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tvpa© ! Ib - 0oo9 if_ • RECEIVED ,►��� APR 2 2013 CITY Ut- lUA RD Enayat ► BUILDING DIVISION Schneider 4' Smith 11 Engineering, Inc. Structural Calculations For • The Fields Apartments Building 4 Tigard, OR March 29, 2018 ESS Project No.: 17154 �S ,G N cc , 8. 0 9y/D G. E ° • EXPIRES: 12/31/ 19 1 FIELDS APARTMENTS ESS NO.: 17154 • S 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 48 Roof Framing Design 49 TO 83 Floor Framing Design. 84 TO 173 Wall Stud, King Stud, and Post Design 174 TO 189 Miscellaneous Design 190 TO 209 Site Structure Design 210 TO 249 Foundation Design 250 TO 270 Pedestrian Bridge Design 271 TO 307 110 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 - 20 psf(11 psf for uplift) Floor Dead load: Carpet&pad 1.0 psf 3/4" Gyperete 5.0 psf 3/4"PLY sheathing 2.7 psf TJI Framing 2.0 psf Ceiling- 2 layers of gyp. board 5.5 psf Sprinklers 2.0 psf Mechanical/Electrical 2.0 psf 3 1/2" Sound blanket 2.0 psf 22.2 psf 25 psf Corridor Dead load: • Floor finish 3.0 psf 1 1/2"gyperete 10.0 psf 3/4"PLY sheathing 2.7 psf 3" decking 1.5 psf 2 layers of gyp. board 5.5 psf Sprinklers 2.0 psf 2 Mechanical/Electrical 2.0 psf 2x4 ceiling joist @ 16" oc 2.5 psf 29.2 psf 4 30 psf Deck Dead Load: Sawn lumber joists 4.0 psf 3/4"PLY sheathing 2.7 psf 2.5" concrete 32.0 psf 5/8" gyp 2.75 psf Sprinklers 2.0 psf 43.45 psf 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 • .2 second SRA .975 1.0 second SRA .423 Soil Type D R(OSB shear walls) 6.5 Importance factor 1.0 Enayat Schneider Smith Engineering JOB TITLE Fields Multifamily 3 3141 Walnut Street, Ste 203A Denver, Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C. Thomson DATE 1/9/18 CHECKED BY DATE • www.struware.com Code Search Code: International Building Code 201 Occupancy: Occupancy Group= R Residential Risk Category & Importance Factors: Risk Category= 11 Wind factor= 1.00 Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 1.0 hr Floor= 1.0 hr Building Geometry: Roof angle (6) 0.25/12 1.2 deg Building length (L) 216.5 ft Least width (B) 63.5 ft • Mean Roof Ht (h) 42.0 ft Parapet ht above grd 40.0 ft Minimum parapet ht 0.8 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24-0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 50 psf Partitions 15 psf Corridors above first floor 80 psf Lobbies&first floor corridors 100 psf Balconies (exterior) 50 psf • FIELDS APARTMENTS ESS NO.: 17154 • • Lateral Design • Enayat Schneider Smith Engineering JOB TITLE Fields Multifamily 4 3141 Walnut Street, Ste 203A Denver, Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C. Thomson DATE 1/9/18 III CHECKED BY DATE Wind Loads : ASCE 7- 10 Ultimate Wind Speed 120 mph Nominal Wind Speed 93 mph Risk Category II Exposure Category B Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.771 Kh case 2 0.771 I Type of roof Monoslope V(Z) z ill Speed-up Topographic Factor (Kzt) kind) �� x(d Topography Flat ',t(2) �- :, .� Hill Height (H) 100.0 ftp Hd2 Half Hill Length (Lh) 375.0 ft Lh H Actual H/Lh = 0.274. Ht2 Use H/Lh = 0.27 Modified Lh = 375.0 ft ESCARPMENT From top of crest: x= 375.0 ft Bldg up/down wind? upwind V(Z) Z • 111111.'•H/Lh= 0.27 K1 = 0.000 Speed-up x/Lh = 1.00 Kz = 0.333 V(Z) x(upwind) ' 'g x(downwind) z/Lh = 0.11 K3= 1.000 `- H �lNE At Mean Roof Ht: ., 1111.211 ,� ., • Kzt= (1+K1 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 (n1) = 0.0 Hz I = 320 ft Damping ratio(13) = 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 lZ = 0.30 Rh = 28.282 n = 0.000 h = 42.0 ft III G = 0.85 RB = 28.282 q = 0.000 RL = 28.282 n = 0.000 gR = 0.000 R = 0.000 G = 0.000 Enayat Schneider Smith Engineering JOB TITLE Fields Multifamily 5 3141 Walnut Street, Ste 203A Denver, Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C. Thomson DATE 1/9/18 CHECKED BY DATE • Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80% open. Ao>_ 0.8Ag Test for Partially Enclosed Building: Input Test Ao 0.0 sf Ao > 1.1Aoi YES Ag 0.0 sf Ao>4' or 0.01Ag NO Aoi 0.0 sf Aoi /Agi <_ 0.20 NO Building is NOT Agi 0.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao>_ 1.1Aoi Ao> smaller of 4'or 0.01 Ag Aoi /Agi <_ 0.20 Where: Ao =the total area of openings in a wall that receives positive external pressure. Ag =the gross area of that wall in which Ao is identified. Aoi =the sum of the areas of openings in the building envelope(walls and roof) not including Ao. Agi =the sum of the gross surface areas of the building envelope(walls and roof) not including Ag. • Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall &roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) : 0 cf Ri = 1.00 Altitude adjustment to constant 0.00256 (caution - see code) : Altitude= 0 feet Average Air Density= 0.0765 Ibm/ft3 Constant= 0.00256 • Enayat Schneider Smith Engineering JOB TITLE Fields Multifamily 6 3141 Walnut Street,Ste 203A Denver,Colorado JOB NO. 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 z I Kz I Kzt 1 9,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 17.0111 g , 20.0 ft 0.62 1.00 13.3 8.9 17.6 23.6 18.0 Lw0 j 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 vmaD tDIRECTION WIND NORMAL TO RIDGE SW WR 411S1 L! WIND II, DIRECTION WIND PARALLEL TO RIDGE NOTE: 4!W See figure in ASCE?for the application of full and partial loading of the above wind pressures.There are 4 different loading cases. Parapet z Kz Kzt qp(psf) 40.0 ft 0.76 1.00 23.8 Ill Windward parapet: 35.7 psf (GCpn=+1.5) Leeward parapet: -23.8 psf (GCpn=-1.0) Dane I cv;, Windward roof overhangs(add to windward roof pressure): 16.4 psf (upward) �/ IIMIC/J.WI=LW.AIATG 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 1/9/18 CHECKED BY DATE Ultimate Wind Pressure Wind Loads - Components & Cladding : h <= 60' Kh(case 1)= 0.77 h= 42.0 ft Base pressure(qh)= 24.2 psf a= 6.4 ft Minimum parapet ht= 0.8 ft GCpi= +/-0.18 Roof Angle(8)= 1.2 deg Type of roof= Monoslope Roof GCp+/ GCpi I Surface Pressure(psf) User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sf Negative Zone 1 -1.18 -1.11 -1.08 -28.5 -26.8 -26.1 -26.4 -26.1 Negative Zone 2 -1.98 -1.49 -1.28 -47.9 -36.0 -30.9 -33.0 -30.9 Negative Zone 3 -2.98 -1.79 -1.28 -72.0 -43.3 -30.9 -36.1 -30.9 Positive All Zones 0.48 0.41 0.38 16.0 16.0 16.0 16.0 16.0 Overhang Zone 1&2 -1.70 -1.63 -1.60 -41.1 -39.4 -38.7 -39.0 -26.6 Overhang Zone 3 -2.80 -1.40 -0.80 -67.7 -33.9 -19.3 -25.4 -19.3 Overhang pressures in the table above assume an internal pressure coefficient(Gcpi)of 0.0 Overhang soffit pressure equals adjacent wall pressure reduced by internal pressure of 4.4 psf Parapet qp= 22.0 psf Surface Pressure(psf) User input Solid Parapet Pressure 10 sf 100 sf 500 sf 40 sf CASE A=pressure towards building(pos) CASE A: Interior zone: 59.3 40.4 38.0 47.9 CASE B=pressure away from bldg (neg) Corner zone: 81.2 40.4 38.0 56.7 CASE B: Interior zone: -41.5 -34.5 -29.6 -37.3 Corner zone: -47.4 -37.0 -29.6 -41.1 • Walls GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf Negative Zone 4 -1.17 -1.01 -0.90 -28.3 -24.4 -21.8 -25.6 -23.3 Negative Zone 5 -1.44 -1.12 -0.90 -34.8 -27.1 -21.8 -29.4 -24.8 Positive Zone 4&5 1.08 0.92 0.81 26.1 22.3 19.6 23.4 21.1 Note:GCp reduced by 10%due to roof angle<= 10 deg. • Enayat Schneider Smith Engineering JOB TITLE Fields Multifamily 8 3141 Walnut Street, Ste 203A Denver, Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C.Thomson DATE 1/9/18 CHECKED BY DATE IIIUltimate Wind Pressures Location of C&C Wind Pressure Zones 644%- a a 2a y ` 6 ■ ■ , 0 I T > A I -r I I ` -- Ia ISI r� ^� {2� r;� is r'1 i LJ I Q d 0 i 1 0 I a L`tJ a s —J I I I WALL yQ 0t------I—'-- ,0 4 Roofs w/ 8<_10° Walls h<_60' Gable, Sawtooth and and all walls &alt design h<90' Multispan Gable 0<_ 7 degrees& Monoslope roofs h>60' Monoslope<_3 degrees 3° <0 5 10° h<_60'&alt design h<90' h<_60'&alt design h<90' NM ill ri rl r1-1 ‘,"))a, :"---C------C------,.. ---D — Q aE ' x _Q_:_(3.,) a■,!` �'---_, 0 C —� A B t_ D -r A 1 ,4 ��Q NI IIII ! C 0 i7. r� \ �F0' ___O___ Nfik -I -r 0 r 1 F--- --J } 3 3 -03 0 0, 0 m I Monoslope roofs Multispan Gable& Hip 7° < 8 <-27° 0I 10° <0 5 30° Gable 7° <0 5 45° I I h<_60'&alt design h<90' -4 a Sawtooth 10°<0 <_ 45° it -i _10,- —@ f r T h<_60'&alt design h<90' 000 ./10110 0 16111 /1101 Ill \V I R" WI W2 \t 3 111111E1.111 IIIIIIIIEIIIIIIIII Stepped roofs 0 5 3° h 5 60'&alt design h<90' 9 ISM 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 Jcsordand Gresk Beaverton. „ . Tii gar•` „ ligf `ak Oswego atin� +is Sherwclod % 11 *” Ore on City USGS-Provided Output SS = 0.975 g SMS = 1.082 g SDS = 0.721 g S1 = 0.423 g SMS = 0.667 g S°1 = 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. MCEaResponse Spectnim —_ — Jesgn Response Spectr.1.71 as} a,2 aet at,4 a7- ay, a e ° 0.40 a tt. au 0-33 024 a22 a tE alt am am am 7s ... 22 I.N] l.vs] i8] zrx a3] am; 13] 1.2] 1.41 1.f+3 1.81 ?>_ (bee) Period,T(sec) • 10 Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the • accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. • 11 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)[l' Ss = 0.975 g From Figure 1613.3.1(2)(2' 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. 4111 2010 ASCE-7 Standard -Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs Nor No 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 11b/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 0.25 S5 = 0.50 Ss = 0.75 Ss = 1.00 S5 >_ 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 S5 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 S1 <_ 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S1 >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Si For Site Class = D and Si = 0.423 g, Fa = 1.577 III 13 Equation (16-37): SMS = FaSs = 1.110 x 0.975 = 1.082 g • Equation (16-38): SM1 = F,S1 = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = 2/3 SMS = 2/3x 1.082 = 0.721 g Equation (16-40): SDI = 2/3 SM1 = 2/3 x 0.667 = 0.444 g • • 14 Section 1613.3.5 — Determination of seismic design category • TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION RISK CATEGORY VALUE OF SDs I or II III IV 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 0.133g <_ SiD < 0.20g C C D 0.20g <_ SDI D D D • For Risk Category = I and SDl = 0.444 g, Seismic Design Category = D Note: When 5, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category - "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(1).pdf 2. Figure 1613.3.1(2): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(2).pdf • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 15 3141 Walnut St.Suite 203A Project Descr: Building 4 Printed.14 MAR 2018,4 02P ASCE Seismic Base Shear File=E:IProjects12017111154(FieldsApartments-utak)1Calculations\Building407154Building 4.ec6 ENERCALC,INC.1983-2017,Buid:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Building 4 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 Si = 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.51 = 0.667 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S DS S MS213 = 0.722 ASCE 7-10 Eq. 11.4-3 S D1 S M1213 = 0.445 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1&-2 Resisting System ASCE 7-10 Table 12.2-1• Basic Seismic Force Resisting System... Bearing Wall Systems Light-framed walls sheathed w/wood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" = 6.50 Building height Limits: System Overstrength Factor "Wo" = 3.00 Category"A&B"Limit: No Limit Deflection Amplification Factor "Cd" = 4.00 Category"C"Limit: No Limit Category"D"Limit: Limit=65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit: Limit=65 Category"F"Limit: Limit=65 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems Ct"value = 0.020 "hn":Heigh from base to l tiyhestlevel = 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 ASCE7-10 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) = 1,692.00 k Seismic Base Shear V= Cs W = 187.81 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 4 Printed:14 MAR 2018,402P ASCE Seismic Base Shear File=E:\Projects12017117154(Fields Apartments-Otak)1Caicuiations\Buiiding 417154 Building 4.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Veri10.17.12.10 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 4 330.00 39.00 12,870.00 0.3381 63.50 63.50 0.00 3 454.00 27.75 12,598.50 0.3310 62.16 125.65 714.34 2 454.00 18.50 8,399.00 0.2206 41.44 167.09 1,876.65 1 454.00 9.25 4,199.50 0.1103 20.72 187.81 3,422.25 Sum Wi= 1,692.00 k Sum Wi*Hi = 38,067.00 k-ft Total Base Shear= 187.81 k Base Moment= 5,159.5 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 4 330.00 63.50 63.50 330.00 63.50 47.62 95.24 63.50 63.50 3 454.00 62.16 125.65 784,00 72.76 65.51 131.02 72.76 72.76 2 454.00 41.44 167.09 1,238.00 61.28 65.51 131.02 65.51 65.51 1 454.00 20.72 187.81 1,692.00 50.39 65.51 131.02 65.51 65.51 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 o*sI*Wpx MAX Req'd Force @ Level 0.40*S oS I*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level 0 1.7 ESE DENVER PROJECT FidokA A1 Enayat Schneider,Engineering,Inc. EJECTA l GI-1 BY Cr SSEOMANA 3141 Walnut Street Denver,Colorado 80205 SSI DALLAS [12131 904 1234 ESE DENVER DATE I I k. 0(CI NE ESS PORTLAND P L, lehrt vvt.qm vo4.7- 2 whir) jpt Rob.P rcec,..., TCPe. (1(02pe.,00,$04 111101n4 (V)ce62 gfso Li(164astX24,$ ) =5SPletc Lv 11,1Sr 1. o VI, . p )1(5q 2-641 'Lv24-Lzif50 txr;, Lvl ,z2„5 +6i, '126' (2.3,10r..f,Y7-• LA 2:5')( (.•Je,,41) 2019 0%210i f. Fzfee 1 40 cali.,Nerri "bsi re titToy--\ o Vvo , Foctz L -to Lbv-kl) tY(CetftsThOvi :2 2 .$14,_ 0 CHECKED BY: DATE: 18 S [ DENVER ci e t otiA P')t oi,c\ 4-t 04.0, Enayat Schneider,Engineering,Inc. PROJECT SSEOMADA SSI DALLAS 3141 Walnut Slreet Denver,Colorado 113205 PROJECT 1-I GLA BY []70]904.1234 Cr [ENVER V RATE t PACE ESSPORRAND ( D.cc- 2-0 Br.taAA-v- tx k.rp cl) tAd Z.A4 -(iLeNcy-s wo4.1 PL. „ ' ikd A- V -"b4 P - k ti(tA+ ne.4-4 1 3TH. <r{z) Li4 , • o Ly 4-fs41 Ly( 2 tqe-V.IPILC • CHECKED BY: DATE: 19 ESE DENVER BRUCE e tat\ bayat Schneider,Engineering,Inc. PROJECT kqi --1 or (-1- • SS{OMAHA 3141 MINI Shoal Deriver,Colorado 80205 SSI DALLAS 14 11201 904 1234 ESEIENVER NE ( 0 (2" (cZ PAGE ESSPORRAND tifOov,Pki•At, 40v-re.% (0,r 0.-40, t'A aAsyf t_407;qi• eyr c-r( Z-04- (4 fro V-4.0*1(t)tc 2-0(01 etff (Ab LAA (40 aid 0.0/2_ 67,2-kgal)/(,,,s, CoVh0t. 1,\A Lti-e-A,(t) to,S' 6etc -Lisv(›t• f 16.gi4t0.012..(te„co''--- (ATP 2_0.€0do,7 1:40p1142 cCv. 0,(0) '209 0 Lk) 2413 p(4-(c),(e\ tace -(‘ 1_ )t vi 2, d /IreAr X?exf- kr\-Vc,pvt, )$0a5e_cd.\,-N_ bL,,r .1f-A Lt-v w 10\1\1 f\SQ-C 10 I41, 7 ) Wrrld g4:1 0-Q4 W)/t 6S2 L__\)k tt 62,2.117 $3619 LAIL 4-1 9 Pr1/0frct„ s 41i9f.Kcc - 2564. Lit pa2.:4- '2,2 A 2.-°V =20 cLil ki?dvdLA LW '<I/No-in I >11)( 17LL1.,$ 1,00,61 ri+-0 Te-eudAkilf # tA-)1`t1 wv<AMIeLl-tel 10.3 (0 CHECKED BY: FIELDS APARTMENTS ESS NO.: 17154 • • Shear Wall Design • • • • SHEAR WALL MAP— BUILDING 4 (4-'-0 4.2 4.3 e� 4.6 4J OD T .11 1 NO EXTERIOR se. THIS ELEVATION T mm m e a,n Z a-3 g-o t ® .71 2,„ - g-a,7 , 33 I �-- a 1 I -_-- __ - IEXTE�OR SHEAR WALLS THIl 20 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com .- Enayat ►- Schneider .. Smith i 1' Engineering, Inc. Project: Fields Apartments Building 4 Shearwall Design WIND Project# 17154 Engineer: C.Thomson Shear Wall: Grid 4.B Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 33.58' 33.58' 33.58' A 0 lbs B 19.25' 19.25' 19.25' 19.25' B 385 plf -1103 lbs none OK co -.c C 18.00' 18.00' 18.00' 18.00' C 385 plf -983 lbs none OK co) D 19.25' 19.25' 19.25' 19.25' v D 385 plf -1103 lbs none OK —i E 14.67' 14.67' 14.67' 14.67' E 385 plf -663 lbs CS16 OK F 24.33' 24.33' 24.33' 24.33' F 385 plf -1591 lbs none OK sum sum 0 lbs co Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 183 plf -643 lbs (2)-CS16 OK Trib Width: 31.8' 31.8' 31.8' 31.8' B 183 plf -1092 lbs (2)-CS16 OK a Sheath#sides: 1 1 1 1 C 183 plf -915 lbs CMSTC16 OK Q_ Plate Height: 9.0' 9.0' 9.0' 9.0' MD 183 plf -1092 lbs (2)-CS16 OK Floor Depth: 2.0' 1.0' 1.0' 1.0' E 183 plf -443 lbs CMSTC16 OK Wind or Seismic: wind wind wind wind F 183 plf -1812 lbs (2)-CS16 OK OSB or Gypsum: osb osb osb osb sum 0 lbs Use: no no no no A 183 plf -959 lbs CMST14 OK m h Above Open: B 183 plf -753 lbs CMST12 OK c h Below Open: C 183 plf -519 lbs CMST12 OK co Total Wall Length: N D 183 plf -753 lbs CMST12 OK Strap for Finax E 183 plf 105 lbs CMST12 OK r, Finax F 183 plf -1705 lbs CMST14 OK check: sum 0 lbs shear: 68 plf 89 plf 122 plf 153 plf A 183 plf -965 lbs HDU11 OK FRT adjustment: 1 1 1 1 B 183 plf -105 lbs HDU14 OK Shear adj for aspect ratio: 68 plf 89 plf 122 plf 153 plf C 183 plf 186 lbs HDU14 OK 4 use 7/16"panel w/8d @ 6" D 183 plf -105 lbs HDU14 OK z 3 use 7/16"panel w/8d @ 6" E 183 plf 962 lbs HDU14 OK co 2 use 7/16"panel w/8d @ 6" F 183 plf -1289 lbs HDU14 OK cp 1 use 7/16"panel w/8d @ 6" sum 0 lbs A 0 lbs 'Shear distribution is based on the proportional shear capacities of individual full height wa B 0 lbs 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 • III • 0 _ • 21. 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234•essdenver.com NO. A4I Enayat Schneider '' Smith V 1 4'` Engineering, Inc. Shear Wall:WIND Grid 4.0 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 24.33' 24.33' 24.33' A 385 plf 0 lbs none OK B 8.67' 8.67' 8.67' 8.67' B 385 plf -111 lbs CS16 OK -z C 19.25' 19.25' 19.25' 19.25' C 385 plf -1128 lbs none OK c D 18.00' 18.00' 18.00' 18.00' v D 385 plf -1008 lbs CS16 OK —I E 19.25' 19.25' 19.25' 19.25' E 385 plf -1128 lbs none OK F 33.58' 33.58' 33.58' 33.58' F 385 plf -2505 lbs none OK sum sum 0 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 183 plf -177 lbs (2)-CS16 OK m Trib Width: 31.8' 31.8' 31.8' 31.8' B 183 plf 426 lbs CMST14 OK Q Sheath#sides: 1 1 1 1 C 183 plf -1073 lbs CMSTC16 OK o Plate Height: 9.0' 9.0' 9.0' 9.0' cn D 183 plf -896 lbs CMSTC16 OK a Floor Depth: 2.0' 1.0' 1.0' 1.0' E 183 plf -1073 lbs CMSTC16 OK Wind or Seismic: . wind wind wind wind F 183 plf -3104 lbs (2)-CS16 OK OSB or Gypsum: osb osb osb osb sum 0 lbs Use: no no no no A 183 plf -11 lbs CMST12 OK L. h Above Open: B 183 plf 1307 lbs (2)CMST14 OK c h Below Open: C 183 plf -675 lbs CMST12 OK co Total Wall Length: N D 183 plf -441 lbs CMST12 OK a) Strap for Finax E 183 plf -675 lbs CMST12 OK o Li.oFinax: F 183 plf -3361 lbs CMST14 OK check: sum 0 lbs shear: 66 plf 93 plf 128 plf 160 plf A 183 plf 480 lbs HDU14 OK FRT adjustment: 1 1 1 1 B 183 plf 2514 lbs HDU14 OK Shear adj for aspect ratio: 66 plf 93 plf 128 plf 160 plf C 183 plf 48 lbs HDU14 OK 4 use 7/16"panel w/8d @ 6" D 183 plf 339 lbs HDU14 OK z 3 use 7/16"panel w/8d @ 6" E 183 plf 48 lbs HDU14 OK cci 2 use 7/16"panel w/8d @ 6" F 183 plf -3292 lbs HDU11 OK cn 1 use 7/16"panel w/8d @ 6" sum 0 lbs A 0 lbs 'Shear distribution is based on the proportional shear capacities of individual full height wa B 0 lbs segments per NDS 4.3.3.4 Exception 1 C 0 lbs D Olbs E 0 lbs F 0 lbs sum 0 lbs 22 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234•essdenver.com ,►�.fI Enayat • Schneider °" Smith y 1~ Engineering, Inc. Shear Wall: WIND Grid 4.1 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 100 plf 943 lbs none OK A2 4.00' 4.00' 4.00' 4.00' A2 0 lbs ca t A3 A3 0lbs c• u, A4 v A4 0lbs B B Olbs sC C Olbs sum 10.58' 10.58' 10.58' 10.58' sum 2312 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf Force Tran 253 plf 2061 lbs (2)-CS16 OK u) CD Trib Width: 21.8' 21.8' 21.8' 21.8' A2 0 lbs m Sheath#sides: 1 1 1 2 A3 0 lbs Q. 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 6041 lbs Use: yes yes yes yes Force Tran 253 plf 3999 lbs CMST14 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 It: 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 ti Fmax: 556 lbs 986 lbs 1,348 lbs 1,691 lbs C 0 lbs check: OK OK OK OK sum 11141 lbs shear: 210 plf 373 plf 510 plf 640 plf Force Tran 253 plf 6714 lbs HDU11 OK FRT adjustment: 1 1 1 1 A2 0 lbs Shear adj for aspect ratio: 210 plf 373 plf 510 plf 640 plf A3 0 lbs 4 use 7/16"panel w/8d @ 6" A4 0 lbs Z 3 use 7/16"panel w/8d @ 4" B 0 lbs m 2 use 7/16"panel w/8d @ 3" C 0 lbs in 1 use 7/16"panel w/8d @ 6" sum 17539 lbs c Al O lbs *Shear distribution is based on the proportional shear capacities of individual full height wa A2 0 lbs segments per NDS 4.3.3.4 Exception 1 A3 0 lbs A4 0 lbs B 0 lbs C 0 lbs sum 0 lbs 111 0 0 • • • 23 3141 Walnut Street,Suite 203A•Denver,Colorado 80205•720.904.1234•essdenver.com *144,1•4® Enayat Schneider "' Smith V 1 411/4. Engineering, Inc. Shear Wall: WIND Grid 4.2 Shear Caics:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A A 0 lbs B 28.00' 28.00' 28.00' 28.00' B 100 plf 925 lbs none OK ti -o C C Olbs m D 23.50' 23.50' 23.50' 23.50' v D 100 plf 1038 lbs CS16 OK —.I E E Olbs F F Olbs sum sum 0 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 0 lbs ti m Trib Width: 41.0' 41.0' 41.0' 41.0' B 355 plf 1039 lbs CS16 OK o, Sheath#sides: 1 1 1 1 C 0 lbs a Plate Height: 8.0' 8.0' 8.0' 8.0' rh D 267 plf 2066 lbs (2)-CS16 OK 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 0 lbs „a`, h Above Open: B 355 plf 2105 lbs (2)-CS16 OK c h Below Open: C 0 lbs ca Total Wall Length: N D 267 plf 4047 lbs CMST14 OK a) Strap for Finax: E 0 lbs o t°L Finax. F 0 lbs check: sum 0 lbs shear: 162 plf 288 plf 394 plf 494 plf A 0 lbs FRT adjustment: 1 1 1 1 B 355 plf 4074 lbs HDU5 OK Shear adj for aspect ratio: 162 plf 288 plf 394 plf 494 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 267 plf 6931 lbs HDU11 OK o 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 @ 3" sum 0 lbs A 0 lbs `Shear distribution is based on the proportional shear capacities of individual full height wa 8 0 lbs segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E O lbs F O lbs sum 0 lbs 24 3141 Walnut Street,Suite 203A•Denver,Colorado 80205•720.904.1234•essdenver.com `.A.0I Enayat ► Schneider "' Smith y 1 t Engineering, Inc. Shear Wall: WIND Grid 4.4&4.5 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A A 0 lbs 8 28.00' 28.00' 28.00' 28.00' B 100 plf 1050 lbs CS16 OK s C 28.00' 28.00' 28.00' 28.00' C 100 plf 1050 lbs CS16 OK °c' D v D 0 lbs E E Olbs F F Olbs sum sum 0 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 0 lbs m Trib Width: 48.0' 48.0' 48.0' 48.0' B 368 plf 1271 lbs (2)-CS16 OK m Sheath#sides: 1 1 1 1 C 368 plf 1271 lbs (2)-CS16 OK 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 0 lbs (1, h Above Open: B 368 plf 2519 lbs CMSTC16 OK c h Below Open: C 368 plf 2519 lbs CMSTC16 OK co Total Wall Length: w D 0 lbs Strap for Fmax: E 0 lbs oFinax F 0 lbs check: sum 0 lbs shear: 175 plf 310 plf 424 plf 532 plf A 0 lbs FRT adjustment: 1 1 1 1 B 368 plf 4738 lbs HDU8 OK Shear adj for aspect ratio: 175 plf 310 plf 424 plf 532 plf C 368 plf 4738 lbs HDU8 OK 4 use 7/16"panel w/8d @ 6" D 0 lbs z 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 @ 3" sum 0 lbs A O lbs *Shear distribution is based on the proportional shear capacities of individual full height wa 8 0 lbs segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs sum 0 lbs 1 III • 1111 • • • 25 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234•essdenver.com b.A4I Enayat Schneider Smith y 1 Engineering, Inc. Shear Wall: WIND Grid 4.8&4.9 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A A O lbs B 28.00' 28.00' 28.00' 28.00' B 100 plf 1050 lbs CS16 OK us z C 28.00' 28.00' 28.00' 28.00' C 100 plf 1050 lbs CS16 OK °i D v D 0 lbs E E Olbs F F Olbs sum sum 0 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 0 lbs us a) Trib Width: 48.0' 48.0' 48.0' 48.0' B 368 plf 1271 lbs (2)-CS16 OK a Sheath#sides: 1 1 1 1 C 368 plf 1271 lbs (2)-CS16 OK o 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 cu 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 0 lbs L.. h Above Open: B 368 plf 2519 lbs CMSTC16 OK c h Below Open: C 368 plf 2519 lbs CMSTC16 OK ` tTotal Wall Length: N D 0 lbs a> Strap for Fr,ax: E 0 lbs cs LI- Fnax: E 0 lbs check: sum 0 lbs shear: 175 plf 310 plf 424 plf 532 plf A 0 lbs FRT adjustment: 1 1 1 1 B 368 plf 4738 lbs HDU8 OK Shear adj for aspect ratio: 175 plf 310 plf 424 plf 532 plf C 368 plf 4738 lbs HDU8 OK 4 use 7/16"panel w/8d @ 6" D 0 lbs 5 3 use 7/16"panel w/8d @ 6" E 0 lbs m 2 use 7/16"panel w/8d @ 4" F 0 lbs .-Z1 use 7/16"panel w/8d @ 3" sum 0 lbs o A 0 lbs `Shear distribution is based on the proportional shear capacities of individual full height wa B 0 lbs 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 .* 41 Enayat Schneider '` Smith r 1 -, Engineering, Inc. Shear Wall: WIND Grid 4.11 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 100 plf 1038 lbs CS16 OK B B O lbs -c C 28.00' 28.00' 28.00' 28.00' C 100 plf 925 lbs none OK o D v D 0lbs o E E Olbs F F Olbs sum sum 0 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 267 plf 2066 lbs (2)-CS16 OK co o Trib Width: 41.0' 41.0' 41.0' 41.0' B 0 lbs a Sheath#sides: 1 1 1 1 C 367 plf 955 lbs CS16 OK 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 3 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 267 plf 4047 lbs CMST14 OK m h Above Open: B 0 lbs c h Below Open: C 367 plf 1937 lbs (2)-CS16 OK ol Total Wall Length: N D 0 lbs O Strap for F.: E 0 lbs o o Finax: F 0 lbs check: sum 0 lbs shear: 162 plf 288 plf 394 plf 494 plf A 267 plf 6931 lbs HDU11 OK FRT adjustment: 1 1 1 1 B 0 lbs Shear adj for aspect ratio: 162 plf 288 plf 394 plf 494 plf C 367 plf 3823 lbs HITS OK 4 use 7/16"panel w/8d @ 6" D 0 lbs co c 3 use 7/16"panel w/8d @ 6" E 0 lbs m 2 use 7/16"panel w/8d @ 4" F 0 lbs o 1 use 7/16"panel w/8d @ 3" sum 0 lbs 0) A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height wa 8 0 lbs segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs sum 0 lbs 0 III 4110 • • • 27 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com f Enayat ►► Schneider Smith y A Engineering, Inc. Shear Wall: WIND Grid 4.12 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 100 plf 943 lbs none OK A2 6.58' 6.58' 6.58' 6.58' A2 0 lbs Z A3 A3 Olbs Z A4 v A4 Olbs —I B B Olbs C C Olbs sum 10.58' 10.58' 10.58' 10.58' sum 2312 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf Force Tran 253 plf 2061 lbs (2)-CS16 OK u) m Trib Width: 21.8' 21.8' 21.8' 21.8' A2 0 lbs n Sheath#sides: 1 1 1 2 A3 0 lbs a Plate Height: 9.0' 9.0' 9.0' 9.0' M A4 0 lbs 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 6041 lbs Use: yes yes yes yes Force Tran 253 plf 3999 lbs CMST14 OK a`) 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 oStrap for Finax: CS16 CS16 CS16 CS16 B 0 lbs o Fmax: 556 lbs 986 lbs 1,348 lbs 1,691 lbs C 0 lbs check: OK OK OK OK sum 11141 lbs shear: 210 plf 373 plf 510 plf 640 plf Force Tran 253 plf 6714 lbs HDU11 OK FRT adjustment: 1 1 1 1 A2 0 lbs Shear adj for aspect ratio: 210 plf 373 plf 510 plf 640 plf A3 0 lbs 4 use 7/16"panel w/8d @ 6" A4 0 lbs on o 3 use 7/16"panel w/8d @ 4" B 0 lbs m 2 use 7/16"panel w/8d @ 3" C 0 lbs 1 use 7/16"panel w/8d @ 6" sum 17539 lbs cn Al O lbs •Shear distribution is based on the proportional shear capacities of individual full height wa A2 0 lbs 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 Enayat ► Schneider " Smith ,1 Engineering, Inc. SEISMIC OTE: DEAD LOADS INPUT ARE UNFACTORED.CALCULATED"TOTAL UPLIFT"USES(0.6-0.14*Sps)D FOR LOAD COMBO 8,ASCE 7-10 12.4.2 Shear Wall: (seismic) Grid 4.B Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 33.58 33.58 33.58 A 0 lbs B 19.25 19.25 19.25 19.25 B 385 711 lbs none OK -cc C 18 18 18 18 C 385 831 lbs none OK °i D 19.25 19.25 19.25 19.25 •r D 385 711 lbs none OK E 14.67 14.67 14.67 14.67 E 385 1151 lbs CS16 OK F 24.33 24.33 24.33 24.33 F 385 223 lbs none OK sum sum 0 lbs Lateral(plf): 700 686 458 230 A 183 1876 lbs (2)-CS16 OK ta Trib Width: 31.75 31.75 31.75 31.75 B 183 3241 lbs (2)-CS16 OK m Sheath#sides: 1 1 1 1 C 183 3418 lbs CMSTC16 OK o Plate Height: 9 9 9 9 rh D 183 3241 lbs (2)-CS16 OK a Floor Depth: 2 1 1 1 E 183 3890 lbs CMSTC16 OK Wind or Seismic: seismic seismic seismic seismic F 183 2521 lbs (2)-CS16 OK OSB or Gypsum: osb osb osb osb sum 0 lbs Use: no no no no A 183 4878 lbs CMST14 OK L._ h Above Open: B 183 6897 lbs CMST12 OK c h Below Open: C 183 7132 lbs CMST12 OK l� Total Wall Length: N D 183 6897 lbs CMST12 OK a) Strap for Fmax: E 183 7756 lbs CMST12 OK L.L.o Fmax: F 183 5945 lbs CMST14 OK check: sum 0 lbs shear: 233 plf 341 plf 454 plf 510 plf A 183 8446 lbs HDU11 OK FRT adjustment: 1 1 1 1 B 183 11120 lbs HDU14 OK Shear adj for aspect ratio: 233 plf 341 plf 454 plf 510 plf C 183 11411 lbs HDU14 OK 4 use 7/16"panel w/8d @ 6" D 183 11120 lbs HDU14 OK Cn 3 use 7/16"panel w/8d @ 4" E 183 12187 lbs HDU14 OK m 2 use 7/16"panel w/8d @ 2" F 183 9936 lbs HDU14 OK o 1 use 7/16"panel w/8d @ 2" sum 0 lbs cn A O lbs `Shear distribution is based on the proportional shear capacities of individual full height wa B 0 lbs 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 0 0 • 29 3141..Walnut Sb eel,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com N.►.44I Enayat Schneider " Smith r 1, Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 4.0 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 24.33 24.33 24.33 A 385 0 lbs none OK B 8.67 8.67 8.67 8.67 B 385 1643 lbs CS16 OK C 19.25 19.25 19.25 19.25 C 385 626 lbs none OK °i D 18 18 18 18 v D 385 746 lbs none OK Lo E 19.25 19.25 19.25 19.25 E 385 626 lbs none OK F 33.58 33.58 33.58 33.58 F 385 -750 lbs none OK sum sum 0 lbs Lateral(plf): 700 686 458 230 A 183 2464 lbs (2)-CS16 OK Trib Width: 31.75 31.75 31.75 31.75 B 183 4822 lbs CMST14 OK ai Sheath#sides: 1 1 1 1 C 183 3323 lbs CMSTC16 OK o Plate Height: 9 9 9 9 co D 183 3500 lbs CMSTC16 OK Q. Floor Depth: 2 1 1 1 E 183 3323 lbs CMSTC16 OK 5 Wind or Seismic: seismic seismic seismic seismic F 183 1292 lbs CS16 OK OSB or Gypsum: osb osb osb osb sum 0 lbs Use: no no no no A 183 6110 lbs CMST12 OK L._ h Above Open: B 183 9183 lbs (2)CMST14 OK c h Below Open: C 183 7200 lbs CMST12 OK t` Total Wall Length: N D 183 7435 lbs CMST12 OK a) Strap for Fmax: E 183 7200 lbs CMST12 OK o oFinax F 183 4515 lbs CMST14 OK check: sum 0 lbs shear: 225 plf 358 plf 476 plf 535 plf A 183 10349 lbs HDU14 OK FRT adjustment: 1 1 1 1 B 183 14137 lbs HDU14 OK Shear adj for aspect ratio: 225 plf 358 plf 476 plf 535 plf C 183 11672 lbs HDU14 OK 4 use 7/16"panel w/8d @ 6" D 183 11963 lbs HDU14 OK o 3 use 7/16"panel w/8d @ 3" E 183 11672 lbs HDU14 OK m 2 use 7/16"panel w/8d @ 2" F 183 8332 lbs HDU11 OK 1 use 7/16"panel w/8d @ 2" sum 0 lbs co A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height wa 8 0 lbs segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs sum 0 lbs 30 3141 Walnut St eat,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com A Enayat ► Schneider Smith y Engineering, Inc. SEISMIC Shear Wall: (seismic) Grid 4.1 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: co Al 6.58 6.58 6.58 6.58 Force Tran 100 957 lbs none OK A2 4 4 4 4 A2 Olbs t 1_ A3 A3 Olbs o A4 - A4 Olbs B 8 Olbs C C Olbs D 10.58 10.58 10.58 10.58 D #VALUE! ti Lateral(plf): 206 202 135 68 Force Tran 253 2358 lbs (2)-CS16 OK Trib Width: 21.8 21.8 21.8 21.8 A2 0 lbs m Sheath#sides: 1 1 1 2 A3 0 lbs o Plate Height: 9 9 9 9 M A4 0 lbs a Floor Depth: 2 1 1 1 8 0 lbs Wind or Seismic: seismic seismic seismic seismic C 0 lbs OSB or Gypsum: osb osb osb osb D #VALUE! Use: yes yes yes yes Force Tran 253 4592 lbs CMST14 OK a, h Above Open: 1 1 1 1 A2 0 lbs c h Below Open: 1.5 1.5 1.5 1.5 A3 0 lbs co 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 to Finax: 561 lbs 1,111 lbs 1,479 lbs 1,664 lbs C 0 lbs check: OK OK OK OK D #VALUE! shear: 212 plf 420 plf 559 plf 629 plf Force Tran 253 7246 lbs HDU11 OK FRT adjustment: 1 1 1 1 A2 0 lbs Shear adj for aspect ratio: 212 plf 420 plf 559 plf 629 plf A3 0 lbs 4 use 7/16"panel w/8d @ 6" A4 0 lbs to o 3 use 7/16"panel w/8d @ 3" 8 0 lbs m 2 use 7/16"panel w/8d @ 2" C 0 lbs 1 use 7/16"panel w/8d @ 4" D #VALUE! Al O lbs *Shear distribution is based on the proportional shear capacities of individual full height wa A2 0 lbs segments per NDS 4.3.3.4 Exception 1 A3 0 lbs A4 0 lbs 8 0 lbs C 0 lbs D 0 lbs III III II • • • 31 3141 Walnut SU cel,Suite 203A•Denver,Colorado 80205•720.904.1234•essdenver.com *►A4I Enayat ► Schneider ' Smith y e, Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 4.2 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A A 0 lbs ti B 28 28 28 28 8 100 941 lbs none OK .. C C Olbs ay) D 23.5 23.5 23.5 23.5 v D 100 1054 lbs CS16 OK �I E E Olbs c3 F F Olbs G G 0 lbs co Lateral(plf): 206 202 135 68 A 0 lbs a) Trib Width: 41 41 41 41 8 355 1384 lbs CS16 OK a Sheath#sides: 1 1 1 1 C 0 lbs Plate Height: 8 8 8 8 Ih D 267 2411 lbs (2)-CS16 OK 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 0 lbs m h Above Open: 8 355 2795 lbs (2)-CS16 OK c h Below Open: C 0 lbs ca Total Wall Length: N D 267 4736 lbs CMST14 OK a) Strap for Finax: E 0 lbs tL Fmax: F 0 lbs check: G 0 lbs shear: 164 plf 325 plf 432 plf 486 plf A 0 lbs FRT adjustment: 1 1 1 1 8 355 4692 lbs HDU5 OK Shear adj for aspect ratio: 164 plf 325 plf 432 plf 486 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 267 7548 lbs HDU11 OK E 3 use 7/16"panel w/8d @ 4" E 0 lbs co2 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 wa 8 0 lbs segments per NDS 4.3.3.4 Exception 1 C 0 lbs D O lbs E O lbs F O lbs G 0 lbs 32 3141 Walnut St.net,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com `►Asir Enayat Schneider Smith y1a Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 4.4&4.5 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A A 0 lbs B 28 28 28 28 B 100 1067 lbs CS16 OK -o C 28 28 28 28 C 100 1067 lbs CS16 OK o' D rr D 0 lbs E E Olbs F F Olbs G G 0 lbs Lateral(plf): 206 202 135 68 A 0 lbs m Trib Width: 48 48 48 48 B 368 1643 lbs (2)-CS16 OK CD Sheath#sides: 1 1 1 1 C 368 1643 lbs (2)-CS16 OK o Plate Height: 8 8 8 8 co D 0 lbs a Floor Depth: 2 1 1 1 E 0 lbs Wind or Seismic: seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb osb osb osb G 0 lbs Use: no no no no A 0 lbs L. h Above Open: B 368 3261 lbs CMSTC16 OK c h Below Open: C 368 3261 lbs CMSTC16 OK ca 1.` Total Wall Length: N D 0 lbs a) Strap for Finax: E 0 lbs o L. ti Finax: E 0 lbs check: G 0 lbs shear: 177 plf 350 plf 465 plf 524 plf A 0 lbs FRT adjustment: 1 1 1 1 B 368 5403 lbs HDU8 OK Shear adj for aspect ratio: 177 plf 350 plf 465 plf 524 plf C 368 5403 lbs HDU8 OK 4 use 7/16"panel w/8d @ 6" x- D 0 lbs o 3 use 7/16"panel w/8d @ 4" E 0 lbs co 2 use 7/16"panel w/8d @ 2" E 0 lbs CD 1 use 7/16"panel w/8d @ 2" G 0 lbs C A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height wa B 0 lbs segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs E 0 lbs G 0 lbs 0 110 III • • • 33 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234•essdenver.com Enayat ► Schneider Smith r e Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 4.8&4.9 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A A O lbs B 28 28 28 28 B 100 1067 lbs CS16 OK -cc C 28 28 28 28 C 100 1067 lbs CS16 OK m D D Olbs —i E E Olbs Z F F Olbs G G 0 lbs Lateral(plf): 206 202 135 68 A 0 lbs tio Trib Width: 48 48 48 48 B 368 1643 lbs (2)-CS16 OK Q Sheath#sides: 1 1 1 1 C 368 1643 lbs (2)-CS16 OK 2 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 0 lbs m h Above Open: B 368 3261 lbs CMSTC16 OK m h Below Open: C 368 3261 lbs CMSTC16 OK `- Total Wall Length: N D 0 lbs o Strap for Fmax: E 0 lbs o t°L Finax: F 0 lbs check: G 0 lbs shear: 177 plf 350 plf 465 plf 524 plf A 0 lbs FRT adjustment: 1 1 1 1 B 368 5403 lbs HDU8 OK Shear adj for aspect ratio: 177 plf 350 plf 465 plf 524 plf C 368 5403 lbs HDU8 OK 4 use 7/16"panel w/8d @ 6" <- D 0 lbs 5 3 use 7/16"panel w/8d @ 4" E 0 lbs m2 use 7/16"panel w/8d @ 2" F 0 lbs co 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 wa B 0 lbs segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E O lbs F O lbs G 0 lbs 34 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234•essdenver.com 8. .A`I Enayat ►- Schneider ' Smith y 1 -, Engineering, Inc. SEISMIC Shear Wall: (seismic) Grid 4.11 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 100 1054 lbs CS16 OK B B O lbs -z C 28 28 28 28 C 100 941 lbs none OK D t- D 0lbs --I E E 0lbs 3 F F Olbs G G 0 lbs Lateral(plf): 206 202 135 68 A 267 2411 lbs (2)-CS16 OK o Trib Width: 41 41 41 41 B 0 lbs m Sheath#sides: 1 1 1 1 C 367 1300 lbs CS16 OK o Plate Height: 8 8 8 8 M D 0 lbs a Floor Depth: 2 1 1 1 E 0 lbs Wind or Seismic: seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb osb osb osb G 0 lbs Use: no no no no A 267 4736 lbs CMST14 OK L. h Above Open: 8 0 lbs c h Below Open: C 367 2627 lbs (2)-CS16 OK co Total Wall Length: N D 0 lbs Strap for Finax: E 0 lbs L. Io-L. Finax: F 0 lbs check: G 0 lbs shear: 164 plf 325 plf 432 plf 486 plf A 267 7548 lbs HDU11 OK FRT adjustment: 1 1 1 1 8 0 lbs Shear adj for aspect ratio: 164 plf 325 plf 432 plf 486 plf C 367 4441 lbs HTT5 OK 4 use 7/16"panel w/8d @ 6" D 0 lbs z 3 use 7/16"panel w/8d @ 4" E 0 lbs m 2 use 7/16"panel w/8d @ 3" F 0 lbs o 1 use 7/16"panel w/8d @ 2" G 0 lbs A 0 lbs 'Shear distribution is based on the proportional shear capacities of individual full height wa 8 0 lbs segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs G 0 lbs • el • • •_ _ _ • 35 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234•essdenver.com *b.A4I Enayat Schneider4' Smith V 1` Engineering, Inc. SEISMIC Shear Wall: (seismic) Grid 4.12 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Hoiddown System 4 3 2 1 Dead Load: uplift: Holdown check: Al 4 4 4 4 Force Tran 100 957 lbs none OK A2 6.58 6.58 6.58 6.58 A2 0 lbs A3 A3 Olbs z A4 v A4 Olbs —1 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 253 2358 lbs (2)-CS16 OK 0 m Trib Width: 21.8 21.8 21.8 21.8 A2 0 lbs E Sheath#sides: 1 1 1 2 A3 0 lbs a Plate Height: 9 9 9 9 co A4 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 253 4592 lbs CMST14 OK a h Above Open: 1 1 1 1 A2 0 lbs c h Below Open: 1.5 1.5 1.5 1.5 A3 0 lbs ca Total Wall Length: 17.67 17.67 17.67 17.67 N A4 0 lbs a) Strap for Fmax: CS16 CS16 CS16 CS16 B 0 lbs o o Fmax: 561 lbs 1,111 lbs 1,479 lbs 1,664 lbs C 0 lbs check: OK OK OK OK D #VALUE! shear: 212 plf 420 plf 559 plf 629 plf Force Tran 253 7246 lbs HDU11 OK FRT adjustment: 1 1 1 1 A2 0 lbs Shear adj for aspect ratio: 212 plf 420 plf 559 plf 629 plf A3 0 lbs 4 use 7/16"panel w/8d @ 6" A4 0 lbs E 3 use 7/16"panel w/8d @ 3" B 0 lbs m 2 use 7/16"panel w/8d @ 2" C 0 lbs 1 use 7/16"panel w/8d @ 4" D #VALUE! Al O lbs `Shear distribution is based on the proportional shear capacities of individual full height wa A2 0 lbs 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 Select Wood Species: Douglas Fir G = .50 V 0 Select Governing Load: Seismic V Select Seismic Design Category: D V 10d Toe Nail Capacity = 157 Pounds (From NDS Table 11N w/applicable factors) 16d Capacity = 226 Pounds (From NDS Table 11N w/applicable factors) Select Simpson Clip: 1 LTP4 V 670 Pounds (From Simpson catalog w/ 133/160 increase) Select Bolt Diameter: 3/4 V 2032 Pounds (From NDS Table 11E w/applicable factors) Shear Wall Shear Spacing of 10d Spacing of Spacing of Spacing of Type Value Toe Nails A35 16d Anchor Bolts 1 - 8d © 6" in PLY 240 N/A 33.5 11.3 101.6 2 - 8d @ 4" in PLY 350 N/A 23.0 7.7 69.7 3 -8d @ 3" in PLY 450 N/A 17.9 6.0 54.2 III 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. 0 0 • 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 V.1 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 V 7/16" PLY =450 plf 8d 3" 8" 16" oc 10d @ 6" oc 16d @ 4" oc 3/4" @ 48" oc Yes Vr 7/16" PLY = 585 plf 8d 2" 8" 12" oc 10d @ 6" oc 16d © 3" oc 3/4" @ 36" oc Yes T 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 Enayat to- Schneider Schneider Smith Engineering, Inc. Wood Diaphram Deflection NDS 2015 - SECTION 4.2.2 Project: Fields Apartment Building 4-Roof, Perpendicular to Short Direction Project# 17154 Engineer: C.Thomson CHORD SPLICE REQUIREMENTS WITH 10d NAILS AND(2)2x6'S = 700.0 plf uniform SERVICE level shear load at diaphram Chord species&grade DF#2(G=05) 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= 216.50 ft depth of diaphram x= 6.00 ft average chord splice length(typically 8'to 16') Mx= 294,350 ft-lbs maximum SERVICE moment at shear wall support for cantilever T=C= 1360 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/(1000G0+._(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= 12.00 k/in diaphragm shear stiffness NDS SDPWS table 4.2A,4.2B,4.2C struct 1,4-ply, 15/32 10d diameter= 0.148 in used to determine nail slip modulus(NDS 10.3.6) Nail slip modulus(10d)= 10,249 lbs/in/nail =180,000 D1•5(NDS 10.3.6) c= 0.032 in diaphragm chord splice slip(NDS SDPWS table C4.2.2D),equation uses a minimum of(12)10d nails chord deformation= 0.080 in first term of equation 4.2.2 MULTIPLIED BY 15 FOR CANTILEVER CONDITION shear,panel shear, nail slip= 0.60 in second term of equation 4.2.2 chord splice slip= 0.0044 in third term of equation 4.2.2(accounts for both tension&compression chord) TOTAL CANTILEVER DEFL= 0.69 inches • 39 3141 Walnut St)eel,Suite 203A • Denver,Colorado 80205•720.904.1234• essdenver.com • ` ,,' Enayat Schneidera` Smith r' Engineering, Inc. Wood Diaphram Deflection NDS 2015 - SECTION 4.2.2 Project: Fields Apartment Building 4-Level 4 Perpendicular to Short Direction Project# 17154 Engineer: C.Thomson CHORD SPLICE REQUIREMENTS WITH 10d NAILS AND(2)2x6'S c = 686.0 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= 216.50 ft depth of diaphram x= 10.00 ft average chord splice length(typically 8'to 16') Mx= 288,463 ft-lbs maximum SERVICE moment at shear wall support for cantilever T=C= 1332 lbs moment couple at each joint(axial force) n= 11 number of 10d needed on each side of splice USE(12)10d MIN DIAPHRAGM DEFLECTION FROM STRENGTH LEVEL FORCES ,_\=5- L3/(8EAW)+0.25* "L/(1000Ga)+ (x'.c)/(2W) [NDS SDPWS 4.2.2.] • 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) G = 10.20 k/in diaphragm shear stiffness NDS SDPWS table 4.2A,4.2B,4.2C 4 ply, 3/4 thick,40/2( 10d diameter= 0.148 in used to determine nail slip modulus(NDS 10.3.6) Nail slip modulus(10d)= 10,249 lbs/in/nail =180,000 D1•5(NDS 10.3.6) 0.031 in diaphragm chord splice slip(NDS SDPWS table C4.2.2D),equation uses a minimum of(12)10d nails chord deformation= 0.078 in first term of equation 4.2.2 MULTIPLIED BY 15 FOR CANTILEVER CONDITION shear,panel shear, nail slip= 0.70 in second term of equation 4.2.2 chord splice slip= 0.0043 in third term of equation 4.2.2(accounts for both tension&compression chord) TOTAL CANTILEVER DEFL= 0.78 inches • 40 3141 Walnut Street,Suite 203A • Denver,Colorado 80205•720.904.1234• essdenver.com Enayat to- Schneider Schneider '`Smith Engineering, Inc. Wood Diaphram Deflection NDS 2015 - SECTION 4.2.2 Project: Fields Apartment Building 4-Level 3 Perpendicular to Short Direction Project# 17154 Engineer: C.Thomson CHORD SPLICE REQUIREMENTS WITH 10d NAILS AND(2)2x6'S = 458.0 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= 216.50 ft depth of diaphram x= 10.00 ft average chord splice length(typically 8'to 16') Mx= 192,589 ft-lbs maximum SERVICE moment at shear wall support for cantilever T=C= 890 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 A=5-_L3/(8EAW)+0.25` ,*L/(1000Ga)+ (x c)/(2W) [NDS SDPWS 4.2.2.] Diaphragm deflected shape Icantilever v will effect first term of equation 1111 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= 0.56 in second term of equation 4.2.2 chord splice slip= 0.0029 in third term of equation 4.2.2(accounts for both tension&compression chord) TOTAL CANTILEVER DEFL= 0.61 inches • 41 3141 Walnut Street,Suite 203A • Denver,Colorado 80205•720.904.1234• essdenver.com • `,,,11 Enayat Schneider Smith V 1 Engineering, Inc. Wood Diaphram Deflection NDS 2015 - SECTION 4.2.2 Project: Fields Apartment Building 4-Level 2 Perpendicular to Short Direction Project# 17154 Engineer: C.Thomson CHORD SPLICE REQUIREMENTS WITH 10d NAILS AND(2)2x6'S u = 230.0 plf uniform SERVICE level shear load at diaphram Chord species&grade DF#2(G=0.5) V E= 1,600,000.0 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= 216.50 ft depth of diaphram x= 10.00 ft average chord splice length(typically 8'to 16') Mx= 96,715 ft-lbs maximum SERVICE moment at shear wall support for cantilever T=C= 447 lbs moment couple at each joint(axial force) n= 4 number of 10d needed on each side of splice USE(12)10d MIN DIAPHRAGM DEFLECTION FROM STRENGTH LEVEL FORCES A=5%,L3/(8EAW)+0.25*-o*L/(1000Ga)+i(x/\c)/(2W) [NDS SDPWS 4.2.2.] • Diaphragm deflected shape I Cantilever will effect first term of equation Load factor= 1.43 factor to convert service forces to strength forces(1.43 for seismic, 1.67 for wind) A= 8.25 int 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 01.5(NDS 10.3.6) Ac= 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= 0.28 in second term of equation 4.2.2 F chord splice slip= 0.0014 in third term of equation 4.2.2(accounts for both tension&compression chord) TOTAL CANTILEVER DEFL= 0.31 inches III 42 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com CII.A`I Enayat ► III Schneider Smith y 1 Engineering, Inc. Project:17154 Fields Multifamily Bldg 4 C.Thomson E 1600000 psi A 16.5 in2 Ga,nails @ 6" 11 *Ga based on 7/16"PLY Ga,nails @ 4" 14 *Ga based on 7/16"PLY Ga,nails @ 3" 17 *Ga based on 7/16"PLY Ga,nails @ 2" 21 *Ga based on 7/16"PLY Roof Level Average Corridor Shear Wall Deflections based on 3-Term NDS Shear Wall Deflection Equation Using shear wall nailing=6"oc Shear Wall ID v(plf) b(ft) h(ft) Term 1(in.) Term 2(in.) Term 3(in.) Total Deflection(in.) A 233 33.58 0.000 0.000 0.000 0.000 B 225 24.33 0.000 0.000 0.000 0.000 C 233 19.25 9 0.004 0.272 0.083 0.360 D 225 8.67 9 0.008 0.263 0.185 0.457 E 233 18.00 9 0.004 0.272 0.089 0.366 F 225 19.25 9 0.004 0.263 0.083 0.350 G 233 19.25 9 0.004 0.272 0.083 0.360 410 H 225 18.00 9 0.004 0.263 0.089 0.356 I 233 14.67 9 0.005 0.272 0.110 0.387 J 225 19.25 9 0.004 0.263 0.083 0.350 K 233 24.33 9 0.003 0.272 0.066 0.341 L 225 33.58 9 0.002 0.263 0.048 0.313 Average Shear Wall Deflection: 0.303 2x Shear Wall Defl(to compare with diaphragm deflection) 0.61 Diaphragm Defl(from other spreadsheet) 0.69 About equivalent,diaphragm is rigid. III 43 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com .. III Enayat ► Schneider Smith y IA Engineering, Inc. Level 4 Average Corridor Shear Wall Deflections based on 3-Term NDS Shear Wall Deflection Equation I u,;n,.ctinmr,.,2!!n-.;I;n,.-1"n :Ind 3",. Shear Wall ID v(plf) b(ft) h(ft) Term 1(in.) Term 2(in.) Term 3(in.) Total Deflection(in.) A 341 33.58 9 0.003 0.313 0.048 0.364 B 358 24.33 9 0.005 0.271 0.066 0.341 C 341 19.25 9 0.006 0.313 0.083 0.402 D 358 8.67 9 0.013 0.271 0.185 0.469 E 341 18.00 9 0.006 0.313 0.089 0.408 F 358 19.25 9 0.006 0.271 0.083 0.360 G 341 19.25 9 0.006 0.313 0.083 0.402 H 358 18.00 9 0.006 0.271 0.089 0.366 I 341 14.67 9 0.007 0.313 0.110 0.430 J 358 19.25 9 0.006 0.271 0.083 0.360 K 341 24.33 9 0.004 0.313 0.066 0.384 L 358 33.58 9 0.003 0.271 0.048 0.322 Average Shear Wall Deflection: 0.384 2x Shear Wall Defl(to compare with diaphragm deflection) 0.77 Diaphragm Defl(from other spreadsheet) 0.78 About equivalent,diaphragm is rigid. • • 44 1 3141 Walnut Street,Suite 203A•Denver,Colorado 80205•720.904.1234• essdenver.com "10,'A41 Enayat ► S - 1111 Schneieider Smith r Engineering, Inc. Level 3 Average Corridor Shear Wall Deflections based on 3-Term NDS Shear Wall Deflection Equation Using shear wall nailing=2"oc Shear Wall ID v(plf) b(ft) h(ft) Term 1(in.) Term 2(in.) Term 3(in.) Total Deflection(in.) A 454 33.58 9 0.004 0.278 0.048 0.330 B 476 24.33 9 0.006 0.291 0.066 0.364 C 454 19.25 9 0.007 0.278 0.083 0.369 D 476 8.67 9 0.017 0.291 0.185 0.494 E 454 18.00 9 0.008 0.278 0.089 0.375 F 476 19.25 9 0.008 0.291 0.083 0.383 G 454 19.25 9 0.007 0.278 0.083 0.369 H 476 18.00 9 0.008 0.291 0.089 0.389 I 454 14.67 9 0.010 0.278 0.110 0.397 J 476 19.25 9 0.008 0.291 0.083 0.383 K 454 24.33 9 0.006 0.278 0.066 0.350 L 476 33.58 9 0.004 0.291 0.048 0.344 Average Shear Wall Deflection: 0.379 2x Shear Wall Defl(to compare with diaphragm deflection) 0.76 Diaphragm Defl(from other spreadsheet) 0.61 Shear wall defl>diaphragm,diaphragm rigid. III • 45 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com Ill Enayat ► Schneider '' Smith y 1 Engineering, Inc. Level 2 Average Corridor Shear Wall Deflections based on 3-Term NDS Shear Wall Deflection Equation Using shear wall nailing=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 510 33.58 9 0.005 0.312 0.068 0.385 B 535 24.33 9 0.007 0.328 0.094 0.428 C 510 19.25 9 0.008 0.312 0.118 0.439 D 535 8.67 9 0.019 0.328 0.262 0.610 E 510 18.00 9 0.009 0.312 0.126 0.448 F 535 19.25 9 0.009 0.328 0.118 0.455 G 510 19.25 9 0.008 0.312 0.118 0.439 H 535 18.00 9 0.009 0.328 0.126 0.463 I 510 14.67 9 0.011 0.312 0.155 0.478 J 535 19.25 9 0.009 0.328 0.118 0.455 K 510 24.33 9 0.007 0.312 0.094 0.412 L 535 33.58 9 0.005 0.328 0.068 0.400 Average Shear Wall Deflection: 0.451 2x Shear Wall Defl(to compare with diaphragm deflection) 0.90 Diaphragm Defl(from other spreadsheet) 0.31 Shear wall defl>diaphragm,diaphragm rigid. • • 45a PROJECT 6se-QdA ®®� 3141 Walnut Street,Suite 203A E Benet,Colorado 00205 PROJECT N BY CAI— hnE72019041234 • Schneider Smith yl DATE PAGE Engineering, Inc. . ,41-,W,:_"1.1.(1;E;/tet 4 (1 ,.atS. 0 Lir v --gstp0 C . mi , 250 , (,,10 r l..l. 1,6 40f06) - KS (tn O41 Pav a tAyv.,_v--n„, via t1 2. O LIC/...1.' '.c. 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CHECKED BY: ---7:60:pcpyt).01-t)q -, 2Jv't 4+,Di • 48 PROJECT .F\C1ok4 Ovk • *1,A4.4, 3141 Walnut Street,Suite 203A Oenver,Colorado 00205 PROJECT A L� BY • Enayat [1201904-1234 Schneider Smith RATE S(I /,. 1r PAGE Engineering, Inc. Prio _ , ( f)....H.tm..t.t 1144-11B1 q-2�L.e...tl • cP(/to r 01.7 1/1-0 0 6 Op TU f .u) N 1,41 vt, .4. 2 ((icy)f'gi) ..,i l '���(' 'i 1g. . .3 o 0 0 VI O CHECKED 8Y: DATE: FIELDS APARTMENTS ESS NO.: 17154 • • Roof Framing Design • • • • 49 4. 1 4.2 4.3 4.614.7to , `moi T <RB3> <RB3> <RB3> <RB3> <> <RH2> n - •--A-1 <RH1> - nl l l l l l In <RH1> <RH1> �I}n n <RH1> <RH1> n n <RH2> <RH1> [[[///��� A n <RH1 -- CO -- - CO CO t r- m m -- - I _. 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(Z`U" (9,!,`-(14- — yVD "(fEaq .-11 - s \k- --------'------ 7F 0 R(K0 Atrilln LA:)'-: tLe --(vtlivl ck,,nr u'ev4:14.-Ne0"es i 12)) 3'S1(7i7--SLAIL CA- CAZ-V-, (_( ) 0 : ,-,?1 1 vi 'i----- P.,,‘OrickL 4-- t2X----.-LI 4,, ' L, ) g-AP — zyl-Vv") cilV'' ,,,q &-T.( 3" L9,._alkaG„,...125,La ,ew 6r ,,,, - (9 '1,72v-,- ti- 1- oviv-Is) CHECKED BY:: 01 kVk 2"---; G 7 . ---!---- M2-‘11A9 -Avilf\A ig-t:Ai(si\& DA" "fr 1 51 ES 0 DENVER PROJECT Re-WA Ilebuchr,A0 iNta Enayat Schneider,Engineering,Inc. PROJECT,/ I2-1 G I BY• _IX_ SSE OMAHA 11.- SSI DALLAS ESE DENVER 1 3191 ilialnu1 Street Denver,Colorado 90225 [7201 904 1234 OATE \1c\)10 PAGE ESS PORTLAND Cz0,\Phs-At\ ':t ' (2,61, PJAd K (0 V y ?2tS1i I_ -4010 '••• 6714i ' cv\ot kr\rntli, LcAC 2 tk ( Q75?) 2 0 n kvi2uo:-- 61(1 0, PA,ck 9, i-k tAfA4( Rg:),4 o'otIk 1 (2Y1-N" vs,-_ "=•°1?/ eir0 r-\it (#‘2_14, C05,1 RukCi 217 r (t:0` -6.7) krCek 04ktc4-1--tm"e 't3)2.41g, 6F-4f-2. 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SSE OMAHA 3141 Walnut Street Never,Colorado 110205 SSI DALLAS [1201 904-1234 11110 ESE DENVER I OATS '12-12-7-112-0 PAGE ESSPORILAND .VOIN ovlReP6,3 tocke,, 5(3,c-fosciativel- -c 0\forvvo,-Nok = AcLiskozw.7*-`it,IA a% Kfce,,.( cw.ct .@ G) 'rcrfo,0 0 1:-U1 0-4-iko ' -FD bP tvril A (*)12.)(2 ct47- Kr-,;f7sq? 8410(.6 Vito?'" vo (Aavw -e vipio (a) 112, - tlCY)Uc1 • L hecrver-- ((ze; ) 0 (w1,7211 &.tiVicu,VA ticorta 4-1 (>4-. kDo,t0 c)f•r, T.-- -tot tpsk' '"q2-Cfc-2-(tol,(AO:- "ittV O 07-(112)( 0,\ItAck-up-rNc‘ 73avv -6.2„1 to - e, Iss -12A7 Ns,1 Irkk-AC-2‘? - ....... 0 411 CHECKED BY: DATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 53 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12 44P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH1 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+ 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) 8 b b 0 xx rel 2-1.75x7.25 iiii;f) Span=7.0 ft F .1 11111 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 = 6.412ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.093 in Ratio= 900>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.170 in Ratio= 494>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.310 2.310 Overall MINimum 1.269 1.269 +D+H 1.041 1.041 +D+L+H 1.041 1.041 +D+Lr+H 1.041 1.041 0 +D+S+H 2.310 2.310 +D+0.750Lr+0.750L+H 1.041 1.041 +D+0.750L+0.7505+H 1.992 1.992 +D+0.60W+H 1.041 1.041 +D+0.70E+H 1.041 1.041 Enayat Schneider Smith Project Title: Fields Apartments Engineering, Inc. Engineer: C.Thomson Project ID: 17154 54 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12:44PM WOOL) Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design'Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH1 L=7'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 1.041 1.041 +D+0.750L+0.750S+0.450W+H 1.992 1.992 +D+0.750L+0.7505+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 55 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018 12 44R Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations1General 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) d b d 8 x x (x) (�j Y 2-1.75x7.25 Y Span=7.Oft 0 F '1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, 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 Iv: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 41, +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 56 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:44PM Wood Beam ts\2017\17154(Fields Apartments-Otak)\Calculations\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: 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+0.7505+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 57 3141 Walnut St.Suite 203A Project Descr: Prnted 22 MAR 2018.11.44AM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design,ec( ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH2 L=5'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.3366)S(0.42075) X a a 8 t X Z 2-2x8 ;`r Span = 5.0 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=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+0.7505+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 58 3141 Walnut St.Suite 203A Project Descr: Printed:22 MAR 2018..11:44AM 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: 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+0.7505+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 59 3141 Walnut St.Suite 203A Project Descr: Primed.21 MAR 2018,12 44P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 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-Prll 2510 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750 psi Wood Grade :MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42 pcf Beam Bracing : Completely Unbraced D(0.72)S(0.89) b b D(0.29)S(0.3625) b s ;1"..--- x 2-1.75x7.25 rd;1 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 Desi.n OK Maximum Bending Stress Ratio = 0.564 1 Maximum Shear Stress Ratio = 0.357 : 1 Section used for this span 2-1.75x7.25 Section used for this span 2-1.75x7.25 fb:Actual = 1,661.61 psi fv:Actual = 117.01 psi FB:Allowable = 2,943.88 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.423ft Location of maximum on span = 6.412 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.099 in Ratio= 849>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.180 in Ratio= 466>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.862 2.367 Overall MINimum 2.127 1.301 +D+H 1.735 1.067 • +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 60 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1244P Wood Beans ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 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 • • 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 2018.1244PM O Wood Beam ts12017117154(Fields Apartments-Otak)ICalculationsI General Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH3 L=2'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-Prll 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade :No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Completely Unbraced D(0.29)S(0.3625) 0 6 8 0 x x 2-2x6 ;(., Span=2.50 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=0.020, S=0.0250 ksf, Tributary Width=14.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.303 1 Maximum Shear Stress Ratio = 0.229 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 406.66 psi fv:Actual = 47.34 psi FB:Allowable = 1,340.24 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio= 6230>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.009 in Ratio= 3442>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.820 0.820 Overall MINimum 0.453 0.453 +D+H 0.367 0.367 +D+L+H 0.367 0.367 +D+Lr+H 0.367 0.367 • +D+S+H 0.820 0.820 +D+0.750Lr+0.750L+H 0.367 0.367 +D+0.750L+0.750S+H 0.707 0.707 +D+0.60W+H 0.367 0.367 +D+0.70E+H 0.367 0.367 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 62 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.12.44PM ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design1Apartments 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: 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+0.7505+0.450W+H 0.707 0.707 +D+0.750L+0.750S+0.5250E+H 0.707 0.707 +0.60D+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 63 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018..1245P Wood Beam ts\2017117154(Fields Apartments-Otak)ICalculations\General Apartments Design\Apartments Framing Design.ec€ ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH4 L=T0" 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 P P P 0 X 2-2x8 Span =7.0ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, 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 • +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 64 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:45PM ts12017117154(Fields Apartments-Otak)1Calculations\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: 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+0.750S+0.450W+H 0.288 0.288 +D+0.750L+0.750S+0.5250E+H 0.288 0.288 +0.600+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 65 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12.45PM *Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 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 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(0.04)S(0.05) X p p p p X 2-2x62*, Span=3.0 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=0.020, 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 0 +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 66 3141 Walnut St.Suite 203A Project Descr: Pnnted 21 MAR 2018,12:45PM ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments Design\Apartments Framing Design.ecE Wood Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 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+0.750S+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 67 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 45P Wood Beam ENERCALC, (Fields Apartments-Otal)\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-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(0.35)S(0.4375) Xn a C X 2-2x6 ,;`, 00* Span=3.0 ft F 4110 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 = 0.527: 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 = 0.000 ft 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 S +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 68 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.12.45PM Wood Bear ts12017117154(Fields Apartments-Otak)ICalculationsI 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: 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 +0.600+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 69 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018 12 Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RB1 L=8'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2600 psi Ebend-xx 1900 ksi Fc-Pill 2510 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42 pcf Beam Bracing : Completely Unbraced D(0.35)S(0.4375) a a C a a x 2-1.75x24 Span=8.50 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=17.50 ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.116 1 Maximum Shear Stress Ratio = 0.100 : 1 Section used for this span 2-1.75x24 Section used for this span 2-1.75x24 fb:Actual = 261.91 psi fv:Actual = 32.84 psi FB:Allowable = 2,260.41 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.250ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio= 15118>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.013 in Ratio= 8145>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.451 3.451 Overall MINimum 1.859 1.859 +D+H 1.592 1.592 +D+L+H 1.592 1.592 +D+Lr+H 1.592 1.592 0 +D+S+H 3.451 3.451 +D+0.750Lr+0.750L+H 1.592 1.592 +D+0.750L+0.7505+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 70 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:45PM Wood Beam ts12017117154(Fields Apartments-Otak)ICalculations\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: 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+0.7503+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 +0.60D+0.70E+0,60H 0.955 0.955 D Only 1.592 1.592 Lr Only L Only S Only 1.859 1.859 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 71 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.1245PM Wood Beam ENERCALC, (Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 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 580.0ksi 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 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) 8 b 8 8 8 x x ex j 2x12 ,AZ • 1,4 Span=6.0ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=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 FIB: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 72 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1245P Wood B@1111 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: 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 +0.600+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 73 3141 Walnut St.Suite 203A Project Descr: Printed-21 MAR 2018.12 45P Wood Bealll 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: 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 42.0pcf 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 8 D(0.09)S(0.1125) 88 8 x 3-1.75x11.25 Span =21.0 ft ill Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=4.50 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.440 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 74 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1245P r ts12017117154(Fields Apart ments-Otak)ICalculations\General Apartments Design\Apartments Framing Design.ed WOOC� Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RB3 L=21'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 2.012 2.012 +D+0.60W+H 1.126 1.126 +D+0.70E+H 1.126 1.126 +D+0.750Lr+0.750L+0.450W+H 1.126 1.126 +D+0.750L+0.7505+0.450W+H 2.012 2.012 +D+0.750L+0.7505+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 75 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.12 45P Wood Beam ENERCALC, (Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ec€ ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 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-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 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 b b d b >< 2-2x12 • Span= 10.750 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=4.50 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.555 1 Maximum Shear Stress Ratio = 0.201 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 574.73psi fv:Actual = 41.71 psi FB:Allowable = 1,029.82 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.375ft Location of maximum on span = 9.848 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.060 in Ratio= 2160>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.111 in Ratio= 1158>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.128 1.128 Overall MINimum 0.605 0.605 • +D+H 0.523 0.523 +D+L+H 0.523 0.523 +D+Lr+H 0.523 0.523 +D+S+H 1.128 1.128 +D+0.750Lr+0.750L+H 0.523 0.523 Enayat Schneider Smith Project Title: Fields Apartments Engineering, Inc. Engineer: C.Thomson Project ID: 17154 76 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018.12:45PM Wood Beam ts12017117154(Fields Apartments-Otak)ICalculationsIGeneral 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: 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+0.7505+0.450W+H 0.977 0.977 +D+0.750L+0.750S+0.5250E+H 0.977 0.977 +0.60D+0.60W+0.60H 0.314 0.314 +0.60D+0.70E+0.60H 0.314 0.314 D Only 0.523 0.523 Lr Only L Only S Only 0.605 0.605 W Only E Only H Only • • 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 20161245PM ip Wood Beam ts12017117154(Fields A artments-Otak 1CalculationslGeneral Apartments Design\Aartmencs Framing Design.ect 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-Pill 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Completely Unbraced D(1.2)S(1.2) x x 3-2x12 3-2x12 Span=5.0ft Span=3.0ft 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 Desi•n OK Maximum Bending Stress Ratio = 0.884 1 Maximum Shear Stress Ratio = 0.344 : 1 Section used for this span 3-2x12 Section used for this span 3-2x12 fb:Actual = 910.22 psi fv:Actual = 71.11 psi FB:Allowable = 1,029.18 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.000ft Location of maximum on span = 5.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.058 in Ratio= 1236>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.116 in Ratio= 618>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -1.440 3.840 Overall MINimum -0.720 1.920 +D+H -0.720 1.920 +D+L+H -0,720 1.920 +D+Lr+H -0.720 1.920 • +D+S+H -1.440 3.840 +D+0.750Lr+0.750L+H -0.720 1.920 +D+0.750L+0.750S+H -1.260 3.360 +D+0.60W+H -0.720 1.920 +D+0.70E+H -0.720 1.920 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 78 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 12.45PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 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+0.7505+0.5250E+H -1.260 3.360 +0.60D+0.60W+0.60H -0.432 1.152 +0.600+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 • • 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 ts12017117154(Fields Apartments-Otak)Icalculati Wood Beam ons\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: 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-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 : Beam is Fully Braced against lateral-torsional buckling D(0.04)S(0.05) b a 8 8 2x12 Span= 12.670 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=0.020, S=0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.688 1 Maximum Shear Stress Ratio = 0.218 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 712.75 psi fv:Actual = 45.04 psi FB:Allowable = 1,035.00 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.335ft Location of maximum on span = 11.745ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.102 in Ratio= 1484>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.192 in Ratio= 792>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.593 0.593 Overall MINimum 0.317 0.317 +D+H 0.277 0.277 +D+L+H 0.277 0.277 +D+Lr+H 0.277 0.277 • +D+S+H 0.593 0.593 +D+0.750Lr+0.750L+H 0.277 0.277 +D+0.750L+0.7505+H 0.514 0.514 +D+0.60W+H 0.277 0.277 +D+0.70E+H 0.277 0.277 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 80 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 45PM Wood Beamts12017\17154(FieldsApartments-Otak)(Calculations\GeneralApartmentsDesignlApartments FramingDesign.ec€ 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 81 3141 Walnut St.Suite 203A Project Descr: _ Printed.21 MAR 2018,12 45P C7en@ra� B@alln Analysists12017117154(Fields Apartments-Otak)\Calculations\GeneralApartments DesignlApartmentsFraming Design.ec€ ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Long Span GT L=28.5' General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 28.50 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inn4 D(0.78)1 S(0.975) D(0.04)S(0.05) - _. _._..__ _� .,,,A:''' -'1,,,,,,a-,:?:4'',..- 4Q44..'44fie'- _ �`�a.1 -a.; r �.. _.. ____._...�w.,..._ 1 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 III 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 ft 1 14.41 14.41 2.71 +D+H Dsgn.L= 28.50 ft 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+0.750L+0.750S+0.450W+H 04. Dsgn.L= 28.50 ft 1 12.41 12.41 2.33 D+0.750L+0.7505+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 ft 1 3.84 3.84 0.72 +0.60D+0.70E+0.60H Dsgn.L= 28.50 ft 1 3.84 3.84 0.72 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 82 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018.1245P is12017117154(Fields Apartments-Otak)ICalculations\General Apartments DesigntApartments Framing Design.ecf General B@a 111 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.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.7389 13.680 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.709 1.611 Overall MINimum 0.722 0.430 +D+H 1.204 0.716 +D+L+H 1.204 0.716 +D+Lr+H 1.204 0.716 +D+S+H 2.709 1.611 +D+0.750Lr+0.750L+H 1.204 0.716 +D+0.750L+0.7505+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+0.750S+0.5250E+H 2.333 1.387 +0.60D+0.60W+0.60H 0.722 0.430 +0.60D+0.70E+0.60H 0.722 0.430 D Only 1.204 0.716 Lr Only L Only S Only 1.505 0.895 W Only • E Only H Only • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 83 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 12:52PM Steel Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee;Enayat Schneider Engineering Inc Description: 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 f•j� Span= 10.50 ft R� i 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 I) DESIGN 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 +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 • ®F 0 R T E JOB SUMMARY REPORT Fields Apartments Joist Design.4te 84 01:Level Member Name Results Current Solution Comments or Joist Span 13'10"!pli, Passed 1 Piece(s)11 7/8"TJI®210 @ 24"OC r Joist Span 10'6" Passed 1 Piece(s)11 7/8"TM®110©24"OC oor Joist Span 14'8" Passed 1 Piece(s)11 7/8"TJI®210 @ 24"OC Floor:Stair Joist Span 8'6" Passed 1 Piece(s)9 1/2"TJI®110 @ 16"OC Floor:Stair Joist Span 7'6" Passed 1 Piece(s)11 7/8"TJI®110 @ 24"OC • IPte 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 1 of 6 -ii---4- FORTE , MEMBER REPORT Level,Floor Joist Span 13'10" PASSED 1 piece(s) 11 7/8"TM® 210 @ 24" OC 85 Overall Length: 14'5" III,:: + + o . 13'10" ,t, 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 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) TJ-Pro'"Rating 44 40 Passed -- -- •Deflection criteria:LL(L/480)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 14'3"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro" Rating include:None Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live 1-Stud wall-DF 3.50" 2.25" 1,75" 360 577 937 1 1/4"Rim Board 2-Stud wall-DF 3.50" 2.25" 1.75" 360 577 937 1 1/4"Rim Board 1111 •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 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 prnrlurt 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 0 Page 2 of 6 li�l F OR T E ' MEMBER REPORT Level, Floor Joist Span 10'6" PASSED 1 piece(s) 11 7/8" TJI® 110 @ 24" OC 86 Overall Length: 11'1" III + + o 0 10'6" E E All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 707 @ 2 1/2" 1041(2.25") Passed(68%) 1.00 1.0 D+ 1.0 L(All Spans) Member Type:Joist Shear(lbs) 683 @ 3 1/2" 1560 Passed(44%) 1.00 1.0 D+ 1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 1849 @ 5'6 1/2" 3160 Passed(59%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.086 @ 5'6 1/2" 0.267 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.140 @ 5'6 1/2" 0.533 Passed(L/914) -- 1.0 D+ 1.0 L(All Spans) TJ-Pro'""Rating 53 40 Passed -- -- • Deflection criteria:LL(L/480)and 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 dive Total Accessories lliStud 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. 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 Foe 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) 11 7/8" T)I® 210 @ 24" OC 87 Overall Length: 15'3" III + + 0 0 li 14 8" 4 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 ID 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 Dell.(in) 0.253©7'7 1/2" 0.371 Passed(L/703) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.411 @ 7'7 1/2" 0.742 Passed(L/433) -- 1.0 D+1.0 L(All Spans) TJ-Pro"'Rating 41 40 Passed -- -- • Deflection criteria:LL(L/480)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 3'8"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 15'1"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge.'Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro'm Rating include:None Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live Ill 1-Stud wall-DF 3.50" 2.25" 1.75" 381 610 991 1 1/4"Rim Board 2-Stud wall-DF 3.50" 2.25" 1.75" 381 610 991 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 15 3" 24" 25.0 40.0 Residential-Living Areas Weyerhaeuser Notes 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 pmdurt literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator i Forte Software Operator Job Notes 3/15/2018 8:51:16 AM III Forte v5.3, Design Engine:V7.0.0.5 Mike Brimeyer Enayat Schneider Engineering Fields Apartments Joist Design.4te ' (720)904-1234 i 0 Page4of6 MEMBER REPORT Level,Floor:Stair Joist Span 8'6" PASSED nl F 0 R T E 1 piece(s) 9 1/2" TM® 110 @ 16" OC 88 Overall Length:9'1" • + + O 0 .0.4.0,00.01 AMMO" `WillOWARIIMUMBEZI 1111.01•MMIMMIMOMMMIIMMIMPIPW .. X e's• 4, 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) 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) Supports Total Available Required Dead Floor Total Accessories Live Stud wall-DF 3.50" 2.25" 1.75" 151 606 757 1 1/4"Rim Board -Stud wall-DF 3.50" 2.25" 1.75" 151 606 757 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 9'1" 16" 25.0 100.0 Residential-Living Areas /� Weyerhaeuser Notes , (I)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. l 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 1orte 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 5 of 6 iF 0 R T E x MEMBER REPORT Level,Floor:Stair Joist Span 7'6" PASSED 1 piece(s) 11 7/8" TJI® 110 @ 24" OC 89 Overall Length:8'1" t, ... • ., r.... . . 00 ., i... __ T6' II 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) 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-Pro'"Rating 62 40 Passed -- -- •Deflection criteria:LL(11480)and TL(11240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'2"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 7 11"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro"'Rating include:None Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories liv 1-Stud wall-DF 3.50" 2.25" 2.03" 202 808 1010 1 1/4"Rim Board 1111 2-Stud wall-DF 3.50" 2.25" 2.03" 202 808 1010 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 8'1" 24" 25.0 100.0 Residential-Living Areas /� Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser _ product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. 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' `4" ,e-. 1 Q-tt , 1 , , 1/ ___ , , i o ' ( ,__, - - - _ - = - - 00 CHECKED BY: BATE: 1 99 PROJECT V-i9J\c V\,(-)rw--(vvvirst-4, ----- --- 3141 Walnut Street Suite 203A Enayat Denver,Colorado 80205 [1201 9041234 PROJECT# V-4-1 BY -T- 0- Schneider 6"'• Smith V DATEgkr,1201K PAU Engineering, Inc. V1X61)--- (V )c!•1 c.;14. ...... . &o" (Pc \--)sr --viri-to 2. ` r2r ( 1-Y" )1‘ kA/ Loot6. -urrA M D,095+ r--6.110 J2- Ai )" vo,f\-kk .. LW— ,G ("4- teAtO -4- 6-k-ir Atoc/A-c(r,t) s re,9 Q 1 ,25C+„ rio-) VOI\;-'•k-4). -VAk) tem 2- (Of ti v-0 4i criur hst oP !z44 JA \ CY-1/ G 14- (2)1't(f2 •o • LAD 7-- ((154 (1,/ 4),(- Ail owl ki I 5 4 iertivt .o' fk:A4 Lc ( i1 2' =" it)V-.0)* ek S't ‘t O'nri 0 0 . t CHECKED BY: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154100 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.12 45P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculatioons\General Apartments Design'Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Buid:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 4 ;K Licensee:Enayat Schneider En.ineering 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 1600ksi Fc-PrIl 1350 psi Eminbend-xx 580ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Completely Unbraced D(0.05)L(0.08) b o b b b X i 2-2x6 Span=7.0 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 DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.56Q 1 Maximum Shear Stress Ratio = 0.207 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 649.11 psi fv:Actual = 37.23 psi FB:Allowable = 1,159.18psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.566 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.065 in Ratio= 1285>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.109 in Ratio= 770>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.468 0.468 Overall MINimum 0.280 0.280 +D+H 0.188 0.188 +D+L+H 0.468 0.468 +D+Lr+H 0.188 0.188 • +D+S+H 0.188 0.188 +D+0.750Lr+0.750L+H 0.398 0.398 +D+0.750L+0.7505+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: 17154101 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,1245P Wood Beam ts12017117154(Fields Apartments-Otak)\Calcdations1General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: FH1 L=7'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.398 0.398 +D+0.750L+0.750S+0.450W+H 0.398 0.398 +D+0.750L+0.750S+0.5250E+H 0.398 0.398 +0.60D+0.60W+0.60H 0.113 0.113 +0.60D+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 • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154102 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 45PM WOOCI Beamts12017117154(Fields Apartments-Otak)1Calcula6ons\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.# KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: FH2 L=5'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Pr!! 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.156)L(0.12) b ° D(0.05 L(0.08) 0 0 8 d b b 0 2-2x6 Span=5.0 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,(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: 17154103 3141 Walnut St.Suite 203A Project Descr: Printed.21 MRP 2010,12 45P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculafons\General Apartments Design\partments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17,12,10 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+0.7505+0.5250E+H 0.899 0.899 +0.60D+0.60W+0.60H 0.314 0.314 +0.60D+0.70E+0.60H 0.314 0.314 D Only 0.524 0.524 Lr Only L Only 0.500 0.500 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154104 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018 12 45P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculadans\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" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900 psi Ebend-xx 1600ksi Fc-Prll 1350 psi Eminbend-xx 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 8 0 8 x 2-2x6 Span=2.50ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=2.0 ft 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 = 9.64psi 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+H 0.067 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: 17154105 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 45P Wood Beam ts12017117154(Fields Apartments-Otak)ICalculations General Apartments Design%Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 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 +0.600+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 • 410 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154106 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAO 2018 12 45P Wood Beam ts12017117154(Fields Apartments-Otak)ICalculationssGeneral 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" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced X b D(0.175)L(0.28) o X ;1 2-2x10 r& Span=7.0 ft F • Applied Loads Service loads entered. Load Factors will be applied for calculations. pp pp 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 = 974.86psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.234 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.048 in Ratio= 1747>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.079 in Ratio= 1061 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.614 1.614 Overall MINimum 0.980 0.980 +D+H 0.634 0,634 +D+L+H 1.614 1.614 +D+Lr+H 0.634 0.634 • +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: 17154107 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAP 2018,12:45PM Wood Beam ts1201717154(Fields Apartments-Otak)1Calculations\General Apartments Design Apartrnents Framing Design.ec6 ENERCALC,INC.1983-2017, 4:10.17.12.10,Ver:10.17.12.10 Lic.#':KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FH4 L=T0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 1.369 1.369 +D+0.750L+0.7505+0.450W+H 1.369 1.369 +D+0.750L+0.750S+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 • 1111 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 12 45P Wood Beam ts12017117154(Fields Apartments-Otak)1CalculationsIGenexal Apartments Design1Apartments Framing Deeigtec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 • int Licensee: Enayat Schneider Engineering Inc Description: FH5 L=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced X v D(0.175)3 L(0.28) b 8 r 2-2x6 Span=3.0 It • 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: 17154109 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12.45PM ts12017117154(Fields Apartments-Otak)1CalculationslGeneral 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: 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+0.750S+0.5250E+H 0.583 0.583 +0.600+0.60W+0.60H 0.161 0.161 +0.60D+0.70E+0.60H 0.161 0.161 D Only 0.268 0.268 Lr Only L Only 0.420 0.420 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154110 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12:46PM Wood Beam ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments Oesign\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: FH6 LS 310" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.09 L(0.3) e b D(0.05)0L(0.08) b b b 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=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 fa +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+0.750S+H 0.643 0.643 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 2018,1246P Wood Beath ts12017117154(Fiehts 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.#: 6009534 Licensee : Enayat Schneider Engineering Inc Description: FH6 L=3'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.60W+H 0.215 0.215 +D+0.70E+H 0.215 0.215 +D+0.750Lr+0.750L+0.450W+H 0.643 0.643 +D+0.750L+0.750S+0.450W+H 0.643 0.643 +D+0.750L+0.750S+0.5250E+H 0.643 0.643 +0.60D+0.60W+0.60H 0.129 0.129 +0.600+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 • • 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 2018,12 46P Wood Beam ts12017111154(Fields Apartments-otak)lcalculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC,1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FH7 L=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 31.20pcf Beam Bracing : Completely Unbraced D(0.3)L(0.48) d b 8 d d x 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=0.0250, L=0.040 ksf, Tributary Width=12.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.600 1 Maximum Shear Stress Ratio = 0.416 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 699.39 psi fv:Actual = 74.87 psi FB:Allowable = 1,165.22 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 0.013 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: 17154113 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1246P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesigniApattments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FH7 L=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+0.750S+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 • • 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 1245P Woof) Beare ts12017\17154(Fields Apartments-Otak)1Calculatiions\General Apartments DesigntApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver30.17.12.10 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-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.06)L(0.2) 8 8 L 6 b 2-2x6 Span=3.0 ft F 4111 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, 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 0 +D+S+H 0.095 0.095 +D+0.750Lr+0.750L+H 0.320 0.320 +D+0.750L+0.7505+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: 17154115 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1246P Wood Beam ts12017117154(FnAdsApartments-Otak)ICalculatianssGeneral 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: 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+0.750S+0.450W+H 0.320 0.320 +D+0.750L+0.750S+0.5250E+H 0.320 0.320 +0.600+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: 17154116 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:46PM Wood Beam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Buid:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee :Enayat Schneider Engineering Inc Description: 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-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(0.09)L(0.3) 8 n d 8 b x 2-2x6 ,;f1 Span=3.0 ft 41110 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 = 1,165.22psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.008 in Ratio= 4356>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.011 in Ratio= 3320>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.590 0.590 Overall MINimum 0.450 0.450 +D+H 0.140 0.140 +D+L+H 0.590 0.590 +D+Lr+H 0.140 0.140 • +D+S+H 0.140 0.140 +D+0.750Lr+0.750L+H 0.478 0.478 +D+0.750L+0.7505+H 0.478 0.478 +D+0.60W+H 0.140 0.140 +D+0.70E+H 0.140 0.140 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154117 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 46P Wood Beam ts12017117154(Fields Apartments-Otak)ICalculations1General Apartments Design1Apartmerds 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: FH9 L=3.0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.478 0.478 +D+0.750L+0.750S+0.450W+H 0.478 0.478 +D+0.750L+0.7505+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: 17154118 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:46PM Wood Beam ts\2017117154(Fields Apartments-otak)lcalculations\General Apartments Design\Apartments Framing Design.eca ENERCALC, .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 1,600.0ksi 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 e o 0(0.225)L(0.75) a c ii b x 2-2x8 ;1,, Span=4.0 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=0.030, L=0.10 ksf, Tributary Width=7.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.834 1 Maximum Shear Stress Ratio = 0.526 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 894.67 psi fv:Actual = 94.69 psi FB:Allowable = 1,072.50psi 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+0.7505+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: 171541 19 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2010,12:46PM Wood Beam ts12017117154(Fields Apartments-Otak)1CalculationslGeresal 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: 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: 17154120 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.12:46PM Wood Beam ts12017\17154(Fields Apartments-Otak)1CalculationslGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Bu1ild: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 IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced 6 6 D(0.12)L(0.4) 6 6 x 2-2x10 Span=6.0 ft F 0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=4.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.680 1 Maximum Shear Stress Ratio = 0.353 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 663.95 psi fv:Actual = 63.51 psi FB:Allowable 977.06 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.037 in Ratio= 1942>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.049 in Ratio= 1477>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.578 1.578 Overall MINimum 1.200 1.200 +D+H 0.378 0.378 +D+L+H 1.578 1.578 +D+Lr+H 0.378 0.378 • +D+S+H 0.378 0.378 +D+0.750Lr+0.750L+H 1.278 1.278 +D+0.750L+0.7505+H 1.278 1.278 +D+0.60W+H 0.378 0.378 +D+0.70E+H 0.378 0.378 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715421 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1246P ts12017117154(Fields Apartments-Otak)1CalculationslGeneral Apartments Design\Apartments Framing Oesign.ec6 Wood B@1171 ENERCALC,INC.1983-2017,Buidd: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+0.750S+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: 17154122 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 12.46PM OVVood 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" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced b o D(0.29)3(0.3625) ° ° b b D(0.073)L(0.3) ° ° a a D(0.07 L(0.3) ° ° b 0 b ° 0 x 2-2x624, Span=3.Oft E • 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 • 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: 17154123 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1246P Wood Beam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments OesignlApartments 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+0.750S+H 2.048 2.048 +D+0.60W+H 0.965 0.965 +D+0.70E+H 0.965 0.965 +D+0.750Lr+0.750L+0.450W+H 1.640 1.640 +D+0.750L+0.750S+0.450W+H 2.048 2.048 +D+0.750L+0.750S+0.5250E+H 2.048 2.048 +0.60D+0.60W+0.60H 0.579 0.579 +0.60D+0.70E+0.60H 0.579 0.579 D Only 0.965 0.965 Lr Only L Only 0.900 0.900 S Only 0.544 0.544 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154124 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1216P Wood B@am ts12017117154(Fields Apartments-otak)1Calculations\General Apartments DesigniApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 mow. Licensee: Enayat Schneider Engineering Inc Description: FH13 L=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900 psi Ebend-xx 1600ksi Fc-PM 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2pcf Beam Bracing : Completely Unbraced D(1.2)L(1.8) D 0.025)L(0.041 o 1.i Ua !-•i D 0.2625)L 0.42 . 2-2x10 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 k/ft,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 = 687.98psi 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 0 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.296 1.878 Overall MINimum 1.989 1.137 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154125 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: 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+0.750S+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: 17154126 3141 Walnut St.Suite 203A Project Descr: Printed-21 MAR 2018,12 46P ID Wood Beam ts12017\11154(Fields Apartments-Otak)1CalculationstGeneral Apartments Design\Apartments Framing Design.ecs ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FH14 L=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Pr!! 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.9)L(1.5) D(0.3)L(0.48) o 8 b 8 b r 2-2x8 AZ l' 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 Point Load: D=0.90, L=1.50 k @ 0.670 ft,(FH7) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.7951 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 • +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: 17154127 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 46PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 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+0.750S+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 11111 • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154128 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018 12 46P Wood Beam ts12017\17154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 �_ :,, Licensee:Enayat Schneider Engineering Inc Description: 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 1,900.0ksi 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(0.15)L(0.5) A x A b A xA 3-1.75x7.25 ia Span=8.50 ft il III Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=5.0 ft DESIGN SUMMARY Design OK I Maximum Bending Stress Ratio = 0.603 1 Maximum Shear Stress Ratio = 0.335 : 1 Section used for this span 3-1.75x7.25 Section used for this span 3-1.75x7.25 fb:Actual = 1,557.81 psi fv:Actual = 95.37 psi FB:Allowable = 2,583.99 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.186 in Ratio= 547>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.247 in Ratio= 413>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.810 2.810 Overall MINimum 2.125 2.125 +D+H 0.685 0.685 +D+L+H 2.810 2.810 +D+Lr+H 0.685 0.685 0 +D+S+H 0.685 0.685 +0+0.750Lr+0.750L+H 2.278 2.278 +D+0.750L+0.750S+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: 17154129 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2016,1246P Wood Beam ts\2017117154(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: 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+0.7505+0.450W+H 2.278 2.278 +D+0.750L+0.7505+0.5250E+H 2.278 2.278 +0.60D+0.60W+0.60H 0.411 0.411 +0.60D+0.70E+0.60H 0.411 0.411 D Only 0.685 0.685 Lr Only L Only 2.125 2.125 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154130 3141 Walnut St.Suite 203A Project Descr: Primed Z1 MAR 2018,12 46P Wood Beam ts12017\17154(Fields Apartments-Otak)\Calculatiions\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: 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 42.0pcf 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) + b b b x 4-1.75x11.87 ;`, III F Span= 15.50 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=15.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.870 1 Maximum Shear Stress Ratio = 0.443 : 1 Section used for this span 4-1.75x11.87 Section used for this span 4-1.75x11.87 fb:Actual = 2,260.02 psi fv:Actual = 126.38 psi FB:Allowable = 2,596.46psi 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: 17154131 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,1246P Wood Beam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design1Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Bu1d:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB2 L=15'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+H 6.795 6.795 +D+O.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+0.750S+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 +0.60D+0.70E+0.60H 1.915 1.915 D Only 3.191 3.191 Lr Only L Only 4.805 4.805 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154132 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12 46PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Desigt.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-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(0.3)L(0.48) x 6 8 8 X III 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 = 0.448 1 Maximum Shear Stress Ratio = 0.427 : 1 Section used for this span 1.75x11.87 Section used for this span 1.75x11.87 fb:Actual = 1,119.83 psi fv:Actual = 121.66 psi FB:Allowable = 2,510.30 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: 17154133 3141 Walnut St.Suite 203A Project Descr: Primed:21 MAR 2018,12.46PM ts12017117154(Fields Apartments-Otak)1CalculationslGeneral Apartments Design\Apartments Framing Design.ec6 Wood Bea111 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 a 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+O.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+0.750S+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: 17154134 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 46P Wood Bea111 ts\2017117154(Fields Apartments-Otak)\Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 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 1,900.0ksi 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 42.0pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft 0(0.275)L(0.44) b 8 8 b b x x Ill 1.75x11.87 Span=4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=11.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.16a 1 Maximum Shear Stress Ratio = 0.187 : 1 Section used for this span 1.75x11.87 Section used for this span 1.75x11.87 fb:Actual = 420.76 psi fv:Actual = 53.19 psi FB:Allowable = 2,510.81 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.000ft Location of maximum on span = 3.022 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio= 8736>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.009 in Ratio= 5331 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.442 1.442 Overall MINimum 0.880 0.880 • +D+H 0.562 0.562 +D+L+H 1.442 1.442 +D+Lr+H 0.562 0.562 +D+S+H 0.562 0.562 +D+0.750Lr+0.750L+H 1.222 1.222 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154135 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:46PM 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: 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+0.750S+0.450W+H 1.222 1.222 +D+0.750L+0.7505+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: 17154136 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 1246P Wood B@8111 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: 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) 6 6 6 6 - d x x 3-1.75x11.87 ;. k, 1111 Span= 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=2.750 ft Point Load: D=1.20, L=4.20k@4.0ft,(FB6) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.764 1 Maximum Shear Stress Ratio = 0.464 : 1 Section used for this span 3-1.75x11.87 Section used for this span 3-1.75x11.87 fb:Actual = 1,982.05psi fv:Actual = 132.14 psi FB:Allowable = 2,593.46psi 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: 17154137 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,1246P Wood Beam ts12011111154(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: 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 Fl Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154138 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 54PM 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: 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-Prll 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) ,r b b ,r 3-1.75x7.25 41111 F 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 +D+H 0.664 0.664 +D+L+H 3.131 3.131 +D+Lr+H 0.664 0.664 +D+S+H 0.664 0.664 +D+0.750Lr+0.750L+H 2.514 2.514 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154139 3141 Walnut St.Suite 203A Project Descr: Punted.21 MAR 2018,1254P ts12017\17154(Fields Apartments-utak)\Calculations\General Apartments Design1Apartments 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: 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+0.750S+0.5250E+H 2.514 2.514 +0.60D+0.60W+0.60H 0.399 0.399 +0.60D+0.70E+0.60H 0.399 0.399 D Only 0.664 0.664 Lr Only L Only 2.467 2.467 S Only W Only E Only H Only • _ _ • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154140 3141 Walnut St.Suite 203A Project Descr: Punted.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-06009534Licensee: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 1,900.0 ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0pcf Beam Bracing : Completely Unbraced D(0.93, L(3.1) D(0.09371)L(0.375) D(0.09)L(0O3) 0 0 0 C 0 0 X 4-1.75x11.87 I;1 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 = 0.88R 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: 17154141 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 46PM Wood Beam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design1Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 #:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB7 L=14'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 1.667 1.763 +D+0.750Lr+0.750L+H 5.527 6.022 +D+0.750L+0.750S+H 5.527 6.022 +D+0.60W+H 1.667 1.763 +D+0.70E+H 1.667 1.763 +D+0.750Lr+0.750L+0.450W+H 5.527 6.022 +D+0.750L+0.7505+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 +0.600+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: 17154142 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1245P Wood Bear ts12017117154(Fields Apartments-Otak)1CalculationslGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat 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 580.0ksi 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 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) 0 0 D(0.05J'L(o.08) b 0 X o o 0 0 X ;", 2-2x8 ;,,, 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 = 1,076.45psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.750ft Location of maximum on span = 4.898 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.052 in Ratio= 1278>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.071 in Ratio= 925>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS • Load Combination Support 1 Support 2 Overall MAXimum 1.443 1.443 Overall MINimum 1.045 1.045 +D+H 0.398 0.398 +D+L+H 1.443 1.443 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154143 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 12 46P Wood Beam ts12017117154(Fields Apartments dkak)1CalculationsGenral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-060095 . A 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+0.750S+0.450W+H 1.182 1.182 +D+0.750L+0.750S+0.5250E+H 1.182 1.182 +0.600+0.60W+0.60H 0.239 0.239 +0.600+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: 17154144 3141 Walnut St.Suite 203A Project Descr: 410Printed:21 MAR 2018,12:47PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignnApartments 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-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 42.0pcf 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 o t X 4-1.75x9.5 i;h • 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: 17154145 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:47PM 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 ic.#: 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+0.750S+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 +0.600+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: 17154146 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12.47PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculatiions\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 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.Oksi Fc-Prll 1,650.0 psi Eminbend-xx 950.Oksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.Oksi 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) A A A A A X i , 5.5x11.25 410 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=0.0450, L=0.040 ksf, Tributary Width=2.750 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.589 1 Maximum Shear Stress Ratio = 0.217 : 1 Section used for this span 5.5x11.25 Section used for this span 5.5x11.25 fb:Actual = 1,409.24 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 . +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: 17154147 3141 Walnut St.Suite 203A Project Descr: Printed-21 MAR 2018,12,47PM Wood Beam ts12017117154(Fields Apartments-Otak)1CalculaBaxsGeneral 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: FB10 L=21'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 2.306 2.306 +D+0.60W+H 1.440 1.440 +D+0.70E+H 1.440 1.440 +D+0.750Lr+0.750L+0.450W+H 2.306 2.306 +D+0.750L+0.750S+0.450W+H 2.306 2.306 +D+0.750L+0.750S+0.5250E+H 2.306 2.306 +0.60D+0.60W+0.60H 0.864 0.864 +0.60D+0.70E+0.60H 0.864 0.864 D Only 1.440 1.440 Lr Only L Only 1.155 1.155 S Only W Only E Only H Only • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154148 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:47PM Wood Bealm ts12017\17154(Fields Apartments-otak)\CalculationstGeneral 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 1,800.0ksi Fc-PrIl 1,650.0 psi Eminbend-xx 950.Oksi 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 0 0 0 0 x oxMdk 5.5x9.25 £ III F Span= 10.670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0450, L=0.040 ksf, Tributary Width=5.850 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.462 1 Maximum Shear Stress Ratio = 0.260 : 1 Section used for this span 5.5x9.25 Section used for this span 5.5x9.25 fb:Actual = 1,106.68 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 = 9.930ft 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 ill +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: 17154149 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1247P WoOd Beam ts\2017\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" 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 +0.600+0.60W+0.60H 0.878 0.878 +0.600+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 • 1111 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154150 3141 Walnut St.Suite 203A Project Descr: Primed.21 MAR 2018.12 47P 410 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: 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-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(0.2) 0 c D(0.29)6(0.3625) 0 b 0 o D(0.121$L(0.4) c e a a D(0.121 L(0.4) b 0 0 0 0 0 - 0 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 = 1,012.35 psi 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<240 411) 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: 17154151 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 47P Wood Beam ts\201717154(Fields Apartments-Otak)\Calculations\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: FB12 L=6'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+H 2.226 2.226 +D+L+H 4.626 4.626 +D+Lr+H 2.226 2.226 +D+S+H 3.314 3.314 +D+0.750Lr+0.750L+H 4.026 4.026 +D+0.750L+0.750S+H 4.842 4.842 +D+0.60W+H 2.226 2.226 +D+0.70E+H 2.226 2.226 +D+0.750Lr+0.750L+0.450W+H 4.026 4.026 +D+0.750L+0.750S+0.450W+H 4.842 4.842 +D+0.750L+0.7505+0.5250E+H 4.842 4.842 +0.60D+0.60W+0.60H 1.336 1.336 +0.600+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: 17154152 3141 Walnut St.Suite 203A Project Descr: Primed:21 MAR 2018 12:47 PM Wood Beam ts12017117154(Fields Apartments-Otak)1CalculatiautGeneral Apartments Design\Apartments Framing ilesign.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 i BC 2015 Fb- 2600 psi Ebend-xx 1900 ksi Fc-Pill 2510 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42 pcf Beam Bracing : Completely Unbraced D(0.180) X C b X b 3-1.75x7.25 3-1.75x7.25 011; Span=5.0 ft Span=3.0 ft 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 = 211.34psi 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 • +D+S+H 0.288 1.152 +D+0.750Lr+0.750L+H 0.288 1.152 +D+0.750L+0.7505+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: 17154153 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 12 47PM Wood Beam ts12017117154(Fields Apartments•Otak)ICalcilations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Budd:10.17.12.10,Ver:10.17.12.10 Lica#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB13 L=8'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750Lr+0.750L+0.450W+H 0.288 1.152 +D+0.750L+0.7505+0.450W+H 0.288 1.152 +D+0.750L+0.750S+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 111 • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154154 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 12 47P 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 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-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 : Completely Un braced D(0.180) R b b b X 3-2x8 & 3-2x8 Span= 10.750 ft .,Span= 1.50 ft 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 kilt 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 = 965.55psi 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 +0+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: 17154155 3141 Walnut St.Suite 203A Project Descr: Printed O 21 MAR 2018,1247P Wood Balm ts12017117154(Fields Apartments-Otak)1CalculationslGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB14 L=12.25' Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.70E+H 0.986 1.306 +D+0.750Lr+0.750L+0.450W+H 0.986 1.306 +D+0.750L+0.7505+0.450W+H 0.986 1.306 +D+0.750L+0.750S+0.5250E+H 0.986 1.306 +0.60D+0.60W+0.60H 0.592 0.783 +0.600+0.70E+0.60H 0.592 0.783 D Only 0.986 1.306 Lr Only L Only S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154156 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018 12 47P 41,WOOd Beam ts\2017117154(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.#:KVV-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 1900 ksi Fc-Prll 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 D(0.16)) b b 0(0.293/5)[(0.41) b b b b D(0.293 ft)L(0.47) c b b b D(0.29375)L(0.47) b b b b b b b 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 0 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: 17154157 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.1247P Wood Beam ts12017117154(Fields Apartments-Otakj\Calcula8ons\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 L ic.#: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 +0+H 3.160 3.160 +D+L+H 7.390 7.390 +D+Lr+H 3.160 3.160 +D+S+H 3.160 3.160 +D+0.750Lr+0.750L+H 6.333 6.333 +D+0.750L+0.750S+H 6.333 6.333 +D+0.60W+H 3.160 3.160 +D+0.70E+H 3.160 3.160 +D+0.750Lr+0.750L+0.450W+H 6.333 6.333 +D+0.750L+0.750S+0.450W+H 6.333 6.333 +D+0.750L+0.7505+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 • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154158 3141 Walnut St.Suite 203A Project Descr: Pinled 21 MAR 2018,1247P Wood Beam ts12017117154(Fields Apartments-Otak)\Caiculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983.2017,Build:10.17.12.10,Ver:10.17.12.111 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 1900ksi Fc-Prll 2510 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1.124 L(1.76) D 0.24375 L 0.391 D(0.24375 L(0.39) • 2-1.75x11.87 I, Span=40ft 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=9.750 ft,(Ivl 2) Uniform Load: D=0.0250, L=0.040 ksf,Extent=0.0--»1.250 ft, Tributary Width=9.750 ft,(level 3) Uniform Load: D=0.0250, L=0.040 ksf,Extent=0.0--»1.250 ft, Tributary Width=9.750 ft,(level 4) Point Load: D=1.124, L=1.760 k @ 1.250 ft,(FB4) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.239 1 Maximum Shear Stress Ratio = 0.347 : 1 Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 fb:Actual = 622.28psi fv:Actual = 98.88P si 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: 17154159 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1247P ts12017117154(Fiektpartments- AOtak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB16 L=4'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+H 1.799 0.958 +D+L+H 4.611 2.441 +D+Lr+H 1.799 0.958 +D+S+H 1.799 0.958 +D+0.750Lr+0.750L+H 3.908 2.070 +D+0.750L+0.750S+H 3.908 2.070 +D+0.60W+H 1.799 0.958 +D+0.70E+H 1.799 0.958 +D+0.750Lr+0.750L+0.450W+H 3.908 2.070 +D+0.750L+0.7505+0.450W+H 3.908 2.070 +D+0.750L+0.7505+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: 17154160 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018 1247P 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: FB17 L=4'3" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1.2)L(1.8) D 0.2625 L 0.42 ' • '' • ISCKmi' ' • • 0.2625)L 0.42) 2-1.75x11.87 l• Span=4.250 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=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.O0psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.505ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= 5108>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.017 in Ratio= 3087>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 • 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: 17154161 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:47PM tst201n17154(Fields Apartments-otak)\calculations1General Apartments DesigrMpartments Framing Design.ec6 WOOL) Beam ENERCALC,INC.1983-2017,Budd: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+0.750S+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+0.7505+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 +0.600+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: 17154162 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018.12 47PM Wood Beam ts\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 , Licensee:Enayat Schneider Engineering inc Description: FB18 L=4'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2600 psi Ebend-xx 1900 ksi Fc-PrIl 2510 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42pcf 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 •ell MUM y1 . . I e ►':75)L(0.46) • 2-1.75x11.87 Span=4.50 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=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 0 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 113.55 psi FB:Allowable = 2,584.50 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.004ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.014 in Ratio= 3954>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.022 in Ratio= 2434>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 411 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154163 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:47PM Wood Beam ENERCALC, (Fields Apartments-Otak)1Calculations\General Apartments DesignlApanments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB18 L=4'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.368 3.440 Overall MINimum 3.299 2.111 +D-FH 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: 17154164 3141 Walnut St.Suite 203A Project Descr: Printed.23 MAR 2018 9 49A Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12,10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Eriayat SchneiderEngineering Inc Description: Deck Joists CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.090)L(0 080) 2x8 A2x8 ' Span=5.50 ft .. Span=3.250 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.0450, L=0.040 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.759 1 Maximum Shear Stress Ratio = 0.407 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 819.88 psi 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+0.7505+H 0.268 1.044 +D+0.60W+H 0.161 0.626 +D+0.70E+H 0.161 0.626 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154165 3141 Walnut St.Suite 203A Project Descr: Printed:23 MAR 2018, 949A Wood Bea rn ts\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 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+0.750S+0.450W+H 0.268 1.044 +D+0.750L+0.7505+0.5250E+H 0.268 1.044 +0.60D+0.60W+0.60H 0.097 0.376 +0.60D+0.70E+O.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 • 111 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 2018,12 47PM Woad Beam ts12017\17154(Fields Apartments-Otak)\CalcdnlA ations\General Apartments Desigpartments 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 i BC 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(0.05)L(0.2) b b b b 2X8 00111,, Span=4.0 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=0.10 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.427: 1 Maximum Shear Stress Ratio 0.271 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 460.90 psi fv:Actual = 48.78 psi FB:Allowable = 1,080.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.000ft Location of maximum on span = 3.401 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio= 3157>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.019 in Ratio= 2502>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.505 0.505 Overall MINimum 0.400 0.400 +D+H 0.105 0.105 +D+L+H 0.505 0.505 +D+Lr+H 0.105 0.105 • +D+S+H 0.105 0.105 +D+0.750Lr+0.750L+H 0.405 0.405 +D+0.750L+0.7505+H 0.405 0.405 +D+0.60W+H 0.105 0.105 +D+0.70E+H 0.105 0.105 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154167 3141 Walnut St.Suite 203A Project Descr: Panted:21 MAR 2018,1247P 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: 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+0.7505+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: 17154168 3141 Walnut St.Suite 203A Project Descr: Panted-21 MAR 2018,12 47P Wood Beam ts12017117154(Fields Apartments-Otak)VCalculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Buiid:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 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 1,600.0ksi 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) b a b a P 5.50 X 2-50 Span=6.0ft F IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=0.460 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.657: 1 Maximum Shear Stress Ratio = 0.107 : 1 Section used for this span 5.50 X 2.50 Section used for this span 5.50 X 2.50 fb:Actual = 591.72 psi fv:Actual = 19.20 psi FB:Allowable 900.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.118 in Ratio= 611 >=360 Max Upward Transient Deflection 0.000 in Ratio= 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 • +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: 171541 69 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 47PM WOO CI Bealm ts\2017117154(Fields Apartments-Otak}\Calculations\General Apartmeras 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 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.154 0.154 +D+0.750L+0.750S+0.450W+H 0.154 0.154 +D+0.750L+0.7505+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 • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154170 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 47P 4,Ik-food Beam ts12017117154(Fields Apartments-Otak)1CalculationslGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Vestibule t&g decking span=8'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0138)L(0.046) 5.50 X 3.0 Span=8.0 ft F 11111 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.O0psi 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: 17154171 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1247P tst2017117154(Fields Apartments-Otak)1Calculat \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: Vestibule t&g decking span=8'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.208 0.208 +D+0.750L+0.7505+0.450W+H 0.208 0.208 +D+0.750L+0.750S+0.5250E+H 0.208 0.208 +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 • • 172 ESE DEDVEfl PROJECT cIAfv."4,-.1"� ;�►44 Enayat Schneider,Engineering,Inc. SSE OMAHA ► 3141 Pdaiou(S(rool Denver,Colorado 80205 PROJECT H S BY 0--4 • 551 DALLAS ` I/201 904 1234 � ESE DENVER ►� OWE 2 111(-01(2 ct PARE ESSPORJLAND ..L.!•4 Uf OACi 0, Y 1 T)✓ J4 6� awl S 0 6::''.C:`.,..0"'“';'-‘, Irv- -Nye_ TrAiv-n N ?tn. 1 , Z. I 0 (saes- E03rt,.0 .5"A2.„i (%OpEe r LOO/6.+ f. . 2. .lto!. = Coo b; 4 d-2,. e-- I.I,qii Dasav, •4(IP{ r .. 1- ,, • o , A(it enfJ -{ C AN,/ ' d\ c Vk IQfr . (Ti)(:), - ,q0s,cal Pfic D V'1 tJ ) �rte.‘? 1,111(1 c fix � - " ,,71.�a..w .. 0 'e 11 Vi Of kti rt 0 ucr 2„-470e., .5:t LISin 7 br 2 , 0 • CHECKED BY: DATE: 173 PROJECT ke.l(In IAlni,s ttv\ow 4i 3141 Walnut Street,Suite 203A Denner,Colorado 80205 PROJECT# q'1 eo� BY E Enayat [7201904-1234 • Schneider Smith y' DATE 316(70 9, PAGE Engineering, Inc. (304( i7),(60( ((Opt MGC, (Pd ..,..F..... e ttbe 0 - , - 1111 'g, ,k.--- (s‘" r I4 O .CPQ 0 O • CBECKEB BY: DATE: FIELDS APARTMENTS ESS NO.: 17154 • • Wall Stud, King Stud, and Post Design • 174 [SF DEN VIA moo P e_t clo (11-f ckArf tiv\tot *it 41 Enayat Schneider,Engineering,Inc. plum 141 E'4"-1 BY CX SSE OMAHA ;- SSI DALLAS ESEDENVER 3141 Walnut Street OHM,Colorado 00205 [120I 904 1234 DATE If t 61- t4K PAGE [SSPOJ[AII V\ c--cAx/1 ‘41,, voic p M2,Nrlo wv?,At tADL %bp. slkx6 Po cYl- E--S ke)1•1 SA`rPrS 01(- tA r A4-, ,41 r2 c. o GP:Yn'iv). 0-0,--frA-kioc3) COW WD,Ct. k-1,4 ft N 0.7 Lo km4 ( W ft, eArmittv. t • 7 8\2°40 E o Lt\t_ o 6,0;4 G06,4 v. 00,-(A) pL. uo 4 WriA 2-t/Gvp c)(kAekAA'-v\c=31-- t_f_M105 Up 0,4) toixd, o fi 41 50 Uo Mri "4- OLV Zte wt,,,O t01-v,Afty‘t, 2 Li &‘ ,•)Nv--,-,,,,, - 'TO Stfe 1:f 0,4 G\ kAYAA- tAa. C ‘kr\ \ \ (A(0 r? IAA ‘ t,Q 1 inoAti "i-tp.°1$tip e-'ru.-4.71 .1rtht.7. 1.6 clot:4 leo A =, U/C, Gm 9" vY---§-1) • o \210;0 (.140 veK 12, 217.0 t10 CHECKED DY: DATE: 175 ESE DENVER PROJECT ad,t) 0-19fA(44\ !1- A Enayat Schneider,Engineering,Inc. PROJECT (4-1 GLI or SSEOMAHA 3141&lout&reel Beaver,Colorado 80705 SSI DALLAS 4 11201 904-1234 ESEDENVER DATE 1 2 si -01(-"K PAGE 4111. ESSPORILAND 1A4A-1-1 tAitS 611(.) t10" ,A r-4 V-Loctog„ ex-r-ctztoa, to0,01 2-k-A1;1A,-*yvk 1).1/4A-iA.414 r 0.(4 V-q5C-)( 7:(2-6().A cJte.F.,?p (Rol/ .4-(044 *- ( gA, e (L91 (.6 tel 100- O/Y- ) .7.1€6 (1(pl.17-.1 " 131 - LOC d 6P .4)Auc- e_ fl ° -A4A;:‘ coo-Pt s•C---) 4(0-A,-, )(7-61654-Is) 4-fq 0 v SL.;; LI '( ptk, Zt-ot,ci6 2 (L. ors., -3. ctn „ a:Opt(' Ntw 1,1/0,i)(lrytN, GJQ V . a4:1`c",e coNreoGa 2)ktiO AM 6 1646c, uow1600).1 „ z'-itt_)be 200 (Ad .722,1:LAz • LL k3 ti-t4c t•P(' (01, 6(b SesCr2 (01f Vrtd -F-E,00e.,kV1cIN:1W kr*. 4,-ct‘ts&, 2,y4 4t 2_Q. IV"oc- „.„.D= ' 2- 0-,u2-)62-1) (-00Pp (ci,) -1-1-00s. (7-)(17-N4- 614 tot 746k,co ( Qtt ,11--p4 V f-uloe eQC SI"Cq lAti) c2C-- kAdy-NA.4131,- 4- ko1)"4, 1651.4 (>4)-z-°Rmlc. ' (It?) 12°11 (30 Liii0f0(!tA,),121)tto f(2.514) = LI' eTSf to! rDceti(1,0 ° (A4-f (fiAJA4 ce.iotl-pt4 CHECKED BY: DATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154176 3141 Walnut St.Suite 203A Project Descr: Pnnted,21 MAR 2018.1245P Wood Column ts12017117154(Fields Apartments-Otak)lcalculationstGeneral 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: (1)2x6 King Stud Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9 ft Wood Member Type Sawn Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Area 8.250 in^2 Cf or Cv for Compression 1.10 Fb+ 900.0 psi Fv 180.0 psi lx 20.797 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi l Cm:Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density 31.20 pcf y 1.547 in^4 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: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 • +0+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+0.7505+0.450W+H 0.365 0.365 0.016 +D+0.750L+0.7505+0.5250E+H 0.016 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154177 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1245P Wood Column ts12017117154(Fields Aparttnents-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1963-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: (1)2x6 King Stud Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D+0.60W+0.60H 0.486 0.486 0.010 +0.60D+0.70E+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 +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 0.484 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 Ill +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: 17154178 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:45PM Wood Col u rnn Is12017117154(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 j k , ,+rr 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 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 Fb+ 900.0 psi FY 180.0 psi Area 16.50 in^2 Cf or Cv for Compression 1.10 Ix 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. • Column self 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 0.03218k 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+0.750S+H 0.032 • +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+0.750S+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: 17154179 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 45P WOOL) Column ts12017117154(Fields Apartments-C ak)\CalaulationstGerreral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,8M: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 +0.600+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 410 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154180 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 12 47PM Wood Column ts12017\17154(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: 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 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 8.250 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-PHI 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 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Cfu:Flat Use Factor 1.0 Kf:Built-up columns 1.0 ',' 1;;a z 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+0.7505+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: 17154181 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1247PM Wood Column ts12017t17154(Fields Apartments-Otak)ICalculations\General Apartments Design\Apanments Framing Design.ec6 ENERCALC,INC.1983-2017,Buitd:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 1st Floor Exterior Stud-Load bearing at floor Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination 0 Base 0 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+0.7505+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+0.750S+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 III 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 1247P Wood Column ts\2017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 1st Floor 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 (tiSC(1 M rtOt' .wr 1,', ('r C ,',1ions J Wood Species Douglas Fir Larch Exact Width 1.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Fb+ 900.0 si Fv 180.0 si Area 8.25 in^2 Cf or Cv for Compression 1.10 p p Ix 20.797 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi ly :Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density 31.20 pcf y 1.547 in^4 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9.0 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 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+0.7505+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: 17154183 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 47P 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+0.7505+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 0.018 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 S Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154184 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 12:48PM 41,Wood Column ts\2017117154(Fields Apartrnents-Otak)tCalculations\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(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 "`h"q ``'""i"`", ' 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 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 l Cm:Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density 31.20 pcf y 1.547 in^4 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: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 : 14.30 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 8.0 ft, D=1.20, L= 1.920 k BENDING LOADS. . . Lat. Uniform Load creating Mx-x,W=0.00670 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3610 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 4.027 ft above base Applied Axial 3.134 k for load combination: W Only Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,052.54 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.01015:1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 2.924 psi Allowable Shear 288.0 psi Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 1.214 +D+L+H 3.134 +D+Lr+H 1.214 +D+S+H 1.214 • +D+0.750Lr+0.750L+H 2.654 +D+0.750L+0.7505+H 2.654 +D+0.60W+H 0.016 0.016 1.214 +D+0.70E+H 1.214 +D+0.750Lr+0.750L+0.450W+H 0.012 0.012 2.654 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154185 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12:48PM Wood Column 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: 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+0.7505+0.5250E+H 2.654 +0.60D+0.60W+0.60H 0.016 0.016 0.729 +0.60D+0.70E+0.60H 0.729 D Only 1.214 Lr Only L Only 1.920 S Only W Only 0.027 0.027 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0,000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.011 in 4.027 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.008 in 4.027 ft III +D+0.750L+0.7505+0.450W+H 0.0000 in 0.000 ft 0.008 in 4.027 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.011 in 4.027 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.019 in 4.027 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft III Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154186 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:48PM Wood Column ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Desire\Apartments Framing Desig.ec6 ENERCALC,INC.1983-2017,Build:10.1712.10,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 (rscd Ior !r(r7- rc ruler � c: ldlr;x.s Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir Larch Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Fb+ 900.0 psi Fv 180.0 psi Area 5.250 in^2 Cf or Cv for Compression 1.150 lx 5.359 in^4 Cf or Cv for Tension 1.50 Fb- 900.0 psi Ft 575.0 psi Fc-PM 1,350.0 psi Density 31.20 pcf ly 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 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. 40 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 0 Base 0 Top @ Base @ Top 0 Base @ Base @ Top @ Base @ Top +D+H 0.909 +D+L+H P.349 +D+Lr+H 0.909 +D+S+H 0.909 • +D+0.750Lr+0.750L+H 1989 +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: 17154187 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 48PM Wood Column ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Desir,2rlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#s 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 +O.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+0.750S+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 el 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 1248P Wood Column ts12017\17154(Fields Apartments-otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Vet: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 Wood Species Douglas Fir Larch Exact Width 1.50 in Allow Stress Modification Factors Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Fb+ 900.0 psi Fv 180.0 psi Area 5.25 in^2 Cf or Cv for Compression 1.150 lx 5.359 in^4 Cf or Cv for Tension 1.50 Fb 900.0 psi Ft 575.0 psi Fc-PM 1,350.0 psi Density 31.20 pcf ly 0.9844 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: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. 0 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 • +D+0.750Lr+0.750L+H 1.769 +D+0.750L+0.750S+H 1.769 +D+0.60W+H 0.012 0.012 0.809 +D+0,70E+H 0.809 +D+0.750Lr+0.750L+0.450W+H 0.009 0.009 1.769 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1 71 54189 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1248P Wood Column ts12017117154(Fields Apartments 1Calculations1General Apartments DesignlApartments Framing Desigi.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 +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+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.033 in 4.027 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.024 in 4.027 ft • +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.024 in 4.027 ft +D+0.750L+0.7505+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 FIELDS APARTMENTS ESS NO.: 17154 • • Miscellaneous Design • 190 PROJECT '..‘reitti, A 4 3141 Walnut Street,Suite 203A Denver,Colorado 00205 PROJECI# 1tr"J-1 BY Q-X • Enayat Schneider Smith DATE yl [1201 904-1234 HATE I'll t PAGE Engineering, Inc. Meatift-ii4\C‘PA„..,_ 2 tOt kvAi6 0 4,( 0AA = '04v.ir 0 ;4 q' 1/ ttC p 74 20K4762) 40.0fA.P"' Met.'1A.OY ......... 6,06e6'13 -64)/\V\4_ jrvib ttyy \ 1. ti261K 3.,94A11 11? 4.4 • -7 exAt---N 1\1 ,- ( lob 2TV )4 f;ft 0 0 CHECKED BY: DATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154191 3141 Walnut St.Suite 203A Project Descr: inled.22 MAR 2018,1214PM Steel 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: 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) b b b b b x --.- -.--. -.-.-. X-.. -_- --. -.. - -. --- .-.. --- ----. ----. ----. --.-. Y HSS4x4x1/4 j HSS4x4x1/4 �R� Span=2.O ft Span=5.0 ft 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 I nad Combination Support 1 Support 2 Support 3 Overall MAXimum -1.688 3.038 Overall MINimum -0.759 1.367 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H -1.013 1.823 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H -0.759 1.367 +0+0.750L+0.750S+0.450W+H -0.759 1.367 +D+0.750L+0.750S+0.5250E+H +0.600+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: 17154192 3141 Walnut St.Suite 203A Project Descr: Printed 22 MAR 2018,1213P Steel Beam ts12017117154(Fields Apartments-otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Buid:10.17.12.10,Ver30.17.12.10 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) ..r. ;C 1 H SS4x2x 1/4 Span= 10.0 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: W=0.0810 k/ft, Tributary Width=1.0 ft • DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.106: 1 Maximum Shear Stress Ratio= 0.011 : 1 Section used for this span HSS4x2x1/4 Section used for this span HSS4x2x1/4 Ma:Applied 0.717 k-ft Va:Applied 0.2869 k Mn/Omega:Allowable 6.749 k-ft Vn/Omega:Allowable 25.423 k Load Combination +D+0,60W+H Load Combination +D+0,60W+H Location of maximum on span 5.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.141 in Ratio= 853>=360 Max Upward Transient Deflection 0.141 in Ratio= 853 >=360 Max Downward Total Deflection 0.100 in Ratio= 1205 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.405 0.405 Overall MINimum 0.026 0.026 +D+H 0.044 0.044 +D+L+H 0.044 0.044 +D+Lr+H 0.044 0.044 +D+S+H 0.044 0.044 +D+0.750Lr+0.750L+H 0.044 0.044 +D+0.750L+0.750S+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+0.7505+0.450W+H 0.226 0.226 +D+0.750L+0.7505+0.5250E+H 0.044 0.044 +0.60D+0.60W+0.60H 0.269 0.269 • +0.600+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: 17154193 3141 Walnut St.Suite 203A Project Descr: Printed.22 MAR 2018,1222PM Steel Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlA artments Framing Design.ec6 ENERCALC,INC.1983-2017,Butd:10.17.12.10,Ver:10.17.12.10 tic.#: 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 * a 0(0.06)i a o X X. H SS4x2x 1/4 Span= 10.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.060 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 0.341 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+0.750S+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 III D Only 0.344 0.344 Lr Only L Only S Only W Only E Only H Only 194 PROJECT `RP.(r).o 4p0,(614\oAr 3141 Walnut Street,Suite 203A Enayat ► Bernier,Colorado 00205 PROJECT# I' 11 i BY • Schneider Smith y , - (1201904-1234 DATE '3(Lo`?-4E;5 Ic' Engineering, E Inc. 14) L ...�. : c korA man,- I 2Y. - OS-Vo S` cttAPs.l^-'eWr �� :.6'1: .U� /?-)2-`1 ( t F 4-2 O � 1 y T'' Pyr.......► -., �,• cnR..� voAd 0 o tALA 2,sec-(2t "(P7,5 UD-;+}.. =fit?U•�, ( /r �t p d, •q�d..l G l red-1-1,\/y, • 0 CRECKEB BY: BATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154195 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:49PM Wood Beam ts12017117154(FieldsApartments-Otak)1Calculadons\GeneralApartmentsDesign\ApartmentsFramingDesign.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 1 Lica#:KW=06009534 Licensee Enayat Schneider Engineering Inc Description: Center stringer 1=9'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900 psi Ebend-xx 1 600 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(0.05)L(0.2) A 0 0 0 0 4-2x6 ll Span=9.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations.III Beam self weight calculated and added to loads Uniform Load: D=0.0250, 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 4111 +D+0.750Lr+0.750L+H 0.932 0.932 +D+0.750L+0.7505+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: 17154196 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 49P 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 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+11 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 Fl Only 4110 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154197 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 201 S,12401'M ts12017117154(Fields Apartments-Otak)\Calculations\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-06009534Licensee: Enayat Schneider Engineering Inc Description: Edge stringer 1=9'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-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(0.025)L(0.1) b b b b b 2-2x6 Span=9.0 ft F .1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.10 ksf, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.883 1 Maximum Shear Stress Ratio = 0.264 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 1,032.85 psi fv:Actual = 47.61 psi FB:Allowable = 1,170.00psi 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+Ii 0.579 0.579 +D+Lr+H 0.129 0.129 +D+S+H 0.129 0.129 • +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: 17154198 3141 Walnut St.Suite 203A Project Descr: I'nnred.21 MAR 2018,1249P Wood Beam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments OesignlApartments Framing Oesign.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.1712.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Edge stringer 1=9'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.466 0.466 +D+0.750L+0.7505+0.450W+H 0.466 0.466 +D+0.750L+0.7505+0.5250E+H 0.466 0.466 +0.60D+0.60W+0.60H 0.077 0.077 +0.60D+0.70E+0.60H 0.077 0.077 D Only 0.129 0.129 Lr Only L Only 0.450 0.450 S Only W Only E Only H Only • • 199 PROJECTr1'rli�� n 1144,r, 3141 WaInut Street,Suite 203A Deaner,Colorado 0D205 PROJECT 4 BY Enayat ! Schneider [1201904-1234 • Smith yl DATE (� �E PAGE Engineering, Inc. �&.) tA.2`4.. `&` [� � .(2..r,c) e,4 I mac. 1,00 tex. Le .th.,)oLt- 1 1......... ;. -4-_ l 1-4,L. to 01-0P t&)occ),-.4 ) 0(‘i i �---- 1 I pt(4) 7 1,0t,...,t C,1 \Kt6` 4 kt\c ►n,. y (4,I Pt) X4.....2 ' 0, IAA ack,rvacksQ c- 4 a .. } �I'slutc ).( Lk? CHECKED BY: 1 RALE: 200 I PROJECT Ft P etN At 0-crtv\4)ntr A 1 3141 Walnut Street,Suite 203A Denver,Colorado 00205 PROJECT 4 I qlco( DY Cr • Enayat Om' Schneider Smith y 1 [7201 904-1234 DATE '2.12q 20 1 cK PAGE Engineering, Inc. CrW0)(21 614N. . 4Krr 6n _ 01 14 ,-- 4— 4 2 tt lik‘:e. 2ct< 3 1\1\a,t twvJAn 4-orwc-rpn 0-kes (4kkz--- _ 1,1s11` NI i (,..40 a iir. ,2:s mnt-i-v.vu-kievl 'Orv?ct)c - ' • 0 1 , 1 , Of-tstA(.4 'A'7140.-,i' t4- I Seac4-1non‘v 16,9K. .a 1 61,0t61ZliCsrtic, -'• 2,s 2 — `-'utu, 2,' AO,ccal-41 repocily)voyA, .. i,. Vso — 011 ti ea reN4i)s.PNAAPA` e 2.'0" 4_,e ekerv\y,44 31 o 1---- V114 ;•-*--' Efz>I 4-el4 46--441/G;7,6;J:fa r 6Trap Lio > Slo 1 Vo .. v\c.) vocf 6ur r 1,1,at vno,,,,-.0r4- e j I (pq c7c ,4,eck ct-vs,Q r; ,e)A23 ,, t--1%q-tpup6 do 4- wtol uo -• o Vext-t. - - r_ 1...\ 3 in SorekAS,= = — . mi 0 \--Vov-63: 4 c / &(,','',''''' 1-36...1 Plisz r ' , 11. , ' - - . 1M 68 kcionemliN i to(06(c. i- t,1 0 sqz)('0 12-ZO tic CHECOD tlY. i i 08 DATE: : : : 201 PROJECT . -e_AelA kA-fax-fitv,,p),PA ........ 3141 Walnut Street,SOB 203A Denver,Colorado 80205 PROJECT 11 C,°' I BY a- Enayat 11201 904-1234 Schneider 4— Smith y - DATE 7/-2 (,(901fe PAGE III Engineering, Inc. CA43b914 *,4k 0,0 0(N 1-0 (A);cle . e., 431 Bali 7614 - 161 14)ci tr- Pt Lt„- • , — ef t\1€77-ae,ec Lc- 0,4-1.cum 0 u:Aeck. ‘-r\e, 12: ..{tf\iv o )(6 Ii J _r os- 1,41J - F7612-43'4,/ 6 - I A Away i-1,15' y- 0 Nr‘ OLP) 2f1 -()rei-3-1)(4S10 V—,1;iod") `CV1. 2 111`k u-VAAL\A.V . kA0jii-I'VVNA-LM 1%"\("Lo e°3-41- DA ;.;Oa p_• VA — (2 ito )T;-ciq 3 10` , .„.F2, OAc) o 4. /LA'09c fkL 9'0 V1/40 kLoa/f(9•te-h-zi--,. r1-(0. L't I,Cet 6145- CDECKE0 BY' (1.i 16 (4`-t`(S\ 4 -(D •±\•y; , DATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171402 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 47PM General Beam Anal SIS ts12017117154(Fields Apartments-otak)1Calculations\General Apartments Design\Apartments Framing Destgn.ec6 y ENERCALC,INC.1983-2011,Buiild: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 • ,,,Y ,.. "` c z -'.n«.. r ak _ �...,� t.. eo�,.w.. s.. ..,.. ate_':.:,,w, 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 Span#where maximum occurs0 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 MnxlOmega Cb Rm Va Max Vnx VnxlOmega 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+0.7505+0.450W+H Dsgn.L= 1.00 ft 1 -0.13 0.13 0.25 D+0.750 L+0.750S+0.5250 E+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+O.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: 171403 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:47PM General Beam Analysis ts\2o17\17154(FieldsApartments-Otak)\Calculations\GeneralApartments DesigntApartmentsFraming 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 Overall Maximum Deflections Load Combination Span Max."-"Defl 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: 171504 3141 Walnut St.Suite 203A Project Descr: .... Printed:21 MAR 2018,12:47PM General Beam Analysis ts12017117154(Fields Apartments-otak)\Calculauais\GeneralApartments 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: 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 • Span=2.0ft f .1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0050, S=0.0250 ksf, Tributary Width=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 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 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+0.7505+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+0.750S+0.450W+H ilkDsgn.L= 2.00 ft 1 -0.25 0.25 0.25 D+0.750L+0.7505+0.5250E+H Dsgn.L= 2.00 ft 1 -0.25 0.25 0.25 +0.60D+0.60W+0.60H Dsgn.L= 2.00 ft 1 -0.01 0.01 0.01 +0.60D+0.70E+0.60H Dsgn.L= 2.00 ft 1 -0.01 0.01 0.01 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 1715405 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2010,12 47P General Beam Analysis 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 Engine ! Inc Description: 2 ft Canopy Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0002 2.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.327 Overall MINimum 0.009 +D+H 0.015 +D+L+H 0.015 +D+Lr+H 0.015 +D+S+H 0.327 +D+0.750Lr+0.750L+H 0.015 +D+0.750L+0.750S+H 0.249 +D+0.60W+H 0.015 +D+0.70E+H 0.015 +D+0.750Lr+0.750L+0.450W+H 0.015 +D+0.750L+0.750S+0.450W+H 0.249 +D+0.750L+0.7505+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 • 206 PROJECT 1--- *Ii,i 41 3141 Walnut Street,Suite 203A , . V. Denver,Colorado 00205LA PRET# ill Enayat bi- Schneider .." Smith yi 11201 904-1234 DATE Engineering, Inc. ,,,a1 -t ,ItkiC /.1, ,j'A 4Z.SA,12!tts)(' flab.rP)(6) Z '. . -t ve, '(L1" (1) e- WI -(9 '› o -f"k),•-5'. Q 7.0 -1-: I El OLto • "c.=' C'f.ce d Sp(14,-Kt t vilcA cik%.- -10.3/-kcl, - /-1, --- ILI .* ! - , 0 lc,.tf G"'t • .;:-1:-.I " L-; eAR„-(2,--v Ntae. LE.bC,.M. (0 2 14(2- Fic,k,opru_., 1%-LocKitiv4 0 .. , •,,c=s1 P.. .repir 'Pr>/' 'Sr,..6' 4 JbAct LArefitAAAte, 2.. .' . - , = %..011.0 - V k,A7.--. (30--ttt„ix-3)(r k) t.-- SW.f.4.-..0611.,)7--2:6.0 Ch 4- 4 _ WAik 0 CHECKED BY: OAT 207 PROJECT 'e 61.6 mu( 3141 Walnut Street,Suite 203A PROJECT d 3'1J Enayat BY Cr Denver,Colorado 00205 E7201 904-1234 Schneider Smith y OATE 3(2 ZP2 t7*-, PAGE • Engineering, Inc. (04is..,qS Le4r62..., l'6.t.7 60 lco irTN-so,c uotA- (3c eUff Z\/•C f .ptcy_Ar Ye4( 0 'A Vi s'e-rtA, n rvotn (7 r( tot -- ( Lbti (c,b.g._( 0 (2.• cottky., (0`i - 9-7 C Ltm 7 to CO 04( Oija 14- 2-2_0 u.c, o (.6L0 c1/4—ty\6.3 c01-1- leNtAA0/4 ktL 2-14 elP.-(14'112.) 31-137.U61 ,r\cie\ r: 14 LI 00 k LI?tk 0 I Co Of-G, (.07) 61 1- Sift • Oti—otAi col c-rvvkitrA 4 ) or oThA)0,7 4_ LONG(••-- CHECKED BY: DATE: 208 ESE DENVER PROJECT Vie- M `Orook(Aus,NQ,rti r) „>,,ili4e Enayat Schneider, Engineering,Inc. • SS[OMANAMEN K-A'15�`4 BY e'�C' $SE OCAS 314iVValnu(Siraei Denver,Colotado DQ2DH ESEOENVER ►�� 1720}904-1234 ESSPORiIAND DATE 212-2-2-2120 Ile PAGE lid'.fh.. ..L .: -.,. : e.-$.o=- io`t. vCcC' ......v"9.... u~a%k C) tea.= Pl4V-, LL al , o- ((.,.;2K, @ , 2 't;` 't 0 t i'r ,,.tik. .Y?x..(pt/ f rt4k <.:',<�=rJ.r-�y'`:,; 1 e et - �t' 4_k„r.,,r a o � P .t_1,�J".r,,— i7,4 _ 1 1 _2S • -1 110U r\=1,c) I:( 0 ti,, (z • T�01,1,, , WDM.- .c.,-c,'-KS C l 2 4 00„,/;..., r\067:- (.b<,I .m(I.2 - .1 .y) f,I LEo k,C < 2 2-0 (d Y *, r • W Ti ae..Q:I e- 11 -c-, ►, / .... " ---- „ 3, C I 41 ! ,/:,, ;. ---(2:"t'-. ,I. ���.C..(2L 11'=1"1) K (I)” Carl ` /1. 0 CO' 2-.k''..(1('612.6..°:.. ri.2.1.. 4 i,\JA, 1/is e- e c enc. s-f.s eldi - :1 > z( S Efia. o r III 0 1 CHECKED BY: D DAEE: r 209 ESE DENVER PROJECT Vida() -f\f,(\4. o►®®® Enayat Schneider,Engineering,Inc. SSE OMAHA ®°- 3141 Until Street Denver,Colorado 80205 PROJECT IT t- '1 BY SSI DALLAS a [7201904-1234 IP ESEDENVER ► DATE_44-C_USL. PAGE ESSPDRILAND 1 7.0.04 / 2 Mut- 20-`[6(3,5)= E--- „ ,,1,e,k� WoR ' 0 --*1 t , , 11711 ;.51 Ltd,- 2.0,t ) -"-C z"/.1 ' GZs k• • Pot.T-E* 219_N to✓ S'' ill SO/1,0J 0 .7. In . xi 'n,„) -2 rS;el(5 t 3 1 ~ E Tait G T - v\0 ,5 ..t. E l2k1 "It ck. `f to rkn. (a..t,b' (4607. ) + r1 f .a, E=`,. .- ,.�•.. ' •. Ni t� -r • OIS,," 2_60 Mux t t go •'.�` . . 14. ,. i 4- H . y M 2 ' 3()6(2.'-') . `I.c q. 0 e ..1. .. '04 • RL ” ? , 0 CHECKED DY: DATE: FIELDS APARTMENTS ESS NO.: 17154 • • Site Structures Design • Enayat Schneider Smith Engineering JOB TITLE Fields Apartments Mailbox Structure 210 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 111 Wind Loads - Open Buildings: 0.25 C_ h/L C_ 1.0 Ultimate Wind Pressures Type of roof= Monoslope Free Roofs G= 0.85 Wind Flow= Clear Roof Angle= 7.3 deg NOTE:The code requires the MWFRS be Main Wind Force Resisting System designed for a minimum pressure of 16 psf. Kz=Kh(case 2)= 0.57 Base pressure(qh)= 18.0 psf Roof pressures-Wind Normal to Ridge Wind Load Wind Direction Flow Case y=0&180 deg Cnw Cnl Cn= 1.20 0.30 Clear Wind A p= 18.4 psf 4.6 psf FlowB Cn= -1.10 -0.10 p= -16.8 psf -1.5 psf NOTE: 1).Cnw and 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 III 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= 12.2psf 7.7psf 4.6psf 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 211 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 III Location of Wind Pressure Zones L L (_NW !_SNL _'NW 1 'NL afi It T �� j�� � WIND ` I j} : WIND DIRECTION .0 DIRECTION .0 y= 0',180` Y=0',180' L PITCHED TROUGH L L CHI rill (-'NL � WIND ' r WIND DIRECTION 8' 8' �u DIRECTION y= 0' .0 .0 Y= 180` MONOSLOPE WIND DIRECTION y= 0°, 180° L L L III , / ;- --- / ite,' ff' / ..0.,$-.. Alltitr/ WIND DIRECTION WIND �y WIND DIRECTION�" DIRECTION 2 MONOSLOPE PITCHED TROUGH WIND DIRECTION y= 90° MAIN WIND FORCE RESISTING SYSTEM r r 2 2 -, 1 ig D1 li I 1 e< 10. a>_ Io° • MONOSLOPE PITCHED OR TROUGHED ROOF COMPONENTS AND CLADDING • . ...., I ' 7' • ct? 9' 0) ',•N .... ---76-,„ ,' •••, \,/, i . -...„ _ , . 'st . ,, ,, i , -- l .j ii 4.) '-'.9:4 77„4 . . / 144, • ,I _ 11,(1) / / , it •--,/, „..... , -,,,,..„„/.- •ss -,. ,,'-./ . "--4.•„: -. --'. , , ,...:. • .., ...„ 213 A 4,c)arf-AAAPAt 314114/aloe!Street,Suite 2034 Enayat Denver,Colorado 00205 PROJECT# F:11-1 rzl-t BY CTia, Schneiderlir 11201 904-1234 Smithngineering,yl NE 2 12 4.12-0 (7.: PAGE E Inc. • OrMEt-tIQH; CUii,triit Le(24)L. C _1)0 Nopf,Ar4. \r‘r\ot Ck0: re-PlAktirt) \D-Nr\e/A--9 our ci elNa. ilseq ou'rci th,pe,-P--(114/21-: „11,5 0 / t4ter.ft N./ 9 ccliA-0 vNik-4 4 lAPTv;011-gxEr(-1 teIc,.iLp ic 41 /10,4: Tokc (9,%345( 22,S lc)- 2,15 up 1/6`rinr 04„frali. --(AD at.%..t. wivictwati- O.? ôcA vt-vtt.,0 p.amAkr..te p4 - Atecto,Ako,AA,. 0..); ekkkei' item ArtLAr. (I 0 41111 CHECKED BY: DATE: 21 4 ppm Fitt ct, .... ,.. , .A 4i 3141 Walnut Street,Suite 203A 111 Denver,Colorado 00205 PROJECT# i'4-1 Z,c-I 11 Enayat 2111;- Schneider A.*- Smith yl [1201 904-1234 DATE_?-1- e...2:1.2,Di PAGE Engineering, Inc. l.... 1__-.:.....:_,F..2__,....,3.E1 c ,o,A i...epoct t4 Oa via). . ..\,?.1 lib ul 4 eLiN1-),,,'0*-' I,(..p...95c, .• : ••• • ‘'e- R,...0.....V Is? 2 t''',?.r;e —c ekt.0 .0,f 2,0 MEP ,--- mr.'`,.' t AA — = o 9....t.-4.). ,-,.r\Nk.) Ltd 41610........- 2° -ts . hi.\J.:1;14n! .0,+-0. (i?" A nl-p (4-- .: 6'-'; III E -0,1-v , fl`t,‘,fr) --'• (0-(5q1 k..1:-., -- ----':'i I-U.521 b \r4kArly-v- O yle)1, ‘L.,.(tolo ,, 17M..ta vc7k)19 -1 on10i.A..).--- °1 1 s" ei.NA M Pa.7— ,e -f- VO" ik. : ...00 Y`;-hql• _...\-,--;‘,.. y.J,,D,.--, .D.6,t:i R-"e\ r icn . .. ...., o -.k-k)e--0 (--0K-Ii-vv‘1Y.......,041... ...a'. 4-lu 5 7 ta•••et*, c,,I.0 -to.yid..:. : t&nry-,ct e cptcwd -40.r...1i-7049c.- - 2:+r- '9,--4. • tAX0.-Y 411.(01A kt-VA - 41''6' : o,- . , ( — 00,4;04 cootok4, 1,-• mt),Ii_. _ _ .,--._ 1,D..I.A .,C st .....±..2 ..-.1.2_6(. ( ! 0 0 ,. . 01..6„.i.c.6 a..#0.Ne, ix;ryv,1 vi ny'ti\,,r3 ( 4-0 rl cil CApnAlria0n,. -LA,Z0-.sf.St C tV:e z,...-\ CHECKED IT: ., , c!AA.,t, •It -.Sjet/ (AD DAM -(ie-A--' t Wix-, 215 PROJECT Re ACIA V cr,rewAc,tit& ,),1441„. 3141 Walnut Street,Suite 203A EnDEMI,Colorado 00205 PROJECT H 1�1 e)y BY_ Schneiderhyat ! €7201904.1234 III Smith yl` BATE Z-1 *01� PAGE Engineering, Inc. \gkMoo X..... 1!ril� {.., I . C.-.....b.Le,.IC,.9 lAf.1,, caw. Aaa..n .. t 1`I�-I t qty , ., s I f e u .1 k-t ic /Lp..U.Ff-...0 Cc)v'rie.'f (.01Aik_ , .,, ) 86.:3... -2 Inlln. (Vo ( 44,41 ,F �(r( 2Vco - „p I ^604' tArt 'A(..31 p ks U)_. ._ti. VIV:L. . .. +Csnnt . eel wt t YvkW •htiv\ v a ;ate Ate' a"+ �`V1 `Q` • A-rec.: 2r (°r112.)..�.. ) i=1�� ° z o f fwiwyrv,e rqp 15 L6 _ o tuTti IL-14744P- (#22- - `i ( ?..r 1 2G04 `--tea t,\AU,.,.€.2- , rnwA¢ !r . Q 1 .. • 7.Le... " Oa. .' 5 o •IwtA "i.. r..., NO LONGER USED 7-21'Z.6" CHECKED BY: # DA": - *1)(S, C).9,k)‘ 41 216 T PROJECT c_i cAn lArktrekivv,4-- , 11,.A 4,, 3141 Walnut Street,Suite 203A leaver,Colorado 00205 PROJECT II ( H':',(-4 BY OT 0 Enayat Schneider Smith 17.1...- y 1 [1201 904-1234 DATE 2-1'1*a V PAGE Engineering, Inc. 0 A,71-1 -0 y 9,-fbnA CA wrt— r-0,,f's ki\4 El Ni/c.1 (4.\ ao -11-', . ....-'1,11.V- Za_ 00,r Ct11'(0 -i-v 4.,,,,Atklt OACCPr 00 V\V‘Q,C4,MI\*; b(t ) ,_... (63A-A-1/244„ ei6"..0 6)-Ir QONIA V\10.krt MIn = .... 0 Z'1, s CI'°M Ct4 l ,I rm (2.-) C4-I !"6 NO LONGER USED . k i S ' 9 cc At 0 1 0 1 .„. VA :-Zioas" (.a.,.- : t IN 1 04.---- 0 -Zia 9 ( 311-1'I = = • ...., io 0 CHECKED IT: DATE: 217 • PROJECT Ti 4&t GA !Art l't*,o Ak' 3141 Walnut Street,Suite 2D3R EnayatDenver,Colorado 00205 • PROJECT 171 41 DV (-97 Schneider ® t1201 904-1234 111, Smith y ` DATE f n PAGE Engineering, Inc. �1 Iv!C1.A1 0 cc'1 kril L4X,:fe,..`.......i'`f:(X!. \4/�. ...... ? t>1 (,�i' ..K _ n •n-f6"rv\A Bia=.J!/ `.w. �#'" k a...5 .tl 9 .t( 0,)(A4.07.) — Ia ,25 plc— o1c _ 2 n5 J 0 „.3..e 1. -LO 006.4 N tir\ - . of : (2-f\ t1 - ( 2. )( m 1..j, ► (4„.. estl 0 o • CHECKED BY: DATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 171518 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,12 48PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesigntApartments Framing Design.ec6 ENERCALC,INC.19133-2017,Build:10.17.12.10,Ve10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Mailbox roof joists L=19'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900 psi Ebend-xx 1600ksi Fc-PrIl 1350 psi Eminbend-xx 580ksi Wood Species : Douglas Fir- Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.020)S(0.050) b d b , 2x12 ED 2x12 2x12 Span= 1.580 ft Span= 16.0 ft Span= 1.420 ft 14 III 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 = 819.56psi fv:Actual = 44.85 psi FB:Allowable = 1,035.00 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.067ft Location of maximum on span = 1.580 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: 171519 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAP 2018,1248P Wood Bea111 ts12017t17154 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: 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+0.7505+0.5250E+H 0.552 0.541 +0.60D+0.60W+0.60H 0.115 0.113 +0.60D+0.70E+O.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: 1715?20 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:48PM Wood Bear ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Overhang joists L=3'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-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) b o ,, ,, p AO, 2x12 2x12 F' Span=2.0 ft Span=1.50 ft . Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.010, S=0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.029 1 Maximum Shear Stress Ratio = 0.019 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 29.87 psi fv:Actual = 3.95 psi FB:Allowable = 1,035.00 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.000ft Location of maximum on span = 1.073 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.001 in Ratio= 67506>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 .Support 2 Support 3 Overall MAXimum 0.031 0.214 Overall MINimum 0.022 0.153 +D+H 0.009 0.061 +D+L+H 0.009 0.061 +D+Lr+H 0.009 0.061 0 +D+S+H 0.031 0.214 +D+0.750Lr+0.750L+H 0.009 0.061 +D+0.750L+0.750S+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: 1715421 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 48PM m12017117154(Fields Apartments-Otak)1Calculatia�tGeneral Apartments DesignlApartments Framing Design.ec6 Wood Be8171 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 "tic.# 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+0.7505+0.450W+H 0.025 0.176 +D+0.750L+0.7505+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: 171522 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 18PM Steel Beam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments DesignMApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 L` :KW-06009534 =x 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)5(0.24175) --. -__ C -.-. -. --.-. --... -.. b -.. - -.-.. b -.. - -. .- ---. X x 44* AS HSS6x4x 1/4 Span= 10.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading IIIUniform 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 S +D+0.750L+0.7505+0.450W+H 1.468 1.468 +D+0.750L+0.750S+0.5250E+H 1.468 1.468 +0.600+0.60W+0.60H 0.337 0.337 +0.600+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: 171523 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1248P ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 Stec Beath 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: 1715L24 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:48PM Steel Beam ts\2017117154(Fields Apartments-Otak)1CalculationslGeneral Apartments Design\Apartmerds 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) a C - C C C _.. HSS6x4x 1/4 Span=8.0 ft { Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading II Uniform Load: D=0.010, S=0.0250 ksf, Tributary Width=2.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.042: 1 Maximum Shear Stress Ratio= 0.010 : 1 Section used for this span HSS6x4x1/4 Section used for this span HSS6x4x1/4 Ma:Applied 0.825 k-ft Va :Applied 0.4123 k Mn/Omega:Allowable 19.580 k-ft Vn/Omega:Allowable 40.826 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 4.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= 10,055>=360 Max Upward Transient Deflection 0.010 in Ratio= 10,055 >=360 Max Downward Total Deflection 0.016 in Ratio= 6097 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.412 0.412 Overall MINimum 0.097 0.097 +D+H 0.162 0.162 +D+L+H 0.162 0.162 +D+Lr+H 0.162 0.162 +D+S+H 0.412 0.412 +D+0.750Lr+0.750L+H 0.162 0.162 +D+0.750L+0.750S+H 0.350 0.350 +D+0.60W+H 0.162 0.162 +D+0.70E+H 0.162 0.162 +D+0.750Lr+0.750L+0.450W+H 0.162 0.162 0 +D+0.750L+0.7505+0.450W+H 0.350 0.350 +D+0.750L+0.7505+0.5250E+H 0.350 0.350 +0.60D+0.60W+0.60H 0.097 0.097 +0.60D+0.70E+0.60H 0.097 0.097 D Only 0.162 0.162 Lr Only L Only S Only 0.250 0.250 W Only Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715425 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 48P ts12017117154(Fields Apartments-Otak)1Calculafions\General Apartments Design1Apartmerts Framing Design.ec6 Steel Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 tic #:KW. 9534 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: 1715?26 3141 Walnut St.Suite 203A Project Descr: Printed:23 MAR 2016, 1:16PM Steel Beam ts12017117154(Fields Apartments-Otak)1Calcuiations\Ger al Apartments DesigMApartments 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 X W(0.079) X b x x L4x4x1/4 4 Span=9.830 ft 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+0.7505+0.450W+H 0.207 0207 +D+0.750L+0.7505+0.5250E+H 0.032 0.032 +0.600+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: 1715427 3141 Walnut St.Suite 203A Project Descr: Printed.23 MAR 2018,1:16PM ts12017117154(Fields Apartments-Otak)\Calculation\General Apartments Design\Apartments Framing Design.ec6 Steel BeamENERCALC,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: 1715428 3141 Walnut St.Suite 203A Project Descr: Printed.23 MAR 2018, 1 19P Steel Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.# KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 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 1 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 0(0.012) �s- _ _.__..- d -_... 6-- _._ _--b ____.._.... e X. X L4x4x1/4 Span=9.830 ft I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading • Uniform Load: D=0.0120 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.089: 1 Maximum Shear Stress Ratio= 0.005 : 1 Section used for this span L4x4x1/4 Section used for this span L4x4x1/4 Ma:Applied 0.225 k-ft Va:Applied 0.09142 k Mn/Omega:Allowable 2.517 k-ft Vn/Omega:Allowable 17.964 k Load Combination +D+H Load Combination +D+H Location of maximum on span 4.915ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.045 in Ratio= 2614 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.091 0.091 Overall MINimum 0.055 0.055 +D+H 0.091 0.091 +D+L+H 0.091 0.091 +D+Lr+H 0.091 0.091 +D+S+H 0.091 0.091 +D+0.750Lr+0.750L+H 0.091 0.091 +D+0.750L+0.7505+H 0.091 0.091 +D+0.60W+H 0.091 0.091 +D+0.70E+H 0.091 0.091 +D+0.750Lr+0.750L+0.450W+H 0.091 0.091 • +D+0.750L+0.7505+0.450W+H 0.091 0.091 +D+0.750L+0.750S+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: 171529 3141 Walnut St.Suite 203A Project Descr: Printed.23 MAR 2018, 1 19PM Steel Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1963-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica# 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: 1715430 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:48PM Steel Column ts12017117154(Fields Apartments-otak)1Calculations1General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Btaid:10.17.12.10,Ver:10.17.1210 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 Max:Applied 1.568 k-ft Maximum Load Deflections... Mn-x I Omega:Allowable 7.073 k-ft Along Y-Y 0.6832 in at 9.50 ft above base for load combination:W Only Ma-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 7.073 k-ft Along X-X 0.0 in at 0.0ft 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/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: 1715431 3141 Walnut St.Suite 203A Project Descr: Pnnted:21 MAR 2018,12 48P 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+0.750S+H 2.958 +D+0.60W+H 1.143 0.165 -1.568 +D+0.70E+H 1.143 +D+0.750Lr+0.750L+0.450W+H 1.143 0.124 -1.176 +D+0.750L+0.750S+0.450W+H 2.958 0.124 -1.176 +D+0.750L+0.7505+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 III +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: 1715432 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 48P illSteel Column ts12017117154(Fields Apartments-otak)1Calculations\General Apartments Design 1Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06409534 Licensee:Enayat Schneider Engineering Inc Description: Mailbox post,wind normal to ridge Maximum Deflections for Load Combinations Load Combination Max.x-X Deflection Distance Max.Y-Y Deflection Distance Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.683 in 9.500 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : Pipe4 Std Depth = 4.500 in Ixx = 6.82 in^4 J = 13.600 in^4 S xx = 3.03 in^3 Diameter = 4.500 in R xx = 1.510 in Wall Thick = 0.237 in Zx = 4.050 in^3 Area = 2.970 in^2 I yy = 6.820 in^4 Weight = 10.858 plf S yy = 3.030 in^3 R yy = 1.510 in Ycg = 0.000 in • Sketches Y 1 � 1 Load X 4.50in I S Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171433 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2016,12 48P Steel Co'u rn n ts\2017117154(Fields Apartments-Otak)ICalculations1General Apartments DesignVtpartments 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 Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name: Pipe4 Std Overall Column Height 9.50 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 35.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=9.50 ft,K=2.1 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=9.50 ft,K=2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:103.152 lbs*Dead Load Factor AXIAL LOADS.. . Axial Load at 9.50 ft,D=1.040,S=2.420 k BENDING LOADS... Lat.Uniform Load from 1.0-->5.50 ft creating Mx-x,W=0.1440 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2173 :1 Maximum Load Reactions.. Load Combination +D+0.750L+0.750S+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 At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 2.958 k Bottom along Y-Y 0.6480 k • Pn/Omega:Allowable 17.760 k Ma-x:Applied -0.9477 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 7.073 k-ft Along Y-Y 0.2804 in at 9.50ft above base for load combination:W Only Ma-y:Applied 0.0 k-ft Mn-y/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= 0.02082 :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 +0.60D+0,70E+0.60H 0.039 PASS 0.00 ft 0.000 PASS 0.00 ft 0 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171434 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:48PM Steel Column ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12,10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: Mailbox post,wind parallel to ridge Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 1.143 +D+L+H 1.143 +D+Lr+H 1.143 +D+S+H 3.563 +D+0.750Lr+0.750L+H 1.143 +D+0.750L+0.750S+H 2.958 +D+0.60W+H 1.143 0.389 -1.264 +D+0.70E+H 1.143 +D+0.750Lr+0.750L+0.450W+H 1.143 0.292 -0.948 +D+0.750L+0.750S+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+0.7505+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.168 in 9.500 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.126 in 9.500 ft iii +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.126 in 9.500 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +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: 1715435 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1248P ts12017117154(Fields Apartments-Otak)tCalculadonslGeneral Apartments DesignlApart meets Framing Design.ec6 Steel Column 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 Mg 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 III Y } Load X _ I w�. 7 ft l 4.50in , • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171536 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 48P Pole FootingEmbedded in Soil ts12017117154(Fields Apartments-Otak)\Calculation\GeneralApartments Design. partments 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 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 0 Ground Surface Pressure at Depth Actual 0.0 psf Allowable 0.0 psf Surface Retraint Force 0.0 lbs 411 Minimum Required Depth 0,0 ft Footing Base Area 1.767 ft^2 Maximum Soil Pressure 0.0 ksf Applied Loads Lateral Concentrated Load (k) Lateral Distributed Loads (klf) 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 kilt 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 Requ AglatirfiV, at Depttt , Soil Load Combination Loads-(k) Moments-(ft-k) Depth- ` 0 o w-(ps Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171537 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 49PM 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: R = 0.850 X-X(width)axis: fy-Main Rebar = 60.0 ksi Fully braced against buckling along X-X Axis E-Main Rebar = 29,000.0 ksi Y-Y(depth)axis: Allow.Reinforcing Limits ASTM A615Bars Used Fully braced against buckling along Y-Y Axis Min.Reinf. = 1.0% Max.Reinf. = 8.0% Column Cross Section Column Dimensions: 18.0in Diameter,Column Edge to Rebar Edge Cover=2.0in A .., ,_ X _ Column Reinforcing: 6-#5 bars 18. i 1 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 cp *Pn= 48.684 k *Mn-x= 79.158 k-ft Mu-x= -2.613 k-ft yMaximum SERVICE Load Deflections. .. Along Y-Y -0.000137 in at 1.606 ft above base MuY= 0.0 k-ft N *Mn y= 0.0 k-ft for load combination: N/A Mu Angle= 180.0 deg Along X-X 0.0in at 0.0 ft above base Mu at Angle= 2.613 k-ft (pMn at Angle= 78.520 k-ft for load combination: 0.0 Pn&Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities. . . General Section Information.(p = 0.750 Q =0.850 0 = 0.850 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 9Pn,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 III Governing Factored Moment Dist.from k Axial Load Bending Analysis k-ft Utilizationa Load Combination X-X Y-Y base ft Pu cp *Pn g x 5x"Mux g y Sy*Muy Alpha (deg) g 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: 1715438 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1249P Concrete Column t512017117154(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: Steel column footing Governing Load Combination Results Governing Factored Moment Dist.from Axial Load Bending Analysis k-ft Load Combination k Utilization X-X Y-Y base ft Pu tp *Pn g x g x*Mux g Y Sy*Muy Alpha (deg) g 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+1.6OLr+0.50L+1.60H 2.73 2.12 481.79 0.000 0.004 +1.20D+1.6OLr+0.50W+1.60H Actual 2.73 2.12 159.20 1.000 -1.31 180.000 1.31 98.09 0.013 +1.20D+0.50L+1.60S+1.60H 2.73 5.99 481.79 0.000 0.012 +1.20D+1.605+0.50W+1.60H Actual 2.73 5.99 372.05 1.000 -1.31 180.000 1.31 81.57 0.016 +1.20D+0.50Lr+0.50L+W+1.60H Actual 2.73 2.12 70.42 1.000 -2.61 180.000 2.61 86.83 0.030 +1.20D+0.50L+0.50S+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 @ 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+0.7505+H 3.584 +D+0.60W+H 0.570 0.570 1.769 1.568 +D+0.70E+H 1.769 +D+0.750Lr+0.750L+0.450W+H 0.428 0.428 1.769 1.176 +D+0.750L+0.7505+0.450W+H 0.428 0.428 3.584 1.176 +D+0.750L+0.7505+0.5250E+H 3.584 +0.60D+O.60W+0.60H 0.570 0.570 1.061 1.568 +0.60D+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+0.750S+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+0.750S+0.450W+H 1.176 k-ft k-ft +D+0.750L+0.750S+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: 1715439 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 49P ts12017117154(Fields Apartments-Otak)1Caiculations\General Apartments Design1Apartments Framing Design.ec6 Concrete Column ENERCALC,INC 1983-2017,Bdid: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 • Interaction Diagrams • Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram Phi•Mn @ Alpha (k-fl) Phi-Mn©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 a` 275.0_ \ y` °- 2.2o 0 a220.0 220.0 165.0_ --- --_. _..._....-_. - .465.0= ___ - -.-- __.. — —.-. _.-_.•/ 110.0 1100_ 55.0 JB _ _... 55.0_.... _..... CIO 10.a 2u.9 313 ciose 94.0 1845 i0.4 AO 3i.3 41.o S<2 02.7 7e.i Dom 9r.0 —Y04.5 • 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 49P 4110 Concrete Column ts12017117154(Fields Apartments-Otak)1Calculations\Gerraal Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 i is #: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Steel column footing Concrete Column P40 Interaction Diagram Concrete Column P-M Interaction Diagram Phi'Mn @ Alpha (k-ft) Phi'Mn©Alpha (k-h) 550.0 550.0 495.0 495.0 440.0_ 440.0 385.0 385.0 330.0_ 330.0 275.0 275.0 E 220.0- 220.0 165.0 -.-. -...-.... 165.0 -. 110.0 110.0 55.0 55.0 • t0.q 2,9 31.3 4 it Se.t o2.7 73.i 6so 94.0 104.5 �ti ,. ,. 73.I 153.6 94.0 ---Q4.5 Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram Phi'Mn($Alpha (k-ft) Phi'Mn 5 Alpha (k-fl) 550.0_ 550 0 • 495.0 495 El \ 440.0\\ 385.0... 330 0 EE \ 275 0 -- v 220.0 165.0 110.0 110.0 55.0 55.0-- iu.4 20.9 3i.3 -41.8 52.2 D4.7 73.i 153.6 --44.0---1045 • ,.• 4173 41.8 5,2 02.7--73.i OA 94.0 - .5 • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 1715'41 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:49PM Concrete C O U Cil h 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: Steel column footing Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram Phi'Mn©Alpha (k-ft) Phi'Mn®Alpha (k-fl) 550.0 550.0_ 495.0 495.0__ ___ 440 0 440.0_ 385.0 385.0 330.0 330.0 2750 275.0_ 220.0 220.0_ E. 1650 _._ _ f...... 165.0_... _.. 110.0 / 110.0 55.0 _.. _..... 55.0 _.. /�...... .11 10.4 2c.9 3,.3 ole 54.2 02:7--73.1 60.0 94.0 104.5 40.9 31.3 41.13 54.2 02.7- r3.r $1-6 94.0 --1-04.5 Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram Phi'Mn(QZ Alpha (k-9) Phi'Mn Alpha (k-fl) 5500 550.0 495 0 _ 495.0 1 • 440.0 \\\ 385.0- 385.0 :::: . 330.0 a 275.0. ci - i a 220.0 220.0 165.0_ 165.0 / 110.0- 110.0_ �.. 55.0__ 5533_ --------- 0:0C)- 10.4 2u.9 3,3 41.8 S 2 02.7 73., Dat' 94.0 104.5 0 10.4 20.9 41.3 41.8 5,2 c2.7 74., 1446 94.0 ior.5 0 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715442 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 1249PM Concrete Column ts12017117 154(FieldsApartments-Otak)\CalculationsCeneralApartmentsDesign\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: 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 \\ F. — 330.0 \\ x 275.0 \ o. 275.0 \ 220.0 I 220.0 \165.0 ... / 1850 / 110.0 110.0 / i 55.0 55.0 - 10 20.9 31.3 41.0 oc.t 62.7 73.1 83.8 9r.0 104.5 ,. •. -20:7----31.3 413-- . .. .• ••.5 • 0 243 PROJECT eA?cl/A -� � 3141 Walnut Street,Suite 2034 Y Denver,Colorado 80205 PROJECT# is -� BY Enayat 11201904-1234 • Schneider Smith yi` OATE )2�,� Ot"i LIGE Engineering, Inc. • Ill.. 11 1 pre(.;tx§et. s 1 (1 Q:Qvti3L�.�c 1 �1' O d eizs'k ,6,n CtuNk en.ieirFr. i " yM U ,A)0.61, csek, q r n..P • 0 0 _-- 6 cc ec O 111 CHECKED DY: DATE: Enayat Schneider Smith Title Fields Apartments Trash Enclosure Page: 1 244 Engineering,Inc. Job#: Dsgnr: C.Thomson Date: 28 FEB 2018 3141 Walnut Street Description.... Suite 203A Denver,CO 80205 his Wall in File: E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\Site Structures\tras etainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To: Enayat Schneider Smith Engineering Inc. Criteria Soil Data 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 0 Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = 0 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 y FootingliSoil Friction = 0.400 ......... Soil height to ignore `iiiiii' i' for passive pressure = 12.00 in Surcharge Loads 0 Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = = = 9 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 Ft CL Dist = 0.00 ft Load Type = Wind(W) g Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 22.5 psf at Back of Wall 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 • Overturning = 1.43 Ratio< 1.5! Wall Material Above"Ht" = Masonry 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 fb/FB+fa/Fa = - 0.928 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs 191.9 ACI Factored @ Toe = 2,742 psf -- ACI Factored @ Heel = 0 psf Strength Level lbs= Moment....Actual Footing Shear @ Toe = 10.1 psi OK Service Level ft-#= 855.9 Footing Shear @ Heel = 2.4 psi OK Strength Level ft-# Allowable = 75.0 psi Sliding Calcs Moment Allowable = 921.9 Lateral Sliding Force = 244.4 lbs Shear Actual less 100%Passive Force= - 300.0 lbs Service Level psi= 2.1 less 100%Friction Force = - 463.3 lbs Strength Level psi= Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 52.6 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= 91.50 Rebar Depth 'd' in= 3.75 Masonry Data fm psi= 2,000 Fs psi= 32,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 16.11 NOT considered in the calculation of soil bearing Wall Weight psf= 78.0 Load Factors Short Term Factor = 1.000 Building Code IBC 2012,ACI Equiv.Solid Thick. in= 7.60 Dead Load 1.200 Masonry Block Type = Medium Weight • Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.000 fc psi= Seismic,E 1.000 Fy psi= Enayat Schneider Smith Title Fields Apartments Trash Enclosure Page: 2 245 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 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. Footing Dimensions &Strengths r L Footing Design Results I Toe Width = 0.92 ft Toe Heel Heel Width = _ 1.58 Factored Pressure = 2,742 0 psf Total Footing Width = 2.50 Mu': Upward = 855 0 ft-# Footing Thickness = 12.00 in Mu': Downward = 179 179 ft-# Mu: Design = 676 179 ft-# Key Width = 12.00 in Actual 1-Way Shear = 10.11 2.38 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover©Top 2.00 @ Btm.= 3.00 in Toe: #4©9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 Heel: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Key: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Min footing T&S reinf Area 0.65 in2 Min footing T&S reinf Area per foot 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6©20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces& Moments A OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# 0 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 1 Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.190 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: 171446 3141 Walnut St.Suite 203A Project Descr: Printed.26 MAR 2018, 117P Masonry Slender Wall ts12017117154(Fields Apartments-otak)1Calculations\General Apartments DesigntApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 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=I'm* = 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 Wall Support Condition Top Free, Bottom Fix Roof Attachment illrl t 41) — ...„ A Floor Attachment 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: 17154•'47 3141 Walnut St.Suite 203A Project Descr: Printed.26 MAR 2018. 1.17PM Mason Slender Wall ts12017117154(FieldsApartments-utak)tcalculations1Generai tsDesignutpartmentsFraming oesign.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver30.17,12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Trash Enclosure Wall DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.5237 +1.20D+0.50L+0.70S+E+1.60H Max Mu -0.6589 k-ft Phi*Mn 1.258 k-ft PASS Service Deflection Check Actual Defl.Ratio U 771 Allowable Defl.Ratio 150 E Only Max.Deflection 0.1129 in PASS Axial Load Check Max Pu/Ag 0.6675 psi Max.Allow.Defl. 1.160 in +1.20D+0.50L+0.70S+E+1.60H Location 0.1208 ft 0.2*fm 300.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.001613 As/bd 0.1115 rho bal 0.1115 Maximum Reactions... for Load Combination.... Top Horizontal 0.0 k Base Horizontal E Only 0.1813 k Vertical Reaction +D+0.750L+0.7505+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-ftk'1 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+0.705+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 it"4 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: 1715?48 3141 Walnut St.Suite 203A Project Descr: Printed.26 MAR 2018,1:17PM Masonry Slender Wail N12017\17154(Fields Apartments-Otal0CalculationsIGeneral 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: 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 0.00 0.421 K +D+L+H 0.0 0.00 0.421 k, +D+Lr+H 0.0 0.00 0.421 k +D+S+H 0.0 0.00 0.421 K +D+0.750Lr+0.750L+H 0.0 0.00 0.421 +D+0.750L+0.750S+H 0.0 0.00 0.421 +D+0.60W+H 0.1 0.00 0.421 III Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171549 3141 Walnut St.Suite 203A Project Descr: Printed:26 MAR 2018, 1 17PM Masonry Stender Wall ts1201 7117154(FieldsApartments-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: 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+0.750S+0.5250E+H 0.1 K 0.00 k 0.421 k +0.60D+0.60W+0.60H 0.1 t, 0.00 k 0.252 k +0.60D+0.70E+0.60H 0.1 6 0.00 k 0.252 k D Only 0.0 h 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 k S Only 0.0 k 0.00 k 0.000 W Only 0.2 h 0.00 k 0.000 E Only 0.2 k 0.00 k 0.000 H Only 0.0 K 0.00 k 0.000 III III FIELDS APARTMENTS ESS NO.: 17154 • • Foundation Design • 250 ESE WIND PROJECT-Pt° 'ctA app$:IA/Eta tri 4If, Enayat Schneider,Engineering,Inc. SSE OMAHA ► NM Spee( Deriver,Colorado 80105 PROJECTH } ti By GT • SS'DAIIAS 3141 11201m 1234 ESE DENVER 1�� DOTE +2-1201 EAcE ESSPORTLANO A+ w I E , 2. qtr 44- wt)( of Max 1 c�1... (.. o Q � Ccs(cs� �5 t . fel°r50(i40!) 0 -� 5 ..x,1 4- 0 If = 1. pAP /� -'�actd (&t t - -oy.� -orv ,v' ox- ,e, ()Is G6 (see_ 'Y�Qic,t.;v,.,`-, Ffc,cm(.)..c-) M' .r Wok c'E • 0 e21-t1 Op lqe2-00-0 eGC - 4 tylAe le.e4 O ciiAptAA...:-..qteqf_.I ` 1 Opel(No + 1.I ti (-c + 4-1. Cfiett <-.... .. . 2-1 (k e.t.a. . . w I.14 3- q'' , t,:;-,1 .. • (e rbv.\k, .Q M { • ud!vo- !t 6,.x(6) c.14 , ( P reel Sherrie' Cr-)C-t1 el —1.t 7-2 • 0 6-(-5Y43q)(4 7-J- 1-( CHECKED BY: DALE: 251 E S E DEN3 E F room fA& ..... ........ ----- Enayat Schneider,Engineering,Inc. PROJECT# I-4 1 4,.:,v9 By 0.1- SSE OMAHA 3141 WNW SINN Denver,Colorado 80205 SSI DALLAS [120)984-1234 MEDVED Y1 - BATE PAGE III ESS PORTLAND VAA 0-WArN Cc'.-1 ty-0-0( c:Ockti.6 v te-i0eq ;17 Q-Gt CO,1.-S(0.2 0 7v)2)140 4.01)( z vet 4-1-% u‘n-e_ * 1. 2-4e4 W( \o, Vok CA kt.) 2,0) (7) — — •-N 7 - :D" etc.eh"Ve re(14.-1Ali lvkieow Pt) 1 • 0 • (2k0(i kitka (Prarf')0p414.1 - t4L, = 0014-c..4. ofe Ir‘ 4("Li tr(110 ti30-0 ;y\keytoe- cey -CrD Cy+1 "-:5110 14 CO" 2-1:211/' ---.... (f)cilitf) P,itt-AckM144' afeti,LA "IA/N./12iN ,7(1,351942:qq.c.elt) .,693204Api oe.td. (.?km, (ANA a\r) ..See CZA.A-0-wijIm ac r 4vi\ e ç - v- 2 \ ( y)c-iA,6n Pte.- 06..01.1.621 .i/ Jit4.9 2- DI' (1( \INAG. Z!3 • ; (k,, s-ti\tocbikk-tti ),,3(-44 tov,e2 Kt 0ft, c. girt clq (ke Perfilz:f CA (41,,A6iCke t`Nt `: Z(-to (c),,Y1 12, -Coe t7,.( VA6 00-P1014 AI) 10 si,eseo-s;-‘ c_a_ocA,kx.A-covk CHECKED OY: o ti.JA DATE: mp...vv\t-Jed 251a "" Company: ESS Denver SIMPSON Anchor DesignerTDate: 2/22/2018 Engineer: C.Thomson Page: 1/5 1 Software Project: Fields Apartments au.w• 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):8.00 State:Cracked Anchor Information: Compressive strength,f'c(psi): 3000 Anchor type: Bonded anchor 4� : 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 can(inch):6.43 Temperature range,Short/Long: 110/75°F Cm;n(inch): 1.75 Ignore 6do requirement: Not applicable S ;n(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 Apply entire shear load at front row: No 202 lb Anchors only resisting wind and/or seismic loads: No 1/ <Figure 1> !11 0 ' / x - • 98- • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone'925.560 9000 Fax:925.847 3871 www.strongtie.com 251b SIMPSON Anchor Designer TM Company: ESS Denver Date: 2/22/2018 Engineer: C.Thomson Page: 2/5 Strong-Tie Software Project: Fields Apartments Version 2.5.6326.0 Address: 3141 Walnut Street Ste 203A, Denver,CO 80205is III Phone: 720-904-1234 E-mail: claire.t@essdenver.com <Figure 2> 0 0 c 0 0 rn M • 12.00 12.00 Recommended Anchor Anchor Name:AT-XP®-AT-XP w/#3 A615 Gr. 60 Rebar Code Report: IAPMO UES ER-263 iIt 1 T.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.corn 251c SIMPSON Anchor Designer TM Company: ESS Denver Date: 2/22/2018 Engineer: C.Thomson Page: 3/5 • strongTie 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 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(Ib) Vuax(Ib) Vuay(Ib) *(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(Ib):202 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'N8(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 Asa(Ib) 9900 0.65 6435 5.Concrete Breakout Strength of Anchor in Tension(Sec.0.5.2) 0 Nb=ko2e-VYcher1 5(Eq. D-6) kc Aa f'c(psi) her(in) Nb(Ib) 17.0 1.00 3000 4.000 7449 rbNcb=0(ANc/ANco)iYed,NYc,NY'cp,NNb(Sec. D.4.1 &Eq. D-3) AN.(in2) ANco(in2) ca,min(in) y'ed,N 'PqN Pcp,N Nb(Ib) 0 (Ncb(Ib) 120.00 144.00 4.00 0.900 1.00 1.000 7449 0.65 3631 6.Adhesive Strength of Anchor in Tension(Sec.5.5) Tk,cr= Tk,crfshort-termKsat Tkcr(psi) fshort-term Ksat Tk,cr(psi) 340 1.00 1.00 340 Nba=2amr7Sdaher(Eq. D-22) 2 a Tcr(psi) da(in) her(in) Nba(Ib) 1.00 340 0.38 4.000 1602 ON8=0(ANa/ANaO)Ped,Na'cp,NaNba(Sec. D.4.1 &Eq. D-18) ANa(in2) ANao(in2) CNa(in) Ca,min(in) Wed,Na Vjcp,Na Nba(Ib) 0 ON8(Ib) 51.65 51.65 3.59 4.00 1.000 1.000 1602 0.65 1041 III Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 251d SIMPSON Anchor Designer TM Company: ESS Denver Date: 2/22/2018 Engineer: C.Thomson Page: 4/5 S� Software Project: Fields Apartments Version 2.5.6326.0 Address: 3141 Walnut Street Ste 203A, Denver, CO 80205 III Phone: 720-904-1234 E-mail: claire.t@essdenver.com 8.Steel Strength of Anchor in Shear(Sec.D.6.11 Vsa(lb) Ogrout 0 0g,out0Vsa(lb) 4950 1.0 0.60 2970 9.Concrete Breakout Strength of Anchor in Shear(Sec.0.6.2) Shear perpendicular to edge in x-direction: Vby=min17(le/da)02idaAa Jfccai15;92a"\IfcCa,151 (Eq. D-33&Eq. D-34) /e(in) da(in) Aa fc(psi) ca,(in) Vbx(Ib) 3.00 0.375 1.00 3000 8.00 8052 OVcbx=0(Avc/Avco)1Yed,vPc,vWb,vVbx(Sec. D.4.1 &Eq. D-30) Avc(in2) Avco(in2) Ved,v V'c.v V'b,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=min17(le/da)021IdaAaJfcca,1 5; 9/1a1Jfooa,1 5I (Eq. D-33&Eq. D-34) la(in) da(in) Aa f'c(psi) ca,(in) Vby(Ib) 3.00 0.375 1.00 3000 12.00 14793 OVobx=0(2)(Avc/Avco)Wed,vV'c.vY'h,vVby(Sec. D.4.1 &Eq. D-30) III Avc(in2) Avco(in2) Ved,v Vc,v Vb,' v Vby(Ib) 0 OVcbx(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) 04p=0 minIkc5Na;kcpNcbI= 0 minikcp(ANa/ANao)V%d,Na'I''P,NaNba; kcp(ANC/ANao1 W W,-.,NV%p,NNbI (Sec. D.4.1 &Eq. D-40) kcp ANa(in2) ANao(in2) Y'edNa Ycp,Na Nba(Ib) Na(Ib) 2.0 51.65 51.65 1.000 1.000 1602 1602 AN,(in2) AN,.(in2) Y'ed,N Yo,N Y'cp,N Nb(Ib) Nab(lb) 0 OVcp(lb) 120.00 144.00 0.900 1.000 1.000 7449 5587 0.70 2243 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) Tension Factored Load, N.(lb) Design Strength, aNn(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,oVb(Ib) Ratio Status Steel 989 2970 0.33 Pass T Concrete breakout x+ 989 4602 0.21 Pass I Concrete breakout y- 989 8438 0.12 Pass Pryout 989 2243 0.44 Pass(Governs) III Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 251e SIMPSON Anchor DesignerTM Company: ESS Denver Date: 2/22/2018 Engineer: C.Thomson Page: 5/5 ,nno 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 Interaction check ka/ON, Vu/OV, Combined Ratio Permissible Status Sec. D.7.2 0.00 0.44 44.1% 1.0 Pass AT-XP w/#3 A615 Gr.60 Rebar with hef=4.000 inch meets the selected design criteria. 12.Warnings -This temperature range is currently outside the scope of ACI 318-14/-11 and ACI 355.4,and is provided for historical purposes. -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. 111 • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.corn Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715452 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 12 48P General Footing ts12017%17154(Fields Apartments-otak)ICalcula8ons\Geraarai Apartments DesigrnApartments 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: 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 Length parallel to Z-Z Axis = 3.50 ft Z Footing Thickness = 10.0 in f 411 1 a Pedestal dimensions... X I m n----1 X px:parallel to X-X Axis = 8.0 in pz:parallel to Z-Z Axis = 8.0 in Height = 8.0 in 1 Rebar Centerline to Edge of Concrete... 1 , at Bottom of footing = 3.0 in • x LI 1�-9'. W Reinforcing 3-6" Barsparallel to X-X Axis _ Number of Bars = 4 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis „,„_,_,.,_,„7„-,-s, - xli -- Number of Bars = „:•-p•�, 4 . 1 ,, b, .• ,, Reinforcing Bar Size = # 4 � x � 4 , Bandwidth Distribution Check (ACI 15.4.4.2) - ' •4,,,,, '• Z°`T "..'*"°` "°'°'k`, Direction Requiring Closer Separation n/a ,. ,—,—_ --- #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 5.190 13.20 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: 1715453 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12:48PM General Footing ts1201n17154(Fields Apartments-otakncalculations1General Apartments Design\AparpmentsFraming Design.ec6 ENERCAIC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB9 Footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8480 Soil Bearing 1.696 ksf 2.0 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3215 Z Flexure(+X) 2.241 k-ft/ft 6.970 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3215 Z Flexure(-X) 2.241 k-ft/ft 6.970 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3215 X Flexure(+Z) 2.241 k-ft/ft 6.970 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3215 X Flexure(-Z) 2.241 k-ft/ft 6.970 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2719 1-way Shear(+X) 22.335 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2719 1-way Shear(-X) 22.335 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2719 1-way Shear(+Z) 22.335 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2719 1-way Shear(-Z) 22.335 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3451 2-way Punching 56.701 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio 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+0.7505+0.450W+H 2.0 n/a 0.0 1.427 1.427 n/a n/a 0.714 X-X,+D+0.750L+0.7505+0.5250E+H 2.0 n/a 0.0 1.427 1.427 n/a n/a 0.714 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.3712 0.3712 n/a n/a 0.186 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.3712 0.3712 n/a n/a 0.186 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.6187 0.6187 0.309 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.696 1.696 0.848 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 0.6187 0.6187 0.309 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 0.6187 0.6187 0.309 Z-Z,+D+0.750Lr+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+0.750S+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 0 Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715454 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12 48PM General Footing MI2017117154(Fields Apartments-otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.# KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB9 Footing Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd 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+0.505+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+1.60S+1.60H 1.052 +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+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+0.505+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+0.705+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+0.50S+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+1.60S+0.50W+1.60H 0.5111 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+1.605+0.50W+1.60H 0.5111 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+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,+1.200+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 0-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi`Vn Status +1.40D+1.60H 5.94 psi 5.94 psi 5.94 psi 5.94 psi 5.94 psi 82.16 psi 0.07 0.00 +1.20D+0.50Lr+1.60L+1.60H 22.34 psi 22.34 psi 22.34 psi 22.34 psi 22.34 psi 82.16 psi 0.27 0.00 +1.20D+1.60L+0.50S+1.60H 22.34 psi 22.34 psi 22.34 psi 22.34 psi 22.34 psi 82.16 psi 0.27 0.00 +1.20D+1.60Lr+0.50L+1.60H 10.48 psi 10.48 psi 10.48 psi 10.48 psi 10.48 psi 82.16 psi 0.13 0.00 +1.20D+1.60Lr+0.50W+1.60H 5.09 psi 5.09 psi 5.09 psi 5.09 psi 5.09 psi 82.16 psi 0.06 0.00 +1.20D+0.50L+1.60S+1.60H 10.48 Psi 10.48 psi 10.48 psi 10.48 psi 10.48 psi 82.16 psi 0.13 0.00 +1.20D+1.60S+0.50W+1.60H 5.09 psi 5.09 psi 5.09 psi 5.09 psi 5.09 psi 82.16 psi 0.06 0.00 +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+0.705+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: 171555 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12 48PM General Footing ts12017117154(Fields Apartments-Otak)1Calculalions\General Apartments Design'Apartments Framing Design.ec6 g 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 @-X Vu @+X Vu @-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+0.505+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 psi 164.32psi 0.07871 OK +1.20D+0.50L+1.605+1.60H 26.61 psi 164.32psi 0.1619 OK +1.20D+1.605+0.50W+1.60H 12.93 psi 164.32psi 0.07871 OK +1.20D+0.50Lr+0.50L+W+1.60H 26.61 psi 164.32psi 0.1619 OK +1.20D+0.50L+0.50S+W+1.60H 26.61 psi 164.32psi 0.1619 OK +1.20D+0.50L+0.70S+E+1.60H 26.61 psi 164.32 psi 0.1619 OK +0.90D+W+0.90H 9.70 psi 164.32 psi 0.05903 OK +0.90D+E+0.90H 9.70 psi 164.32psi 0.05903 OK III . Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 1715456 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 48P General Footingts12017117154(Fields Apartments-Otak)1Calculations\GeneralApartments 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: 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 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 = 3.0 ft Z Length parallel to Z-Z Axis = 3.0 ft Footing Thickness = 10.0 in III i Pedestal dimensions... X q, jm 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 i.-s. t w Reinforcing 3'-0" - Rare parallal to X-X Axis _ Number of Bars = 4 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis :; X40 pp,„4„,k,,,,k,--4--.v.-:;Number of Bars = 4 Y , ;t .1+ Reinforcing Bar Size = # 4 t. ''t�.cz s� 4 ,.J Bandwidth Distribution Check (ACI 15.4.4.2) ` �.� "�", dal ,. Direction Requiring Closer Separation n/a x.x , -, . #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: 1715457 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 48P General Footingts12017117154(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: 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 @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.0 n/a 0.0 0.7731 0.7731 n/a n/a 0.387 0 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+0.7505+H 2.0 0.0 n/a n/a n/a 1.481 1.481 0.741 Z-Z,+D+0.60W+H 2.0 0.0 n/a n/a n/a 0.7731 0.7731 0.387 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 0.7731 0.7731 0.387 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.481 1.481 0.741 Z-Z,+D+0.750L+0.7505+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 Force Application Axis 0 Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715458 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1248P General Footing ts12017117154(Fields Apartments-Otakcalculations\General Apartments Design is Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.# KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FBI Footing Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 0.5516 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.40D+1.60H 0.5516 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50Lr+1.60L+1.6011 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+0.505+1.60H 1.501 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.7942 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.7942 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4728 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4728 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+1.60S+1.6011 0.7942 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.7942 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.4728 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.4728 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50Lr+0.50L+W+1.6011 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+0.705+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+0.9011 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+1.6011 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+1.6011 0.4728 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.7942 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.7942 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.7942 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.7942 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 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+0.50S+1.60H 14.97 psi 14.97 psi 14.97 psi 14.97 psi 14.97 psi 82.16 psi 0.18 0.00 +1.20D+1.60Lr+0.50L+1.60H 7.92 psi 7.92 psi 7.92 psi 7.92 psi 7.92 psi 82.16 psi 0.10 0.00 +1.20D+1.60Lr+0.50W+1.60H 4.71 psi 4.71 psi 4.71 psi 4.71 psi 4.71 psi 82.16 psi 0.06 0.00 +1.20D+0.50L+1.60S+1.60H 7.92 psi 7.92 psi 7.92 psi 7.92 psi 7.92 psi 82.16 psi 0.10 0.00 +1.20D+1.60S+0.50W+1.60H 4.71 psi 4.71 psi 4.71 psi 4.71 psi 4.71 psi 82.16 psi 0.06 0.0 rak +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. +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: 1715459 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12.48PM ts12017117154(Fields Apartments-OakCalculaons\General Apartments DesigMAparonenls 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: FB1 Footing One Way Shear Load Combination... Vu @-X Vu @+X Vu @-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+0.50S+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+1.605+1.60H 20.60 psi 164.32 psi 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 164.32 psi 0.1253 OK +1.20D+0.50L+0.50S+W+1.60H 20.60 psi 164.32 psi 0.1253 OK +1.20D+0.50L+0.70S+E+1.60H 20.60 psi 164.32psi 0.1253 OK +0.90D+W+0.90H 9.20 psi 164.32 psi 0.05596 OK +0.90D+E+0.90H 9.20 psi 164.32 psi 0.05596 OK • 1 . Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 1715?60 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 1248P General FootingM12017117154017117154(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: FB2 Footing Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values ft:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By 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 ip 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 PressureYes 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 411 a" Pedestal dimensions... 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 .o zw- W Reinforcing 44 _, . — Bars parallel to X-X Axis Number of Bars = 5 — Reinforcing Bar Size = # 4 _ Bars parallel to Z-Z Axis F Number of Bars = 5 v , ;. ' kV Reinforcing Bar Size = # 4 - I , Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a "-- #Bars required within zone n/a #Bars required on each side of zone n/a 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: 171561 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:48PM General Footing ts12017117154(Fields Apartments-Otak)1Calcdations\General Apartments Design 1Apartments Framing Design.ec6 ENERCALC,INC 1983-2017,Build:10.17.12.10,Ver:10.13.12.10 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+0.7505+0.450W+H 2.0 n/a 0.0 1.471 1.471 n/a n/a 0.736 X-X,+D+0.750L+0.7505+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+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.471 1.471 0.736 Z-Z,+D+0.750L+0.7505+0.5250E+H 2.0 0.0 n/a n/a n/a 1.471 1.471 0.736 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.4769 0.4769 0.239 Z-Z,+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.4769 0.4769 0.239 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k . ..........._... Force Application Axis 411) 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: 171562 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 48P ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 General Footing 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 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi`Mn Status k-ft Surface in"2 in"2 in"2 k-ft X-X,+1.40D+1.60H 1.168 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.40D+1.60H 1.168 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 3.005 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 3.005 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60L+0.50S+1.60H 3.005 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60L+0.50S+1.60H 3.005 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.627 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.627 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.001 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.001 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50L+1.605+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 41)Z-Z,+1.40D+1.60H 1.168 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.40D+1.60H 1.168 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.005 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.005 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 3.005 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 3.005 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.627 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.627 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.001 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.001 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.627 -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+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,+1.20D+0.50L+0.50S+W+1.60H 1.627 -X Bottom 0.216 Min Temp% 0.250 7.599 OK - Z-Z,+1.20D+0.50L+0.505+W+1.60H 1.627 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50L+0.705+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 0-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 10.81 psi 10.81 psi 10.81 psi 10.81 psi 10.81 psi 82.16 psi 0.13 0.00 +1.20D+0.50Lr+1.60L+1.60H 27.82 Psi 27.82 psi 27.82 psi 27.82 psi 27.82 psi 82.16 psi 0.34 0.00 +1.20D+1.60L+0.50S+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+1.60S+1.60H 15.07 psi 15.07 psi 15.07 psi 15.07 psi 15.07 psi 82.16 psi 0.18 0.00 +1.20D+1.60S+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+0.50S+W+1.60H 15.07 psi 15.07 psi 15.07 psi 15.07 psi 15.07 psi 82.16 psi 0.18 0.0 +1.20D+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: 171563 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 48PM ts120177154(Fields Apartments-OtakCalculations\General Apartments Design\Apartments Framing Design.ec6General Footing ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17,12.10 L4` : KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB2 Footing One Way Shear Load Combination... Vu @-X Vu @+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 164.32psi 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+1.605+1.60H 40.07 psi 164.32 psi 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+0.70S+E+1.60H 40.07 psi 164.32 psi 0.2438 OK +0.90D+W+0.90H 18.49 psi 164.32nsi 0.1125 OK +0.90D+E+0.90H 18.49 psi 164.32 psi 0.1125 OK • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 1715464 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12 48PM Beam on Elastic Foundation tsl2o17117154(FieldsApartmerts-utak)\Calculations\GeneralApartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 tic.# KW-06(4)9534.,. 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: fr= fc = 0.0 psi Shear: W Density = pcf 0 1 = Lt Wt Factor = Elastic Modulus = ksi Soil Subgrade Modulus = psi I(inch deflection) Load Combination iBC 2015 fy-Main Rebar = ksi Fy-Stirrups = ksi E-Main Rebar = ksi E-Stirrups = ksi Stirrup Bar Size# = # Number of Resisting Legs Per Stirrup • • • • Cross Section&Reinforcing Details Rectangular Section, Width=20.0 in, Height=24.0 in Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0: 1 Maximum Deflection Section used for this span _ 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= <180 Load Combination Max Upward Total Deflection in Ratio= <180 Location of maximum on span 0 ft Span#where maximum occurs 1 Maximum Soil Pressure = ksf at ft Allowable Soil Pressure = 2.660 ksf OK Shear Stirrup Requirements Entire Beam Span Length:, Req'd Vs=, use stirrups spaced at 0.000 in Maximum Forces&Stresses for Load Combinations Load Combination 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."-"Defl Location in Span Load Combination Max."+"Defl Location in Span Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest Enayat Schneider Smith Title Fields Apartments Page: 1 265 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 etainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To: Enayat Schneider Smith Engineering Inc. Criteria I Soil Data I Retained Height = 8.67 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 50.00 in = Water height over heel = 0.0 ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.350 P•. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 0 Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ft CL Dist = 0.00 ft Load Type = Wind(W) Ftg Load Applied to Stem ` (Service Level) Footing Type Line Base Above/Below Soil Axial Dead Load = 965.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 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 A Method : Uniform Uniform Seismic Force = 63.938 • Multiplier Used = 6.500 Total Seismic Force = 628.940 (Multiplier used on soil density) Design Summary iStem Construction I Bottom l Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.46 OK Wall Material Above"Ht" = Concrete Sliding = 2.15 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 7,141 lbs Rebar Size = # 6 ...resultant ecc. = 6.44 in Rebar Spacing = 9.00 Soil Pressure @ Toe = 1,937 psf OK Rebar Placed at = Center Design Data Soil Pressure @ Heel = 547 psf OK fb/FB+fa/Fa = 0.939 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,712 psf ACI Factored @ Heel = 765 psf Strength Level lbs= 2,659.1 Footing Shear @ Toe = 19.7 psi OK Moment....Actual Footing Shear @ Heel = 2.8psi OK Service Level ft-#_ 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 = 0Vertical 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: 2 266 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 410 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 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 fit If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34.92 in Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,693.3 3.28 5,552.1 Soil Over Heel = 2,423.5 4.48 10,853.1 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = 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. 1110 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Enayat Schneider Smith Title Fields Apartments Page: 3 267 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) I 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. ri 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) 0.081 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 1 III Enayat Schneider Smith Title Fields Apartments Page: 1 268 Engineering, Inc. Job#: Dsgnr: Claire Thomson Date: 21 FEB 2018 3141 Walnut Street Description.... Suite 203A Retaining stem walls with additional load from perpendicular footings Denver,CO 80205 This Wall in File: E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\General Apartments D • RetainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To: Enayat Schneider Smith Engineering Inc. [Criteria Soil Data 0 _ 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 FootingllSoil Friction = 0.350 3.1011 Soil height to ignore • • • • for passive pressure = 12.00 in 0_+_ _ • • Surcharge Loads II Lateral Load Applied to Stem 0 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 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 1 Earth Pressure Seismic Load II Method : Uniform Uniform Seismic Force = 40.625 Multiplier Used = 6.500 Total Seismic Force = 253.906 III (Multiplier used on soil density) Design Summary II Stem Construction r 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 Toe = 1,897psf OK Rebar Placed at = Center Soil Pressure @ 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....Actual 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' = NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 III 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= 60,000.0 269 Enayat Schneider Smith Title Fields Apartments Page: 2 Engineering,Inc. Job#: Dsgnr: Claire Thomson Date: 21 FEB 2018 3141 Walnut Street Description.... Suite 203A Retaining stem walls with additional load from perpendicular footings Denver,CO 80205 •This Wall in File:E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\General Apartments D 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): 0.1153 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 I Footing Design Results 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 Weighs = 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 S 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: 3 270 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 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 Horizontal Deflection at Too 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. FIELDS APARTMENTS ESS NO.: 17154 • 0 Pedestrian Bridge Design • 271 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 • 272 i. PROJECT 3141 Walnut Street,Suite 203A Denver,Colorado 00205 PROJECT# BY Schneider t ► Schne [7201904-1234 III Smith yl DATE PAGE Engineering, Inc, c0 P ,A .2 friar, f);: .11 cLi— )616e 6 r).. .b. .r..5 Abn4110.e(14` Lr,,,„= eV z 5 D.. = ) 0...I..p...s 4 L, (6 2J4 = I, 5 .� K s..-�.e�l o Li= 0 S p .6'I ( 'x ) = l r...3 2 t Fi.a tne. (6 0 31..,..3 K a IL 0 .E.,& = I. I - 11 . + V 4 (ppen 5tfilel'IAfe) t,7Li... .e.3.-.....1.15c4=~ / P 2:. ) G C N t, = ,o d zS‘ IC. K4..K4 Vz , K .-5..3 =' 7,. ..1..%5 ...()I =...002,s6 ( -57)(, 8S) IZ6 X2.k.1-..I.D . . $..<.z.... ..5..f z 1.x].,.9..- s f IC.A = ..S S E,,, =-= �W.., .. 1'J( ‘2 ') = 6...Xi'l.1.i..f . �enA4- ) Y = I2,0 III 0 , 4.e • .....Er. ,.p e Igo.= 1� 54 K � 1 ' 4 7' P P Pf..Q= 11 Ir rAll. ECS `� N I-1S S I-1 S 4)0-I .x. lor(i(-4c Y g , y A= a 32." < /4/) go 2 . 625 H OK KI R 2 . DLI, 2.:,..314 01..=....zI.:3' LL-1. 1,11` • L.L:- , 3t y \ v 5<�K v = , '` O III CHECKER BY: BATE: 273 PROJECT A41,- 3141 Walnut Street,Suite 203A Denver,Colorado B0205 PROJECT# BY Enayat Schneider .,1"111-1-- Smith yl 11201 904-1234 DATE PAGE Engineering,ne ,Fr!,Ckt;k.e „.(4.h A(140 vFô.t t.1,. ... (tA.I 4.;role) , • ';A1D.. Fe112 _ K F 0C 4. ...... . 2U11 OK Zik OK F‹,.(t IK,.LUI 0 2 z:2-1 3 ' —4 3"e.cAcIA " 0..K 6.y ri ri • o 134xcc. kv.lor . = 2:3 " H E = 0 0 CHECKED BY: DATE: Enayat Schneider Smith Engineering Project Title: Fields Apartment-Pedestrian Bridges 274 3141 Walnut Street,Ste 203A Engineer: tds Project ID: 17154 Denver,Colorado 80205 Project Descr: 720-904-1234 Printed:29 JAN 2018,10:34AM ASCE Seismic Base Shear File=E:lProjects12017117154(FieldsApartments-Otak)1CalculationsPedestrianBndge\Bridge.ec6 _,•7,-.---1:4-1F,,:__-,,„:„ ENERCALC,INC..1983-2017,Build:10,17.12.1 O,Ver,,10.1712.10. Lie.#: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,III,and IV ASCE 7-10,Page 2,Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 Gridded Ss&S1values 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 S 1 = 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 S MI=Fv*S1 = 1.017 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration SDS S MS*2/3 = 0,887 ASCE 7-10 Eq.11.4-3 S D1 S MI213 = 0,678 ASCE 7-10 Eq.11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1&-2 III 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" = 2.00 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 theprovisions 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 os: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 41) 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: 1715175 Denver,Colorado 80205 Project Descr: 720-904-1234 Printed:29 JAN 2018,10 34A Foe-F,r_k,tpro)eCis120171171841-f olds Apartments-a1ak}'A culetions{f'estestnan Bridge\Bndge.ec6 ASCE Seismic Base Shear t x_ EN Rt +LL,iNc1983-Z0 7?u,t1O1r.;1 ,10,ved0,17,12,10 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 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. 1 j i K ' Base Moment= 170.8 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 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 n MIN Req'd Force @ Level 0.20*S D*sI*Wpx /(� MAX Req'd Force @ Level 0.40*S Ds I*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level 0 • 276 Y 1'1 p.1 , /�. •Z x .- A , his S • d $ rye - Ar "h. ., va 4f ra 0 VA a� ..',..ti:'; F -k 5!a ',�< W 6 1k V Fy 3t x' `L 1 . Solution:Envelope "" • Enayat Schneider Smith Fields Apartments-Pedestrian Bridges tds Jan 24, 2018 at 12:48 PM 17154 Bridge frame.r2d 277 • Iii_sX M5 M6 113 a4 117 C 112 `\16 S. • „ ,,,, z4 1 " 5 Solution:Envelope • Enayat Schneider Smith Fields Apartments-Pedestrian Bridges tds Jan 24, 2018 at 12:48 PM 17154 Bridge frame.r2d 278 X -3.036k -3.036k • 6.3k ►a a • • 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 279 Company : Enayat Schneider Smith Jan 29, 2018 Designer : tds 10:39 AM Job Number : 17154 Fields Apartments-Pedestrian Bridges Checked By: • Global Display Sections for Member Calcs 5 Max internal Sections for.Member Caics : 97 Include Shear Deformation Yes Merge.Tolerance(in). . = =.12 P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC :ASD 13th Cold Formed Steel Code Wood Code NDS 91/97: ASD Wood°Temperature �,1tlOF_ = Concrete Code ACI 2002 • Number of Shear Regions 4 Region Spacing Increment(In) '4 ; Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Hot Rolled Steel Properties Label E[ksi] G[ksi] Nu Therm(11E5 F) Density[k/ft^3] Yield[ksi] 1 A992 29000 11154 .3 .65 .49 50 2 rA500 Gr.46 29000 ` :` 1114 -; ..d s 3 6.5 .49' 46 ill Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A[in2] I(90,270)[i..1(0.180)[in... 1 Posts HSS5X5X6 Column SquareTube A500 Gr.46 Typical 6.175 21.674 21.674 Beam ° HSS5X5X6 Beam =' Sq%tareTube A50.0 Gr.46 _ Typical `° > 6.175 21'. 7-47T5;..121'.'674.±:- 3 1. 74Y. 1'.6743 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 OM1 N1 N2 Posts Column SquareTube A500 Gr.46 Typical = Posts=- _ Column- SquareTube A500hGr46 Typical t 3 M3 N5 N6 Posts Column SquareTube A500 Gr.46 Typical Posts _ � olumn SquareTube A500'Gr.46 Typical." _ 5 M5 N3 N4 Beam Beam SquareTube A500 Gr.46 Typical „6 . It/1 N4 N.7. Beam B earn:4 "_SquareTube A500 Gr.46 Typical . 7 M7 N1 N4 Brace VBrace SquareTube A500 Gr.46 Typical M8 ,' _ c" N4 N5 Brace` VBrace SquareTube A500;Gr.46 Typical Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] TIC Only Physical TOM Inactive 1 M1 Yes 2 M2 PIN = • Yes 3 M3 Yes 4 M41 PIN _ = 5 M5 Yes 6 M6._,w Yes . 7 M7 PIN PIN Yes 8 M8" PIN .. PIN - _ _ Yes RISA-2D Version 8.0.3 [E:\...\...\...\Calculations\Pedestrian Bridge\Bridge frame.r2d] Page 1 280 Company Enayat Schneider Smith Jan 29, 2018 Designer tds 10:39 AM Job Number 17154 Fields Apartments-Pedestrian Bridges Checked By: IIII Hot Rolled Steel Design Parameters Label Shape Length_.. Lb-out[ft] Lb-in[ft] Lcomatop...Lcompbot... 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 - `. . „ :4 .t. Lateral 3 M3 Posts 8 12 12 12 12 Lateral 4= M4 Posts 12 12 12 12 ` 12..: . . -_,. - . , Latera 5 M5 Beam 4 8 8 8 8 Lateral 6 M6 = Beam 14.i--. 8 8 ,., 88 ._`+' «, Lateral 7 M7 Brace 20.396 Lateral 8 M8 Brace 20.396 ---1-_r_:,-,- -------- Lateral Joint Coordinates and Temperatures Label X[ft] Y[ft] Tema[F] 1 N1 0 0 0 2 ---,-,7.-- - ___ - N2 �0 ,',',.i,. . 1 $ ,. v..: , 0 3 N3 0 20 0 ,t`t 5 N5 8 0 0 6 _ ° ,' ---.-7::-_,-- 16 " , .r. 8 ? 8 ' s, 0 7 N7 8 20 0 Joint Boundary Conditions Joint Label X[k/in] Y[k/in] Rotation[k-ft/rad] Footing 1 N1 Reaction Reaction 2 N5 Reaction 1 4 Reaction -t,-"„:,-- - . - -_110 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 Magnitudefk,k-ftl Location[ft,%] 1 M5 Y -1.56 1 2 M6 - Y - -1.56” - 3_- Member Point Loads (BLC 2 : Live) Member Label Direction Mannitude[k,k-ft] Location[ft,%] 1 M5 Y -1.32 1 27-4.-,:-' . M6 Y=- - -t32 3 Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 Dead DL -1 2 2 Live - __ LL - -_ -`'- 2 3 Seismic EL 1 Load Combinations III 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 2 281 Company : Enayat Schneider Smith Jan 29, 2018 Designer : tds 10:39 AM Job Number : 17154 Fields Apartments-Pedestrian Bridges Checked By: ill Load Combinations (Continued) Description Solve PD... SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 2 +.1 . (D4Sds)+L+: Yes ' kir'.." 1 1 1. "2 1_ ...3..'.-•i•• ..q 3 (.6D-.14Sds)+E... Yes Y 1 .5 3 .7 4 D : ' !)1 .-'.._... 1 • •• , 5 II L 2 1 "a•::::::''''''.] EQ r. 3 1 - Envelope Joint Displacements Joint X[in] Ic Y[in] Ic Rotation[rads Ic 1 N1 max 0 3 0 3 0 1 2 - T. ' <,.1;. .- 0 '_ 1LL 1.081a-3' :2_ min ..T. fl.�.-. 3 N2 max .104 2 0 3 0 1 4 rnin _.--_._ .0 • =1 .:002 2 T : -1 08e,3 2 5 N3 max .259 2 -.001 3 -1.153e-4 3 6 . min'` : "fl, 1 .004 2 ; 4.406e-4 2 7 N4 max .257 2 -.001 3 0 1 8 min • `0 �1 004 .T 2 -0. .. ;.2 9 N5 max 0 2 0 10 1 0 1 niin 01 rfl - 2 =1:074e-3', '`2 11 N6 max .103 2 0 3 0 1 12 : "min. p=,_ .1 . -.002 2 1 736-3 .-:.1.''.•-'2'.'.. 13 N7 max .257 2 -.0013 4.408e-4 2 -'t4 ,: ....min.- . . 0 1 - .004 "` !2 ''7.-2'.1:11'§11.111.-.5•3:64,••.'-'3•'•;•••,•';•; •3 o • K 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 niirt` ` -3.104 3 "..14.609' 3 0 `=1 3. N5 max -.241 1 19.627 2 0 1 4 - E", .iiii 4 .. miry- . -3.379 ..2-. 3.618 :` _ 1 .; - '0 1 . 5 Totals max 0 1 7.69_6 2 r:0 -,.or'g., .e. mit.f - =6;3 =2 2.28 - 3 - Envelope Member Section Forces Member Sec Axial[k] Ic Shear[k] Ic Moment[k-ft] Ic 1 M1 1 max 2.441 2 0 • 2 0 1 �. 2= _ rn[n :,,`.1'�26 � r_ . , , =3$ ��_ Q lTM �i;ri. . .1 ,°° _,p . 1, 3 2 max 2.395 2 0 • 2 0 1 4' mm 705- =3 0,, . x 't 1 i. 0 -2 5 3 max 2.349 2 0 2 0 1 e . _ - -i._ min = . .. ?.584? :3.A` ° ..._ ,;0. = 1_- U 2: 7 4 max 2.303 2 0 • 2 0 1 8 . = _ mIn Y 663, 3 .,:0 1•. -001 2- 9 5 max 2.256 •2 0 2 • 0 1 -10 ; .min-'. ;-.642 =_ 3 ,t0 1- -.:- -002 - 2 , - • -11 M2 1 max 2 0 1 - 0 1 ?i2 2.256 �_ __- min : -..642 30' { 2 `:, {302='_ 2 13 2 max 2.187 2 0 1 0 1 1:4. ._- _._ min 61 3 _ ._ _ 2.{:,t .i"� �4,:--,001 2 - 15 � � � max � 2,118 � 2 �� 0 1 _ 0 1 • 1.6 • - tYtin ':.579 =3� . 3` =:2 fl 2 17 4 Max 2.048 2 0 1 0 . 1 18 main 547 =3= 0 2 0.:5. : 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 3 282 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) S Member Sec Axialfkl Ic Shearfkl Ic Momentfk-ftl Ic 20 . .. . . . irii ' .. ":516 ).::- 3 0 2 'et 0 1._ - 21 M3 • 1 max 2.441 2 0 2 0 1 • 22i1ri7 - 1726 "- 3 '01 0 1 23 2 max 2.395 2 0 2 0 1 -=24 - mitis .705 3 ...--0.--... 1- p 2 25 3 max 2.349 2 0 2 0 1 26 - mtri= -684 3 0 1 0 :• 2 27 4 max 2.303 2 0 2 0 1 12$ _ min _ .663. 3 5: 0 I x.001 2F 29 5 max 2.256 • 2 0 2 0 1 :30 min '..642'.'-',.' -=3' .0 1:I 002 , E2 31 M4 1 max 2.256 2 0 1 0 1 2 min.; .642;. '3 0 ..2., .002- .4532...7g1--[:-., 33 2 max 2.187 2 0 1 0 1 . 5, . . ti.. iti�iin 61? 3.. 0 ., . .,.2if ':.':.11'..,0,10,...0.4.'f,001::'::::::_ 2. 35 3 Max 2,118 2 0 1 • 0 1 36 - - - =miiI .579 3 �0 ai . -X24-,. .g.. . 0 ;. .01.5. :...-.: 37 4 max 2.048 2 0 1 0 1 38 : min 547 - - 3 .0 ... ... 2 .1. _ : 0 ,-. 2 39- 5 max 1.979 2 0 1 0 1 40' min = .516. 3 0: oaf",r;: 4 ,0$2e50 ._ 41 M5 I max 6.304 2 1.979 • 2 0 1 42 min ` :i0 1 =: 16 -. 3; -"'0 1 43 2^ max 6.304 2 -.275 3 -.51 3 '44 . rr m.:o. 1 -4 0$ _i _ _ . =1496$ -. 2 45 3 max 6.304 2 -.285 3 -.23 3 41) , ,._ , 'rmiin 0 1.103 ,_ �' �46 ��., - ;�. 2,r f .,2 -.876. 2 47 4 max 6.304 2 -.296 • 3 .239 2 48iit. . ,• • mit '..••-0:51-111-Z.:" 1 -1126 .2 : .06 3 49 5 max 6.304 2 -.306 3 1.377 2 50 _ . . ;,. mine • 0 1 1:149 2:11 .,361 3 51 M6 1 max 0 1 1.149 2 1377_ 1 2 X52:; E min -.004 2 .306 < 3>-. __` 36I 3 53 2 max_ 0 1 1.126 2 .239 2 54 .min WA,*- ,004.': 2 296 3" ;t]b6-.`` 3 55 3 max 0 1 1.103 12 -.23 3 56 'dit� Amin 004 41_ -2 -. --285 3 i t-�$762 57 4 max 0 1 -.505 3 -.51 3 58 min` -100'4 2 -1=.956 2 - -1•:9682 59 5 max 0 1 -.516 3 • 0 1 • •;.-.:6.0111.i'''• • min -.004'= =-2_ " .. -1.979 2 0. 1 61 M7 1 • max 1.343 1 .025 2 0 1 62. min 15.646 3 ;011 - , . .3 0 , _ 1 . _ • 63 2 max 1.286 1 .013 2 -.044 3 ,,�4 _ -=Iia. g'�`triin =15.675 � 3 >-.Q06 3 -.00'. 2 65 3 max 1.229 1 0 1 -.058 3 :66 " �._. A: ,. miri= 15:704 ,', 3 t<j; -01 _1 -,128 2 I . 67 4 max 1.171 1 -.006 . 3 -.044 3 _ .68 min '-15.732 3. 61:14:..i d:;� ,:2 .4 -:096 2 69 5 max 1.114 1 -.011 3 0 1 70 ,' mita- '1 5:76`1; 3 025 . 2 _ - 0 1 71 M8 1 max 17.264 2 .025 2 0 1 72 min 1.114,- ... 1 - 01'! ,., 3. . _. 0 • 1 • 73 2 max 17.326 2 .013 2 -.044 3 74. -.. 'minI17-i .: 1 x-006 T 3 -096: ..' 2 75 3 max 17.389 L 2 0 • 1 -.058 3 76` min' 41.229 11 -.128. 2 „; RISA-2D Version 8.0.3 [E:\...\...\...\Calculations\Pedestrian Bridge\Bridge frame.r2d] Page 4 283 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) Member _ Sec Axial[k] Ic Shear[k] Ic Moment[k-it] Ic 77 4 max 17.452 2 -.006 3 -.044 3 78 . . _ ',:.:-.1'.'d.:::::::::•,'. - -twin 1.2861 1 -:',:0--1•3 2 ;.096 2 - 79 5 max 17.515 2 -.011 3 0 1 80 = min 1.3431 .T -.025 �T �2 0'' C--.:.,..,.,•-..:;-.:.'::::,.,1 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 , - - . t"Armin 0 -•:';'''4,:.::',;; I:::',:'',: `‘':-0'. 1: NC 1 3 2 max 0 3 0 1 NC 1 '4= 4. , -miri. 0 _ 2 . , -.026 2-':::• 3 max 0 3 0 1 NC 1 6 ., LL. • 74.. trsl'n -= 0 '<<,1`. :°2_ :052 :2 NC -,-,_-,•:::::2:::!-!:-:'.7-': 7 _ 4 max 0 3 0 1 NC 1 8 mm, -.001 .2_.L .078._.-g, ._ 2 NC 2 . 9 5 max 0 3 0 1 NC 1 10 ;,mmt_; .002 2 =.104 .,e=', I; 2 NC .-2 11 M2 1 max 0 3 0 1 NC 1 12" -. . i , . ill mil ' =:002' ,. 2 -=.104 ' ,2n NC :.•-•'.:..,..: -..g.,';',1:.;',;',..'-'' 13 2 max 0 3 0 1 NC 1 14 min' =fl02 2 -.143 _ .f'_ '`2-_ - NC2 15 1 • 3 max 0 3 0 1 NC 1 • 16 ,f,s `---mi -- .003 2 -.181 2 n -INC .q2 ' . 17 4 max 0 3 0 1 NC 1 18 .,i,-mm -:003' _ 2 . , -.22 .2°' -._ SIC = 2 1 19 5 max -.001 3 0 1 NC 1 III . mm- -.004 _2_:,,,,,...,,,,,,,,,,,,,,,,.,1,,,,,,,, � . ,,,259 ,- -,•;:•..:•,..1,.-4,:-..,..•4-:,--- -- NC 2 31max0 1NC rum-.- - 0 1 0 .".,. ._ _ 1..., =NC 1 r.2 max 0 3 0 1 NC 1 14 r min _y:, 0 R . i' . =2 -.026- -- '-.M.2� NC < 2 25 3 max 0 3 0 1 NC 1 :28 - _ '``r min-= -:_m..!2'-',.1.0.%! ",.:".'1''':'.:::',' 2 -.052 217- NC 2 . 27 4max 0 3 0 1 NC 1 28 ... ` - '7y .mmtm' 001; 2 -.077 =_ .2- NC <.2.: 29 5 max 0 3 0 1 NC 1 80 . ;:int.= : .002..- 2 -.103 = NC - 2-T 31 M4 1 max 0 3 0 1 NC 1 ,.i .- _ : P.i .$1 ..,E=mm g. - ;x.002 , r 2 -.103: 2'`= . NC __.. 2 =_= 33 2 max 0 3 0 1 NC 1 34- -m= 5tnin 4o2 2 .142. .. 2 .:i NC 4 2 35 3 max 0 3 0 1 NC 1 =36 . ('''.i rim _ -.003 -' : ., 2, . = 7,---:,:f,-1- -.47-8--:'- 2i..::::,,I' r.---;-Wf',',NC - 2 37 4 max 0 3 0 1 NC 1 38 iw min::= .003..E , 2 z .,: ° -.219 .,: 2 -'NC 2 39 5 max -.001X4 3 0 1 NC _ _ 1 0 _. _ - ._ -.. _ ' .min : -._ _<=.004..'„, . . "2. �. 57 2 NC 2 41 - M5 -• - 1 max .259 2 - -.001 3 NC 3 S 42 = 'min 0. -1 . -.004 ,°2.-i NC <2 43 2 max .259 2 -.002 3 NC 3 `44 t _, ''..irmin ,�-0- 1 .008 . . 2- NC 2 • 45 3 max .258 2 -.002 3 NC3 46 min ,0-,:' a.1 -.008 2_ NCG' ` ." , 2 .i 47 4 max .258 2 -.002 3 NC 3 48 wT - m[n __= 0 r _1 .006. . -2 NC 7 2 49 5 max .257 2 -.001 3 NC 3 RISA-2D Version 8.0.3 [E:\...\...\...\Calculations\Pedestrian Bridge\Bridge frame.r2d] Page 5 284 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) III Member Sec x finl Ic 'finl Ic Lly Ratio _�, Ic .50. - .. . _ min .0 1 -.004 2 NC _ =2 51 M6 1 max .257 2 -.001 3 NC 3 14;52i4 =min- 40 1,'•••• -_-_-,.004 . , , .r 2 --N- . 4a4 53 2 max .257 2 -.002 3 NC 3 ;54:' .l.iilrn._ 0 - 1 -0062' ,F.. 'NC 2 r.. 55 3 max .257 2 -.002 3 NC 3 -- 5i=',:-C1-:',',54,.-.- -,-- �a E0 1- zi.0O8 42 NC - 2 <.. 57 4 max .257 2 -.002 3 NC 3 58 = , .miri -','-'-'::',4.''.'2'.150- 4 -008 '2 NC'1-: _ .2 59 5 max .257 2 -.001 3 NC 3 60 T" i , min '' .- 0 1 -.004 2 . . NCS=- ''..:'-42'. , 61 M7 1 max 0 1 0 1 NC 1 62 -- _. „ min 0.,.. . 1 1 0 :"1:. NC.S '1- - 63 2 max .012 3 -.028 1 8874.369 1 64i 0 1 -:094 ," 2` 8067.608,11 20 65 3 max .025 3 -.039 1 6322 988 1 :.'66 .'1': tii i -:002 - 1. . .169. . i_4� .2- :=-: .5748.1.71. 1 kg-40f,', 67 4 max .037 3 -.028 1 8874.369 1 68 = . ri rnitrt`,. 003 . s -:22 = 2 ° .8067.6082i 69 5 max .049 3 0 1 NC 1 X70 - " u s., rrri _ ;00`4 ..' c 1 -253 .2.; NC 2 71 M8 1 max .055 2 .252 3 972.347 3 X72 a .[P - , , ' mini fes=cOOW 1 0 I NC -' .. 1.. 73 2 max .041 " 2 .175 3 1398 626 3 :;74 _ r , .mtrr= .wAtai,0.03.-. 1 . _-'028. 1 8874:8691; 75 3 max .027 2 .107 3 2298.094 3 76- riiri _002. . 1 -:039 1 -.l.4 i,6322a88: . , 1 77 4 max .014 2 .049 3 4980.877 3 17$ -.,1s. ruin ' 0 1 = -.028 1 8874.369. .$., 1 79 5 max 0 1 0 1 NC 1 4T00;',.. mrii - 0 1 .a 1- 0" 1:.-M,. , .. NC , : = 1.. ,,.'- yr Envelope AISC 13th ASD Steel Code Checks Member Shape Code Check Loc[ftt Ic Shear... Loc[ j 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 2 _ M2. -HSS5X6X6 . _ D10_ . „^ra? . 0. `2 x 800 0 ., :',4,,-? 114:315 "170.067 '24.276= 1 r,HI 1b=' 3 M3 HSS5X5X6 .011 0 2 .000 0 2 114.315 170.097 24.276 1 H11b -' tfZ: _i SS5X5X6 .010 " ea7-.-A :.. a:-ACi0(0 !:::':...-.0_.::L,L2.. 114.31'5:170:097 -24.27fr-tt144 --b7 5 M5 HSS5X5X6 .103 1 2 .043 0 2 142.557 170.097 24.276 1 H1-1 b .-:g1-617-4:',- T M6 l SS5X5X6 .081 -3.�. 2, . O 3 .-4 .. 2 142.557 1 0097 24276` .TT =1 b- 7 M7 HSS4X4X4 .092 10 41 2 .001 20.396 219.542 92.677 10.752 H1-1b 8 M8: ,HSS4X4X4 --,=•-i.,',.;.----4-_-__ .901 i -q 13,385 '.: :001 -2-0.$00'i:4",:',, 20;396;2',, 19 542 =92:677 10 7-5.2_ t "..1=i1 1-4 0I& 0 • 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: 171585 Denver,Colorado 80205 Project Descr: 720-904-1234 Printed.29 JAN 2018,2 49PM 0 Combined Footing•' ,'",:,,,,If-'l Tile E,1Projeets12017117154(Fields Apartments•0tak)1CalculatIons'PedestrianBridge\Brtdge.ec6 _ ,:' ENERCALC,INC.1983-2017,Build:1017.12.10,Vec10.1712.10 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 4) :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.) 1,----- 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 = 4.0 ft 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 Footing Width = 5.50 ft Height = 0.10 0.10 in Bars Btwn Cols 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 = III Enayat Schneider Smith Engineering Project Title: Fields Apartment- Pedestrian Bridges 3141 Walnut Street,Ste 203A Engineer: tds Project ID: 171586 Denver,Colorado 80205 Project Descr: 720-904-1234 Printed:29 JAN 2018,2:49PM E\Proletis Q1 117154(Fields Apartments Alai Calctilati0n¢ edesfrian 8ndgef$ndge 8C6 jf Co>;'-;,- ne�,6,,,',;,,,,,,,4-a:n9"-,. .a,, _ ENERGALC I@fc.1983-2017,Build•t017121g Ver10.i71210. Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Bridge footing DESIGN SUMMARY : ''I 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 40.7520D-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 +0.7520D-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 +0,7520D+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 III III 287 SIMPSON Anchor DesignerTM Company: ESS Date: 1/30/2018 Engineer: tds Page: 1/5 jc Software Project: Fields Apartments • 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 Units: Imperial units Concrete thickness,h(inch):42.00 State:Cracked Anchor Information: Compressive strength,f.(psi):3000 Anchor type:Bonded anchor 4ie,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-263 Do not evaluate concrete breakout in tension:No Anchor category:- Do not evaluate concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete hmin(inch): 18.75 Inspection:Periodic cap(inch):25.22 Temperature range,Short/Long: 150/110°F Cmin(inch): 1.75 Ignore 6do 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 x Width x Thickness(inch):11.00 x 16.00 x 0.81 Load combination: U=0.9D+1.0E Yield stress:36000 psi ill 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 Anchors only resisting wind and/or seismic m <Figure 1> x > z �1.„- 5600 lb '. 0 ft-lb WCC• y y � Q • \ 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 288 SIMPSON Anchor DesignerTM Company: ESS Date: 1/30/2018 Engineer: tdsIII Page: 2/5 • Software Project: Fields Apartments S ron Fie.. Version 2.4.5673.11 Address: Phone: E-mail: <Figure 2> rix : g - ry. �F x 1 �i 5' r' _i. � a---. 411_ --- I I L 12.00 12.00 Recommended Anchor Anchor Name:AT-XP®-AT-XP w/3/4"0 F1554 Gr.36 Code Report:IAPMO UES ER-263 5 '^ - y /7 p' Y_ , ,,, -,. �t, Q ee { E fr ti n "-,,T -•;'!,.`r ,... III ____ ,_ ,,, __ Input data and results mInucs.t b5e 9c5h6ecWkedLafos rPaogsrietaesmBeonut lwevitah rtdhePelexaisstainngtocnicCuAms9t4a5n8c8esP,thhoenseta9n2d5ar5d6s0a9n0d0g0uiFdaexline9s25m8u4s7t.b3e87c1hewwwcked sfotrropnlgatuies.icboilimty. Simpson Strong-Tie Comp 289 SIMPSON Anchor DesignerTM Company: ESS Date: 1/30/2018 Engineer: tds Page: 3/5 Strong-TiSoftware Project: Fields Apartments 0 ,,,., ,,._ ; 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, Nue(lb) V.(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(°/a°):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib): 17370 01 02 03 Resultant compression force(lb):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've(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 06 5 04 )-----4-11°.- • 4.Steel Strength of Anchor in Tension(Sec.D.5.1) Nsa(Ib) 0 0Nsa(lb) 19370 0.80 15496 5.Concrete Breakout Strength of Anchor in Tension(Sec. D.5.2) Nb=kcAaIfcher15(Eq.D-6) k° A. fa(psi) he/(in) Nb(Ib) 17.0 1.00 3000 8.000 21069 0.750Ncbg=0.750(ANe/ANea)Wec,N fed,NVic,NWep,NNb(Sec.D.4.1 &Eq.D-4) ANc(in2) ANS(in2) Wec,N I'ed,N Pc,N Tcp,N Nb(lb) 0 0.75¢Ncbg(lb) 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=Tk,crfshort-fermKsafrYNseis Tkcr(psi) fshort-term Ksat aN.seis Tk,cr(psi) 950 1.00 1.00 0.85 808 Nba=A.azenrdaher(Eq. D-22) A.a tar(psi) da(in) her(in) Nba(Ib) 1.00 808 0.75 15.000 28539 0.750Nag=0.75 (ANa/ANao)Yec,Na Ped,Na P,p,NaNba(Sec. 0.4.1 &Eq.D-19) ANa(in2) ANO(int) rec,Na !ed,Na 9cp,Na Nba(lb) 0 0.750Nag(Ib) 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 290 SIMPSON Anchor Designer TM Company: ESS Date: 1/30/2018 Engineer: tds Page: 4/5 ' Software Project: Fields Apartments � #x�� i Version 2.4.5673.11 �. w -.. �,„ >� Address: III s Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.D.6.1) Vsa(lb) 09rout 0 cxV,seis OgwutaV,selsl;Vsa(lb) 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=minI7(/e/da)°'2-1da2a-,lfcca1''S;9Aa1Jf cCav1'51(Eq.D-33&Eq.D-34) /8(in) da(in) Aa f'c(psi) cal(in) Vby(Ib) 6.00 0.75 1.00 3000 24.00 57959 OVcbgy=0(Avc/Avice)'Yec,v P'od,VWc,V'P'h,VVby(Sec. D.4.1 &Eq.D-31) Avc(in2) Avco(in2) z ec,V fed,V Pc,V WhV Vby(Ib) 0 0Wbgy(Ib) 1152.00 2592.00 1.000 0.800 1.200 1.000 57959 0.85 21020 Shear parallel to edge in y-direction: Vbx=minI7(/e/da)°2sIds2a,fccal15;92a-slfcca,151(Eq.D-33&Eq.D-34) lo(in) da(in) Aa f'c(psi) cal(in) Vox(Ib) 6.00 0.75 1.00 3000 12.00 20492 glVcbgy=0.(2)(AVc/Avco)Yac,v`Yed,VWW,v`yhvVbx(Sec. D,4.1 &Eq.D-31) Avc(in2) Avco(in2) Pec,v Wed,V `Pc,v Pn,v Vbx(Ib) 0 014.69y(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.6.3) 4111 gVcpg=0minikcpNag;kcpNcbgl=0minIkcp(ANa/ANao)FeSNa Wed,Na�cp,NaNba; A (Eq. D-41) kcp ANa(in2) ANao(In2) PedNa Pec,Na Pcp,Na Nba(lb) Na(lb) 2.0 838.60 362.05 1.000 1.000 1.000 28539 66105 ANc(in2) Atka(in2) Viec,N Ped,N 9Jc,N Y"cp,N Nb(Ib) Nab(lb) 0 1152.00 576.00 1.000 1.000 1.000 1.000 21069 42138 0.75 0VVP5(lb) , 63207 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) Tension Factored Load, Noa(lb) Design Strength,oNn(Ib) 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,Vua(Ib) Design Strength,eV„(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/rgNn Vua/OV. Combined Ratio Permissible Status III Sec. D.7.3 0.65 0.27 91.3% 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 291 SIMPSON Anchor Designer TM Company: ESS Date: 1/30/2018 Engineer: tds Page: 5/5 Software Project: Fields Apartments �� �e 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. i i 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 292 PROJECT A�� 3141 Walnut Street,Suite 203A V. Denver,Colorado 00205 PROJECT k BY Enayat Schneider ` 1.;;„ [1201 904-1234 • Smith �� DATE PAGE Engineering, Inc. j( P. AI, (A ' rYl 2 Yf 14` y PE (1peas 2,06p',; d ►11 I Dr, : 2004paf 3- 511 0 Pb 161r f' : 1.314 Pr<.rV .113 f S.u.CC..h61r�t UD:p.� f 21" wo 114 #S 12 o� E W, EF 'A 6 • o • CHECKED BY: DATE: Enayat Schneider Smith Engineering Title Fields Apartments Page: 1 293 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 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 1 Soil Data 1Eropee, 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 �� Soil Density,Heel = 110.00 pcf '':, Soil Density,Toe = 0.00 pcf `' • 010 4,:".$¢ FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 0 Lateral Load Applied to Stem 1 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) Axial Load Applied to Stem (Service Level) Footing Type Line Load 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 0 Multiplier Used = 6.500 Total Seismic Force = 318.500 (Multiplier used on soil density) Stem Weight Seismic Load \ Fp/WP Weight Multiplier = 0.280 g Added seismic base force 352.8 lbs III Enayat Schneider Smith Engineering Title Fields Apartments Page: 2 294 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 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 Stem Construction I Bottom > > As<Min% Wall Stability Ratios Design Height Above Ftg ft= 0.004 s A c 062 A Overturning = 2.42 OK Wall Material Above"Ht" = Concrete Sliding = 1.76 OK Design Method = LRFD ,06 z( LI)1)2) - , u Thickness = 24.00 1. Total Bearing Load = 7,253 lbs Rebar Size = # 5 ...resultant ecc. = 8.74 in Rebar Spacing = 12.00 Ew Soil Pressure @ Toe = 1,971 psf OK Rebar Placed at = Edge �-"-- S (`I Design Data Soil Pressure @ Heel = 349 psf OK fb/FB+fa/Fa = No Good 1, Allowable = 2,000 psf Total Force @ Section D Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,760 psf ACI Factored @ Heel = 489 psf Strength Level lbs= 2,640.5 Footing Shear @ Toe = 24.9 psi OK Service Level Moment....Actuall Footing Shear @ Heel = 4.5 psi OK ft-#= 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= • Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ration' = 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 • Enayat Schneider Smith Engineering Title Fields Apartments Page: 3 295 3141 Walnut Street,Ste 203A Job#: Dsgnr: tds Date: 29 JAN 2018 720-904-1234 Description.... Pedestrian bridge abutment 411This 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 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 • 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. 0 Vertical 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: 4 296 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\di111 RetainPrLicense: (c)W 1987-2017, Build 11.17.07.27 Cantilevered RetainingWallCode: IBC 2012 ACI 318-11 ACI 530-11 License:KW-06062107 318-11, ACI 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. • 1111 • _ ._. .„ , _ ,, ,,, . , , ,_ _ , ,,,,,, _ ___ .. .. .. . ,,,,;,,,...,,,, . . .., .. -._.._. .. ., ... ,..____... ....... ,,, ___._ __ . . .... _ . _,.........„. _.. :._.., -,_,_-___,.__., ,,,.._ , ....:„...,,._,, .,.__ . , .. ,.____ _ ,/ £',.. , _ _ . _ ■ .,,, . _ .,.,...... _._ __, _,_.., , , ,,::...,,,,. ., , . . ,. . . .. ._ ". SII ''4-'I'' a , ,z ,, -_ ,. -. ......'.• '' , .., ' ''''--..'11‘:- ''''''''''' ''-'''1-'''''''-'‘----1'--''------'. '- -.''''''-'-'-1.---.2‘..'. 1- 4-g5# • 0`10e0se��:i�Asi�•s1i�0.s�asiosoe'oo0 o4e`s ,,„„.,,,,,,,,,,,,„... , .--g--±-1:- iT �vN :eae.Aeeveeeef0a�l * & lels°eeo0le0/.Eo/e!«le/:oi�rs�lerr1sA!oo1lee/iooelies/e/iaoes1 .j /resAOese!!l/00010101+er/40e/0i:, I •.s*.r:/:ekee:• ::%4•e::+o4erer ! C'4eee•ei4 saO�oe • ' 4•°tSeee%es � - — : i 298 • 100 OOpsf II 1300#,Ecc=O } ,teitee.iei-t0tra4i %558t0evealj ,,;TSeeivice i+itisiti• 299 { PROJECT 3141 Walnut Street,Suite 203A • ►- Denver,Colorado 80205 PROJECT# BY Enayat Schneider11201 904-1234 Smith ��� Engineering, DATE PAGE Inc. PAS6 . 2 0V cf ct, tilt Oji 1 e g.,104_, ,104_ Ve.r R„ (fit IJ/ 13)"I i 1-r4i CIferSe e. 2 Lel O E 1 SI.- A/��� z a S >n In? pa ss.a.r.. 240p c 13A0. .... ECL 1 61-1 0P O • o COECEED BY: DATE: Use menu item Settings>Printing&Title Block Title Fields Apartments-Ditch Page: 1 300 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 1 Soil Data I �j tl : <� Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf �j Wall above soil = 0.00 ft t Equivalent Fluid Pressure Method f heightActive Heel Pressure = 35.0 psf/ft i/ Slope Behind Wall = 0.00 /l Height of Soil over Toe = 0.00 in = Passive Pressure = 200.0 psf/ft ,i/ Water height over heel = 0.0 ft / Soil Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf // FootinglISoil Friction = 0.400 / A Soil height to ignore for passive pressure = 12.00 in Surcharge Loads ` _Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 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 I (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 -. i Bar Lap/Emb Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.05 OK Wall Material Above"Ht" = Masonry Slab Resists All Sliding! Design Method = ASD 411 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 Mom . Servvice iceLLeveal evel ft-#= 391.0 Footing Shear @ Heel = 3.4 psi OK 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 fm 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 III Earth,H 1.600 Concrete Data Wind,W 1.000 Pc psi= Seismic,E 1.000 Fy psi= Use menu item Settings>Printing&Title Block Title Fields Apartments-Ditch Page: 2 301 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 I 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 At 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-# OHeel Active Pressure = 303.8 1.39 422.0 Soil Over Heel = 192.5 2.50 481.3 Surcharge 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. 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) 0.016 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. 302 • 4°o°si'e'i o'i:'i'ii'i°'• ,/�l' i°ib'i'i4', Solid Grum 0/ 't.°. - 8", , -' -_..'', . ,__- - --- , _ 00 . ,--- - ,- . . Res • 29" 0 i . . . _,_ ._..,,.. ,.____ .. _ . ,. ... .. . . .. ..„,..,.. .. : ,. ._ . ,, , , ,, , . . .,.._. . . . ,. . . _ , . , .,_,_. .,... _ .: .. .. , i . , . ... .. , , . _. .,„. ,. =_____.., ,,.... ,.,,.. .,, ._.,._ . , .. . -. , . ‘ N • 7pSG, jUIE7j2tJ rs d40 • EOE Enayat Schneider Smith Engineering Title Fields Apartments Page: 1 304 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 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. Criteria 0 ,Soil Data I gagr.r.-- Retained Height = 7.00 ft Allow Soil Bearing = 2,000.0 psf WallEquivalent Fluid Pressure Method 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 = Passive Pressure = 200.0 psf/ft /. Water height over heel = 0.0 ft f% Soil Density, Heel = 110.00 pcf w a C% Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads II _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 = 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 Earth Pressure Seismic Load 0 Method : Uniform Uniform Seismic Force = 52.000 Multiplier Used = 6.500 Total Seismic Force = 416.000 e III (Multiplier used on soil density) Cs r Qa j el, tvArt % . 9 1 C�K I JG or i t 14 4 41 Design Summary Stem Construction 0 Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = OK Wall Material Above"Ht" = Masonry Sliding = �-atio<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 PressureToe = 1,785psf OK Rebar Placed at = Edge @ Design Data Soil Pressure @ Heel = 0 psf OK fb/FB+fa/Fa = 0.790 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= 1,221.5 ACI Factored @ Toe = 2,499 psf ACI Factored @ Heel = 0 psf Strength Level lbs= Footing Shear @ Toe = 16.7 psi OK Moment.ce.Actual LFooting Shear @ Heel = 14.8 psi OK Sevl ftp= 3,274.8 Allowable = 75.0 psi Strength ryLevel ftp#_ 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 NOT considered in the calculation of soil bearing Wall Weight psf= 78.0 III 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: 2 305 p 3141 Walnut Street,Ste 203A Job#: Dsgnr: tds Date: 16 FEB 2018 720-904-1234 Description.... Site wall-5'tall 11, his 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 I Footing Design Results M 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*Iambda*sqrt(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 /it 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 = 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. 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