lbs none OK co C C Olbs °c' D d- D 0 lbs E E 0 lbs F F Olbs G G 0 lbs Lateral(plf): 206 202 135 68 A 320 252 lbs none OK Trib Width: 28.5 28.5 28.5 28.5 B 320 682 lbs none OK a) 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 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 320 788 lbs none OK o, h Above Open: B 320 1536 lbs CS16 OK c h Below Open: C 0 lbs co Total Wall Length: N D 0 lbs o Strap for Finax E 0 lbs o oFinax F 0 lbs check: G 0 lbs shear: 115 plf 228 plf 303 plf 341 plf A 320 1665 lbs HTT4 OK FRT adjustment: 1 1 1 1 B 320 2733 lbs HTT4 OK Shear adj for aspect ratio: 115 plf 228 plf 303 plf 341 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs c_ 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" 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 0 lbs F 0 lbs G 0 lbs 4110 1111 ID 0 0 • 35 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234- essdenver.com v Enayat Schneider ' Smith j 1 ik Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 2.10 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: Al 4 4 4 4 Force Tran 110 589 lbs none OK co A2 6.58 6.58 6.58 6.58 A2 0 lbs .-S,, A3 A3 O lbs o U. A4 v A4 Olbs —I B B Olbs 3 C C Olbs D 10.58 10.58 10.58 10.58 D #VALUE! Lateral(plf): 206 202 135 68 Force Tran 261 1372 lbs CS16 OK co co Trib Width: 16.75 16.75 16.75 16.75 A2 0 lbs aSheath#sides: 1 1 1 1 A3 0 lbs Plate Height: 9 9 9 9 M ,44 0 lbs 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 2795 lbs (2)-CS16 OK o h Above Open: 1 1 1 1 A2 0 lbs CO h Below Open: 1.5 1.5 1.5 1.5 A3 0 lbs 1` Total Wall Length: 17.67 17.67 17.67 17.67 N A4 0 lbs a) Strap for Fmax: CS16 CS16 CS16 CS16 B 0 lbs o o Fmax: 431 lbs 854 lbs 1,136 lbs 1,278 lbs C 0 lbs check: OK OK OK OK D #VALUE! shear: 163 plf 323 plf 430 plf 484 plf Force Tran 261 4540 lbs HTT5 OK FRT adjustment: 1 1 1 1 A2 0 lbs Shear adj for aspect ratio: 163 plf 323 plf 430 plf 484 plf A3 0 lbs 4 use 7/16"panel w/8d @ 6" A4 0 lbs co o 3 use 7/16"panel w/8d @ 4" B 0 lbs m 2 use 7/16"panel w/8d @ 3" C 0 lbs o 1 use 7/16"panel w/8d @ 2" 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 36 NDS 2012 SHEAR WALL CONNECTIONS III Select Wood Species: Douglas Fir G = .50 V 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: 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 41.7 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 IIICONNECTORS ARE BASED ON THE 2012 NDS AND LATEST SIMPSON WOOD CONSTRUCTION CONNECTOR CATALOG. • i • 37 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 7/16" PLY = 350 plf 8d 4" 12" 18" oc 10d @ 6" oc 16d @ 6" oc 3/4" @ 48" oc Yes T 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) 38 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com )►44I Enayat Mb- Schneider Schneider Z Smith y i` Engineering, Inc. Wood Diaphram Deflection NDS 2015 - SECTION 4.2.2 Project: Fields Apartment Building 2-Roof, Perpendicular to Short Direction Project# 17154 Engineer: C.Thomson CHORD SPLICE REQUIREMENTS WITH 10d NAILS AND(2)2x6'S = 567.0 plf uniform SERVICE level shear load at diaphram Chord species&grade DF#2(8=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= 174.67 ft depth of diaphram x= 10.00 ft average chord splice length(typically 8'to 16') MX= 238,424 ft-lbs maximum SERVICE moment at shear wall support for cantilever T=C= 1365 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 • Load factor= 1.43 factor to convert service forces to strength forces(1.43 for seismic, 1.67 for wind) A= 8.25 in' area of chord(only use one top plate,2nd plate is the splice plate) Ga= 10.80 k/in diaphragm shear stiffness NDS SDPWS table 4.2A,4.2B,4.2C 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) 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= 0.54 in second term of equation 4.2.2 chord splice slip= 0.0055 in third term of equation 4.2.2(accounts for both tension&compression chord) TOTAL CANTILEVER DEFL= 0.63 inches 4110 39 3141 Walnut Street,Suite 203A • Denver,Colorado 80205•720.904.1234• essdenver.com 0 Enayat Schneider1' Smith f 1" Engineering, Inc. Wood Diaphram Deflection NDS 2015 - SECTION 4.2.2 Project: Fields Apartment Building 2-Level 4 Perpendicular to Short Direction Project# 17154 Engineer: C.Thomson CHORD SPLICE REQUIREMENTS WITH 10d NAILS AND(2)2x6'S u = 555.0 plf uniform SERVICE level shear load at diaphram Chord species&grade DF#2(G=0.5) 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= 174.67 ft depth of diaphram x= 10.00 ft average chord splice length(typically 8'to 16') Mx= 233,378 ft-lbs maximum SERVICE moment at shear wall support for cantilever T=C= 1336 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 A=5 L3/(8EAW)+0.25*_,*L/(1000Ga)+ (xi',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= 10.20 k/in diaphragm shear stiffness NDS SDPWS table 4.2A,4.2B,4.2C sheathing,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) 0.031 in diaphragm chord splice slip(NDS SDPWS table C4.2.2D),equation uses a minimum of(12)10d nails 'chord deformation= 0.079 in first term of equation 4.2.2 MULTIPLIED BY 15 FOR CANTILEVER CONDITION shear, panel shear, nail slip= 0.56 in second term of equation 4.2.2 chord splice slip= 0.0053 in third term of equation 4.2.2(accounts for both tension&compression chord) TOTAL CANTILEVER DEFL= 0.65 inches III 40 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com Enayat ► Schneider h Smith r " Engineering, Inc. Wood Diaphram Deflection NDS 2015 - SECTION 4.2.2 Project: Fields Apartment Building 2-Level 3 Perpendicular to Short Direction Project# 17154 Engineer: C.Thomson CHORD SPLICE REQUIREMENTS WITH 10d NAILS AND(2)2x6'S = 370.0 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= 174.67 ft depth of diaphram x= 10.00 ft average chord splice length(typically 8'to 16') Mx= 155,585 ft-lbs maximum SERVICE moment at shear wall support for cantilever T=C= 891 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,'',c)/(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= 8.50 k/in diaphragm shear stiffness NDS SDPWS table 4.2A,4.2B,4.2C 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= 0.45 in second term of equation 4.2.2 chord splice slip= 0.0036 in third term of equation 4.2.2(accounts for both tension&compression chord) TOTAL CANTILEVER DEFL= 0.51 inches • 41 3141 Walnut Street,Suite 203A • Denver,Colorado 80205•720.904.1234• essdenver.com • ,rA4I Enayat bib- Schneider Schneider Smith y 1 Engineering, Inc. Wood Diaphram Deflection NDS 2015 - SECTION 4.2.2 Project: Fields Apartment Building 2-Level 2 Perpendicular to Short Direction Project# 17154 Engineer: C.Thomson CHORD SPLICE REQUIREMENTS WITH 10d NAILS AND(2)2x6'S = 186.0 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= 174.67 ft depth of diaphram x= 10.00 ft average chord splice length(typically 8'to 16') Mx= 78,213 ft-lbs maximum SERVICE moment at shear wall support for cantilever T=C= 448 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 J=5 .L3/(8EAW)+0.25* *L/(1000Ga)+ (x'"'.c)/(2W) [NDS SDPWS 4.2.2.] 0 Diaphragm deflected shape 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= 8.50 k/in diaphragm shear stiffness NDS SDPWS table 4.2A,4.2B,4.2C 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= 0.010 in diaphragm chord splice slip(NDS SDPWS table C4.2.2D),equation uses a minimum of(12)10d nails chord deformation= 0.026 in first term of equation 4.2.2 MULTIPLIED BY 15 FOR CANTILEVER CONDITION shear, panel shear,nail slip= 0.23 in second term of equation 4.2.2 chord splice slip= 0.0018 in third term of equation 4.2.2(accounts for both tension&compression chord) TOTAL CANTILEVER DEFL= 0.26 inches 0 42 3141 Walnut Street,Suite 203A • Denver,Colorado 80205 •720.9041234• essdenver.com VI 44-i Enayat .... III Schneider ". Smith T 1 Engineering, Inc. Project: 17154 Fields Multifamily Bldg 2 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 tall nail spacing=6" oc Shear Wall ID v(pif) b(ft) h (ft) Term 1(in.) Term 2 (in.) Term 3(in.) Total Deflection (in.) A 179 10.75 9 0.005 0.209 0.150 0.364 B 179 22.67 9 0.002 0.209 0.071 0.283 C 179 15.83 9 0.004 0.209 0.102 0.314 III D 179 17.83 9 0.003 0.209 0.090 0.303 E 179 8.75 9 0.006 0.209 0.184 0.399 F 179 13.92 9 0.004 0.209 0.115 0.329 G 179 10.75 9 0.005 0.209 0.150 0.364 H 198 10.75 9 0.006 0.231 0.150 0.387 I 198 13.92 9 0.004 0.231 0.115 0.351 J 198 9.00 9 0.007 0.231 0.179 0.417 K 198 9.00 9 0.007 0.231 0.179 0.417 L 198 15.00 9 0.004 0.231 0.107 0.343 M 198 22.67 9 0.003 0.231 0.071 0.305 N 198 10.75 9 0.006 0.231 _ 0.150 0.387 Average Shear Wall Deflection: 0.354 1 2x Shear Wall Defl (to compare with diaphragm deflection) 0.709 Diaphragm Defl (from other spreadsheet) 0.630 diaphragm is rigid 4111 43 3141 Walnut Street,Suite 203A • Denver,Colorado 80205 •720.904.1234• essdenver.com 0 Enayat 11.- Schneider Schneider Smith Engineering, Inc. Level 4 Average Corridor Shear Wall Deflections based on 3-Term NDS Shear Wall Deflection Equation asing 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 354 10.75 9 0.010 0.268 0.150 0.428 B 354 22.67 9 0.005 0.268 0.071 0.344 C 354 15.83 9 0.007 0.268 0.102 0.376 D 354 17.83 9 0.006 0.268 0.090 0.364 E 354 8.75 9 0.013 0.268 0.184 0.464 F 354 13.92 9 0.008 0.268 0.115 0.391 G 354 10.75 9 0.010 0.268 0.150 0.428 H 391 10.75 9 0.011 0.296 0.150 0.457 I 391 13.92 9 0.009 0.296 0.115 0.420 J 391 9.00 9 0.014 0.296 0.179 0.488 K 391 9.00 9 0.014 0.296 0.179 0.488 L 391 15.00 9 0.008 0.296 0.107 0.411 M 391 22.67 9 0.005 0.296 0.071 0.372 • N 391 10.75 9 0.011 0.296 0.150 0.457 Average Shear Wall Deflection: 0.421 2x Shear Wall Defl (to compare with diaphragm deflection) 0.841 Diaphragm Defl (from other spreadsheet) 0.650 diaphragm is rigid 44 3141 Walnut Street,Suite 203A • Denver,Colorado 80205 •720.904.1234• essdenver.com IIIEnayat b.- Schneider lh" Smith ,1 Engineering, Inc. Level 3 Average Corridor Shear Wall Deflections based on 3-Term NDS Shear Wall Deflection Equation a c�.6 3o,..s wall nail spacing=2" oc Shear Wall ID v(plf) b(ft) h (ft) Term 1 (in.) Term 2(in.) Term 3(in.) Total Deflection (in.) A 471 10.75 9 0.014 0.288 0.150 0.452 B 471 22.67 9 0.007 0.288 0.071 0.366 C 471 15.83 9 0.009 0.288 0.102 0.399 D 471 17.83 9 0.008 0.288 0.090 0.387 E 471 8.75 9 0.017 0.288 0.184 0.489 F 471 13.92 9 0.011 0.288 0.115 0.415 G 471 10.75 9 0.014 0.288 0.150 0.452 H 520 10.75 9 0.015 0.318 0.150 0.483 I 520 13.92 9 0.012 0.318 0.115 0.446 J 520 9.00 9 0.018 0.318 0.179 0.515 K 520 9.00 9 0.018 0.318 0.179 0.515 L 520 15.00 9 0.011 0.318 0.107 0.436 M 520 22.67 9 0.007 0.318 0.071 0.396 N 520 10.75 9 0.015 0.318 0.150 0.483 Average Shear Wall Deflection: 0.445 III 2x Shear Wall Defl (to compare with diaphragm deflection) 0.891 Diaphragm Defl (from other spreadsheet) 0.510 diaphragm is rigid III 45 3141 Walnut Street,Suite 203A • Denver,Colorado 80205 •720.904.1234• essdenver.com 0 Enayat lb- Schneider '' Smith ,1` Engineering, Inc. Level 2 Average Corridor Shear Wall Deflections based on 3-Term NDS Shear Wall Deflection Equation using 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 530 10.75 9 0.016 0.324 0.212 0.552 B 530 22.67 9 0.007 0.324 0.100 0.432 C 530 15.83 9 0.011 0.324 0.144 0.479 D 530 17.83 9 0.009 0.324 0.128 0.462 E 530 8.75 9 0.019 0.324 0.260 0.604 F 530 13.92 9 0.012 0.324 0.163 0.500 G 530 10.75 9 0.016 0.324 0.212 0.552 H 585 10.75 9 0.017 0.358 0.212 0.587 I 585 13.92 9 0.013 0.358 0.163 0.535 J 585 9.00 9 0.021 0.358 0.253 0.632 K 585 9.00 9 0.021 0.358 0.253 0.632 L 585 15.00 9 0.012 0.358 0.152 0.522 M 585 22.67 9 0.008 0.358 0.100 0.467 • N 585 10.75 9 0.017 0.358 0.212 0.587 Average Shear Wall Deflection: 0.539 2x Shear Wall Defl (to compare with diaphragm deflection) 1.077 Diaphragm Defl (from other spreadsheet) 0.260 diaphragm is rigid 45a PROJECT t-Re-taA 4..d 3141 Walnut Wet,Suite 203A Denver,Colorado 00205 PROJECT# I-71 LI BY Enayat Schneider 11201 904-1234 ,<"' Smith yl BATE PAGE Engineering, Inc. MAN' HA.) ...te.1„),(AJW3. ee •-•-• L La14.3 26.0 Cbtz-) (1)(1SYi Li;c6) - 1-t)'910(k) ( j 6pGre Henio.( (0, e_)6) - 1- Piw -2 C' t) lito/ Pi•cfc(4) • CHECKED BY: RATE: 46 SIMPSON Anchor Designer TM Company: ESS Denver Date: 2/14/2018 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.Proiect 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): 12.00 State: Uncracked Anchor Information: Compressive strength,f'e(psi): 3000 Anchor type:Cast-in-place 4'cv: 1.4 Material: F1554 Grade 36 Reinforcement condition: B tension, B shear Diameter(inch): 1.000 Supplemental reinforcement: No Effective Embedment depth, hef(inch):5.500 Reinforcement provided at corners: No Anchor category:- Do not evaluate concrete breakout in tension: No Anchor ductility:Yes Do not evaluate concrete breakout in shear: No hmin(inch):7.25 Ignore 6do requirement:Yes Cm.(inch): 1.44 Build-up grout pad: No Sm.(inch):4.00 Base Plate Load and Geometry Length x Width x Thickness(inch):8.00 x 8.00 x 0.50 Load factor source:ACI 318 Section 9.2 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable • Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Figure 1> •,,,;.:'•z., 16066 lb .,;" ,-;W:I ''''44':';'. . :,;::?...'.-:itz:' ,': .:A::-'.• r:::?.''..'.''Fi t!:(!.:".!..:*.ii;V:i. :'4:'r'''''. y .. _ yjC. x .x .s .r � +. ,r et ' u " } a , ', s;� t t rss x, . .,.• .1.41.".4.;,.,:- x •, t 100 Xt.^'>:; :4•,V•.4..."-,`;.' ?'_.- ' k••'11.S.:.,',• ) • C' ';� .. • .--f .ud '"ems JK y S �} �:.r<*M+�. '.W."� 74�t`r�.r }4.44 �6'.�� -'T:' g�Qi •-.%,-'..—..;.,,z'.0 +Fs 3.. .".,n i � ' 4 0 ft-Ib 0 ft–Ib •• 4 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.com 47 SIMPSON Anchor DesignerTM Company: ESS Denver Date: 2/14/2018 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> } • • • Recommended Anchor Anchor Name: Heavy Hex Bolt-1"0 Heavy Hex Bolt, F1554 Gr. 36 • 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 48 SIMPSON Anchor Designer TM Company: ESS Denver Date: 2/14/2018 Engineer: C.Thomson Page: 3/5 fi�� Software Project: Fields Apartments 4110 . 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.(lb) Vuay(lb) i(Vuax)2+(Vuay)2(lb) 1 8033.0 500.0 500.0 707.1 2 8033.0 500.0 500.0 707.1 Sum 16066.0 1000.0 1000.0 1414.2 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb): 16066 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 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch): 0.00 1Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X 4.Steel Strength of Anchor in Tension(Sec.D.5.1) N.(Ib) 0 ONsa(Ib) 35150 0.75 26363 5.Concrete Breakout Strength of Anchor in Tension(Sec. D.5.2) • Nb=kcAalifcher15(Eq. D-6) IQ 1a f'c(psi) her(in) Nb(Ib) 24.0 1.00 3000 5.500 16956 INcbg=0(ANdANco)Yec,NY'ed,NWc,NY'cp,NNb(Sec. D.4.1 &Eq. D-4) ANc(in2) ANco(In2) ca,min(in) Pec,N Ped,N gjc,N Vcp,N Nb(lb) 0 fbNcbg(Ib) 363.00 272.25 48.00 1.000 1.000 1.25 1.000 16956 0.70 19782 6.Pullout Strength of Anchor in Tension(Sec.D.5.3) ONpn=0Wc,PNp=0Y'c,P8Abrgfc(Sec. D.4.1, Eq. D-13&D-14) 'PoP Abu(in') f'c(psi) 0 ON55(lb) 1.4 1.50 3000 0.70 35304 • 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 49 SIMPSON Anchor Designer TM Company: ESS Denver Date: 2/14/2018 Engineer: C.Thomson Page: 4/5 stronerieSoftware 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 0groutOVsa(Ib) 21090 1.0 0.65 13709 9.Concrete Breakout Strength of Anchor in Shear(Sec.0.6.2) Shear perpendicular to edge in y-direction: V55=minI7(le/de)021Ideile-fecal 5;92a'lfcca,1.51 (Eq. D-33&Eq. D-34) le(in) da(in) iie f'c(psi) ca,(in) Vby(Ib) 5.50 1.000 1.00 3000 32.00 89234 ;Vby=0(Avc/Aveo)Y'ed,vJ'c,vPyn,vVby(Sec. D.4.1 &Eq. D-30) Avc(in2) Avco(in2) q'ed,v `f'c,v `Fe,v Vo(Ib) 0 gVeby(Ib) 1152.00 4608.00 1.000 1.400 2.000 89234 0.70 43724 Shear perpendicular to edge in x-direction: Vbx=minI7(Ie/da)021Ida2allfcCa,1 5;92a1lfcCal1 Sl (Eq. D-33&Eq. D-34) i le(in) da(in) A. f'c(psi) ce,(in) Vbx(Ib) 5.50 1.000 1.00 3000 32.00 89234 f Vcbgx=0(Avc/Avco)`Yec,v`Ped,vY'e,v`Ph,vVbx(Sec. D.4.1 &Eq. D-31) Ave(in2) Avco(In2) Yec,v 4ed,v Wc,v Wn,v Vbx(Ib) 0 0Vcbgx(Ib) 1218.00 4608.00 1.000 1.000 1.400 2.000 89234 0.70 46229 III Shear parallel to edge in x-direction: Vby=min17(Ie/da)0'21IdaAallfcCa,1'5;9Aa1lfcCa,1.51 (Eq. D-33&Eq. D-34) le(in) de(in) Aa f'c(psi) ca,(in) Vo(Ib) 5.50 1.000 1.00 3000 32.00 89234 0V,ex=0(2)(Avc/Avco)rWed,yWc yYn,vVby(Sec. D.4.1 &Eq. D-30) Avc(In2) Avco(in2) Weal/ Wo,v Y'n,v Vby(lb) 0 OVcbx(Ib) 1152.00 4608.00 1.000 1.400 2.000 89234 0.70 87449 Shear parallel to edge in y-direction: Vbx=minI7(Ie/da)021IdaAallfcca,l 5; 9.14\ifcoa,l51 (Eq. D-33&Eq. D-34) le(in) de(in) Ax f'c(psi) ca,(in) Vbx(Ib) 5.50 1.000 1.00 3000 32.00 89234 (6Vcbgy=0(2)(Avc/Avco)`Wac.vW'ed,vWc,vWh,vVbx(Sec. D.4.1 &Eq. D-31) Avc(in2) Avco(in2) Y'ec,v Yed,v t/c,v Y'n,v Vbx(Ib) 0 fbVcbgy(Ib) 1218.00 4608.00 1.000 1.000 1.400 2.000 89234 0.70 92459 10.Concrete Pryout Strength of Anchor in Shear(Sec.0.6.3) l6Vcpg=!kcpNcbg= O1kcp(ANc/ANco)Wec,NWed,NWc,N1 op,NNb(Sec. D.4.1 &Eq. D-41) kc5 ANc(in2) ANco(in2) q'ec,N W'ed,N W'c,N P'cp,N Nb(Ib) 0 41Vcpg(Ib) 2.0 363.00 272.25 1.000 1.000 1.250 1.000 16956 0.70 39563 11.Results III Interaction of Tensile and Shear Forces(Sec.D.7) 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 50 SIMPSON Anchor Designer TM Company: ESS Denver Date: 2/14/2018 Engineer: C.Thomson Page: 5/5 S,t , 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 Tension Factored Load, Nua(Ib) Design Strength, oNn(Ib) Ratio Status Steel 8033 26363 0.30 Pass Concrete breakout 16066 19782 0.81 Pass(Governs) Pullout 8033 35304 0.23 Pass Shear Factored Load,Vua(Ib) Design Strength,oVn(Ib) Ratio Status Steel 707 13709 0.05 Pass(Governs) T Concrete breakout y+ 1000 43724 0.02 Pass T Concrete breakout x+ 1000 46229 0.02 Pass II Concrete breakout y- 500 87449 0.01 Pass II Concrete breakout x- 1000 92459 0.01 Pass Concrete breakout, - - 0.03 Pass combined Pryout 1414 39563 0.04 Pass Interaction check Nua/ON„ V„a/iV„ Combined Ratio Permissible Status Sec. D.7.1 0.81 0.00 81.2% 1.0 Pass 1"0 Heavy Hex Bolt,F1554 Gr.36 with hef=5.500 inch meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per 0 designer option. -Designer must exercise own judgement to determine if this design is suitable. • 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 51 • PROJECT ci ek cA•g tor-A"Axffruti 3141 Walnut Street Suite 203A Tv- Denver,Colorado 80205 PROJECT I 4-I 5L-I BY e-T Enayat 11"-- E1201 904-1234 Schneider Smith yr DATE (/ Engineering, Inc. E301-11,6t1 tAPL(14=1- rcitth-41Nce *etur vbe4/ (s4t qire&ct%vvce.Ai- "01 et)Ovr- 6ofv\ur ej AN-4,kr-\t di—é- 1 to ps-(Y61)6A)ri, I-f f (0.(4) , 14-1)v- 4tôLi 1G 60 4a CO) ........ U.--)f:;teirt'43 tist- te\ • (:01f:teLL .. [(4')A .°110 4-• \ 2151:4 \J t ('?(.1:71A 3Eti)1 a)(811 2-) .z (gMCB" 211( 14/1S1 Ac)r r (73.771-(614-1 ()045{5 b.F 2.) 0 Malt Aktb Amx(At r Leg/ ti<z, i.% 1--tkAt t-)tcky et,(,1 voc,-te-e- tpe-vpi Cei 3-0 Cia 8) Ne 1,9 etAA6kLL =• 19110 ao 1:k Nk)s. 14e9c- twolt.--Aer Looti fpsi--- 6\iks , owt( t (0,01ve, 3 , ti4.6(4(.3 \-&m. 141 6J ovt . otAH ' t ' O'5(-1 ob-) Reo,„AA,,,e,1 i,„4 irctvit.-ttA ,.‘ Sik). :01.e..o6tA\its& )'Uo, v?k.N. It -Go 40-._=.0 tafilEcKED BY: ot-1.-tow.puco tt ria tiAtf PC1/0 ap 0.14. " DARE' : : 52 PROJECT Fie ItIA ..... 4i 3141 Walnut Street,Suite 203A Enayat '% Denver,Colorado 00205 PROJECT/I l' TT ' 1 0Y Schneider D2019O41234 Smith r ` DATE -611L-t 12 CJ(1' PAGE Engineering, Inc. re-)cr t ,1 di .4 Uk R E:ks-1-4J.C. -60 RONA WO- „tfikitk 70710.0 t7,1‘. fA e-kwcr c.4- arta - 2-0/216/f,.(M , r: Xca,(n.) ' 2 41 A Z f ,`P LPQI k4/10" de tA ,.L k-IQ—cV61 l — 22.o.:u, 1t `el earkt cLf� 4�P� $Z' (.I.?pct X 0.A. ) 8 V 7 4-npr,xhiVt . 2io4 w H.(�ttil1 • \•)'24- ttai, 41 rOS Or,P- ° t4P, 54%7—til0 -)testi V-1 NO �, � 1�1 t ,— ill r 2_5b24k, cD4 `1 b (Pt! exmcx-o-At 01..0$'4 Uv/( (e) — I oc) `ti.w o`t X qct Usk ortii`A (�,,,, ,A,`I-t-sr1tiLkil t.�`i'dY� -kms (Aa lottb,'A/� C��1 E 1 .t�l'(Z (0,„‘ tok. to (ricks Lr..1 0. ,....(D..,S Cn $tc�, • 0 VANA,14,.. 53 ............... PROJECT •\dolo '( cy-a 4.4e 3141 Walnut Street,Suite 203A Enayat 1°- Denver,Colorado 00205 PROJECT1 1 Sid BY Schneider a i1201 904-1234 • Smith r DAIS S(I 2 0 1(e.. PAGE Engineering, Inc. �c�cJt t t7 ��` .� _ 1A t JCS ... .0 OINE-04 —20\e 6-Ar et,L104.64-3 -00 y- �tf .(K ••••. .M:k.c\n.e.,e .tfrweK'vi #: ?(T?.q. <n f Y1 )(4 criA,6...41 Mooy,toisivk& . ::tied 4tiveour &t:4. 0 1404 I 11-1,41.31 / - Q2ELC...Od ( O r U (h�•!`V1 '. 8 8 ( 1 I �� 4 94J 1 • ,T' = V�,L 2 (1,0 36--m . (1 1. t.1 .3 L 0 e).qf., I sc.-7,;,vt.) z zotm, ) o o CHECKED DY: DATE: FIELDS APARTMENTS ESS NO.: 17154 • • Roof Framing Design • • • • 54 2 . 1 • (2___ .3 2 .8 2 . 1 1 1 9 1 0 ... <RH3> <R:3> <RH1> <RB4> <RB4> <RB4> <RH1> <RH2> -^ ^- <RH1> ^-n <RH1> n n < <RH3> ' u> 11 .. °.. u> � .. _� rn vi1 RH1> <RH1> � .�...� a <RH2> <RH1> m —m - co—CO - m m-- m m ■ � a�� 2 ■A A • ,-1- C4 , Im� m A �' m m �I • v A V v n V vV V n A V v * t --` 'n -- ---„ 'n - - 'n - .'. u� nV it <RH2> <RH2> it :l ' I.<RH2> ''m <RH2> € it <RH2> w <RH2> it v K- n v i v II® ' v v v v ^ • __ m C7 _. <RH6> <<GT> 0 ._ .n (NA--l ® <GT> v Clt cC .. iIuu. ::!II > 6 „ m I 'GT> I��J <GT> <GTM <GT> <GT> <GT> v 0-- my < n n --- n Ul RB5> <GT> <GT> <GT> _Lo <IGT C9 GT c~7 <GT> ��<GT><GT>) <GT> I ] IIII..ir CVr iliS V A <RB5> <GT> <GT> <GT> GT>i' I. <GT> Ti <GT> <GT> A sr v 1 A v A v v v �/m V A u): <RH2> _ <RH2> 'o <RH2> u� <RH2> � i _) <RH2> <RH2> _ A sr i: mCi (, i ' I • I m. ' m Ce v n n v n v n n v I n v 2 • D �, ��_��1 I�- ='� Alp- !p �iLO I <RH1> <RH2> „,-v v I <RH1> <RH1> v v ! <RH1> v _v II <RH1> ' v v CC 1 <RH2> <RH1> <RH3> <RB4> RB4> <RB4> <RH1> <R:3> <RH3> Building 2- Roof 55 ESE DENVER PROJECT Pel AT },- �.►j4 [naval Schneider,Engineering,Inc. CX- SSE OMAHA 3141498119999MDeauer,Coiorado 88285 PROJECIN 1�-1�v`-I BY SSI DALLAS [7201884-1234 411 ESE DENVER Y RATE*1,-012_ PARE HS MILANO tea. Fi2. 1, 1r -N © S • eP, t Loth -. 20 1-:.:2..S Ci-t t g 7'0" 2 1• x 1,26�-u L y a v 4 a 2.3.Zk. a.. , (( 2-k LP -IfY: n tutirt. aDuj -I ; ( /-L Y Lialp.i ---- k Ara ...... . - 9-.1-1.2....:x. .'(P " N'V o VI Z, 61.61 fi-V\ - (Fel E-_ A 714- t. -kv-,l, (1-9 ,rD' o41 III ..\..1_I 4 -4-' 0 (2 .;kiq bF *2 • � ....i ..+F4. :.Ur..t. .Z.k, `7 r )2-‘ . - kel v" . t ,.___-_.u..__ , ADL*. `�: C.v:. )....:....sC q- -------,--- -- f,) 2 (,, �ti o 9i- ti. I Gt.,--c...c....e `+ a,,-. ., h)1 "f q,?-s LvT, ©1t,. \ cl,.1.(... O 7 ' Ivi ±- b,,e ... .1-&t _ _ L-1 (.4 ' F, f ) �vtn - w' v- �k- , r2neA. Yom' = 325*- PNS- 1: 0; i'fiSoN, CHECKED BY: �:..{� tVA. Z= 6 2)2- •L,P -tvOlv?s 5.4:A�t DATE: 56 ES E DENVER PROJECT Re-IA rtotorN\A0tJ 4 Enayat Schneider,Engineering,Inc. pRogull 2-1 By cr SSE OMAR0- ESEDENVER 3141 Walnut Speer Denver,Colorado 80235 SSI DALLAS [1201 0041234 BAIl 1\1(1?--0 1Q‘ PAGE ESS PORTLAND RotaiF Rit31, ,( to". , GT ,G1 ' xd i\ 12-- K (4) --Ivita Ix/ND rz, k tez_- 6//4„10 kind ckkr\ 1, V, Lt,KC t.0"?. Vq.mesce),- E o (c.(22 P.- 2 I'0" (Z t t 751._VL kvi\o. 61,2 /-14G1 RAnd (2) 1.-Ntr, rIrt 141--Nastliol-‘5r tAffkili 410 ti3-=-oti I • RjrIck ( 2 V ecrl —s? HAAC,217-42. P' c(xin .ttfr) &. 3e oNti 0 std. }/NO JL14 7 ) 1Z.1 csr-t 3c.r,e 2)2- 6riircki t1Q-vatny- riNcAvv.*itt-)" 1° 9,45' Ryh (:!2 ,e4-i 2 OrG-e)( f,7-€) P6S Lto tA)vi\ok sp a t/o (2 4 2C,)0",,e)(212-) I 2S. ciotm-w-i\k,\ (4cA 1Z)e7--‘1(e = 0O 'z y-tok SpNri ett-4k-1-0;- Cr e5.3S' • 0 e,k%cA ri-kn 4- 1 . OW) -4A2 CA'r`l K( ;) oft, OWED BY: BATE 57 ES E DENVER PROJECT Vi(-Ark) PVCortirika'At [mat Schneider,Engineering,Inc. PROJECT II (11 64•A BY Cr Alik SSE OMAHA 3141 Walnut Street Denver,Colorado 80205 SSI DALLAS T1201 904-1234 ESE O{NY{ V ATE "2-12:712-0t PAGE ESS PORTLAND . . QV VS63 *1-6-k-yeel Ccc‘c cloorc 5,e(Ro.aowt4-- Ove.16(wvA ipvle 3 - Ve.%-kAI(e„, .p.d.SCOAX-4. @ (ZO vVc) - 'Tea 1..4,fatA. --(A 4 - -1 ogie4 0 vb ovk'o LiAvZ( Vest14,- _ vJoLU CA:).‘Nv •e trhWV, 1?) t-121 14) I Zap •-"• kcLrr (20 144 - (w1-2A(T112.- - 1-12 Nt,(1,-)but\o,k 1-)ov-ka, c,2 Et, 1-1 c-tq'tet(AQ-, Vrz-z..o4 > trAnev-- - (cIAL-k) - '1,z) 04 tm-v,stf-iNc\ zore (ANN.P-0 1os+-4.- 1s5.I'rac- A7(ZS 1 p4-C) I"---r6 ito1AO, U2.\22- O. CHEM BY: DATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 58 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1244P wood B@a111 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) b b b b b X 2-1.75x7.25 ri1;161 Span=7.0 ft 1111 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 = 327.75 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 0.093 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 • +D+S+H 2.310 2.310 +D+0.750Lr+0.750L+H 1.041 1.041 +D+0.750L+0.750S+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 59 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1244P 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: 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+0.7505+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 60 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.12 44P Wood Beam ts12017117154(Fields Apartments-Otak)ICalculations1 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=T0"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-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(0.72)S(0.89) D(0.29)S(0.3625) b b m b b x � � 2-1.75x7.25 ;,, 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 @ 3.50 ft DESIGN SUMMARY Desi•n 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 fv: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 0 +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+0.750S+H 2.686 2.686 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 61 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1244P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations1General 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: 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+0.7505+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 62 3141 Walnut St.Suite 203A Project Descr: -- -- - - _ Printed 222018 11 cM ts12017117154(Fields A artments-Otak(Calculations\General Apartments Desi n\A artments Framing Design.ecEWood 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" 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 31.20pcf Beam Bracing : Completely Unbraced X A D(0.3366)S(0.42075) A X 2-2x8 Span=5.0 ft . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, 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 • +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 63 3141 Walnut St.Suite 203A Project Descr: Printed:22 MAR 2018,11:44AM ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ed 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+0.750S+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 64 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.ecM 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-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 42pcf Beam Bracing : Completely Unbraced D(0.72)S(0.89) b a D(0.29)S(0.3625) c 8 x x Ak 2-1.75x7.25 i2II`i 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 @ 0.250 ft,(GT) DESIGN SUMMARY Design 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 65 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1244P ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignVApartments Framing Design.ecf 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: 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+0.750S+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 • 1111 Enayat Schneider Smith Project Title: Fields Apartments Engineering, Inc. Engineer: C.Thomson Project ID: 17154 66 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,1244P WOOd Beamts12017117154(Fields Apartments-Otak)1CalculationsI 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-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(0.29)S(0.3625) b 8 e 8 p x x x 2-2x6 Span=2.50 ft OH 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 O +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 67 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.12 44P 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: RH3 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 0.367 0.367 +D+0.750L+0.750S+0.450W+H 0.707 0.707 +D+0.750L+0.750S+0.5250E+H 0.707 0.707 +0.600+0.60W+0.60H 0.220 0.220 +0.600+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 • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 68 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: 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 D(0.04)S(0.05) X 8 a 8 X 1 ;Li 2-2x8 rdi1;1 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=0.020, 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 = 6.412 ft 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+0.750S+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 69 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:45PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design1Apartments 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: RH4 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 0.156 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 70 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 45P Wood Beam 1512017117154{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: RH5 I=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 I BC 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(0.04)S(0.05) 0 6 8 8 X ; 11 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 • +D+S+H 0.140 0.140 +D+0.750Lr+0.750L+H 0.065 0.065 +D+0.750L+0.750S+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 71 3141 Walnut St.Suite 203A Project Descr: Printed'.21 MAR 2018,12 45P Wood Beam ts\2017117154(Fields Apartments-Otak)ICalculations\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: 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 72 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.12 45P 41V-Vood Beam ts12017\17154(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 b b D(0.35)S(0.4375) 6 8 Illi 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=0.020, S=0.0250 ksf, Tributary Width=17.50 ft DESIGN SUMMARY Design 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 • +D+S+H 1.187 1.187 +D+0.750Lr+0.750L+H 0.530 0.530 +D+0.750L+0.7505+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 73 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018 12 45PM ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ecE Wood Beath 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 • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 74 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.12 45P Wood Beam 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: 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 i BC 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(0.35)S(0.4375) b 8 8 8 8 x x 2-1.75x24 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 = 0.11& 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 • +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 75 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1245P 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: 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+0.7505+0.450W+H 2.986 2.986 +D+0.750L+0.7505+0.5250E+H 2.986 2.986 +0.60D+0.60W+0.60H 0.955 0.955 +0.600+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 II/ • 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 45P Wood Beam 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: 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-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 D(0.1266)S(0.15825) b b b b b x L 2x12 III Span=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 = 207.00 psi 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 0 +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 77 3141 Walnut St.Suite 203A Project Descr: Printed'.21 MAR 2018,12:45PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Designikpartments 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: RB2 L=6'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+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 +0.600+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 78 3141 Walnut St.Suite 203A Project Descr: Printed AR 8 ts12017117154(Fields Apartments-Otak)ICalculatiENERCALC,Apartments C.1983-2017,esinBu�11d: tment 21 Framing 20 e 12 n.ec€ IPA-food Beam ents Design.ecE 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) a a a a a X X oX 3-1.75x11.25 110 Span=21.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=4.50 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.44a 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 • +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 79 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 1245P wood Beam ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-201,,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 S Only 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 80 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 45P Wood Beam ts\2017\17154(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: 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-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 : 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) X o 0 0 P X 21"1X 2-2x12 FSpan= 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= 1 158>=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 81 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 45P Wood Beam ts\2017t17154(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" 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+0.7505+0.5250E+H 0.977 0.977 +0.60D+0.60W+0.60H 0.314 0.314 +0.600+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 • S 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 411,1-Alood Beam ts12017117154(Fields Apartments-Otak)ICalculations\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: RB5 1=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-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)S(1.2) x x 3-2x12 3-2x12 Span=5.0ft Span=3.0ft F + .i III 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 Design 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 83 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:45PM ts12017117154(Fields Apartments-otak)ICalculations\General Apartments Design\Apartments Framing Design.ec€ 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: RB5 I=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 -0.720 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 • 110 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 2018.1245PM ID Wood Beam ts\2017117154(Fields Apartments-Otak)1CalculationsIGeneral Apartments DesignAApartments 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-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(0.04)S(0.05) b a b a a 2x12 Span = 12.670 ft OApplied 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 = 11.745 ft 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 • +D+S+H 0.593 0.593 +D+0.750Lr+0.750L+H 0.277 0.277 +D+0.750L+0.750S+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 85 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018..1245PM Wood Beam ts12017117154(Fields Apartments-Otak)ICaicula8ons\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+0.750S+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 • • 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 45P General Beam Analysis ts12017117154(Fields Apartments-Otak)1CalculationslGeneral Apartments Design\Apartments Framing Design.ec€ 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 i02 Moment of Inertia = 100.0 inA4 D(0.78)S(0.975) j D(0.04)S(0.05) X _-- --- -----a __._. a --a -- -------a w_ X jj Abf,� t i 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 • 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 ft 1 6.41 6.41 1.20 +D+Lr+H Dsgn.L= 28.50 ft 1 6.41 6.41 1.20 +D+S+H Dsgn.L= 28.50 ft 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 ft 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+0.750 L+0.750S+0.450W+H 4110+ Dsgn.L= 28.50 ft 1 12.41 12.41 2.33 D+0.750L+0.750S+0.5250E+H Dsgn.L= 28.50 ft 1 12.41 12.41 2.33 +0.60D+0.60W+0.60H Dsgn.L= 28.50 fl 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 87 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:45PM ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ecE General Beam Analysis 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."2 Defi 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+0.7505+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+0.7505+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 II) E Only H Only 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 2018,12:52PM Steel Beam 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: 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 Span= 10.50ft 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 fbDESIGN SUMMARY Desi•n 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+0.7505+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+0.750S+0.450W+H 2.876 2.876 +D+0.750L+0.7505+0.5250E+H 2.876 2.876 • +0.60D+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 FIELDS APARTMENTS ESS NO.: 17154 • Floor Framing Design • ® FORTE JOB SUMMARY REPORT Fields Apartments Joist Design.4te 89 01:Level Member Name Results Current Solution Comments 43 or Joist Span 13'10" Passed 1 Piece(s)11 7/8"TJI®210©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 7'6" Passed 1 Piece(s)11 7/8"TJI®110©24"OC 0 TForte 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 i 0 Page 1 of 6 F 0 R T E MEMBER REPORT Level,Floor Joist Span 13'10" PASSED 9O 1 piece(s) 11 7/8" TM® 210 @ 24" OC Overall Length: 14'5" + el 0 0 X 13'10" or 0 a 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 Defl.(in) 0.333 @ 7'2 1/2" 0.700 Passed(L/505) -- 1.0 D+ 1.0 L(All Spans) Ti-Pror"'Rating 44 40 Passed -- -- • Deflection criteria:LL(1.1480)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 SupportsBearing Loads to Supports(lbs) Total Available Required Dead Floor Total Accessories Live 1 Stud wall-DF 3.50" 2.25" 1.75" 360 577 937 1 1/4"Rim Board ID 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 4 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 prndnd 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 Page2of6 ItJ F O R T E MEMBER REPORT Level, Floor Joist Span 10'6" 1 piece(s) 11 7/8" TM® 110 @ 24" OC 91 Overall Length: 11'1" III + + O 0 [ V.411.... M, P.- , i 4, 10'6" X El 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 a 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 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 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 Total Available Required Dead Floor Total Accessories Live 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 //�� Weyerhaeuser Notes (Z)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. �t 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 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 FORTE . 1 piece(s) 117/8" TM® 210 @ 24" OC 92 Overall Length: 15'3" 1 ell 0 0 14,8^ XX El E 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) 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-Prop""Rating 41 40 Passed -- -- • Deflection criteria:LL(1/480)and TL(1/240). •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 Edger'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 FLiloveor Total Accessories 1-Stud wall-DF 3.50" 2.25" 1.75" 381 610 991 1 1/4"Rim Board III2-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 4 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.rnrn/wnndnrndurta/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 1111 Mike Brimeyer Forte v5.3, Design Engine:V7.0.0.5 Enayat Schneider Engineering Fields Apartments Joist Design.4te (720)904-1234 0 Page 4of6 ' MEMBER REPORT Level, Floor:Stair Joist Span 8'6" PASSED 1 piece(s) 9 1/2" T]I® 110 © 16" OC 93 Overall Length:9'1" • + + o 0 X 86" X E El 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 TL(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) 4111, 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) Spadng (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 9'1" 16" 25.0 100.0 Residential-Living Areas /� Weyerhaeuser Notes (Z)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 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 1 (720)904-1234 0 Page5of6 Ill F O R T E . MEMBER REPORT Level,Floor:Stair Joist Span 7'6" PASSED 4 1 piece(s) 11 7/8"TM® 110 @ 24" OC Overall Length:8'1" III 0 0 "'' 7 6• r X 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 D 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) TJ-Pror"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'm Rating include:None Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live 1-Stud wall-DF 3.50" 2.25" 2.03" 202 808 1010 1 1/4"Rim Board 2-Stud wall-DF 3.50" 2.25" 2.03" 202 808 1010 1 1/4"Rim Board III •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 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.weyerhaeusercom/woodproducts/doriiment-lihrarv. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator 1 Forte 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 Page6of6 �NN�,,:-..., '� �N� 0 <FH4b> <FH3> <FH4b> <FH4b> <FH5><FH4b> N A y\ I I • Q n V I'. A I<FH8> A V A \ 'n I <rFH7> CM W— <FB2> C <FH7> t i <FB2> w v^ 'AA A NI T— 1 I H5 I f Il W V< FB4>I i I5I> EI -n <FB13 a= <FB1<FB4> n 3> <FB13 (_ . . — • ;, ' F 111' A _ v 0N <FH7> NJ <FB13> A is v ✓ 1 <FH5> <FH14> a A m I <FH7> `/ <FH7>/ <FH5>/ ET 1_-,,,, I� m mII 7/ v I rt. _ <FB15> AI 0 , �� 1 111 N V • A ! W„ `i 1 I>1 W T_ ill' <FH10b> iFB5T— n; nv = W 2 v <FH5> <FH7> a) PCO v !1 / 1 4 I I v �° Q -n <FB13>'A a — AA_1.r — <FH7> <FB13> A 06. <F613>,v ro FB18\aTo TI corn (FH7> <FH7> <FH5>> 0 2 I v v -n 4 A '_, 04 v <FH7> A /<FH5> •/ m V v m F 13 F= <FH7> v T '< > A 6, V- <FB13> I A 44 <FH7> N 1---__ T V FB1 A , v / V �i C01 <FH10b> W�A FH7>/ <FH5>" n v T - A co v An � -n _ V A v:Fg4. A T ^ v T �T ` ^ W� I I � � y 2 ,, � N) AV "j 1tI1}I „ I T- 00 -I W _ ' v <FB15> N m_ A ^ I v i v� v <FH5> < 7> �m <FH7> }. / L T71 Wao . II w.=�� I FHc°v <FH14><FH5> _ A <FB13> n v I -n _ <FH7> _ -n - v 111 Iv Na) co vf I 1 <FB13> n <FB13> V l'". l'1 <IF ' J <FB 3>,lic: A II_. IFH1 .� <IF 15 W� 11 I ,'<415 _ N CO co I I N ^v , T --. v v I''--- T vet w FB2> <FH7> < f" . <FH71> <FB2> w vT I T FH8 T Tv I CO CO _ V V V _ . V < H4b> <FH5> <FH4b> <FH4b> <FH5><FH4b> ^ o 0 CO CTi N11 • 0 ►� N ,,..„......›.•0 <FH4a> <FH5><FH4a> <FH4a> <FH5> I I / I .�.........J <L> ri.) , CO • 4 n 1 n n Q A V A A A V <FH8> Iv = x— <FB2> <FH7> } { <FH7> <FB2> x CO V 1 A A 4y A N N I LP:7W II Nrv<FH5> v <F64> <FH5> v ] l T <FF613> A <FB4>- T <FB13> W B13 F) ,,„I N V — { A— I • 71 iI � IIS I <FH7> 1 n n <FH> n) F o \N v <F613> I <FH5> T m ! / /. m w <FH7> <FH5>' :T -n <FH7> n 2 .co r I v I �w Na) C1`) A T V_ IIII 2 v , COm <FH10a> Te-�— n max' T— 1 m 7 '<FB5> W_ ✓ <FH5> <FH7> IA v V Af. I I _ - A T N CO ■ 13>' _ I<FH7>1 v I v A <FB13> T Q I. <FB13 Iv II <FH7> Ni FB1~� v le 0 v _ ii -n co co lw <FH7> <FH5>/ A •01 xv v pi ! A N ✓ <FH5> <FH7> T 1' v 1 a0 �� — F= <FH7>I I I I T�<FB13> T �� <FB13> - v �' I <FH7> ^x'i F81,3> v < T I. I I 1 m I A —A IC <FH10a>1 c <FH7> <FH5> ° A T I tl Q I <FB5>1"I T� xw • v N 1 v T i y CO n OJ T =Ti Tl I x —W, 1: vl i N V' 1o -<FH5> <FH7> � .TA I T!<FH7> v —v. I m Cow <FH7><FH5>' p _ N A A �j <FB13> > A -CD _ �I x�<FB13— I� ;°> �� x I I <FB13> v <FB4> <FB4> ro <FB13> v �- — I — A -n? i1 <IF I I I fl Ico co <FH7> 1115 SI s n� A v T -----I 2 <FB2> <FH7> _� <FB2> _ vA I A� <FH8> IAI Aw T T T / A A v ■ v , v v 0 — <FH a> <FH5> <FH4a> <FH4a> <FHS> FH4a> \ O� CO 0) ,N.) „.) • • . Cmi30 ,..> i ii, <FH5> 1\) <FH4a> <FH5> <FH4a> <FH4a> I /<FH4a> A A \ T. Q- nV V V V A FH8- CO �x, <FB2> <FH7> ,,_ _1 I I<FH71> <FB2> w i v A v <III � � --- 71 COQ 1 ,. , 1111 T 1 FH5> v v —<FB4> <FH5> G n — 1 — — -- (p T--1 — 1 n <FB4> =j<F61T> -`� - N l 1 K•)-- v<FB13>, V I T A CO -n c'''' l x j <IH7I ?1<FB13> ��/ v i[< FH5><FH7> TxwTA — cow If• <FH7><FHS>� n I A x --' __ - V V __ '.. T T <FH7>r CO 1 V s Vn /N CO"T I I I - _ (A) -n co W A vA v ie<FH10a> rn1<F85> W_ j II /<FH5> /<FH7> m v,T� v co n ---- — v r w - ---- -n F813> _ <FH7> A !<F613> � <FB13> `` — 1-- v — v ' <FH7> N <FB13> x ISA . V i_ . A e W W O.C° '� n <FH7><FH5>/ 011T x_, v v T v q /<FH5> /< FH7> T ' I\••,) h. co_ii — _N H7> I ,f _ <FB13> T `` f�1 <FB13>A v I ! <FH7> II <FB1,3> - • i -T I/n.,°'I <FH7> <FH5>1 n v � T • W- n T., , v , . . � � T ^ co A 1-n. V I x v I A v ej <FH5><FH7> -nT CO <FH7> I co <FH7><FH5>/ A n i v v I <^B13>�N 1�<IH7 i n� ? T V H W- V N v 1 �T T <FB13> T \ co \ <FB13> v <FB4> v <FB13> v— T • T<FH5> ` <FI4> TTI ff <FH5> N : , coa <FH7> 1 N A V T -- ------ v v .�—_.— '— V n w <FB2> <FH7> — —' <FB2> _ V A <FH8> In co A T iiT TI A ■ Oco co • < H4a><FH5> <FH4a> <FH4a> <FH5>FH4a> O CO v :llM0 :A8 0310310 • rr a 0TY r. rl,'; '.�,,' P)�.Z+�,i -. - ---*-------- -----µ--- 1 \911 --:11,S^ o f11'i-i-. Vivi& \'"_ 1. to L` 4N-----*-- >I \-9I' 400 1 Ft' - - Li\ 7 ''''cl' 9 -4- --A-P-F-Y• --i-vo\4k 0-4 - -P\c6 .0 vov-v;.... , ,t- ,0,-L = '/,i-i) = G1, k Z0 cK,. r .. 119)L,1 li'1 .. wv -b 1 , (,. ) -.in1,!,1,1'x-0 — Z - U.-1,V. „d1,7 =1 'Si riPx0 "r ?'V" ,`71 91.' i►) < -4'l r� , r`� `,111 ' 2U' �1 1 -2A o 1� ) o; x\ 11 0 ( X11 j' , -Iu4' 1'rVI H-4. '7111�1:Axj Z1-1 d z -,1,1-,1 ^J► i1\x wrap ,q :ural-- 1 =c vik Z .AI °71. `Z1 ,,4,5 -i Ti i-. Cr° pyyy-5-4-3F4 7:57-,;Tfri..,,,_ ._„ , ___ — J\c) \o1 ,-.1cv) I 8. -P1-ZSI vov X `r 11-1 1 Z C" 6VaLAk -4S -' 14)419:79,1)?Tl yJu,,Au(944)' 191-y=-71Q ' Q sd air _ D‘ocl_-arvr s- i . '2 r9)vl-Vs-e,y........"z1.OD1d 11NV11NOdSS] I "3)001 Z11 MO A AW ] 6E116os[oll3 �� SS • 3 A0 ' �MON 50108 epmlo0 Ja O )aaliS aoulehl l6IC -a VNVWO]SS � � 'NNI'Ouiaaauilu3'aapiauu3s lent]] %•>�, ?iwi ...wc vy9i-d 10310Nd 83A830 3S3 86 99 ESE BEBVEB PSOJECT F-; at; Aprr 44\ I. A Enayat Schneider,Engineering,Inc. • SSE OMAHA Ili- SSI 3141Walnut Street Boner,Colorado 80205 PflOJECTN I VBY GT SSI DALLAS 11201904-1234 ESE DENVER ►i DATE I I22I2-0 ee PAGE ESS PORTLAND 4vilo 0'17, 1g 1,tro E .. v�_ ! tai t4 _ E):2-x Co --�.vi wtCAU, cSAMO, ri.kik e\ c k4 e-vval ;) (. (. (r evi 2_ r, ;,GeK k jll' 2`i tP 11i`10, 4t 1/41-4,4-14, 0, 2 6.0 (\ v, t � 312-)= t (� 2 � k4\ j .,d faits • 0 -kf.\-\,D Lnwd. 2 ri , (.D..PA .w w — -. f✓!�'✓i CYI SICK . nn (" � �� + DATE 100 ESF DENVER PROJECT Re tAirirtm,$)," 4 [mat Schneider,Engineering,Inc. SSE OMAHA 3141 MINH SHeel Denver,Colotado 80205 PROJECT 11 DY Cold ex SSI DALLAS 17201 904 1234 ESEDENVER 11 ONE -(ULY)..___ PAGE ESSPORILAND çi cbtvr, 1-1-EtiAASEX . kk e? c.rt arle- ory)1 row-- I f-tAk 3.2A4. YO rg PIO V— t• sAA.A.ct trAAN?'1 1.2,' PR( to E411 2, ty c (O2 ( (C) 2-4,16P \t,,,,e),t5kA.414 Awl- W16. PV-{ uoi (Z)t 1" CZ VIA.1) Rr\.4 \-PI vNi; !.g CcOL ) G )( 4fy v•v1 7ct r221 4A-ysA ig-Coo410 tiv 7 rsk t- tr. ro 22c krkmAA v\A,1...(a.10v!Acr tAASA;Nr.r $t (4) 21/4tio N-42„ ccti ' 2_ voex-t 2'4)1((6&, 2-ope abrA rfyy ,“fi sc\O'ki‘n \A)LF-sktf4-1 31z) 1-\t(0 t=,--;-•-•\4) gtel Ce Pt-t,A .rt S 0 kvilo (0, 1 ikve—P Z o f- ‘ #6/ki r3 AAA 1-q( trk—: WOO (`7-(3 1+ on 9J+I S. e kP - 6,42. 1t0 (2)2)t -I- n-14- IL*ct 0- .ie" Oel rxcl‘ (e tU) f). vs6 V Lo 4 vv , +4)Ak -sP A ) t to ke;\" 0A. 'Lt j„ik 0 • CHECKED BY DATE: 101 E S E DENVER PROJECT ,'T e I t-lb Of Dortvv\D.krit . - A * 41 [naval Schneider,Engineering,Inc. . PROJECI# I ' ( o1."1 By c-r 0 SSE OMAHASSI 17- DALLAS '"' 3141 liValnuISIEeet Denver,Colorado 00205 PHI 9041334 ESE DENVER V' DATE I 1 2-2-17°1 g PAGE ESS PORTLAND .EO DA :.(z4)1,14 I t&I C1 - 8 rt,iks 611.5 Gr\u-k, --hri-ko ex\a( (\,4%1-' 2,&-i 14‘ (63-\40-t Z z v--(1--).) > Ft knc Q(0 I 0 -sts. fv,a- 7- (...u.Loil r- (0.r41 14 ------- ''.z.) r.e,-•1: Lb p14 ?'''.\ e_ F-NPV q C I, Pi do - - 111.2.144,1=- I 7 i 2-1(-,. ------------- . )2 Y{-I" ° 1 r'S ' 2,k,P 4,1--I(% 12-)22Y v-x (64 1 t) ULB- v - t,v,e 2-1,0'is-41 id" 4-t h ) 1.1 X I i%:+'OIL ‘; --40-t IF - "(2-4\C o 4v0,; 2.1t-fq... .-- t t-^Nik r`l-Y12--- ( 1L(r) ‘c- — -------7 (2)(Z-Yte rec,4 (WI 1-0 U.' Y\ion'; 2,!?2 2-it- ! ti)"2-1-(0 e0'.?+ re A 4 LI/2--c6 V, ---? L2\2)qi e..,4 2 rJr(01 4' -'R:ile 1)04 @,NI% $ 4 2. Q y-,6\ vnty,'. si4sv- Wu i ------'p *7--.Y Lo perri Ck v I tA —4 "Lvi Z 'Art- [[il-ti*- -*---"m" p66-44 —', v-jse 3 , t 'iv ts 9 7.A4 _ ..1(wi\O-U-y-ss.t > RC.,(A ,r>oice.t.,5/ (2)‘2_ o‘ Liiiavvils.,Icie, _ 62)z 2 ti...., ----- 0 , , CHECKED BY: DATE: 102 E S E DENVER MON Vi-deb) 1A-VA,Mrst\tir:b. v-44, Enayat Schneider,Engineering,Inc. SSE OMAHA IN- 3141 Walnut Sher Denver,Colorado 80205 PROJECT,/ \-1-icoLk BY (7 Ak SSI OCAS 4- 17201 904 1234 IP ESE DENVER 11 BATE I )2:-S 2.c)\'( PAGE ESS PORTLAND -, 1-67- ,0-: IL-1'U" 6'41/15e f i,'' 4- 1-v I. Airila voz-: tp, OV2„ '" 3 !t-?_I + moof trtrk 61 fv(1.•=-4., \'4, 4 122 K If PtPA 1‘il10.71-,25/ ..' (Al $ rttn -.1 f',:Cpk4... - - ' —--------"'",, (•B) 91 (f, pt? -.1i _ .. 1,\)t 'R. f°,-,y"C•20 t41.(4, -——— ------"'--* , i 6'y.i ()0S-i- ----'7(A3/4e LILO' ` 4 0 1 4.ti, = ti "' l 'il'55` 1:: CO (I) (2_ 9',•/5- cT-- ti 2, --k-v-iv, ‘,...s-7,- Z' v_wk;u'i-- k 2 GOArri OtA:Ty- O d r ‘fr\-- it,, it--- (il rcsr\-(204-1$pc-0411-, rvAlts'f---,12-)'-- Z,q v_ 44t L tiv 2YWV 1be'lt1., --/ LNIL, 4-o`ko i.A.hz- i einvy?-i-t. = NO 425)(( .-&.-11 'c' 2)-- 6 Lk --(2-/LIKI*,)i (0) O tAil ?-1 el P -. --'--12)7,*(0 0*it lis'4 I trq,ti.•:- 141•h V-. - IAA 2 qt5... --t —,5ec E--N!)cizoitc et-16 6 c„etr‘i 5 , fy7a,r,- ' c:* 1cDQ . 21'0" OS lac\ Lit 4,rist, c.A7A4 ‘rs-rv.-- i.te e-- ---—----------- ct;. A O Ir,,M-77-2, y-4,-1 - ' -‘14ke,-. : - ------4-') (7,-) ,kl! '-'7,f,1 T-'4,\ .1-k'• q.D ' " , Y,atk7.,c-.),C-,qp, (low\ --\\A-N, t,........) '•-'1c61 7„,,.- Z:4S'1 3X , (2)? p \V 1 .3y ,0:rtt:r.- 6,1CLok4- (2) — .. ------4 (.1) "2-40 Ao A Li 0-0NntCrtl-Drk V9I51--Va 7-101A0( ,4\.W4-kb fr----'? Cf.c _ vo,,5 c_t-e • __________ .7 --k-vilo LL)= V I(2.:- 41' V e- 6,---,y1/1 cR 'w' -,)11' i 41^ tAdt O j... Ly64,S) cLl topsc-(zo\ -4. 2.0(2.pW lui,e1 ,e‘priv Al Y--- - (7)7'4k4 t)usi t,01 lAVC,64tvz-,St44-,, if.,,,,,gr- III CHECKED BY: DAIE: 103 S DENVED PROJECT Fi clap, tc4c-few,o,t,& Enayat Schneider,Engineering,Inc. PROJECT!' I 4-1 (-1 BY cx • SSEMADA SSI DALLAS 4ak ESEDENVER ri141 Wa ul&mai Bauer,Colorado 80205 11201 904 1234 DATE PAGE ESS PORTLAND WrkAtivti,-)A— izvri\At coKry. Egv2L / (6 clAi\poo, 3' co-14.110A/firl, , , irnb ! 4 &:! wieAte 7 Sittn ( Qc f.f.K ito,ect4766,„) k - d41' (Oe40 0. I rY.r1 z-*-(9.2_9 kG t( f.-ko —I postoq 14VC CAW rcrY1 VI4(C,(; g66 (st_O- 0 a:7.:V- (Z) sl• V1 ikC..0 V-)$i „)) L-t ) Ctt ( FS( ' .2-6f (0'4111 .-k? $. ( 717•/-9: 0702 fr\l ) l \fQ : 64-( 't 2 04 v .fet.'4{Anvi 12OL'1. - rh' t 1.( U 3 2J7"rtse • E\ ligi •Ctiir) &e)g 21a)G a-71c peck(' 0 AI_ f\wl. kq *rito4 Z4s' (6Likld;roxi) 1).1 Ecao 641 ;_ 2N-co tA[1.2 ke, Coy () oqi- , . f. 0 ° CHECKED HY: DATE 104 >..... ._ PROJECT Vie\C .trbA",2,t,, , 3141 Walnut Street,Suite 203A V Denver,Colorado 80205 PROJECT# �' 1 k BY Schneider ` Schne [120)904-1234 • Smith y1DATE � (1.0,20 IQ�' PAGE Engineering, Inc. F 1S QLo (P � � 2,),, c u tinv .1"to J y Ai' �,� w unk4 1 ,' f- Ls,/to q,.. 4 N , & 4 Z. f-!..cc..lAceo��t ° 1-4(>4( ` o n... _tea Q Egg �a-...1...2 .. —VAkc) Lesz“Ite,-- (6-Gr te)4(1 2- -�� ?. ),tet \ f ;.l...." I,peAt ,Q. 16cA lio•rat4) (2) 1/cp o • -Exit LAD = 23 - t t, 6.4.....z Lu(.. .... .... l iert .0' 2' 0 O 411 CHECKED BY: BATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154105 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12 45P WOOL' 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: FH1 L=T0" 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 31.2pcf Beam Bracing : Completely Un braced X 0 D(0.05))L(0.08) 0 0 2-2x6 Span=7.0 ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, 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 = 1,159.18 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 = 6.566 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 • +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: 17154106 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.12 45P ts12017117154(Fields Apartments-Otak)1CalculationstGeneral Apartments Design Apartments Framing Design.ec6 Wood Beam_ ENERCALC,INC.1983-2017,Buld: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+0.7505+0.5250E+H 0.398 0.398 +0.60D+0.60W+0.60H 0.113 0.113 +0.60D+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 11111 11111 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154107 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 45P Wood Beafll ts12017\17154(Fields Apartments-Otak)\Calcuiations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#'i 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 1,600.0 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 31.20pcf Beam Bracing : Completely Unbraced D(0.156)L(0.12) 0 ° D(0.05)L(0.08) 8 0 0 0 0 X 2-2x6 ra Span=5.0 ft F 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 • +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: 17154108 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1245PM ts12017117154(Fields Apartments-Otak)1Calculatrotu\General Apartments Design\Apartments Framing Design.ec6 Wood Beath 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+0.750S+0.450W+H 0.899 0.899 +D+0.750L+0.750S+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: 17154109 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 45P Wood Beam ts12017117154(Fields Apartments-OtakKalculations\Genixal 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: 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 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(0.05)L(0.08) 0 8 b 8 8 x x 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=0.0250, 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 = 9.64 psi FB:Allowable = 1,166.06 psi 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+H0.067 0.067 • +D+S+H 0.067 0.067 +D+0.750Lr+0.750L+H 0.142 0.142 +D+0.750L+0.750S+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: 17154110 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,12:45PM Wood Bea 171 ts12017117154(Fields Apartments-Otak)1Calcu alions\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: 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+0.750S+0.450W+H 0.142 0.142 +D+0.750L+0.750S+0.5250E+H 0.142 0.142 +0.60D+0.60W+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 • S Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154111 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.12 45P Wood Beam ts\2017\17154(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: FH4 L=T0" 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-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(0.175)L(0.28) A A A A A ;t'i 2-2x10 Span=7.0 ft 41) 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 = 6.234ft 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 • +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: 17154112 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1245P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\Geral 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: 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+0.750S+0.450W+H 1.369 1.369 +D+0.750L+0.750S+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 411 • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154113 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,12 45P Wood Beam ts12017117154(Fields Apartments-Otak)tCatculations\General Apartments Design\Apartnents 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: 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.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.Opsi Density 31.20pcf Beam Bracing : Completely Unbraced D(0.175)L(0.28) 8 C t a o xX 2-2x6 „; Span=3.0 ft 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=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 = 0.000 ft 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+0.7505+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: 17154114 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1245PM Wood Beat11 tst2017117154(Fields Apartments-Otak)1CalculationslGeneral Apartments DesignVlpartments 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: 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 • S Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154115 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 16P Wood.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: FH6 L-30" 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 31.20pcf Beam Bracing : Completely Unbraced D(0.09L(0.3) 8 a D(0.05 L(0.08) e 8 8 b d 8 8 2-2X6 Span=3.0 ft F -1 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 = 1,165.22 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 0.010 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 • +D+L+H 0.785 0.785 +D+Lr+H 0.215 0.215 +D+S+H 0.215 0.215 +D+0.750Lr+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: 17154116 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 46P Wood Bea•. ts12017117154(Fields Otak)1CaIculations\General Apartments Design\Apartments Framing Desi i.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 +0.600+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 • 4111 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154117 3141 Walnut St.Suite 203A Project Descr: Phi led:21 MAR 2015.12.46PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations1General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.1$ Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FH7 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(0.3)L(0.48) b b 8 b b 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=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 = 699.39psi fv:Actual = 74.87 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 0.013 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: 17154118 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 1246P Wood Beamts12017117154(FieldsApartments-Otak)1CalculationstGeneralApartmentsDesignAApartmentsFramingDesign.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 r; 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 +0.60D+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 • S 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 2018,1246P Wood Beam ts12017117154(Fields Apartments-Otak)ICalculations\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: 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 IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi 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 X c D(0.06)L(0.2) 33 8 d X ;h 2-2x6 OilS Span=3.0 ft IIII 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 = 1,165.22 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 0.006 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: 17154120 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1246P 1s12017117154(Fields Apartments-OWCalculations\General Apartments Design\Apartments Framing Design.ec6 W00 Beath ENERCALC,INC.19133-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FH8 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+0.7505+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 +0.60D+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: 17154121 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2016,12 46P Wood Bean'1 ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments DesigntApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Bold: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 1,600.0 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(0.09)L(0.3) 0 0 d 0 0 Xx ;,, 2-2x6 iiii Span=3.0 ft 110 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 = 351.29 psi 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+0.750S+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: 17154122 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1215P ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 Wood Bearn ENERCALC,INC.1983-2017,& 1:10.17.12.10,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+0.7505+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: 17154123 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 46P Wood Beam ts\2017 11715 4(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: 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.Oksi Fc-PO 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 e _ a D(0.225)L(0.75) c x t 2-2x8 Span=4.0 ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=7.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.834E 1 Maximum Shear Stress Ratio = 0.526 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 894.67 psi 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: 17154124 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 461'M WOOL) Beam (Fields Apartments-Otak)\CalculationslGeneral Apartments Design\Aparlments 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" 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+0.750S+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: 17154125 3141 Walnut St.Suite 203A Project Descr: Printed'.21 MAR 2018,12 46P Wood Beam ts12017117154(Fields Apartments-O tak)1CalculationslGeneral Apartments Designpartments 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" 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-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 D(0.12)L(0.4) A A A 6 A 2-2x10 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=0.030, L=0.10 ksf, Tributary Width=4.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.68Q 1 Maximum Shear Stress Ratio = 0.353 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 663.95psi 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 0 +D+S+H 0.378 0.378 +D+0.750Lr+0.750L+H 1.278 1.278 +D+0.750L+0.750S+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: 17154126 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: FH11 L=6'0" 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 1.278 1.278 +D+0,750L+0.7505+0.450W+H 1.278 1.278 +D+0.750L+0.7505+0.5250E+H 1.278 1.278 +0.60D+0.60W+0.60H 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: 1 71 54127 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 46P Wood Beam ts12017117154(Fields Apartments-otak)1Calculauons\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: FH12(0 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 1,600.0ksi 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 31.20 pcf Beam Bracing : Completely Unbraced _._ _.. . D(0.2) b o D(0.29)5(0.3625) o 0 b b D(0.076)L(0.3) b b b b D(0.076)L(0.3) o 0 % 0 o e X r1T1T 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=0.10 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 0 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: 17154128 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1246P 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: 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+0.7505+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+0.7505+0.5250E+H 2.048 2.048 +0.600+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: 17154129 3141 Walnut St.Suite 203A Project Descr: Printed'.21 MAR 2018,12 46PM Wood Beam ts12017117154(fields Apartments-Otak)\CalculationslGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 ary Licensee:Enayat Schneider Engineering Inc Description: FH13 L=30" 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(1.2)L(1.8) D(0.025 L(0.041 • • D(0.2625 L(0.42 2-2x10 H Span=30ft 'd • 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 loft,Extent=0.0--»0.830 ft, Tributary Width=1.0 ft,(Level 3) Uniform Load: D=0.0250, L=0.040 k/ft,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 Support notation:Far left is#1 Values in KIPS P 41) Vertical Reactions Sup 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 Prosect ID: 17154130 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 ENERCALC,INC.1983-2017,Buid: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: 17154131 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 46P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations1GeneralApartments DesignAApartments Framing Desky.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 1,600.0 ksi Fc-PrII 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 D(0.9)L(1.5) D(0.3)L(0.48) ■4 t 4 4 4 6 1 2-2x8 , fH Span=3.0 ft 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=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 = 853.77 psi 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 0 +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+0.750S+H 2.570 1.449 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 2018,1246P 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 • ' . A-1. I•y. i•-i4 !!1•' .. 1• Description: FH14 L=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+0.7505+0.450W+H 2.570 1.449 +D+0.750L+0.750S+0.5250E+H 2.570 1.449 +0.60D+0.60W+0.60H 0.694 0.395 +0.60D+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: 17154133 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:46PM Wood Beam ts12017117154(Fields Apartments-Otak)ICalculationslGeneral Apartments Design1Aparttrerts 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: FB1 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 b 9 D(0.15,))L(0.5) 9 b X to et 3-1.75x7.25 Span=8.50 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=0.030, 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 1 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: 17154134 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,1246P ts12017117154(Fields Apartments-Otak)ICalculadats\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 Inc Description: FB1 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 +0.600+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 • 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 410Wood 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 c.#: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) X b 0 0 x8 ox 411111 4-1.75x11.87 ;`, • F Span= 15.50ft 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=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 = 2,260.02psi fv:Actual = 126.38 psi FB:Allowable = 2,596.46psi 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 0 +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 Project ID: 17154136 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 1246PM 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 tic.#: 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+0.750S+0.5250E+H 6.795 6.795 +0.60D+0.60W+0.60H 1.915 1.915 +0.600+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 • 111 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 2018,12 46P Wood Beam ts12017117154(Fields Apartments-Otak)\CalculationslGereral 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: 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 X 0 0(0.3)L(0.48) 8 8 8 ri;h 1.75x11.87 • Span=6.250 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=12.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.440 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 = 1,119.83psi fv:Actual = 121.66 psi FB:Allowable = 2,510.30 psi 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 • +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: 17154138 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:46PM ts12017117154(Fields Apartments-Otak)1CalculationstGeneral Apartments Oesign1Apartments Framing Design.ec6 Wood B@alit 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" 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 • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1 71 541 39 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:46PM Wood Beam ts12017117154(Fields Apartments-otak)1Calcula8ons1General 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-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(0.275)L(0.44) b 8 8 b 8 x x 4110 1.75x11.87 Span=4.0ft 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 S +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: 17154140 3141 Walnut St.Suite 203A Project Descr: Printed-21 MAR 2018,12:46PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations1GeneralApartments Design\ApartmentsFraming Design.ecs ENERCALC,INC.1983-2017,Build:10.17.12.10,Vec10.17.12.10 Ltc.#: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+0.750S+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: 17154141 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:46PM Wood Bear ts\2017117154(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: 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-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(1.2)L(4.2) D(0.0825)L(0.275) b 8 8 b 3-1.75x11.87 • Span= 12.0 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=0.030, 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 = 1,982.05 psi 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: 17154142 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 46PM Wood Beam (Fields Apartments-Otak)ICalculations\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: 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: 17154143 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:54PM Wood Beam ts12017117154(Fields Apartments-otak)\Calculations\General Apartments DesignlApartments Framing Desig t ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,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 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(0.14375)L(0.575) v 8 0 8 8 x i'lli;`, 3-1.75x7.25 ;1 411 Span=8.580 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=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 = 2,596.10 psi 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 +0+1-1 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: 17154144 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 54PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculadons\General Apartments Design\Apartments 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: FB6 L=9'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+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+0.750S+0.450W+H 2.514 2.514 +D+0.750L+0.7505+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 • 1111 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 2010 12 46P Wood Beam ts\2017117154(Fields Apartments-Otak)1Calculadons\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: 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.Oksi 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(0.09)L(Ob3) 0 0 0 0 b 0 0 4;'si 141 'i 4-1.75x11.87 Span= 14.50 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=0.030, 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 = 0.88k 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 = 2,287.10 psi 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: 17154146 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12:46PM Wood Beam ts12017117154(Fields Apartments-Otalr) culadons\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: 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+0.7505+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+0.7505+0.5250E+H 5.527 6.022 +0.60D+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 • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154147 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 46P Wood B@altl ts12017\17154(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: 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 1,600.0ksi 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 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(0.09)L(0.3) a a D(o.05)0L(0.08) a 0 X a a a a X 2-2x8 ;11 III Span=5.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, 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 = 1,076.45 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2,750ft Location of maximum on span = 4.898 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: 17154148 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1246P Wood Beath ts12017117154(Fields Apartments-otak)\Calculations1General 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: 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+0.7505+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: 17154149 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 47P Wood Beam ts12017\17154(Fields Apartments-Otak)\CalculatiastGeneral 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 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-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(0.15)L(0.5) X b 6 b b X t 4-1.75x9.5 140;11 III 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 = 1,737.99 psi 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: 17154150 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1247P WOOL) Beam ts12017117154(Fields Apartments-Otak)\Calculaiions\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 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 +D+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+0.7505+0.450W+H 3.675 3.675 +D+0.750L+0.750S+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 • • 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 2018,1247P 0 Wood Beam ts12017117154(Fields Apartments-Otak)lcalculations\General Apartments DesignVlpartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Ltc #: KW-06009534 v 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-PrIl 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 D(0.12375)L(0.11) 0 0 0 0 0 x X 5.5x11.25 ox falik III 1. Span=21.0ft 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 = 0.58R 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 = 1,409.24 psi 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: 17154152 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 47PM Wood Beam ts12017117154(Fields Apartments-Otak}1CalculationslGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Btald: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+0.7505+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+0.7505+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: 17154153 3141 Walnut St.Suite 203A Project Descr: �w� Printed:21 MAR 2018,12 47P wOOCI 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: 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-PrIl 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 D(0.26325)L(0.234) X P P P P X Z 5.5x9.25 l40;11 rTTIT 5 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 = 1,106.68 psi 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: 17154154 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1247P 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: FB11 L=10'8" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+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+0.7505+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: 17154155 3141 Walnut St.Suite 203A Project Descr: Rented'.21 MAR 2018,12.47PM Wood Beam ENERCALC, 711 7 1 5 4(Fields Apartments-O tak)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: FB12 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+ 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) _.. a a D(0.29)9(0.3625) a a a a D(0.121 L(0.4) a a a a D(0.1L(0.4) a 21 a a a a a o 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=0.030, 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: 17154156 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:47PM Wood Beam 1s12017117154(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 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+0.7505+0.450W+H 4.842 4.842 +D+0.750L+0.7505+0.5250E+H 4.842 4.842 +0.60D+0.60W+0.60H 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: 17154157 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 47P Wood B@x117 ts12017117154(Fields Apartments-Otak)1CalculalionstGeneral 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" 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 : Completely Unbraced D(0.180) x S x 3-1.75x7.25 214` 3-1.75x7.25 Span=5.Oft Span=3.Oft F IIIApplied 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 = 4.413 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 0.017 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 0 +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: 17154158 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1247P ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments DesignVtpartments Framing Design.ec6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17,12.10,Ver:10.17.12.10 ic:#:KIN-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+0.750S+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: 17154159 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 47P Wood Beam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 1 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' 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(0.180) X a tr t X I 3-2x8 24,, 3-2x8 Span= 10.750 ft Span= 1.50 ft F if IIIApplied 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+0.750S+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: 17154160 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12:47PM VVOod Beam ts12017117154(Fie3dsPpartments-Otak)Calculations\GeneralApartments DesignlApartmentsFraming Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic-#r 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+0.750S+0.450W+H 0.986 1.306 +D+0.750L+0.750S+0.5250E+H 0.986 1.306 +0.60D+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 • 4110 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 S wood Beam ts12017117154(Fields Apartments-Otak)\Calculations1General Apartments DesigntApartments Framing i .ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.11.12.10 Liic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB15 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+ 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 42pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling a a D(0.16) D(0.293/D)L(0.47) a b 0 8 D(0.29375)L(0.4/) 8 a ° ° D(0.29375)L(0.47) a a a a a a a 2-1.75x11.87 Span=6.0 ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, 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 = 2,600.00 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 0.045 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<240 411) 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: 17154162 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:47PM Wood Beamts12017117154(Fields Apartments-Otak)\CalculationslGeneral 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+0.7505+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+0.7505+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 • 11111 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154163 3141 Walnut St.Suite 203A Project Descr: ,12: PM Wood Beam ts12017\17154(Fields Apartments-Otak)1Calculations\General Apartments DesignV�partmentsPrinted:Framing21MAR 2010Design.ec647 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" 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(1.124 L(1.76) D 0.24375 L 0.391 u ti. • J! !& .D 0.24375)L(0.39) 2-1.75x11.87 I* Span=40ft 4111 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,(Iv!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 = 622.28 psi fv: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 0 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: 17154164 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAP 2018,t2:47PM Wood Beam ts12017117154(Fields Apartments-Otak}1Catculations1General Apartments DesignVlpartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 ;, tn, 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+0.7505+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 +0.60D+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 • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154165 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.1247PM Wood 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 Lica#:KW-06009534 ;aK 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 1,900.0ksi 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 : Beam is Fully Braced against lateral-torsional buckling D(1.2)L(1.8) D0.2625 L 0.42 . I •: • I:, j 10.2625)L(0.42) • • 2-1.75x11.87 h Span=4.250ft 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=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 = 0.000ft 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 0 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: 17154166 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1247P ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 WOOCI B@1111 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 +0.60D+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: 17154167 3141 Walnut St.Suite 203A Project Descr: Printed'.21 MAR 2018,12:47PM Wood Beam ts12017117154(Fields Apartments-Otak)1CalculationslGeneral Apartments Design\Apartrentcfi s 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: 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 1900ksi Fc-PrII 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 ' •'_33E]lsm7i a •. ';75)L 0.46) 4110 . 2-1.75x11.87 ` 1, Span=4.50 ft ,I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, 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 = 113.55P si 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 = 2.004 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 0.014 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 • 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 2018,12:47PM ts12017117154(Fields Apartments-Otak)1Calculations1General Apartments Design\Apartments Framing Design.ec6 WOOL) Beat11 ENERCALC,INC.1983-2017,Bid: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+0.750S+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+0.750S+0.450W+H 4.543 2.913 +D+0.750L+0.750S+0.5250E+H 4.543 2.913 +0.60D+0.60W+0.60H 1.241 0.798 +0.60D+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 • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154169 3141 Walnut St.Suite 203A Project Descr: Printed:23 MAR 2018, 949AM 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 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-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(0.090)L(0.080) v h O 4likl, 2x8 2x8 Span=5.50 ft '. Span=3.250 ft IIIApplied 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 = 1,080.00 psi 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+0.750S+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: 17154170 3141 Walnut St.Suite 203A Project Descr: Printed.23 MAR 2018,949A Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\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: 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+0.7505+0.5250E+H 0.268 1.044 +O.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: 17154171 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1247P Wood Beam ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments DesigntAparttnents 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: Intermediate Stair Landing Joist 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 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 a s D(0.05)L(0.2) bb 6 a I 2x8 O Span=40ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, 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 0 +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: 17154172 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,12 47PM ts12017117154(Fields Apartments-Otak)ICaIcuiations1General Apartments Design IApartments 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 • • 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 2018,12 47P Wood Beam is12017117154(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: 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-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(0.01381 L(0.046) 5.50 X 2.50 Span=6.0 ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, 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 = 591.72psi 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= 0<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 ii• +D+S+H 0.050 0.050 +D+0.750Lr+0.750L+H 0.154 0.154 +D+0.750L+0.750S+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: 17154174 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1247P Wood Beam ts12017117154(Fields Apartments-Otak)1CalculationssGenerai 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: 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+0.7505+0.450W+H 0.154 0.154 +D+0.750L+0.7505+0.5250E+H 0.154 0.154 +0.60D+0.60W+0.60H 0.030 0.030 +0.60D+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 111 • 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 2018,12 47P 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: 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 1,600.0ksi 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 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0138)L(0.046) P P P b P 5.50 X 3.0 14141 Span=8.Oft 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=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+0.7505+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: 17154176 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:47PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ve..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+0.750S+0.450W+H 0.208 0.208 +D+0.750L+0.750S+0.5250E+H 0.208 0.208 +0.60D+0.60W+0.60H 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 • 11111 177 ESE BE N V E fl PHOJECi (1,A ovr vv1 4„1,2s I, Enayat Schneider,Engineering,Inc. _ 11110 SSE OMAHA DENVER ► 3141 Walnut Street Denver,Colorado 80285 PROJECT R \ S I BY C� SSl OAEUS (12819041234 � � ESEENVER 1�� DATE � P' '\ct PAGE ESSRORMEANO t Qc.Q C,A.: .c. t" 'v..'`i...-. ✓ x -rl . UC' T.vy (Ay{ 11nr......Ave rC& N 2012- qt. Z. 51-y, 00151 n • (1(60e-Aef (,(Y- 1-1aQ1 D(xx) 2 S') 1-r, ;`• vv-vk ,S4co6A v 4v-'dor- - (3)2q, d"> ea vor\diz n v, ( � get ,S am u - E .T-ri," .. -..... - 1,1° ,eC917 Z' l..E. tl -S 10.e4-......... ...M -(3°10 .. Z ...14 4►cr(40!...0.S(:‘21(\)) 25: 2�t Pte' .-.4.7n . sy r r 2.4Z °I v-ecn) r 25Ce ....pfei > 1.3.Z�t � •"' c�=��, • ° CHECKED DY: DATE: 178 PROJECT dh Arrfinnoirvi-6 .... .... 4i 3141 Walnut Street,Suite 2034 e- e Enayat Denver,Colorado 80205 11201 904-1234 PROJECTII BY (--r- Schneider Smith yi DATE -14 (n)1? NE Engineering, Inc. weAa01-,/ CO1/4- CA'k)64C1°\n AiN1 1 ( CkTN.'\--IrN•03 4.4 kAr At, . — \%,s 21D1 tko rAt Oci-0(5-0)M 0010 4-N-tt6/4 51.itnoo.hi 0 (s, tye) Ltea- 0. ?qc-i (0);eqsk )1/4'NA-3 kkr-v " -Wq tfi4,A6 0 ries SFAVA I 4415 2* 0 . 0 CHECKEIT BY: DATE: FIELDS APARTMENTS ESS NO.: 17154 • • Wall Stud, King Stud, and Post Design • 179 ESE DENVE1 moo Ne1Glo ct (tivvop, Enayat Schneider,Engineering,Inc. SSE OMAHA ► 314164ainulStreet Denver,Colorado 80205 PROJECTS l�� BY a • SSI DALLAS ESE DENVER [1201 904 1234 DATE 1 ft 120 i'15. PAGE ES PRUNE! N.CI + 1 O;iq ►jam 91 0 " ��� I � (VA X112 ,tp � �r �2� 7 a. c .. In w,ra�N �L� p til j( %n ��o/t/ r�� l :v ..�E N `Pa5S4 L ¶Z- cow p-1) LotecV 749 I-I 1,4 3u4 to0.0..:: I.ss< c ft, 4f.. ,4"4.,,-.03i!h t e,sj ..� 6/4 `t.,. 50 1,10 (C " Xui c tAD 1.4 2 dlPg kVA 1 suzh, O kc £(3OO <<elk [Apt . � L ), • 0 L(Np,4 y'2.170 u DENBY: DATE: 180 ESE OMER POOJECT eikcio il-pwrioNve..,:t6 A Enayat Schneider,Engineering,Inc. PROJECT 11 (41 Sil BY (X SSE OMAHA 0- 3141 Walnut Street hoer,Colorado NM SSI DAltAS1. '•• 11201 904 1234 BREMER V BATE I 2- 1 -(:)14"K PAGE 111 ESSPORILANO fAil-t-i _ -,--i-tx.is - E- -i, W------°It C)4 i i6f-i Clf- Pf. V-1,0012., wrozon, -lkAJ -t00-0( IPty,-/VIA43 e 4,10 / 2,-f.kv m tG R.ft,ec, 4-vlis. vo-t"tvk ti.,,AiAtil :i., i) . ,f ,..- 2.1 r(x4 b--- 7 r( f ) +V.(2_40 2,- 5tpr. (N1 -(Rol(2__)-;-, 3{044 tib flq(IL'llz)--- 6-4- G6 RA-1-fve, kele sql* '-7 1.‘,7: r+,(‘-(0(YA ( (k30,(-5)1-- 5`-(l)fa(tkii,7_) r- 112_D to b c---tiOtAnickA !-.1fe-xl..(1Y1177,1 ct_pX, ey-i CFA 6 g S'k,i k-i:ilk:_,:c - Loc,14 levotylv\i-A e. ce,„.4 o fial(6.v,ft n ,v1.-\ k)r._' J . r- VI IT ' L-I,V NIT.X Xt ca t• I LI,-- 1( tO p 5 )E -i- e(T s = 141 ( ,..,, -,70- gc,e .f4 Zt-00,ett (e)>A 4 rieLvl LL;-- 2' (1-1 0 r:-,--\j( ciir.,,)±- v-t )el r IQ) c1/4-1 v 4 8,41v1\ cov,k+0Ga. 0 F!,-- VV.-,,, i NTEP.--1 0 g STI.A LS 21((o QP- n 6 1646c 7., -k- --Nwl--4L.ArtA usre016 ----• cZLi '12 , ov- L-, 1._-7-7-D e-4( C4r)(4)(I 7) 7'1 (1(:)be. P °1(2 : 2 00 04 `,12.±.L.b.LL412 e y2A4-1,110 Li--' "t6 p6 PA sY 1.1 '-- t - -1 0 1•P(" ia) o L . e .ft(qa)- ( ,1eq . rqd -F1-000- ...--...._______. ---kv-0 ‘,..b..--_; LL.' 2- 0--,Q(2-)62_11) LI--LAti l's (.2-)(7- `)7-- ci 6 It (RP/0= e O 7.1 ,f_Lvog 0,,Qc1(z_kui),R, sist 1 ,$ 1 cp, MT 4? e itpl'oc j kA,,,-,14 -.1 (ovv.'ctOy- 4, iri4 1.:-;:,gisc4(2)-+ '7..T, -P•-( ) .-( %A 4,-iq,e7(ez 0 (>4)' °1 We 1 I'V -1 rI.711791 llo 1 1:4,FIl:_-10.F14(a 1 tOVIN4-( )J-? t.:---` 11,' '(2.5(4) = 9. 1 plc("17)': r-y -k(A; ( Iv(v4)::- ce. pq-et4r. :.• 0 0 CHECKED DY: 1 UTE 1 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154181 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 1245P Wood Column 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 Lica#: KW-06009534 ,-s -.. 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 Wood Grade No.2 5.50 in Cf or Cv for Bending 1.30 Area 8.250 in^2 Cf or Cv for Compression 1.10 Fb+ 900.0 psi Fv 180.0 psi lxCf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi 20.797 in^a Fc-PrIl 1 350.0 31.20ly 1.547 in^4 Cm:Wet Use Factor 1.0 psi Density 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. . . 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+0.7505+H 0.016 • +D+0.60W+H 0.486 0.486 0.016 +D+0.70E+H 0.016 +D+0.750Lr+0.750L+0.450W+H 0.365 0.365 0.016 +D+0.750L+0.750S+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: 17154182 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1245PM 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 tee.: , , 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+0.60H 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 +0+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: 17154183 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1245PM 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: (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 ,1 clen�7. Wood Species Douglas Fir Larch Exact Width 3.0 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 16.50 in^2 Cf or Cv for Compression 1.10 Fb+ 900.0 psi FY 180.0 psi lx 41.594 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi Fc-PHI 1,350.0 psi Density 31.20 pcf ly 12.375 in^4 Cm:Wet Use Factor 1.0 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. 40Columnself weight included : 32.175 lbs*Dead Load Factor BENDING LOADS. . . 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 0 +D+0.60W+H 0.972 0.972 0.032 +D+0.70E+H 0.032 +D+0.750Lr+0.750L+0.450W+H 0.729 0.729 0.032 +D+0.750L+0.7505+0.450W+H 0.729 0.729 0.032 +D+0.750L+0.7505+0.5250E+H 0.032 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154184 3141 Walnut St.Suite 203A Project Descr: ,1 Printed:21 MAR 2018 12:45PM Wood column ts12017117154(Fields Apartments-Otak)tcalculations\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: (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+0.750S+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 III +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 III Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1 71 541 85 3141 Walnut St.Suite 203A Project Descr: _--.-_ Printed.21 MAR 2018,1247P Wood Column ts12017117154(Fields Apartme ts-Otak)1Calculatons\General Apartments Design Apanelerds Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 L,f: ";KW-06009534 Licensee : Enayat Schneider Engineering Inc 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 Grading/Manuf. Graded Lumber Overall Column Height 9 ft Wood Member Type Sawn ',1 c31culat+ons 1 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 Fb+ 900.0 psi Fv 180.0 psi Area 8.250 in^2 Cf or Cv for Compression 1.10 lx 20.797 in^4 Cf or Cv for Tension 1.30 Fb 900.0 psi Ft 575.0 psi Fc-PrIl 1,350.0 psi Density 31.20 pcf ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc Perp 625.0 psi Ct:Temperature Factor 1.0 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Builtup 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 Factors used 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: 17154186 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1247P Wood Column ts12017117154(Fields Apartments-Otak)1Calcuia60ns1General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Buud:1917.12.10,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 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 0.124 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 III +D+0.750L+0.7505+0.450W+H 0.0000 in 0.000 ft 0.093 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 0.124 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 0 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154187 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12:47PM Wood Column ts12017117154(Fields Apartments-otak)1Calculations\General Apartments DesignMApartments 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 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 (Used Wood Species Douglas Fir Larch Exact Width 1.50 in Allow Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Fb+ 900.0 psi Fv 180.0 psi Area 8.25 in^2 Cf or Cv for Compression 1.10 lx 20.797 in^4 Cf or Cv for Tension 1.30 Fb 900.0 psi Ft 575.0 psi Fc-PHI 1,350.0 psi Density 31.20 pcf ly 1.547 in^4 Cm:Wet Use Factor 1.0 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=9.0 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 O 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 +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: 17154188 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:47PM Wood 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: 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+0.7505+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+0.7505+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.018 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 III +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 0 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154189 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 12:48PM Wood Column ts12017\17154(Fields Apartments-Otak)1Calculations\General Apartments DesigiMpartrnents 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 ndc c;lculatr Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154190 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 12 48P tsI2017\17154(Fields Apartments-Otak)\CalculationstGeneral Apartments DesigntApmtments Framing Design.ec6 WOOCJ'C+O�tLl11111 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) 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 0.012 0.012 2.654 +D+0.750L+0.750S+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+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.011 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 III +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 4110 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154191 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1248P Wood Column 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: 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 l Used for r100-sh,rdcr c alculaiions ) Wood Species Douglas Fir Larch Exact Width 1.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Fb+ 900.0 psi Fv 180.0 psi Area 5.250 in^2 Cf or Cv for Compression 1.150 Fb 900.0 psi Ft 575.0 psi Ix 5.359 in^4 Cf or Cv for Tension 1.50 Fc-PrIl 1,350.0 psi Density 31.2075. psi ly 0.9844 inM Cm:Wet Use Factor 1.0 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. . . 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 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 0.909 +D+L+H 2.349 +D+Lr+H 0.909 +D+S+H0.909 • +D+0.750Lr+0.750L+H 1.989 +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: 17154192 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1248P Wood Column ts12017117154(Fields Apartments-Otak)1CalculationstGeneral Apartments Des \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) 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 0.009 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+0.750S+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 III +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.024 in 4.027 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 0.033 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: 17154193 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 12:48PM Wood Column 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: 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 Wood Grade No.2 3.50 in Cf or Cv for Bending 1.50 Fb+ 900.0 psi Fv 180.0 psi Area 5.25 in^2 Cf or Cv for Compression 1.150 Fb 900.0 psi Ft 575.0 psi Ix 5.359 in^4 Cf or Cv for Tension 1.50 Fc-PHI 1,350.0 psi Density 31.2075. pcfly 0.9844 in^4 Cm:Wet Use Factor 1.0 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 K1: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 . . . 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 568.13 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 0 +D+0.750Lr+0.750L+H 1.769 +D+0.750L+0.7505+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: 17154194 3141 Walnut St.Suite 203A Project Descr: Punted.21 MAR 2018,12:4BPM Wood Column 1s12017117154(Fields Apartments-Otak)1CalculaUonslGeneral Apartments Design\A artments 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: 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 @ Top @ Base @ Top +D+0.750L+0.7505+0.450W+H 0.009 0.009 1.769 I +D+0.750L+0.750S+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+0.7505+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 III +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 110 FIELDS APARTMENTS ESS NO.: 17154 • • Miscellaneous Design • 195 PROJECT 3141 Walnut Street,Suite 203A • Denver,Colorado 00205 PROJECT k• r-j—I BY OA.Enayat Schneider Smith r l/201 904-1234 DATE *;( I LA 1 9 0 IV PAGE Engineering, Inc. ,, zstaas.-3, „„r 2 LO'0" ly\pv,A w`o\oc . ..... ....... -fp co(A), 1 ..5. .. IL 20KE. .(.00f,-14- mek.vs,ey (toe ao w-tyvn tyr \ 7.4tNra 1. V \( QV: ;104A (2) '12-44 in '(‘,1 100 tit • = 'Ztit I -e-6).(6t 0 ao) 0 kaft_v „, d tea..(904,1 b, ) (C.) 10.11)-f 2-c65 0(.4.. 40 0 CHECKED DY: DATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154196 3141 Walnut St.Suite 203A Project Descr: Printed:22 MAR 2018,12:14PM Steel Beam ts12017117154(Fields Apartments-Otak)1Calculatons\General Apartments Design\Apartments Framing Oesign.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(0.27) X -.-- _.-. __ _ .. HSS4x4x 1/4 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 - Vertical-Reactions - Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Suppor!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+0.7505+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+0.750S+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: 17154197 3141 Walnut St.Suite 203A Project Descr: Printed.22 MAR 2018,12.13PM 0 Steel Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignWpartments 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 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) X X H SS4x2x 1/4 t 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 kift, Tributary Width=1.0 ft illDESIGN 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+0.750S+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+0.750S+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 +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: 17154198 3141 Walnut St.Suite 203A Project Descr: Printed:22 MAR 2018,12 22PM Steel Beam ts\2017117154(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: 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) 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 k/ft, 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+0.750Lr+0.750L+0.450W+H 0.344 0.344 +D+0.750L+0.7505+0.450W+H 0.344 0.344 +D+0.750L+0.7505+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 199 PROJECT -iPJnkb Ipac(wuw.'th 3141 Walnut Street,Suite 2030 • Enayat ►- De ever,Colorado 80235 PROJECT# V- -1r`{ BY eX Schneider [72019041234 E s ithrin �,,,` DATE -5(ED(2 I�( PAGE neInc. : .. ,.41 ..N( u ® 2 ( -� 1t Ork)` 12-6 eic E • 0 2.E ��' C 2r) (�w, UL-C.. O +� v .......NO S... 2O1.2.. `M A ..Q bbeit oca 1-1°1.2�1 f-Ao no-.0 (0-p`~ I .6 -! at..JIto'I ..10E, 7 q-SO ( MiT.4 0 • O CHECKED BY: DATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715400 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018 1249P Wood 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:Ems/at 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 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 : Beam is Fully Braced against lateral-torsional buckling D(0.05)L(0.2) t t b d a 4-2x6 Span=9.0 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=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 = 1,032.85 psi fv:Actual = 47.61 psi FB :Allowable = 1,170.O0psi 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 Ill +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: 17154-'01 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:49PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculatlons\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" 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+0.7505+0.450W+H 0.932 0.932 +D+0.750L+0.750S+0.5250E+H 0.932 0.932 +0.60D+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 • 411 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715402 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 49P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations1General 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: 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 i BC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi 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 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.025)L(0.1) b b b b I 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 = 1,032.85psi 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 = 8.573 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+0.750S+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: 1715, 03 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12:49PM Wood Beam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Designec6 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=90" 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+0.750S+0.450W+H 0.466 0.466 +D+0.750L+0.750S+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 • • �- 204 PROJECT 1=1 titet1tJ aicxrretn. n\M 3141 Waluut Street,Suite 203A Denver,Colorado 00205 PROJECT✓E BY ( Enayat !` Schneider [1201904-1234 IP Smith y� DATE 1� PAGE Engineering, Inc. C o i � . a 7 eCt- Lee u,,v5moi kt t v,p fo f......Y..1 .C' .......E:47AtX3 o � • . ., ,la1r.::CA Jr-i ► 3 Qc -s 04f) -1- 0-n‘cAY( , : t\rld tAkt sP-wL rr ±r.'k'.. cam, 4-9; (,‘ =C) ea C «c1 z u1 cyrie:VA tfit (4), 11/4)t-v\eA Lac c� kb9 --e) ,Ar1Ckc rloA,c kt,,1Ch 1 ' ilk: 10,4to (.1 v ctx"ovk5 v9V., 0, 1_4 ?Cr...44-1 -PCt r " l CHECKED BY: `°� DATE • 205 t i I PROJECT .d. G..• .. T. ' 4i 3141 Walnut Street,Suite 203A Enayat Smith ,, IN— Denver,Colorado 60205 PROP I�1 I BY a- .• Schneider [1201904-1134 DATE 212 -f2.0I"e PAGE Engineering, Inc. ...C..AN©g\t itECItjNi ("Orr( b` 2 4. ,,0>e4k, Courtto, . teI 11- 3e ILA to r of tA ,ii o 74 `- n i.;:.i N, \.11 ;r 1.1011.( 1...(1. 7. SCAt' %) r..t p • o .� O ; , ti.erl -0:Ad-)i c' 1,k spf`N 0 i2,1 V..- t L} (51,0a �Zits + e 2..$2, -a- , 7,' J .6.44 .... x ,ANY.N., t l_, I, i „ V:Q,i.PA, v*eNv° ,.4! ..L 210 4 i a - -4 l..v 1...ih'. } _G,1.1,-..2_1•10 h o ~r"- "1 4,14 v 6`3;1/ .,,.zs : , z .(o Ito 5 FloI Lb »•. vtc okoxit --r, o . 7 '''' s 7 c1 00 4- VDI 1.t) -'• k E IF i.a.) 1 i = I ta.t.d. c ,b�l,I SsY0 hS3X' )0 1;. 17-ZOW CHECKED BY: ;4' m , DATE: 206 PROJECT e.AcI rtv`39,,t4A �►/A d® 3141 Walnut Street,Suite 203A ► Denver,Colorado 80205 PROJECT 1t 1 3-1 --1 BY CA— Enayat Schneider s [12019041234 ` III Smith i l® DATE (P 2-x:71 r` PAGE Engineering, I Inc. .A"N14.0914 N.7:4;-‘ f ,a 6 P ea,- `4 lift" e4 3i,... , _to. to) 11 O ✓Y 1k T.: • ' ti o O /To"% a°..c e10.( .r,v,ca...:rt� )M. v-k 0 0..1 5i a. I61` 7--0,)'1n AMY i!f ' / vU 60 ala I, ni. , J. O CP `eci.1/ ' ' t I.1"P1 'gin ''--'$ 2 I `7 " 0_ k..-r " v V -`e.i. ')--._ '"ELYL.1'zi.:L .,.�; 12- Mcg IN . Iv . L-kv 0. \I -&�l e a 0.1 0..->r� �8 .. 4'� 0•� �-Y' O ' .;;1/4^,o4.6-Yvv. AC' (.PA ktaa \,,`G_ p=-(Q I" ket" . 614 CHECKER BY: -E- NJ r(D, . )i l?. i.t ..( t_f , BAT Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171407 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:47PM General Beam Analysis ts\2017117154(Fields Apartments-otak)iCalculationslGeneral 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: 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 b + b Dfi+.B-r6)alcrt3i,g) + Span=1.0 ft 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 41) 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+0.7505+H Dsgn.L= 1.00 ft 1 -0.13 0.13 0.25 +D+0.60W+H Dsgn.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 Dsgn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+0.750L+0.750S+0.450W+H 41, Dsgn.L= 1.00 ft 1 -0.13 0,13 0.25 D+0.750L+0.7505+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: 1715408 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:47PM General Beam Analysis ts\2017117154(Fields Apartments-Otak)1CalculationslGeneralApartments Design\ApartmentsFraming Design.ec6 y ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#x KW-06009534 Licensee Enayat Schneider Engineering Inc Description: 1 ft Canopy Overall Maximum Deflections Load Combination Span Max."-"Dell 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+0.750Lr+0.750L+0.450W+H 0.015 +D+0.750L+0.750S+0.450W+H 0.254 +D+0.750L+0.7505+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: 171509 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 . • _ • b b • • • {n °� . 4 $ • ,;::.,Z..',-',.-$. 1 ted •.,-, Span=2.0 ft F 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, Trib 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 41111) 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 VnxlOmega 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 411, Dsgn.L= 2.00 ft 1 -0.25 0.25 0.25 D+0.750L+0.750S+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: 17154'10 3141 Walnut St.Suite 203A Project Descr: Printed-21 MAR 2018,1217P General Beam Analysis 1s12017117154(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 Schneider Engineering Inc Description: 2 ft Canopy Overall Maximum Deflections Load Combination Span Max '-"Def Location in Span Load Combination Max."+"Dell 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 W Only E Only • H Only • 211 PROJECT 9 9 rk r ‘0.14i 3141 Walnut Street Suite 203A • Denver,Colorado 00205 PROJECT' 141 BY cx- Enayat Schneider '111.- Smith y 1 11201 904-1234 DATE7 119011 PAST Engineering, Inc. js-) z3Lckt4,,,i6) 1-.64n 6q, V\& 4*. .()Sk't(QD `P) z) =se-tota 11 Lk kfq" to r- — 2'12_" g'12" 2" lubL 1zk6 0q,‘ e, 4V,,9(3 t'c' e'VAA0 LA0 • ced .C:kv,t RAn.oi szIA`Y.fpckcit„, 44, " • ' 1,st! '.6"`'' • " " 4-p ca-il 6(%A.) mvag c6•• - I " ' t)tc 441 DR—q-kNo,e_ 1..E164. T,4 -to 2 Kg_ g1,0e..tC,INC). o ed,pler ed clAqrkpAitke,e, 2:4 ,zyp 4 v %.0.0.4 (304k,c-ksi).(T12,) r: V-((''br)-z-210.0 -*.c4 • Aft 0 CHECKED BY: BATE: 212 PROJECT . 3141 Walnut Street,Guile 203A s Denver,Colorado 00205 PROJECT H 1 3-1 6 `! HY Cr Enayat Schneider 112019041234 I •Engineering,Smith r'� DATE 3(22-f2.0l� PAGE l Inc. SToI '1c.. 034.Spsti.44 1-.)1-7-.Q . 4 ( v‘ \-cker� w ., Z xC &ctl0...,- u a�f 'y` X (0'1 tet3 S .rta..a, t ( ( (oc ; T U6(C cL y tttp 0 a 4 L \/,/,‘ - 2-14.. . ��. 1.1.�� 1 ..� /.Z 144 o • 0 Ikites ,(1):-.=(,D. 4,7- (2,..10°0 611"c Ut? 6.S. Z , - • Ota akko c-riVvre-AWA 'lout or co o o • CHECKER BY: DATE: 213 -:.*4"4411, ESE DENSER PROJECT ��� C-{v�Qsr\t�� l Enayat Schneider,Engineering,Inc. • SSE OMAHA ► 1141A(alauESiren( Denver,Colorado 00205 11201 9091214 HMV K�a'i514 BY 0°° SSI DALLAS 1, ESE DENVER / DATE '2-12. 2(20 rf PAGE ESS PORTLAND e .......l. . ... ... - : c. ko - 'eg O V.ecc�f. ....... ‘,42("A. Q ofj = (2Al14'Ar 1 S. 14 1 ,Q4,N. i,'C) ': 1 0 Li, _ t 7(7k,,I. 1 .,. �.4.,; 4 ► r (ti, - (I 217:.9��..':.... ...t. u\< < 2 2 0 G14 i, .1' 0 S-e'n c--i`r'\t\ 1'ev.ot. .\f k_,,,o--4 • o e4c e- (.i �5 c 11 I C. . ��.S 5"" 0116 ,�/C,.2 " (P�(P) --L—.J ,--.... - ' 7:.:,14-- --- 41 1_ ':. ( � rkm..a1 '' 0 ifiS" 0 (-72-'1/4--,(t 1° 2./.:6..............0,2-.1.?.)-\,e-,, hlA6 , .2. 4165 QIAT c Q6t....S.1-1/1di i' lA > Z1 a l 's 1 O g III 11 CRICKED BY: DAM I 214 ESE DENVER PROJECT 'PI d do Arol-f w\or<lro i.i., [naval Schneider,Engineering,Inc. SSE OMAHA it.-- 3141 Walnut Slfeet Omer,Colorado 80705 PROJECT II t. -1 r04-1 BY QX Ah SSI DALLAS . [1201 904-1734 lir ESEOENVER V. DATE BATE 122(2-0 IV PAGE ESS PORTLAND 1 fau.s 15 !S), .,_(.. .0.. N C:',?.-5 1/,150 2:a til' -*?./ 2 . .. NliA- 2,0-Cile(;i5) - 4001,14 4 ----- )3\4-n44/ / 0 i g" jt‘r\l . tlINS '.(0-0\. 0 , MIMI 7,... zi tt ...,r ,... :-- i'lq'r ill !s-% ,t,,,_ 2,0 In -T,c z vib. GOAD,tv.Vs,s ,,, 1..„st to. • ,- .--- C T-E= 2.`.1.2_4 Po St' ial sorei,..) /- BM • - -. • c i ,7,r,iv1(sioDu.,3(1-,A) ---- trairn tit) 4 1 0.. '.. Via... 1,7,, l'21 CIS itivr4A, (.0 cis) (460-4 Oikkox" /i \ , o Pby- 111,4_ , RLE clt. 21,72:L. -3._____II 7-*1040 . . 1;54-0.41 ' - .4;„ to ty,Osxy\b) 0 I-Q,- 51:1_ 1 (*.ekk32- 4- H : ... ,, 0 e 6..1.1b Lid 01\ 0 4.1c CHECKED BY: BRIE: FIELDS APARTMENTS ESS NO.: 17154 • • Site Structures Design • Enayat Schneider Smith Engineering JOB TITLE Fields Apartments Mailbox Structure 215 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 <_ 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 y=0&180 deg Flow Case 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 Cnl 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 Flow Case Edge h= 9.5 ft <<_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 >9,<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 216 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 CI,TW Cm,milini m, a&OA•i 1 i WIND m! limodi WIND DIRECTION .0 DIRECTION .0 y= 0',180' y=0',180' PITCHED TROUGH L L 'Mg t-'Nt WIND diFifir DIRECTIONi 1III4r DIRECTION y= 0' .0 .0 y= 180° 1 > 'c"---1 MONOSLOPE WIND DIRECTION y= 0°, 180° L L L III f- Alioitr/ �------ /' ,e,,,,, ,. ,/ . WIND 9, DIRECTION WIND WIND DIRECTION DIRECIION4p MONOSLOFE PITCHED TROUGH WIND DIRECTION y= 90° MAIN WIND FORCE RESISTING SYSTEM 'l3111.1 1 -, 1 1 1 1 3 3 e< lo, e> 10' III MONOSLOPE PITCHED OR TROUGHED ROOF COMPONENTS AND CLADDING 0 -••• 7, \le dj • slt" 9, . . . ., , ci) 4, ' "IV •, .. 9, / '• / 4) --., .., ... _,, , ,. i. , P A - / / ' V / ' / !I/ /.•? /..'.:sC/- _ 9,, /-s.,.,,.,,- ,is / "•4 N. ... i+ , ,' ,—/ i . — 70 ., , = , • ‘ ,. l' / .,/, / / . — q /// „;..411., / / / . , , . , i I.) , , , - .., • , .. , / , . ., .. / _ •.. _, .. 7, i // . „ . , . - 4... , . ,„,,,,,, / f .,- ,.; ,i' ---, 74, , / / 4- ,.... 146, / - ig / ... 0 r's,„ , -'-*,,,•.; '''.:4.,,, .V 4, .1 / . 0 'NNs, iti / . .. 0 0"0. o ' ' ''- ;.e: .•,%04. --„ :',y'' , 0 i) A • 2.18 • , PROJECT PAr,�/, . i_ . tn .tn' 1 3141 Walnut Street,Suite 2034 Enay t ► Denver,C9rado 00205 PROJECT it r4-1 �-`I BY C Schneider • Smith rBATE 2-12 1?I:). PACE Engineering, Inc. (A.) N o 'irn .P .,.�., ti24F our ��SF`I t� ( k,) I*sp y .o , .T.Pi/2.)- LIN..P IP 9 -F v -a v„t .- (i rv.etsyN s\-,( to l+,vc:vc ..6) Z2,.1)(M y 13 ('4 W le W wrcl ��n YC • O ox) :+.......4 r4 -0kc cu1,u� (94C134Y.2.2."3-G,(110- UP (to. d. Pte-d,•..1,(.e Q t�...0 Q. l .. - ifa1IINII*41.100� :�•.Is.'N'Iry urs!• 0 11111 CHECKED WE: 21 9 PROJECT Fi et c& ` CSC 0,"Pti to ��A Ii 3141 Walnut Street,Suite 203A Envy t ' Denver,Colorado 00205 PROJECT II 1 'S Cl RY LT • Schneider. 1120]9041234 Smith DATE2 - 2 h�t PANE Engineering, Inc. ` cz.(.. (�.„;eac\ L.0c,ct ` �L /Lo..! • 220 PROJECT F;e1CU VA-eaore'`^^Q,,c•Ji . 3141 Walnut Street,Suite 203A PROJECT 1-4-1 -)`--\ BY C EDenver,Colorado 80205 Schneider (1201904.1234 • S Smith yl DATE Z-174-01 PAGE Engineering, Inc. V fid :....oAn dokAAs ' '(a1 [6142 == ,� 419.4 Ut.o -47t 40-4 ktrel t`'1 t-I U� 0 (. '4 . ' -°-1') -2 ky 04-1,4(ASF = 1Ca t 2 .u-V\d b. .. ort. (► 6s0E1.61 (2 In . A-t'e r.c= 2 r t o ( r( {y, D r .( / LIQ olp ° � tA .t:.>: ....... '- e Ipe c A- (3 )(,t-, - 141 qz tc .t.£ c ..�,3 f4- rt 1"Z( ..r.cYz 260 1U. .i..z 2 ‘A ,>r..�,ceit a. E i Q t1 2.fin... . L)" ..%.'i.5 o 1111 Vwc�l1 �: �-�.�,.�/�`t c.�. = �I. NO LQ .� NO LONGER USED ttoat Yv4`Y1 i 4P"217-6'1CHECKED BY: . ... n0,9k)(.�.,.i. �+Cgl$)= I( `� ;ti`KF ?C?i BATE: r 221 PROJECT tial.r1tr' 1,I 1 3141 Walnut Street Suite 203A Enayat Denver,Colorado 80205 PROJECT ( `'"{ BY Cr • Schneider '"'1;'- [120]9041234 Smith r�, DATE 2---/2*O/0 PAGE Engineering, Inc. ,'.= h:1.31- 0 f —�. `...1..:r.r i� ; clt (1cx-`r @v1 i 1; I� : . .. ol 0 W (1) Sill"t 10Lf s o `! NO LONGER USED - a . , • o o A : .. tk .0.1,x(1 )C4 1A,1 (U2_zu-3 -', kiv_5 cl ,.'-vim ���, 81`1'`6 -q � �.��>.t ... . uA.° O t( t \ Q • O CHECKED BY: DIE' 222 PROJECT t i I CAS ► ..r•Pots-� • - �� d® 3141 Walnut Street,Suite 203A Denver,Colorado 00205 PROJECT 11(71?1—) BY SchneEnayat ! 11201 904 1234 • Smith yl RATE 3f 2 /at(2,1 PAGE Engineering, Inc. IA i eia { r (0" (�1,4 sitt4rI,... . 41 1ry)= 6,2 ,6,61 scaF4 t� . .Q.1 c n 1 -b4eik 0,061 W • ,„D a -L.0 eLvat, Q-0,/-- 0..9 2 0)(44 111 Lig I (4.. t - nccc ° • CHECKED BY: BATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 171523 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,12 48P *Wood Beam ts\2017\11154(Fields Apartments-Otak)\Calculaiions\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 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 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 : Beam is Fully Braced against lateral-torsional buckling D(0.020)S(0.050) o * 8 0 2x12 14,1 2x12 2x12 r4k Span= 1.580 ft Span= 16.0 ft Span= 1.420 ft 4110 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 = 0.792 1 Maximum Shear Stress Ratio = 0.217 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 819.56 psi 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 = 1.580 ft 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: 171524 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:48PM Wood Beam ts12017117154(Fields Apartments-Otak)1CalculationstGeneral 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 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+0.750S+0.450W+H 0.552 0.541 +D+0.750L+0.750S+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: 171525 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 48P Wood Bealll ts\2017117154(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 Lica#`. 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-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(0.020)S(0.050) b M1 ,, b 2x12 2x12 Span=2.0 ftIn Span= 1.50 ft IIIIApplied 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 +Di-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: 171526 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12.48PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCAIC,INC.1983-2017, :10.17.12.10,Ver:10.17.12.10 Lic.#:KW-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+0.750S+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 • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715427 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,12.48PM Stee I Beam ts\2017117154(Fid 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: 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). X _ b -- b -- _ b b A'RT HSS6x4x1/4 1 <r , Span= 10.0ft 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+H 0.561 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 +O.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: 171428 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:48PM Steel Beam ts12017\17154(Fields Apartments-OtakKalculations1General 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" 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: 171429 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 48P Steel Beam ts12017\17154(Fields Apartments-Otak)ICalculations\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: 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) HSS6x4x I{4 Span=8.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading IIIUniform 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 • +D+0.750L+0.7505+0.450W+H 0.350 0.350 +D+0.750L+0.7505+0.5250E+H 0.350 0.350 +0.60D+0.60W+0.60H 0.097 0.097 +0.600+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: 171530 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:48PM ts12017117154(Fiekts Apartments-Otak)1CalculationstGeneral Apartments DesigntApartments Framing Design.ec6 Steel earn 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 • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715431 3141 Walnut St.Suite 203A Project Descr: Printed 23 MAR 2018, 116P Steel Beam is\2017117154(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-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 a 2< x X 1 L4x4x1/4 TTS 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+0.750S+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 0 +D+0.750L+0.750S+0.450W+H 0.207 0.207 +D+0.750L+0.7505+0.5250E+H 0.032 0.032 +0.60D+0.60W+0.60H 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: 171532 3141 Walnut St.Suite 203A Project Descr: Printed.23 MAP 2018, 116PM ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 Steed Beam 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 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: 171533 3141 Walnut St.Suite 203A Project Descr: Printed.23 MAR 2018,119P Steel Beam ts12017117154(Fields Apartments-Otak)1CalculationstGeneral 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: 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 D(08012) t- s __._ p - b iXX X L4x4x1/4 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 110 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+0.750S+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 0 +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+0.60W+0.60H 0.055 0.055 +0.60D+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: 171534 3141 Walnut St.Suite 203A Project Descr: Printed:23 MAR 2018, 1:19PM Steel Beam tst2017117154(Fields Apartments-Otak}\Calculations\General Apartments DesigntApartmerts 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: 171535 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:48PM Steel Column ts1201717154(Fields Apartments-Otak)\Calcula8ons\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 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 I Omega:Allowable 17.760 k Ma-x:Applied 1.568 k-ft Maximum Load Deflections... Mn-x 1 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 O.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: 1715'36 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:48PM Steel 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: 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+0.7505+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 +0.60D+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 @ 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+0.7505+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.410 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+0.750S+0.450W+H 0.0000 in 0.000 ft 0.307 in 9.500 ft Ill +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: 1715437 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:48PM Steel Column ts12017117154(Fields Apartments-Otakj\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 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 Ryy = 1.510 in Ycg = 0.000 in • Sketches Y Z. Si \) Load X 11 ✓i 1 i •I 4.50in I I Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171438 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 48P Steel Column ts12017117154(FieldsApartments-Otak)1Caicutations\GeneralApartmentsDesign\ApartmentsFramingDesign.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 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 klft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2173 :1 Maximum Load Reactions.. Load Combination +D+0.750L+0.750S+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 I 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-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= 0.02082 :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/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 0.211 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+0.75OLr+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 1111 +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: 171539 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 12 48P Steel Column m12011117154(Fields Apartments-Otak)\Calculalions\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+0.750S+0.450W+H 2.958 0.292 -0.948 +D+0.750L+0.750S+0.5250E+H 2.958 +0.600+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+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.168 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+0.750S+0.450W+H 0.0000 in 0.000 ft 0.126 in 9.500 ft 0 +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 0.168 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: 1715440 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:48PM Steel 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: 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 Ryy = 1.510 in Ycg = 0.000 in Sketches • Load X 1 II __ 4.50in • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 171541 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:48PM Pole FootingEmbedded in Soil ts12017117154(Fields Apartments-Otak)ICalculationslGeneralApartments Design\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 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 pcf Max Passive 1,500.0 psf 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 .t Minimum Required Depth 0.0 ft IIIFooting 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 k 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 Forces @ Ground Surface Required Pressure at Depth Soil Increase Load Combination Loads-(k) Moments-(ft-k) Depth-(ft) Actual-(psf) Allow-(psf) Factor S Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171542 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 49P Concrete 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: 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: 13 = 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.Oin Diameter, Column Edge to Rebar Edge Cover=2.Oin Column Reinforcing: 6-#5 bars " • ,eam 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 *Mn-x= 79.158 k-ft Mu-x= -2.613 k-ft (P 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 General Section Information. = 0.750 =0.850 6 = 0.850 Column Capacities... (p 13 Pnmax:Nominal Max,Compressive Axial Capacity 755.75 k p %Reinforcing 0.7309 % Rebar<Min of 1.0 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 • Governing Factored Moment Dist.from Axial Load Bending Analysis k-ft Load Combination k Utilization X-X Y-Y base ft Pu (p *Pn 6 x 8x*Mux 6 y 6y*Muy Alpha (deg) 6 Mu (p Mn Ratio +1.40D+1.60H 2.73 2.48 481.79 0.000 0.005 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154043 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018 12 49PM Concrete Column tss2017117154(Fields Apartments-Otak)1CalculaiiionslGeneralApartments DesignlApartmentsFraming 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: Steel column footing Governing Load Combination Results Governing Factored Moment Dist.from Axial Load Bending Analysis k-ft k Utilization Load Combination X-X Y-Y base ft Pu c) Pn 6 x 6 x*Mux 6 y 6y*Muy Alpha (deg) 8 Mu rp 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 +1.20D+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 -131 180.000 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+1.60S+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+0.50S+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 Cil 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 • +D+0.750L+0.750S+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 +0.60D+0.60W+0.60H 1.568 k-ft k-ft +0.60D+0.70E+0.60H k-ft k-ft D Only k-ft k-ft • 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: 1715444 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018.12 49P Concrete Column 1512017117154(Fields Apartments-otakj\Caladations\General Apartments DesignVApartments 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 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 11/111 Isom Interaction Diagrams • Concret Col mn P M Interact on Diagram Concrete Column P-M Interaction Die9ram Phi'Mn @ Alpha (k-ft) Phi'Mn 5 Alpha (k-ft) 550.0 550.0 495.0 -- 495.0 440 0 - 440.0 3850 __. 385.0 330.0 330.0 F. 275.0_ O. 275.0 220.0 220.0 165.0- -135A- _.... _ .. 110.0 110.0 55.0 55.0 _..... • .. .. _ 9.0 045 10:4 Do.o 94.0 iM.S 4111 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171545 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:49PM Concrete et@ CiO�U Ill h ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesigntApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10,17.1210,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 5 Alpha (k-ft) 550.0_ 550.0 495.0 495.0 440.0_ 440.0 385.0 \ 385.0 330.0 \ 330.0 ` -- 275.0 275.0- : 220.0_ 220.0-- 165.0 / 165.0 110.0 / 110.0 / 55.0 55.0 i0.4 2u.5 31.3 41.8 oe.2---627- 73.1 6s.6 94.0 10x.5 0 .. .. . .. . --63.6 94.0---104.5 Concrete Column P-81 Interaction Diagram Concrete Column P-M Interaction Diagram Phi'Mn 51 Alpha (k-ft) Phi'Mn CO Alpha (k-ft) 550.0 550.0 411/ 495.0 495.0 440.0 440.0 385.0 385.0 330.0_ 330.0 275.0 ct275.0_ a` 220.0 u 220.0 a 1650 165.0 110.0 110.0 55.0-:. 55.0 .6 62.7 73.1 a3.o 9w.v-tat 5 .. 63.6 94.0 -104.5 • 1111 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171446 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 49P Concrete Column ts12017117154(F Apartments-01ak)1Calcutations\GeneralApartm�sDesign\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 PAA Interaction Diagram Concrete Column P-M Interaction Diagram Phi'Mn a Alpha (k-6) Phi'Mn 5 Alpha (k-ft) 550.0 550.0 495.0 495.0 440.0 440.0 385.0 385.0 �. 330.0 330.0 275.0- 275.0-- p 220.0 220.0 165.0 165.0 110.0-- 110.0 -- 55.0 55.0 02.7 73.1 85.6 94.0 104.5 •.•• •. .• 76.2 0[.7 73.1 to.o 9a.0 104.5 /J �,,...,�,�.,„.,.,�.,....,.•.,. „ C ,„,,,,,,.,,„....,��,.„.,m,.M..tee,,,,,. Concrete Column P-M Interaction Diagram Concrete Column P41 Interaction Diagram Phi'Mn 5 Alpha (k-9) Phi'Mn 5 Alpha (k-ft) 550.0550.0 5 _.. 49 0-.. 495.0 • 440.0 440.0 385.0 385.0 I 330.0 330.0._ 275.0 a` 275.0 220.0 220.0 165.0 165.0 110.0 110.0 .. 550- _.._-55.0 0•00---14:4-20.9-3173---4176- 542 atm- 7s.i os.o 94.0 104.5 6-0 10.4 Al at.3 41.8 2 02.7 7o., 63.6 94.0 104.5 • 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 2018,12.49PM Concrete Column 1st2017117154(Fields Apartments-otak)1CalculationsIGeneral Apartments Design\Apartrerns Framing Desigtec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.17.12.10 Lica#: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 0 Alpha (k-it) Phi•Mn @ Alpha (k-0) 550.0 550.0 495.0.:: 495.0 4409 440.0 385.0-- 385.0 330.0 330.0 275.0 -- 275.0- 220.0 220.0 165.0-- 165.0-- 110.0 110.0 55.0 -.... -.. 55.0 ..,• -10.4 2u.9 31.3 41.8 5e.4- 62.7 73.1 -846 94.0 104.5 .. • . 54.5 94.0 ---104.5 • 248 PROJECT " elQ6tn 1tr.-r'fW QAI\* �A�1 3141 Walnut Street,Suite 203A Enayat ► Denver,Colorado 00205 PROJECT# cD14 BY Cr Schneider [12019D41234 • Smith yl` DATE 2I2.ctSIa 1c‘ PAGE Engineering, Inc. 11111 O d :In C tulk-k,`t enveic. t%i $ MM IA. 0,a. .Lel....,:Se ' :rtn..( rt _ 12 ' k 2-`(p`'..................... .45 (5) _o • 0 O - - O • CHECKED BY: DATE: Enayat Schneider Smith Title Fields Apartments Trash Enclosure Page: 1 249 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,ACI 318-11,AC1 530-11 License To : Enayat Schneider Smith Engineering Inc. Criteria 1 Soil Data I Retained Height = 1.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 7.75 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = Water hei ht over heel = 0.0 ft Passive Pressure = 200.0 psf/ft g Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 7 Lateral Load Applied to Stem ` 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 \ (Service Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem _ 22.5 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 0 Overturning = 1.43 Ratio< 1.5! Wall Material Above"Ht" = Masonry 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 2,000 psffb/FB+fa/Fa = 0.928 Allowable = Total Force @ Section Soil Pressure Less Than Allowable ACI Factored©Toe = 2,742 psf Service Level lbs= 191.9 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: 2 250 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,ACI 318-11,AC1 530-11 License To: Enayat Schneider Smith Engineering Inc. Footing Dimensions & Strengths A Footing Design Results 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 f'c = 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-# • - t 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 244.4 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 Tog 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, III 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: 171451 3141 Walnut St.Suite 203A Project Descr: Printed 26 MAR 2018,1 17P Masonry Slender wail ts12017\17154(Fields Apartments-Otak)1CalculationsIGeneral 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: Trash Enclosure Wall Code References Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Calculations per ACI 530-11, IBC 2012,CBC 2013,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 0 Fr-Rupture = 61.0 psi Rebar"d"distance 3.750 in Minimum Vertical Steel% = 0.0020 Em=fm* = 900.0 Lower Level Rebar. .. Max%of p bal. = 0.1115 Bar Size # 4 Grout Density = 140 pcf Bar Spacing 32 in Block Weight Normal Weight Wall Weight = 58.0 psf Wall is grouted at rebar cells only One-Story Wall Dimensions A Clear Height = 7.250 ft B Parapet height = ft B Roof Attachment Wall Support Condition Top Free, Bottom Fix • A Floor Attachment II Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 22.50 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 25.0 psf Fp 1.0 = 25.0 psf III Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 1715452 3141 Walnut St.Suite 203A Project Descr: Printed:26 MAR 2018, 1 17P Masonry Slender Wall ts12017117154(Fields Apar sdkak)1Calc datiats\General Apartments Desig 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: 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 L/ 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 Aslbd 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+0.7505+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 k-ft k-ft in^2 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 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 III 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 +0.90D+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 in 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 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: 171553 3141 Walnut St.Suite 203A Project Descr: Printed.20 MAR 2018, 1 17P Masonry Slender Wall ts\2017\17154(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: 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 k 0.00 k 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 k 0.00 0.421 k +D+0.750Lr+0.750L+H 0.0 k 0.00 0.421 k +D+0.750L+0.750S+H 0.0 k 0.00 0.421 K +D+0.60W+H 0.1 k 0.00 0.421 k III • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715454 3141 Walnut St.Suite 203A Project Descr: Printed:26 MAR 2018, 1:17PM ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ec6 Masonry Slender Wall 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 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+0.750S+0.450W+H 0.1 k 0.00 k 0.421 k +D+0.750L+0.7505+0.5250E+H 0.1 0.00 k 0.421 k +0.60D+0.60W+0.60H 0.1 0.00 k 0.252 k +0.60D+0.70E+0.60H 0.1 k 0.00 k 0.252 k D Only 0.0 k 0.00 k 0.421 k Lr Only 0.0 k 0.00 k 0.000 k L Only 0.0 k 0.00 k 0.000 S Only 0.0 k 0.00 k 0.000 W Only 0.2 k 0.00 k 0.000 E Only 0.2 k 0.00 0 0.000 H Only 0.0 k 0.00 k 0.000 III III FIELDS APARTMENTS ESS NO.: 17154 • Foundation Design • 255 ESE DENVER PROJECT PI'VW^ 0-pcort tivtl Enayat Schneider,Engineering,Inc. PROJECT 11 1 ql 6(1 BYC-T • SSEOMAHA SSI DAMS 1.<' ESEDENVER 3141 Walnut Street Deaner,Colorado 00205 1/201 0041234 BATE t 0. FSE ESSPORRANO •P6kAl's6k16 .1, koP = 2 Dopptec- "Iv\• 8cce 4-k" ? 'lo k),) (irne+ P).41- cc , 2LI.ry v-- 4-tiv MN( t.txkO ( cvivot-09 ol_kco ! cahs) fel()r500o) ev- ,;( eip-100.c W.0 ------N>achl *01 -Vroyo ;toy-tte, ca,bt it, (see_ Kfittiv-qvn Pf-c (\e,Al2t) 24 \(4 -/ -oce.)e;s.c- , a.(ik uthc 1g 1VVrrl • 1164e-itirPe 00.4. WekcI al Mete + to(Y4-6-to`\+ li-HOptc 2:4-1-10e1;- '2-1-1-10pipp2.0Dopesn, 0 0.,theyii cloy- moJs IA)tAt oileFee te (9(04(1-(0 + 440 e(4 + 8c' tt 2°14-Re la(4 2-9LiCcla ti-6700(3c,-( 044 ez vv,,i-v) 0 ms/ C6N4 [OV`' ;11 tAdtVlat •/ QC)•(-- tg-6-3M\.)0,..kr4e "or\.e 04C-A t et3,r) 2-) ( .2) Orgri(4;09 1\-1 2-0Scit t 14 I. ,.(14(1. oV-- -kv-tpis:y6q ‘(P t. peed ) S (1-)CA k ki .e 2-2 -1) • cO\ic.,,t, CHECKED BY: DATE 256 ESE DENVER PROJECT R et& • A 4, Enayat Schneider,Engineering,Inc. SSE OMAHA . 3141W818111Sheet Denver,Colorado 80205 PROJECT 61 BY CT Aik SSI DOS 11201 904-1234 ESE OMR BATE_________________ PAGE ESSPORRAND • evyymnsto3-...1 wirpr Oki Gi V .c•-69,4 acl, 0\14.--0,-f-S•(6,2 0 7v)z)(1401/A.6)( i,.0) .30 et ezipt e 0 14/Le- CLOGO t 030-10‘e.„ - r. e 7( 1 b" a- rttio k1 cc Vieltivr(-t 10,6er.m, •Q`eqrk..\ — 0 • ik‘ 0,0ivi ?et kiNti= L .f-)0e,14..14:10) (.ps.)te-ct, soe(4-4,stfor(4- 0.e s4t,A, 6i)e .11 6 in oi ti v-14- 411.14,:hrn (igto4 Pler ‘f\,k-eAri-6c. -Ctes tly+: G3 ( I 4-11.211.1. 4-K t-4.4imt4c c -("et-(4 alee4 t.A *3, A(AA:/. q 144 0 0.0( -tv (pd. LOW CY1 See RAM:tAv m apArkciAn +co„ p‘r•iiiReINef,ed f-Ori9r‘A-v2q ft/Fcr\ktt\ ONVI 0 II(0" .etn voz/ zir pn3 t\r, 1,-4)6 Do.vmo2 Ncoic()= 0 Aw 4(.8vkir UQ '20 Z(fto kcior) e -64) ,41,4604,,,ro „toe) IP SeQCaliW"Vegb4;lt 1\-S> ca-0 t?k,--kix,41‘ v1 CHECKED Br k&iit ( \ co DATE: ,e.inAl4Pd 256a Company: ESS Denver Date: 2/22/2018 SIMPSON Anchor DesignerTM Engineer: C.Thomson Page: 1/5 Software Project: Fields Apartments • ala# 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,f'c(psi):3000 Anchor type: Bonded anchor 4io,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,hef(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 hm;n(inch):5.88 Inspection:Continuous cc(inch):6.43 Temperature range,Short/Long: 110/75°F Cm;n(inch): 1.75 Ignore 6do requirement: Not applicable Sm; (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> baa. 0 Cis 98 x • 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 256b SIMPSON Anchor DesignerTM Company: ESS Denver Date: 2/22/2018 Engineer: C.Thomson Page: 2/5 Strong-Tie Project:StrongProject: 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 <Figure 2> 0 0 O O 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 . 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.com 256c SIMPSON Anchor Designer TM Company: ESS Denver Date: 2/22/2018 Engineer: C.Thomson Page: 3/5 &Ton i Software 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 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(lb) Vuax(lb) Vuay(lb) -\/(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(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):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) • Nb=kc2alIYcherl 5(Eq. D-6) k, as f',(psi) her(in) Nb(Ib) 17.0 1.00 3000 4.000 7449 ONcb=0(ANc/ANco)WedNWc,NWop,NNb(Sec. D.4.1 &Eq. D-3) AN,(in') ANco(in') Ca,m,o(in) WedN Wc,N Wcp,N Nb(lb) 0 rNcb(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) TQ sr= Tkcrfshort-termKsat Tk,cr(psi) fshort-term Ksat Tk,cr(psi) 340 1.00 1.00 340 Nba=A5Tcr7tdaher(Eq. D-22) Aa Tcr(psi) da(in) lief(in) Nba(Ib) 1.00 340 0.38 4.000 1602 ONa=0(ANa/ANco)Yxed,NaWcp,NaNba(Sec. D.4.1 &Eq. D-18) ANa(in') ANco(int) CNa(in) ca,min(in) Wed,Na Wcp,Na Nba(lb) qj (Na(lb) 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.com 256d SIMPSON Anchor Designer TM Company: ESS Denver Date: 2/22/2018 Engineer: C.Thomson Page: 4/5 Strong-Tie Software Project: Fields Apartments Version 2.5.6326.0 Address: 3141 Walnut Street Ste 203A, Denver,CO 80205 III e Phone: 720-904-1234 E-mail: claire.t@essdenver.com 8.Steel Strength of Anchor in Shear(Sec.D.6.1) Vsa(Ib) 16grout 0 OgroutgVsa(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: Vby=minI7(le/da)021/da2al/fccal1 5; 92alifcCa11 5I(Eq. D-33&Eq. D-34) le(in) da(in) /la f'c(psi) cal(in) Vex(Ib) 3.00 0.375 1.00 3000 8.00 8052 OVcbx=0(Avc/Avco)V'edvV¢vV'h,vVbx(Sec. D.4.1 &Eq. D-30) Avc(in2) Avco(in2) Veav V o,v V'h,v Vbx(Ib) 0 OVcbx(Ib) 192.00 288.00 1.000 1.000 1.225 8052 0.70 4602 Shear parallel to edge in x-direction: Vby=minI7(le/da)02•Jda2alifccal15;92a-)ifcCa115I (Eq. D-33&Eq. D-34) le(in) da(in) as f'c(psi) cal(in) Vby(Ib) 3.00 0.375 1.00 3000 12.00 14793 1Vobx=0(2)(Avc/Avco)`j'ed,vV'c,VV/h,vVby(Sec. D.4.1 &Eq. D-30) III Avc(in2) Avco(in2) `Pea,v V'c,v `Yh,v Vhy(Ib) 0 04bx(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) 1bVcp=0 minikcpNa;kcpNcbl=0 minikcp(ANa/ANaO)Ved,NaVep,NaNba;kcp(ANC/ANco)V'ed,NPC,NV'op,NNbI(Sec. D.4.1 &Eq. D-40) kap ANa(in2) ANaO(in2) Ved,Na V cp,Na Nba(Ib) Na(lb) 2.0 51.65 51.65 1.000 1.000 1602 1602 ANc(in2) ANco(in2) V'ed,N Vo,N Vop,N Nb(Ib) Ncb(Ib) 0 OVcp(Ib) 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.71 Tension Factored Load, N.(Ib) Design Strength,oft,(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,eV,(Ib) Ratio Status Steel 989 2970 0.33 Pass T Concrete breakout x+ 989 4602 0.21 Pass 11 Concrete breakout y- 989 8438 0.12 Pass Pryout 989 2243 0.44 Pass(Governs) • 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 256e SIMPSON Anchor Designer TM Company: ESS Denver Date: 2/22/2018 Engineer: C.Thomson Page: 5/5 Strong-Tie Software 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„ V„a/iv 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: 1715457 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 12.48PM ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 General Footing ENERCALC,INC.1983-2011,Build:10.17.12.10,Ver:10.17.12,10 Lic.#: KW-06009534 , Y ;„ Licensee: Enayat Schneider Engineering Inc w< 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 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 = 3.50 ft Z Length parallel to Z-Z Axis = 3.50 ft Footing Thickness = 10.0 in IIII .., 4 .0 ,, . Pedestal dimensions... x w'- px:parallel to X-X Axis = 8.0 in '�. �. r._ ` 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 w Reinforcing Bars-parailet to X-X Axis Number of Bars = 4 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axisxy yatit , 'f Number of Bars 4 = ••'• 1 ' Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) -. ''"'`z'`",,:t—.,. Direction Requiring Closer Separation n/a „._Qa-„,„__ __�—,– #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-ftft 0 M-zz = k V-x k V-z = k 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 48P General Footingts\2017\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 %Hxp 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-ftlft +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(+7) 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,+7 Left,-X Right,+X Ratio 0 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+0.750S+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+0.750Lr+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+0.750Lr+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: 171559 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,12 48P General FOOtl tl ts12017117154(Fiekis Apartments-Otak)ICalculauons\General Apartments DesignlApartments Framing Design.ec6 Footing 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 Gvrn.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+0.50S+1.60H 2.241 +Z 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+1.605+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+1.60S+0.50W+1.60H 0.5111 +Z 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 +Z 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 +Z 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 • Z-Z,+1.40D+1.60H 0.5963 +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+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+0.50S+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+1.60S+0.50W+1.60H 0.5111 +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+0.50Lr+0.50L+W+1.60H 1.052 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50L+0.505+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,+1.20D+0.50L+0.70S+E+1.60H 1.052 -X Bottom 0.216 Min Temp% 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,+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+1.605+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 0.00 +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 0.0� +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 +1.20D+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: 171460 3141 Walnut St.Suite 203A Project Descr: Printed.21 M/YR 201B,1248P ts21117154(Fields Apartments-OtakCalculaons\General Apartments DesignlApartments Framing Design.ec6 Footing 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 One Way Shear Load Combination... Vu 0-X Vu @+X Vu 0-Z Vu @+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+0.50S+1.60H 56.70 psi 164.32psi 0.3451 OK +1.20D+1.60Lr+0.50L+1.60H 26.61 psi 164.32psi 0.1619 OK +1.20D+1.60Lr+0.50W+1.60H 12.93 Ds' 164.32Dsi 0.07871 OK +1.20D+0.50L+1.60S+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 164.32 psi 0.1619 OK +1.20D+0.50L+0.705+E+1.60H 26.61 psi 164.32 psi 0.1619 OK +0.90D+W+0.90H 9.70 psi 164.32psi 0.05903 OK +0.90D+E+0.90H 9.70 psi 164.32nsi 0.05903 OK • 0 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154-261 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 1248P General Footingts12017117154(Fields Apartments-Otak)1CalculationstGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009634 ::: _r.; � - 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 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 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%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 III .. 8" RI • Pedestal dimensions... x X px:parallel to X-X Axis = 8.0 in m pz:parallel to Z-Z Axis == 8.0 in Height 8.0 in 5 Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in j 's" 1.8• t w Reinforcing 3•-0- Bars parallel to X-X Axis Number of Bars = 4 Reinforcing Bar Size = # _ 4 Bars parallel to Z-Z Axis ��, ,,,4,-1,;:, ` ti '„ 4�: ", k '+0 Number of Bars = 4 ,, ." „ • i, 1/4\1/4::k.:::,:17,-;5;„,767:09,00,17;,:;41, . t Reinforcing Bar Size = # 4 ' • - }tl Bandwidth Distribution Check (ACI 15.4.4.2) ,, - ..• X:.L µ --- « _ittgiTW `+ 1 a Direction Requiring Closer Separation n/a ..x 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 = 5.2 8.50 k OB:Overburden = ksf M-xx = k-ft • M-zz = k-ft V-x = k V-z = k Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715462 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:48PM General Footin tst201717154(Fields Apart,ents-otak)\calculauons\GeneralApartments oesign1 Framingo�ign.ec6 g ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 ic:#: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+0.50Lr+1.60L+1.60H PASS 0.1856 Z Flexure(-X) 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+0.50Lr+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 0.1822 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+0.50Lr+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 0 Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio 0 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+0.7505+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+0.750S+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+0.750S+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+0.750Lr+0.75OL+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+0.750S+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 40 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: 171563 3141 Walnut St.Suite 203A Project Descr: Printed'.21 MAR 2018,12 46P ts1201117154(Fields Apartments-otakCalculationssGeneral Apartments OesigMApartments Framing Design.ec6GeneraI Footing ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KVV-61309 i34 Licensee: Enayat Schneider Engineering Inc Description: FB1 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+1.605+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+1.605+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 Z-Z,+1.40D+1.60H 0.5516 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK • Z-Z,+1.40D+1.60H 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+1.60S+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+1.605+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,+1.200+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+1.60H 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+0.505+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+1.605+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 0.00 +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: 171564 3141 Walnut St.Suite 203A Project Descr: Printed21 MAR 2018 12 48PM ts1017117154tFieldsments•otakCalculationslGenmralprrttmencsDesinAprttments Framing Design.ec6General Footing E 1983-2017,n m7.12.10, Ver:10.17.12.10 KW06009534 Licensee :Enayat Schneider Engineering Inc Description: FBI Footing One Way Shear Load Combination... Vu @-X Vu @+X Vu 0-Z Vu @+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 164.32psi 0.08705 OK +1.20D+0.50Lr+1.60L+1.60H 38.93 psi 164.32psi 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 164.32psi 0.1253 OK +1.20D+1.60S+0.50W+1.60H 12.26 psi 164.32psi 0.07462 OK +1.20D+0.50Lr+0.50L+W+1.60H 20.60 psi 164.32psi 0.1253 OK +1.20D+0.50L+0.50S+W+1.60H 20.60 psi 164.32psi 0.1253 OK +1.20D+0.50L+0.705+E+1.60H 20.60 psi 164.32 psi 0.1253 OK +0.90D+W+0.90H 9.20 psi 164.32psi 0.05596 OK +0.90D+E+0.90H 9.20 psi 164.32psi 0.05596 OK III III Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171565 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 48P ts120177154(FieldsAparments-OtakCalculaonslGeneralApartments DesignV{part FramingDesign.ec6Ce7era( Footing ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: 10111-06000A34 f - 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 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 9 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 • �t, ..,. ....,..„--„,fri4:1' 8 '''1:f. Pedestal dimensions... x-- ,-- t oA.:. x px:parallel to X-X Axis = 8.0 in 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 9 2•-0- 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 fOr fi rt '` '41 Reinforcing Bar Size = # 4 x� 4 ` Bandwidth Distribution Check (ACI 15.4.4.2) - ""('V ""' "`""""`i" ll Direction Requiring Closer Separation n/a x"°'""'°"°`-_ z"""`or #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 • M-zz = k-ft V-x = k V-z = k Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 171466 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 48P General Footingts\2017\17154(FieldsApartments-Otak)\Calculations\GeneralApartments Desig\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 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+0.50Lr+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 0.3954 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+0.50Lr+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+0.750S+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+0.5250E+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+0.750S+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+0.7505+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+0.5250E+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: 1715467 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:48PM /+ ts12017117154(Fields Apartrt -Otak)iCalculations\General Apartments Design\Apartments Framing Design.ec6 \7 @ n @ t a FOOtI 119 EN ERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB2 Footing Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status Flexure Axis&Load Combination 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+0.505+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+1.60S+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+0.505+1.601-1 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+1.60S+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+1.605+0.50W+1.60H 1.001 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.605+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,+1.200+0.50L+0.50S+W+1.60H 1.627 -x Rottom 0.216 Min Temp% -__ 0.250 7.599 OK Z-Z,+1.20D+0.50L+0.505+W+1.60H 1.627 +X Bottum 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+1.60H 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/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+0.50S+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+1.605+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+1.60S+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+0.50Lr+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 0.0 +1.20D+0.50L+0.505+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 +1.20D+0.50L+0.70S+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 Engineering,Inc. Engineer: C.Thomson Project ID: 1715468 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:48PM GeneraF OOt.h ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartmerus Framing Design.ec6 g ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.1712.10 :KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB2 Footing One Way Shear Load Combination... Vu C-X Vu 0+X Vu @-Z Vu @+Z 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 164.32 psi 0.175 OK +1.20D+0.50Lr+1.60L+1.60H 73.99 psi 164.32 psi 0.4503 OK +1.20D+1.60L+0.505+1.60H 73.99 psi 164.32 psi 0.4503 OK +1.20D+1.60Lr+0.50L+1.60H 40.07 psi 164.32 psi 0.2438 OK +1.20D+1.60Lr+0.50W+1.60H 24.65 psi 164.32 psi 0.15 OK +1.20D+0.50L+1.60S+1.60H 40.07 psi 164.32psi 0.2438 OK +1.20D+1.605+0.50W+1.60H 24.65 psi 164.32 psi 0.15 OK +1.20D+0.50Lr+0.50L+W+1.60H 40.07 psi 164.32 psi 0.2438 OK +1.20D+0.50L+0.505+W+1.60H 40.07 psi 164.32 psi 0.2438 OK +1.20D+0.50L+0.705+E+1.60H 40.07 psi 164.32 psi 0.2438 OK +0.90D+W+0.90H 18.49 psi 164.32 psi 0.1125 OK +0.90D+E+0.90H 18.49 psi 164.32 psi 0.1125 OK 410 40 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 2018,1248P Beam on Elastic Foundation tst2017117154(FieldsApartments-utak)ICalculations1GeneralApaMientsDesign'ApartmentsFraming Design.ec6 ENERCALC,INC.1983-2017,BuiId: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 6 Phi Values Flexure: r e fr= fc = 0.0 psi Shear: W Density = pcf 131 = X, 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 0 Stirrup Bar Size# = # Number of Resisting Legs Per Stirrup ,,,,,i,,,,,, • • • Pr 411 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 Max Downward 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= 999<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 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 Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max phi*Mnx Stress Ratio Overall Maximum Deflections-Unfactored Loads • Load Combination Span Max."-"Dell 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: 1 270 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,AC1 530-11 License To: Enayat Schneider Smith Engineering Inc. Criteria I Soil Data -11 Retained Height = 8.67 ft Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.00 ft 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 lifififiOgigif Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore faikagn • for passive pressure = 12.00 in • • L Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing Load I Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Tor = 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 pp (Service Level) Base Above/Below Soil Axial Dead Load = 965.0 lbs Wind on Exposed Stem _ 0.0 psf at Back of Wall = 0.0 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 ipMultiplier Used = 6.500 Total Seismic Force = 628.940 (Multiplier used on soil density) Design Summary I Stem Construction 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 Rebar Placed at = Center Soil Pressure @ Toe = 1,937 psf OK 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 Moment....Actual Footing Shear @ Toe = 19.7 psi OK Service Level ft-#= Footing Shear @ Heel = 2.8 psi OK Strength Level ft-#= 8,485.8 Allowable = 82.2 psi 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 = SVertical component of active lateral soil pressure IS Modular Ratio'n' NOT 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: 2 271 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,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): 0.5123 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 L Footing Design Results 71 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 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 = Surcharge 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. 11111 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 272 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,AC1 530-11 License To: Enayat Schneider Smith Engineering Inc. 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) 0.081 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 III Enayat Schneider Smith Title Fields Apartments Page: 1 273 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 0 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. Criteria 1 Soil Data I 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 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 FootingilSoil Friction = 0.350 Soil height to ignore • • • • for passive pressure = 12.00 in •--0-• • Surcharge Loads ' 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 Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem 1 (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 A Method : Uniform Uniform Seismic Force = 40.625 Multiplier Used = 6.500 Total Seismic Force = 253.906 IIIII (Multiplier used on soil density) Design Summary I [ Stem Construction 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 Enayat Schneider Smith Title Fields 274 y 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 ` Footing Design Results r -r Toe Width = 1.42 ft Toe Heel 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 • Key: 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 Weight = 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. Enayat Schneider Smith Title Fields Apartments Page: 3 275 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,AC1 318-11,ACI 530-11 License To: Enayat Schneider Smith Engineering Inc. Tilt ' 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) 0.079 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. • S FIELDS APARTMENTS ESS NO.: 17154 • e Pedestrian Bridge Design 0 276 DESIGN CRITERIA • Project Name: Fields Apartments—Pedestrian Bridge Project location: Tigard, Oregon Governing Building Code: OSSC 2014 Foundation Requirements: Minimum depth at perimeter 18 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 35-60 pcf Passive Pressure 200 pcf Design Loads: Live Load: 85 psf Dead Load: 5" slab w/ 1 '/2"metal deck 74.0 psf Floor beams 5.0 psf Side rails (trusses) 22.0 psf • 101 psf Wind Criteria: Wind Velocity 120 mph (ultimate) Exposure B Seismic Design Category: D .2 second SRA .975 1.0 second SRA .423 Soil Type D R (ordinary steel braced frame) 3.25 Importance factor 1.0 1111 277 PROJECT 1 3141 Walnut Street,Suite 203A Denver,Colorado 80205 PROJECT II BY Enaat Schneider ' 11201 904-1234 III Smith yl DATE PAGE Engineering, Inc. eQ 0 G' 4 ... _ C.0a4 Ys b i.cise., by IA-incr5 Abo4 c n k .,, / � ' �Z ' SYS ' DL;', 101p 6f (62./4) --' I, 5 K S..I:.e el L.L= g S p s is ,a ) = 1 . 321` F>^a rile- S -i .fn. c r► A. .5 = (12x 5) 101 - 31...31` 12. 0 FE 6z, . M. I 14 4 1 1;in octc. V 1,4 (,,p t a c trite i to e) 2...7...H.�.3......./ Sc C-7 p ) G C N 0 62.S..G....ki.I .. ..K.A V z K, =..5 7 7,.9..1..�. 5 . �.Z1 ,- 001.56 ( .57 , 8$� IZf 1(2.e 1.0 _ . s..f e 1.7...9.-. s f 1 ,‘ - .g5 w lW.=.,...I.IC i?,.t1')( ‘2 - 6.A)''6,1 iitn.4c) Y = I-40 III 5 eiSin' .4, Leal-roll O . ,, ffr u P P Io„y- (. 54" 1 i 7 13c ,3V< E! P.E.Q.= alie- 1' O ,) T __ I� S 3 4x4A376 6 /'( .. 0 1:4'(--\--- —� / „ , / A.,- ,3 2" < 14/)&O C . 625 H OK pl.': 2.'._314 1)L.'....z. ,.:3' LL. 1,314 L1- 0, 11 E0' ` 7.$" £ 6 - 2..1....$Tc .- — V s.V V 6,(7" 0 III 5,' 6 )1 I..6:=..0 x R Z ' e-.I<.....I ..i-4 .WI,2 `b I: t 13 CHECKED BY: DATE: 278 ! F! PROJECT • / 3141 Walnut Street,Suite 203A Enayat SchneiderSchneider Smith y Denver1234 11201,Colorado 00205 904PROJECT# ONE BY Engineering, Inc. Fric4e CAO.ai '4:AY rAc FAL 6‹ 1134 tukPrsi.06.1e. C iony +Pk; Al F. - IirLr 3. le (2100a _ • cr6 (14*C 1'64-472g >(.475) lizz)( 3 SA9) : = 2L1& OK 4 2.1 OK = 0 ke.1.54,.... .f.J IL —11 3/7 S )(70)(. I)IY 3 a' —43 /9" w .1 et 4106t., it, -1-p c,4t 0..K 6.y _o • o c A t\ kt,CS 1/a " t,) E = 2 7.1.11,R3 0 0 CHECKED BY: DATE: Enayat Schneider Smith Engineering Project Title: Fields Apartment-Pedestrian Bridges 279 3141 Walnut Street,Ste 203A Engineer: tds Project ID: 17154 Denver,Colorado 80205 Project Descr: 720-904-1234 Printed:29 JAN 2018,10.34AM Floe-EdProjects12017117154(FieldsApartments-Otak)1Calculations\PedesirianBridgelBridge.ec6 ASCE Seismic Base Shear .: ;.` ENERCALC,INC.INC1983-2017,Build:10,17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Pedestrian Bridge 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,Ill,and IV ASCE 7-10,Page 2,Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 Gridded Ss&Slvalues ASCE-7-10 Standard ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: Latitude = 45.201 deg North S S = 1.3304 g,0.2 sec response Longitude = 123.960 deg West St = 0.6783 g,1.0 sec response Location: Pacific City,OR 97135 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 = 1.00 ASCE 7-10 Table 11.4-1&11.4-2 (using straight-line interpolation from table values) Fv = 1.50 Maximum Considered Earthquake Acceleration SMS=Fa*Ss = 1.330 ASCE 7-10 Eq, 11.4-1 SM1=Fv*S1 = 1.017 ASCE 7-10 Eq.11.4-2 Design Spectral Acceleration S DS S Ms213 = 0.887 ASCE 7-10 Eq.11.4-3 S D1 S M12/3 = 0.678 ASCE 7-10 Eq.11.4-4 Seismic Design Category = 0 ASCE 7-10 Table 11.6-1&-2 ii• _ _ _ Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Building Frame Systems Ordinary steel concentrically braced frames Response Modification Coefficient "R" = 3.25 Building height Limits: System Overstrength Factor "Wo" = L.00 Category"A&B"Limit: No Limit Deflection Amplification Factor "Cd" = 3.25 Category"C"Limit: No Limit Category"D"Limit: Limit=35-j NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit: Limit=35-j Category"F"Limit: Not Permitted j 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: Eccentrically Braced Steel Frames "Ct"value = 0,030 "hn":Height from base to highest level = 12.0 ft "x"value = 0,75 "Ta°Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn"x) = 0.193 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 16.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.193 sec "Cs"Response Coefficient ASCE 7-10 Section 12.8.1.1 S us:Short Period Design Spectral Response = 0.887 From Eq.12.8-2, Preliminary Cs = 0.273 "R":Response Modification Factor = 3.25 From Eq.12.8-3&12.8-4,Cs need not exceed = 1.079 "I":Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than _ 0.104 Cs:Seismic Response Coefficient = = 0.2729 Seismic Base Shear - ASCE 7-10 Section 12.8.1 411) Cs = 0.2729 from 12.8.1.1 W(see Sum Wi below) = 31,30 k Seismic Base Shear V= Cs*W = 8.54 k Enayat Schneider Smith Engineering Project Title: Fields Apartment-Pedestrian Bridges 3141 Walnut Street,Ste 203A Engineer: tds Project ID: 1715,-P80 Denver,Colorado 80205 Project Descr: 720-904-1234 Printed:29 JAN 2018,10:34AM ASCE Seismic Base Shear - - e E' rol�ls►2olt1 Aeicisi s-askllcalcuta>it PedestnanBl,d$e1arid9eecs d -. _ .ti„ , �k RGAL; 1 -1983.2017,.- f.Q 17,t ;IA Ver10.171210 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 1 31.30 20.00 626.00 1.0000 8.54 8.54 0.00 Sum Wi= 31.30 k Sum WI*Hi = 626.00 k-ft Total Base Shear= 8.54 k x I. /I 1K Base Moment= 170.8 k-ft Diaphragm Forces Seismic Desigri Category"B"to"F" .v.. ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx:Calcd Fpx:Min Fpx:Max Fpx Dsgn.Force 1 31.30 8.54 8.54 31.30 8.54 5,55 11.10 8.54 8.54 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 @ Level 0.20*S D*s I*Wpx MAX Req'd Force @ Level 0.40*S IA I*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level III 0 N m Ncn co c 43 ) 0 A - C R (D o Q CD CD B rt k��6' `if wh8x Y' �v,, Nary ; �mA s i 8 'G4" gift r ^� 1 x L s 4' e ' i 6 �'r'� e i« 4E s ,t i�,, _ s �n s .+ y.T d Y �p t `tig r3 Q cn r Da Bh.4�t� E ieTY' CD k £ V CD Q cD 2'� \`1 Fid. COAtiiI , � � co CA z k �;, 'q u ae cD ,kU b' 4., n3.A. .." U�dv ?I 1 !$ ''.i 4`4E.c. • co c— CO CD IV 3 'N 0 0 N a Co . N N 03:1. N cD • • III 1 282 • X tM5 M61\t3a4 1N7 N 2 2 1,12 `fV6 o • R al, 1 Ag, 5 •Solution: Envelope Enayat Schneider Smith Fields Apartments-Pedestrian Bridges tds Jan 24, 2018 at 12:48 PM 17154 Bridge frame.r2d 283 X -3.036k -3.036k • 6.3k 1►a a Al Loads: LC 2,(D+.14Sds)+L+EQ/1.4 Solution:Envelope Enayat Schneider Smith Fields Apartments-Pedestrian Bridges tds Jan 24, 2018 at 12:51 PM . 17154 Bridge frame.r2d 284 Company Enayat Schneider Smith Jan 29, 2018 Designer tds 10:39 AM Job Number 17154 Fields Apartments-Pedestrian Bridges Checked By: 411 Global DisplaySections for Member Calcs 5 [lax Inernal Sections for Mem ier''Calcs 97 Include Shear Deformation Yes Merge Tolerance(in) P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC :ASD 13th Cold..Formed Steel,Code : A[SI 99:ASD Wood Code NDS 91/97: ASD Wood Temperature w 00F Concrete Code ACI 2002 Number of Shear Regions 4 Region Spacing Increment(Its)` _ 4 , Concrete Stress Block Rectangular Use-Cracked Sec#foils Yes Bad Framing Warnings No Ulased°Force War_"Wings _' .Yes Hot Rolled Steel Properties Label E[ks] G[ksi] Nu Therm(\1 E5 F) Density[k/ft^31 Yield[ksi] 1 A992 29000 11154 365 .49 50 2 _ A500 Gr.46= .29000 11154 • Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A[in2] I(90,270)[i...I(0,180)[in... 1 Posts HSS5X5X6 Column SquareTube A500 Gr.46 Typical 6.175 21.674 21.674 HSS5X5X6 = =Beam -' SquareTube A500 G446 = Typical 4 6:175 21.674 - 1 74 3 Brace HSS4X4X4 VBrace SquareTube A500 Gr.46 Typical 3.365 7.788 7.788 Member Primary Data Label I Joint J Joint Rotate(deo) Section/Shape Type Design List Material Design Rules 1 M1 N1 N2 Posts Column SquareTube A500 Gr.46 Typical N3 Typical y 3 M3 N5 N6 Posts Column SquareTube A500 Gr.46 Typical 4 4M4-_ N6 N7 =,Post Colutrin` SquareTube A500 Gr.46. Typical... 5 M5 N3 N4 Beam Beam SquareTube A500 Gr.46 Typical 6 M6_ . "__ N4 _ - Beam=. Beam ;SquareTube A500 Gr.46" Typical t 7 M7 N1 N4 Brace VBrace SquareTube A500 Gr.46 Typical N4 =N5 Brace' \%Brace SquareTube A500"Gr.46 Typical - Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical TOM Inactive 1 M1 Yes 2 rM2. PIN _ . . _;x , . Yes 3 M3 Yes 4,; = M4 , - .PIN ' Yes T _ 5 M5 , Yes 6 M6 T T Yes 7 M7 PIN PIN Yes 8' 1i8 PIN PIN = - ' Yes RISA-2D Version 8.0.3 {E:\...\...\...\Calculations\Pedestrian Bridge\Bridge frame.r2d] Page 1 285 Company Enayat Schneider Smith Jan 29 2018 Designer tds 10:39 AM Job Number 17154 Fields Apartments-Pedestrian Bridges Checked By: • Hot Rolled Steel Design Parameters Label Shape Length[... Lb-out[ft] Lb-in[ftj Lcomp top...Lcomp bot... K-out K-in Cm Cb Out s...In sway Functi... 1 M1 Posts 8 12 12 - 12 12 Lateral 2 M2. Posts 12-- ' 12 12 '> -12 12 Lateral 3 M3 Posts 8 12 12 12 12 Lateral 4 M4 Rasts. 2 '. 12 12 12 _ 12 1 .r�. . ,_, Lateral 5 M5 Beam 4 8 8 8 8 Lateral 6 :M6 Beamit '.. , , -?8 8 -8 8 Lateral 7 M7 Brace 20.396 Lateral 8 ;M8 - Brace 20.396 Lateral Joint Coordinates and Temperatures Label X[ft] Y[ft] Temp[Fl 1 N1 0 0 0 2 = N2 r`6 $ .` 0 3 N3 0 20 0 4 N40= 0 5 N5 8 0 0 6 N6 8 ,�. =8 ..g, . 0 7 N7 8 20 0 Joint Boundary Conditions Joint Label X[k/in] Y[k/ini Rotation[k ft/rad] Footing 1 N1 ReactionReaction 2 _--- N5 Reaction Reaction Joint Loads and Enforced Displacements (BLC 3 : Seismic) Joint Label L.D.M Direction Magnitude[k,k-ft in,rad k*s^2/ft] ,. 1 N3 L X 9 Member Point Loads (BLC 1 : Dead) Member Label Direction Maonitudelk,k-ftJ Location[ft,%] 1 M5 Y -1.56 1 M6 - Y -1.56 - 3 - Member Point Loads (BLC 2 : Live) — Member Label Direction Magnitude[k.k-ft] Location[ft%] 1 M5 Y -1.32 1 2 M6 = Y. -1.32 3> Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 Dead DL -1 2 2 Live = LL 3 ,. _ 2 3 Seismic EL 1 Load Combinations • Description Solve PD... SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 D+L Yes Y 1 1 2 1 RISA-2D Version 8.0.3 [E:\...\...\...\Calculations\Pedestrian Bridge\Bridge frame.r2d] Page 2 286 Company : Enayat Schneider Smith Jan 29, 2018 Designer : tds 10:39 AM Job Number : 17154 Fields Apartments-Pedestrian Bridges Checked By: • Load Combinations (Continued) scptin olve D RS BLaoC crFactorFactor. tBLr BBLC 2=" (DtDe14Srids�+oL+•• ,.Yes'SPY. . .S, S1C F-1ct1.r°BL Fato ,BLC 3 -Fa7 BLC BLC Fac.or CFactoLC Factor Factor 3 (.6D-.14Sds)+E... Yes Y 1 .5 ' 3 .7 5 L 2 1 Envelope Joint Displacements Joint X[in] Ic Y[in] lc Rotation[rad] Ic 1 N1 max 0 3 0 30 1 e=2 tY- min0,: 1 0 1.- ,1.081 ;=3; _T T2 3 N2 max .104 2 0 3 0 1 T 4 min _._0' 1 -.002, 'r,'i2 : 1''.08e;3- 2- 5 N3 max .259 2 -.0013 -1.153e-4 3 .6 ". mitt° =. ii :0 1 -.004 2l.:- 4.408e-4' 12: 7 7 N4 max .257 2 -.001 3 0 1 :,;8 `. . fmlr- 0 1 -.004 2 -. .it.0 2 • 9 N5 max 0 20 1 0 1 ',niin- _ 0 . .1 _ 0 Z _11A74 -3= 2 w..,'i 10 11 N6 max .103 2 0 3 0 1 12min- 0 1 =`T -.002. 21 03e 3' 2 13 N7 max .257 2 -.001 3 4.408e-4 2 T14 , i 4=. min 0..- ' 1 =`- .004> 2'..i.',...:-..-..AgE4itfg. i44#:itiRagiSigk oK 0 Envelope Joint Reactions Joint X[k] Ic Y[k] Ic Moment[k-ft] Ic 1 N1 • max .241 1 3 618 1 0 1 2 ,,'.° r . rn]n` -3104 3 146n9-60'!!'iN:211;1171E1ItlWitiTEUtignit. i.ii0-iiNifl5,441( 3 N5 max , . . 1 19 627 ,,4 , )Liiitri.=" .. 3:324179` 2 . .3.618; 2 0 1 t 1 ._ ._ 0 1 5 Totals: max 0 1 7.695 2 6 ,_ '.? .. m[n -6.3 2 ;,2 298 ^ 3 �,.t = 1 Envelope Member Section Forces Member Sec Axial[k] Ic Shear[k] Ic Moment[k-ft] is 1 M1 1 max 2.441 2 0 2 0 1 i2 , t. wl., thin :7'263 0 s' 1 0 .. •:.!:4-....igIrtli 3 2 max 2.395 2 0 2 0 1 'Ilg4 2 mIn': 7051: 3 ±-f -0. -.1 . 0 - ....;.:.--4t71211..:14' 5 3 max 2.349 2 0 2 0 1 tT 6 tf.r, min=r .fi841:= 3 __ , :0 , _ __ ,=,.1 _ 0 _-V2 =' 7 • 4 max 2.303 2 0 2 0 1 `-8 . ., _ - min = 663 _ 3 = -O „ ` 1.r 001 2 9 5 max 2.256 •2 0 2 0 1 `]8 " ,. ,-.Trinin 642 ,T---.' 3 .' :>.�0 1 - .. .=e--0t12 2. -11 M2 1 max 2.256 2 0 1 0 1 - 112 min x.'642 z3 --4 2 ` ;X302= 2 13 2 max 2.187 2 0 1 0 1 1.4 mni61 _=32 _F` iii1;4 1fl01 i--2 - • 15 3 max 2.118 2 0 1 0 1 16 z, , `min579 3 0 2;,. _ _ .0 2 17 4 Max 2.048 2 0 1 0 1 -:18 min 8,447 3 . =- - 2 . 0 . 2 19 5 max 1.979 2 0 1 0 1 RISA-2D Version 8.0.3 [E:\...\...\...\Calculations\Pedestrian Bridge\Bridge frame.r2d] Page 3 287 Company Enayat Schneider Smith Jan 29, 2018 Designer tds 10:39 AM Job Number 17154 Fields Apartments-Pedestrian Bridges Checked By: Envelope Member Section Forces (Continued) III Member Sec • Axialfki Ic Shearfki Ic Momentfk-ft! Ic _x:20.. E_ t:• =. mmni .. .5°1.6` $ 0... 2 ='0 1. 21 M3 1 max 2.441 2 0 • 2 0 1 • =22 .,, ._ "= iri=-T 726 30 _ 1--& .,.- - 0 " 1 23 2 ax 2.395 2 0 2 0 1 -24 k 16 - 705 3 . ,. ...0 1 .' gf= 0 2..,.. 25 3 max 2.349 2 0 • 2 0 1 :26 _2 _ 'I iff mirt r.._ i M68 t- --3 _ 0 s ,A` 0 2 27 4 max 2.303 2 0 2 0 1 mrn KW� 3_ 0 1 .001Ifft?•;14i-2M 29 5 max 2 0 2 0 1 30 , ". . .Via, - t rniti' 642Y 30 .!.... 1.4110.'!-:•,::••:' ,O02 7' u2 31 M4 1 max 2.256 2 0 1 ' 0 1 32 =, n- Zig .642 3 -'0 `2 • =.002` 4141W-at r.�w�:� mini 33 2 max 2.187 2 0 1 0 1 A4- , . - m1t t 61 3 0 _2"',." . -.001: • 2 .. 35 3 Max 2.118 2 0 1 • 0 1 min.= L 579 `0 2=..," Ra. 0 2 . 37 4 max 2.048 2 0 1 0 1 ,:.38 , . tniti _ _547 3 144 :" 2- - 0-. 2 -- 39 5 max 1.979 2 0 1 0 1 40 G. ._ . mint.=n,m. s-T516 3 _�- r,-0 ,t"tt' ry . 2_ 0 1_l r- 41 M5 1 max 6.304 2 1.979 • 2 0 1 -421. _ ,ftmti -= . .0,.2 1 5 __ , .`'€ , ,U,l .. 1 - 43 2 max 6.304 2 275 3 -.51 3 -_44g.hti i- .mitt` 1p..`. 1 z?8a - l.fgx.968 i., 2 45 3 max 6.304 2 -.285 3 -.23 3 ii• Mei. . . . ����., -� �� ..rFrin-���., .`�, i0..,.� 1 1:3.03 :n x�� �F...876 2 `} 47 4 max 6.304 2 -.296 3 .239 2 ii48F4 ghtlaTtzMoE:!:ggstti.,glgs: �,mitiS „0s 1 -1;126 ,, l"2 .06 . - 3 49 5 max • 6.304 2 -.306 3 1.377 2 it 0 s ,l.` ' - tii. t = 11.140 l2: 361 ,3" 51 M6 1 max 0 1 1.149 2 1.3772 .g.. - - , min E. .,',00titr?Ai ... 2 .306 dd ," .3'-01,61061••••••• 3r .. 53 2 max 0 1 1.126 2 239 2 x'54 it ruinCYT k. r2. 06 ._ ``_E3 -3 06. 3 . 55 3 max_ 0 1 1.103 2 -.23 3 ;� 6 /i� ` ` . . ,. 8 6j .-. 4 f j m�.,TS �. :-�," ,004=-.. "i� � � � .2$5 .,...�'�".��,5 ix ,3--� R::; .h$76.- 2 57 4 max 0 17.505 3 -.51 3 `58 rriin' .004- 2 "x•,956" legliggil 1:98 . 2 __ 59 5 max 0 1 -.516 3 0 1 .r60 • • miri. -.0.04. -1;979 . w°. 42`' 0.i. . "n.1- , 61 M7 1 • max 1.343 1 .025 2 01 .=62 mi15:646 . . . 3 .011 =3 0 1 -1 -6 63 2 max 1.286 1 .013 2 044 3 64 . �. . . min' _. . =15.675 3 '006 . 3 .096=. . , " .+...l 65 3 max 1.229 1 0 1 -.058 3 66 `i : �, , -i *R,, mt - , .. A..5.704 3 0 'I =. _ 4_ ,128V `2 67 4 max 1.171 1 -.006 3 -.044 3 68 • m]ti- �,_ =-15.732E ... _ -3 =013 ; 2 =:096`. 2 69 5 max 1.114 _ 1 -.011 3 0 1 =70 • miii '`<:TgT15'761 3 =.025" 2 b I 71 M8 1 max 17.264 2 .025 2 0 1 2 mitt 1.114 1 "_ :011" - 31Q- 73 2 max 17.326 2 .013 2 044 3 =tt-74.1= min = 14171_- 1 x-006 - t3-- .:'fl96 ° 2 75 3 max 17.389 2 0 • 1 -.058 3 76 mill ii 1.229 -• 12 .=62. 1` -.128' .. ,_1 2 RISA-2D Version 8.0.3 [E:\...\...\...\Calculations\Pedestrian Bridge\Bridge frame.r2d] Page 4 288 Company : Enayat Schneider Smith Jan 29, 2018 Designer : tds 10:39 AM Job Number : 17154 Fields Apartments-Pedestrian Bridges Checked By: IIIII Envelope Member Section Forces (Continued) Member Sec Axial[k] Ic Shear[k] . Ic Moment[k-ft] Ic 77 4 max 17.452 • 2 -.006 3 -.044 3 i78 min i ..286 : . = -.013 . , 2" 4096 2 79 5 max 17.515 2 -.011 3 0 1 • 80 a F mmn` 1.343 1 ;02'; Nr. _ '0S:Nitiii Envelope Member Section Deflections Member Sec x[in] Ic y[in] Ic Uy Ratio Ic 1 M1 1 max 0 1 0 1 NC 1 • 2+ _ ik iBril Siiiiiill Migngilltdigilil.ig.E1 0'' 1 I.E,. `117. 1T f .°°1 -. 3 2 max0 3 0 1 NC 1 4 ,. =mein=, 0 . . 2 4.026 2 -=NC.v _ ;2}.:- 5 3 max 0 3 0 1 NC 1 _6 4?- mt► D 2i . -.052145112 ='NC . _ `2 7 • 4 max 0 3 0 1 • . NC 1 -g8',, .'. _ _. mmn -.001 "2 -.078 .Mt2= : _ NCg:4•0:2.16 9 5 max 0 3 0 1 NC 1 10 mi m== . --.002 2 -.104 - 2 _ - NC = -. 2 _. 11 M2 1 max 0 3 0 1 NC 1 12: `, mm = -.002 2 -.104 4. l. 2. ' =NC 2 13 2 max 0 3 0 1 NC 1 '14 min -.002 : 2 -.143 2__ __ € A1C 2 15 3 max 0 _ 3 0 1 NC 1 • 1 main 003 t.2 -.:181 2 N 2 17 4 max 0 3 0 1 NC 1 -1�.. - -trim _ =003' _ '2 ..'.....'''-',...224.111...::::. 2 2.211,NC,gitt'. : 19 5 max -.001 3 0. 1 NC 1 • '203 -mnin -.004 2. 4.253 2 NC ''-2 21 M3 1 max 0 - 1 i 0 1 • NC 1 22 - min�T- 0 t. • 1. , 0'if 1.' _ 1 < NC ; 289 Company Enayat Schneider Smith Jan 29, 2018 Designer tds 10:39 AM Job Number 17154 Fields Apartments-Pedestrian Bridges Checked By: Envelope Member Section Deflections (Continued) Member Sec x[in] Ic v fins Ic Uy Ratio Ic 50 • __ min Q I 1 51 M6 1 max .257 2 -.001 3 NC 3 52_- 0 53 2 max .257 2 -.002 3 NC 3 54 min 0 55 3 max .257 2 -.002 3 NC 3 min 0_ 1,7 = 57 4 max .257 2 -.002 3 NC 3 58 min_ Q.. . 1 =:®8 2 N `' t ` 2 59 5 max .257 2 -.001 3 NC 3 X00 . Min ` O---: I. -.004 2 . NC'-?._ , . 2 61 M7 1 max 0 1 0 1 NC 1 62 ' min Q ; 1 ~ - 0 63 2 max .012 3 -.028 1 8874.369 1 64 min 0 ` 1. -.094 65 3 max .025 3 -.039 1 6322.988 1 66 F min>' -:002 -.169 67 4 max .037 3 -.028 1 8874.369 1 :68 = =mina 4003 - _ 1 -22 2~:iti 8067.608 "T 2 69 5 max .049 3 0 1 NC 1 -1253 2:- . NC 2 71 M8 1 max .055 2 .252 3 972.347 3 0 1.[..< NC -1 73 2 max .041 2 .175 3 1398.626 3 74 = - _ tnir] 003 s-,__ 1 028 I 1 8874.360 ' 1 75 3 max .027 2 .107 1 3 2298.094 3 41) 76. • min ;002 1 .039 77 4 max .014 2 .049 3 4980 877 3 thin 0 1 -.028 1+rv`,'. ,.t, 8874369. _...- 79 5 max 0 1 0 1 NC . 1 aiit76,R • mi 0 1 0 NC ;� OK Envelope A1SC 13th ASD Steel Code Checks Member Shape Code Check Loc[ft] Ic Shear... Loc[ ] Ic Pnc/om[k] Pnt/om[k] Mn/om[k-...Cb LRFD E... 1 M1 HSS5X5X6 .011 0 2 .000 0 2 114.315 170.097 24.276 1 H1-1 b 0 2 114:3`1:6 "170:09724:276 .H1-lb 3 M3 HSS5X5X6 .011 0 2 .000 0 2 114.315 170.097 24.276 1 H1-1b U. X2 ' 00 0 2` 1143'5 170.097 2,t276';- 5 4;276 5 M5 HSS5X5X6 .103 1 2 .043 0 2 142.557 170.097 24.276 1 H1-lb 6 M6 ,.r „1-#SS5X5X6' :,,, .0811` ,, ..,,,,, .6.3,.w 2, " 043, 4 2 i 142.557..1 0 097' 24":276 1 ,HI 1 ii:-' 7M7 HSS4X4X4 .092 10.41 2 .001 20.396 2 19.542 92.677 10.752 1-- H1-lb 8. M8 HSS4X4X4- r_ .901 -19.40 k2 .-. 001 . 20096;2 19:542 .92:677 10 752 1 ...-H3. 1e K • RISA-2D Version 8.0.3 [E:\...\...\...\Calculations\Pedestrian Bridge\Bridge frame.r2d] Page 6 Enayat Schneider Smith Engineering Project Title: Fields Apartment-Pedestrian Bridges 3141 Walnut Street,Ste 203A Engineer: tds Project ID: 171590 Denver,Colorado 80205 Project Descr: 720-904-1234 Printed:29 JAN 2018,2:49PM 410 -r ;" File=EAPre)ects12017117154(Fields Apartments-Otak)1Calcuiations}Pedestrian BridgelBridge.ec6 Combined Footing - ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver10.1712.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Bridge footing Code References , Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Analysis/Design Settings fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 60 ksi Calculate Pedestal weight as dead load? Yes Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1.50:1 Shear: 0.75 Min.Sliding Safety Factor 1.50:1 Soil Information Allowable Soil Bearing 2 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface 2.50 ft Increases based on footing Depth,,.. Soil Passive Sliding Resistance 200.0 pcf Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 0.3 Increases based on footing Width. .. Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing 2.0 ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) ! Dimensions&Reinforcing Distance Left of Column#1 = 4.Oft Pedestal dimensions... As As Between Columns = 8.0 ft Bars left of Col#1 Count Size# Provided Req'd Distance Right of Column#2 = 4.0ft Col#1 Col#2 Bottom Bars 13.0 8 10,270 4.990 inA2 Total Footing Length = 16,0 ft Sq.Dim, = 0.10 0.10 in Top Bars 13.0 8 10.270 0.0 inA2 Height = 0.10 0.10 in Bars Btwn Cols Footing Width = 5,50 ft Bottom Bars 13.0 8 10.270 10.214 inA2 Footing Thickness = 42.0 in • Top Bars 13.0 8 10.270 8.580 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 13.0 8 10.270 10.312 inA2 Rebar Center to Concrete Edge @ Bottom = 3 in Top Bars 13.0 8 10.270 8.580 inA2 Applied.Loads Applied @ Left Column D Lr L S W E H Axial Load Downward = 2.30 1.30 -27.80 k Moment(+CW) = k-ft Shear(+X) = 5.60 k Applied @ Right Column Axial Load Downward = 2.30 1.30 27.80 k Moment(+CW) = k-ft Shear(+X) = 5.60 k Overburden = Enayat Schneider Smith Engineering Project Title: Fields Apartment-Pedestrian Bridges 3141 Walnut Street,Ste 203A Engineer: tds Project ID: 171591 Denver,Colorado 80205 Project Descr: 720-904-1234 Printed:29 JAN 2018,2:49PM ¢ - 0 411p7141f,1 Ids t OtakA006ilation edesfrian'Bridgeltiridg* CQ11ibined :oo a 4,, _ - _j ..r r100040,446:-.1983-20'17-,Build90.17.12.10,Ver:10.171 10.: Lie.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Bridge footing DESIGN SUMMARY s Design N.G. Factor of Safety Item Applied Capacity Governing Load Combination PASS 1.605 Overturning 195.769 k-ft 314.288 k-ft +0,60D+0.70E PASS 1.569 Sliding 7.840 k 12.304 k -+0.60D+0.70E PASS 2.519 Uplift 19.460 k 49.016 k +0.60D+0.70E Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.9903 Soil Bearing 1.981 ksf 2.0 ksf +0.600-0.70E PASS 0.07462 1-way Shear-Col#1 6.131 psi 82.158 psi +0.75201-E PASS 0.07462 1-way Shear-Col#2 6.131 psi 82,158 psi +0.7520D+E PASS 0.03296 2-way Punching-Col#1 5.415 psi 164.317 psi +0.75200-E PASS 0.03765 2-way Punching-Col#2 6.187 psi 164.317 psi +1.348D+0.50L-E PASS 0.6829 Flexure-Left of Col#1-Top -1,173.13 k-ft 1,717,78 k-ft +0,75200+E FAIL 1.004 Flexure-Left of Col#1-Bottom 1,724.48 k-ft 1,717.78 k-ft +1,348D+0,50L-E PASS 0.6703 Flexure-Between Cols-Top -1,151.46 k-ft 1,717.78 k-ft +0.7520D-E PASS 0.9948 Flexure-Between Cols-Bottom 1,708.89 k-ft 1,717.78 k-ft +1.348D+0,50L-E PASS 0.6829 Flexure-Right of Col#2-Top -1,173.13 k-ft 1,717.78 k-ft +0.7520D-E FAIL 1.004 Flexure-Right of Col#2-Bottom 1,724.48 k-ft 1,717.78 k-ft +1.348D+0.50L+E IIII • II/ 292 SIMPSON Anchor DesignerTM Company: ESS Date: 1/30/2018 Engineer: tds Page: 1/5 Software Project: Fields Apartments St s Version 2.4.5673.11 Address: Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location:Bridge Frame Base Customer e-mail: Fastening description:Base Plate Comment: Upward force 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete: Normal-weight ck Units: Imperial units Concrete thickness,h(inch):42.00 State:Craed Anchor Information: Compressive strength,fn(psi):3000 Anchor type:Bonded anchor 4��,v: 1.2 Material:F1554 Grade 36 Reinforcement condition:A tension,A shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch): 15.000 Reinforcement provided at corners:Yes Code report: IAPMO UES ER-263i Do not evaluate concrete breakout in tension:No Anchor category:- Do not evaluate concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dryconcrete hmtn(inch): 18.75 Inspection:Periodic can(inch):25.22 Temperature range,Short/Long: 150/110°F Cmin(inch): 1.75 Ignore Edo requirement: Not applicable Smin(inch):3.00 Build-up grout pad:No Load and Geometry Base Plate Load factor source:ACI 318 Appendix C Length xr Width x Thickness(inch):11.00 x 16.00 x 0.81 Load combination:U=0.9D+1.0E Yield stress:36000 psi • Seismic design:Yes Anchors subjected to sustained tension:No Z Profile type/size:HSS5X5X3/8 Ductility section for tension:D.3.3.4.2 not applicable Ductility section for shear:D.3.3.5.2 not applicable Do factor:not set 17370 lb Apply entire shear load at front row:No a Anchors only resisting wind and/or seismic .��k i, - <Figure 1> Pk 3 � r i lb Oft lb kC, --_ _ KZ:)(: 1 4NI 1111 \ 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 293 SIMPSON Anchor DesignerTM Company: ESS Date: 1/30/2018 Engineer: tdsII Page: 2/5 • Software AddreProject:ss: Fields Apartments it, -,Ler Ie Version 2.4.5673.11 Phone: E-mail: <Figure 2> O "k- y wz r 4 3 _ Rte„ ^� .. + k t 3 G c4 � C . mss ' r , � ' ', •--� , i' 0-4h „y, L 12.00 r 12.00 Recommended Anchor Anchor Name:AT-XP®-AT-XP w/3/4"0 F1554 Gr.36 Code Report:IAPMO UES ER-263 z at 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.com 294 SIMPSON Anchor Designer TM Company: ESS Date: 1/30/2018 Engineer: tds Page: 3/5 Strhn;'l'i = Software Project: Fields Apartments • Version 2.4.5673.11 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) Vuax(lb) Vuay(Ib) \I(Vuax)2+(Vuay)2(Ib) 1 2895.0 0.0 933.3 933.3 2 2895.0 0.0 933.3 933.3 3 2895.0 0.0 933.3 933.3 4 2895.0 0.0 933.3 933.3 5 2895.0 0.0 933.3 933.3 6 2895.0 0.0 933.3 933.3 Sum 17370.0 0.0 5600.0 5600.0 Maximum concrete compression strain(°/ao):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb): 17370 01 02 03 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 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 06 5 04 • 4.Steel Strength of Anchor in Tension(Sec.D.5.1) N.(Ib) 0 Pisa(Ib) 19370 0.80 15496 5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.2) Nb=kcAi'Jf'cherts(Eq. D-6) kc 28 fe(psi) her(in) Nb(Ib) 17.0 1.00 3000 8.000 21069 0.75ONcbg=0.750(ANc/AN�o)Y�ec,N Ped,N PeN�Yop,NNb(Sec.D.4.1 &Eq.D-4) ANc(in2) AN.,(int) Yec,N Ped,N Wc,N Pcp,N Nb(Ib) 0 0.750Ncbg(Ib) 1152.00 576.00 1.000 1.000 1.00 1.000 21069 0.85 26863 6.Adhesive Strength of Anchor in Tension(Sec.5.5) rk,cr=Zk,crfshort-termKsafaN.seis Zk,cr(psi) fshorblerm Ksat aN.seis Zk,cr(psi) 950 1.00 1.00 0.85 808 Nba=A arcr7rdahal(Eq. D-22) A. rcr(psi) da(in) her(in) Nba(Ib) 1.00 808 0.75 15.000 28539 0.750Nag=0.75 (ANa/ANOO)Pec,Na-ed,Na Pcp,NaNba(Sec. D.4.1 &Eq.D-19) ANa(in2) ANao(in2) rec,Na Ped,Na Wcp,Na Nba(lb) ¢ 0.75"Nag(lb) 838.60 362.05 1.000 1.000 1.000 28539 0.65 32226 • 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 295 SIMPSON Anchor Designer TM Company: ESS Date: 1/30/2018 Engineer: tds Page: 4/5 Software Project: Fields Apartments � I '�a : Version 2.4.5673.11 z .., Address: III fto Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.D.6.1) V.(Ib) Ogroet IS IXV,seis OgmutaV,sekql Vsa(Ib) 11625 1.0 0.75 0.85 7411 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.2) Shear perpendicular to edge in y-direction: Vby=minl7(le/da)g•21da/1a\Jfcca1'•5;9Aa4f'cca1151(Eq.D-33&Eq.D-34) le(in) da(in) Aa f'c(psi) cal(in) Vby(Ib) 6.00 0.75 1.00 3000 24.00 57959 OVcbgy=0(Avc/Avco)Tec,v'Yed,v! ,vn,vVby(Sec, D.4.1 &Eq.D-31) Avc(in2) Avco(in2) foc,V Ped.V `Yc,V Ph,V Vby(Ib) 0 0Vcbgy(Ib) 1152.00 2592.00 1.000 0.800 1.200 1.000 57959 0.85 21020 Shear parallel to edge in y-direction: VI.=min17(le/da)024da,14.f'ccatl5;92adf'cca11 Sl(Eq.D-33&Eq.D-34) la(in) da(in) A. f'c(psi) cal(in) Vbx(Ib) 6.00 0.75 1.00 3000 12.00 20492 ¢Vcbgy=0(2)(Avo/Avco)Yec vWed,V Pc,v�Th,VVbr(Sec. D.4.1 &Eq.D-31) AVG(int) Avco(in2) TTec,v Wed,v Pc,v Y'h,v Vbx(Ib) 0 OVcbgy(Ib) 648.00 648.00 1.000 1.000 1.200 1.000 20492 0.85 41803 10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.31 III OVcpg=(dminikcpNag; kcpNcbgl=0minIkcp(ANa/ANao)PecNaPed,wa Pcp,NaNba;kcp(ANc/ANco)wec,N Wed,N Pc,NPcp,NN61(Eq. D-41) kcp ANa(in2) ANaO(in2) Ied,Na Wec,Na !cp,Na Nba(lb) Na(Ib) 2.0 838.60 362.05 1.000 1.000 1.000 28539 66105 ANC(in2) ANco(in2) Teo' Wed,N PTc,N 'cp,N Nb(Ib) Ncb(Ib) 0 1152.00 576.00 1.000 1.000 1.000 1.000 21069 42138 0.75 OVcpg(lb) 63207 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) Tension Factored Load,N.(Ib) Design Strength,0Nn(lb) Ratio Status Steel 2895 15496 0.19 Pass Concrete breakout 17370 26863 0.65 Pass(Governs) Adhesive 17370 32226 0.54 Pass Shear Factored Load,V.(lb) Design Strength,r Vn(Ib) Ratio Status Steel 933 7411 0.13 Pass T Concrete breakout y+ 5600 21020 0.27 Pass(Governs) ll Concrete breakout x+ 2800 41803 0.07 Pass(Governs) Pryout 5600 63207 0.09 Pass Interaction check Nua/0Nn Vua/OVn Combined Ratio Permissible Status • Sec. D.7.3 0.65 0.27 91.3%b 1.2 Pass 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 296 SIMPSON Anchor DesignerTM Company: ESS Date: 1/30/2018 Engineer: tds Page: 5/5 Sel Software trO i Project: Fields Apartments Version 2.4.5673.11 Address: Phone: E-mail: AT-XP w/3/4"0 F1554 Gr.36 with hef=15.000 inch meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of D.3.3.4.3 for tension need not be satisfied—designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of D.3.3.5.3 for shear need not be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. • S 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 297 PROJECT „:4,0,1144„. 3141 Walnut Street,Suite 203A Enayat Denver,Colorado 00205 PROJECT# BY Schneider '' 11201 904-1234 • Smith yl DATE PAGE Engineering, Inc. • rrrar..nr�....� et 1)0d, 2.60p4S Ill L $ ,,....-....t,.5+I ummommi P.E615...1.1.;1/2...164+s...• . 0 Yb .I PE Fri: I.3 1 2:H Loo I I 4 #5 -cez. l2 Q� , E W, 6F 3 2' + ),, 1 145v. (7 ,).e.. T 413, r v►/ o I 0 o + 0 CHECKED BY: DATE: Enayat Schneider Smith Engineering Title Fields Apartments Page: 1 298 3141 Walnut Street,Ste 203A Job#: Dsgnr: tds Date: 29 JAN 2018 720-904-1234 Description.... Pedestrian bridge abutment 4110 This Wall in File:e:\projects\2017\17154(fields apartments-otak)\calculations\pedestrian bridge\di 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. Criteria I Soil Data M 1 Retained Height = 6.00 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 = 36.00 in = ., Water height over heel = 0.0 ft Passive Pressure = 200.0 psf/ft ,1,0 Soil Density,Heel = 110.00 pcf ' Soil Density,Toe = 0.00 pcf `v'•.``.<•;-.... FootingllSoil Friction = 0.400 . ar Soil height to ignore '' for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 100.0 psf Lateral Load = 5,500.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 6.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 5.90 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Seismic(E) FootingType Line Load Axial Load Applied to Stem (Service Level) yp Base Above/Below Soil _ 0.0 ft Axial Dead Load = 1,600.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 1,300.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I Method :Uniform Uniform Seismic Force = 45.500 El) Multiplier Used = 6.500 Total Seismic Force = 318.500 (Multiplier used on soil density) Stem Weight Seismic Load I Fp/WP Weight Multiplier = 0.280 g Added seismic base force 352.8 lbs Enayat Schneider Smith Engineering Title Fields Apartments Page: 2 299 3141 Walnut Street,Ste 203A Job#: Dsgnr: tds Date: 29 JAN 2018 720-904-1234 Description.... Pedestrian bridge abutment This Wall in File:e:\projects\2017117154(fields apartments-otak)\calculations\pedestrian bridge\di 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. Design Summary I LStem Construction I Bottom As<Min% Wall Stability Ratios Design Height Above Ftg ft= 0.000624 s ► c A, Overturning = 2.42 OK Wall Material Above"Ht" = Concrete Sliding = 1.76 OK Design Method = LRFD 1 r u Thickness = 24.00 ( l l j") A Total Bearing Load = 7,253 lbs Rebar Size = # 5 r ...resultant ecc. = 8.74 in Rebar Spacing = 12.00 .J Rebar Placed at = Edge -�" 1'S r i E.wi Soil Pressure @ Toe = 1,971 psf OK Design Data Soil Pressure @ Heel = 349 psf OK fb/FB+fa/Fa = No Good Allowable = 2,000 psf Total Force @ Section d Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,760 psf Strength Level lbs= 2,640.5 ACI Factored @ Heel = 489 psf Footing Shear @ Toe = 24.9 psi OK Moment. al Level Service Level ft-#_ Footing Shear @ Heel = 4.5 psi OK Strength Level ft-#= 8,535.9 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 30,526.3 Lateral Sliding Force = 2,153.4 lbs Shear Actual less 100%Passive Force= - 1,500.0 lbs Service Level psi= less 100%Friction Force = - 2,296.0 lbs Strength Level psi= 9.9 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= 22.19 Masonry Data fm psi= Fspsi= 111 Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 300.0 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 III Enayat Schneider Smith Engineering Title Fields Apartments Page: 3 300 3141 Walnut Street,Ste 203A Job#: Dsgnr: tds Date: 29 JAN 2018 720-904-1234 Description.... Pedestrian bridge abutment his Wall in File:e:\projects\2017\17154(fields apartments-otak)\calculations\pedestrian bridge\di 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): 0.0867 in2/ft (4/3)*As: 0.1157 in2/ft Min Stem T&S Reinf Area 3.456 in2 200bd/fy:200(12)(22.1875)/60000: 0.8875 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.576 in2/ft 0.0018bh:0.0018(12)(24): 0.5184 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.5184 in2/ft #4@ 4.17 in #4@ 8.33 in Provided Area: 0.31 in2/ft #5@ 6.46 in #5@ 12.92 in Maximum Area: 3.6069 in2/ft #6@ 9.17 in #6@ 18.33 in Footing Dimensions &Strengths I Footing Design Results ti Toe Width = 2.13 ft Toe Heel Heel Width = 4.13 Factored Pressure = 2,760 489 psf Total Footing Width = 6.25 Mu':Upward = 5,650 1,686 ft-# Footing Thickness = 12.00 in Mu':Downward = 1,301 2,556 ft-# Mu: Design = 4,350 870 ft-# Key Width = 0.00 in Actual 1-Way Shear = 24.92 4.55 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 43.82 psi Key Distance from Toe = 0.00 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@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 III Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.62 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 = 857.5 2.33 2,000.8 Soil Over Heel = 1,402.5 5.19 7,275.5 Surcharge over Heel = 170.1 3.50 595.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 550.0 6.95 3,822.5 Axial Dead Load on Stem= 1,600.0 3.13 5,000.0 Load @ Stem Above Soil = *Axial Live Load on Stem = 1,300.0 3.13 4,062.5 Seismic Earth Load = 223.0 3.50 780.3 Soil Over Toe = 1.06 Seismic Stem Self Wt = 352.8 4.00 1,411.2 Surcharge Over Toe = Total 2,153.4 O.T.M. 8,610.3 Stem Weight(s) = 1,800.0 3.13 5,625.0 Earth @ Stem Transitions= = = Footing Weight = 937.5 3.13 2,929.7 Resisting/Overturning Ratio = 2.42 Key Weight = Vertical Loads used for Soil Pressure= 7,252.5 lbs Vert.Component = 6.25 Total= 5,740.0 lbs R.M.= 20,830.2 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. SVertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Enayat Schneider Smith Engineering Title Fields Apartments Page: 4 301 3141 Walnut Street,Ste 203A Job#: Dsgnr: tds Date: 29 JAN 2018 720-904-1234 Description.... Pedestrian bridge abutment This Wall in File:e:\projects\2017\17154(fields apartments-otak)\calculations\pedestrian bridge\di • RetalnPro(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 ' 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) 0.053 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. • 4110 • :"1 vE-'9 ■ - ,tr i ,Z - Wil. ' ' , , -,Yi: t..Wit. 0 < P:em+°eeem°ae°eie•°e.s.+*+sOms+s4°oeo°os.°.4eso0°Pes..0eeo.e°+e°.ema+.ms. j ' .ae+:+:+:+.* °sio°®°+4m°+m+me ` di°P°s°a°O°0°°°°Os°°i°•iOea - Q 0++•eaee+m••+�.e4+e+ee4ee•++e•+•+e0°4m * • m°•°e0°+O°PO°P°,000°+•J• +°+e0•••«,006444.++4P e•+••eee• °• e4.o.ese +e.e♦+e+ee,0.+eeeo• A+l p....11eee+e•••,a +°+se+,e«,°,,seem•.. °e°e°+®i•+°�°+°+0°e°OOs°i°Je°a°+°s°a 0+04°`°°e4•t•••4mePP+°°4°eem°•+4+•°m°4P+ •,000044,,++°+ee•e0e• 9°O°9°O°@°P°O°•-°040°1°•°•°1°0°:°+°0°:°0° .. ' 4•ee•0•••e+9x°+00°0♦ • . * i�'i°o°i°e+°aas°e®,...J,a� l 5 g� • Z0E 303 • 100 O0psf 0" =u=130 ,Ecc 1 a e^IP9Usf< aD._S ; y+el•••+'eLevelj ,en • Ie��cIFfifItif( ee4eeeo� / _rs�,�eQeepa:ete� i aryseoeoeeeeeoeoeooeeoeeee< F 157,♦eIoeeooeeeooeeeeeooeoeeeoe0000eoeeoaeeoeses.ee4 ''''''-''''.-'7-,'•,..''''.--','''' �k'Ly''y.oeeaee♦e•oee.o♦�0)::•:.:.+:+:.:•:.::•:•.: eoeeeeeo♦eoeeeeeeeoe0i'♦eeeeeeeeeeeeeeeee+eeaee� `sYPOele4440oee / 8 # •223#353# , d. • . Seismic lateral earth pressure Seismic due to stem self weight.. III 304 PROJECT A/ire 3141 Walnut Street,Suite 203A Denver,Colorado 80205 • Enayat Schneider 44" Smith yi 11201 9041234 PROJECT# DY DATE PAGE Engineering, Inc, Plp,,ter r)it4‘ Acr E ... pAci 20()P. L' ctittwi 411 3:2"oc iRr C -c-ti 13)1"/ 4- 14-.3 -1-r4i 2e5 0 VotAt 7: • 5 L.1-•..r..e. fas . .yg ,-- 244( 4 13r.. Ij 11. o 2. 1).D.o.p.§f EQ7, G 514 Lai 8 " ocs 9..61v, x. 12 +i tvi " 0 co • 0 CRUM DY: DATE: Use menu item Settings>Printing&Title Block Title Fields Apartments-Ditch Page: 1 305 to set these five lines of information Job#: Dsgnr: tds Date: 25 JAN 2018 for your program. Description.... 720-904-1234 This Wall in File:e:\projects\2017\17154(fields apartments-otak)\calculations\pedestrian bridge\di 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. Criteria ` Soil Data /' wee Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf % Equivalent Fluid Pressure Method Wall height above soil = 0.00 ft g Active Heel Pressure =- 35.0 psf/ft /; Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in = Water height over heel = 0.0 ft Passive Pressure = 200.0 psf/ft _ Soil Density,Heel = 110.00 pcf - . 0 Soil Density,Toe = 0.00 pcf Footing(ISoil Friction = 0.400 > Soil height to ignore for passive pressure = 12.00 in .dsA Surcharge Loads ` Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 23.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 3.50 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 = Seismic(E) Axial Load Applied to Stem � (Service Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I _Stem Construction Bottom Bar Lap/Emb Wall Stability Ratios Design Height Above Ftg ft= 0.00 III Overturning = 2.05 OK Wall Material Above"Ht" = Masonry Slab Resists All Sliding! Design Method = ASD Thickness = 6.00 Total Bearing Load = 671 lbs Rebar Size = # 4 ...resultant ecc. = 4.89 in Rebar Spacing = 32.00 Rebar Placed at = Center Soil Pressure @ Toe = 460 psf OK Design Data Soil Pressure @ Heel = 27 psf OK fb/FB+fa/Fa = 0.780 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= 294.9 ACI Factored @ Toe = 645 psf ACI Factored @ Heel = 38 psf Strength Level lbs= Footing Shear @ Toe = 8.1 psi OK Moment....Actual Footing Shear @ Heel = 3.4 psi OK Service Level ft-#= 391.0 Strength Level ft-#= Allowable = 75.0 psi Sliding Calcs Moment Allowable = 501.0 Lateral Sliding Force = 384.3 lbs Shear Actual Service Level psi= 4.4 Strength Level psi= Shear Allowable psi= 44.5 Anet(Masonry) in2= 67.50 Rebar Depth 'd' in= 2.75 Masonry Data I'm psi= 1,500 Fs psi= 32,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 NOT considered in the calculation of soil bearing Wall Weight psf= 58.0 Load Factors Short Term Factor = 1.000 Building Code IBC 2012,ACI Equiv.Solid Thick. in= 5.60 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= Use menu item Settings>Printing&Title Block Title Fields Apartments-Ditch Page: 2 306 to set these five lines of information Job#: Dsgnr: tds Date: 25 JAN 2018 for your program. Description.... 720-904-1234 This Wall in File:e:\projects\2017\17154(fields apartments-otak)\calculations\pedestrian bridge\di 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. Footing Dimensions &Strengths M L Footing Design Results Toe Width = 1.75 ft Toe Heel Heel Width = 1.00 Factored Pressure = 645 38 psf Total Footing Width = 2.75 Mu':Upward = 790 9 ft-# Footing Thickness = 8.00 in Mu':Downward = 210 109 ft-# Mu: Design = 580 100 ft-# Key Width = 0.00 in Actual 1-Way Shear = 8.06 3.39 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 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: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.48 in2 Min footing T&S reinf Area per foot 0.17 in2 itt If one layer of horizontal bars: If two layers of horizontal bars: #4@ 13.89 in #4@ 27.78 in #5@ 21.53 in #5@ 43.06 in #6@ 30.56 in #6@ 61.11 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# IIeel Active Pressure = 303.8 1.39 422.0 Soil Over Heel = 192.5 2,50 481.3 urcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 80.5 2.42 194.5 Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 384.3 O.T.M. 616.5 Stem Weight(s) = 203.0 2.00 406.0 Earth @ Stem Transitions= = = Footing Weight = 275.0 1.38 378.1 Resisting/Overturning Ratio = 2.05 Key Weight = Vertical Loads used for Soil Pressure= 670.5 lbs Vert.Component = Total= 670.5 lbs R.M.= 1,265.4 *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. LTilt 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) 0.016 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. 307 • Solid Grant _, , , -‘',‘'_'_'' -.'-' -----'-''','.'-'-- 0Po0/,"A.'"s4'', ' ,0,r044 . ' .. ,, ,‘,. , f'r ' - - - -- ‘... - .:- '---='--;:'------';'---' -' . .....,.., ......,...,,. „ ,, , ,,., ' r'''''''''.. --''-----z-- -- ...-- oi040 ------------, , , :‘::,...'.,--_:---.__‘-_-..,=-‘,_.------:---:‘-.‘.-i' '' '-... ‘',',:i,,',,:,:‘',:‘,‘_:=':_,:--.-'-----,-------,- ---'--' _:- -,:r. -'-' --.'_--,--,:,,‘-.-r'''_ .'-:---_' ' -'. . -- :-. '''-!-:-: 'T--c-:-- ' ''.. '''.7--''.''''''''-''' -‘. ' .. ' - 00 . . '''.'' ''''' . ''.. . ..... . . 3'6" ' - '- . ' ' - ' . '' -.----- --'--- 0°,4. -: ' ..'-.:--'. .' -..-.. '.' '1- ' . ' . ' '' - .--: > .‘'''' ".‘'- ‘:':. ''. ''''.'....4'..... 11‘. .:.:::' Reatrain • 2-9° 0 308 . ............g1'a0 444. `!4 , 4444 4V- OD04.4,.44 - - 444444:�4 44• 23.00p {Servic0-!:eve ' J Restraint - 38� • t2 4 N 0 Enayat Schneider Smith Engineering Title Fields Apartments Page: 1 309 3141 Walnut Street,Ste 203A Job#: Dsgnr: tds Date: 16 FEB 2018 720-904-1234 Description.... Site wall-5'tall This Wall in File: E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\Pedestrian Bridge\di 0 RetainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC! 530-11 License To: Enayat Schneider Smith Engineering Inc. Criteria 1 Soil Data I ,_ Retained Height = 7.00 ft Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.00 ft Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 24.00 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 KgriTO FootingliSoil Friction = 0.350 .'4 % Soil height to ignore Vid 0a. for passive pressure = 12.00 in Surcharge Loads 0 Lateral Load Applied to Stem ` 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 i (Service Level) Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 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 Earth Pressure Seismic Load I Method :Uniform Uniform Seismic Force = 52.000 Multiplier Used = 6.500 Total Seismic Force = 416.000 III (Multiplier used on soil density) Csr eaei, ��,1,1, 1 e 1 Ok Lk a e 0 lotiol Design Summary Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = OK Wall Material Above"Ht" = Masonry Sliding = ratio<1.5! Design Method = ASD Thickness = 8.00 Total Bearing Load = 2,429 lbs Rebar Size = # 5 ...resultant ecc. = 13.11 in Rebar Spacing = 8.00 Soil Pressure @ Toe = 1,785 psf OK Rebar laced at = Edge D Soil Pressure @ Heel = 0 psf OK Design Data 2,000 psffb/FB+fa/Fa = 0.790 Allowable = Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= 1,221.5 ACI Factored @ Toe = 2,499 psf Strength Level lbs= ACI Factored @ Heel = 0 psf Moment....Actual Footing Shear @ Toe = 16.7 psi OK Service Level ft-#= 3,274.8 Footing Shear @ Heel = 14.8 psi OK Strength Level ft-#= Allowable = 75.0 psi Sliding Calcs Moment Allowable = 4,144.4 Lateral Sliding Force = 1,411.2 lbs Shear Actual less 100%Passive Force= - 800.0 lbs Service Level psi= 13.3 less 100%Friction Force = - 850.3 lbs Strength Level psi= Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 52.1 ....for 1.5 Stability = 466.5 lbs NG Anet(Masonry) in2= 91.50 Rebar Depth 'd' in= 5.25 . 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 III 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 Engineering Title Fields Apartments Page: 2 310 3141 Walnut Street,Ste 203A Job#: Dsgnr: tds Date: 16 FEB 2018 720-904-1234 Description.... Site wall-5'tall likhis Wall in File:E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\Pedestrian Bridge\di 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. Footing Dimensions &Strengths I Footing Design Results Toe Width = 1.67 ft Toe Heel Heel Width = 2.33 Factored Pressure = 2,499 0 psf Total Footing Width = 4.00 Mu':Upward = 2,762 9 ft-# Footing Thickness = 12.00 in Mu':Downward = 740 1,840 ft-# Mu: Design = 2,022 1,831 ft-# Key Width = 0.00 in Actual 1-Way Shear = 16.69 14.75 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 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: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.04 in2 Min footing T&S reinf Area per foot 0.26 in2 At 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-# eel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 1,283.3 3.17 4,063.9 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= *Axial Live Load on Stem = Seismic Earth Load = 291.2 4.00 1,164.8 Soil Over Toe = 0.83 = Surcharge Over Toe = Total 1,411.2 O.T.M. 4,151.5 Stem Weight(s) = 546.0 2.00 1,092.0 Earth @ Stem Transitions= = = Footing Weight = 600.0 2.00 1,200.0 Resisting/Overturning Ratio = 1.53 Key Weight = Vertical Loads used for Soil Pressure= 2,429.3 lbs Vert.Component = Total= 2,429.3 lbs R.M.= 6,355.9 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. 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) 0.087 in 0The 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. 311 • $lYl#-.5@ S' �� OS000,ov,• ' �e �j� , • TO it °eoo4e0+o e4ei+e°Oo4eee`i'i