Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (20)
P c RECEIVED SLAV \ Aob• APR 2 2018 CITY Y OF 1 IOAf D kA BUILDING DIVISION Enayat ►- SchneiderAl" Smith Engineering, Inc. Structural Calculations For The Fields Apartments Building 5 Tigard, OR March 29, 2018 ESS Project No.: 17154 . P ROFFJ, • o NFA >� ,444 8. p/40 • !EXPIRES: 12/31/ Iq FIELDS APARTMENTS ESS NO.: 17154 • • • FIELDS APARTMENTS ESS NO.: 17154 • Table of Contents: Item: Sheet: Design Criteria 1 To 3 Lateral Design. 4 TO 19 Shear Wall Design 20 TO 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 • • 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 -3 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 4 45 psf Floor Live load: 40 psf Corridor/Stair Live load: 100 psf Wind Criteria: Wind Velocity 120 mph (ultimate) Exposure B Seismic Design Category: D .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 3141 Walnut Street, Ste 203A 3 Denver, Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C. Thomson DATE 1/9/18 CHECKED BY DATE • www.struware.com Code Search Code: International Building Code 201 Occupancy: Occupancy Group= R Residential Risk Category & Importance Factors: Risk Category= 11 Wind factor= 1.00 Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 1.0 hr Floor= 1.0 hr Building Geometry: Roof angle (8) 0.25/12 1.2 deg Building length (L) 216.5 ft • Least width (B) 63.5 ft Mean Roof Ht (h) 42.0 ft Parapet ht above grd 40.0 ft Minimum parapet ht 0.8 ft 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 Ill 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 AZ) z 1 Speed-up iTi Topographic Factor (Kzt) V(z) 4 nd) x(downwind) Topography Flat �,�:;_ , ••, ; Hill Height (H) 100.0 ft .44 H/2 H Half Hill Length (Lh) 375.0 ft I-1/2 Actual H/Lh = 0.27 �4- 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 0 H/Lh= 0.27 K1 = 0.000 I Speed-up x/Lh = 1.00 K2= 0.333 V(Z) x((pwind) .� x(downwind) z/Lh = 0.11 K3= 1.000 H At Mean Roof Ht: �' .l Kzt= (1+K,K2K3)^2 = 1.00 'g,>:-,f` 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 (rii) = 0.0 Hz f = 320 ft Damping ratio(13) = 0 Zmin = 30 ft /b = 0.45 c= 0.30 /a = 0.25 go, gv= 3.4 Vz= 77.3 Lz = 310.0 ft N1 = 0.00 Q = 0.87 Rn = 0.000 IZ = 0.30 Rh = 28.282 q = 0.000 h = 42.0 ft III G = 0.85 RB = 28.282 n = 0.000 RL = 28.282 ri = 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. 41) ' Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall &roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) : 0 cf Ri = 1.00 Altitude adiustment to constant 0.00256 (caution -see code) : Altitude= 0 feet Average Air Density= 0.0765 Ibm/ft3 Constant= 0.00256 • Enayat Schneider Smith Engineering JOB TITLE Fields Multifamily 3141 Walnut Street,Ste 203A 6 Denver,Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C.Thomson DATE 1/9/18 CHECKED BY DATE 4110 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(0)= 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/+giGCpi w/-ghGCpi Dist.* Cp ghGCp w/+g1GCpi 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 I gZGCp w/+q;GCp; w/-ghGCpi to Ridge to Ridge 0 to 15' 0.57 1.00 12.2 7.9 16.6 22.5 17.0 ' ;°$.#. SW 20.0 ft 0.62 1.00 13.3 8.9 17.6 23.6 18.0 Lw 411, 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 11%111wam DIRECTION WIRD NORMAL TO RIDGE Wk WR Ls SW 1110 ~"r WDID 101°. DIRECTION WW1>PARALLEL TO RIDGE ille LW NOTE: su, 1010. See figure in ASCE7 for the application of full and partial loading of the above wind pressures.There are 4 different loading cases. Parapet e z Kz Kzt qp(psf) 1111111111444., 40.0 ft 0.76 1.00 23.8 00111 111 Windward parapet: 35.7 psf (GCpn=+1.5) Leeward parapet: -23.8 psf (GCpn=-1.0) WIND DIM=repV Windward roof overhangs(add to windward roof pressure): 16.4 psf (upward) TYPICAL WDIDton=mmr: 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 Surface Pressure(psf) User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sf Negative Zone 1 -1.18 -1.11 -1.08 -28.5 -26.8 -26.1 -26.4 -26.1 Negative Zone 2 -1.98 -1.49 -1.28 -47.9 -36.0 -30.9 -33.0 -30.9 Negative Zone 3 -2.98 -1.79 -1.28 -72.0 -43.3 -30.9 -36.1 -30.9 Positive All Zones 0.48 0.41 0.38 16.0 16.0 16.0 16.0 16.0 Overhang Zone 1&2 -1.70 -1.63 -1.60 -41.1 -39.4 -38.7 -39.0 -26.6 Overhang Zone 3 -2.80 -1.40 -0.80 -67.7 -33.9 -19.3 -25.4 -19.3 Overhang pressures in the table above assume an internal pressure coefficient(Gcpi)of 0.0 Overhang soffit pressure equals adjacent wall pressure reduced by internal pressure of 4.4 psf Parapet qp= 22.0 psf Surface Pressure(psf) User input Solid Parapet Pressure 10 sf 100 sf 500 sf 40 sf CASE A=pressure towards building(pos) CASE A: Interior zone: 59.3 40.4 38.0 47.9 CASE B=pressure away from bldg(neg) Corner zone: 81.2 40.4 38.0 56.7 CASE B: Interior zone: -41.5 -34.5 -29.6 -37.3 Corner zone: -47.4 -37.0 -29.6 -41.1 III Walls GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf Negative Zone 4 -1.17 -1.01 -0.90 -28.3 -24.4 -21.8 -25.6 -23.3 Negative Zone 5 -1.44 -1.12 -0.90 -34.8 -27.1 -21.8 -29.4 -24.8 Positive Zone 4&5 1.08 0.92 0.81 26.1 22.3 19.6 23.4 21.1 Note: GCp reduced by 10%due to roof angle<= 10 deg. III Enayat Schneider Smith Engineering JOB TITLE Fields Multifamily 3141 Walnut Street,Ste 203A 8 Denver, Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C.Thomson DATE 1/9/18 CHECKED BY DATE • Ultimate Wind Pressures Location of C&C Wind Pressure Zones )a eilt‘ aa 2a _'a 5 < I 11111 _ .. a l l 0 a[ 0_ 0_10 j� 0 I ti '"` , a I rt '.:1 _____J—r- 0> I I IIAO f� _ a I0�I a + J I I I I WALL 4� f -pp—��—�—,-'-- 40, r -0- 2 r ; 04:' I 'J Roofs w/ 6<_ 10° Walls h<_60' Gable, Sawtooth and and all walls &alt design h<90' Multispan Gable e<- 7 degrees& Monoslope roofs h>60' Monoslope<_3 degrees 3°<8<_ 10° h<_60'&alt design h<90' h<_60'&alt design h<90' r 1 Cts 1 C 1 I I MI ! ry \'�.�� `�. n ---Q.— J-11. aE + 0?Q— - a110 �-- ABCD • Q o 1 f ti3 Q V '° N ,4Q I _— ——— 03 /'D - -t Oto r1 L 0 .4 Monoslope roofs Multispan Gable& Hip 7° < 0 <-27° I 10° <8<-30° Gable 70 <9<_ 45° I I h<_60'&alt design h<90' -I l ---e-- Q a Sawtooth 10°<9 <_ 45° Air h<_60'&alt design h<90' ,,/® e. _ ióiø o Q Iliii V1 ;t-2 �F 111 t':1 ME W3 Stepped roofs 6<_3° h<_60'&alt design h<90' 9 02 USGS 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 grim SO010 -: ,,li o rtl ars d Gresh .. ,, . Beaverton f, t , t Pu r... llgar.\,„ *V 0 cot** Lak;Oswego 99 rAlatin ' c- 0 Sherwciod 444/ Oregon City • USGS-Provided Output Ss = 0.975 g SMS = 1.082 g Sps = 0.721 g Si = 0.423 g SM1 = 0.667 g S„ = 0.444 g For information on how the SS and Si 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. Map Respixise Spec t t,J-ri Dtsicp Respxxlse Spec tr.pri 0.e.1. ; a::: ay0.08 cm I it) ati2 1 BC, '32 L22 L52 '6.2 1.93 1)] a OD .ax =a w ka ria l ] 02 La] 1 40 1 C.+D 1 62 2.00 Period,T(see) Penal T(see) III 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 :LEGS 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(11`1' SS = 0.975 g From Figure 1613.3.1(2)E23 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. • 2010 ASCE-7 Standard - Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs Nor Nuh su 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) I VALUES OF SITE COEFFICIENT F, I Site Class Mapped Spectral Response Acceleration at Short Period Ss __< 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 SS >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.975 g, F. = 1.110 • TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT F, Site Class Mapped Spectral Response Acceleration at 1-s Period S, _< 0.10 S, = 0.20 S, = 0.30 S, = 0.40 S, >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and Si = 0.423 g, F. = 1.577 III 13 Equation (16-37): SMS = FaSs = 1.110 x 0.975 = 1.082 g 0 Equation (16-38): Smi = F„S, = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): Sips = 2/3 SMS = 2/3 x 1.082 = 0.721 g Equation (16-40): So, = 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 0.1679 <_ 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 SDl < 0.067g A A A 0.067g <_ SiD < 0.133g B B C 0.133g <_ SDl < 0.20g C C D 0.208 <_ SDI D D D • For Risk Category = I and S. = 0.444 g, Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category - "the more severe design category in accordance with Table 1613.3.5(1) or 1613.3.5(2)" = D Note: See Section 1613.3.5.1 for alternative approaches to calculating Seismic Design Category. References 1. Figure 1613.3.1(1): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig1613p3p1(1).pdf 2. Figure 1613.3.1(2): https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/IBC-2012- Fig 1613p3p1(2).pdf • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17145 15 3141 Walnut St.Suite 203A Project Descr: Building 1 Printed:14 MAR 2018, 3 58P ASCE Seismic Base Shear File=E:lProjects12017117154(Fields Apartrnents-OtakKalculations\Building 1117154 BARlig 1.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider En•ineering Inc Building 5 Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category I,Ill,and IV ASCE 7-10,Page 2,Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 USER DEFINED Ground Motion ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: SS = 0.9750 g,0.2 sec response S 1 = 0.4230 g,1.0 sec response Site Class,Site Coeff.and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.11 ASCE 7-10 Table 11.4-1&11.4-2 (using straight-line interpolation from table values) Fv = 1.58 Maximum Considered Earthquake Acceleration SMS=Fa*Ss = 1.082 ASCE 7-10 Eq. 11.4-1 S M1=Fv*S1 = 0.667 ASCE 7-10 Eq. 11.4-2 Design Spectral AccelerationS 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 wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" = 6.50 Building height Limits: System Overstrength Factor "Wo" = 3.00 Category"A&B"Limit: No Limit Category"C"Limit: No Limit Deflection Amplification Factor "Cd" = 4.00 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 UseASCE12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value = 0.020 "hn":Height from base to highest level = 45.0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct'(hn^x) = 0.347 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 16.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.347 sec "Cs" Response Coefficient ASCE 7-10 Section 12.8.1.1 S Ds:Short Period Design Spectral Response = 0.722 From Eq.12.8-2, Preliminary Cs = 0.111 "R":Response Modification Factor = 6.50 From Eq.12.8-3&12.8-4,Cs need not exceed = 0.197 "I":Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.032 Cs:Seismic Response Coefficient = = 0.1110 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1110 from 12.8.1.1 W(see Sum Wi below) = 1,629.00 k III Seismic Base Shear V= Cs*W = 180.82 k Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17145 16 3141 Walnut St.Suite 203A Project Descr: Building 1 Printed 14 MAR 2018, 358P ASCE Seismic Base Shear File=E:1Projects12017117154(Fields Apartments-OtakKalculationslBtfficling 1117154 Building 1.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:1KW-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 4 318.00 39.00 12,402.00 0.3383 61.18 61.18 0.00 3 437.00 27.75 12,126.75 0.3308 59.82 121.00 688.25 2 437.00 18.50 8,084.50 0.2206 39.88 160.88 1,807.49 1 437.00 9.25 4,042.25 0.1103 19.94 180.82 3,295.62 Sum Wi= 1,629.00 k Sum Wi*Hi = 36,655.50 k-ft Total Base Shear= 180.82 k Base Moment= 4,968.2 k-ft Diaphragm Forces: Seismic Design Category"B"to"F" ASCE7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx:Calcd Fpx:Min Fpx:Max Fpx Dsgn.Force 4 318.00 61.18 61.18 318.00 61.18 45.89 91.77 61.18 61.18 3 437.00 59.82 121.00 755.00 70.03 63.06 126.12 70.03 70.03 2 437.00 39.88 160.88 1,192.00 58.98 63.06 126.12 63.06 63.06 1 437.00 19.94 180.82 1,629.00 48.51 63.06 126.12 63.06 63.06 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 ps I*Wpx • MAX Req'd Force @ Level 0.40*S Ds l*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level 1 III 17 . . . . .... . . . . . . . i ESE NIG Ei.j:.-:_1,:', . ... . , 1 11,,,,. ,,., EllaY at Sdineider Engineenn[ Inc ..,, , . ,.., „• 1,- PREIK I. _1 r.;`,-[zc,t,.1 SSE IIMAIIA 1-,,,. 31P.i ll'gInut SIreel Wm,ft119:6(lo Milli SSI BALtAS .,,..d:.' 11701004.12N 0 ESEDENVER V ' ' iitiirf b ESSPORItAffl , ( ; L,V.'.'ft.'.0.(PI `0,01 ____ ____.,..______...... ...... .,,, 1, . r. . . ', 0 ' I. I (,i, )f"',;-: 2:f *, (2_04.>(:) . . 1 : ‘.) ts ,,. ., “. (3 : ,, : 1 _ ..-.. 1 2 ':;_- 6. ,„(., • 1 • . : = , • : 1 : : • „ k-,(")'',--.y <:_.,,......1-\ ,f-f, ,,;..7.c.,..'‘,,'',-,i, ';'.• ,..e.) —fz--,ef, _t, 0 — .- . i • : . Lvt. Z., „ !:2,;:,.,.1.s.1 o - : : , i ; - q ._ ?, : r ,...c,,. • A , / -. c•-• ,• ;"-- ,.--9).2-./ij''',.::. ;i,,',(,t.,,r5c),Y,Hi `,-( )0 1:,<':- - : : - ' :tr: frm,( t.:.e\(el ;LI . — - t-- : ' ('V4 2,f'-11 t 2CS> , lr` -1 ) t — ,--1-1.. ','.--, 4"(I.- i.2:--.::/)(2";). '.r.-:-'.-:'- "---.• 2 2,1 ‘ -C. . : - . L\A 2_ . : . , (r(-•-,f, r il eili;..-7-,: '.)';P',' — ' ,-'-` 1(2.` '4, ,) ' ' '1 i• ; . .__. FUree .1.. .10 0 51i _0..a. z:_. g._ : , .. ..... ,0 : „ c,:,„ , ,.-.,:• . ..-.,. ,.. 1--C.rk -- ,..4-, "•A--.) ...,,,'',,,vrA 4,- 4-c...i ar..r v;A..".._ :. 0 . • • Vv.,. .r2—CY1:‘, -.. 1 r-5-2 V-- - . . . . .. ..... ... . ... . ... ..... .. . = . .. . . . . . ..... .... . • _ ... . . ... . . . . . ........ = - ... .. .. .... ... . .... ..... . . . ... ..... .. . . . . .. . . ;. . . o , 0 . . , . : ..... .. . .. Cli ECU D 0 Y: . : • • BATE . • 18 ESE p f fi tr E 11 PBUJECI e'.0� C6ke.oN r .� Enayat Schneider,Engineering,Inc. SSEOMAI1 3141!';ahm1S(rni Oeover,Colorado 8111115 Pinci# { 1 �` EV' 0- SSI D�,LI�S I12D1484 1234 ESE OENVIER r -A DATE S 2.12.0 t PACE_ ESSPORIU D • l r ,Y x.� �' ' k C • 6 YYY ! w r:,-Sq-V— L-k<i \/ `rte. 0 • • O • CNECE[EU BY: SATE:_� 19 ESE DEIt' EH mum " rl 'l`:, tr'-,.{c1 ri Enayat Schneider,Engineering, Inc. SSE OMAHA P 314114aluuiSleel Hau¢a�Culirada D0206 P�OdECI t Hy Cr SSI DALLAS "' 1720)uo4-1234 ESEOEPIVER 1 t e-1 '2(')t`f>' PAUL ESS PORTLAND r�J ....:.: . iti)( ;.. . .._...,;_,.,, Vis.3'` S,(�5 '(A } ( �'��� �. 1. s%'-(OW tJ CeS((c)' 1;:' i tY. If,... ( ? 1. ...6)1n�c�'�T'+.l r^t f L(<'. ' ... 7 `'ktS 11'.. .... t%( .3.!£ ' (-F-,:-� �� �� t (i/ ... :1�� �£. ;.....,. : 2 0 (..;•..I^k ;71- f f S '.fr/ ( L'"I,4or {r.: .\ e.`. 4E r'7q)/1_t , 1-1/ P `, ',0. .. .. f fo..E)Fpk (n � (a`5 -`: 2 2(,) l ,�t` (# i EAS P .„(fl L{ (» rry . f. L 5 r r •of�'..._�� i(�. '�(l r< f ' TJ • ��77 r j G 'v f 7 t C `L 22-) .e 4,:,) (0 r. ) FI .32,.� f (2 2 1A SL. I ocAcA c sa er E:�e7c ... rt.. .Y:`)611,4E:: t r*" )-7 ,t—j,2 ✓ lr 1 i '.. • • CHECKED DY: DALE: FIELDS APARTMENTS ESS NO.: 17154 • • Shear Wall Design • 0 S S SHEAR WALL MAP BUILDING 5 5.1 5.2 5.3 5.4 ®0 ®0 01 ? 11 p.'q i wA«s , :°isE vnRONER , , (D__ x r- "1 a g .,7 3/8. 6 Isa. 1r lJ ( O COO 8 O A — O 5. mL ,.•z „ g rss,a a 1 ag I i I t oo i8' NO EXTERIOR SHE.WALLS THIS ELEVATION 20 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com r►►A4I Enayat a.- Schneider Schneider ' Smith "14+. Engineering, Inc. Project: Fields Apartments Building 5 Shearwall Design WIND Project# 17154 Engineer: C.Thomson Shear Wall: Grid 5.B Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 10.75' 10.75' 10.75' 10.75' A 385 plf -444 lbs none OK B 22.67' 22.67' 22.67' 22.67' B 385 plf -1589 lbs none OK -oo C 16.00' 16.00' 16.00' 16.00' C 385 plf -948 lbs none OK o D 9.25' 9.25' 9.25' 9.25' v D 385 plf -299 lbs CS16 OK —I E 19.25' 19.25' 19.25' 19.25' E 385 plf -1260 lbs none OK F 14.25' 14.25' 14.25' 14.25' F 385 plf -780 lbs none OK sum 28.75' 28.75' 28.75' 28.75' sum 385 plf -2173 lbs m Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 183 plf 16 lbs CMSTC16 OK a) Trib Width: 31.8' 31.8' 31.8' 31.8' B 183 plf -1673 lbs (2)-CS16 OK m Sheath#sides: 1 1 1 1 C 183 plf -728 lbs (2)-CS16 OK Q. Plate Height: 9.0' 9.0' 9.0' 9.0' co D 183 plf 229 lbs CMSTC16 OK a Floor Depth: 2.0' 1.0' 1.0' 1.0' E 183 plf -1189 lbs (2)-CS16 OK Wind or Seismic: wind wind wind wind F 183 plf -480 lbs CMSTC16 OK OSB or Gypsum: osb osb osb osb sum 183 plf -2535 lbs Use: no no no no A 183 plf 825 lbs CMST12 OK a, h Above Open: B 183 plf -1409 lbs CMST14 OK c h Below Open: C 183 plf -159 lbs CMST12 OK co Total Wall Length: (.,, D 183 plf 1106 lbs CMST12 OK a) Strap for Fmax: E 183 plf -768 lbs CMST12 OK o Fr-flax: F 183 plf 169 lbs CMST12 OK check: sum 183 plf -2548 lbs shear: 54 plf 95 plf 130 plf 163 plf A 183 plf 1965 lbs HDU14 OK FRT adjustment: 1 1 1 1 B 183 plf -813 lbs HDU14 OK Shear adj for aspect ratio: 54 plf 95 plf 130 plf 163 plf C 183 plf 741 lbs HDU14 OK 4 use 7/16"panel w/8d @ 6" D 183 plf 2314 lbs HDU14 OK o 3 use 7/16"panel w/8d @ 6" E 183 plf -16 lbs HDU14 OK m 2 use 7/16"panel w/8d @ 6" F 183 plf 1149 lbs HDU14 OK o 1 use 7/16"panel w/8d @ 6" sum 183 plf -2231 lbs A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs sum 0 lbs III III III • • • 21 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234- essdenver.com *►44I • Enayat Schneider Smith 7 1 Engineering, Inc. Shear Wall: WIND Corridor 5.0 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 10.75' 10.75' 10.75' 10.75' A 385 plf -435 lbs none OK B 14.00' 14.00' 14.00' 14.00' B 385 plf -747 lbs none OK C 18.00' 18.00' 18.00' 18.00' C 385 plf -1131 lbs none OK z D 19.25' 19.25' 19.25' 19.25' v D 385 plf -1251 lbs none OK —I E 8.75' 8.75' 8.75' 8.75' E 385 plf -243 lbs CS16 OK F 22.67' 22.67' 22.67' 22.67' F 385 plf -1580 lbs none OK sum 25.75' 25.75' 25.75' 25.75' sum 385 plf -1876 lbs none OK Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 183 plf 39 lbs CMSTC16 OK co a) Trib Width: 31.8' 31.8' 31.8' 31.8' B 183 plf -422 lbs CMSTC16 OK Q Sheath#sides: 1 1 1 1 C 183 plf -989 lbs (2)-CS16 OK e Plate Height: 9.0' 9.0' 9.0' 9.0' M D 183 plf -1166 lbs (2)-CS16 OK Floor Depth: 2.0' 1.0' 1.0' 1.0' E 183 plf 322 lbs CMSTC16 OK Wind or Seismic: wind wind wind wind F 183 plf -1651 lbs (2)-CS16 OK OSB or Gypsum: osb osb osb osb sum 183 plf -2087 lbs (2)-CS16 OK Use: no no no no A 183 plf 867 lbs CMST12 OK a) h Above Open: B 183 plf 258 lbs CMST12 OK c h Below Open: C 183 plf -492 lbs CMST12 OK ca Total Wall Length: N D 183 plf -726 lbs CMST12 OK ocb Strap for Fmax: E 183 plf 1241 lbs CMST12 OK ti Fmax: F 183 plf -1367 lbs CMST14 OK check: sum 183 plf -1944 lbs shear: 54 plf 96 plf 132 plf 165 plf A 183 plf 2030 lbs HDU14 OK FRT adjustment: 1 1 1 1 B 183 plf 1273 lbs HDU14 OK Shear adj for aspect ratio: 54 plf 96 plf 132 plf 165 plf C 183 plf 341 lbs HDU14 OK 4 use 7/16"panel w/8d @ 6" D 183 plf 49 lbs HDU14 OK E 3 use 7/16"panel w/8d @ 6" E 183 plf 2496 lbs HDU14 OK as 2 use 7/16"panel w/8d @ 6" F 183 plf -748 lbs HDU14 OK 1 use 7/16"panel w/8d @ 6" sum 183 plf -1466 lbs A 0 lbs 'Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E O lbs F O lbs sum 0 lbs 22 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com i►A 4,40, ti Enayat ► Schneider Smith V i 1 Engineering, Inc. Shear Wall: WIND Grid 5.1 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 120 plf 538 lbs none OK m A2 6.58' 6.58' 6.58' 6.58' A2 0 lbs w A3 A3 Olbs °i LL c A4 v A4 Olbs B B Olbs C C Olbs sum 10.58' 10.58' 10.58' 10.58' sum 1782 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf Force Tran 261 plf 1108 lbs CS16 OK o aa) Trib Width: 16.8' 16.8' 16.8' 16.8' A2 0 lbs ai Sheath#sides: 1 1 1 1 A3 0 lbs o Plate Height: 9.0' 9.0' 9.0' 9.0' co 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 4656 lbs Use: yes yes yes yes Force Tran 261 plf 2310 lbs (2)-CS16 OK a`, h Above Open: 1.00' 1.00' 1.00' 1.00' A2 0 lbs c h Below Open: 1.50' 1.50' 1.50' 1.50' A3 0 lbs as Total Wall Length: 17.67' 17.67' 17.67' 17.67' N A4 0 lbs cb Strap for Finax: CS16 CS16 CS16 CS16 B 0 lbs o is Fmax: 428 lbs 760 lbs 1,039 lbs 1,303 lbs C 0 lbs check: OK OK OK OK sum 8586 lbs shear: 162 plf 287 plf 393 plf 493 plf Force Tran 261 plf 4111 lbs HTT5 OK FRT adjustment: 1 1 1 1 A2 0 lbs Shear adj for aspect ratio: 162 plf 287 plf 393 plf 493 plf A3 0 lbs 4 use 7/16"panel w/8d @ 6" A4 0 lbs c 3 use 7/16"panel w/8d @ 6" B 0 lbs m 2 use 7/16"panel w/8d @ 4" C 0 lbs .c 1 use 7/16"panel w/8d @ 3" sum 13516 lbs rn Al O lbs *Shear distribution is based on the proportional shear capacities of individual full height A2 0 lbs wall segments per NDS 4.3.3.4 Exception 1 A3 0 lbs A4 0 lbs B 0 lbs C 0 lbs sum 0 lbs III 111 • • • • 23 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234- essdenver.com Enayat Schneider Smith T1 Engineering, Inc. Shear Wall: WIND Grid 5.2 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System_ 4 3 2 1 Dead Load: uplift: Holdown check: A 28.50' 28.50' 28.50' 28.50' A 120 plf 971 lbs none OK B 23.50' 23.50' 23.50' 23.50' B 120 plf 1121 lbs CS16 OK co C C Olbs c D v D Olbs CU —I E E Olbs F F Olbs sum sum 0 lbs ti Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 372 plf 1239 lbs CS16 OK o Trib Width: 46.5' 46.5' 46.5' 46.5' B 320 plf 2157 lbs (2)-CS16 OK o, Sheath#sides: 1 1 1 1 C 0 lbs ,._o Plate Height: 8.0' 8.0' 8.0' 8.0' M D 0 lbs 0:. 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 372 plf 2577 lbs (2)-CS16 OK O h Above Open: B 320 plf 4265 lbs CMST14 OK c h Below Open: C 0 lbs ca it Total Wall Length: N D 0 lbs o Strap for Finax: E 0 lbs o tL Fmax: F 0 lbs check: sum 0 lbs shear: 182 plf 324 plf 443 plf 555 plf A 372 plf 4929 lbs HDU5 OK FRT adjustment: 1 1 1 1 B 320 plf 7386 lbs HDU11 OK Shear adj for aspect ratio: 182 plf 324 plf 443 plf 555 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs ciii 5 3 use 7/16"panel w/8d @ 6" E 0 lbs m2 use 7/16"panel w/8d @ 4" F 0 lbs 1 use 7/16"panel w/8d @ 3" sum 0 lbs A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height 8 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs _F O lbs sum 0 lbs 24 3141 Walnut Street,Suite 203A- Denver,Colorado 80205•720.904.1234•essdenver.com p►�14 Enayat Schneider Smith V t Engineering, Inc. Shear Wall: WIND Grid 5.5&5.6 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 28.50' 28.50' 28.50' 28.50' A 120 plf 830 lbs none OK B 23.00' 23.00' 23.00' 23.00' B 120 plf 995 lbs CS16 OK w C C Olbs ca) D 0 lbs E .,:t•.,:t• E 0lbs 3- F F 0lbs sum sum 0 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 372 plf 873 lbs CS16 OK m Trib Width: 42.5' 42.5' 42.5' 42.5' B 372 plf 1548 lbs (2)-CS16 OK m Sheath#sides: 1 1 1 1 C 0 lbs Q. Plate Height: 8.0' 8.0' 8.0' 8.0' c' D 0 lbs a Floor Depth: 2.0' 1.0' 1.0' 1.0' E 0 lbs Wind or Seismic: wind wind wind wind F 0 lbs OSB or Gypsum: osb osb osb osb sum 0 lbs Use: no no no no A 372 plf 1904 lbs (2)-CS16 OK L. h Above Open: i B 372 plf 3090 lbs CMSTC16 OK c h Below Open: C 0 lbs co Total Wall Length: N D 0 lbs °o Strap for Ems.: E 0 lbs tL. L Finax F 0 lbs check: sum 0 lbs shear: 168 plf 299 plf 408 plf 512 plf A 372 plf 3871 lbs HTT5 OK FRT adjustment: 1 1 1 1 B 372 plf 5567 lbs HDU8 OK Shear adj for aspect ratio: 168 plf 299 plf 408 plf 512 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs z 3 use 7/16"panel w/8d @ 6" E 0 lbs 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 B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E O lbs F 0 lbs sum 0 lbs IIII III III 0 • _ • 25 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com `h.A4� Enayat Schneider Smith ,1 Engineering, Inc. Shear Wall: WIND Grid 5.7&5.8 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 28.50' 28.50' 28.50' 28.50' A 120 plf 668 lbs none OK B 28.50' 28.50' 28.50' 28.50' B 120 plf 668 lbs none OK h .. C C Olbs c:;) D v D Olbs —I E E Olbs F F Olbs sum sum 0 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 372 plf 451 lbs none OK co a) Trib Width: 42.5' 42.5' 42.5' 42.5' B 372 plf 451 lbs none OK aSheath#sides: 1 1 1 1 C 0 lbs p Plate Height: 8.0' 8.0' 8.0' 8.0' MD 0 lbs Floor Depth: 2.0' 1.0' 1.0' 1.0' E 0 lbs Wind or Seismic: wind wind wind wind F 0 lbs OSB or Gypsum: osb osb osb osb sum 0 lbs Use: no no no no A 372 plf 1128 lbs (2)-CS16 OK L. h Above Open: B 372 plf 1128 lbs (2)-CS16 OK c h Below Open: C 0 lbs ca Total Wall Length: N D 0 lbs a) Strap for Fmax: E 0 lbs L. Finax: F 0 lbs check: sum 0 lbs shear: 152 plf 270 plf 369 plf 463 plf A 372 plf 2649 lbs HTT4 OK FRT adjustment: 1 1 1 1 B 372 plf 2649 lbs HTT4 OK Shear adj for aspect ratio: 152 plf 270 plf 369 plf 463 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs ca S 3 use 7/16"panel w/8d @ 6" E 0 lbs ami 2 use 7/16"panel w/8d @ 4" F 0 lbs 1 use 7/16"panel w/8d @ 4" sum 0 lbs A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height 8 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E O lbs F O lbs sum 0 lbs 26 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com `,►A1.0, ,� Enayat Schneider Smith '1 r Engineering, Inc. Shear Wall: WIND Grid 5.11 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 23.58' 23.58' 23.58' 23.58' A 120 plf 1115 lbs CS16 OK B 28.50' 28.50' 28.50' 28.50' B 120 plf 968 lbs none OK -o C C Olbs o' 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 320 plf 2141 lbs (2)-CS16 OK o) Trib Width: 46.5' 46.5' 46.5' 46.5' B 372 plf 1231 lbs CS16 OK ai Sheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 8.0' 8.0' 8.0' 8.0' op D 0 lbs Q:. Floor Depth: 2.0' 1.0' 1.0' 1.0' E 0 lbs Wind or Seismic: wind wind wind wind F 0 lbs OSB or Gypsum: osb osb osb osb sum 0 lbs Use: no no no no A 320 plf 4236 lbs CMST14 OK h Above Open: B 372 plf 2564 lbs (2)-CS16 OK c h Below Open: C 0 lbs co Total Wall Length: N D 0 lbs o) Strap for Finax: E 0 lbs 0 Fmaz F 0 lbs check: 11 sum 0 lbs shear: 182 plf 323 plf 442 plf 554 plf A 320 plf 7344 lbs HDU11 OK FRT adjustment: 1 1 1 1 B 372 plf 4908 lbs HDU5 OK Shear adj for aspect ratio: 182 plf 323 plf 442 plf 554 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs - 3 use 7/16"panel w/8d @ 6" E 0 lbs m 2 use 7/16"panel w/8d @ 4" F 0 lbs -o 1 use 7/16"panel w/8d @ 3" sum 0 lbs co A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D Olbs E 0 lbs F 0 lbs sum 0 lbs 4110 1110 1110 • • • 27 3141 Walnut Street,Suite 203A • Denver,Colorado 80205•720.904.1234• essdenver.com �'A`or Enayat Schneider Smith y' " Engineering, Inc. Shear Wall: WIND Grid 5.12 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 120 plf 538 lbs none OK A2 6.58' 6.58' 6.58' 6.58' A2 0 lbs w A3 A3 Olbs o A4 v A4 Olbs —I B B Olbs C C Olbs sum 10.58' 10.58' 10.58' 10.58' sum 1782 lbs ti Lateral(plf): 204 plf 158 plf 133 plf 126 plf Force Tran 261 plf 1108 lbs CS16 OK a) Trib Width: 16.8' 16.8' 16.8' 16.8' A2 0 lbs aSheath#sides: 1 1 1 1 A3 0 lbs C. Plate Height: 9.0' 9.0' 9.0' 9.0' o A4 0 lbs Floor Depth: 2.0' 1.0' 1.0' 1.0' B 0 lbs Z Wind or Seismic: wind wind wind wind C 0 lbs OSB or Gypsum: osb osb osb osb sum 4656 lbs Use: yes yes yes yes Force Tran 261 plf 2310 lbs (2)-CS16 OK a`, h Above Open: 1.00' 1.00' 1.00' 1.00' A2 0 lbs c h Below Open: 1.50' 1.50' 1.50' 1.50' A3 0 lbs co Total Wall Length: 17.67' 17.67' 17.67' 17.67' N A4 0 lbs o Strap for Fmax: CS16 CS16 CS16 CS16 B 0 lbs o L. o Fmax: 428 lbs 760 lbs 1,039 lbs 1,303 lbs C 0 lbs check: OK OK OK OK sum 8586 lbs shear: 162 plf 287 plf 393 plf 493 plf Force Tran 261 plf 4111 lbs HTT5 OK FRT adjustment: 1 1 1 1 A2 0 lbs Shear adj for aspect ratio: 162 plf 287 plf 393 plf 493 plf A3 0 lbs 4 use 7/16"panel w/8d @ 6" A4 0 lbs E 3 use 7/16"panel w/8d @ 6" B 0 lbs cts 2 use 7/16"panel w/8d @ 4" C 0 lbs 1 use 7/16"panel w/8d @ 3" sum 13516 lbs Al O lbs `Shear distribution is based on the proportional shear capacities of individual full height A2 0 lbs wall segments per NDS 4.3.3.4 Exception 1 A3 0 lbs A4 0 lbs B 0 lbs C 0 lbs sum 0 lbs 28 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com Enayat Schneider '" Smith p1` Engineering, Inc. SEISMIC DOTE: DEAD LOADS INPUT ARE UNFACTORED.CALCULATED"TOTAL UPLIFT"USES (0.6-0.14*Sps)D FOR LOAD COMBO 8,ASCE 7-10 12.4.2.: Shear Wall:(seismic) Grid 5.B Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 10.75 10.75 10.75 10.75 A 385 917 lbs none OK B 22.67 22.67 22.67 22.67 B 385 -228 lbs none OK co C 16 16 16 16 C 385 412 lbs none OK °c D 9.25 9.25 9.25 9.25 v D 385 1061 lbs CS16 OK °' -i E 19.25 19.25 19.25 19.25 E 385 100 lbs none OK F 14.25 14.25 14.25 14.25 F 385 581 lbs none OK G 28.75 28.75 28.75 28.75 G 385 -812 lbs m Lateral(plf): 675 660 440 220 A 183 3931 lbs CMSTC16 OK a) Trib Width: 31.75 31.75 31.75 31.75 B 183 2242 lbs (2)-CS16 OK o Sheath#sides: 1 1 1 1 C 183 3187 lbs (2)-CS16 OK o Plate Height: 9 9 9 9 m D 183 4144 lbs CMSTC16 OK a Floor Depth: 2 1 1 1 E 183 2727 lbs (2)-CS16 OK 5 Wind or Seismic: seismic seismic seismic seismic F 183 3435 lbs CMSTC16 OK OSB or Gypsum: osb osb osb osb G 183 1380 lbs Use: no no no no A 183 8101 lbs CMST12 OK o h Above Open: B 183 5867 lbs CMST14 OK c h Below Open: C 183 7117 lbs CMST12 OK co F` Total Wall Length: N D 183 8382 lbs CMST12 OK o Strap for Finax: E 183 6508 lbs CMST12 OK Fmax: F 183 7445 lbs CMST12 OK check: G 183 4728 lbs shear: 177 plf 351 plf 466 plf 524 plf A 183 12848 lbs HDU14 OK FRT adjustment: 1 1 1 1 B 183 10070 lbs HDU14 OK Shear adj for aspect ratio: 177 plf 351 plf 466 plf 524 plf C 183 11625 lbs HDU14 OK 4 use 7/16"panel w/8d @ 6" D 183 13198 lbs HDU14 OK S 3 use 7/16"panel w/8d @ 3" E 183 10867 lbs HDU14 OK m 2 use 7/16"panel w/8d @ 2" F 183 12033 lbs HDU14 OK o 1 use 7/16"panel w/8d @ 2" G 183 8653 lbs A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs G 0 lbs III III Ill • 0 • 29 3141 Walnut Su eet,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com Enayat a Schneider *" Smith y1 1 Engineering, Inc. SEISMIC Shear Wall:(seismic) Corridor 5.0 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System_ 4 3 2 1 Dead Load: uplift: Holdown check: A 10.75 10.75 10.75 10.75 A 385 945 lbs none OK B 14 14 14 14 B 385 633 lbs none OK co C 18 18 18 18 C 385 249 lbs none OK a D 19.25 19.25 19.25 19.25 v D 385 129 lbs none OK —I E 8.75 8.75 8.75 8.75 E 385 1138 lbs CS16 OK F 22.67 22.67 22.67 22.67 F 385 -200 lbs none OK G 25.75 25.75 25.75 25.75 G 385 -496 lbs none OK Lateral(plf): 675 660 440 220 A 183 4011 lbs CMSTC16 OK v) Trib Width: 31.75 31.75 31.75 31.75 B 183 3551 lbs CMSTC16 OK -t-- aSheath#sides: 1 1 1 1 C 183 2984 lbs (2)-CS16 OK o. Plate Height: 9 9 9 9 cn D 183 2807 lbs (2)-CS16 OK Floor Depth: 2 1 1 1 E 183 4295 lbs CMSTC16 OK Wind or Seismic: seismic seismic seismic seismic F 183 2322 lbs (2)-CS16 OK OSB or Gypsum: osb osb osb osb G 183 1885 lbs (2)-CS16 OK Use: no no no no A 183 8250 lbs CMST12 OK L_ h Above Open: B 183 7641 lbs CMST12 OK c h Below Open: C 183 6891 lbs CMST12 OK Total Wall Length: N D 183 6657 lbs CMST12 OK 0o Strap for F.: E 183 8624 lbs CMST12 OK Fmax:L. Li. F 183 6016 lbs CMST14 OK check: G 183 5439 lbs shear: 180 plf 356 plf 473 plf 532 plf A 183 13074 lbs HDU14 OK FRT adjustment: 1 1 1 1 B 183 12316 lbs HDU14 OK Shear adj for aspect ratio: 180 plf 356 plf 473 plf 532 plf C 183 11384 lbs HDU14 OK 4 use 7/16"panel w/8d @ 6" D 183 11093 lbs HDU14 OK S 3 use 7/16"panel w/8d @ 3" E 183 13540 lbs HDU14 OK a i 2 use 7/16"panel w/8d @ 2" F 183 10296 lbs HDU14 OK -a 1 use 7/16"panel w/8d @ 2" G 183 9578 lbs A 0 lbs `Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E O lbs F O lbs G 0 lbs 30 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com `.S'4, Enayat ► Schneider ' Smith y44 " Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 5.1 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 120 548 lbs none OK A2 6.58 6.58 6.58 6.58 A2 0 lbs w 3 A3 A3 Olbs °iL c A4 v A4 Olbs B B Olbs C C Olbs D 10.58 10.58 10.58 10.58 D #VALUE! Lateral(plf): 206 201 134 67 Force Tran 261 1332 lbs CS16 OK 0) Trib Width: 16.8 16.8 16.8 16.8 A2 0 lbs ami Sheath#sides: 1 1 1 1 A3 0 lbs o Plate Height: 9 9 9 9 M A4 0 lbs a Floor Depth: 2 1 1 1 B 0 lbs Wind or Seismic: seismic seismic seismic seismic C 0 lbs OSB or Gypsum: osb osb osb osb D #VALUE! Use: yes yes yes yes Force Tran 261 2753 lbs (2)-CS16 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 cti Total Wall Length: 17.67 17.67 17.67 17.67 N A4 0 lbs o Strap for Fmax: CS16 CS16 CS16 CS16 B 0 lbs o ti Finax: 432 lbs 854 lbs 1,135 lbs 1,276 lbs C 0 lbs check: OK OK OK OK D #VALUE! shear: 164 plf 323 plf 430 plf 483 plf Force Tran 261 4493 lbs HTT5 OK FRT adjustment: 1 1 1 1 A2 0 lbs Shear adj for aspect ratio: 164 plf 323 plf 430 plf 483 plf A3 0 lbs 4 use 7/16"panel w/8d @ 6" A4 0 lbs cii o 3 use 7/16"panel w/8d @ 4" B 0 lbs m 2 use 7/16"panel w/8d @ 3" C 0 lbs o 1 use 7/16"panel w/8d @ 2" D #VALUE! co Al 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height A2 0 lbs wall segments per NDS 4.3.3.4 Exception 1 A3 0 lbs A4 0 lbs B 0 lbs C 0 lbs D 0 lbs III • 1111 • • • 31 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234•essdenver.com — Enayat ► Schneider Smith . ` Engineering. Inc. SEISMIC Shear Wall:(seismic) Grid 5.2 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 28.5 28.5 28.5 28.5 A 120 989 lbs none OK ti B 23.5 23.5 23.5 23.5 B 120 1138 lbs CS16 OK w C C Olbs m D a D Olbs —I E E Olbs F F Olbs G G 0 lbs Lateral(plf): 206 201 134 67 A 372 1619 lbs CS16 OK m Trib Width: 46.5 46.5 46.5 46.5 B 320 2538 lbs (2)-CS16 OK aSheath#sides: 1 1 1 1 C 0 lbs e Plate Height: 8 8 8 8 co D 0 lbs Floor Depth: 2 1 1 1 E 0 lbs kWind or Seismic: seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb osb osb osb G 0 lbs Use: no no no no A 372 3327 lbs (2)-CS16 OK L._ h Above Open: B 320 5015 lbs CMST14 OK c h Below Open: C 0 lbs co Total Wall Length: N D 0 lbs a) Strap for Fmax: E 0 lbs o t°L Finax: F 0 lbs check: G 0 lbs shear: 184 plf 364 plf 484 plf 544 plf A 372 5575 lbs HDU5 OK FRT adjustment: 1 1 1 1 B 320 8032 lbs HDU11 OK Shear adj for aspect ratio: 184 plf 364 plf 484 plf 544 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D Olbs S 3 use 7/16"panel w/8d @ 3" E 0 lbs m 2 use 7/16"panel w/8d @ 2" F 0 lbs o 1 use 7/16"panel w/8d @ 2" G 0 lbs co A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E O lbs _F O lbs G 0 lbs 32 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com Enayat i Schneider '°°' Smith T e'4. Engineering, I Inc. SEISMIC Shear Wall:(seismic) Grid 5.5&5.6 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 28.5 28.5 28.5 28.5 A 120 847 lbs none OK B 23 23 23 23 B 120 1011 lbs CS16 OK co C C Olbs co o D v D 0lbs --I E E 0lbs F F Olbs G G 0 lbs Lateral(plf): 206 201 134 67 A 372 1224 lbs CS16 OK Trib Width: 42.5 42.5 42.5 42.5 B 372 1899 lbs (2)-CS16 OK aii Sheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 8 8 8 8 co D 0 lbs C. Floor Depth: 2 1 1 1 E 0 lbs Wind or Seismic: seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb osb osb osb G 0 lbs Use: no no no no A 372 2597 lbs (2)-CS16 OK o) h Above Open: B 372 3782 lbs CMSTC16 OK c h Below Open: C 0 lbs co Total Wall Length: N D 0 lbs Strap for Finax: E 0 lbs oFinax F 0 lbs check: G 0 lbs shear: 170 plf 336 plf 446 plf 502 plf A 372 4467 lbs HITS OK FRT adjustment: 1 1 1 1 B 372 6163 lbs HDU8 OK Shear adj for aspect ratio: 170 plf 336 plf 446 plf 502 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs cio S 3 use 7/16"panel w/8d @ 4" E 0 lbs m 2 use 7/16"panel w/8d @ 3" F 0 lbs 1 use 7/16"panel w/8d @ 2" G 0 lbs A O lbs *Shear distribution is based on the proportional shear capacities of individual full height 8 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs G 0 lbs • • III • • • 33 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com Enayat is.- Schneider _Schneider '' Smith i Engineering, Inc. SEISMIC Shear Wall: (seismic) Grid 5.7&5.8 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 28.5 28.5 28.5 28.5 A 120 683 lbs none OK m 8 28.5 28.5 28.5 28.5 B 120 683 lbs none OK .z C C Olbs D v D Olbs —I E E Olbs F F Olbs G G 0 lbs Lateral(plf): 206 201 134 67 A 372 768 lbs none OK co Trib Width: 42.5 42.5 42.5 42.5 8 372 768 lbs none OK nSheath#sides: 1 1 1 1 C 0 lbs Q: Plate Height: 8 8 8 8 co D 0 lbs Floor Depth: 2 1 1 1 E 0 lbs Wind or Seismic: seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb osb osb osb G 0 lbs Use: no no no no A 372 1753 lbs (2)-CS16 OK a, h Above Open: 8 372 1753 lbs (2)-CS16 OK c h Below Open: C 0 lbs co Total Wall Length: a D 0 lbs co Strap for Fmax: E 0 lbs Fmax: F 0 lbs check: G 0 lbs shear: 154 plf 303 plf 403 plf 453 plf A 372 3188 lbs HTT4 OK FRT adjustment: 1 1 1 1 8 372 3188 lbs HTT4 OK Shear adj for aspect ratio: 154 plf 303 plf 403 plf 453 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs CD _ 3 use 7/16"panel w/8d @ 4" E 0 lbs m2 use 7/16"panel w/8d @ 3" F 0 lbs .z 1 use 7/16"panel w/8d @ 2" G 0 lbs A O lbs 'Shear distribution is based on the proportional shear capacities of individual full height 8 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F O lbs G 0 lbs 34 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com N4,1 ` Enayat ► Schneider "' Smith y 1*` Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 5.11 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 23.58 23.58 23.58 23.58 A 120 1133 lbs CS16 OK B 28.5 28.5 28.5 28.5 B 120 986 lbs none OK C C Olbs c D v D 0lbs —.II E E 0 lbs F F Olbs G G 0 lbs Lateral(plf): 206 201 134 67 A 320 2521 lbs (2)-CS16 OK aai Trib Width: 46.5 46.5 46.5 46.5 B 372 1611 lbs CS16 OK m Sheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 8 8 8 8 co D 0 lbs a Floor Depth: 2 1 1 1 E 0 lbs Wind or Seismic: seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb osb osb osb G 0 lbs Use: no no no no A 320 4985 lbs CMST14 OK L. h Above Open: B 372 3313 lbs (2)-CS16 OK c h Below Open: C 0 lbs co Total Wall Length: c,, D 0 lbs a) Strap for F..: E 0 lbs o L. U_ Fmax: F 0 lbs check: G 0 lbs shear: 184 plf 363 plf 483 plf 543 plf A 320 7988 lbs HDU11 OK FRT adjustment: 1 1 1 1 B 372 5553 lbs HDU5 OK Shear adj for aspect ratio: 184 plf 363 plf 483 plf 543 plf C 0 lbs 1 4 use 7/16"panel w/8d @ 6" D 0 lbs 1 o' 3 use 7/16"panel w/8d @ 3" E 0 lbs m 2 use 7/16"panel w/8d @ 2" F 0 lbs 1 use 7/16"panel w/8d @ 2" G 0 lbs A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs G 0 lbs • • III • • • 35 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com *►,4I Enayat Schneider " Smith y 1 Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 5.12 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: Al 4 4 4 4 Force Tran 120 548 lbs none OK 1 A2 6.58 6.58 6.58 6.58 A2 0 lbs A3 A3 Olbs o -- A4 •,;r A4 Olbs -1 B B Olbs ro C C Olbs D 10.58 10.58 10.58 10.58 D #VALUE! Lateral(plf): 206 201 134 67 Force Tran 261 1332 lbs CS16 OK m Trib Width: 16.8 16.8 16.8 16.8 A2 0 lbs aSheath#sides: 1 1 1 1 A3 0 lbs Lo Plate Height: 9 9 9 9 c' A4 0 lbs Floor Depth: 2 1 1 1 B 0 lbs c5 Wind or Seismic: seismic seismic seismic seismic C 0 lbs OSB or Gypsum: osb osb osb osb D #VALUE! Use: yes yes yes yes Force Tran 261 2753 lbs (2)-CS16 OK u, 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 a A4 0 lbs o Strap for Fmax: CS16 CS16 CS16 CS16 B 0 lbs o o Fmax: 432 lbs 854 lbs 1,135 lbs 1,276 lbs C 0 lbs check: OK OK OK OK D #VALUE! shear: 164 plf 323 plf 430 plf 483 plf Force Tran 261 4493 lbs HTT5 OK FRT adjustment: 1 1 1 1 A2 0 lbs Shear adj for aspect ratio: 164 plf 323 plf 430 plf 483 plf A3 0 lbs 4 use 7/16"panel w/8d @ 6" <- A4 0 lbs c 3 use 7/16"panel w/8d @ 4" B 0 lbs m 2 use 7/16"panel w/8d @ 3" c 0 lbs o 1 use 7/16"panel w/8d @ 2" D #VALUE! Al O lbs *Shear distribution is based on the proportional shear capacities of individual full height A2 0 lbs wall segments per NDS 4.3.3.4 Exception 1 A3 0 lbs A4 0 lbs B 0 lbs C O lbs D 0 lbs 36 NDS 2012 SHEAR WALL CONNECTIONS III Select Wood Species: Douglas Fir G = .50 V Select Governing Load: Seismic V Select Seismic Design Category: D w 10d Toe Nail Capacity= 157 Pounds (From NDS Table 11N w/applicable factors) 16d Capacity= 226 Pounds (From NDS Table 11N w/applicable factors) Select Simpson Clip: LTP4 w 670 Pounds (From Simpson catalog w/ 133/160 increase) Select Bolt Diameter: 3/4 w 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. • • • 37 SHEARWALL SCHEDULE Blkg. Connection to Top Dbl. Blocking Mark Sheathing Description Nail Size Nail Spacing Plate of Shear Wall Sill Plate Attachment at all Simpson Panel Edges Field A35 Clips Toe Nails Upper Floor 1st Floor Edges 7/16" PLY = 240 plf 8d 6" 12" 32"oc 10d @ 6" oc 16d @ 6" oc 3/4" @ 48" oc Yes 7/16" PLY = 350 plf 8d 4" 12" 18" oc 10d @ 6" oc 16d @ 6" oc 3/4" © 48" oc Yes T 7/16" PLY=450 plf 8d 3" 8" 16" oc 10d @ 6" oc 16d @ 4" oc 3/4" © 48" oc Yes 7/16" PLY= 585 plf 8d 2" 8" 12" oc 10d @ 6" oc 16d @ 3" oc 3/4" @ 36" oc Yes 5 7/16" PLY = 629 plf(both sides of wall) 8d 4" 12" 12" oc 10d @ 6" oc 16d @ 4" oc 3/4" @ 36" oc Yes Reduce the values for Structural 1 plywood by 1 - (.5 - .43) = .93 for OSB over Hem Fir studs per Table 4.3A NDS SDPWS Shears are permitted to be increased to values for 15/32" sheathing with the same nailing. Per SDPWS 4.3.3.2.2 (exception), capacity of OSB and gyp can be added (100 plf for 5d at 7" and unblocked) 38 3141 Walnut Street,Suite 203A • Denver,Colorado 80205•720.904.1234• essdenver.com Enayat ► Schneider Smith r' Engineering, Inc. Wood Diaphram Deflection NDS 2015 - SECTION 4.2.2 Project: Fields Apartment Building 5-Roof, Perpendicular to Short Direction Project# 17154 Engineer: C.Thomson CHORD SPLICE REQUIREMENTS WITH 10d NAILS AND(2)2x6'S = 675.0 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= 208.50 ft depth of diaphram x= 10.00 ft average chord splice length(typically 8'to 16') Mx= 283,838 ft-lbs maximum SERVICE moment at shear wall support for cantilever T=C= 1361 lbs moment couple at each joint(axial force) n= 12 number of 10d needed on each side of splice USE(12)10d MIN DIAPHRAGM DEFLECTION FROM STRENGTH LEVEL FORCES =5 L3/(8EAW)+0.25*' *L/(1000Ga)+_(x"c)/(2W) [NDS SDPWS 4.2.2.] Diaphragm deflected shape Cantilever V will effect first term of equation 11111 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,15/3; 10d diameter= 0.148 in used to determine nail slip modulus(NDS 10.3.6) Nail slip modulus(10d)= 10,249 lbs/in/nail =180,000 D1•5(NDS 10.3.6) 0.032 in diaphragm chord splice slip(NDS SDPWS table C4.2.2D),equation uses a minimum of(12)10d nails chord deformation= 0.080 in first term of equation 4.2.2 MULTIPLIED BY 15 FOR CANTILEVER CONDITION shear,panel shear,nail slip= 0.58 in second term of equation 4.2.2 chord splice slip= 0.0046 in third term of equation 4.2.2(accounts for both tension&compression chord) TOTAL CANTILEVER DEFL= 0.67 inches • 39 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com • ' ► Enayatle- viA 40„ Schneider :" Smith '�' Engineering, Inc. Wood Diaphram Deflection NDS 2015 - SECTION 4.2.2 Project: Fields Apartment Building 5-Level 4 Perpendicular to Short Direction Project# 17154 Engineer: C.Thomson CHORD SPLICE REQUIREMENTS WITH 10d NAILS AND(2)2x6'S . = 660.0 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= 208.50 ft depth of diaphram x= 10.00 ft average chord splice length(typically 8'to 16') Mx= 277,530 ft-lbs maximum SERVICE moment at shear wall support for cantilever T=C= 1331 lbs moment couple at each joint(axial force) n= 11 number of 10d needed on each side of splice USE(12)10d MIN DIAPHRAGM DEFLECTION FROM STRENGTH LEVEL FORCES 0=5vL3/(8EAW)+0.25*v*L/(1000Ga)+ (x/\c)/(2W) [NDS SDPWS 4.2.2.] 0 Diaphragm deflected shape Cantilever will effect first term of equation Load factor= 1.43 factor to convert service forces to strength forces(1.43 for seismic, 1.67 for wind) A= 8.25 in2 area of chord(only use one top plate,2nd plate is the splice plate) Ga= 8.50 k/in diaphragm shear stiffness NDS SDPWS table 4.2A,4.2B,4.2C 10d diameter= 0.148 in used to determine nail slip modulus(NDS 10.3.6) Nail slip modulus(10d)= 10,249 lbs/in/nail =180,000 D1.5(NDS 10.3.6) / 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 c'shear,panel shear,nail slip= 0.81 in second term of equation 4.2.2 chord splice slip= 0.0045 in third term of equation 4.2.2(accounts for both tension&compression chord) TOTAL CANTILEVER DEFL= 0.89 inches 40 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com *►A41, 111/Enayat ► Schneider Smith ! " Engineering, Inc. Wood Diaphram Deflection NDS 2015 - SECTION 4.2.2 Project: Fields Apartment Building 5-Level 3 Perpendicular to Short Direction Project# 17154 Engineer: C.Thomson CHORD SPLICE REQUIREMENTS WITH 10d NAILS AND(2)2x6'S = 440.0 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= 208.50 ft depth of diaphram x= 10.00 ft average chord splice length(typically 8'to 16') Mx= 185,020 ft-lbs maximum SERVICE moment at shear wall support for cantilever T=C= 887 lbs moment couple at each joint(axial force) n= 8 number of 10d needed on each side of splice USE(12)10d MIN DIAPHRAGM DEFLECTION FROM STRENGTH LEVEL FORCES =5'.L3/(8EAW)+0.25*' *L/(1000Ga)+-(x/`,c)/(2W) [NDS SDPWS 4.2.2.] Diaphragm deflected shape cantilever v will effect first term of equation • Load factor= 1.43 factor to convert service forces to strength forces(1.43 for seismic, 1.67 for wind) A= 8.25 in' area of chord(only use one top plate,2nd plate is the splice plate) G = 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 D15(NDS 10.3.6) c= 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 H shear,panel shear, nail slip= 0.54 in second term of equation 4.2.2 chord splice slip= 0.0030 in third term of equation 4.2.2(accounts for both tension&compression chord) TOTAL CANTILEVER DEFL= 0.59 inches • 41 3141 Walnut Street,Suite 203A • Denver,Colorado 80205•720.904.1234• essdenver.com • Enayat A ► Schneider Smith y i Engineering, Inc. Wood Diaphram Deflection NDS 2015 - SECTION 4.2.2 Project: Fields Apartment Building 5-Level 2 Perpendicular to Short Direction Project# 17154 Engineer: C.Thomson CHORD SPLICE REQUIREMENTS WITH 10d NAILS AND(2)2x6'S = 220.0 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= 208.50 ft depth of diaphram x= 10.00 ft average chord splice length(typically 8'to 16') Mx= 92,510 ft-lbs maximum SERVICE moment at shear wall support for cantilever T=C= 444 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 =5t L3/(8EAW)+0.25`'.*L/(1000Ga)+,_(x'',c)/(2W) [NDS SDPWS 4.2.2.] • Diaphragm deflected shape Cantilever Vwill effect first term of equation Load factor= 1.43 factor to convert service forces to strength forces(1.43 for seismic, 1.67 for wind) A= 8.25 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 D1'5(NDS 10.3.6) 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= 0.27 in second term of equation 4.2.2 chord splice slip= 0.0015 in third term of equation 4.2.2(accounts for both tension&compression chord) TOTAL CANTILEVER DEFL= 0.30 inches al 42 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com Enayat ► • Schneider '' Smith y 1 Engineering, Inc. Project:17154 Fields Multifamily Bldg 5 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 nail spacing=6"oc Shear Wall ID v(plf) b(ft) h(ft) Term 1(in.) Term 2(in.) Term 3(in.) Total Deflection(in.) A 176 10.75 9 0.005 0.206 0.150 0.360 B 176 22.67 9 0.002 0.206 0.071 0.279 C 176 16.50 9 0.003 0.206 0.097 0.306 D 176 9.58 9 0.006 0.206 0.168 0.379 E 176 19.25 9 0.003 0.206 0.083 0.292 F 176 14.58 9 0.004 0.206 0.110 0.320 G 176 18.00 9 0.003 0.206 0.089 0.298 III H 176 10.75 9 0.005 0.206 0.150 0.360 I 179 10.75 9 0.005 0.209 0.150 0.364 J 179 14.67 9 0.004 0.209 0.110 0.323 K 179 18.00 9 0.003 0.209 0.089 0.302 L 179 19.25 9 0.003 0.209 0.083 0.296 M 179 8.75 9 0.006 0.209 0.184 0.399 N 179 22.67 9 0.002 0.209 0.071 0.283 O 179 15.00 9 0.004 0.209 0.107 0.320 P 179 10.75 9 0.005 0.209 0.150 0.364 Average Shear Wall Deflection: 0.328 2x Shear Wall Defl(to compare with diaphragm deflection) 0.66 Diaphragm Defl(from other spreadsheet) 0.67 Approximately equal deflections,diaphragm is rigid III 43 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com ,,,,, • Enayat ► Schneider '� Smith ►1 Engineering, inc. Level 4 Average Corridor Shear Wall Deflections based on 3-Term NDS Shear Wall Deflection Equation using shear wall nail spacing=4"ac and 3"oc Shear Wall ID v(plf) b(ft) h(ft) Term 1(in.) Term 2(in.) Term 3(in.) Total Deflection(in.) A 347 10.75 9 0.010 0.319 0.150 0.478 B 347 22.67 9 0.005 0.319 0.071 0.394 C 347 16.50 9 0.007 0.319 0.097 0.423 D 347 9.58 9 0.011 0.319 0.168 0.498 E 347 19.25 9 0.006 0.319 0.083 0.408 F 347 14.58 9 0.008 0.319 0.110 0.436 G 347 18.00 9 0.006 0.319 0.089 0.414 H 347 10.75 9 0.010 0.319 0.150 0.478 I 354 10.75 9 0.010 0.268 0.150 0.428 J 354 14.67 9 0.008 0.268 0.110 0.385 K 354 18.00 9 0.006 0.268 0.089 0.363 L 354 19.25 9 0.006 0.268 0.083 0.357 M 354 8.75 9 0.013 0.268 0.184 0.464 N 354 22.67 9 0.005 0.268 0.071 0.344 O 354 15.00 9 0.007 0.268 0.107 0.382 P 354 10.75 9 0.010 0.268 0.150 0.428 Average Shear Wall Deflection: 0.418 • 2x Shear Wall Defl(to compare with diaphragm deflection) 0.84 Diaphragm Defl(from other spreadsheet) 0.89 Approximately equal deflections,diaphragm is rigid 44 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com Enayat ► Schneider 4" • Smith y 1 Engineering, Inc. Level 3 Average Corridor Shear Wall Deflections based on 3-Term NDS Shear Wall Deflection Equation using shear wall nail spacing=3"oc Shear Wall ID v(plf) b(ft) h(ft) Term 1(in.) Term 2(in.) Term 3(in.) Total Deflection(in.) A 462 10.75 9 0.014 0.349 0.150 0.512 B 462 22.67 9 0.006 0.349 0.071 0.427 C 462 16.50 9 0.009 0.349 0.097 0.456 D 462 9.58 9 0.015 0.349 0.168 0.532 E 462 19.25 9 0.008 0.349 0.083 0.440 F 462 14.58 9 0.010 0.349 0.110 0.470 G 462 18.00 9 0.008 0.349 0.089 0.447 H 462 10.75 9 0.014 0.349 0.150 0.512 I 470 10.75 9 0.014 0.355 0.150 0.519 J 470 14.67 9 0.010 0.355 0.110 0.475 K 470 18.00 9 0.008 0.355 0.089 0.453 L 470 19.25 9 0.008 0.355 0.083 0.447 M 470 8.75 9 0.017 0.355 0.184 0.556 N 470 22.67 9 0.007 0.355 0.071 0.433 O 470 15.00 9 0.010 0.355 0.107 0.472 P 470 10.75 9 0.014 0.355 0.150 0.519 Average Shear Wall Deflection: 0.479 2x Shear Wall Defl(to compare with III diaphragm deflection) 0.96 Diaphragm Defl(from other spreadsheet) 0.59 diaphragm is rigid 0 45 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com )10.44.i„ EnayatIII �► 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 nail spacing=2"oc,HDU11 holdowro Shear Wall ID v(plf) b(ft) h(ft) Term 1(in.) Term 2(in.) Term 3(in.) Total Deflection(in.) A 519 10.75 9 0.015 0.318 0.164 0.497 B 519 22.67 9 0.007 0.318 0.078 0.403 C 519 16.50 9 0.010 0.318 0.107 0.434 D 519 9.58 9 0.017 0.318 0.184 0.519 E 519 19.25 9 0.009 0.318 0.092 0.418 F 519 14.58 9 0.011 0.318 0.121 0.450 G 519 18.00 9 0.009 0.318 0.098 0.425 H 519 10.75 9 0.015 0.318 0.164 0.497 I 529 10.75 9 0.016 0.324 0.164 0.503 J 529 14.67 9 0.011 0.324 0.120 0.455 K 529 18.00 9 0.009 0.324 0.098 0.431 L 529 19.25 9 0.009 0.324 0.092 0.424 M 529 8.75 9 0.019 0.324 0.201 0.544 N 529 22.67 9 0.007 0.324 0.078 0.409 O 529 15.00 9 0.011 0.324 0.117 0.452 P 529 10.75 9 0.016 0.324 0.164 0.503 Average Shear Wall Deflection: 0.460 2x Shear Wall Defl(to compare with IIIdiaphragm deflection) 0.92 Diaphragm Defl(from other spreadsheet) 0.30 diaphragm is rigid S 45a PROJECT ase-Qcu 3141 Walnut Street,Suite 203AEnaE Y Denver,Colorado 00205 PROJECTII BY Schneider ; 04- [72019041234 Smith , TATE PAGE • Engineering, Inc. 10".0 SIY AllAt 1<'(1,0 140t Vij oar L41 0 _ i y i26.o to3-. ' ( V POO fat 2,r6D5 1 /.._ /4-1 ono `t .., . __ • CHECKED BY: DATE: 46 PROJECT y ie,,4' 3141 Walnut Street,Suite 20311 nayat = Denver,Colorado 00205 PROJECT 111 7 ( BY • Schneider [1201904-1234 Smith ��� DATE f`L1 01 ' PAGE Engineering, Inc. al r6C-7......... r .l-r. C — ✓12 cur- t" ( t,.irs4fo � Q (so iretfiewn.e,e - 4'.LJ c :lQ) n �} / - . W rA.J J(. f 4`31?yr" // E . . i / ���2r az,!J`r\9.ti�'�J � � f alG C`.1. "i 6. •� � l�� � •'�'+<;���. .�1 �f�"��,..1; •(v) 2_601 t 11/1-Mil) el 6.1(11 /12-0'11 )11 011:10( est(7)(5( (d) t6/P-6 S-;C(PA) r ; Ccs xy4 71( l o �/� ( UTA3 `' If a gf12.:....'t(j.41.E4.•( (v 1. ...�..2 f • \ tAin't o er I, 1-11T5, H 411 Y r �t 14-1 6)045{5 e_ 2 J t`-4(m.)1 A .t tAialge . tot� (rte:►.9.0 t i 140. bwol f<LTP q .. • o .�(t)wOLtP..tl......... V\ p ` Int)0 rJ .;01e, �E BATE: 47 PROJECT Re irtA ip ad< Anr.St,,r.*/J ... A 4,/ 3141 Walnut Street,Suite 203A EnayatDenver,Colorado 80205 PROJECT 11 1-7-1�4-1 BY 11201904-1234 Schnei • Schneider Smith , BATE 11".I Z O(Y. PAGE Engineering, Inc. 1767111'411 kcio;ts,i( 0 Wo-....,, � = —Q1C41 U "Z OZU,0 _ T 7, -moi � 0` x4/ O"X2r0 o owcie I {,�`.CA a-oe.ft 4.4� 2--4G(11/.(.I.IM- p 't x 0.A.0 i �z IJ _ 7 11�<<1� to `f- 20`' HMA Lt o • o c:e tovi 0„,etk Co.r•eo-tr af3c .2-ski( .t r Q.(p) ` `:1..: rPQT.d v‘c PGS- OLQ ‘-i1.(..I Q.pac-Y b. ce) 7 ) 1"I ��z p t'.�?1T lPCtiCi\i. 4- 11.15 e1'. .4 ` '(/\O A 1-1"0“..0 O'1 j 6)( . -A CHECKED DY: sc•k 11-0 ( ' " -tOtt t` 2 q DATE: 48 PROJECT Cie--teko AVD-Cttriw *IA Aie 3141 Walnut Street,Suite 203A LT- Enayat ;- Oenver,Colorado 80205 PROJECT# �� BY • Schneider 1� [1200041234 Smith y DATE sit 0 I PAGE Engineering, Inc. 4 eAine4,641 a C*"A`v4A.k0 (,r. o _ PrOvY1 ( ... .t .tn..0 1441..31...x.- . q-2k-L.t t! Vt., r 2.6, 0 ? "fi r ti','" (1 n) 1 'Fs: . �cr t 0 O • O CHECKED DY: DATE: FIELDS APARTMENTS ESS NO.: 17154 • • Roof Framing Design • • • • 49 . 1 5.2 •5. :► :� :, �. 315•4 5.9, . 10� <R 3> <RB4> <RB3> <RB4> <RH1<RH3<RH2> n - n <RH1> <RH1> --A—A ,y" <RH1 <RH1> • n n <RH1> <RHI> - A A <RH2<RH3>RH1> C0 CO CC CC W CC In ill`— —.�, ,'...v v � " v �1 v i 'Y<RH1>. v v 1 r' x n - = .�<RH2 <RH2>' u) <RH2> .n ( < �.. - n — � ^ ce LO CC x {{ RH2> <RH2 _ _ _ A A v '?v v v v n LOx RH6> <GT> g -- v x it— tea w a A re 1 1 N NM r. . o t x Ct V <R85^ �<,GT> <GT> <GT> I Wan' n GT>! l <GT> <GT> '.`'' •GT> <GT> <GT> <GT> <R n -- C ....._ril._ ' BS CV in .� I w - n ��" -F G - - 1- ti--' �L� --:- + -fie ba« n 1 ^ MN I� <fGT>� <R61> H� � -I.<GT>v �U' _._.I <GT> I T><R61>' -- - CO" A A <RRB5> } <GT> <GT> <GT <GT> <GT> <GT> 1tk. <GT> <GT> GT> <RB Tr 1,...) r„ . . K .,...s IX - C9 _ Apl 0 0_ A A xn E ^ n n v v A LO CC \ v _ cc RH2 RH2> <RH2> <RH2> � <RH2> <RH2> A (--- \I v mm <RH2>! <, �n _ <RH2>i � ,I ,^� ." ' � <I 5. D : �_ � — —m _ -- — V <RHt"<RH3>RH2A v—v <RH1> <RH1> 'i v v IX WM:.� \ j <RH1> -RH1> - v—v <RH1> <RH1> v v } <RH2<RH3<RH1> <R84> <RB3> <RB4> <R:3> Building 5- Roof • 50 . E S E DENVER PROJECT Enayat Schneider,Engineering,Inc. 1 .., IiPROJECIii . 111S L-1 BY 0-7 A. SSE OMAHA .-- 3141 Walnut Street Denver,Colorado 90205 SSI HAMS1 [1201 904-1234 W ESE DENVER Y , DATE lLlanPAGE ESSPORILAND • ›ePA L-0(Act `..- 7-0 riP .1.E.25=rd t21.-4- Y 1-,2 LAI I, -40(.04 LIA3-4"' r.t,l..2-, -- PlIG '. 2-qP -kYlvv.\ 1- k,,ct, : tot,;'.-.. 1 1:f1.) 1 611,.0 c -----. 1 41-0 V-1.1 . : 1.1.-kAdvi o eit.\0\ 4-.1-v\, (,0-1 L v.,., ---i------------/ (kir/:,f-to -‘0-v-N 1,,,LtAx4 vt..,,, wiyyt'- (442)- '?),',G.e..tk, - --- tQ . i lk,!cy.,,.. - ck --10.n. ,,_)- ILI ,TD' fr --Siir4(2 15/Zi z 1-M 0 (VALO tilint *tkAd , 0 ...... o ,A----- (.0, Z V-, ----*----\'A)2-N,(0• 40 v\--\ 1.A.A.Ark ittt- U6-1. _..._- - -- , (t) ,i As V-k•Th ili.v•CI ., V,‘-k.S, P c S'Ot (A7 .•to tr. 4''''' Ac ( 'I -c't,VA -- ( .1 -- - — --------7-41) •.1,(v 4-Avu5 -P,,--(?,-,.r. udi,:• 1-...Iff, .-...(.3/1)i'- . t()4- ------- (6 2,':kl,t., [Ana, .4I:kot 0 RW401-- (0'1 itfito..LA„Y, zel.l . 1.Loll - 1-4-.V -(2)7. A. 0- Az , ..lett rwev--- (,(bk i-,. : :' - - • -- - ---s,) (0)(itu, --(0-w, 5.4.,,,tof kA_ Li--• ,Itc.,-,-(2-(3'1 fz-- '.-- AF-,_0' Q-. --------- 6)i'2--Yt,-e2 vo '---x-N5e.4A--‘cl , ti. r G).-i- oprt e ‘tf\n't.. er,..Ar, , \/, (s) _uf\ck rail 7.-- ,11,-\4. '--. 0 1 V i 'i 'frS,17-L.;--'Li (i' 14- 4---L f ..--Y(.1) '*,11-1frkeI ,C.Ski_. 1.4....61.0 *3" M,L342:12:20„,S14:1-, gli i 0,9-2‘1,-!-. .0_,e-TX v-yv-1 ri- ., 2 5;.4„, • , . CHECKED BY: G S k ... -7-1---71)-12)rbt.Cp ..iVi-A 544:A;A1‘,4s OAT ,,,•°' -/` 51 ESE DENVER PROJECT ReIck kourktivvAij * 14 Enayat Schneider,Engineering,Inc. PROJECT#" I G SSE OMAHA 1 3141 Vialm9 Sum Denver,Colorado 10205 SSI DALLAS [7201 904-1234 ESE DENVER Y DATE 1\1c1)(2-01 PAGE ESS PORTLAND v4va (2,•61, P-Vto" GT çA 11-4-,S1 cd K . a. tsm 02_ €LATT-t-tzt—iist LAAt 2t.0?- g.9-A 210" RAr)d g (2) ``t-Cp pc.)`T;rt 0 r RAt-k UE 't IR (2-Y4N(1?- 6. •• 02_ orla (2 `Z.:•IC (10q1 Rvt,217 gcs 4o - e tAkd I, Z 44. 4 2-14 ex\el (\o/1 I,`-t V4, A.Ar..c,1 • s- - (2)s 1/4f cp 611y-ctei [1 o,vek-kr,y 5pm 9,451 (OS rA),-if 2orge.)(4'f,T6 `)(.' ,19.) Nr-jsu, Ltoevs 5.4)tmel oun 4 20-0('d4?)(2-4 .1C42-) 122;114 eAanSi-tf4(A-4-,‘vi 6.)twei\te, (,1/4*(4 /(e ,Lb -ck C-IT ° •eAcA rY-1 . ry4Z ,3t1 CHECKED BY: DATE: 52 ESE DENVER PROJECT Vi da0 P4I6 ................. Enayat Schneider,Engineering,Inc. BY Qr SSE OMAHA ;a- 3141 Walnut Street Denver,ColaPROJECT#tado 00205 SSI DALLAS []201 B04-1234 ESEDENVER 1' BATE 12,71 PAGE ESS PORTLAND .41,m ov-t s ,ecRozovver...4- - zooe vic.p51- Adikozic . (zo yv2, ftfrt 0 (11,,c -Nowt:4 6pb.ArA', . A (?..!/ )(2') 71%11- r ?4,0 Lb t Vt vJ 04.S c.0 v‘x 12) 1- hecynex-- (2v ) o vo.,(tnbut\o* %Ov -tpa-Les4) Wftet ea)t- 160.TZ. HR(Ass, 6/1 - 0 cow' ...oy-k ______ovtArr\c Y;0\ne 62, (&)tAl 4.- 4:7? 755. 'el- IAg cAu ? le° ‘1\11A-4(‘Cf- 0 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)\Calculations\General Apartments Design1Apartments Framing Design.ecf ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH1 L=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-Pill 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade :MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Completely Unbraced D(0.29)S(0.3625) A A A A A xx a 2-1.75x7.25 4;1`i Span=7.0ft F i. 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=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+0.750S+H 1.992 1.992 +D+0.60W+H 1.041 1.041 +D+0.70E+H 1.041 1.041 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 54 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12 44P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesigntApartments 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+0.7505+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 44P Wood Bea CTl 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: RH1 Lr 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-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade :MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Completely Unbraced D(0.72)S(0.89) D(0.29)S(0.3625) 8 5 8 b xY. ;,, 2-1.75x7.25 011;1,1 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=14.50 ft Point Load: D=0.720, S=0.890 k @ 3.50 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.912 1 Maximum Shear Stress Ratio = 0.492 : 1 Section used for this span 2-1.75x7.25 Section used for this span 2-1.75x7.25 fb:Actual = 2,684.57 psi fv:Actual = 161.20 psi FB:Allowable = 2,943.88 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.500ft Location of maximum on span = 6.412 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.146 in Ratio= 576>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.264 in Ratio= 317>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.115 3.115 Overall MINimum 1.714 1.714 +D+H 1.401 1.401 0 +D+L+H 1.401 1.401 +D+Lr+H 1.401 1.401 +D+S+H 3.115 3.115 +D+0.750Lr+0.750L+H 1.401 1.401 +D+0.750L+0.7505+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 44P ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments DesignlApartments 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: RH1 L=7'0"with GT Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.60W+H 1.401 1.401 +D+0.70E+H 1.401 1.401 +D+0.750Lr+0.750L+0.450W+H 1.401 1.401 +D+0.750L+0.7505+0.450W+H 2.686 2.686 +D+0.750L+0.750S+0.5250E+H 2.686 2.686 +0.60D+0.60W+0.60H 0.841 0.841 +0.600+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 • 1111 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 57 3141 Walnut St.Suite 203A Project Descr: Printed 22 MAR 2018,11 44AM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ecf ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 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-PM 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(0.3366)S(0.42075) X b 8 b b ox 2-2x8 Span = 5.0 ft 410 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=16.830 ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.884 1 Maximum Shear Stress Ratio = 0.482 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 1,087.37 psi fv:Actual = 99.74 psi FB:Allowable = 1,229.40 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.039 in Ratio= 1536>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.071 in Ratio= 848>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.905 1.905 Overall MINimum 1.052 1.052 +D+H 0.853 0.853 +D+L+H 0.853 0.853 +D+Lr+H 0.853 0.853 • +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 2018,1144A 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: RH2 L=5'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.853 0.853 +D+0.750L+0.750S+0.450W+H 1.642 1.642 +D+0.750L+0.750S+0.5250E+H 1.642 1.642 +0.60D+0.60W+0.60H 0.512 0.512 +0.60D+0.70E+0.60H 0.512 0.512 D Only 0.853 0.853 Lr Only L Only S Only 1.052 1.052 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 59 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.12 44P OWood Beam ts12017117154(Fields Apartments-Otak)\Calculations\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: RH1 L=7'0"with GT CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2600 psi Ebend-xx 1900 ksi Fc-PrIl 2510 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750 psi Wood Grade :MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42 pcf Beam Bracing : Completely Unbraced D(0.72)S(0.89) D(0.29)S(0.3525) 8 b 8 8 8 xx (X i.fY 2-1.75x725 ;,, Span=7.Oft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, 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+0.7505+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 2018,12:44PM Wood Beam ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments DesignlApartments Framing Design.ec€ ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 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 12:44PM Wood Beam ts12017117154(Fields Apartments-Otak)lcalculations\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: 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 I BC 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 31.2pcf Beam Bracing : Completely Unbraced D(0.29)S(0.3625) 8 0 8 0 b x x 2-2x6 Span=2.50 ft OH Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=14.50 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.303 1 Maximum Shear Stress Ratio = 0.229 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 406.66 psi fv:Actual = 47.34 psi FB:Allowable = 1,340.24 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio= 6230>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.009 in Ratio= 3442>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.820 0.820 Overall MINimum 0.453 0.453 +D+H 0.367 0.367 +D+L+H 0.367 0.367 +D+Lr+H 0.367 0.367 • +D+S+H 0.820 0.820 +D+0.750Lr+0.750L+H 0.367 0.367 +D+0.750L+0.7505+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 2018,1244P ts12017117154(Fields Apartments-Otak)1Calculations\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: 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 +0.60D+0.70E+0.60H 0.220 0.220 D Only 0.367 0.367 Lr Only L Only S Only 0.453 0.453 W Only E Only H Only • • 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 2018.12:45PM Wood Beam ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments DesignlApartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 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 1,600.0ksi 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 t b D(0.04))S(0.05) x 8 x 1411 2-2x821P1 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=0.020, S=0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.216 1 Maximum Shear Stress Ratio = 0.092 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 264.88 psi fv:Actual = 19.02 psi FB :Allowable = 1,224.25 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.500ft Location of maximum on span = 6.412 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio= 4712>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.034 in Ratio= 2487>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.331 0.331 Overall MINimum 0.175 0.175 +D+H 0.156 0.156 +D+L+H 0.156 0.156 +D+Lr+H 0.156 0.156 0 +D+S+H 0.331 0.331 +D+0.750Lr+0.750L+H 0.156 0.156 +D+0.750L+0.7505+H 0.288 0.288 +D+0.60W+H 0.156 0.156 +D+0.70E+H 0.156 0.156 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 64 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018..1245P 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=T0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.156 0.156 +D+0.750L+0.7505+0.450W+H 0.288 0.288 +D+0.750L+0.750S+0.5250E+H 0.288 0.288 +0.60D+0.60W+0.60H 0.094 0.094 +0.60D+0.70E+0.60H 0.094 0.094 D Only 0.156 0.156 Lr Only L Only S Only 0.175 0.175 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering, Inc. Engineer: C.Thomson Project ID: 17154 65 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018.1245PM IP Wood Beam ENERCALC, (Fields Apartments-Otak)1CalculationsI General Apartments DesignlApartments Framing Design.ecf ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 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-Prll 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625 psi 180 psi Wood Grade Fv No.2 Ft 575 psi Density 31.2 pcf Beam Bracing : Completely Unbraced D(o.04)S(0.05) b b 8 b b 2-2X6 ,411 Span=3.0ft 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=2.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.062 1 Maximum Shear Stress Ratio = 0.043 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 83.52 psi fv:Actual = 8.94 psi FB:Allowable = 1,339.10 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.001 in Ratio= 26138>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.003 in Ratio= 13966>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.140 0.140 Overall MINimum 0.075 0.075 +D+H 0.065 0.065 +D+L+H 0.065 0.065 +D+Lr+H 0.065 0.065 • +D+S+H 0.140 0.140 +D+0.750Lr+0.750L+H 0.065 0.065 +D+0.750L+0.750S+H 0.122 0.122 +D+0.60W+H 0.065 0.065 +D+0.70E+H 0.065 0.065 Enayat Schneider Smith Project Title: Fields Apartments Engineering, Inc. Engineer: C.Thomson Project ID: 17154 66 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 1245PM Wood Beans ts12017117154(Fields Apartments-Otak)1Calculations1General Apartments DesignlApartments Framing Design.ec€ ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 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 +0.600+0.60W+0.60H 0.039 0.039 +0.600+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 411 WOOCI Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH6 L=3'0" 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 31.2pcf Beam Bracing : Completely Unbraced D(0.35)S(0.4375) b a n o X 2-2x6 ;11 Span=3.0 ft F .i III Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=17.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.527: 1 Maximum Shear Stress Ratio = 0.365 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 706.08 psi fv:Actual = 75.59 psi FB:Allowable = 1,339.10 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 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 . +D+S+H 1.187 1.187 +D+0.750Lr+0.750L+H 0.530 0.530 +D+0.750L+0.750S+H 1.023 1.023 +D+0.60W+H 0.530 0.530 +D+0.70E+H 0.530 0.530 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 68 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.1245P ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments DesignlApartments 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: 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+0.7505+0.450W+H 1.023 1.023 +D+0.750L+0.750S+0.5250E+H 1.023 1.023 +0.60D+0.60W+0.60H 0.318 0.318 +0.60D+0.70E+0.60H 0.318 0.318 D Only 0.530 0.530 Lr Only L Only S Only 0.656 0.656 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 69 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018 12 IIIVA,fr7od Beam ts12017117154(Fields A artments-OtakCalculations1General Apartments Design\Aartmencs Framing Design.ec€ ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RB1 L=8'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination 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(0.35)S(0.4375) 8 0 a b x x 2-1.75x24 Span=8.50 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=17.50 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.116: 1 Maximum Shear Stress Ratio = 0.100 : 1 Section used for this span 2-1.75x24 Section used for this span 2-1.75x24 fb:Actual = 261.91 psi fv:Actual = 32.84 psi FB:Allowable = 2,260.41 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio= 15118>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.013 in Ratio= 8145>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.451 3.451 Overall MINimum 1.859 1.859 +D+H 1.592 1.592 +D+L+H 1.592 1.592 +D+Lr+H 1.592 1.592 • +D+S+H 3.451 3.451 +D+0.750Lr+0.750L+H 1.592 1.592 +D+0.750L+0.750S+H 2.986 2.986 +D+0.60W+H 1.592 1.592 +D+0.70E+H 1.592 1.592 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 70 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12''45PM Wood Beam ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments DesignlApartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RB1 L=8'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 1.592 1.592 +D+0.750L+0.750S+0.450W+H 2.986 2.986 +D+0.750L+0.750S+0.5250E+H 2.986 2.986 +0.60D+0.60W+0.60H 0.955 0.955 +0.60D+0.70E+0.60H 0.955 0.955 D Only 1.592 1.592 Lr Only L Only S Only 1.859 1.859 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 71 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.12 45P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.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 1,600.0ksi 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 bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.1266)S(0.15825) b b d b X 2x12 Y III Span=6.0 ft X11 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=6.330 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.489: 1 Maximum Shear Stress Ratio = 0.258 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 492.38 psi fv:Actual = 53.35 psi FB:Allowable = 1,007.12 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.016 in Ratio= 4417>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.030 in Ratio= 2422>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.866 0.866 Overall MINimum 0.475 0.475 • +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 2018.12:45PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ecf ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RB2 L.6'0" 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 +0.60D+0.60W+0.60H 0.234 0.234 +0.60D+0.70E+0.60H 0.234 0.234 D Only 0.391 0.391 Lr Only L Only S Only 0.475 0.475 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 73 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.12 45P Wood B@aI11 ts12017\17154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 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-PrIl 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.09)S(0.1125) '5 b '5 b b X 3-1.75x11.25 e41;1`1 III � Span=21.Oft -I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=4.50 ft DESIGN SUMMARY Design 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 = 2,981.87psi 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 2018,12.45PM ts12017117154(Fields Apartments-Otak)1CalculationstGeneral Apartments DesgnlApartments Framing Desgn.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: 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+0.750S+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 11 Wood Beam ENERCALC, 01 711 7 1 5 4(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ecf ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 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 31.2pcf 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 P b b b x ) ) 2-2x12 141* Span = 10.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=4.50 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.55a 1 Maximum Shear Stress Ratio = 0.201 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 574.73 psi fv:Actual = 41.71 psi FB:Allowable = 1,029.82 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.375ft Location of maximum on span = 9.848 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.060 in Ratio= 2160>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.111 in Ratio= 1158>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.128 1.128 Overall MINimum 0.605 0.605 S +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 2018,1245P Wood Beamts12017117154(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: RB4 L=10'9" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 0.977 0.977 +D+0.60W+H 0.523 0.523 +D+0.70E+H 0.523 0.523 +D+0.750Lr+0.750L+0.450W+H 0.523 0.523 +D+0.750L+0.750S+0.450W+H 0.977 0.977 +D+0.750L+0.750S+0.5250E+H 0.977 0.977 +0.60D+0.60W+0.60H 0.314 0.314 +0.600+0.70E+0.60H 0.314 0.314 D Only 0.523 0.523 Lr Only L Only S Only 0.605 0.605 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 77 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.1245PM Wood Beamts12017117154(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 l=8'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-Prll 1350 psi Eminbend-xx 580ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Completely Unbraced D(1.2)S(1.2) x x , 3-2x12 3-2x12 Span=5.Oft Span=3.Oft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 2 Point Load: D=1.20, S=1.20 k@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.ec€ ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee Enayat Schneider Engineering Inc Description: RB51=8'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750Lr+0.750L+0.450W+H -0.720 1.920 +D+0.750L+0.750S+0.450W+H -1.260 3.360 +D+0.750L+0.750S+0.5250E+H -1.260 3.360 +0.60D+0.60W+0.60H -0.432 1.152 +0.60D+0.70E+0.60H -0.432 1.152 D Only -0.720 1.920 Lr Only L Only S Only -0.720 1.920 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 79 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 45P Wood Beam ts12017117154(Fields Apartments-Otak)1CalculationslGeneral Apartments DesignlApartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: High Roof Joists CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.04)S(0.05) b b b b b 2x12 Span= 12.670 ft F .1 111 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.689 1 Maximum Shear Stress Ratio = 0.218 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 712.75 psi fv:Actual = 45.04 psi FB:Allowable = 1,035.00 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.335ft Location of maximum on span = 11.745 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.102 in Ratio= 1484>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.192 in Ratio= 792>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.593 0.593 Overall MINimum 0.317 0.317 +D+H 0.277 0.277 +D+L+H 0.277 0.277 +D+Lr+H 0.277 0.277 • +D+S+H 0.593 0.593 +D+0.750Lr+0.750L+H 0.277 0.277 +D+0.750L+0.750S+H 0,514 0.514 +D+0.60W+H 0.277 0.277 +D+0.70E+H 0.277 0.277 Enayat Schneider Smith Project Title: Fields Apartments Engineering, Inc. Engineer: C.Thomson Project ID: 17154 80 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 45P ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments 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: 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 2018.1245PM General Beam Anal $IS ts12017117154(Fields Apartments-Otak)lcalculations1General Apartments DesigMApartments Framing Design.ecf y ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Long Span GT L=28.5' General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 28.50 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 D(0.78)S(0.975) 1 D(0.04)S(0.05) X Span =28.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=2.0 ft Point Load: D=0.780, S=0.9750 k @ 5.330 ft DESIGN SUMMARY Maximum Bending = 14.413 k-ft Maximum Shear= 2.709 k Load Combination +D+S+H Load Combination +D+S+H • Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 10.545ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.411 in 833 Max Upward Transient Deflection 0.007 in 51013 Max Downward Total Deflection 0.739 in 462 Max Upward Total Deflection 0.003 in 106277 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 28.50 fl 1 14.41 14.41 2.71 +D+H Dsgn.L= 28.50 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+0.750 Lr+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 ill+ Dsgn.L= 28.50 ft 1 12.41 12.41 2.33 D+0.750 L+0.750 5+0.5250 E+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 General Beam Analysis ts12017117154(FieldsApartments-Otak)1CalculationslGeneralApartments DesignlApartmentsFraming Design.ec€ y ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Long Span GT L=28.5' 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+0.7505+0.5250E+H 2.333 1.387 +0.60D+0.60W+0.60H 0.722 0.430 +0.60D+0.70E+0.60H 0.722 0.430 D Only 1.204 0.716 Lr Only L Only S Only 1.505 0.895 WOnly E • 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 ts\2017117154(Fields Apartments-Otak)ICalculationslGeneral 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: 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 .c' Span = 10.50 ft I. 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@5.250ft • 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+0.750S+H 2.876 2.876 +D+0.60W+H 0.063 0.063 +D+0.70E+H 0.063 0.063 +D+0.750Lr+0.750L+0.450W+H 2.876 2.876 +D+0.750L+0.750S+0.450W+H 2.876 2.876 +D+0.750L+0.750S+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 S i Floor Framing Design • IF 0 R T E v JOB SUMMARY REPORT Fields Apartments Joist Design.4te 84 01:Level Member Name Results Current Solution Comments or Joist Span 13'10"! D Passed 1 Piece(s)11 7/8"TJI®210©24"OC r Joist Span 10'6" Passed 1 Piece(s)11 7/8"TJI®110©24"OC oor Joist Span 14'8" Passed 1 Piece(s)11 7/8"TEC)210©24"OC Floor:Stair Joist Span 8'6" Passed 1 Piece(s)9 1/2"TEC)110©16"OC Floor:Stair Joist Span 76" Passed 1 Piece(s)11 7/8"TJI®110 @ 24"OC 11111 ll ��Forte Software Operator Job Notes 3/15/2018 8:51:16 AM Mike Brimeyer Forte v5.3, Design Engine:V7.0.0.5 Enayat Schneider Engineering Fields Apartments Joist Design.4te (720)904-1234 0 Page 1 of 6 c-i1 F O R T E MEMBER REPORT Level, Floor Joist Span 13'10" PASSED 1 piece(s) 11 7/8"TM® 210 @ 24" OC 85 Overall Length:14'5" • + + fl , ,,, t ". 0 _ ... f 13'10' X 0 E All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 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 Dell.(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 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 •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 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 prom-t literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-lihrary The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 3/15/2018 8:51:16 AM III Mike Brimeyer Forte v5.3, Design Engine:V7.0.0.5 Enayat Schneider Engineering Fields Apartments Joist Design.4te (720)904-1234 0 Page 2 of 6 I FORTE MEMBER REPORT Level,Floor Joist Span 10'6" PASSED 1 piece(s) 11 7/8"TM® 110 @ 24" OC 86 Overall Length: 11'1" III + + O 0 1 10,6" 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 4)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) 4111 Supports Total Available Required Dead F��er Total Accessories Stud wall-SPF 3.50" 2.25" 1.75" 277 443 720 1 1/4"Rim Board Stud wall-SPF 3.50" 2.25" 1.75" 277 443 720 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 11'1" 24" 25.0 40.0 Residential-Living Areas Weyerhaeuser Notes t.F`.SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator IPrte 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 illi F O R T E , MEMBER REPORT Level, Floor Joist Span 14'8" PASSED 1 piece(s) 11 7/8" TM® 210 @ 24" OC 87 Overall Length:15'3" III + .: . U U I . „, 14'8" ,t X 0 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) 978 @ 2 1/2" 1134(2.25") Passed(86%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 953 @ 3 1/2" 1655 Passed(58%) 1.00 1.0 D+1.0 L(All Spans) Building use:Residential Moment(Ft-lbs) 3575 @ 7'7 1/2" 3795 Passed(94%) 1.00 1.0 D+ 1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.253 @ 7'7 1/2" 0.371 Passed(L/703) -- 1.0 D+ 1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.411 @ 7'7 1/2" 0.742 Passed(L/433) -- 1.0 D+1.0 L(All Spans) TJ-Pro"'"Rating 41 40 Passed -- -- •Deflection criteria:LL(L/480)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 3'8"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 15'1"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edger"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro'rm 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" 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 (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-librarv.__ _ 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 4 of 6 ® FORTE ' MEMBER REPORT Level,Floor:Stair Joist Span 8'6" PASSED 1 piece(s) 9 1/2" TM® 110 ® 16" OC 88 Overall Length:9'1" • + + o 0 864. 'Y 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) 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 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator orte 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 5 of 6 i FORTE MEMBER REPORT Level, Floor:Stair Joist Span 7'6" PASSED 1 piece(s) 11 7/8" 11I0 110 @ 24" OC 89 Overall Length:8'1" III + + O 0 t.... _ ri -r 7 6" 0 0 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 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) Tl-Pro""Rating 62 40 Passed -- -- • Deflection criteria:LL(L/480)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'2"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 7'11"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro"^Rating include:None Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live 1-Stud wall-DF 3.50" 2.25" 2.03" 202 808 1010 1 1/4"Rim Board • 2-Stud wall-DF 3.50" 2.25" 2.03" 202 808 1010 1 1/4"Rim Board •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 ( )SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 3/15/2018 8:51:16 AM III Mike Brimeyer Forte v5.3. Design Engine:V7.0.0.5 Enayat Schneider Engineering Fields Apartments Joist Design.4te (720)904-1234 ! 0 Page 6of6 • 0 • 90 5. 1 5 2 �� FA : �� :► i 0/ 5355.9 . 10 1 T A <FB12> <FB11> <FB11> 5 / \ n n m m �^<FH1� IFH9;FHIIC�.--mmM �_^`FH1.>-r -n -i A v `_ -- <FH1> -: A A <FH2>FH3>FH1a'. N— TCO - I. CO M < a< < >r A <F 10> n A A FB11> <FH1 <FB10> A <FH1> <FB11> O) M aa LL , LL LL LLSIM ILLlllllllllm CO LL V I A v _ v \ < T .. --- n 7— - I A L VTV n n- I u. A m-LL <FH2> <FH2> LL i <FB7 '...`FH2? LL ^ LL I,.`FH2> <FH2 LL III LL <FH2> LL_m_ I uVV x V xI LL -" n v A AFB6 v_'.I v v v v ..-__LL V V v LL V t x- •_ m- Y 2 2 .- - v -77, V R4 v _- r v A ^ r -V. 2- _" L.,- I iiiiN LL F-m �yr n ,« A A�II m u-111 A I -m- V. f �j #^'i m—I LL c 2 j -Ir''- _ <�FH6>I o _._ v _ v Im _ . I "v �.�-w V 2 v..i<FB14>4<FB8>_ j v �'- <FB8> <F68> = I'-- -LL. i<FB8- I i v- -_-_ LL <FB8> <FB8> _<FB8> '_^FB14 I.v _ v LL <FB8> <FBt><FBB> <FBS> <FB8> <FB8> <F`8> <FB8><FB1> CO - 411147S ' n & n.. -'"' � ii 'm =LL,_..n- �__LL -- .._�. � - _o J FB 7, A L..<F88> f <F614>i A ''_ A I<FB14> <FB8> I <FBS> �_ n ^ n l r v _. i i-co - v s. LL' v ,,,2_,. V v _ <FH6�>B8> FB8'.<i ;....,.....�_ ' LL LL ."`.--" v v Illnttt Lr) n, .._ LL h / )-m x I n I I ',I LL LL �LL LL I I u_ A- A IA V A 'I n V A V <FB6> v A V n n- 2 d LL —LLQ <FH2> LL LL �<FH2> <FH2> I LLli LL - LLI <FH2> <FH2>,�LL-m_ LL = v- v nen y v �V v n n -I V r- - V -A A !<F67> <FH9> v i n - - A V_v" V m m. <FH2> \ `° " .\ <FH2> \ .�H". M 'J LL 15D T— - mm_ . m FH1a<FH3<FH2> VtV <FH1> <FB11> <FH1a> v <FB10> V `•.' < -.. IF J V I H1a> <F811> <FH1> VB1v KFH11b<F812><FH1> f V <F=10> V 'r<FH2<FH3<FH1a <F611> <FB11> Building 5- Level 2 91 5. 1 E5.2) 53 ! '4 5 9, 00 <FB10> <FB11> <FB11> <FH1-<FH3<FH2> '''^'', A A <FH1> <FH11cA n n g <FH1.> <FB11>- <FH1 n <FB10A n <FH1> <FB11> <FH1> <FH2>FH3>,FH1> 5•A n ^ V V I'' v�v n FH2>I LL cv U- �� n n to 1i _ 3 M I m m � m m < °LL° l l l l l l l l m l m m A > 1 "_. i- V A l- J ^ V V ' ^ "- LL U- A m_i <FH2> <FH2> 1'n - 1. <FH2>1 i i i <FH2> <FH2> i <FH2> i <FH2> Lo V u) LL LL ILL LL ILL LL I LL ILL LL- I N I "v-v n 1 v ^ <FB6> n I V A I V v A I V V—V LL U- LE — r l 1n- _ r r r LL- n ^ ^ e V V V V rvV v� V Iii LL I. " n _ m� r '� _ 'I—F-1 - -n .. I n '`fin(`'n - r -� .. �" 4 LL 3'v t N :±,. <uFH6 I I _ -_11,,.. ` _ 3 LL— m ` _ 1 1.—V i:n LI- 2 V <FB14>_<F68>_ II — <FB8>_<FBS> i�FBB> <}FB8>_-<FBS FBB><FBB> <FB81> v <F88>.<F61> FB8> <FB8> <F68>�<FB14>j v ly I LL LL < V LL'< _ <FBI><FBS> < LL 4 i v ' ' 1 T .n— __— -r wi`�_, t. _n _ .-_ i i n I T `'I n.— '.. , j,_. A <FB14> <FB8>. _<FB8> <FB8>.r A _..^ ' r.. <FB8>—'r n 1 <FB8><FB8> r <F68> V FB14 A 4 -2 I- -. R"Iv m- LL " -v v = o <FH6>. v CO-i LL V LL OA_1 LE- I LL LL I CO I...- LL N N I ^ n n V I n I n v n V 1 FBB> _v I AI v �_^_ I. LL A CO_ LL <FH2> LLI LL FH2>_-FH2> I LL I LL <FH2> 'k — LLi <FH2> <FH2> LI LT v S _ v,- n A v �I v �n A I v n 1 n-, V v 5.D LL . M n <FH2> ! 1111,-°1 <FH2> M Cr) II <F67>I I o f m - LL v m m m m.. •m m. LL LL LL�T�LL LL LL I� u- < LL <FH1-<FH3<FH2> �i.vty <FH1> <FB11> <FH1a> �' V <F810> V < H1a> <FB11> FH1> �- V V FH11b> <FH1> 1 V V I <FH2<FH3.<FH1> <FB11>I <FB11> <F:10> Building 5- Level 3 0 0 0 • • • 92 5. 1 5.2 5.3 5.4 I :. 15.9 . 1 , \ i1i► 4110r \ <FB11> <FH1 <FH3<FH2> �'� A <F:10> �^.� <FH1> <FH11c>; �^A A <FH1. <FB11> <FH1 M <FB10> A <FH1> -<FB11> <FH1> ,,,<n FB11n> FH2>FH3>,FH1> 5.A M 1 __ L A m m -- _---- '- COm COm __ m m m m , n \ \ I. I -n -� - -- a it <FB7> °-V V i s-- I LL I I I-I-I I I I LL <FFH 'i� LL N-n - n - n A -. n n n n- S A m_= <FH2> <FH2> i <FH2>l2 _ <FH2 1 <FH2 L '" <FH2 1bN_ LL LL 2 L.. 1 1 x 2 '±'_ V N —__._ - LLA LL n ILL ILL I LL LL LL LL to Ll_ v--v I v '. m_<FB6> _. v v V V v v - -. 2 I-03— =n V a - I _ n _ —.n _ _. LL n ._m� ,,. f n _.. 7m-a _ LL - v �— _-Na1 <uFH6>1 - __ =.,<FB8><FBS> LL LT —v.. —v�".: �-x v <FB14> -<FB8 i LL ieM 1 - -LL <FB8?-<FB8> I - : LL v -V i>-V �4 v... —U. <FB8> <FB8> nOu <FB8N> <FB14>'. v LL <FB8> <FB1><FB8> <FB8> FBS> <FBS> <FB8><F61> _ n 1<p61q> <F88 <qii./7 Ir.r.v , _..-4- ------g> -- 1,:., ,n_ ��// " ____<FB8>=r rFBB <FBB> r <__8> <F6141 n ^ L,-;._ �_ E. - my '±— n LL-1 ..t LL -o. LL n n N LL -- - -= r-m- - �..vT.—.. V. —V. .r-_ ---�v. -- v. # <FH6>—_ - co _ __� 2 ,:.. V V n r LL A nom— �LL n V N _.. LLA - -LL LL \ -N LL A LL N V N n V A V <FB6 -m V I n_ -2 I Lo N N LL m. a <FH2> LL - - u_ <FH2> <FH2> x x < v 2 - m m �: ��� \ � CU I I LL <FH2>. <FHA _ 1. V- V - V - J V I ! V , 1 nv- V 5.D x ` n n n n n n <FB7> ! n n u LL <FH2> ro l l l l l l l l l ro l < 0 3 I I m I LL LL <FH1�<FH3<FH2> LL <FH1> <F611> <FH1a> m <FB10> m <FH1a> <FBtt>j <FH1> v}OD v FH11a> <FH1> L� <F:10> v <FH2<FH�.<T' v <FB11> I <FB11> Building 5- Level 4 93 ESE DENVER mom 17-i1 e MA )1,em-i-v,A turd-A. 4, Enayat Schneider,Engineering,Inc.-. PROJECT/I I I`f n Cr aiik SSE OMAHA 7.— 3141 Walnut Street Deng Colorado 8G205 SSI DALLAS : 11201 904-1234 IP ESE DENVER 1' ' DATE 1 12-2-/Om V PAGE ESS ROMANO qo 0, RotA(N67 -\-1.04cy-- tb.e. .c1 1/(,)mr1 .•''' M(Y:-.1 L.,,„ye_ kood- IC(36-P- W krrt (of- tt,,,, r-C- Not, c7= PH 1, . - Wei (2)2,r0 NE ii 2 , . ,_7_,- o Lij 4.(--•,per 8 ,04, K ft);Pt.0-(NtA, iv) 160(i- g,.4a\c- — -> 6\ •-/(,p lyrivi 4-kA-k d tA_ t =\ \ ck (,\- ---- --- -------- - --Itucl PiAz: 1.- -tit1-t %AD- 2 I +6917--7-- br deTA4- iv‘ i vy-vv,- VA(4 : 'V-1-(7,A ILI n'F--- '3.0 (1.4. ) * 111 01 Gv 1 41,-, o ( 14 ,t), 1 2 r1JA 7- i 2-t.„ic.„, --.-----------"' LL; (ZG Le > it 4-12, (4tri -,,,f.ktM ea, t/-vell.,4 • Ft is At- V(r" 1z)r2\i(... .6Aol rYin 0,(7---- __,. 04 I 41 .-N.vi-- ( \Zi_ 1 • o — ,t.t.,i Y.vn------1-'1 q-‘ ..--,:- f()•2_-,u A A"\AA SAlA.Ck ate _ . , OW' Waith r-i-ilik. t—4 l'6" (2)7..ytDbtr 02. ..7' IR.A0 VY-V1 i•ka,X, 0,390Y- - 1641 Aincn:q 1.`"1 -, - (IY124 tb A rsr • - '` Z RA" = O v6t--7- ReAl - _ _____... CHECKED DY: DAIL 94 E S E 0 9 9 0 [ 0 Pfloifv F Al ot., app.( bv.t4\i`,e, ►A41 Enayat Schneider,Engineering,Inc. • SSE OMAHA PROJECT# I�~IS�-i By ex- ' 3141 Una!Street Denver,Colorado 89205 SSI DALLAS (1201904-1234 ESE DENVER ►1 DALE (1221-zo ve PAGE ESS PORTLAND a.c v- 4)- t t K1(1. 601-, vw- ,V--\--‘ 1- Vo" (2)2'i t4�..L. . .. k Z z c ,17.4,4 P ..iv 1,r- 7,-lc.. - — -.___._ `s ' 2 .Co 4ikvvt tet. . . c. ((? = Z' (A (9)(2' .(r..b' 2 ... 0., .1 wry;. .'f..' .. .a.) ^..i..C1, `si-- e veal (3n-- f .` 9 tom........ ,kqa nt-v)w; I.(ci L4 0 w (, p r,/{ 2-.! reV,v1 T 3.G50:- ,,,,,,,,----------4>2 vt tP (ii v)% r� ,A.�^1 4,,,,,U 1kAri.. + LkiI sr\.vl- ' , t -.----------1-, 11 (n {-,hwl.ra,ci , tri v1/4q.z- cock:.t -k) -, p 11 (.1) ' °\n ).-tc 00 tv..ts E .E "i... . p E u r t -}rib vp r- 7! ccrori ck 1. o 'esus rk4 t4 0,Lio ie, PAS r 7)=-0.01E '-' 0•61!6- -h"""0-, Ila V.SV-kt ' C\ 2-YU -�.(n: ... A,:sc[ ( 0 W ts ....--- .. 5 (31.z)- t -" (\'$ z kip t4\ j .,d atk t;,its k_Io1...1 :,--S(9" (. 40-..0-r--renv.. ,-- x - ~ al `I?- r S. 1,. vel � k CO 2.1(.t, 'z'.. y Pµyo i > 4(1,0" (,)).'7 \t% ®F- z • o .k vp ,.o '��:` c*rTs ck r'i;!q.. .0-':O 1741E(9 . W1 S4-1,y‘r, 40 V-, ,'-- --- t6 2f,,i (AA7 't`�,`\= �.fak� ..w.- 9 -�(.C' vWvw CHECK 0 BY BATE: 95 E S [ II E N V HI PROJECT k A Enayat Schneider,Engineering,Inc. , .. SSE OMAHA ;- 31416480ml SIB! Denver,Colorado 80205 SSI DALLAS E1291 904 1234 • ESE DENVER V' DATE 41_6*- __.7 PAGE ESS PORTLAND ...11. tz rik\ 2!'1(2.. .-2-1 s4-ct,he Y tMkA" onot riN\---- f-tAt i-Nksr)=--.%t 2*. : 0 0, ,(2' 2-Nt. -kwh,,,,,, _ t—lr-,P-C-0/2,.) -- (0 zr(P -----,-----N› (t) 2-'(' NkfNfn iski,41,A Aul tA5 o 4V- — -, et) (21(4 IC v vvi c.-tu, rzY(1 itkVa4 T5CAAa45 W 1 7 ri (141 t- .Z.to. it-, ----) M 7._.`f•Le k v\-AAA. c.AAA6,1, - 0 7 RA,0)-6.. 64-•,.ie, ci,s- s( k-$`()". (4) 2--Lte tt.:4Z o 4,rlio 2_ j 4 _ azir'-ck, CklkAl -- - v,k- 1400 --(3`-i- or\ 9-x.11 S e l .04H \ srlin. 1- ta 2s40,4 t,,, t,::---C7-1104(•7 /7,) '' (c, ,UTI e t.P- - - ' 6) Y-WYA ("AAAA `46, wf\-tr-tb ill4k2. 1..----gt" ZY.Z.), e' sFiti-"a. = _R.N.-\8) (-1,-,n1-- 4.4. 5 4— -----/> 6) (e — ----- sP A k,'is V--,'`,"t, CT(VA el 0 0 DECKED BY: DATE 96 [ SE SENSED PROJECT i 0 t.th 0-ecki-OA,,No(47,,,, *11.A4i Enayat Schneider,Engineering,Inc. PROJECT ll 1-3-1 d..-1 BY C7'. • SSE OMAHASS I OALLAS I 3141 Walnut Street Omer,Colorado 00205 [7201 904-1234 ESE DENVER Y ONE I 1 2:2-12(--)1 P PACE ESS PORTLAND FLMV, FIZOI. Oil t•I. CI --1614141/4-kkS 61.5 fti "-'.'V Co " ("Irk -tY1'10 ii0.`- SI. (6311 ck I ,-(a iThrs) ex\e( trY‘-)-' 2. -.-.1 \1 ,,, e.z.k,--( \?..r ,ry,v-i- :3, 4_112ko\((0+ (frclke-ts 14/1__ _cov-- ‘d--1 t4. —-- ---.? 12,..1 '747,‘yr:i.b r--t-4 i_3. st, ,,, ,, _ e_ ENMdAt..C t-tt .du-e"-Adev‘ - 1/1.2...14,...\,... )2_,2.,v, -..........___—.4 '') 2,sk(0 f oe,-4 ----:--z. , _I, k. ,_ r — V\A) Z )(• t-T-- o F2r, / I 1'61 G? i012‘-‘‘-i)r- IE :' (.3i t iv\ei irktn -(a".p‘(-4 --I'? /2_)?....11, (.64 1, 1BL-N‘0 =', 110 Y- Lz.e...L21..4-wrI:J-- 24-I ---------sw r) ' Y fe)'-',4- --- VeGNVtz-64Att.,,Pioidoi-tvij tAu --110‘•iq'd." P'..(-= 3- !--' F6 ) `; -Ifro, ,,,,, -•, t!--i f2. 7: (V Ill : .4\6 ,on. a t.,..., - --!---. o 1..-‘ z v-stv‘z. -4.-- v„. --- ---- ------? (t) 2. 1, e bcs-i 2_2.fis_ ,ed\A r‘Pet 7: (A.(e ‘C- T ' (2kZ- CC.c54 (t4t) ::--- t7.72 ',A l-1," <6-\<,. - ---'----------'> (2• 2,..)t. 4, forri o li"z- 7-1/)" (3 1,'4.(' ‘6 t I 4`1- (Aft, --k-04 -,,D7----`5. 1 2 2,1-L ' + r-cble rwt v % $ 2- C V[4-k) —4 V4GU$SIStYr2- /1. Z tA1: r-4- 1., -_,---._.......- 3) Ykl (7C,,*c.>.'V pM- PeA0 % l,3- Y 7-rL5 L,V L 7Ry-RLI-'' nc: 0'' .5,i0-- --> RC-xut;, 0;ce. 5/ (-2. 2s r 6r LI9 flu/veldt --- --- --- 2.K — 0 0 , CHECKED BY: BATE: 97 [ SE DENVER PROJECT A boat Schneider,Engineering,Inc. _. g_ PHOJECI# \-1-i`aLk BY Cr SSE OMAHA is.-- 3141hiltll Street IleflVef,Colorado 80205 SSI DALLAS [1201 904-1234 IP BENNE 11 DATE I )2-S}1-0 kT. PATE HS PORTLAND P.(06%& VNQ 4 i' -1 , f-( 1- 7 VI &" ,(24(,t1 ):' f ,( 4- 1-Ni L -15-00 ti3- L p, I-0'I 2 ''''' 3 L.) 4 + ono4 t_JA ei ekki-‘1'tp,: s‘e-, 2- _ leiv 1 $ rkke-1 -4 f v,;Lokt., ------ --- — ----- (-8) 21 (4., •>c.,&-i ,41 v,i. — / ':- P.P-5e I.= cp (p" (q.. (2_„),- -- bT- t 2., -(-61, tf,..s--; 2' tAr:t.4-- V ci. -vil atvav-- 0 4 nty1' II, c•-- (II r•C ('N 4(20-117 (3c,.-0(11-/rD (754)(Giq2) wiq,c13,1, 0,,. 1c_. ---2 ,.....s... tAn t VVi1bl.\4. --d -: Mcl .f k- ib'L.p" et)./..q -;0/4 S LNtt., - 4--kr0.0 voz on yysidkNr 0 .-)-T YThc'?1 7-(26 420(1-41c4 'I2-)--- 6 Lk -•(2-44-40 ,)).A 014-1.0) 0 Wt .-t ri— 61 P12,y- : 2. —(2 ---!---- i !Ai% v-ke,?fit 14-1,41-1/416._ ---;------ ------' „(''%44 (-0 ei--- 1.• 1 kit 2. i- n '-- t.tX.e.k 6 •-• -----"-------4''' (0 y Z ?e5' -54-t ---,5e e- E-WEVCIALC Of o Ce ijvw 5148 ( /'Sti - 6 k 1—Q''' k-fol .-- 2 ( acG. tv4(t eD'et 0) Y I‘1 M entv-ROV-d‘ f 2 ! 2, ' — _ CX\CX trWC----2-55" k'-- ---"------------ > — -- - . 0-1- \A,A. '7 4-,Air. .-= $'''(4.--kAL-- ---------") , )2,z.-. ?..4-5;'1- _ --"-4--------------•----'----'0(2/?4(t, per--s1- lk)kl--1-- AiAC,01,0to- m INi I ,3\ so6- -1-,9 1- ( . /A 0 f.\:e-ov\riouti-DY) n-10--t, 7 i%D%(0,.(6-2.-w3--kit) H-'? C?"c* -:- 1(tv i z or(,0 ot,y4 1,.03.- v tio--4 1,) -1.(vs 0 i,yek0 dt fops ,t,/,s1 rprir-- Al y__. (7)7 4-ki? ()usi k,kni RUCAtetiz.-- .V--,.) tiNe.1"lsor 0 CHECKED BY: BARE: .. 98 ESE DENVER . PROJECT Re-1,0,A 1No"rfvq‘eNN't k A Enayat Schneider,Engineering,Inc. PROJECT/I 1 11 .4-1 By ex- . SSEOMAHA I:- , h• SS1DALLAS ESEDENVER 1' . 3141 Wain(Sun( Denver,Colorado 90205 11201 904-1234 NE—Z/ /2t?2-Tik_ HAGE , [33 PORTLAND , - t).E*4\A't tokr. ti- : . I...7.4 6 I-1v cztA:..:..-o.c1::...3' e0-41\4-110,04T.-.), „ ) (,4Gx712,st_Alt, -(irilp (A" ;-.- t'l ! ‘4,,t- o : witA...-(t9 "01 2.. V cn:.i...t..A (..2' efrCCra 1^7k1,4 lw 0--1 ---- to.2n ,:vvy ti:2,,7I.,1 (e...(3 4‘e ).-:— .).7:15C,-. -, , 1 , .r.s ki--3 ‘\ o 1.0 v-ik<co f-,. - 7 (01..0 kY)$i- • tv( i - 72,`?1°A;‘,4- , i F8( .' .=. I 46' '11 ‘4,..(- 0 4,-ed-ji...r..2 1L--;-- Ig.0461,0.-- 14.. ---- - -- . ,' I i....N'.A!.Ps 147Z"' I,gi V.,,. ;•Ptire)'''' &t.)g t--"i 06G ..,.-'4i-.I.7.:fic ---2 (,) 7Att pe.at 0 : oti,,9 \4 , o •' ':'-• • 3 _ ot,nwl........-..flyilo (''' P ., —• Ykx (Txrdic k& / I ( , ( , • ,_ — . 0 , ( i , ' • ' . - , , = , ... .... 0 CHECKED BY: BRIE* 1 99 PROJECT VWXcla PA(t-sr ir :,i, 3141 Wahl!Street,Suite 203A Denver,Colorado 00205 PROJECT 1�1 Scchneia �`I 04 Sntder e 17201 904-1234 • Smith r DATE (T 12 0 'i PAGE Engineering, Inc. , 1 Q=6p((Da (P.r --kr t , 2 , `1 k- (V��' x 142),40) -N,iLao.C,0 ` 1i rv, t`o" w 2) 1,'�-S N I I ,� v ° (-0A- 1417)4( 'Pk'CrsM bAJLO ? Egg e i c. (6-G' "l e)Je.Q 2 cls ' ((yd. 4 ‘--1 ovt,r... °` LS' OP 40 k. Gl ' Sr ('0,)/1- .... o • 1 .t...S. ' LoA. 5 3 L l ( Jr- t. ,c( — O_rt :. * ISS o • CHECKED BY: DATE: 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 2018,12:45PM 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: FH1 L=7'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900 psi Ebend-xx 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 A A D(0.05)L(0.08) A A X x 2-2x6 ;IP) Span=7.0ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.560 1 Maximum Shear Stress Ratio = 0.207 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 649.11 psi fv:Actual = 37.23 psi FB:Allowable = 1,159.18 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.566 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.065 in Ratio= 1285>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.109 in Ratio= 770>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.468 0.468 Overall MINimum 0.280 0.280 +D+H 0.188 0.188 +D+L+H 0.468 0.468 +D+Lr+H 0.188 0.188 • +D+S+H 0.188 0.188 +D+0.750Lr+0.750L+H 0.398 0.398 +D+0.750L+0.7505+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 f' ts12017t17154(Fields Apartments-Otak)tCalculationstGeneral Apartments Design\Apartments Framing Design.ec6 WoodSiamENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: FH1 L=T0" 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 411 • 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 Wood Beattl ts12017117154(Fields Apartments-otak)\Calculations\General Apartments OesignlApartmeerts Framing Design.ec6 ENERCALC,INC.1983-2017,Budd: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 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced D(0.156)L(0.12) 0 0 D(0.05 L(0.08) 0 0 0 0 0 0 0 x 2-2x6 4;1 Span=5.0 ft F • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 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 = 1,162.33psi 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 MAR 2018,12 45P Wood Beam ts12017117154(Fields Apartments-Otak)1Caladations\GeneralApartments Design\Apartments framingDesign.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" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.60W+H 0.524 0.524 +D+0.70E+H 0.524 0.524 +D+0.750Lr+0.750L+0.450W+H 0.899 0.899 +D+0.750L+0.7505+0.450W+H 0.899 0.899 +D+0.750L+0.750S+0.5250E+H 0.899 0.899 +0.60D+0.60W+0.60H 0.314 0.314 +0.60D+0.70E+0.60H 0.314 0.314 D Only 0.524 0.524 Lr Only L Only 0.500 0.500 S Only W Only E Only H Only 11111 410 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154104 3141 Walnut St.Suite 203A Project Descr: Pr . . {' Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\ApartmentsintedFraming21MAR Design.ec62018,1245M ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FH3 L=2'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-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(0.05)L(0.08) 0 0 0 0 0 x 2-2x6 Span=2.50 ft 1111 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, 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 fit:Actual = 9.64 psi FB:Allowable = 1,166.06 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.001 in Ratio= 28229>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.002 in Ratio= 16907>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.167 0.167 Overall MINimum 0.100 0.100 +D+H 0.067 0.067 +D+L+H 0.167 0.167 +D+Lr+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 2018,1245P Wood Beam ts12017t17154(Fields Apartments-Otak)ICalculations\General Apartmerls 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+0.7505+0.450W+H 0.142 0.142 +D+0.750L+0.750S+0.5250E+H 0.142 0.142 +0.60D+0.60W+0.60H 0.040 0.040 +0.60D+0.70E+0.60H 0.040 0.040 D Only 0.067 0.067 Lr Only L Only 0.100 0.100 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154106 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 12:45PM Wood Beam ts\2017117154(Fields Apartments-Otak)\CalculationstGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Veri10.17.12.10 Lic.#: KW-06009534 .., Licensee : Enayat Schneider Engineering Inc Description: FH4 L=70" 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 9 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 o D(0.175)L(0.28) 0 t x 2-2x10 1411 T Span=7.0 ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=7.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.812 1 Maximum Shear Stress Ratio = 0.378 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 792.04 psi fv:Actual = 68.12 psi FB:Allowable = 974.86 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.234 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.048 in Ratio= 1747>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.079 in Ratio= 1061 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.614 1.614 Overall MINimum 0.980 0.980 +D+H 0.634 0.634 +D+L+H 1.614 1.614 +D+Lr+H 0.634 0.634 0 +D+S+H 0.634 0.634 +D+0.750Lr+0.750L+H 1.369 1.369 +D+0.750L+0.7505+H 1.369 1.369 +D+0.60W+H 0.634 0.634 +D+0.70E+H 0.634 0.634 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154107 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1245P ts12017117154(Fields Apartments-Otak)1CalculaaonslGeneral Apartments Design\Apartments Framing Design.ec6 W00 Be81Yt ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FH4 L=T0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 1.369 1.369 +D+0.750L+0.7505+0.450W+H 1.369 1.369 +D+0.750L+0.750S+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)1Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.19812017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FH5 L=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 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(0.175)L(0.28) x a b 8 X 2., 2-2x6 rmg Span=3.0 ft III Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=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 = 1,165.22psi 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= 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 2018,1245P Wood Beam ts1201717154(f=ields 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: 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+0.750S+0.450W+H 0.583 0.583 +D+0.750L+0.750S+0.5250E+H 0.583 0.583 +0.60D+0.60W+0.60H 0.161 0.161 +0.60D+0.70E+0.60H 0.161 0.161 D Only 0.268 0.268 Lr Only L Only 0.420 0.420 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154110 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 46P ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design er Frami Desi n 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: FH6 L=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination:113C 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PO 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced o D(0.09)L(0.3) D(0.05FL(0.08) ° o x ° o 0 r4;h 2-2X6 Span=3.0 ft F -1 III Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=2.0 ft,(Unit) Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=3.0 ft,(Corridor) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.401: 1 Maximum Shear Stress Ratio = 0.278 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 467.32 psi fv:Actual = 50.03 psi FB:Allowable = 1,165.22psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= 3439>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.014 in Ratio= 2496>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.785 0.785 Overall MINimum 0.570 0.570 +D+H 0.215 0.215 • +D+L+H 0.785 0.785 +D+Lr+H 0.215 0.215 +D+S+H 0.215 0.215 +D+0.750Lr+0.750L+H 0.643 0.643 +D+0.750L+0.7505+H 0.643 0.643 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154111 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12458M Wood Beam ts,2017117154(Fields Apartments-Otak)\Calculations\General Apartments Design1Apartments 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: FH6 L=3'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.60W+H 0.215 0.215 +D+0.70E+H 0.215 0.215 +D+0.750Lr+0.750L+0.450W+H 0.643 0.643 +D+0.750L+0.750S+0.450W+H 0.643 0.643 +D+0.750L+0.750S+0.5250E+H 0.643 0.643 +0.60D+0.60W+0.60H 0.129 0.129 +0.60D+0.70E+0.60H 0.129 0.129 D Only 0.215 0.215 Lr Only L Only 0.570 0.570 S Only W Only E Only H Only • • 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 ts12017t17154(Fields Apartments-Otak)\Calculaiions\General Apartments DesignVipartments Framing Design ec6 ENERCALC,INC.1983-2017,Bu8d: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 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.Oksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.3)L(0.48) X' ° ° ° X ;1, 2-2x6 ;11 Span=3.0 ft III Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=12.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.60Q 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 2018,12.46PM ts12017117154(Fields Apartments-Otak)tCaiculatiions\General Apartments Design\Apartments Framing Design.ec6 WOOCI BeamENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica#: 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+0.7505+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 • 11111 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 2018,11 460I0 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: 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 0(0.06)L(0.2) a x a a X y 2-2x6 d}� Span=30ft E . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, 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 = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio= 6534>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.007 in Ratio= 4958>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.395 0.395 Overall MINimum 0.300 0.300 +D+H 0.095 0.095 +D+L+H 0.395 0.395 +D+Lr+H 0.095 0.095 • +D+S+H 0.095 0.095 +D+0.750Lr+0.750L+H 0.320 0.320 +D+0.750L+0.7505+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 2018,12 46P V1100CI Beam ts12017117154(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: 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+0.7505+0.5250E+H 0.320 0.320 +0.60D+0.60W+0.60H 0.057 0.057 +0.60D+0.70E+0.60H 0.057 0.057 D Only 0.095 0.095 Lr Only L Only 0.300 0.300 S Only W Only E Only H Only • 410 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154116 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 46P Wood Bean 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-060. *a pLicensee:,. Ena at 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 31.20pcf Beam Bracing : Completely Unbraced D(0.091 L(0.3) a a b a a 2-2x6 Span=3.0 ft ill Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=3.0 ft,(Floor) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.301: 1 Maximum Shear Stress Ratio = 0.209 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 351.29 psi fv:Actual = 37.61 psi FB:Allowable = 1,165.22 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.008 in Ratio= 4356>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.011 in Ratio= 3320>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.590 0.590 Overall MINimum 0.450 0.450 +D+H 0.140 0.140 +D+L+H 0.590 0.590 +D+Lr+H 0.140 0.140 . +D+S+H 0.140 0.140 +D+0.750Lr+0.750L+H 0.478 0.478 +D+0.750L+0.7505+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: Pnnled.21 MAR 2018,1246P Wood Beam ts12017117154(Fields Apartments•OtakpCalculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,BId:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FH9 L=3'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.478 0.478 +D+0.750L+0.750S+0.450W+H 0.478 0.478 +D+0.750L+0.750S+0.5250E+H 0.478 0.478 +0.60D+0.60W+0.60H 0.084 0.084 +0.60D+0.70E+0.60H 0.084 0.084 D Only 0.140 0.140 Lr Only L Only 0.450 0.450 S Only W Only E Only H Only • 1111 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154118 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018 12 46P Wood Beam ts12017117154(Fields Apartments-otak)1Calculations\General 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: FH10 L=4'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-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 o 0(0.225)L(0.75) t o 8 x v x i& 2-2x8 ;11 Span=4.0 ft 1 OF 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: 17154119 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1246P Wood Beam ts12017117154(Fields Apartments-Otak)\CalculationstGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Btdld: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 +0.600+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 46P Wood Beam ts12017117154(Fields Apartments-0tak)lCalcuiations\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: FH11 L=6'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi 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 X 00 D(0.12)L(0.4) 0 0 j 2-2x10 2111 Span=6.0 ft 1. • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=4.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.68Q 1 Maximum Shear Stress Ratio = 0.353 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 663.95 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: 17154121 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 46P Wood Bear ts\2017117154(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: 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+0.750S+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 46P Wood Beam ts12017117154(Fields Apartments-otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Buld:10.17.12.10,Ver:10.17.12:10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: FH12(@ bridge)L=3'0" CODE REFERENCES _ Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.2) 0 o D(0.29)3(0.3625) o a a D(0.075)L(0.3) a a a D(0.075)L(0.3) o a a a o X 2-2x6 ,40 Span=3.0 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.10 ksf, Tributary Width=3.0 ft,(3rd floor) Uniform Load: D=0.0250, L=0.10 ksf, Tributary Width=3.0 ft,(2nd floor) Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=14.50 ft,(Roof) Uniform Load: D=0.20, Tributary Width=1.0 ft,(wall) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.953 1 Maximum Shear Stress Ratio = 0.660 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 1,109.97 psi fv:Actual = 118.83 psi FB:Allowable = 1,165.22 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.017 in Ratio= 2178>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.038 in Ratio= 957>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 • 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 2018,12:46PM Wood Beam ts12017117154(Fields Aparmr ts-Oak)\CalculationslGereral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 tic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 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 • 110 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154124 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:46PM Wood Beam ts12017117154(Fields Apartments•Otak)ICalcula8onstGeneral Apartments DesignlApartments Framirg 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: FH13 L=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-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 31.2pcf Beam Bracing : Completely Unbraced D(1.2)L(1.8) D(0.025 L(0.041 D I.. c.I,'i D(0.2625)L 0.42 • • • 2-2x10 I- Span =30ft 'd IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=10.50 ft,(level 2) Uniform Load: D=0.0250, L=0.040 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 0.830 ft,(FB4) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.69k 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<240 411) 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 ts12017117154(Fields Apartments-Otak)tCalculations\General Apartn Design\Apartments Framing Design.ec6 Wood Beare ' ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FH13 L=3'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+H 1.307 0.741 +D+L+H 3.296 1.878 +D+Lr+H 1.307 0.741 +D+S+H 1.307 0.741 +D+0.750Lr+0.750L+H 2.798 1.593 +D+0.750L+0.750S+H 2.798 1.593 +D+0.60W+H 1.307 0.741 +D+0.70E+H 1.307 0.741 +D+0.750Lr+0.750L+0.450W+H 2.798 1.593 +D+0.750L+0.7505+0.450W+H 2.798 1.593 +D+0.750L+0.7505+0.5250E+H 2.798 1.593 +0.600+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 2018,1246P Wood Beam ts12017117154(Fields Apartments-Otak)tCalculations\General Apartments Design V partments Framing Design.ec6 ENERCALC,INC.19812017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FH14 L=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Un braced D(0.9)L(1.5) D 0.3 L 0.48 2-2x8 H Span=3.Oft H • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=12.0 ft Point Load: D=0.90, L=1.50 k @ 0.670 ft,(FH7) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.795: 1 Maximum Shear Stress Ratio = 0.984 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 853.77psi fv:Actual = 177.14 psi FB:Allowable = 1,074.54 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 0.821 ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio= 3037>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.019 in Ratio= 1878>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.041 1.713 Overall MINimum 1.885 1.055 +D+H 1.156 0.658 • +D+L+H 3.041 1.713 +D+Lr+H 1.156 0.658 +D+S+H 1.156 0.658 +D+0.750Lr+0.750L+H 2.570 1.449 +D+0.750L+0.750S+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 MAP 2U1&.12.41,PM Wood Beam ts\2017117154(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 Lica#: KW-06009534 Licensee:Enayat Schneider EngineeringInc 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 • • 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 46PM Wood Beam ts12017117154(Fields Apartments-Otak)1CalculaUons\General Apartments Design\Apartments F . .ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Vell117.12.10 Lic.#:KW-06009534 ' _ Licensee: Enayat Schneider Engineering Inc Description: FB1 L=8'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-PrIl 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Completely Unbraced b D(0.15)L(0.5) 0 0 3-1.75x725 ;11 Span=8.50 ft J 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=5.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.603 1 Maximum Shear Stress Ratio = 0.335 : 1 Section used for this span 3-1.75x7.25 Section used for this span 3-1.75x7.25 fb:Actual = 1,557.81 psi fv:Actual = 95.37 psi FB:Allowable 2,583.99 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.250ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.186 in Ratio= 547>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.247 in Ratio= 413>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.810 2.810 Overall MINimum 2.125 2.125 +D+H 0.685 0.685 +D+L+H 2.810 2.810 +D+Lr+H 0.685 0.685 • +D+S+H 0.685 0.685 +D+0.750Lr+0.750L+H 2.278 2.278 +D+0.750L+0.7505+H 2.278 2.278 +D+0.60W+H 0.685 0.685 +D+0.70E+H 0.685 0.685 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154129 3141 Walnut St.Suite 203A Project Descr: Printed-21 MAR 2018,1246P Cs12017117154(Fields Apartments-Otak)ICalculations\General Apartments Design\Apartments Framing Design.ec6 WOOL, Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee Enayat Schneider Engineering Inc Description: FBI L=8'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 2.278 2.278 +D+0.750L+0.750S+0.450W+H 2.278 2.278 +D+0.750L+0.750S+0.5250E+H 2.278 2.278 +0.60D+0.60W+0.60H 0.411 0.411 +0.60D+0.70E+0.60H 0.411 0.411 D Only 0.685 0.685 Lr Only L Only 2.125 2.125 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154130 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAP 2018,12 46P Wood Beam ts\2017\17154(Fields Apartments-Otak)\CalculaticmstGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB2 L=15'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-PrIl 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.3875)L(0.62) 9 9 9 9 9 x 4-1.75x11.87 • F Span= 15.50 ft -I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=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 = 2,260.02psi fv:Actual = 126.38 psi FB:Allowable = 2,596.46psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.750ft Location of maximum on span = 14.538 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.436 in Ratio= 426>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.726 in Ratio= 256>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.996 7.996 Overall MINimum 4.805 4.805 • +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 MAP 2018.1246P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculadons\Gene al Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 I_ic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB2 L=15'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 6.795 6.795 +D+0.60W+H 3.191 3.191 +D+0.70E+H 3.191 3.191 +D+0.750Lr+0.750L+0.450W+H 6.795 6.795 +D+0.750L+0.750S+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: Primed'.21 MAR 2018,12 46P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1963-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534Licensee: Enayat Schneider Engineering Inc Description: FB3 L=63" 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 fBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-Pill 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.3)L(0.48) 8 b 8 b 8 xX Y 1.75x11.87 • X11 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 = 1,119.83psi fv:Actual = 121.66 psi FB:Allowable = 2,510.30psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.125ft Location of maximum on span = 5.269 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.036 in Ratio= 2099>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.059 in Ratio= 1281 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.456 2.456 Overall MINimum 1.500 1.500 • +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: Printed:21 MAR 2018,1246P Wood Beam ts12o1n17154(Fields Apartments-Ota 1iaticnssGeneral Apartments oesignlApartm s Framing Design.ec6 ENERCALC,INC.1983-2011,Buid:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB3 L=6'3" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 2.081 2.081 +D+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+0.7505+0.5250E+H 2.081 2.081 +0.60D+0.60W+0.60H 0.574 0.574 +O.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: Primed.21 MAR 2018,1246P Wood Beam ts\2017\17154(Fields Apartments-Otak)\Calculations\General Apartments Design1Apaitrnents 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 1,900.0 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(0.275)L(0.44) b 8 8 0 d x x • TAT 1.75x11.87 Span=4.0 ft H Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=11.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.168 1 Maximum Shear Stress Ratio = 0.187 : 1 Section used for this span 1.75x11.87 Section used for this span 1.75x11.87 fb:Actual = 420.76 psi fv:Actual = 53.19 psi FB:Allowable = 2,510.81 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.000ft Location of maximum on span = 3.022 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio= 8736>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.009 in Ratio= 5331 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.442 1.442 Overall MINimum 0.880 0.880 S +D+H 0.562 0.562 +D+L+H 1.442 1.442 +D+Lr+H 0.562 0.562 +D+S+H 0.562 0,562 +D+0.75OLr+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)1Calculadons\General Apartments DesignlApartments Framirrft Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Vnt 10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB4 L=4'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+H 1.222 1.222 +D+0.60W+H 0.562 0.562 +D+0.70E+H 0.562 0.562 +D+0.750Lr+0.750L+0.450W+H 1.222 1.222 +D+0.750L+0.750S+0.450W+H 1.222 1.222 +D+0.750L+0.750S+0.5250E+H 1.222 1.222 +0.60D+0.60W+0.60H 0.337 0.337 +0.60D+0.70E+0.60H 0.337 0.337 D Only 0.562 0.562 Lr Only L Only 0.880 0.880 S Only W Only E Only H Only 4111/ Enayat Schneider Smith Project Title: Fields Apartments Engineering, Inc. Engineer: C.Thomson Project ID: 17154136 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:46PM Wood Beam Ls\2017117154(Fields Apartments-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: 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 42.0pcf 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(1.2)L(4.2) D(0.0825)L(0.275) b d bb b b 3-1.75x11.87 11111 Span= 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=2.750 ft Point Load: D=1.20, L=4.20 k @ 4.0 ft,(FB6) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.764 1 Maximum Shear Stress Ratio = 0.464 : 1 Section used for this span 3-1.75x11.87 Section used for this span 3-1.75x11.87 fb:Actual = 1,982.05psi fv:Actual = 132.14 psi FB :Allowable = 2,593.46psi 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 2 411) 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 Beal11 ts12017\17154(Fields Apartments-Otal)\CalculatiautGeneral Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB5 L=12'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 1.404 1.004 +D+S+H 1.404 1.004 +D+0.750Lr+0.750L+H 4.742 3.292 +D+0.750L+0.7505+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+0.7505+0.450W+H 4.742 3.292 +D+0.750L+0.7505+0.5250E+H 4.742 3.292 +0.60D+0.60W+0.60H 0.842 0.602 +0.60D+0.70E+0.60H 0.842 0.602 D Only 1.404 1.004 Lr Only L Only 4.450 3.050 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154138 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2015,12 54P Woof) Beam ts12017117154(Fields Apartments-Otak)\CalculadonstGeneral 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: FB6 L=9'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2600 psi Ebend-xx 1900 ksi Fc-PrIl 2510 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 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 X A D(0.14375)L(0.575) A 5 0 Z 3-1.75x7.25 • F Span=8.580ft 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 = 1,752.33psi 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 • +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: Printed.21 MAR 2018,1254P ts12017117154(Fields Apartments-Otak}K;alculationstGeneral Apartments rtments Framing Design.ec6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,V :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+0.7505+H 2.514 2.514 +D+0.60W+H 0.664 0.664 +D+0.70E+H 0.664 0.664 +D+0.750Lr+0.750L+0.450W+H 2.514 2.514 +D+0.750L+0.7505+0.450W+H 2.514 2.514 +D+0.750L+0.750S+0.5250E+H 2.514 2.514 +0.60D+0.60W+0.60H 0.399 0.399 +0.60D+0.70E+0.60H 0.399 0.399 D Only 0.664 0.664 Lr Only L Only 2.467 2.467 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154140 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,12 46P WOOL) Beam ts\2017\17154(Fields Apartments-Otak)1Calculations\Geral Apartments Design1Apartments 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: 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-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(0.93)L(3.1) D(0.09375)L(0.375) D(0.091 L(0t3) o 8 8 X 8 3 8 8 rX ;1161 4-1.75x11.87 (411;11 Span= 14.50ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=3.0 ft Point Load: D=0.930, L=3.10 k @ 5.50 ft,(FB5) Uniform Load: D=0.0250, L=0.10 ksf,Extent=5.50--»14.50 ft, Tributary Width=3.750 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.885 1 Maximum Shear Stress Ratio = 0.418 : 1 Section used for this span 4-1.75x11.87 Section used for this span 4-1.75x11.87 fb:Actual = 2,287.10psi fv:Actual = 119.10 psi FB:Allowable = 2,573.22 psi Fv:Allowable = 285.00p si 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-11+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 Woof, Beam ts12017117154(Fields Apartments-Otak)\calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.11.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB7 L=14'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+S+H 1.667 1.763 +D+0.750Lr+0.750L+H 5.527 6.022 +D+0.750L+0.750S+H 5.527 6.022 +D+0.60W+H 1.667 1.763 +D+0.70E+H 1.667 1.763 +D+0.750Lr+0.750L+0.450W+H 5.527 6.022 +D+0.750L+0.7505+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: Primed.21 MAR 2018 12 46P Wood Beam ts\2017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat �, idler En.ineering Inc Description: FB8 L=5'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PO 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : 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 a o A AD(0.05rL(0.3) b L(0.08) b i, 2-2x8 III Span=5.50 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=0.0250, 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 4111) Load Combination Support 1 Support 2 Overall MAXimum 1.443 1.443 Overall MlNimum 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 2018,12.46PM Wood Beam ts12017117154(Fields Apartments-Otak)\Calculations\Geral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB8 L=5'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 0.398 0.398 +D+S+H 0.398 0.398 +D+0.750Lr+0.750L+H 1.182 1.182 +D+0.750L+0.7505+H 1.182 1.182 +D+0.60W+H 0.398 0.398 +D+0.70E+H 0.398 0.398 +D+0.750Lr+0.750L+0.450W+H 1.182 1.182 +D+0.750L+0.7505+0.450W+H 1.182 1.182 +D+0.750L+0.7505+0.5250E+H 1.182 1.182 +0.60D+0.60W+0.60H 0.239 0.239 +0.600+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 • 4110 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154144 3141 Walnut St.Suite 203A Project Descr: ..__.__ .. Printed'.21 MAR 2018,12 47P Wood Beam ts12017117154(Fields Apartments-Otak)\CalculationssGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: FB9 L=13'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi 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.Opsi Density 42.Opcf 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 b D(0.1 5))L(0.5) o X 4-1.75x9.5 1;`i • � Span= 13.50 ft .1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=5.0 ft DESIGN SUMMARY Desi•n 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 fir:Actual = 90.02 psi FB:Allowable = 2,597.12 psi Fv:Allowable 285.00 psi Load Combination +D-FL-FH 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 S +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 2018,1247P ts12017117154(Fid Apartments-Otak)1Calculations\General Apartments DesignApartments Framing Design.ec6 wd Beam- ENERCALC,INC 1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica#: 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+0.7505+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 +0.60D+0.70E+0.60H 0.686 0.686 D Only 1.143 1.143 Lr Only L Only 3.375 3.375 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154146 3141 Walnut St.Suite 203A Project Descr: Pnnled.21 MAR 2018,12 47PM go wood Beam ts12017117154(Fields Apartments-Otak)1Cadculaiions\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#, KW-06009534 4,, Licensee Enayat Schneider Engineering Inc Description: FB10 L=21'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.12375)L(0.11) 8 C 0 0 0 X 5.5x11 25 ,41.i;,, • F Span=21.0 ft ..I Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0450, 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 2018,1247P ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments Design\Apartments Framing Design.ec6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic. KVV-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 47P 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: FB11 L=10'8" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Pill 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 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) 9 9 9 9 9 X 5.5x9.25 ;`, 11) 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 . +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 2018,12:47PM Wood Beam ts12017117154(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: FB11 L=10'8" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+H 2.400 2.400 +D+0.60W+H 1.463 1.463 +D+0.70E+H 1.463 1.463 +D+0.750Lr+0.750L+0.450W+H 2.400 2.400 +D+0.750L+0.7505+0.450W+H 2.400 2.400 +D+0.750L+0.750S+0.5250E+H 2.400 2.400 +0.60D+0.60W+0.60H 0.878 0.878 +0.60D+0.70E+0.60H 0.878 0.878 D Only 1.463 1.463 Lr Only L Only 1.248 1.248 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154150 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,12 47P IVOO,1 B@8111 ts12017117154(Fields Apartments-Otak)1Calcida8ons1General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB12 L=6'0" 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 0(0.29)5(0.3625) 0 a o o D(0.12)L(0.4) a a 0 o D(0.12)L(0.4) a — a a a 0 e __. _ o 2-1.75x11.87 ' , Span=6.0ft F �1 • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=4.0 ft,(Iv!3) Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=4.0 ft,(Iv'4) Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=14.50 ft,(Roof) Uniform Load: D=0.20, Tributary Width=1.0 ft,(wall) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.389 1 Maximum Shear Stress Ratio = 0.393 : 1 Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 fb:Actual = 1,012.35psi fv:Actual = 112.12 psi FB:Allowable 2,600.00 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio= 2847>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.051 in Ratio= 1411 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 . 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 2018,1247PM ts12017117154(Fields Apartments-Otak)1Calculations1General Apartments Design Apargnents f .ec6 Wood Beam ENERCALC,INC.1983-2017,Btild:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB12 L=6'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+H 2.226 2.226 +D+L+H 4.626 4.626 +D+Lr+H 2.226 2.226 +D+S+H 3.314 3.314 +D+0.750Lr+0.750L+H 4.026 4.026 +D+0.750L+0.750S+H 4.842 4.842 +D+0.60W+H 2.226 2.226 +D+0.70E+H 2.226 2.226 +D+0.750Lr+0.750L+0.450W+H 4.026 4.026 +D+0.750L+0.750S+0.450W+H 4.842 4.842 +D+0.750L+0.750S+0.5250E+H 4.842 4.842 +0.60D+0.60W+0.60H 1.336 1.336 +0.60D+0.70E+0.60H 1.336 1.336 D Only 2.226 2.226 Lr Only L Only 2.400 2.400 S Only 1.088 1.088 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154152 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 47P Wood Beam ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: FB13 L=8'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2600 psi Ebend-xx 1900 ksi Fc-PrIl 2510 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42 pcf Beam Bracing : Completely Unbraced D(0.180) X a a X a 3-1.75x7.25 3-1.75x7.25 illik'l ,41;`, Span=5.Oft Span =3.0 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.180 k/ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.091: 1 Maximum Shear Stress Ratio = 0.078 : 1 Section used for this span 3-1.75x7.25 Section used for this span 3-1.75x7.25 fb:Actual = 211.34 psi fv:Actual = 19.96 psi FB:Allowable = 2,332.12psi Fv:Allowable = 256.50 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 5.000ft Location of maximum on span = 4.413 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.017 in Ratio= 4322>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.288 1.152 Overall MINimum 0.288 1.152 +D+H 0.288 1.152 +D+L+H 0.288 1.152 +D+Lr+H 0.288 1.152 0 +D+S+H 0.288 1.152 +D+0.750Lr+0.750L+H 0.288 1.152 +D+0.750L+0.750S+H 0.288 1.152 +D+0.60W+H 0.288 1.152 +D+0.70E+H 0.288 1.152 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154153 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12,171'M 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 Lic.#:KW-06009534 `' Licensee:Enayat Schneider Engineering Inc Description: FB13 L=8'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750Lr+0.750L+0.450W+H 0.288 1.152 +D+0.750L+0.7505+0.450W+H 0.288 1.152 +D+0.750L+0.750S+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 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154154 3141 Walnut St.Suite 203A Project Descr: Printed. R 18, Wood Beam ts12017117154(Fields Apartments-Otak)1CalculationstGeneral Apartments DesignWpartments Framing21MA20 Design.ec61247PM ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.# KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: FB14 L=12.25' CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900 psi Ebend-xx 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 Un braced D(0.180) X A A A X v Ma, 3-2x8 p201,, 3-2x8 Span= 10.750 ft Span= 1.50 ft 4110 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.180 k/ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.819 1 Maximum Shear Stress Ratio = 0.259 : 1 Section used for this span 3-2x8 Section used for this span 3-2x8 fb:Actual = 790.84 psi fv:Actual = 41.96 psi FB:Allowable = 965.55 psi Fv:Allowable = 162.00 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 5.285ft Location of maximum on span = 10.149 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.236 in Ratio= 545>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.986 1.306 Overall MINimum 0.986 1.306 +D+H 0.986 1.306 +D+L+H 0.986 1.306 . +D+Lr+H 0.986 1.306 +D+S+H 0.986 1.306 +D+0.750Lr+0.750L+H 0.986 1.306 +D+0.750L+0.750S+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.21 MAR 2018,12:47PM Wood Beam Is\2017\17154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Bu ld: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+0.750S+0.450W+H 0.986 1.306 +D+0.750L+0.750S+0.5250E+H 0.986 1.306 +0.60D+0.60W+0.60H 0.592 0.783 +0.600+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 Wood Beam Yl 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: 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-PrIl 2510 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D((0.16) o D(0.293715)L(0.4O o s a D(0.293T)L(0.4f) b a -- b D(0.29375)L(0.47) b b b b 2-1.75x11.87 Span=6.0 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=11.750 ft Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=11.750 ft Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=11.750 ft Uniform Load: D=0.010 ksf, Tributary Width=16.0 ft,(Wall) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.622 1 Maximum Shear Stress Ratio = 0.628 : 1 Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 fb:Actual = 1,617.11 psi fv:Actual = 179.11 psi FB :Allowable = 2,600.00psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.045 in Ratio= 1615>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.078 in Ratio= 924>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 41) Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.390 7.390 Overall MINimum 4.230 4.230 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154157 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,1247P Wood Beam ts12017117154(Fields Apartments-otak)1Calculatlons\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB15 L=6'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+H 3.160 3.160 +D+L+H 7.390 7.390 +D+Lr+H 3.160 3.160 +D+S+H 3.160 3.160 +D+0.750Lr+0.750L+H 6.333 6.333 +D+0.750L+0.7505+H 6.333 6.333 +D+0.60W+H 3.160 3.160 +D+0.70E+H 3.160 3.160 +D+0.750Lr+0.750L+0.450W+H 6.333 6.333 +D+0.750L+0.750S+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: Punted 21 MAR 2018 12:47PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design'Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 ,. Licensee.::,,,,a Sc.hneider 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-PrIl 2510 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1.124)L(1.76) D 0.24375 L(0.391 ' • ' D 0.24375 L(0.39) • 2-1.75x11.87 Span =40ft ,1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=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 = 0.23R 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 = 98.88 psi FB :Allowable = 2,600.00 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.255ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio= 6732>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.012 in Ratio= 4099>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.611 2.441 Overall MINimum 2.813 1.482 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154159 3141 Walnut St.Suite 203A Project Descr: Primed.21 MAR 2018.12.47PM Wood Beath ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.19812017,Build:10.17.12.10,Ver:10.17.12.10 1l ic.#: 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+0.7505+H 3.908 2.070 +D+0.60W+H 1.799 0.958 +D+0.70E+H 1.799 0.958 +D+0.750Lr+0.750L+0.450W+H 3.908 2.070 +D+0.750L+0.750S+0.450W+H 3.908 2.070 +D+0.750L+0.750S+0.5250E+H 3.908 2.070 +0.60D+0.60W+0.60H 1.079 0.575 +0.60D+0.70E+0.60H 1.079 0.575 D Only 1.799 0.958 Lr Only L Only 2.813 1.482 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154160 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:47PM Wood Beam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.;#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 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-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 1,5 5 5.0 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 I: . 11:, b(0.2625)L(0.42) . d 2-1.75x11.87 l' Span=4.250 ft H IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=10.50 ft, (Level 2) Uniform Load: D=0.0250, L=0.040 ksf, Extent=0.0--»1.50 ft, Tributary Width=10.50 ft,(Level 3) Point Load: D=1.20, L=1.80k@1.50ft,(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 0 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.103 2.896 Overall MINimum 3.095 1.750 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154161 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12.47PM Wood Beam ts12017\17154(Adds Apartrr s-Otak)\Calculations\GeneralApartrtentsDesign\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: FB17 L=4'3" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+H 2.009 1.146 +D+L+H 5.103 2.896 +D+Lr+H 2.009 1.146 +D+S+H 2.009 1.146 +D+0.750Lr+0.750L+H 4.330 2.459 +D+0.750L+0.7505+H 4.330 2.459 +D+O.60W+H 2.009 1.146 +D+0.70E+H 2.009 1.146 +D+0.750Lr+0.750L+0.450W+H 4.330 2.459 +D+0.750L+0.750S+0.450W+H 4.330 2.459 +D+0.750L+0.750S+0.5250E+H 4.330 2.459 +0.600+0.60W+0.60H 1.205 0.688 +0.60D+0.70E+0.60H 1.205 0.688 D Only 2.009 1.146 Lr Only L Only 3.095 1.750 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154162 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:47PM Wood Beam ts12011\17154(Fields Apartments-Otak)1Calculations1GeneralApartmentsDesign\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Buik1lO.17.12.10,Ver:10.17.12.10 Lac :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 9 Fb+ 2600 psi E:Modulus of Elasticity Load Combination I BC 2015 Fb- 2600 psi Ebend-xx 1900 ksi Fc-PrIl 2510 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42 pcf Beam Bracing : 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 d mumami ' • I. ':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 @ 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 = 907.55psi fv:Actual = 113.55 psi FB :Allowable = 2,584.50psi 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 = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.014 in Ratio= 3954>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.022 in Ratio= 2434>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154163 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1247P Wood Beam 112017117154(Fields Apartments-OtakKalculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver10.17.12.10 Lic.#:KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: FB18 L=4'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.368 3.440 Overall MINimum 3.299 2.111 +D+H 2.069 1.330 +D+L+H 5.368 3.440 +D+Lr+H 2.069 1.330 +D+S+H 2.069 1.330 +D+0.750Lr+0.750L+H 4.543 2.913 +D+0.750L+0.750S+H 4.543 2.913 +D+0.60W+H 2.069 1.330 +D+0.70E+H 2.069 1.330 +D+0.750Lr+0.750L+0.450W+H 4.543 2.913 +D+0.750L+0.750S+0.450W+H 4.543 2.913 +D+0.750L+0.750S+0.5250E+H 4.543 2.913 +0.60D+0.60W+0.60H 1.241 0.798 +0.60D+0.70E+0.60H 1.241 0.798 D Only 2.069 1.330 Lr Only L Only 3.299 2.111 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154164 3141 Walnut St.Suite 203A Project Descr: Printed,23 MAR 2018 9 49A WOOL) Beam ts12017117154(Fields Apartments•otak)ICalcrdations\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 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-PO 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Dr , (0.090)o L(0.080) L42x8 2x8 Span=5.50 ft Span=3.250 ft F 11111 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 = 0.75R 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 ts12017 WOOCI Beam (Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments 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: Deck Joists Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750Lr+0.750L+0.450W+H 0.268 1.044 +D+0.750L+0.7505+0.450W+H 0.268 1.044 +D+0.750L+0.7505+0.5250E+H 0.268 1.044 +0.60D+0.60W+0.60H 0.097 0.376 +0.60D+0.70E+0.60H 0.097 0.376 D Only 0.161 0.626 Lr Only L Only 0.143 0.557 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154166 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2016,12 47P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations1General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering inc Description: Intermediate Stair Landing Joist L=40" 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 : Beam is Fully Braced against lateral-torsional buckling D(0.05)L(0.2) b 8 8 8 8 I 2x8 Span=4.0ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, 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: Printed. M Wood Beam ts12017117154(Fields Apartments-Otak)\CalculationstGeneral Apartments DesigntApartments Framing 21AR Design.ec62018,12.47PM ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Intermediate Stair Landing Joist L=4'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.405 0.405 +D+0.750L+0.7505+0.450W+H 0.405 0.405 +D+0.750L+0.750S+0.5250E+H 0.405 0.405 +0.60D+0.60W+0.60H 0.063 0.063 +0.60D+0.70E+0.60H 0.063 0.063 D Only 0.105 0.105 Lr Only L Only 0.400 0.400 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. ThomsonProject ID: 154168 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 47P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartmerts Framing Design.ec6 ENERCALC,INC.1983-2017,Buil&.10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 r Licensee: Enayat Schneider Engineering Inc Description: Corridor 3x t&g decking CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0138)L(0.046) a d b .1 b 5.50 X 2.50 Span=6.0 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=0.030, 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 0 +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: 17154169 3141 Walnut St.Suite 203A Project Descr: Pined-21 MAR 2018,12 47PM Wood Beam ts12017117154(Fields Apartments-Otak}1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Corridor 3x t&g decking Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.154 0.154 +D+0.750L+0.7505+0.450W+H 0.154 0.154 +D+0.750L+0.750S+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 • 11111 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 2018,1247P Wood Beam is\2017117154(Fields Apartments-utak)\Calculations\General Apartments DesignVtpartments 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: 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 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.0138)L(0.046) b C d P C 5.50 X 3.0 Span=8.0 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=0.030, 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 = 737.45psi 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 2018,12 47PM ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments DesigntApartments 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 • • 17 ESE DENVER PROJECT.?),dAov<=fv ,Ar.r\t, ►�� Enayat Schneider,Engineering,Inc. _ SSE OMAHA ►- 3141 Walnut Street Denver,Colorado 80205 PROJECT A BY C $$I OAIIAS 112D1 904 1234 DATE 12►�� ESE OENVER �1'l CD PAGE ESSPORJIANO n n . ...lar......AAfe ri d\ N 2 t.12, I(,, Z. i Or. n (gars-C Ec acs )( 5"/z 40c, e NI UC)et F�(oC�1)77, 2:40 ttia,..146 CO Vi 6-G- `' 421,. x— I,q" Dn61-v, f • it Ck(Aof -\l 6.ecwv- 'or) 4k w'' ✓" — M 2 1 t Wr\cQY rV\Vic' f()'&-E0( 'k °'('t Dv\ ( ) sl +$ Olc ck ` I .1'P Yt Por 1-L► 1-1,V'— 1,44 ., �.7,s"-I,cd' St 1.... . O (AA (pf�� {...1. 3 :. e/ t� � -�a '1��� 14 ocr Pt�,� .1 6 ►� z 1. 2i Qom; r 2 .�,p, l af).r.4 2516 �.� > 1.32-6t -i •"• �,���, • CHECKED BY: OAIE: 173 PROJECT Re.( lArreuknow4o 3141 Walnut Street Suite 203A Denver,Colorado 80205 PROJECT 11 [ o`""i BY (`,r- Schneider 11;-- [72019041234 Smith yl DATE 316 0 IC? PAGE Engineenmg, Inc. ,AGO/ CdC.-k-v6+ 5\r-N V `l`11V-(f.. — NQS 211 (kg.a2:, (\os (30- -acs )M ('O t A (00q-.. .. 1............e LiMbe 1.1y O L ..E ' t^r. C62 r, ( .,$.t ....: 1.1..5 _ • (s noR;vi 22al` °1 1r 4. VI..0 e ,. 0 O • CHUB BY: DATE: FIELDS APARTMENTS ESS NO.: 17154 0 S Wall Stud, King Stud, and Post Design . 174 ESE DENVER PROJECT peitio mettiglvv\upta Enayat Schneider,Engineering,Inc. PROJECT// 1-4-11-1 BY C-'1". SSE OMAHA DALLAS ESE DENVER1 3141 VialnuE Sheet Denver,Colorado 80205 [1201 9941234 DATE I t /z.0 t4K PAGE ES PORTLAND V\. & it -•.&z:AC-1.0\) 0 4 L .3L r5f• (v-11-i'v\f‘cat) 7-7AP. YvNek igs-0 p ncu1/41-- 0 (V- kx6Por — sAv-icuAq .9kif koLkr Y-tx,,,Natic ` c ° f/x-ps ov‘ to"-&-(0c3) (j\j¶Z- Loei 90 'tLo ul.• 4 to kol Ct kivAis.AN • .utza mtAa a)rukr 1 49 OU o o tto (T\A V 00-u) uo 644 ouc.to 2-s10 cxv,6\e‘k•-y.\.3 Lolci cqt.;t42 corx4 0 51) 1,6 (01;K-4U CX-V c^-12 Lock4t. i ,Ckk odk..k...4eNti.A.t,,, . 2rO kj„ st› 0.4 1(4_ u3c4---- £t3044,, cjrvilk\A-v-\_63 (PS Q; = 'cQin "4-Col (4, OL, e-qc,,,ovib;(vy 4'154'16 (6 \i(P o COI 0-Q tot) (6, GA " K‘ns,w-s\",;,-.-v-i, 2,0 "C< Lop,c4 - Z 21-o CHECKED BY: C-4^/!An..Z.-v4,as C- --11(,) BATE: 175 ESE DENVER PROJECT 4 € d.z Or.NA kha_txttA * A Ai Enayat Schneider,Engineering,Inc. PROJECT# (4-1 S1 BY SSE OMAHA ;-- 3141 Waloul Slreei Doom,Colorado 80205 SSI DALLAS . '. 11201 9041234 ESE DENVER T1 OE I i 2%I g-0 1 ci( PAGE ESSPORILANO tAil-1-1 , --,-4-14,,,A — 5)0, W---------611C)'i f:im- W.- tiki-cle:Ar)< 4--‘1 1-100-012., eY.T-Cr 03 0, -11.Ut it -CODA boimAlAl Q (If criv vkid+P-vvk vOekill i- 1' - .to,i bV r4 r( q5P-)( ctkoli5) +V- 21,5e -P.) = 505 p 14.(M12)7, 34.04 ‘,6 ti, ,110k t . 7--1(1.5f)r/PY. -,401,r(k(elfz), 6-T GG cal-i-ve_ tellesql* 02: q'( (oir ) *0(5)-,-- ,-(k)f(C Oktil 2-) - I 1 2D ilo c--to tiCel- olAe\S = Kil—' vi.p (1(0117,1 LIU, p lc — .4_ 1" Ft...,.01, Gyl Er_t6 f,:=2,. Sito,ci1/4,- - Lon -( 6tonortv\ci, 0 co-4 o -k-6. tokAVI' '( (AjAi.1, .Z. I... (44, (041. tiL= 10 - 1( t.0 s ) 1 NA-, VIG e4-)(2,) .' 404 0 elr , t> ? SL' '( • • ( • 8(e$ 'pq' °'•(. t.6 (c.):NA -*tie LL.,--- 2, (LI Or,-,,E)( Owl)z- 2,410eIr (A>I (ot.),r (mtg. kleckov )k, ,t-) ck-1.4i)vt, a-e-rn`cr's covNitota. L-,- ,, -S:i Ft-MV.4, H•STE-4-1k, tg 7.1(ALS, 21q0 NP it7. 6 164 c = Ariov1/4A ,JAA u0)6t4Ail -;-, lz-i fl 2 z- 12.-' thi. 12000a \,119.,. ...g.:2 e necc 0 LI r. ckb (,.,sk(..:6.4)(s)(1.2. :- te-p-4 0 0...e('6111), (01,26A6 o i . ec (0,7-04' . vild f-- oitzirExa Mc. -cu 2- 4 ( F 41=2. qt-"oc 1L 2- ec_ c-(2._)(‘2)) .-.---;, ,c,poppL.N.`4 ki_—'--1-Ofs.q2)67-:\yi- ci ke 6 el (t 6)- 7 -6kL2 (AA. 6 . -0-i 0 ___ 2_Cp tk.7 42.- As) oc. -kola 0-,-- e? ' wr\i,4i 3 c 0,rec1 0 i, + 11rul4 /,? t-k_44- lifioetoc"i•ii2Y- 1200," (..-,-L rq,025,50 .-. 9- 14 pl c(un(.7)-; r--,<?,-k v.., iNL:---5e't.,,Q-(1 V1‘2_)....7 Cc•tPq-tk' t4 = 0 III 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: Printed.21 MAR 2018,12 45P Wood Column ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartmenis Framing Design.ec6 ENERCALC,INC.1983-2017,Bui'd:10.17.12.10,Ver:10.17.12.10 t_ic,#: 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 1-,`,d , 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 Ix 20.797 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi Fc-PrIl 1,350.0 psi Density 31.20 pcf ly 1.547 in^4 Cm:Wet Use Factor 1.0 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 16.088 lbs*Dead Load Factor • BENDING LOADS. . . Lat. Uniform Load creating Mx-x,W=0.180 k/ft L 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 +D+0.60W+H 0.486 0.486 0.016 +D+0.70E+H 0.016 +D+0.750Lr+0.750L+0.450W+H 0.365 0.365 0.016 +D+0.750L+0.7505+0.450W+H 0.365 0.365 0.016 +D+0.750L+0.750S+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: Column Printed 21 MAR 2018,12-45PM C Wood olu17111 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: (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 +0.600+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+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.484 in 4.530 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.363 in 4.530 ft +D+0.750L+0.7505+0.450W+H 0.0000 in 0.000 ft 0.363 in 4.530 ft +D+0.750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft ID+0.600+0.60W+0.60H 0.0000 in 0.000 ft 0.484 in 4.530 ft +0.600+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.807 in 4.530 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154178 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:45PM Wood Column ts12017117154(Fields Apartments-otak)\Calculations\General Apartments DesigntApartments Framing Design.ec6 ENERCALC,INC.1983-2017, 10.17.12.10,Vec10.17,12.10 Lica#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: (2)2x6 King Stud Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 2-2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9 ft Wood Member Type Sawn ( , ,,, iilatlo,a Exact Width 3,0 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth 5.50 in Cf or Cv for Bending 1.30 Wood Grade No.2 Fb+ 900.0 psi Fv 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 ly 12.375 in^4 Cm:Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Builtup columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. • Column self weight included:32.175 lbs*Dead Load Factor BENDING LOADS. . . Lat. Uniform Load creating Mx x,W=0.360 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9283 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 4.470 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 4.530 ft above base Applied Axial 0.03218 k for load combination: W Only Applied Mx 2.187 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,063.92 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.3068 :1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 88.364 psi Allowable Shear 288.0 psi Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 0.032 +D+L+H 0.032 +D+Lr+H 0.032 +D+S+H 0.032 +D+0.750Lr+0.750L+H 0.032 +D+0.750L+0.7505+H 0.032 • +D+0.60W+H 0.972 0.972 0.032 +D+0.70E+H 0.032 +D+0.750Lr+0.750L+0.450W+H 0.729 0.729 0.032 +D+0.750L+0.7505+0.450W+H 0.729 0.729 0.032 +D+0.750L+0.7505+0.5250E+H 0.032 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154179 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 45P ts\2017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartnents Framing Design.ec6 Wood Column ENERCALC,INC.1983-2017,BuiId10.17.12.10,Ver:10.17.12.10 `Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: (2)2x6 King Stud Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D+0.60W+0.60H 0.972 0.972 0.019 +0.60D+0.70E+0.60H 0.019 D Only 0.032 Lr Only L Only S Only W Only 1.620 1.620 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+O.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 1 III 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 201R 1247P Wood Column ts12017117154(Fields Apartments-otak)1Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.11.12.10 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-PrIl 1,350.0 psi Density 31.20 pcf ly 1.547 in^4 Cm:Wet Use Factor 1.0 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 . Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. • Column self weight included: 16.088 lbs'Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft, D=0.7640, L=1.120, S=0.0670 k BENDING LOADS. . . Lat. Uniform Load creating Mx-x,W=0.0460 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2644:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp+ Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 4.470 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 4.530 ft above base Applied Axial 0.7801 k for load combination: W Only Applied Mx 0.2794 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,063.92 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.07841 :1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 9.0 ft Applied Design Shear 22.582 psi Allowable Shear 288.0 psi Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 0.780 +D+L+H 1.900 +D+Lr+H 0.780 +D+S+H 0.847 • +D+0.750Lr+0.750L+H 1.620 +D+0.750L+0.750S+H 1.670 +D+0.60W+H 0.124 0.124 0.780 +D+0.70E+H 0.780 +D+0.750Lr+0.750L+0.450W+H 0.093 0.093 1.620 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154181 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 47PM Wood Column ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Desirpl.ec6 ENERCALC,INC.1983-2017,Buid:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 1st Floor Exterior Stud-Load bearing at floor Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.750L+0.750S+0.450W+H 0.093 0.093 1.670 +D+0.750L+0.750S+0.5250E+H 1.670 +0.60D+0.60W+0.60H 0.124 0.124 0.468 +0.60D+0.70E+0.60H 0.468 D Only 0.780 Lr Only L Only 1.120 S Only 0.067 W Only 0.207 0.207 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.124 in 4.530 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.093 in 4.530 ft III +D+0.750L+0.7505+0.450W+H 0.0000 in 0.000 ft 0.093 in 4.530 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.124 in 4.530 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.206 in 4.530 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154182 3141 Walnut St.Suite 203A Project Descr: Prinled.21 MAR 2018 1247P IIIWood Column ts12017117154(Fields Apartments-Otak)ICalculationslGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:#SAI-46009534 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 Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir- Larch Exact Depth Wood Grade No.2 5.50 in Cf or Cv for Bending 1.30 Area 8.25 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 I Cm:Wet Use Factor 1.0 Fc-Pill 1,350.0 psi Density 31.20 pcf y 1.547 in^4 Fc-Perp 625.0 psi Ct:Temperature Factor 1.0 Ctu: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. 0Column 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 0 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 47PM Wood COl ium In ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design1Aparueeris 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+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.018 in 4.530 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.014 in 4.530 ft III +D+0.750L+0.750S+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 III 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 Wood Column ts12017117154(Fields Apartments-Otak)1Calculatons\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 rr, Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir- Larch Exact Depth Wood Grade No.2 5.50 in Cf or Cv for Bending 1.30 Area 8.250 in^2 Cf or Cv for Compression 1.10 Fb+ 900.0 psi Fv 180.0 psi lxCf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi 21.547 in^4 Cm:Wet Use Factor 1.0 547 in^4 Fc-Pill 1,350.0 psi Density 31.20 pcf ly 1. Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity. . . x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. • Column self weight included: 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+0.750S+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 ts12017t17154(Fields Apartments-otak)tCalculationstGeneral 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+0.750S+0.450W+H 0.012 0.012 2.654 +D+0.750L+0.750S+0.5250E+H 2.654 +0.60D+0.60W+0.60H 0.016 0.016 0.729 +0.60D+0.70E+0.60H 0.729 D Only 1.214 Lr Only L Only 1.920 S Only W Only 0.027 0.027 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+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)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 Interior Studs(2x4) Code References Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x4 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir Larch Exact Depth Wood Grade No.2 3.50 in Cf or Cv for Bending 1.50 Fb+ 900.0 psi Fv 180.0 psi Area 5.250 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-PHI 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. 0Column self weight included:9.10 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 8.0 ft, D=0.90, L= 1.440 k BENDING LOADS. . . Lat. Uniform Load creating Mx-x,W=0.0050 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7876:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 4.027 ft above base Applied Axial 2.349 k for load combination: W Only Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 568.13 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.01191 : 1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 3.429 psi Allowable Shear 288.0 psi Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 0.909 +D+L+H 2.349 +D+Lr+H 0.909 +D+S+H 0.909 0 +D+0.750Lr+0.750L+H 1.989 +D+0.750L+0.7505+H 1.989 +D+0.60W+H 0.012 0.012 0.909 +D+0.70E+H 0.909 +D+0.750Lr+0.750L+0.450W+H 0.009 0.009 1.989 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154187 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1248P Wood Column ts12017117154(Fields Otak)1Calculations\General Apartmerts Oesign\Apartmerxs Framing Design. ENERCALC,INC.1983-2017,Build:10.17,12.10,Ver:10.17.12.10 Lic.# KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 1st Floor Interior Studs(2x4) Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.750L+0.750S+0.450W+H 0.009 0.009 1.989 +D+0.750L+0.7505+0.5250E+H 1.989 +0.60D+0.60W+0.60H 0.012 0.012 0.545 +0.60D+0.70E+0.60H 0.545 D Only 0.909 Lr Only L Only 1.440 S Only W Only 0.020 0.020 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+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+0.7505+0.450W+H 0.0000 in 0.000 ft 0.024 in 4.027 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.033 in 4.027 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.054 in 4.027 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft III Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154188 3141 Walnut St.Suite 203A Project Descr: Printed._1 MAR 2018,12A8PM Wood Column tst2017117154(FieldsApartments-otak)\Calculations\GeneralApartmentsDesign\ApartmentsFramingDesign.ec6 ENERCALC,INC.1983.2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 2nd Floor Interior Studs(2x4) Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x4 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn Exact Widthin Allow Stress Modification Factors Wood Species Douglas Fir-Larch 1.50 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 5.25 in^2 Cf or Cv for Compression 1.150 Fb+ 900.0 psi Fv 180.0 psi lxCf or Cv for Tension 1.50 Fb- 900.0 psi Ft 575.0 psi 844 in^4 Fc-PrIl 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 K :f:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. • Column self weight included:9.10 lbs* Dead Load Factor AXIAL LOADS. . . Axial Load at 8.0 ft, D=0.80, L= 1.280 k BENDING LOADS. . . Lat. Uniform Load creating Mx-x,W=0.0050 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7004:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 4.027 ft above base Applied Axial 2.089 k for load combination: W Only Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 568.13 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.01191 :1 Bending Compression Tprl 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: 17154189 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018.1248P Wood Column ts12017117154(Fields Apartments-Otak)1Calculations1General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12,10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 2nd Floor Interior Studs(2x4) 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+0.7505+0.5250E+H 1.769 +0.600+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 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 IIIII FIELDS APARTMENTS ESS NO.: 17154 • • Miscellaneous Design • 190 PROJECT 4e1dA Atoor fikt4\ AA 17A .... 3141 Walnut Street,Suite 203A Denver,Colorado 80205 PROJECT 11 k z: Lay Enayat ;- Schneider Smith yl [1201 904-1234 DE I 0 IV pAGE Engineering, Inc. tkii0k6R-iA\ qr ketti\,) r` 1)< *AtiViC ETC4.4 3.) 0 41 <fr" . lAtiC COW-AlkA-kn 20(St (12)) Meth.OY nvl kg Wt NaLkPit\AN\L 'C'e•A (• ) VV\tty • AS‘...t- '148)(4 \ I. V . 72 •Ztc LP T`-"C-e%‘0 0,0)(!-.4 too k4 &- > g-r2_ *0(1 0 6,II-VV./.0\4) CA- 61.00411 1\16 69, °Tali 0.#21,n) 4- I L 0\t'fisi 0 0 CHECKED HY: DATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154191 3141 Walnut St.Suite 203A Project Descr: Printed 22 MAR 2018 1214P Steel Beam ts12017117154(Fields Apartments-Otakj\CalculationstGeneral 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: 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) HSS4x4x1/4 Y HSS4x4x1/4 Span=2.Oft � Span=5.Oft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 2 Uniform Load: W=0.270 klft, 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:Faraeft is#1 Values in KIPS Load Combination Support 1 Support 2 Suppnrt 3 Overall MAXimum -1.688 3.038 Overall MINimum -0.759 1.367 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.7505+H +D+0.60W+H -1.013 1.823 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H -0.759 1.367 +D+0.750L+0.7505+0.450W+H -0.759 1.367 +D+0.750L+0.7505+0.5250E+H +0.60D+0.60W+0.60H -1.013 1.823 • +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only -1.688 3.038 E Only H Only Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 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,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Mechanical screen beam CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W(0.081) x aK HSS4x2x 1/4 mo', 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: 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 5.000 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 0.141 in Ratio= 853>=360 Max Upward Transient Deflection 0.141 in Ratio= 853 >=360 Max Downward Total Deflection 0.100 in Ratio= 1205 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.405 0.405 Overall MINimum 0.026 0.026 +D+H 0.044 0.044 +D+L+H 0.044 0.044 +D+Lr+H 0.044 0.044 +D+S+H 0.044 0.044 +D+0.750Lr+0.750L+H 0.044 0.044 +D+0.750L+0.7505+H 0.044 0.044 +D+0.60W+H 0.287 0.287 +D+0.70E+H 0,044 0.044 +D+0.750Lr+0.750L+0.450W+H 0.226 0.226 +D+0.750L+0.7505+0.450W+H 0.226 0.226 +D+0.750L+0.7505+0.5250E+H 0.044 0.044 +0.600+0.60W+0.60H 0.269 0.269 • +0.60D+0.70E+0.60H 0.026 0.026 D Only 0.044 0.044 Lr Only L Only S Only W Only 0.405 0.405 E Only H Only Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154193 3141 Walnut St.Suite 203A Project Descr: Printed.22 MAR 2010.12 22P 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: Mechanical screen beam minor axis bending CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending D(0.06) x 441 HSS4x2x1/4 Span = 10.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.060 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.209: 1 Maximum Shear Stress Ratio = 0.034 : 1 Section used for this span HSS4x2x1/4 Section used for this span HSS4x2x1/4 Ma:Applied 0.860 k-ft Va :Applied 0.3439 k Mn/Omega:Allowable 4.109 k-ft Vn/Omega:Allowable 10.020 k Load Combination +D+H Load Combination +D+H Location of maximum on span 5.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.362 in Ratio= 331 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.344 0.344 Overall MINimum 0.206 0.206 +D+H 0.344 0.344 +D+L+H 0.344 0.344 +D+Lr+H 0.344 0.344 +D+S+H 0.344 0.344 +D+0.750Lr+0.750L+H 0.344 0.344 +D+0.750L+0.750S+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+0.750S+0.5250E+H 0.344 0.344 +0.60D+0.60W+0.60H 0.206 0.206 +0.60D+0.70E+0.60H 0.206 0.206 1111 D Only 0.344 0.344 Lr Only L Only S Only W Only E Only H Only 1-94 PROJECT CiPArko 4pat(-44\,c th 11i 3141 Waloo(Street,Suite 2034 Enayat 41116- In �Beouer,Colorado 00205 PflOJECT# n-15/-1 BY o • Schneider [71019041234 BR i '� fc 4/ Mg Smith yl v Engineering, Inc.` [� `^ .•Y...•�af th ZS t c54) 1.-...,.ova= 1214. 0S1 S` " r t' S 1 Q `)1)(V4 /2-).. 'i-(G F 4.2 O ,A..r10 rNA 0 ).1017.G44..........t�a G CS I NO v rekktirvyI tN'1f.1.ed '..-`-t4C{(`,!..A.[!'.t - .......i JbS... _01 `M©'- nr S f-r -tole- MG'1. O O CHECKED BY: DATE: 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 49P Wood Bea111 ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 +rs, , _ Licensee:Enayat Schneider Engineering Inc Description: Center stringer 1=9'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-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 b 4-2x6 Span=9.0 ft 141`) F 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 = 0.88a 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 = 1,170.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.500ft Location of maximum on span = 8.573 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.223 in Ratio= 484>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.287 in Ratio= 376>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 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 +D+0.750Lr+0.750L+H 0.932 0.932III +D+0.750L+0.750S+H 0.932 0.932 +D+0.60W+H 0.257 0.257 +D+0.70E+H 0.257 0.257 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154196 3141 Walnut St.Suite 203A Project Descr: Printed-21 MAR 2018.12:49PM Wood Beam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,BteId: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+0.7505+0.5250E+H 0.932 0.932 +0.600+0.60W+0.60H 0.154 0.154 +0.60D+0.70E+0.60H 0.154 0.154 D Only 0.257 0.257 Lr Only L Only 0.900 0.900 S Only W Only E Only H Only • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154197 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 49P Wood 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: 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 1,600.0 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(0.025)L(0.1) b b b b 2-2x6 Span=9.0 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.10 ksf, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.883 1 Maximum Shear Stress Ratio = 0.264 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 1,032.85psi fv:Actual 47.61 psi FB:Allowable 1,170.00 psi Fv:Allowable 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.500ft Location of maximum on span = 8.573 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.223 in Ratio= 484>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.287 in Ratio= 376>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.579 0.579 Overall MINimum 0.450 0.450 +D+H 0.129 0.129 +D+L+H 0.579 0.579 +D+Lr+H 0.129 0.129 +D+S+H 0.129 0.129 III +D+0.750Lr+0.750L+H 0.466 0.466 +D+0.750L+0.7505+H 0.466 0.466 +D+0.60W+H 0.129 0.129 +D+0.70E+H 0.129 0.129 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154198 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:49PM WOOL) 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: 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+0.750S+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 PROJECT 's_. I. 0,11 `1 A I® 314D n er,Colorado 002051 VValnul Street,Suite 03A PROJECT 4 ( W� BY CT Enay a ® schneiclerr [1201904-1234 ID Smith r�4 DATE 212 (o / 0<O PAGE Engineering, Inc. 0"1 �. o 1),„).NiAL o ' 0 tlGt......... t. - r z-1,% Com(.". o • 0 yiq .c,pr `: s a-w rreAtv.krt t ( ,) ,c4A ye.),n c l 4 YA, 0 C C?Atit--0 y c)vs X LU tN + ...yg tit:....�y ........ >..1:.►. # r1.�� s�::� � Gl 1\1ovi-� vL (c�A 5,,k/A. e to ( tea d?,: ....,trrN . {,or-0 O (rN eZA etAar\ovi V r-SCT'l t(ko-,--1-4, (2- 2...)=- 53 uz 9V- 4110 1/4r1 'L. { abut:rot $f141) 16) I4 CHECKED BY: o 200 PROJECT ,:ti: L.• ... 7 ' 4i 3141 Walnut Street,Suite 2O3A Enayat Denver,Colorado 80205 PROJECT I 8120`~-, BY G . Schneider 11201904-1234 Smith r, DATE 2i2g2_01`2,' PAGE Engineering, Inc. 2- ...... .s.ik,- C6urtr ,e . '0-- G e.4 g; ,,., _ -,.., : P., Et TT-L,L. r �_Lv ,..... C/9 L W2-1, 4,: .(),, 0 ,i ....... ti. ..... 4 I, '' • . r.T,,25 Nita+ =r v u,. .1,4s":i 1. 1.1Q1 .( ti *---1 sece4.0,) c :T.Q..tb MI o , w `IV ti.9 , vv\Ov*N. - ' € 2.'.0 4 4f a 0931 ct...---15..I.1-.2Uø rh o `r" " 14 t'', t I ti-Si:fa z.- Wit tc, y &I (k v\(,) tk-ft, vnt-w .1 t- e I ' (o" C2c, N)ac :-- .0,82P-E--1% to U0';\e\ —r-= %-6 70 is,2 el.,y, 0) Lio L1111I 1Q r04!t:Y..4,. ' ,t- 6A) `k` 4) le* ..\ ' SUre .. = 6 `'Ic sMM,. '' Vbit (4 S2 I-6 - , , • = 1 U 1..06( -1,1 S). (9(64(0`..12-&?. • CHECKED DY: "�."� DATE: 201 PROJECT . eAriLA ti4. u .s ..yti ,>i,i4i 3141 Walnut Street,Suite 2030 � . Denver,Colorado 00205 PROJECEPROJECT!, Ili I BY eir— Schneider Schnei r P 17201904-1234 • Smith 1� 001E - -(P i `( REE Engineering, Inc. O 10, L C-( , c an( sd :, Inn t1 it , -. .F 1 1e'lL1 = '1d1 CC IP ,,,` \Li T.' c.Q r- cp est - e : t.t\Icv Le- curIccf,AiIII L.._ Q ��. `moo U 11&.C, „k�(Jv.,com.A.,.,+nrl..,:N! 6,0,1 , 0 C�....1.6c2 FhaA 4 i°1°l 7--f '11(1 t I r' `1 C'b.beavi 4). to r>A tr a`ri ,-�t')z� T`,:...0)14' t.e.2 p i Q ((' erlii.J.S' 10 w. 1... ... '214- '" a`f u go `I„ , t c IA ' I I a T1 101 1: ,( ;12- 1 ks&O).i',.nom-L.: ,,Q.1 r - ?.,.. ; '',;..;.t,I to 44tta . .. -- l.,\.b..... 21k) Y-ci31 i. 3 3$16-' (-.)\4t�A_ ' t t � :ka1CI( on .sa ” 0 y.� r. 1 � � O ..�' �vis. � ��) C''tc�� Q \? V2Yt1 � �����,7-: D� • I 1 eco\ k `c), U p.(0t= I:.(. ." ' aI CHECKED BY: -E> 1,41 Vo.04,1t,t SV ---t), '. t?.41.6..(:0 -t (A, DATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154202 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:47PM General Beam Analysis ts12017117154(Fields Apartments-Otak)1Calctlations\General Apartments DesignlApartments Framing Design.ec6 y ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 1 ft Canopy General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 1.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 de...e :.d ba --_ 4 b ; Span=1.0 ft F F 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 occurs4110 Span#1 Span#where maximum occurs Span#1 Location of maximum on span 0.000 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.000 in 979090 Max Upward Total Deflection 0.000 in 2393968 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 1.00 ft 1 -0.17 0.17 0.33 +D+H Dsgn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+L+H Dsgn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+Lr+H Dsgn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+S+H Dsgn.L= 1.00 ft 1 -0.17 0.17 0.33 +D+0.750Lr+0.750L+H Dsgn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+0.750L+0.750S+H Dsgn.L= 1.00 ft 1 -0.13 0.13 0.25 +D+0.60W+H Dsgn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+0.70E+H Dsgn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+0.750L+0.750S+0.450W+H 0+ Dsgn.L= 1.00 ft 1 -0.13 0.13 0.25 D+0.750 L+0.7505+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+0.60H Dsgn.L= 1.00 ft 1 -0.00 0.00 0.01 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154203 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,1247P General Beam Analysis tst2017117154(Fields Apartrnents-0tak)lCalculations\GerealApartments Design1ApartmentsFraming Design.ec6 Y ENERCALC,INC.1983-2017,BuiId: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.""Def 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+0.7505+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+0.7505+0.450W+H 0.254 +D+0.750L+0.750S+0.5250E+H 0.254 +0.60D+0.60W+0.60H 0.009 +0.60D+0.70E+0.60H 0.009 D Only 0.015 Lr Only L Only S Only 0.318 W Only • E Only H Only • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154204 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.12:47PM General Beam Anal SIS tst2017117154(Fields Apartments-Otak)\Calculation\GeneralApartments Design\ApartmentsFraming Design.ec6 y ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lc.#: KW-06009534 Licensee Enayat vSChneider Engineering Inc Description: 2 ft Canopy General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 2.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 S • b b '''s .,ice" roar .__ _.. _..... Span=2.Oft 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+0.7505+0.450W+H ii" Dsgn.L= 2.00 ft 1 -0.25 0.25 0.25 D+0.750 L+0.750S+0.5250 E+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: 17154205 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 12:47PM General Beam Analysis ts12017t17154(Fields Apartments-Otak)1CaIculatiions1Ger�al Apartments Design\Apartments Framing Design. y ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 2 ft Canopy Overall Maximum Deflections Load Combination Span Max."2 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+0.7505+0.450W+H 0.249 +D+0.750L+0.750S+0.5250E+H 0.249 +0.60D+0.60W+0.60H 0.009 +0.60D+0.70E+0.60H 0.009 D Only 0.015 Lr Only L Only • S Only 0.312 W Only E Only • H Only • 206 PROJECT A 3141 Walnut Street,Suite 2030 vv. Denver,Colorado 00205 PROJECT# r;-1 BY CA-- Enayat Schneider e."1111.- Smith If 11201 9041234 DATE ?D' 1190 tt't Engineering, POSE Inc. \rls 0,Js eZt.Ve (93.(Skt.tOtirc.-.)(61Z -;Stlt 0.e.W ""tvr tit " SL r p" - 2 (2_" g " > '21‘ - 2 211_ = T (Z.) Aoq Q % .t \14 . e).5 AG t of(ex.‘i • "Z ce ce.d 1,:p0,t,#Ar-t sii-e.040-Y\cot, 4-I I 12,%I:it ti lot Ka Mvos I 2-S eeCtt.„,. .tg uca -to 2 14(2, 4&L I%Lot.K.K o e octleAr 2 -*. foie ‘sr,tn ,DA4 cLireuvAce, u1/4--- (30.k .,7d.).(,(Z II) 7: SW fi-c-(Q1.14 260 (40 -Z j, eetAi 111,Aft 0 CHECKED BY: DATE: 207 PROJECT cid 616 A-fartt,AszkAit, A 3141 Walnut Street Suite 203A knot Colorado 00205 [7201 904-1234 PROJECT# BY Cr Enayat Schneider Smith y DATE (2 7 i(2.0 0pAGE Engineering, Inc. + \ rts . ;60 tO (ckp (30 euf.f (-0-A,W-)(4.1k ).7-- upo(4 .ecttcy, 'AI 0 Y. trtA rt40 ‹kkia r( to t 1,0e,heax3 ltbUrs(C4,1 t tt-(31,1 0 Vvt - Z te t.(3, (-0 (2) 7- Opa 'LW urc, (b(e)c---1/4-ANNos fAvvNtiv-Nk -40 V-4 p C L112) 314 u /..2. ,r`o'k 1'4-44 Oo LQ8 oex\o,z-t 14, U6 (4s-A.th c9,0) - 6)1/-- 0,0 (s) • t5te_ot,13 . At) rhe Icist oC cc)(006,1-vv. Oc)-,),) krz_ tO(84 0 • 0 1111 CHECKED BY: DATE: 208 ESE 0f8VE0 PROJECE V\tic{8 ' 'Q"'tk u-t"6 8,, A 4i, Enayat Schneider,Engineering,Inc. • SSE SSI NA L AS3141 Vaal u�Street Denver,Colorado of a 80205 PROJECT# k� L1 By �'�C' ESE NENVER Y1 [72019041234 ESSPORILAND OGEE 2-12-21 0 PACE 2._- 0,. 2-k", E 0 ,t t` r — y o (- .- . fo,_', ,Iia 1,2_4 '- ,111 a' vi :14 110t/ tis-.i,... ) r ( :Eoit, (2 2`2..0 , . (.Arv1 P 12 4 ô .., r`x\7 C.0' . . .: :. 12179) ..�-:.:.. 0,.� C< < 220 c� :�. �,. io0 4A...e.._.4- 4 C.,, t "� `."U !``''•= If ' 1C 14A (2K-kr- ti.-1:, 1,r' 0.SIS‘‘ 01167 I' L ) _I_ [,_ _ ,,„. j . 3 , , , , 2 ,,,q., , , 14 A I i , (..-\.-StA.I. S c re,L,4 .•., isv\ko ,e C. Akt ,61 : 0,95' AS 0 (0' ;M(t(°12.16 7-- rk.2( sy., k, v4t6 al ea s-f-, ei -- (-1c,.,)(k.,, > 0 .t. '043 o 111 r CRfCNEO BY: k R BATE: i 209 ESE DENVER PROJECT VI Ocio 5acr,c-fv..,0,\"r4 Enayat Schneider,Engineering,Inc. Y SH OMAHA ;- 3141 MINI Street Denver,War* B0205 PROJECT il SSI DALLAS .4,-• [1201 804-1234 IP {SEINER r DATE 2 M . PAGE ESSPORILAND LC/ cc.1oiI ___,_ ...E.. 0 C':..)€--5-1 3,1:15° / 2 : Mut- 2.0-606(;,5),, 4.(3-o v4 4 *------ - \.t< •sv" r V-1 01.We 1111 j .> 0 I :.):-74. L g 4 t4Th tz.-Qs .6„,30(-0A. xit. ,T-E -- 2`12_4 Pokc S" tol c_iirki,..) i IAA-P.- tr2.-1 Is 0 itt\riA 60 vcr (46n) f-,71.a. - 1-(Iii-- - 'to ' si.,1 er -, - _ ...) — — c/\ w( o Pt)V— Pi 1---4,1 TM,d fir/4E5/411," vv,-0-4-vk wv.,,,,,Lopirt (i-,0 Go . ' 1, loty•60-pt .7.-' 1Ft 2.0 , ( 0'14- 9)..._f (Ukkj2-,o,MI tvi3 0 e 5.11'0 VC,',04 III -ik,,,<_tulni,o. CHECKED BY: BRIE: FIELDS APARTMENTS ESS NO.: 17154 0 0 Site Structures Design • Enayat Schneider Smith Engineering JOB TITLE Fields Apartments Mailbox Structure 3141 Walnut Street,Ste 203A 210 Denver,Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C.Thomson DATE 2/27/18 CHECKED BY DATE III Wind Loads - Open Buildings: 0.25 <_ h/L _< 1.0 Ultimate Wind Pressures Type of roof= Monoslope Free Roofs G= 0.85 Wind Flow= Clear Roof Angle= 7.3 deg NOTE:The code requires the MWFRS be Main Wind Force Resisting System designed for a minimum pressure of 16 psf. Kz=Kh(case 2)= 0.57 Base pressure(qh)= 18.0 psf Roof pressures-Wind Normal to Ridge Wind Load Wind Direction y=0&180 deg Flow Case Cnw Cnl Cn= 1.20 0.30 Clear Wind A p= 18.4 psf 4.6 psf FlowB Cn= , -1.10 -0.10 p= -16.8 psf -1.5 psf NOTE: 1).Cnw and Cnl denote combined pressures from top and bottom roof surfaces. 2).Cnw is pressure on windward half of roof.Cnl is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures -Wind Parallel to Ridge, y=90 deg Wind Load Horizontal Distance from Windward Edge h= 9.5 ft Flow Case <_h >hs2h >2h 2h= 18.9 ft 111 Cn= -0.80 -0.60 -0.30 Clear Wind A p= -12.2 psf -9.2 psf -4.6 psf FlowB Cn= 0.80 0.50 0.30 p= 12.2 psf 7.7 psf 4.6 psf Fascia Panels-Horizontal pressures Fascia pressures not applicable-roof angle exceeds 5 degrees. qp= 0.0 psf Windward fascia: 0.0 psf (GCpn=+1.5) Leeward fascia: 0.0 psf (GCpn=-1.0) Components &Cladding - roof pressures Kz=Kh(case 1)= 0.70 a= 3.0 ft a2= 9.0 sf Base pressure(qh)= 22.0 psf 4a2= 36.0 sf G= 0.85 Clear Wind Flow Effective Wind Area zone 3 zone 2 zone 1 positive negative positive negative positive negative _<9 sf 3.18 -4.17 2.38 -2.09 1.59 -1.39 CN >9,s 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 Enayat Schneider Smith Engineering JOB TITLE Fields Apartments Mailbox Structure 3141 Walnut Street,Ste 203A 211 Denver,Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C.Thomson DATE 2/27/18 CHECKED BY DATE IIII Location of Wind Pressure Zones L L �_�Hwi_'LrL -.&110,16 ANIAriy- iv illi rit WIND WIND DIRECTION .0 DIRECTION .0 y= 0`,180` Y=0°,180' PITCHED TROUGH L L CHI. II if I,_yNL WIN DIRECTION kiiiii „ � DIRECTION Y= 0' dC .0 y= 180' MONOS LOPE WIND DIRECTION y= 0°, 180° L L L • 7-1 ---- / f 10. WIND DIRECTION WIND j} WIND DIRECTION J/ DIRECTION MON OS LO rE PITCHED TROUGH WIND DIRECTION y= 90° MAIN WIND FORCE RESISTING SYSTEM D' Ci mil c7, , 1 I 3 e< 10° a> to. III MONOSLOPE PITCHED OR TROUGHED ROOF COMPONENTS AND CLADDING 0 • . ... / ,1) ,0 t, oly *•. 9' / ' 4/ --- / •s,,,, ,,, „±.._,..;, ,i.si / / / , . ,- ,),/, f. p fr- r . . Le , ,....., 0•;;,-.-,/ k,,, i / : / / / / 7 1, • --, -,.'' i / • • ''' ',.•(,,, N. -- -`s-/' . 'C.:,: .. • ,' ••••,,,..,:„, • 0 .,, - -A,•,•-..-;\\,c, --1',0")"0—.1 ' L' ')- '•:—, ..• .._... ... 213 PROJECT ArJr-fAMPAt 3141 Walnut Street,Suite 203A Enayat Denver,Colorado 00205 PROJECT I kr-4-1e-' 1 BY Am Schneider PHI 9041234 Smith y BATE 2 124170-1 PAGE Engineering, Inc O Y.!, A ,AAH/3/Qi>t t L . t50 vic. Non,c(fy\A() 'A ; (a) eat>44\t, tf\D-Y\01A-Upoid 1-114 45(Ntr Uklis.)04 p -14• -41-/2) 1.0e5 ee' - tcyt-ocJ ,.() Fi-ce, tAT)41(,v(x' rt e / •Gp(P o kboaircl lAin c [1, `-'= kl)'- 6. p e bAu„./.(\An 4'1)6(0701 4-- 61 II 0 TOkt. Wk) tA /AAJ'Ar\Ain (945$54q 2 2,S (ne g)— 2-15 Up Voi`elatkir g-r1 —sexed (A-NA-CP p ra,:imee 1-.°1 (/ • • vv); ..eq -ty( 551 1(iLte1 "sr-t.V\i' (I -6Q S CPit V± 0 110 CHECKED BY: RATE: 2-14 PROJECT "( Jb,,c`('w\aur\ 3141 Walnut Street,Suite 203A Enayat Deaver,Colorado 00205 PROJECT N i `� BY Cr 1111 Schneider [120)9041134 Smith DATE 2 'ter'��i� PAGE Engineering, Inc. czwc— ( act t, °e1 /« p t. : \)p-k.,> I,(.;o,. 2,0 5( 2 `- V = ti°1'0" 2.1- 17- IJP .: 1f3L1h N � . 'oiN` 6'1(2) W �ri (4- . ou o = o LI 6M.&`14-06119 cvd 1.21 t = 1,1their jOilatAk 113tColfWV e c. kA ,tea= Z:.Co`' ,e.ic\ r1��A .t 61-) k unrn\ ,t- , -to.x:.\cl...- eau,(ei n Lo-( 0' s ` e- d + 0 O.noto " 62) PA • ° :..c6in... ' l t j iy 't ,t -�0 r 1 e� ¢ UT to . -to okA-e " I ,,t, \ CHECKED BY: 215 PROJECT Fiddz €w »\SCL 3141 Walnut Street,Tuile 2038 PROJECT N P-1 •)`•—\ BY C ` Denver,Colorado 80205 Enayat [1201904-1234 • Schneider Smith r1 DATE 2-17*01� PAGE Engineering, Inc.Yc. " ,. 4Ul:'Kll X tv U �+-�{L- .0 zi4—1 114.....b.l�:P- `► = ( ca 16/ .== 149,9 c 121 61-;0Q [ [p u o Ht t. r7 ( 141, r) (', ri. -(0(Airvit4 Dvy X2,1 .- 6�`�0 t2 C......i2. i) a-foR $,E trJ, '3 a,-Is ito/s �4 VA.c'4.......(I'Y. eouWu' Lat =i ,ft ' `-(7.. °' 126-0t‹) .u. 22-2 1/1.'41�?./.:1 e 1 ' O •vvvo �%�1. (���c.�. =- ti.��.; NO LONGER USED vv�n`u1 rz cr pe_ t 5O ::: 1 3 N Y"'\A`v'1 ..�f! •.= `Z:Z � CHECKED BY: DATE: 2.16 En t-1 0141 Orfav-Gvq"4- i. ,,y.A44,. 3141 Walnut Street Suite 203A °BRUM°00205 PROJECT II (41 r-7"1"{ 14 Cr • Enayat Schneider Smith y 1 11201 904-1234 DATE 2—i 2?-11.0 le Du Engineering, Inc. 1'4 A,Til-k0 V 'AA 6twie-- r-(&(.4,./1. 'N' t•-, c I CA t,* 0 /.1. . Th.Ste-- Z_,_ Ivi skyle. 0/\ {m ow( 00 v‘vv ... 4,,,. &. ,t,2,4,0,,,, .4\/\,06,,ir Qt),N,"NA6 ti,emv) 0 Z.L. 47 C'°-0(AQ(1 , i r- .(2) - aiski 1,6 A4_0(-4r •b_ t', NO LONGER USED . " .'• oci,tA,At III4,4,-\. 4) W‘(I) 4 c) 101‘ "'-' wn. - /len G.4.-7nli Ecily- 0;pd.wr\c,i1 4ey\ei ciiim:&.1"0 ,-- "44.07 o 1 4:, (,0 ', 0 ... • CHECKED BY: BAIL 217 PROJECT CAS lArft r• 'w\A '[ 3141 Walnut Street,Suite 203A Denver,Colorado 10205 PROJECT2'1 BY Enayat [1201904-1234 Ill Schneider Smithy' / 2g �f r PACE OA1E Engineering, Inc, N.X o)k vliGAi Y> t‘:! ? `v\ t'� . (,,,- r ftp`"' ik LRS c,,)(4LS'1ry)= I a ,25 P 1. - � C C e, .l-ts.. )..(4-1.s )2.) pig o - 0,2'6'111- - ,2= .�..� rvvI (.91,r1 e (ftiv -Ow \c i=f44(.1 bRieNcATATh o,2.cDai 4 o,p ) 4 t ,O sof • 0-0,/EL 2_4 (S)(e.-1°,1-) 7:- {4. vk Ot.,4 o +_ o • CHECNEO BY: DATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154218 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12.48PM 1 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: Mailbox roof joists L=19'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-Prll 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.020)S(0.050) Q , , h - 0 2x12 0 2x12 2x12 Span= 1.580 ft Span= 16.0 ft Span= 1.420 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 = 0.792 1 Maximum Shear Stress Ratio = 0.217 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 819.56 psi fv:Actual = 44.85 psi FB:Allowable = 1,035.00 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.067ft Location of maximum on span = 1.580 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.251 in Ratio= 764>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.352 in Ratio= 545>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.672 0.658 Overall MINimum 0.480 0.470 +0+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: 17154219 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1248P Wood B@1111 ENERCALC, (Fields Otak)1CalculationstGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Mailbox roof joists L=19'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+0.750Lr+0.750L+0.450W+H 0.192 0.188 +D+0.750L+0.7505+0.450W+H 0.552 0.541 +D+0.750L+0.7505+0.5250E+H 0.552 0.541 +0.60D+0.60W+0.60H 0.115 0.113 +0.60D+0.70E+0.60H 0.115 0.113 D Only 0.192 0.188 Lr Only L Only S Only 0.480 0.470 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154220 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 12 48P Wood Beam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design)*partme t.s 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) 6 8 b 2x12 o4 2x12 I. Span=2.0 ft + Span=1.50 ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.010, S=0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.029 1 Maximum Shear Stress Ratio = 0.019 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 29.87 psi fv:Actual = 3.95 psi FB:Allowable = 1,035.00 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.000ft Location of maximum on span = 1.073 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.001 in Ratio= 67506>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.031 0.214 Overall MINimum 0.022 0.153 +D+H 0.009 0.061 +D+L+H 0.009 0.061 +D+Lr+H 0.009 0.061 • +D+S+H 0.031 0.214 +D+0.750Lr+0.750L+H 0.009 0.061 +D+0.750L+0.7505+H 0.025 0.176 +D+0.60W+H 0.009 0.061 +D+0.70E+H 0.009 0.061 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154221 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,1248P Wood Beam 1s12011117154(Fields Apartments-Otak)\Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic #: KW-06009534 Licensee :Enayat Schneider Engineering Inc Description: Overhang joists L=3'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750Lr+0.750L+0.450W+H 0.009 0.061 +D+0.750L+0.7505+0.450W+H 0.025 0.176 +D+0.750L+0.750S+0.5250E+H 0.025 0.176 +0.60D+0.60W+0.60H 0.005 0.037 +0.60D+0.70E+0.60H 0.005 0.037 D Only 0.009 0.061 Lr Only L Only S Only 0.022 0.153 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154222 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 48P Steel Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.11,12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: MB1 L=10'0" CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.0967)S(0.24175) X a ° a X HSS6x4x1/4) Span= 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading • Uniform Load: D=0.010, S=0.0250 ksf, Tributary Width=9.670 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.226: 1 Maximum Shear Stress Ratio= 0.043 : 1 Section used for this span HSS6x4x1/4 Section used for this span HSS6x4x1/4 Ma:Applied 4.425 k-ft Va:Applied 1.770 k Mn/Omega:Allowable 19.580 k-ft Vn/Omega:Allowable 40.826 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 5.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.090 in Ratio= 1,331 >=360 Max Upward Transient Deflection 0.090 in Ratio= 1,331 >=360 Max Downward Total Deflection 0.132 in Ratio= 909 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.770 1.770 Overall MINimum 0.337 0.337 +D+H 0.561 0.561 +D+L+H 0.561 0.561 +D+Lr+H 0.561 0.561 +D+S+H 1.770 1.770 +D+0.750Lr+0.750L+H 0.561 0.561 +D+0.750L+0.7505+H 1.468 1.468 +D+0.60W+H 0.561 0.561 +D+0.70E+H 0.561 0.561 +D+0.750Lr+0.750L+0.450W+H 0.561 0.561 0 +D+0.750L+0.750S+0.450W+H 1.468 1.468 +D+0.750L+0.7505+0.5250E+H 1.468 1.468 +0.60D+0.60W+0.60H 0.337 0.337 +0.60D+0.70E+0.60H 0.337 0.337 D Only 0.561 0.561 Lr Only L Only S Only 1.209 1.209 W Only Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154223 3141 Walnut St.Suite 203A Project Descr: Punted:21 MAR 2018,12 48P Steel Beam ts\2017117154(Fields Apartments-Otak)\CalculationslGeneral 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: 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: 1 71 54224 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12.480M Steel Beam ts12017117154(Fields Apartments-otak)1Cakulations\General Apartments Design'Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: MB2 L=8'0" 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) Yb d b ____ -- < _... HSS6x4x1/4 Span=8.0 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading • Uniform Load: D=0.010, S=0.0250 ksf, Tributary Width=2.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.042: 1 Maximum Shear Stress Ratio= 0.010 : 1 Section used for this span HSS6x4x1/4 Section used for this span HSS6x4x1/4 Ma:Applied 0.825 k-ft Va:Applied 0.4123 k Mn/Omega:Allowable 19.580 k-ft Vn/Omega:Allowable 40.826 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 4.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= 10,055>=360 Max Upward Transient Deflection 0.010 in Ratio= 10,055 >=360 Max Downward Total Deflection 0.016 in Ratio= 6097 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.412 0.412 Overall MINimum 0.097 0.097 +D+H 0.162 0.162 +D+L+H 0.162 0.162 +D+Lr+H 0.162 0.162 +D+S+H 0.412 0.412 +D+0.750Lr+0.750L+H 0.162 0.162 +D+0.750L+0.7505+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: 17154225 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 12 48P Steel 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 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: 17154226 3141 Walnut St.Suite 203A Project Descr: Printed.23 MAR 2018, 1.16PM Steel Beam Ls12017%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 r,. r .. 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 Un braced Lengths First Brace starts at 0.50 ft from Left-Most support Regular spacing of lateral supports on length of beam=0.50 ft \A/(0,;079) X X, L4x4x1/4 Alth Span=9.830 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading IIIUniform 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 40 +D+0.750L+0.750S+0.450W+H 0.207 0.207 +D+0.750L+0.7505+0.5250E+H 0.032 0.032 +0.60D+0.60W+0.60H 0.252 0.252 +0.60D+0.70E+0.60H 0.019 0.019 D Only 0.032 0.032 Lr Only L Only S Only W Only 0.388 0.388 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154227 3141 Walnut St.Suite 203A Project Descr: Printed.23 MAR 2018, 116P ts12017117154(Fields Apartments-Otak)1Calculations\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: 17154228 3141 Walnut St.Suite 203A Project Descr: Printed.23 MAR 2018,1 19P Steel Beam ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments DesignlApartments 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: Angle beams-dead load CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at 0.50 ft from Left-Most support Regular spacing of lateral supports on length of beam=0.50 ft D(0.012) X_ X L4x4x1/4 Span=9.830 ft F. A 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 0 +D+0.750L+0.750S+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: 17154229 3141 Walnut St.Suite 203A Project Descr: Printed:23 MAR 2018. 1 19PM Steed Beam ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments DesigntAparUr�s Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Angle beams-dead load Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 E Only H Only • 110 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154230 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 1248P Steel Column 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 vim. 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 110 Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 1.143 k Bottom along Y Y 0.2750 k Pn I Omega:Allowable 17.760 k Ma-x:Applied -1.568 k-ft Maximum Load Deflections.. Mn-x l Omega:Allowable 7.073 k-ft Along Y-Y 0.6832 in at 9.50ft above base for load combination:W Only Ma-y:Applied 0.0 k-ft Mn-yl Omega:Allowable 7.073 k-ft Along X-X 0.0 in at 0.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.008836 :1 Load Combination +D+0.60W+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.1650 k Vn I Omega:Allowable 18.674 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.201 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.7505+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+0.7505+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: 17154231 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 48P ts12017117154(Fields Apartments-Otak)1Calculations1General Apartments Design\Apartmerxs Framing Design.ec6 Steel COI U tl1 tl ENERCALC,INC.1983-2017,Btild:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Mailbox post,wind normal to ridge Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 1.143 +D+L+H 1.143 +D+Lr+H 1.143 +D+S+H 3.563 +D+0.750Lr+0.750L+H 1.143 +D+0.750L+0.750S+H 2.958 +D+0.60W+H 1.143 0.165 -1.568 +D+0.70E+H 1.143 +D+0.750Lr+0.750L+0.450W+H 1.143 0.124 -1.176 +D+0.750L+0.750S+0.450W+H 2.958 0.124 -1.176 +D+0.750L+0.750S+0.5250E+H 2.958 +0.60D+0.60W+0.60H 0.686 0.165 -1.568 +0.60D+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+0.7505+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 0.410 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: 17154232 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:48PM Steed Column ts12017117154(Fields Apartments-otak)\Calcula8au\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17;12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Mailbox post,wind normal to ridge Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.683 in 9.500 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : Pipe4 Std Depth = 4.500 in I xx = 6.82 in^4 J = 13.600 in^4 S xx = 3.03 in^3 Diameter = 4.500 in R xx = 1.510 in Wall Thick = 0.237 in Zx = 4.050 in^3 Area = 2.970 in^2 I yy = 6.820 in^4 Weight = 10.858 plf S yy = 3.030 in^3 R yy = 1.510 in Ycg = 0.000 in • Sketches Y Load i1; X 1 - 40, 4.5Oin 4. 40 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154233 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,12 48P Steel Column ts\2017117154(Fields Apartments-otakjtcalculations\General Apartments DesignApartrnents Framing Design.ec6 ENERCALC,INC.1983-2017,Butd:10.17.12.10,Ver:10.17.12.10 Lica#: KW-06009534 Licensee:Enayat Schneider En.ineering 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 IIIAt maximum location values are... Top along Y-Y 0.0 k Pa:Axial 2.958 k Bottom along Y-Y 0.6480 k Pn I Omega:Allowable 17.760 k 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 0.O ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.02082 :1 Load Combination +D+0.60W+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.3888 k Vn/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+0.750Lr+0.750L+0.450W+H 0.166 PASS 0.00 ft 0.016 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.217 PASS 0.00 ft 0.016 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.167 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.198 PASS 0.00 ft 0.021 PASS 0.00 ft III +0.60D+0.70E+0.60H 0.039 PASS 0.00 ft 0.000 PASS 0.00 ft Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154234 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 48PM Steel Column ts12017117154(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: 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+0.7505+H 2.958 +D+0.60W+H 1.143 0.389 -1.264 +D+0.70E+H 1.143 +D+0.750Lr+0.750L+0.450W+H 1.143 0.292 -0.948 +D+0.750L+0.7505+0.450W+H 2.958 0.292 -0.948 +D+0.750L+0.750S+0.5250E+H 2.958 +0.60D+0.60W+0.60H 0.686 0.389 -1.264 +0.60D+0.70E+0.60H 0.686 D Only 1.143 Lr Only L Only S Only 2.420 W Only 0.648 -2.106 E Only H Only Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments 0 Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 3.563 Minimum Reaction, X-X Axis Base Maximum 1.143 Minimum 1.143 Reaction, Y-Y Axis Base Maximum 0.648 -2.106 Minimum 1.143 Reaction, X-X Axis Top Maximum 1.143 Minimum 1.143 Reaction, Y-Y Axis Top Maximum 1.143 Minimum 1.143 Moment, X-X Axis Base Maximum 1.143 Minimum -2.106 0.648 -2.106 Moment, Y-Y Axis Base Maximum 1.143 Minimum 1.143 Moment, X-X Axis Top Maximum 1.143 Minimum 1.143 Moment, Y-Y Axis Top Maximum 1.143 Minimum 1.143 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.168 in 9.500 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.126 in 9.500 ft • +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.126 in 9.500 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+O.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: 17154235 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 48P Steel Column ts12017\17154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Mailbox post,wind parallel to ridge Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.280 in 9.500 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : Pipe4 Std Depth = 4.500 in I xx = 6.82 in^4 J = 13.600 in^4 S xx = 3.03 in^3 Diameter = 4.500 in R xx = 1.510 in Wall Thick = 0.237 in Zx = 4.050 in"3 Area = 2.970 in^2 I yy = 6.820 in^4 Weight = 10.858 plf S yy = 3.030 in^3 Ryy = 1.510 in Ycg = 0.000 in Sketches III Y m Load X m 0 4.50in 0 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154236 3141 Walnut St.Suite 203A Project Descr: Primed.21 MAP 2018 12:48 PM .Vole Footing Embedded in Soil ts,2017117154(Fields Apartments-Otak)\Calculation\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: Steel column ftg Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Pole Footing Shape Circular 18.0 in Calculate Min.Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive 200.0 pcf Max Passive 1,500.0 psf Controlling Values Governing Load Combination: 0.0 Lateral Load 0.0 k Moment 0.0 k-ft Restraint @ Ground Surface Pressure at Depth Actual 0.0 psf Allowable 0.0 psf Surface Retraint Force 0.0 lbs 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 k/ft k-ft k E:Earthquake k k/ft k-ft k H:Lateral Earth k k/ft k-ft k Load distance above TOP of Load above ground surface ground surface 9.50 ft ft BOTTOM of Load above ground surface ft Load Combination Results ik Forces @ Ground Surface Required Pressure at Depth Soil Increase Load Combination Loads-(k) Moments-(ft-k) Depth-(ft) Actual-(psf) Allow-(psf) Factor S Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154237 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1219P ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments OesignlApartments Framing Design.ec6 Concrete Column ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Steel column footing Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information fc:Concrete 28 day strength = 3.0 ksi Overall Column Height = 2.750 ft E= = 3,122.0 ksi End Fixity Top&Bottom Pinned Density = 150.0 pcf Brace condition for deflection(buckling)along columns: 13 = 0.850 X-X(width)axis: fy-Main Rebar = 60.0 ksi Fully braced against buckling along X-X Axis E-Main Rebar = 29,000.0 ksi Y-Y(depth)axis: Allow.Reinforcing Limits ASTM A615Bars Used Fully braced against buckling along Y-Y Axis Min.Reinf. = 1.0% Max.Reinf. = 8.0 Column Cross Section Column Dimensions: 18.0in Diameter,Column Edge to Rebar Edge Cover=2.0in Ilk _ x Column Reinforcing: 6-#5 bars J • 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 Maximum SERVICE Load Deflections... Mux= -2.613 k-ft cP *Mn-x= 79.158 k ft Mu- - 0.0 k-ft (p*Mn- 0.0 k-ft Along Y-Y -0.000137 in at 1.606 ft above base Y y= 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 3 =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 cp Pn,max:Usable Compressive Axial Capacity 481.793 k Concrete Area 254.469 in"2 (p Pn,min:Usable Tension Axial Capacity -83.70 k Governing Load Combination Results 0 Governing Factored Moment Dist.from Axial Load Bending Analysis k-ft k Utilization Load Combination X-X Y-Y base ft Pu cp *Pn 8 x 3x*Mux 6 y gy*Muy Alpha (deg) 8 Mu tp 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: 17154238 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018 gn49PM tst20171171s4(Flelds otakCalculatiaslGerecalprt Apartments0 Column ENERCAenr .12.10, Ver:10.17.12.10 Lac.#: 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 rp *Pn 8 x ox*Mux 0 Y 8y*Muy Alpha (deg) 8 Mu rp Mn Ratio +1.20D+0.50Lr+1.60L+1.60H 2.73 2.12 481.79 0.000 0.004 +1.20D+1.60L+0.50S+1.60H 2.73 3.33 481.79 0.000 0.007 +1.20D+1.60Lr+0.50L+1.60H 2.73 2.12 481.79 0.000 0.004 +1.20D+1.6OLr+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 0 +D+0.750L+0.7505+H 3.584 +D+0.60W+H 0.570 0.570 1.769 1.568 +D+0.70E+H 1.769 +D+0.750Lr+0.750L+0.450W+H 0.428 0.428 1.769 1.176 +D+0.750L+0.7505+0.450W+H 0.428 0.428 3.584 1.176 +D+0.750L+0.750S+0.5250E+H 3.584 +0.600+0.60W+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+0.7505+H k-ft k-ft +D+0.60W+H 1.568 k-ft k-ft +D+0.70E+H k-ft k-ft +D+0.750Lr+0.750L+0.450W+H 1.176 k-ft k-ft +D+0.750L+0.7505+0.450W+H 1.176 k-ft k-ft +D+0.750L+0.7505+0.5250E+H k-ft k-ft +0.60D+0.60W+0.60H 1.568 k-ft k-ft +0.60D+0.70E+0.60H k-ft k-ft D Only k-ft k-ft 0 Lr Only k-ft k-ft L Only k-ft k-ft S Only k-ft k-ft W Only 2.613 k-ft k-ft E Only k-ft k-ft H Only k-ft k-ft Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154239 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1249P ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 Concrete Column ENERCALC,INC.1983-2017,BuiMd: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 *00 „, ily . i a. �_.... Interaction Diagrams III Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram Phi'Mn @ Alpha (k-0) Phi'Mn Alpha (k-R) 550.0 550.0 495.0 495.0_. :::j 4400 385.0 _ \ 330 0 \ v 330.0_ y` 275.0_ p 275.0_ e. 220 0 220.0_ 185.0 io5.0— 11.0 110.0_ 55.0 --.- 55.0 Q ,0a 2u9 a13 a,.o • ea.0 hr4.5 a ,0.4 ,09 31.3 41.8 022 02.7--73 I Do.o 94.0 104.5 Qv»-...m.���,v.�w„,...oma.v.:awe III Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154240 3141 Walnut St.Suite 203A Project Descr: Printed'.21 MAR 2018,12.49PM Concrete Column ts12017\17154(FieldsApartments-otak)\Calculation\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: Steel column footing Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram Phi'Mn 5 Alpha (k-0) Phi•Mn 5 Alpha (k-ft) 550.0 550.0_ 495.0 495.0 440.0 ::: \ 330.0 ::: 2750 y 220.0 a. 220.0 u 165.0 _... 165.0 /. 110.0 110.0 55.0 55.0 ----- 0 0 -10.4 2u.9 31.3 41.8 52.2 e3.6 94.0 104.5 . eu.a s1.3 41.8 52.2 62.7 73 i Dam 94.0 1445 Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram Phi'Mn 5 Alpha (k-0) Phi'Mn 5 Alpha (k-ft) 550.0 550.0 495.0 495.0_ 440.0 440.0- 385.0 385.0_ \ 330.0 330.0N 275.0 y :::.: o220.0 I 165.0 165.0 110.0 110.0 / 590 HD -IDA 1509 s1.3 41.8 5c.2 02.7 7..1 153.6 94.0 104.5 P- 10.4 c09 31.3 41.8 5..2 62 940--104.5 1110 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154241 3141 Walnut St.Suite 203A Project Descr: Pr'mtcd 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 Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram 550.0 Phi'Mn 5 Alpha 1k-8) 550.0 Phi'Mn Alpha (k-t!) 495.0 495.0 440.0 - 440.0 385.0 385.0-- 330.0 330.0 275.0 - E. 275.0 220.0 220.0 165.0 -... -.. 165.0 110.0 - 110.0 55.0 -... -..-- -...-..-... 55.0 ...-.. -... Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram Phi'Mn rg2 Alpha (k-ft) Phi'Mn 5 Alpha (k-6) 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 & 220.0 220.0 165.0 185.0 110.0 110.0-- 55.0= / 55.0 tl --ri.4 2u9 3�.3 a,.t 52.0 6<7<7//./ea.o r4.0 t .5 Od i0.a �R:9- a1.3 4,A 5e.2 oc.7 7a.1 --6s.e ar.0 1w.5 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154242 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 49P Concrete CiO ll(1111 ts\2017117154(Fields Apartments-Otak)\Calculations\General Apartments DesignApartmentsFramingDesign.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 550.0_ Phi•Mn a Alpha (k-ft) 550.0 Phi•Mn a Alpha (k-ft) 495.0 495.0 440.0 440.0 385.0 385.0-- 330.0_ 330.0 275.0 , 275.0 220.0 220.0 E 165.0 ... 165.0 110.0 110.0 55.0 55.0 •.•0--'10.4- 20.9 31.3 41.8 oe.t 62� e3.o 94.0 1ov.5 AP.. a1.3 41.6--52.2 62.7 73.i a3.6 94.0 70*,5 41110 •• 243 PROJECT T 461J\ 16%-(C&c{ A[\ 3141 Walnut Street,Suite 203A v Denver,Colorado 00205 PROJECT# 11 0Y CT Enayat ! lis11201904.1234 1111 Schneider Smith r DATE 2-I2'K++2 OEqPAOE Engineering, Inc. 1.I.l Cku.11lC'': t^ 111 111 L.-, 0 d c u v\--lie, 2df. rOAA ,Al.t - ....cek' > Pttl 12'r X2.`'p • 0 0 __ o • CHECKED 0Y: 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 .This Wall in File: E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\Site Structures\tras RetainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:Enayat Schneider Smith Engineering Inc. Criteria I Soil Data I Retained Height = 1.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 7.75 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in = Water height over heel = 0.0 ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.400 Soil height to ignore imi:E iiiiiiii A for passive pressure = 12.00 in x® 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) g Axial Load Applied to Stem i (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 Ftc 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 lbs191.9 ACI Factored @ Toe = 2,742 psf = ACI Factored @ Heel = 0 psf Strength Level lbs= Footing Shear @ Toe = 10.1 psi OK Moment....Actual 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 0 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,ACI 530-11 License To: Enayat Schneider Smith Engineering Inc. Footing Dimensions & StrengthsA r 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 11 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 70.0 0.67 46.7 Soil Over Heel = 100.8 2.04 205.9 • Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = 174.4 5.88 1,024.5 `Axial Live Load on Stem = = Soil Over Toe = 0.46 Surcharge Over Toe = Total 244.4 O.T.M. 1,071.1 Stem Weight(s) = 682.5 1.25 853.1 Earth©Stem Transitions= = Footing Weight = 375.0 1.25 468.8 Resisting/Overturning Ratio = 1.43 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,158.3 lbs Vert. Component = Total= 1,158.3 lbs R.M.= 1,527.7 Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at 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 bearingpressure exceeds that of the toe, • 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: 17154246 3141 Walnut St.Suite 203A Project Descr: Printed 26 MAR 2018. 1 17P Masonry Slender Wall ts12017117154(Fields Apartments-otak)ICalculations\General Apartments Design'Apartments Framing Design.ec6 J ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Trash Enclosure Wall Code References Calculations per ACI 530-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Calculations per ACI 530-11, IBC 2012,CBC 2013,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 0 Fr-Rupture = 61.0 psi Rebar"d"distance 3.750 in Minimum Vertical Steel% = 0.0020 Em=fm* = 900.0 Lower Level Rebar.. . Max%of p bal. = 0.1115 Bar Size # 4 Grout Density = 140 pcf Bar Spacing 32 in Block Weight Normal Weight Wall Weight = 58.0 psf Wall is grouted at rebar cells only One-Story Wall Dimensions A Clear Height = 7.250 ft j B Parapet height = ft B Wall Support Condition Top Free, Bottom Fix Root Attachment 0 t A Floor Attachment I 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 0 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154247 3141 Walnut St.Suite 203A Project Descr: Printed.26 MAR 2018, 1:17PM Masonry Slender WaII ts12017117154(Fields Apartments-Otakj\Calculations\General Apartments DesigntApartments 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: Trash Enclosure Wall DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.5237 +1.20D+0.50L+0.70S+E+1.60H Max Mu -0.6589 k-ft Phi*Mn 1.258 k-ft PASS Service Deflection Check Actual Defl.Ratio L/ 771 Allowable Defl.Ratio 150 E Only Max.Deflection 0.1129 in PASS Axial Load Check Max Pu I 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 Aslbd 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-ft w.-ft k.-ft 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+0.505+W+1.60H at 0.00 to 0.2 0.000 17.640 0.46 0.59 0.90 1.26 0.075 0.0016 0.1115 +1.20D+0.50L+0.70S+E+1.60H at 0.00 to 0.2 0.000 17.640 0.46 0.66 0.90 1.26 0.075 0.0016 0.1115 +0.90D+W+0.90H at 0.00 to 0.24 0.000 17.640 0.46 0.59 0.90 1.26 0.075 0.0016 0.1115 +0.900+E+0.90H at 0.00 to 0.24 0.000 17.640 0.46 0.66 0.90 1.26 0.075 0.0016 0.1115 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio 8 . - "^ ,r- 0.000 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+0.7505+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+0.7505+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 +0.600+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: 17154248 3141 Walnut St.Suite 203A Project Descr: Printed 26 MAR 2018, 1:17PM Masonry Slender Wall ts12017117154(Fields Apartments-Otak)\CalculationstGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 1.11` -1 1- • II- .- -- • Description: Trash Enclosure Wall 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 7.01 to 7.25 0.000 0.46 0.00 342.40 17.18 342.400 0.071 1,228.4 E Only at 7.01 to 7.25 0.000 0.46 0.00 342.40 17.18 342.400 0.113 770.8 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 k 0.00 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 n +D+0.750Lr+0.750L+H 0.0 0.00 0.421 i +D+0.750L+0.750S+H 0.0 0.00 0.421 K +D+0.60W+H 0.1 0.00 0.421 III III Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154249 3141 Walnut St.Suite 203A Project Descr: Printed:26 MAR 2018, 1 17P MasonSlender Wall ts12017117154(Fields Apartments-otak)iCalculatons\General Apartments Design\Apartments Framing Design.ec6 Masonry ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-0600534 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 k 0.00 k 0.252 k +0.60D+0.70E+0.60H 0.1 k 0.00 k 0.252 k D Only 0.0 8 0.00 k 0.421 Lr Only 0.0 k 0.00 k 0.000 h L Only 0.0 k 0.00 k 0.000 r S Only 0.0 k 0.00 k 0.000 k W Only 0.2 6 0.00 k 0.000 k i E Only 0.2 k 0.00 k 0.000 k H Only 0.0 k 0.00 k 0.000 k III III FIELDS APARTMENTS ESS NO.: 17154 • • Foundation Design • 250 EN üE N YE II NEE 171'ft Ai\ ap out(wk,t) trk ,),11444K Enayat Schneider,Engineering,Inc. PROJECT K 16e.1 BY CT • SSE OMAHAI.- ESE DENVER 3141 Walnut Street Denver,Colorado 00205 SSI DALLAS 11201 004-1234 DATE 11r2_ ,I 2_0 I BAGE ESS PORII.ANO Povw 6k-116N t k/ G-104.. koe A-tr\-1"CA DO0e4 fr? N-1 )1/ , 14-0 `4‘rAtAA ig-Ar1 Pate- ro,elt, 2 44 tin t ore 01 MN( tt.v, ) wo,oi A..k.,0 (cats) , cp&ew f(ior,000) -+ 440cc a— td 4-:roy\p ccoyk.'e, oa,9 L6 (see_ 'Reit( + )c\ ist-P/S cfp e 1,41e)101,, uthe. 19' Asr Vkp.At 1,1)pk4 MeV 4- I b &1& + i--(t1 Op14. 21-1-4 0101 ,21_110elq.-21:y.0 pd --- 1 , 0 ah(Vi ttO,r '0:0‘tce .f CVef 0(04 640 t 440 e(-c 48cfett - 294-Re tog 2_914 (4p_UnDc 1./-1 V.k vvti-v) (n4Qke-A - vdtvlo, / Po`r kkl (AIr \d e zi-Nf Cv4c 7?-z) Omrc: 01-c(4D, D9 2-09$aluo-m; 19-12(14..4, f-potp,1 ' sliwooe 4)VA r2-2 ea v,-- 1.ca(vavf4(42)= 17 - zi , o‘ca,Ai KA-t- CHECKED BY. DATE pa.i,,Vie :Mg . p 4 ) ; :All 0313383 (OOP iNifki.ONVIJA '''' 604- ei-YZ-CY6 --PK) ItArVc ?iv/earl') zv.)(tb - ° 1 ) l l`"n.;. �^. 1 a -r jCD.1 J J}J0')V I-Jr CV i �� ;x'4.3' 0j }..� �.... y -�. V 1 `V 1 ` 1 1 V 4� G Cry14\-4 \A00-0:i V ' 'm461-i vpo) �... ..... ...........yirop c. Ari eGgPav .. ... Q iq7"1 - off tA2---;-,-aVvtizs; , /!1-()0,--;-t;Lx-e, h> _ .... E+1r ...v► ; ,h17617 ;-,911 klq � 1 1c5'' 9d)b= eta 61H ci aicid) pY4->) pa o jeto • 2�rrytt >= JJ+CJ a� sv jj' )72 '1-<1 c 1 11 { FNM �— (� O c-rpoc_.v1 .� J }{k1 is-0,0+ 'e'S7ty m) \A.( .+); /,.0'r ONV11110dSS3 • 39Vd )p Z .�, 31VOtiOai ICON[ail ►1 83�N3O 3S3 salla ISS ,;D AO 1 call H1�3fONd Ooloa upeJo� 'Jam laailsifuIPM s VNVW03SS 3U1'OU!i Du!Ou3'aapiauu3SA,��+ w}rd1lIroud a38O3a 3S3 G5 251a Company: ESS Denver Date: 2/22/2018 SIMPSON Anchor DesignerT"' Engineer: C.Thomson Page: 1/5 Strong-Tie Project:Project: Fields Apartments • Version 2.5.6326.0 Address: Phone: 3141 Walnut Street Ste 203A, Denver,CO 80205 720-904-1234 E-mail: claire.t@essdenver.com 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,fe(psi): 3000 Anchor type: Bonded anchor 4)e,v: 1.0 Material:A615 Grade 60 Rebar Reinforcement condition: B tension, B shear Diameter(inch):0.375 Supplemental reinforcement: Not applicable Effective Embedment depth,hef(inch):4.000 Reinforcement provided at corners: No Code report: IAPMO UES ER-263 Do not evaluate concrete breakout in tension: No Anchor category:- Do not evaluate concrete breakout in shear: No Anchor ductility: No Hole condition: Dry concrete hm,n(inch):5.88 Inspection:Continuous cac(inch):6.43 Temperature range, Short/Long: 110/75°F Cm;n(inch): 1.75 Ignore 6do requirement: Not applicable .Sorin(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 <Figure 1> 0 • • s f Pi''` `k i t ' 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 s ,ice 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 <Figure 2> 0 0 0 v5 M N 3Y X10 4 , 4x . 0 12.00 -I- 12.00 -I Recommended Anchor Anchor Name:AT-XP®-AT-XP w/#3 A615 Gr. 60 Rebar Code Report: IAPMO UES ER-263 III 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 251c SIMPSON Anchor Designer TM Company: ESS Denver Date: 2/22/2018 Engineer: C.Thomson Page: 3/5 sizoner 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, N.(lb) V.(Ib) Vuay(Ib) .V(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(%e):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):202 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 4.Steel Strength of Anchor in Tension(Sec.D.5.1) Nsa(Ib) 0 4Nsa(Ib) 9900 0.65 6435 5.Concrete Breakout Strength of Anchor in Tension(Sec. D.5.2) 0 Nb=ksAaAiYohefl 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)Yed.NYo,NY'cp,NNb(Sec. D.4.1 &Eq. D-3) ANc(in2) ANco(in2) ce,min(in) 'ed,N gjc,N Vicp,N Nb(lb) 0 rbNcb(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 Tk,cr(psi) fshort-term Ksat Tk,c,(psi) 340 1.00 1.00 340 Nba=Aarcr7cdaher(Eq. D-22) A a Tcr(psi) da(in) her(in) Nba(Ib) 1.00 340 0.38 4.000 1602 0Na=0(ANa/ANao)r'ed,Na`Ycp,NaNba(Sec. D.4.1 &Eq. D-18) ANa(in2) ANao(in2) CNa(in) Ca,min(in) Vied,Na tlicp,Na Nba(Ib) 0 ON.(lb) 51.65 51.65 3.59 4.00 1.000 1.000 1602 0.65 1041 0 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:wremommt 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 8.Steel Strength of Anchor in Shear(Sec. D.6.1) Vsa(Ib) Ogrout 0 OgroutOVsa(lb) 4950 1.0 0.60 2970 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.2) Shear perpendicular to edge in x-direction: Vox=minI7(Ie/da)021/da2aA/fcca115; 92a�f'sCa11.51 (Eq. D-33&Eq. D-34) le(in) da(in) Aa f'c(psi) cal(in) Vox(Ib) 3.00 0.375 1.00 3000 8.00 8052 OVc5x=16(Avc/Avco)Wed vygvy'h,VVbx(Sec. D.4.1 &Eq. D-30) Avc(in2) Avco(in2) Wedv iWc,v Y'b,v Vox(Ib) 0 OVc5x(Ib) 192.00 288.00 1.000 1.000 1.225 8052 0.70 4602 Shear parallel to edge in x-direction: Vby=minI7(le/da)021idailalifoCall 92aif'oca11.51 (Eq. D-33&Eq. D-34) le(in) da(in) ae f'c(psi) cat(in) Vby(Ib) 3.00 0.375 1.00 3000 12.00 14793 gVcox=0(2)(Avc/Avco)Yed,v 1'pv`1'5,vVby(Sec. D.4.1 &Eq. D-30) Avc(in2) Avco(in2) Yeav Y'c,v `I'b,v Vby(Ib) 0 01050(Ib) 1111 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) 0Vcp=0 minIkcpNa;kcpNcol=0 minIkcp(ANa/ANao1 Wed,NaY/cp,NaNsa;kcp(ANC/ANoo)V'edN P NYop,NNbI(Sec. D.4.1 &Eq. 0-40) kop Asia(in2) ANao(int) yed,Na Wcp,Na Nba(Ib) Na(Ib) 2.0 51.65 51.65 1.000 1.000 1602 1602 ANc(in2) ANco(in2) ¶ed,N Y'c,N /cp,N No(Ib) Nob(Ib) 0 OVcp(Ib) 120.00 144.00 0.900 1.000 1.000 7449 5587 0.70 2243 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) Tension Factored Load, Nee(lb) Design Strength,oN0(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,Vee(Ib) Design Strength, oVe(Ib) Ratio Status Steel 989 2970 0.33 Pass T Concrete breakout x+ 989 4602 0.21 Pass 11 Concrete breakout y- 989 8438 0.12 Pass Pryout 989 2243 0.44 Pass(Governs) • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. . 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.corn 251e SIMPSON Anchor DesignerTM Company: ESS Denver Date: 2/22/2018 Engineer: C.Thomson Page: 5/5 Strong-Tie Software Project: Fields Apartments • Version 2.5.6326.0 Address: 3141 Walnut Street Ste 203A, Denver, CO 80205 Phone: 720-904-1234 E-mail: claire.t@essdenver.com Interaction check ka/ON„ V„,,/0V„ Combined Ratio Permissible Status Sec. D.7.2 0.00 0.44 44.1% 1.0 Pass AT-XP w/#3 A615 Gr.60 Rebar with hef=4.000 inch meets the selected design criteria. 12.Warnings -This temperature range is currently outside the scope of ACI 318-14/-11 and ACI 355.4,and is provided for historical purposes. -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154252 3141 Walnut St.Suite 203A Project Descr: Primed:21 MAR 2018,12 48P : ts12017117154(Fields Apartments-Otak)tCalculations\Geral Apartments Design\Apartments framing Design.ec6 General Footing ENERCAI-C,INC.1983-2017,Build:10.17.12.10,Ver.10.11.12.10 Lic.#: 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 III , __a X 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 to m Reinforcing 3'46' Bars parallel to X-X Axis Number of Bars = 4 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis t4 3' 4 :41f a " x'11,4 ' Number of Bars = 4 '' ReinforcingBar Size # 4 � * : � �t. a.71,;!.' * Bandwidth Distribution Check (ACI 15.4.4.2) 1 '� ., ` Direction Requiring Closer Separation n/a .�,..„ n,<_ =s,... n. #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 /lb M-zz = k-ft V-x = k V-z = k Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154253 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12:48PM General Footingts12017117154(Fields Apartments-Otak)1CalculationstGeneral Apartments rtments 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 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+0.5OLr+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+0.5OLr+1.60L+1.60H PASS 0.3451 2-way Punching 56.701 psi 164.317 psi +1.20D+0.5OLr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.0 n/a 0.0 0.6187 0.6187 n/a n/a 0.309 0 X-X,+D+L+H 2.0 n/a 0.0 1.696 1.696 n/a n/a 0.848 X-X,+D+Lr+H 2.0 n/a 0.0 0.6187 0.6187 n/a n/a 0.309 X-X,+D+S+H 2.0 n/a 0.0 0.6187 0.6187 n/a n/a 0.309 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.427 1.427 n/a n/a 0.714 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.427 1.427 n/a n/a 0.714 X-X,+D+0.60W+H 2.0 n/a 0.0 0.6187 0.6187 n/a n/a 0.309 X-X,+D+0.70E+H 2.0 n/a 0.0 0.6187 0.6187 n/a n/a 0.309 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.427 1.427 n/a n/a 0.714 X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.427 1.427 n/a n/a 0.714 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.427 1.427 n/a n/a 0.714 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.3712 0.3712 n/a n/a 0.186 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.3712 0.3712 n/a n/a 0.186 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.6187 0.6187 0.309 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.696 1.696 0.848 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 0.6187 0.6187 0.309 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 0.6187 0.6187 0.309 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.427 1.427 0.714 Z-Z,+D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.427 1.427 0.714 Z-Z,+D+0.60W+H 2.0 0.0 n/a n/a n/a 0.6187 0.6187 0.309 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 0.6187 0.6187 0.309 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.427 1.427 0.714 Z-Z,+D+0.750L+0.7505+0.450W+H 2.0 0.0 n/a n/a n/a 1.427 1.427 0.714 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.427 1.427 0.714 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.3712 0.3712 0.186 Z-Z,+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.3712 0.3712 0.186 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination...fi) 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: 17154254 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 12:48PM ts12017117154(Fields Apartments-Ota�Calcationss\Ger�al Apartments Design1Apartments Framing Design ec6General Footing ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB9 Footing Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 0.5963 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.40D+1.60H 0.5963 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 2.241 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 2.241 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60L+0.505+1.60H 2.241 +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+1.60Lr+0.50L+1.60H 1.052 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.052 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.5111 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.5111 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50L+1.605+1.60H 1.052 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50L+1.605+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+0.505+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+1.605+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+1.60S+0.50W+1.60H 0.5111 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.052 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.052 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50L+0.50S+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+0.705+E+1.60H 1.052 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50L+0.705+E+1.60H 1.052 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+0.90D+W+0.90H 0.3833 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+0.90D+W+0.90H 0.3833 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+0.90D+E+0.90H 0.3833 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+0.90D+E+0.90H 0.3833 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK One Way Shear Load Combination... Vu @-X Vu 0+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+0.505+1.60H 22.34 psi 22.34 psi 22.34 psi 22.34 psi 22.34 psi 82.16 psi 0.27 0.00 +1.20D+1.60Lr+0.50L+1.60H 10.48 psi 10.48 psi 10.48 psi 10.48 psi 10.48 psi 82.16 psi 0.13 0.00 +1.20D+1.60Lr+0.50W+1.60H 5.09 psi 5.09 psi 5.09 psi 5.09 psi 5.09 psi 82.16 psi 0.06 0.00 +1.20D+0.50L+1.605+1.60H 10.48 psi 10.48 psi 10.48 psi 10.48 psi 10.48 psi 82.16 psi 0.13 0.00 +1.20D+1.60S+0.50W+1.60H 5.09 psi 5.09 psi 5.09 psi 5.09 psi 5.09 psi 82.16 psi 0.06 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 10.48 psi 10.48 psi 10.48 psi 10.48 psi 10.48 psi 82.16 psi 0.13 0.0 +1.20D+0.50L+0.505+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: 17154255 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 48P General Footing ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesigrAApartments 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 164.32 psi 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+1.60S+1.60H 26.61 psi 164.32psi 0.1619 OK +1.20D+1.60S+0.50W+1.60H 12.93 psi 164.32psi 0.07871 OK +1.20D+0.50Lr+0.50L+W+1.60H 26.61 psi 164.32psi 0.1619 OK +1.20D+0.50L+0.50S+W+1.60H 26.61 psi 164.32psi 0.1619 OK +1.20D+0.50L+0.705+E+1.60H 26.61 psi 164.32psi 0.1619 OK +0.90D+W+0.90H 9.70 psi 164.32psi 0.05903 OK +0.90D+E+0.90H 9.70 psi 164.32psi 0.05903 OK . 0 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154256 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018.12 48P General Footingts12017117154(Fields Apartments-otak)1Calculations\Gerleral Apartrtrents DesignlApartments 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 82' Description: FBI 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 Cc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 tp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure • Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Z Footing Thickness = 10.0 in III . --, Pedestal dimensions... X X px:parallel to X-X Axis = 8.0 in 1 pz:parallel to Z-Z Axis = 8.0 in Height = 8.0 in t4 Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in s Reinforcing 3,-o• Bars parallel to X-X Axis — Number of Bars = 4 Reinforcing Bar Size = # 4 Barsparallel to Z Z Axis =1, � N w r R 4 $ Ts * ti4w Number of Bars = 4 f' , 114:%11\1 Reinforcing Bar Size = # 4 f1 :,y ,,,,„.4,-''''',..7,4,� I "� ' `� ; ,, , Bandwidth Distribution Check (ACI 15.4.4.2) ` '� ,xiY, �.-; 44, � -�f� Direction Requiring Closer Separation n/a x x setoon rte,.,= .=...0 m. #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 k V-z = Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154257 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018.12 48P �7en@I'8I Footing ts12017\17154(Fields Apartments-Otak)tCalculadals\General Apartments Design\Apartments Framing Design.ec6 9 ENERCALC,INC.1983-2011,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 0.387 411) X-X,+D+L+H 2.0 n/a 0.0 1.718 1.718 n/a n/a 0.859 X-X,+D+Lr+H 2.0 n/a 0.0 0.7731 0.7731 n/a n/a 0.387 X-X,+D+S+H 2.0 n/a 0.0 0.7731 0.7731 n/a n/a 0.387 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.481 1.481 n/a n/a 0.741 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.481 1.481 n/a n/a 0.741 X-X,+D+0.60W+H 2.0 n/a 0.0 0.7731 0.7731 n/a n/a 0.387 X-X,+D+0.70E+H 2.0 n/a 0.0 0.7731 0.7731 n/a n/a 0.387 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.481 1.481 n/a n/a 0.741 X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.481 1.481 n/a n/a 0.741 X-X,+D+0.750L+0.750S+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+0.7505+0.5250E+H 2.0 0.0 n/a n/a n/a 1.481 1.481 0.741 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.4639 0.4639 0.232 Z-Z,+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.4639 0.4639 0.232 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis 0 Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154258 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,12 48P ts12017117154(Fields Apartment•OtakCalculationssGenerat Apartments Design\Apartments Framing Design.ec6C@h@ra Footing 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 Gvrn.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 0.5516 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.40D+1.60H 0.5516 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.501 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.501 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.501 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.501 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.7942 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.7942 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4728 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4728 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.7942 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+1.605+1.60H 0.7942 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.4728 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.4728 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.7942 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.7942 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.7942 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.7942 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.7942 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.7942 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+0.90D+W+0.90H 0.3546 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+0.90D+W+0.90H 0.3546 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+0.90D+E+0.90H 0.3546 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+0.90D+E+0.90H 0.3546 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.40D+1.60H 0.5516 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK • Z-Z,+1.40D+1.60H 0.5516 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.501 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.501 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.501 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.501 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.7942 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.7942 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4728 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4728 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.7942 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.7942 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.605+0.50W+1.60H 0.4728 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.4728 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.7942 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.7942 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.7942 -X Bottom _0,216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.7942 +X Bottom -0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 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 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 7.92 psi 7.92 psi 7.92 psi 7.92 psi 7.92 psi 82.16 psi 0.10 0.0 +1.20D+0.50L+0.50S+W+1.60H 7.92 psi 7.92 psi 7.92 psi 7.92 psi 7.92 psi 82.16 psi 0.10 0.0 +1.20D+0.50L+0.70S+E+1.60H 7.92 psi 7.92 psi 7.92 psi 7.92 psi 7.92 psi 82.16 psi 0.10 0.00 +0.90D+W+0.90H 3.54 psi 3.54 psi 3.54 psi 3.54 psi 3.54 psi 82.16 psi 0.04 0.00 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154259 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:48PM General Footing ts\2017117154(Fields Apartments-otak)1Calcula6aissGeneral 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: 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 164.32 psi 0.08705 OK +1.20D+0.50Lr+1.60L+1.60H 38.93 psi 164.32psi 0.2369 OK +1.20D+1.60L+0.505+1.60H 38.93 psi 164.32psi 0.2369 OK +1.20D+1.60Lr+0.50L+1.60H 20.60 psi 164.32psi 0.1253 OK +1.20D+1.60Lr+0.50W+1.60H 12.26 psi 164.32psi 0.07462 OK +1.20D+0.50L+1.605+1.60H 20.60 psi 164.32psi 0.1253 OK +1.20D+1.605+0.50W+1.60H 12.26 psi 164.32psi 0.07462 OK +1.20D+0.50Lr+0.50L+W+1.60H 20.60 psi 164.32psi 0.1253 OK +1.20D+0.50L+0.50S+W+1.60H 20.60 psi 164.32psi 0.1253 OK +1.20D+0.50L+0.705+E+1.60H 20.60 psi 164.32psi 0.1253 OK +0.90D+W+0.90H 9.20 psi 164.32psi 0.05596 OK +0.90D+E+0.90H 9.20 psi 164.32psi 0.05596 OK 4111 III Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154260 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 48PM General Footing ts12017\17154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica#: 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 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 rp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 4.0 ft z Length parallel to Z-Z Axis = 4.0 ft Footing Thickness = 10.0 in1111 8. i ., „ j , , Pedestal dimensions... x x px:parallel to X-X Axis = 8.0 in pz:parallel to Z-Z Axis = 8.0 in Height - 8.0 in b Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in t2,-a Reinforcing 44 Bars parallel to X-X Axis Number of Bars = 5 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis sx r x 'M,,,:,.;14:, Number of Bars = 5 „ 2 ''� ,4- Reinforcing Bar Size = # 4 �0Wt,::3-::::-.4,i4:&-',,,,4:-.:::,,'41, 1 -' � Bandwidth Distribution Check (ACI 15.4.4.2) _'�'" 'tilt� jilt Direction Requiring Closer Separation n/a .„. - _z—,...-0. #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- = k-ft III Mzz zz = k-ft V-x = k V-z = k Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154261 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 48P General Footing ts12017117154(Fields Apartments-utak)tCakulations\GeneralApartments DesignlApartmentsFraming Design.ec6 ENERCALC,INC.1983-2017,Buiild:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB2 Footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8485 Soil Bearing 1.697 ksf 2.0 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3954 Z Flexure(+X) 3.005 k-ft/ft 7.599 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3954 Z Flexure(-X) 3.005 k-ft/ft 7.599 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3954 X Flexure(+Z) 3.005 k-ft/ft 7.599 k-ft/ft +1.20D+0.5OLr+1.60L+1.60H PASS 0.3954 X Flexure(-Z) 3.005 k-ft/ft 7.599 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3386 1-way Shear(+X) 27.820 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3386 1-way Shear(-X) 27.820 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3386 1-way Shear(+Z) 27.820 psi 82.158 psi +1.20D+0.5OLr+1.60L+1.60H PASS 0.3386 1-way Shear(-Z) 27.820 psi 82.158 psi +1.20D+0.5OLr+1.60L+1.601-1 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+0.75OLr+0.750L+H 2.0 n/a 0.0 1.471 1.471 n/a n/a 0.736 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.471 1.471 n/a n/a 0.736 X-X,+D+0.60W+H 2.0 n/a 0.0 0.7948 0.7948 n/a n/a 0.397 X-X,+D+0.70E+H 2.0 n/a 0.0 0.7948 0.7948 n/a n/a 0.397 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.471 1.471 n/a n/a 0.736 X-X,+D+0.750L+0.7505+0.450W+H 2.0 n/a 0.0 1.471 1.471 n/a n/a 0.736 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.471 1.471 n/a n/a 0.736 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.4769 0.4769 n/a n/a 0.239 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.4769 0.4769 n/a n/a 0.239 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.7948 0.7948 0.397 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.697 1.697 0.849 Z-Z.+D+Lr+H 2.0 0.0 n/a n/a n/a 0.7948 0.7948 0.397 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 0.7948 0.7948 0.397 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.471 1.471 0.736 Z-Z,+D+0.750L+0.7505+H 2.0 0.0 n/a n/a n/a 1.471 1.471 0.736 Z-Z,+D+0.60W+H 2.0 0.0 n/a n/a n/a 0.7948 0.7948 0.397 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 0.7948 0.7948 0.397 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.471 1.471 0.736 Z-Z,+D+0.750L+0.7505+0.450W+H 2.0 0.0 n/a n/a n/a 1.471 1.471 0.736 Z-Z,+D+0.750L+0.7505+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 , 0 Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154262 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,12 48P General Footing ts12017i17154(Fields -Otak)\Calculations\GeneralApartmentsDesigntApartment5FramingDe5ign.ec6 9 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 Gvrn.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 1.168 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.40D+1.60H 1.168 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 3.005 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 3.005 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60L+0.50S+1.60H 3.005 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60L+0.50S+1.60H 3.005 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.627 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.627 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.001 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.001 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.627 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.627 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.001 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.001 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.627 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.627 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.627 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.627 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 1.627 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 1.627 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+0.90D+W+0.90H 0.7508 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+0.90D+W+0.90H 0.7508 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+0.90D+E+0.90H 0.7508 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+0.90D+E+0.90H 0.7508 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.40D+1.60H 1.168 -X Bottom 0.216 Min Temp% 0.250 7.599 OK • Z-Z,+1.40D+1.60H 1.168 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.005 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.005 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 3.005 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60L+0.505+1.60H 3.005 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.627 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.627 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.001 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.001 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50L+1.605+1.60H 1.627 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.627 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.001 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.001 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.627 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.627 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.627 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.627 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 1.627 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 1.627 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+0.90D+W+0.90H 0.7508 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+0.90D+W+0.90H 0.7508 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+0.90D+E+0.90H 0.7508 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+0.90D+E+0.90H 0.7508 +X Bottom 0.216 Min Temp% 0.250 7.599 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D+1.60H 10.81 psi 10.81 psi 10.81 psi 10.81 psi 10.81 psi 82.16 psi 0.13 0.00 +1.20D+0.50Lr+1.60L+1.60H 27.82 psi 27.82 psi 27.82 psi 27.82 psi 27.82 psi 82.16 psi 0.34 0.00 +1.20D+1.60L+0.50S+1.60H 27.82 psi 27.82 psi 27.82 psi 27.82 psi 27.82 psi 82.16 psi 0.34 0.00 +1.20D+1.60Lr+0.50L+1.60H 15.07 psi 15.07 psi 15.07 psi 15.07 psi 15.07 psi 82.16 psi 0.18 0.00 +1.20D+1.60Lr+0.50W+1.60H 9.27 psi 9.27 psi 9.27 psi 9.27 psi 9.27 psi 82.16 psi 0.11 0.00 +1.20D+0.50L+1.60S+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: 17154263 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:48PM General Footingts12017117154(Fields Apartments-Otak)1Calc dations\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 One Way Shear Load Combination... _ Vu @-X Vu @+X Vu @-Z Vu 0+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 164.32psi 0.175 OK +1.20D+0.50Lr+1.60L+1.60H 73.99 psi 164.32psi 0.4503 OK +1.20D+1.60L+0.505+1.60H 73.99 psi 164.32 psi 0.4503 OK +1.20D+1.60Lr+0.50L+1.60H 40.07 psi 164.32psi 0.2438 OK +1.20D+1.60Lr+0.50W+1.60H 24.65 psi 164.32psi 0.15 OK +1.200+0.50L+1.605+1.60H 40.07 psi 164.32psi 0.2438 OK +1.20D+1.605+0.50W+1.60H 24.65 psi 164.32psi 0.15 OK +1.20D+0.50Lr+0.50L+W+1.60H 40.07 psi 164.32 psi 0.2438 OK +1.20D+0.50L+0.50S+W+1.60H 40.07 psi 164.32 psi 0.2438 OK +1.20D+0.50L+0.705+E+1.60H 40.07 psi 164.32 psi 0.2438 OK +0.90D+W+0.90H 18.49 psi 164.32 psi 0.1125 OK +0.90D+E+0.90H 18.49 psi 164.32psi 0.1125 OK 1111 1111 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154264 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 48PM ts12017117154(FieldsApartments-Otak)tCalculatons\GeneralApartments DesignlApartmentsFraming Design.ec6 Beam on Elastic FoundationENERCALC,INC.INC1983-2017,Billd:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 �;.;;; ,'` . Licensee : Enayat Schneider Engineering Inc CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 Material Properties fc112 * = ksi Phi Values Flexure: fr= ft 1/2 0.0 psi Shear: • yr Density = pcf Pi = Lt Wt Factor = Elastic Modulus = ksi Soil Subgrade Modulus = psi/(inch deflection) Load Combination IBC 2015 fy-Main Rebar = ksi Fy-Stirrups = ksi E-Main Rebar = ksi E-Stirrups = ksi Stirrup Bar Size# = # Number of Resisting Legs Per Stirrup • • • Cross Section&Reinforcing Details Rectangular Section, Width=20.0 in, Height=24.0 in Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0: 1 Maximum Deflection Section used for this span 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 Ratia - <180 Max Upward Total Deflection in Ratio= <180 Load Combination 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 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 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 = Passive Pressure = 200.0 psf/ft }%::£ ':: ~t Water height over heel = 0.0 ft ''. Soil Density, Heel = 110.00 pcf •?; Soil Density,Toe = 0.00 pcf tFootingllSoil Friction = 0.350 :- v Soil height to ignore '?=='=' • for passive pressure = 12.00 in Surcharge Loads 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) Footing Load Applied to Stem (Service Level) Foog T ype Line Base Above/Below Soil 0.0 ft Axial Dead Load = 965.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 1,879.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Method : Uniform Uniform Seismic Force = 63.938 . Multiplier Used = 6.500 Total Seismic Force = 628.940 (Multiplier used on soil density) Design Summary I _Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.46 OK Wall Material Above"Ht" = Concrete Sliding = 2.15 OK Design Method = LRFD Thickness = 8.00 Total Bearing Load = 7,141 lbs Rebar Size = # 6 ...resultant ecc. = 6.44 in Rebar Spacing = 9.00 Soil Pressure @ Toe = 1,937 psf OK Rebar Placed at = Center Design Data Soil Pressure @ Heel = 547 psf OK fb/FB+fa/Fa = 0.939 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,712 psf ACI Factored @ Heel = 765 psf Strength Level lbs= 2,659.1 Moment....Actual Footing Shear @ Toe = 19.7 psi OK Service Level ft-#= Footing Shear @ Heel = 2.8 psi OK Strength Level ft-#= 8,485.8 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 9,037.0 Lateral Sliding Force = 2,133.6 lbs Shear Actual less 100%Passive Force= - 2,744.4 lbs Service Level psi= less 100%Friction Force = - 1,841.5 lbs Strength Level psi= 55.4 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 4.00 Masonry Data fm psi= Fs psi= Solid Grouting = 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= 60,000.0 266 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 (2) This Wall in File:E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\General Apartments D RetainPro(c)1987-2017, Build 11.17.07.27 • License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: Enayat Schneider Smith Engineering Inc. Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.5123 in2/ft (4/3)*As: 0.683 in2/ft Min Stem T&S Reinf Area 1.665 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.5123 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.5867 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions &Strengths I Footing Design Results Toe Width = 2.54 ft 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 110 Min footing T&S reinf Area 1.74 in2 Min footing T&S reinf Area per foot 0.30 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34.92 in Summary of Overturning & Resisting Forces &Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,693.3 3.28 5,552.1 Soil Over Heel = 2,423.5 4.48 10,853.1 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = 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. III 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) OThis Wall in File: E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\General Apartments D etainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: Enayat Schneider Smith Engineering Inc. 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. • • 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 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 i Soil Data I 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 Soil height to ignore • • • • for passive pressure = 12.00 in fit__ • • Surcharge Loads I [ Lateral Load Applied to Stem I Adjacent Footing Load I Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to 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 LAxlal Load Applied to Stem (Service Level)Load Type = Wind(W) L Footing Type Line Base Above/Below Soil 0.0 ft Axial Dead Load = 965.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 1,879.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load il Method : Uniform Uniform Seismic Force = 40.625 Multiplier Used = 6.500 Total Seismic Force = 253.906 III (Multiplier used on soil density) Design Summary I [ Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.94 OK Wall Material Above"Ht" = Concrete Sliding = 1.50 Ratio< 1.5! Design Method = LRFD Thickness = 8.00 Total Bearing Load = 4,713 lbs Rebar Size = # 5 ...resultant ecc. = 2.87 in Rebar Spacing = 12.00 Rebar Placed at = Center Soil Pressure @ Toe = 1,897 psf OK Design Data Soil Pressure©Heel = 795 psf OK fb/FB+fa/Fa = 0.371 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,656 psf Service Level lbs= ACI Factored @ Heel = 1,112 psf Strength Level lbs= 985.0 Footing Shear @ Toe = 12.7 psi OK Moment....Level Footing Shear @ Heel = 6.5 psi OK Service Level ft-#_ Allowable = 82.2 psi Strength Level ft-#= 1,910.4 Sliding Calcs Moment Allowable = 5,154.8 Lateral Sliding Force = 861.3 lbs Shear Actual less 100%Passive Force= - 300.0 lbs Service Level psi= less 100%Friction Force = - 991.8 lbs Strength Level psi= 20.5 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 0.2 lbs NG Anet(Masonry) in2= Rebar Depth 'd' in= 4.00 Masonry Data - fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = IIINOT considered in the calculation of soil bearing Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.000 fc psi= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 Enayat Schneider Smith Title Fields Apartments Page: 2 269 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 ijkhis Wall in File:E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\General Apartments D etainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: Enayat Schneider Smith Engineering Inc. 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 Weight = 525.2 1.75 919.4 Resisting/Overturning Ratio = 2.94 Key Weight = 1.33 Vertical Loads used for Soil Pressure= 4,712.7 lbs Vert.Component = Total= 2,833.7 lbs R.M.= 5,813.5 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. • Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Enayat Schneider Smith Title Fields Apartments Page: 3 270 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,AC1 318-11,AC1 530-11 License To: Enayat Schneider Smith Engineering Inc. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.079 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. • •