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8v? aojc 9 1 • RECEIVED APR 2 2018 CITY OF 1ibHiD Enayat ► BUILDING DIVISION Schneider Smith V 1 Engineering, Inc. Structural Calculations For • The Fields Apartments Building 1 Tigard, OR March 29, 2018 ESS Project No.: 17154 PRO,cFf GIN , .-1,>NF // ac . 80 p` r" rpil4.‘0 C EXPIRES: 12/31/ iq ! FIELDS APARTMENTS ESS NO.: 17154 • • • FIELDS APARTMENTSESS NO.: 17154 • • Table of Contents: Item: Sheet: Design Criteria 1 TO 3 Lateral Design. 4 TO 19 Shear Wall Design 20 TO 47 Roof Framing Design 48 TO 82 Floor Framing Design. 83 TO 172 Wall Stud, King Stud, and Post Design 173 TO 188 Miscellaneous Design 189 TO 208 Site Structure Design 209 TO 248 Foundation Design 249 TO 269 111 Pedestrian Bridge Design 270 TO 306 • FIELDS APARTMENTS ESS NO.: 17154 • • Design Criteria • DESIGN CRITERIA Project Name: Fields Multifamily-Apartment Buildings Project location: Tigard, Oregon Governing Building Code: 2014 Oregon Structural Specialty Code Foundation Requirements: Minimum depth at perimeter 18 in Minimum depth at interior 12 in Minimum width of continuous ftg 18 in Minimum width isolated spread ftg 24 in Design Soil Bearing Pressure 2000 psf Native material coefficient of friction 0.35 Depth of granular material on top of subgrade 6 in Depth of groundwater below grade 8 ft Active Pressure (depending on soil slope, see report) 35-60 pcf Passive Pressure 200 pcf Design Loads Roof Live load: Ground & Design snow load 25 psf Roof Dead load: • EPDM 1.5 psf Plywood-1/2" 1.6 psf Trusses @ 24" oc 2.0 psf Ceiling-2 layers of gyp. board 5.5 psf R-49 Insulation 3.0 psf Sprinklers 2.0 psf Mechanical/Electrical 2.0 psf 17.6 psf 4 20 psf(11 psf for uplift) Floor Dead load: Carpet&pad 1.0 psf 3/4" Gyperete 5.0 psf 3/4" PLY sheathing 2.7 psf TJI Framing 2.0 psf Ceiling- 2 layers of gyp. board 5.5 psf Sprinklers 2.0 psf Mechanical/Electrical 2.0 psf 3 %2" Sound blanket 2.0 psf 22.2 psf 4 25 psf Corridor Dead load: • Floor finish 3.0 psf 1 1/2"gyperete 10.0 psf 3/4"PLY sheathing 2.7 psf 3" decking 1.5 psf 2 layers of gyp. board 5.5 psf Sprinklers 2.0 psf 2 Mechanical/Electrical 2.0 psf 2x4 ceiling joist @ 16" oc 2.5 psf 29.2 psf 4 30 psf • Deck Dead Load: Sawn lumber joists 4.0 psf 3/4"PLY sheathing 2.7 psf 2.5" concrete 32.0 psf 5/8" gyp 2.75 psf Sprinklers 2.0 psf 43.45 psf 4 45 psf Floor Live load: 40 psf Corridor/Stair Live load: 100 psf Wind Criteria: Wind Velocity 120 mph (ultimate) Exposure B Seismic Design Category: D • .2 second SRA .975 1.0 second SRA .423 Soil Type D R(OSB shear walls) 6.5 Importance factor 1.0 Enayat Schneider Smith Engineering JOB TITLE Fields Multifamily 3 3141 Walnut Street, Ste 203A Denver, Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C. Thomson DATE 1/9/18 CHECKED BY DATE • www.struware.com Code Search Code: International Building Code 201. Occupancy: Occupancy Group= R Residential Risk Category & Importance Factors: Risk Category= 11 Wind factor= 1.00 Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 1.0 hr Floor= 1.0 hr Building Geometry: Roof angle (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 410 FIELDS APARTMENTS ESS NO.: 17154 • • Lateral Design • Enayat Schneider Smith Engineering JOB TITLE Fields Multifamily 4 3141 Walnut Street, Ste 203A Denver, Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C. Thomson DATE 1/9/18 IIICHECKED BY DATE Wind Loads : ASCE 7- 10 Ultimate Wind Speed 120 mph Nominal Wind Speed 93 mph Risk Category II Exposure Category B Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.771 Kh case 2 0.771 I Type of roof Monoslope AZ) Z i t Speed-up Topographic Factor (Kzt) V(Z) "" x(upw.7d) . 50 ow nw with Topography Flat . Hill Height (H) 100.0 ft y H12 Half Hill Length (Lh) 375.0 ft ¢'_ Lh H I-1/2Actual H/Lh = 0.27 Use H/Lh = 0.27 Modified Lh = 375.0 ft ESCARPMENT From top of crest: x= 375.0 ft i Bldg up/down wind? upwind V(Z) Z . H/Lh= 0.27 Ki = 0.000 Speed-up x/Lh = 1.00 KZ = 0.333 V(Z) x((pwind) ! la x(dowriwind) z/Lh = 0.11 K3 = 1.000 H At Mean Roof Ht: i AIM *NE Kzt= (1+K1K2K3)^2 = 1.00 ..„ . ,v,' 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 (r11) = 0.0 Hz f = 320 ft Damping ratio ((3) = 0 Zmin = 30 ft /b= 0.45 c= 0.30 /a = 0.25 go, gv= 3.4 Vz= 77.3 Lz = 310.0 ft N1 = 0.00 Q = 0.87 Rn = 0.000 IZ = 0.30 Rh = 28.282 n = 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. 1111 Reduction Factor for large volume partially enclosed buildinqs (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) : 0 cf Ri = 1.00 Altitude adjustment to constant 0.00256 (caution -see code) : Altitude= 0 feet Average Air Density = 0.0765 Ibm/ft3 Constant = 0.00256 • Enayat Schneider Smith Engineering JOB TITLE Fields Multifamily 6 3141 Walnut Street,Ste 203A Denver,Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C.Thomson DATE 1/9/1 8 CHECKED BY DATE • Wind Loads - MWFRS all h (Enclosed/partially enclosed only) Kh(case 2)= 0.77 h= 42.0 ft GCpi= +/-0.18 Base pressure(qh)= 24.2 psf ridge ht= 42.7 ft G= 0.85 Roof Angle(6)= 1.2 deg L= 216.5 ft qi=qh Roof tributary area-(h/2)"L: 4547 sf B= 63.5 ft (h/2)*B: 1334 sf Ultimate Wind Surface Pressures(psf) Wind Normal to Ridge Wind Parallel to Ridge B/L= 0.29 h/L= 0.66 L/B= 3.41 h/L= 0.19 Surface Cp ghGCP w/+ghGCP; w/-ghGCpi Dist.* Cp ghGCP w/+giGCp, 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 '1 (psf) Combined WW+LW Windward Wall Normal Parallel z ( Kz I Kzt I gnGCP w/+q;GCP; w/-gnGCP; 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 110----- III 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 10111°11 1%11 wam DIRECTION WIND NORMAL TO RID6E wRt SW ''''''''IltllrP'1;7"-- WRID O.° DIRECTION WWP PAR-AURA.TO RIDOE ' 444000,40eLW NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures.There are 4 different loading cases. Parapet z Kz Kzt qp(psf) II:7 40.0 ft 0.76 1.00 23.8 01 0 Windward ara et: 35.7 parapet: psf (GCpn=+1.5) Leeward parapet: -23.8 psf (GCpn=-1.0) araln MEC TP Windward roof overhangs(add to windward roof pressure): 16.4 psf(upward) iYv»cia.WIND LC Enayat Schneider Smith Engineering JOB TITLE Fields Multifamily 3141 Walnut Street, Ste 203A Denver,Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C.Thomson DATE 1/9/18 CHECKED BY DATE Ultimate Wind Pressure. Wind Loads - Components & Cladding : h <= 60' Kh(case 1)= 0.77 h= 42.0 ft Base pressure(qh)= 24.2 psf a= 6.4 ft Minimum parapet ht= 0.8 ft GCpi= +/-0.18 Roof Angle(6)= 1.2 deg Type of roof= Monoslope Roof GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sf Negative Zone 1 -1.18 -1.11 -1.08 -28.5 -26.8 -26.1 -26.4 -26.1 Negative Zone 2 -1.98 -1.49 -1.28 -47.9 -36.0 -30.9 -33.0 -30.9 Negative Zone 3 -2.98 -1.79 -1.28 -72.0 -43.3 -30.9 -36.1 -30.9 Positive All Zones 0.48 0.41 0.38 16.0 16.0 16.0 16.0 16.0 Overhang Zone 1&2 -1.70 -1.63 -1.60 -41.1 -39.4 -38.7 -39.0 -26.6 Overhang Zone 3 -2.80 -1.40 -0.80 -67.7 -33.9 -19.3 -25.4 -19.3 Overhang pressures in the table above assume an internal pressure coefficient(Gcpi)of 0.0 Overhang soffit pressure equals adjacent wall pressure reduced by internal pressure of 4.4 psf Parapet qp= 22.0 psf Surface Pressure(psf) User input Solid Parapet Pressure 10 sf 100 sf 500 sf 40 sf CASE A=pressure towards building(pos) CASE A: Interior zone: 59.3 40.4 38.0 47.9 CASE B=pressure away from bldg (neg) Corner zone: 81.2 40.4 38.0 56.7 CASE B: Interior zone: -41.5 -34.5 -29.6 -37.3 Corner zone: -47.4 -37.0 -29.6 -41.1 • Walls GCp+/-GCpi Surface Pressure(psf) User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf Negative Zone 4 -1.17 -1.01 -0.90 -28.3 -24.4 -21.8 -25.6 -23.3 Negative Zone 5 -1.44 -1.12 -0.90 -34.8 -27.1 -21.8 -29.4 -24.8 Positive Zone 4&5 1.08 0.92 0.81 26.1 22.3 19.6 23.4 21.1 Note: GCp reduced by 10%due to roof angle<= 10 deg. III Enayat Schneider Smith Engineering JOB TITLE Fields Multifamily 8 3141 Walnut Street,Ste 203A Denver,Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C.Thomson DATE 1/9/18 CHECKED BY DATE IIIUltimate Wind Pressures Location of C&C Wind Pressure Zones 2a 6 a a 2a 2a <", NI a 7 a >�` a[ 0_ 0_i 0 013 of 0.a R1 4) I ' -- la 1 1 CI roilleirir- Ai a l 104101" 0 ® a -J I I I WALL L��100 Ci -� -r ". °r 1 0 Roofs w/ 8<_ 10° Walls h<-60' Gable, Sawtooth and and all walls &alt design h<90' Multispan Gable 8 5 7 degrees& Monoslope roofs h>60' Monoslope<_3 degrees 3°<8<_ 10° h<-60'&alt design h<90' h<-60'&alt design h<90' 0 , 0 Ea a a a a a a s �a , .--``��.,�� I� III I f 1 I"I C"I IIINa ' —- -- a x3+ y3 WOf 40 arc• i / A B C' L) I \ON. f 0 t ' 10 0 I L��0 a a MI all -- I 0 0 i S \ 0 __ --- rt 0 I { /6..0 -I Monoslope roofs Multispan Gable& Hip 7° < 8 <27° 0I 10° <8<-30° Gable 7° <8<- 45° I h<-60'&alt design h<90' -I 1 --- -- a Sawtooth 10°<8 5 45° a _e,„, 0 -� oma, @ r�;�- ,J4DT h<_60'&alt design h<90' oil Li .YI" ............. •.. //c 0 \t'1 fit'2 WI ME W3 Stepped roofs 8<_3° h 5 60'&alt design h<90' 9 brims 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 '1111500«? y. ordand Gash. Beaverto 7ga1 • Lake Oswego , E Vaiatirt 1 T Sherwca 4/4e •Oregon City • USGS-Provided Output S5 = 0.975 g SMS = 1.082 g SOS = 0.721 g S1 = 0.423 g SMS = 0.667 g Sol = 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. &LER Response Spec:trJrn Jes t Resp wise Spectrum a31 cc 1m, a , ,s4'J ,Qat a32 '1,_, ilia 1 Z 0.10 Qt; was Q°:1 RW X7..47 t127. s.:-:s Ctt.:, ,„.EC 43 'a;; 160 t.3] 2.x37 0)37 a27 ac attl 0..3] 1.x37 i.a" Period„T(sec) Period.T(sec) • 10 Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the • accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. • 11 usGs Design Maps Detailed Report 2012/2015 International Building Code (45.4275°N, 122.75789°W) • Site Class D - "Stiff Soil", Risk Category I/II/III Section 1613.3.1 — Mapped acceleration parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain S1). Maps in the 2012/2015 International Building Code are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 1613.3.3. From Figure 1613.3.1(1)m Ss = 0.975 g From Figure 1613.3.1(2)`2] S1 = 0.423 g Section 1613.3.2 — Site class definitions The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Section 1613. • 2010 ASCE-7 Standard - Table 20.3-1 SITE CLASS DEFINITIONS Site Class vs Nor Tv,„ so A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w >_ 40%, and • Undrained shear strength s. < 500 psf F. Soils requiring site response analysis in See Section 20.3.1 accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m2 • 12 Section 1613.3.3 - Site coefficients and adjusted maximum considered earthquake O spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT Fa Site Class Mapped Spectral Response Acceleration at Short Period Ss S 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 Si 0.10 S1 = 0.20 S, = 0.30 S1 = 0.40 Si 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 S1 = 0.423 g, F, = 1.577 Ill 13 Equation (16-37): SMS = FaSs = 1.110 x 0.975 = 1.082 g • Equation (16-38): SM1 = F,S, = 1.577 x 0.423 = 0.667 g Section 1613.3.4 — Design spectral response acceleration parameters Equation (16-39): SDS = 2/3 SMS = 2/3x 1.082 = 0.721 g Equation (16-40): SD1 = 2/3 SM1 = 2/3x 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 SE's < 0.167g A A A 0.167g <_ SDs < 0.33g B B C 0.33g _< SDs < 0.50g C C D 0.50g <_ SDs D D D For Risk Category = I and SDS = 0.721 g, Seismic Design Category = D TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION RISK CATEGORY VALUE OF SD1 I or II III IV SDI < 0.067g A A A 0.067g <_ 501 < 0.133g B B C 0.133g <_ SDI < 0.20g C C D 0.20g <_ SDI D D D For Risk Category = I and SD, = 0.444 g, Seismic Design Category = D Note: When S, 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 1613 p3p1(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:1Projects12017117154(Fields Apartments-Otak)1CalculationstBuiding1117154Building tea ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Building 1 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*51 = 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 III 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 ASCE7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE 7-1012.8 Determine Building Period _ - Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value = 0.020 "hn":Height from base to highest level = 45.0 ft - "x"value = 0.75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct'(hn^x) = 0.347 sec "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 III Cs = 0.1110 from 12.8.1.1 W(see Sum Wi below) = 1,629.00 k 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 3:58PM ASCE Seismic Base Shear File=E:1Projects12017117154(FieldsApartments-otak)1Calculations\Building1117154Building1.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 1ic.N##: ,a;0£009534 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" ASCE 7-10 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 psl*Wpx MAX Req'd Force @ Level 0.40*S os I*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level 1110 17 ESE Of I! YEB PRO,IE([ R - Enayat Schneider,Engineering,Inc. PROM I f (c.-7,'LI or (r Ah OMAHA 31411"YalaulSiree! Oeimei,Coloralo BO28C SSI DALLAS 171019041234 I • ESE DENVER V ow !(1 LP tri r>1 z PARE ESSPORTLAND ( _(ii2A Cr r ti r 1x t ( f tg ".✓. \, - vl.` ( e r: c�` - (1,I Vis' (1r'1, ��-i(5). .2?�,Co F �lil r �.�.-?�� 3• � G.C . F�3� '! ..2,£.-1..p L.\' 7_ O ,r ) t ' • C11ECEED BY: DATE: 1.8 ESE OE 118111 PROJECT VIR-tcA-'3 q‘cfkr) A Enayat Schneider,Engineering,Inc. V-1 B SSE OMAHA ;- SSI DAUS ESE DENVER Y 3141Walnul Street OHM,Coloiada 00205 PROJECT# (-4-1 Y 1 11201 901 1234 EFJ[ r)2_.) PAGE ESSPORRAND -L2 LA-I CY-4 C ç24.,0( ZC? ec-k Pt 01):,,r, 1SL 7- 2c.-D LUc&t(? PN) l.'s (x.e 10)141 QD(.4A otrY\t c CA.7;(20cr f C-7) -LT Vs-JD 4r1 P.,‘ i(.4 y/4 aty,k4 1I e6(1 V2110 k::( • Lvl L-v1 2. ia ..0 Et'ssN Lq LC, n.1 0 • CHECKED DV: DATE: 1.9 [ SE DENVER PROJECT Htt6 4 Ed ►�41 Enayat Schneider,Engineering,Inc. Or SSE OMAHA ► 3141VialautSheet Denver,Colorado 00205 PROJECT D � '� OY SSI DALLASt� (1201904.1234 111°ESE DENVER I • BATE q ()7- V PAGE ESSPORTIANO C (A' retJC1)VA eir-1 Vs) ov,-1 (01.1 � ,` �..�03,��= 623.- t E ` ) w,,,lS k.(0, )/2, 2, : lob yI o (1 , ' totko 1 (?x`31 .,Ta tit-, 12 Cry ,gig,' . 2 J e --- 2.71,rt 0' I �5'� 4.1x443 02-) ' c1 r' .Q.2q--.12.4 ' (3I 1 p(Mto a.. 0 S3 .�. .(0, 209 p.( 1:;3) � t 27-) el.( (2.2) 2.c i .I .('0,...(p)- t..2 . p 4 ;( (1) LA s4 t,ac&et •,..\\zc 't,<n Y Ce t 7 17..,.4...2.< ../ o c) (0t( l ,(tr. � -ft= deed O • CHECKED DY: DATE: FIELDS APARTMENTS ESS NO.: 17154 • 0 Shear Wall Design 0 0 • • SHEAR WALL MAP, BUILDING 1 1.1 1.2 1.3 1A ®� ®O 19c_io .11 p.�q I "o EXTERIOR SHEAR WALLS11115 ELEVATION I I T. 1 I _ w— [ r _ . e I . ap® v o, di I 20 1125, A ® g owe �� vc } m m _ 0 — I— _ ,sE�=0', AwALLs ' 1 i TM 20 3141 Walnut SL eet,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com **A4I Enayat ill.- Schneider Schneider '- Smith y i " Engineering, Inc. Project Fields Apartments Building 1 Shearwall Design WIND Project# 17154 Engineer: C.Thomson Shear Wall: Grid 1.0 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 -447 lbs none OK B 14.33' 14.33' 14.33' 14.33' B 385 plf -791 lbs none OK w C 15.83' 15.83' 15.83' 15.83' C 385 plf -935 lbs none OK a D 19.33' 19.33' 19.33' 19.33' v D 385 plf -1271 lbs none OK —I E 9.25' 9.25' 9.25' 9.25' E 385 plf -303 lbs CS16 OK F 23.00' 23.00' 23.00' 23.00' F 385 plf -1624 lbs none OK sum 29.08' 29.08' 29.08' 29.08' sum 385 plf -2208 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 183 plf 8 lbs CMSTC16 OK a Q Trib Width: 31.8' 31.8' 31.8' 31.8' B 183 plf -500 lbs (2)-CS16 OK a Sheath#sides: 1 1 1 1 C 183 plf -712 lbs (2)-CS16 OK Q. Plate Height: 9.0' 9.0' 9.0' 9.0' M D 183 plf -1208 lbs (2)-CS16 OK a Floor Depth: 2.0' 1.0' 1.0' 1.0' E 183 plf 220 lbs CMSTC16 OK Wind or Seismic: wind wind wind wind F 183 plf -1728 lbs (2)-CS16 OK OSB or Gypsum: osb osb osb osb Sum 183 plf -2590 lbs Use: no no no no A 183 plf 810 lbs CMST12 OK ,a, h Above Open: B 183 plf 139 lbs CMST12 OK c h Below Open: C 183 plf -142 lbs CMST12 OK co Total Wall Length: w D 183 plf -798 lbs CMST14 OK a� Strap for Fr.: E 183 plf 1091 lbs CMST12 OK to Finax F 183 plf -1486 lbs CMST14 OK check: sum 183 plf -2625 lbs shear: 53 plf 95 plf 129 plf 162 plf A 183 plf 1941 lbs HDU14 OK FRT adjustment: 1 1 1 1 B 183 plf 1106 lbs HDU14 OK Shear adj for aspect ratio: 53 plf 95 plf 129 plf 162 plf C 183 plf 757 lbs HDU14 OK 4 use 7/16"panel w/8d @ 6" D 183 plf -59 lbs HDU14 OK co z 3 use 7/16"panel w/8d @ 6" E 183 plf 2290 lbs HDU14 OK m 2 use 7/16"panel w/8d @ 6" F 183 plf -914 lbs HDU14 OK 1 use 7/16"panel w/8d @ 6" sum 183 plf -2331 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 Olbs E 0 lbs F 0 lbs sum 0 lbs • • 410 0 0 • 21 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.9041234• essdenver.com Enayat ► Schneider '- Smith V 1 Engineering, Inc. Shear Wall: WIND Grid 1.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 -478 lbs none OK B 22.67' 22.67' 22.67' 22.67' B 385 plf -1623 lbs none OK cn w C 14.33' 14.33' 14.33' 14.33' C 385 plf -822 lbs none OK o D 8.75' 8.75' 8.75' 8.75' v D 385 plf -286 lbs none OK o —i E 28.42' 28.42' 28.42' 28.42' E 385 plf -2176 lbs none OK F 17.83' 17.83' 17.83' 17.83' F 385 plf -1158 lbs none OK sum 25.75' 25.75' 25.75' 25.75' sum 385 plf -1919 lbs none OK Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 183 plf -75 lbs CMSTC16 OK in Trib Width: 31.8' 31.8' 31.8' 31.8' B 183 plf -1764 lbs (2)-CS16 OK o, Sheath#sides: 1 1 1 1 C 183 plf -582 lbs (2)-CS16 OK a Plate Height: 9.0' 9.0' 9.0' 9.0' M D 183 plf 209 lbs CMSTC16 OK Floor Depth: 2.0' 1.0' 1.0' 1.0' E 183 plf -2579 lbs CS16 OK Wind or Seismic: wind wind wind wind F 183 plf -1078 lbs (2)-CS16 OK OSB or Gypsum: osb osb osb osb sum 183 plf -2201 lbs CS16 OK Use: no no no no A 183 plf 657 lbs CMST12 OK m h Above Open: B 183 plf -1576 lbs CMST14 OK o h Below Open: C 183 plf -13 lbs CMST12 OK ca Total Wall Length: N D 183 plf 1032 lbs CMST12 OK a) Strap for Fmax: E 183 plf -2654 lbs CMSTC16 OK u_ Fmax: F 183 plf -669 lbs CMST14 OK check: sum 183 plf -2154 lbs shear: 50 plf 89 plf 122 plf 153 plf A 183 plf 1701 lbs HDU14 OK FRT adjustment: 1 1 1 1 B 183 plf -1077 lbs HDU11 OK Shear adj for aspect ratio: 50 plf 89 plf 122 plf 153 plf C 183 plf 867 lbs HDU14 OK 4 use 7/16"panel w/8d @ 6" D 183 plf 2167 lbs HDU14 OK to S 3 use 7/16"panel w/8d @ 6" E 183 plf -2417 lbs HDU11 OK s m 2 use 7/16"panel w/8d @ 6" F 183 plf 51 lbs HDU14 OK 1 use 7/16"panel w/8d @ 6" sum 183 plf -1795 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 sum 0 lbs 22 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1734• essdenver.com Enayat ►^ Schneider _.,:" Smith " Engineering, Inc. Shear Wall: WIND Grid 1.1 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: c, Al 4.00' 4.00' 4.00' 4.00' Force Tran 110 plf 582 lbs none OK m A2 6.58' 6.58' 6.58' 6.58' A2 0 lbs w 5 A3 A3 Olbs U o v A4 A4 Olbs oc 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 1152 lbs CS16 OK m 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: 9.0' 9.0' 9.0' 9.0' co A4 0 lbs a Floor Depth: 2.0' 1.0' 1.0' 1.0' B 0 lbs Wind or Seismic: wind windwind ' wind C 0 lbs OSB or Gypsum: osb osb osb osb sum 4656 lbs Use: yes yes yes yes Force Tran 261 plf 2354 lbs (2)-CS16 OK m 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 Strap for Fmax: CS16 CS16 CS16 CS16 B 0 lbs o Finax: 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 4155 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 S 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 0 Al 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height A2 0 lbs wall segments per NDS 4.3.3.4 Exception 1 A3 0 lbs A4 0 lbs B 0 lbs C 0 lbs sum 0 lbs . . • • • • 23 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com P Enayat ►- Schneider Smith ®1� Engineering, Inc. Shear Wall: WIND Grid 1.2 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System _ 4 3 2 1 Dead Load: uplift: Holdown check: A 28.00' 28.00' 28.00' 28.00' A 110 plf 1022 lbs CS16 OK B 23.50' 23.50' 23.50' 23.50' B 110 plf 1145 lbs CS16 OK C C 0 lbs Cr) D v D Olbs —' E E 0 lbs F F Olbs sum sum 0 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 372 plf 1282 lbs CS16 OK h m Trib Width: 45.2' 45.2' 45.2' 45.2' B 320 plf 2128 lbs (2)-CS16 OK o Sheath#sides: 1 1 1 1 C 0 lbs L-.) Plate Height: 8.0' 8.0' 8.0' 8.0' co D 0 lbs Floor Depth: 2.0' 1.0' 1.0' 1.0' E 0 lbs Izo 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 2593 lbs (2)-CS16 OK a> h Above Open: B 320 plf 4162 lbs CMST14 OK c h Below Open: C 0 lbs co Total Wall Length: N D 0 lbs o) Strap for Fmax: E 0 lbs F max: F 0 lbs check: sum 0 lbs shear: 179 plf 318 plf 434 plf 545 plf A 372 plf 4899 lbs HDU5 OK FRT adjustment: 1 1 1 1 B 320 plf 7191 lbs HDU11 OK Shear adj for aspect ratio: 179 plf 318 plf 434 plf 545 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs co S 3 use 7/16"panel w/8d @ 6" E 0 lbs a.) 2 use 7/16"panel w/8d @ 4" F 0 lbs -c 1 use 7/16"panel w/8d @ 3" sum 0 lbs A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E O lbs F O lbs sum 0 lbs 24 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com �'A 4,vr r Enayat Schneider '" Smith 'r e - Engineering, Inc. Shear Wall: WIND Grid 1.5&1.6 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 28.50' 28.50' 28.50' 28.50' A 110 plf 661 lbs none OK B 28.50' 28.50' 28.50' 28.50' B 110 plf 661 lbs none OK C C Olbs ° D v D Olbs o E E Olbs F F Olbs sum sum 0 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 372 plf 322 lbs none OK m Trib Width: 40.3' 40.3' 40.3' 40.3' B 372 plf 322 lbs none OK ami Sheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 8.0' 8.0' 8.0' 8.0' M D 0 lbs a Floor Depth: 2.0' 1.0' 1.0' 1.0' E 0 lbs Wind or Seismic: wind wind wind wind F 0 lbs OSB or Gypsum: osb osb osb osb sum 0 lbs Use: no no no no A 372 plf 829 lbs CS16 OK ,a, h Above Open: B 372 plf 829 lbs CS16 OK c h Below Open: C 0 lbs l� Total Wall Length: , N D 0 lbs m Strap for Fmax: E 0 lbs Finax F 0 lbs check: sum 0 lbs shear: 144 plf 256 plf 350 plf 439 plf A 372 plf 2139 lbs HTT4 OK FRT adjustment: 1 1 1 1 B 372 plf 2139 lbs HTT4 OK Shear adj for aspect ratio: 144 plf 256 plf 350 plf 439 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs E 3 use 7/16"panel w/8d @ 6" E 0 lbs m 2 use 7/16"panel w/8d @ 4" F 0 lbs .o 1 use 7/16"panel w/8d @ 4" sum 0 lbs 0) A 0 lbs `Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs sum 0 lbs • • 0 • _0 • 25 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com b►,4I Enayat t► Schneider "' Smith ®,Schneider . ,,,L4' Inc. Shear Wall: WIND Grid 1.7&1.8 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: A 28.50' 28.50' 28.50' 28.50' A 110 plf 730 lbs none OK B 28.50' 28.50' 28.50' 28.50' B 110 plf 730 lbs none OK N C C Olbs Cr) D • 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 499 lbs none OK rli Trib Width: 42.3' 42.3' 42.3' 42.3' B 372 plf 499 lbs none OK aSheath#sides: 1 1 1 1 C 0 lbs a Plate Height: 8.0' 8.0' 8.0' 8.0' m D 0 lbs Floor Depth: 2.0' 1.0' 1.0' 1.0' E 0 lbs Wind or Seismic: wind wind wind wind F 0 lbs OSB or Gypsum: osb osb osb osb sum 0 lbs Use: no no no no A 372 plf 1156 lbs (2)-CS16 OK a) h Above Open: B 372 plf 1156 lbs (2)-CS16 OK c h Below Open: C 0 lbs t� Total Wall Length: N D 0 lbs oStrap for Fmax: E 0 lbs i ti Fmax: F 0 lbs ,., check: sum 0 lbs11 shear: 151 plf 268 plf 367 plf 460 plf A 372 plf 2653 lbs HTT4 OK FRT adjustment: 1 1 1 1 B 372 plf 2653 lbs HTT4 OK ! Shear adj for aspect ratio: 151 plf 268 plf 367 plf 460 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" <- D 0 lbs S 3 use 7/16"panel w/8d @ 6" E 0 lbs m 2 use 7/16"panel w/8d @ 4" F 0 lbs 1 use 7/16"panel w/8d @ 4" sum 0 lbs A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E O lbs _F O lbs sum 0 lbs 26 `` 3141 Walnut Street, uite S203A• Denver,Colorado 80205•720.904.1234- essdenver.com ',►A 4.,,. Enayat ► Schneider ' Smith y 1, Engineering, Inc. Shear Wall: WIND Grid 1.11 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 110 plf 1194 lbs CS16 OK B 28.50' 28.50' 28.50' 28.50' B 110 plf 1059 lbs CS16 OK C C Olbs °i D v D 0 lbs —°'i E E 0 lbs F F Olbs sum sum 0 lbs Lateral(plf): 204 plf 158 plf 133 plf 126 plf A 320 plf 2251 lbs (2)-CS16 OK cn Trib Width: 47.0' 47.0' 47.0' 47.0' B 372 plf 1353 lbs (2)-CS16 OK ai Sheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 8.0' 8.0' 8.0' 8.0' oo D 0 lbs a Floor Depth: 2.0' 1.0' 1.0' 1.0' E 0 lbs Wind or Seismic: wind wind wind wind F 0 lbs OSB or Gypsum: osb osb osb osb sum 0 lbs Use: no no no no A 320 plf 4389 lbs CMST14 OK (, h Above Open: B 372 plf 2728 lbs CMSTC16 OK c h Below Open: C 0 lbs it Total Wall Length: N D 0 lbs Strap for Fina.: E 0 lbs oFinax F 0 lbs check: I 1sum 0 lbs shear: 184 plf 327 plf 447 plf 560 plf A 320 plf 7550 lbs HDU11 OK FRT adjustment: 1 1 1 1 B 372 plf 5127 lbs HDU8 OK Shear adj for aspect ratio: 184 plf 327 plf 447 plf 560 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs S 3 use 7/16"panel w/8d @ 6" E 0 lbs m 2 use 7/16"panel w/8d @ 4" F 0 lbs 1 use 7/16"panel w/8d @ 3" sum 0 lbs A O lbs *Shear distribution is based on the proportional shear capacities of individual full height 8 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs sum 0 lbs III . . • • _ • 27 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com *1.440, Enayat Schneider Smith y 1 Engineering. Inc. Shear Wall: WIND Grid 1.12 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 110 plf 582 lbs none OK A2 6.58' 6.58' 6.58' 6.58' A2 0 lbs z.z A3 A3 Olbs o LL A4 v A4 Olbs —I B B O lbs 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 1152 lbs CS16 OK co a) Trib Width: 16.8' 16.8' 16.8' 16.8' A2 0 lbs o, Sheath#sides: 1 1 1 1 A3 0 lbs a Plate Height: 9.0' 9.0' 9.0' 9.0' n 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 2354 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 ca 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 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 4155 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 S 3 use 7/16"panel w/8d @ 6" B 0 lbs w m 2 use 7/16"panel w/8d @ 4" C 0 lbs o 1 use 7/16"panel w/8d @ 3" sum 13516 lbs co Al 0 lbs `Shear distribution is based on the proportional shear capacities of individual full height A2 0 lbs wall segments per NDS 4.3.3.4 Exception 1 A3 0 lbs A4 0 lbs B 0 lbs C 0 lbs sum 0 lbs 28 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com V►A4I s Enayat 1 Schneider .- Smith y 1` Engineering, Inc. SEISMIC VOTE: DEAD LOADS INPUT ARE UNFACTORED.CALCULATED"TOTAL UPLIFT"USES (0.6-0.14*Sos)D FOR LOAD COMBO 8,ASCE 7-10 12.4.2.: Shear Wall:(seismic) Grid 1.0 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 385 906 lbs none OK B 14.33 14.33 14.33 14.33 B 385 562 lbs none OK moo C 15.83 15.83 15.83 15.83 C 385 418 lbs none OK °c' D 19.33 19.33 19.33 19.33 v D 385 82 lbs none OK -°'i E 9.25 9.25 9.25 9.25 E 385 1051 lbs CS16 OK F 23 23 23 23 F 385 270 lbs none OK G 29.08 29.08 29.08 29.08 G 385 -855 lbs Lateral(plf): 675 660 440 220 A 183 3902 lbs CMSTC16 OK a) Trib Width: 31.75 31.75 31.75 31.75 B 183 3395 lbs (2)-CS16 OK m Sheath#sides: 1 1 1 1 C 183 3182 lbs (2)-CS16 OK o Plate Height: 9 9 9 9 M D 183 2686 lbs (2)-CS16 OK a Floor Depth: 2 1 1 1 E 183 4115 lbs CMSTC16 OK Z6 Wind or Seismic: seismic seismic seismic seismic F 183 2166 lbs (2)-CS16 OK OSB or Gypsum: osb osb osb osb G 183 1304 lbs Use: no no no no A 183 8047 lbs CMST12 OK a„`, h Above Open: B 183 7376 lbs CMST12 OK c h Below Open: C 183 7095 lbs CMST12 OK cz Total Wall Length: N D 183 6439 lbs CMST14 OK a) Strap for F.: E 183 8328 lbs CMST12 OK o Finax F 183 5751 lbs CMST14 OK la_ check: G 183 4612 lbs shear: 176 plf 349 plf 464 plf 521 plf A 183 12766 lbs HDU14 OK FRT adjustment: 1 1 1 1 B 183 11932 lbs HDU14 OK Shear adj for aspect ratio: 176 plf 349 plf 464 plf 521 plf C 183 11582 lbs HDU14 OK 4 use 7/16"panel w/8d @ 6" D 183 10767 lbs HDU14 OK o 3 use 7/16"panel w/8d @ 4" E 183 13116 lbs HDU14 OK m 2 use 7/16"panel w/8d @ 2" F 183 9911 lbs HDU14 OK o 1 use 7/16"panel w/8d @ 2" G 183 8494 lbs A O lbs *Shear distribution is based on the proportional shear capacities of individual full height B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F 0 lbs G 0 lbs 410 • II • • • 29 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com bA4,19,, Enayat low- Schneider Smith y"H Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 1.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 385 802 lbs none OK B 22.67 22.67 22.67 22.67 B 385 -343 lbs none OK h C 14.33 14.33 14.33 14.33 C 385 458 lbs none OK ° D 8.75 8.75 8.75 8.75 v D 385 994 lbs none OK E 28.42 28.42 28.42 28.42 E 385 -896 lbs none OK I F 17.83 17.83 17.83 17.83 F 385 122 lbs none OK G 25.75 25.75 _ 25.75 25.75 G 385 -639 lbs none OK Lateral(plf): 675 660 440 1 220 A 183 3609 lbs CMSTC16 OK co m Trib Width: 31.75 31.75 31.75 31.75 B 183 1920 lbs (2)-CS16 OK aSheath#sides: 1 1 1 1 C 183 3102 lbs (2)-CS16 OK o Plate Height: 9 9 9 9 co D 183 3893 lbs CMSTC16 OK a. Floor Depth: 2 1 1 1 E 183 1105 lbs CS16 OK Wind or Seismic: seismic seismic seismic seismic F 183 2606 lbs (2)-CS16 OK OSB or Gypsum: osb osb osb osb G 183 1483 lbs CS16 OK Use: no no no no A 183 7504 lbs CMST12 OK co h Above Open: B 183 5271 lbs CMST14 OK = h Below Open: C 183 6833 lbs CMST12 OK co Total Wall Length: N D 183 7879 lbs CMST12 OK 0 Strap for Fina.: E 183 4193 lbs CMSTC16 OK L. ti FmaxF 183 6178 lbs CMST14 OK check: _ G 183 4693 lbs shear: 167 plf 330 plf 439 plf 493 plf A 183 11943 lbs HDU14 OK FRT adjustment: 1 1 1 1 B 183 9165 lbs HDU11 OK Shear adj for aspect ratio: 167 plf 330 plf 439 plf 493 plf C 183 11108 lbs HDU14 OK 4 use 7/16"panel w/8d @ 6" D 183 12409 lbs HDU14 OK co S 3 use 7/16"panel w/8d @ 4" E 183 7825 lbs HDU11 OK m 2 use 7/16"panel w/8d @ 3" F 183 10293 lbs HDU14 OK 1 use 7/16"panel w/8d @ 2" G 183 8447 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 0 lbs F 0 lbs G 0 lbs 30 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234- essdenver.com Enayat Schneider 4` Smith y 1 Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 1.1 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System _ 4 3 2 1 Dead Load: uplift: Holdown check: Al 4 4 4 4 Force Tran 110 592 lbs none OK 'co m A2 6.58 6.58 6.58 6.58 A2 0 lbs k_ A3 A3 Olbs °i A4 rr A4 Olbs °1 —i B B 0 lbs C C Olbs D 10.58 10.58 10.58 10.58 D #VALUE! Lateral(plf): 206 201 134 67 Force Tran 261 1376 lbs CS16 OK a) 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 2797 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 co Total Wall Length: 17.67 17.67 17.67 17.67 N A4 0 lbs a) Strap for Fmax: CS16 CS16 CS16 CS16 B 0 lbs o o Fmax: 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 4537 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 S 3 use 7/16"panel w/8d @ 4" 8 0 lbs m 2 use 7/16"panel w/8d @ 3" C 0 lbs 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 • • • r 0 • 31 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com V►A:I Enayat ► Schneider '' Smith y 1, Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 1.2 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System _ 4 3 2 1 Dead Load: uplift: Holdown check: A 28 28 28 28 A 110 1039 lbs CS16 OK B 23.5 23.5 23.5 23.5 B 110 1163 lbs CS16 OK N -.c C C Olbs as D v D Olbs as —i E E Olbs F F Olbs G G 0 lbs Lateral(plf): 206 201 134 67 A 372 1655 lbs CS16 OK ce m Trib Width: 45.2 45.2 45.2 45.2 B 320 2501 lbs (2)-CS16 OK a Sheath#sides: 1 1 1 1 C 0 lbs 2 Plate Height: 8 8 8 8 M D 0 lbs Floor Depth: 2 1 1 1 E 0 lbs Wind or Seismic: seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb osb osb osb G 0 lbs Use: no no no no A 372 3330 lbs (2)-CS16 OK L. h Above Open: B 320 4898 lbs CMST14 OK c h Below Open: C 0 lbs as IL--. Total Wall Length: N D 0 lbs 0 Strap for Fmax: E 0 lbs L. ti Fmax: F 0 lbs check: G 0 lbs shear: 181 plf 357 plf 475 plf 534 plf A 372 5533 lbs HDU5 OK FRT adjustment: 1 1 1 1 B 320 7824 lbs HDU11 OK Shear adj for aspect ratio: 181 plf 357 plf 475 plf 534 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs as S 3 use 7/16"panel w/8d @ 3" E 0 lbs m 2 use 7/16"panel w/8d @ 2" F 0 lbs as 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 B 0 lbs wall segments per NDS 4.3.3.4 Exception 1 C 0 lbs D 0 lbs E 0 lbs F O lbs G 0 lbs 32 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com No..A44, Enayat lir Schneider ' Smith y 1, Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 1.5&1.6 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddow n System 4 3 2 1 Dead Load: uplift: Holdown check: A 28.5 28.5 28.5 28.5 A 110 676 lbs none OK B 28.5 28.5 28.5 28.5 B 110 676 lbs none OK -c C C Olbs °i D v D 0 lbs E E Olbs F F Olbs G G 0 lbs Lateral(plf): 206 201 134 67 A 372 622 lbs none OK a Trib Width: 40.34 40.34 40.34 40.34 B 372 622 lbs none OK ami Sheath#sides: 1 1 1 1 C 0 lbs o 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 1423 lbs CS16 OK a) h Above Open: B 372 1423 lbs CS16 OK c h Below Open: C 0 lbs co Total Wall Length: N D 0 lbs a Strap for Fri.: E 0 lbs Finax F 0 lbs check: G 0 lbs shear: 146 plf 288 plf 383 plf 430 plf A 372 2650 lbs HTT4 OK FRT adjustment: 1 1 1 1 B 372 2650 lbs HTT4 OK Shear adj for aspect ratio: 146 plf 288 plf 383 plf 430 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs a 3 use 7/16"panel w/8d @ 4" E 0 lbs m 2 use 7/16"panel w/8d @ 3" F 0 lbs 1 use 7/16"panel w/8d @ 3" 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 III 0 • 0 ___ • 33 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com *)..1 4,.A4, Enayat Schneider ''`- Smith r 1 Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 1.7&1.8 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System _ 4 3 2 1 Dead Load: uplift: Holdown check: A 28.5 28.5 28.5 28.5 A 110 745 lbs none OK B 28.5 28.5 28.5 28.5 B 110 745 lbs none OK co .. C C O lbs 0) D rr D 0lbs E E 0lbs F F Olbs G G 0 lbs h Lateral(plf): 206 201 134 67 A 372 814 lbs none OK m Trib Width: 42.25 42.25 42.25 42.25 B 372 814 lbs none OK aSheath#sides: 1 1 1 1 C 0 lbs a Plate Height: 8 8 8 8 M D 0 lbs Floor Depth: 2 1 1 1 E 0 lbs Wind or Seismic: seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb osb osb osb G 0 lbs Use: no no no no A 372 1778 lbs (2)-CS16 OK m h Above Open: B 372 1778 lbs (2)-CS16 OK c h Below Open: C 0 lbs Total Wall Length: a D 0 lbs a) Strap for Fmax: E 0 lbs L. t°L Fmax: F 0 lbs check: G 0 lbs shear: 153 plf 302 plf 401 plf 451 plf A 372 3188 lbs HTT4 OK FRT adjustment: 1 1 1 1 B 372 3188 lbs HTT4 OK Shear adj for aspect ratio: 153 plf 302 plf 401 plf 451 plf c 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs 5 3 use 7/16"panel w/8d @ 4" E 0 lbs aa3 2 use 7/16"panel w/8d @ 3" F 0 lbs co 1 use 7/16"panel w/8d @ 2" G 0 lbs A 0 lbs *Shear distribution is based on the proportional shear capacities of individual full height P 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 34 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com Enayat ►- Schneider 4` Smith r Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 1.11 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 110 1212 lbs CS16 OK B 28.5 28.5 28.5 28.5 B 110 1077 lbs CS16 OK w C C Olbs ° D v D 0lbs E E Olbs Z6 F F Olbs G G 0 lbs Lateral(plf): 206 201 134 67 A 320 2635 lbs (2)-CS16 OK a i Trib Width: 47 47 47 47 B 372 1737 lbs (2)-CS16 OK ai Sheath#sides: 1 1 1 1 C 0 lbs o Plate Height: 8 8 8 8 M D 0 lbs a Floor Depth: 2 1 1 1 E 0 lbs Wind or Seismic: seismic seismic seismic seismic F 0 lbs OSB or Gypsum: osb osb osb osb G 0 lbs Use: no no no no A 320 5146 lbs CMST14 OK a h Above Open: B 372 3486 lbs CMSTC16 OK c h Below Open: C 0 lbs co Total Wall Length: N D 0 lbs o Strap for Finax: E 0 lbs o Finax E 0 lbs check: G 0 lbs shear: 186 plf 367 plf 488 plf 549 plf A 320 8201 lbs HDU11 OK FRT adjustment: 1 1 1 1 B 372 5778 lbs HDU8 OK Shear adj for aspect ratio: 186 plf 367 plf 488 plf 549 plf C 0 lbs 4 use 7/16"panel w/8d @ 6" D 0 lbs z 3 use 7/16"panel w/8d @ 3" E 0 lbs m 2 use 7/16"panel w/8d @ 2" F 0 lbs -c 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 0 lbs F 0 lbs G 0 lbs • III 11111 0 0 • 35 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234- essdenver.com Enayat _^- Schneider "' Smith y a 41/4 Engineering, Inc. SEISMIC Shear Wall:(seismic) Grid 1.12 Shear Calcs:ASD Level Uplift Calcs: Full Total Standard Holddown System 4 3 2 1 Dead Load: uplift: Holdown check: y Al 4 4 4 4 Force Tran 110 592 lbs none OK A2 6.58 6.58 6.58 6.58 A2 0 lbs w A3 A3 Olbs °' ILA4 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 1376 lbs CS16 OK co Trib Width: 16.8 16.8 16.8 16.8 A2 0 lbs m Sheath#sides: 1 1 1 1 A3 0 lbs 2 Plate Height: 9 9 9 9 co A4 0 lbs a Floor Depth: 2 1 1 1 8 0 lbs Wind or Seismic: seismic seismic seismic seismic C 0 lbs OSB or Gypsum: osb osb osb osb D #VALUE! Use: yes yes yes yes Force Tran 261 2797 lbs (2)-CS16 OK L. h Above Open: 1 1 1 1 A2 0 lbs co h Below Open: 1.5 1.5 1.5 1.5 A3 0 lbs 2 Total Wall Length: 17.67 17.67 17.67 17.67 N A4 0 lbs cy Strap for Fmax: CS16 CS16 CS16 CS16 8 0 lbs L. ti 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 4537 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 3 use 7/16"panel w/8d @ 4" B 0 lbs m 2 use 7/16"panel w/8d @ 3" C 0 lbs 1 use 7/16"panel w/8d @ 2" D #VALUE! 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 36 NDS 2012 SHEAR WALL CONNECTIONS Select Wood Species: Douglas Dou las Fir G = .50 • • Select Governing Load: Seismic • Select Seismic Design Category: D • 10d Toe Nail Capacity = 157 Pounds (From NDS Table 11N w/applicable factors) 16d Capacity = 226 Pounds (From NDS Table 11N w/applicable factors) Select Simpson Clip: LTP4 v 670 Pounds (From Simpson catalog w/ 133/160 increase) Select Bolt Diameter: 3/4 • 2032 Pounds (From NDS Table 11E w/applicable factors) Shear Wall Shear Spacing of 10d Spacing of Spacing of Spacing of Type Value Toe Nails A35 16d Anchor Bolts 1 - 8d © 6" in PLY 240 N/A 33.5 11.3 101.6 2 - 8d @ 4" in PLY 350 N/A 23.0 7.7 69.7 3 - 8d © 3" in PLY 450 N/A 17.9 6.0 54.2 4 - 8d @ 2" in PLY 585 N/A 13.7 4.6 41.7III 5 - 8d @ 4" in PLY two sides 629 N/A 12.8 4.3 38.8 6 - 8d @ 3" in OSB two sides N/A #DIV/0! #DIV/0! #DIV/0! 7 - 8d @ 2" in OSB two sides N/A #DIV/0! #DIV/0! #DIV/0! 8 - 6d © 7" in gyp N/A #DIV/0! #DIV/0! #DIV/0! 9 -6d @ 4" in gyp N/A #DIV/0! #DIV/0! #DIV/0! THIS SPREADSHEET PERFORMS A DESIGN OF CONNECTOR SPACING FOR LIGHT FRAMED CONSTRUCTION SHEARWALLS. THIS SPREADSHEET MAY BE ONLY USED FOR WOOD STRUCTURAL PANELS AND CONFORMS TO THE REQUIREMENTS SET FORTH IN THE IBC. THE CAPACITIES OF CONNECTORS ARE BASED ON THE 2012 NDS AND LATEST SIMPSON WOOD CONSTRUCTIONIII 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 V' 7/16" PLY = 240 plf 8d 6" 12" 32" oc 10d @ 6" oc 16d @ 6" oc 3/4" @ 48" oc Yes .\7' 7/16" PLY = 350 plf 8d 4" 12" 18" oc 10d @ 6" oc 16d @ 6" oc 3/4" © 48" oc Yes 0 7/16" PLY = 450 plf 8d 3" 8" 16" oc 10d @ 6" oc 16d @ 4" oc 3/4" @ 48" oc Yes V. 7/16" PLY = 585 plf 8d 2" 8" 12" oc 10d © 6" oc 16d © 3" oc 3/4" @ 36" oc Yes w 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 1-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 • 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 12.00. k/in diaphragm shear stiffness NDS SDPWS table 4.2A,4.2B,4.2C struct 1,4 ply,1513; 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) 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 • A4�Enaya:101. Schneider '` Smith T Engineering, Inc. Wood Diaphram Deflection NDS 2015 - SECTION 4.2.2 Project: Fields Apartment Building 1-Level 4 Perpendicular to Short Direction Project# 17154 Engineer: C.Thomson CHORD SPLICE REQUIREMENTS WITH 10d NAILS AND(2)2x6'S c = 660.0 plf uniform SERVICE level shear load at diaphram Chord species&grade DF#2(G=0.5) • E= 1,600,000.00 psi diaphragm chords(top plates)NDS Supplement table 4A L= 29.00 ft length of diaphram between shear walls for simple span or cantilever length W= 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 =5 L3/(8EAW)+0.25* *L/(1000Ga)+ (x c)/(2W) [NDS SDPWS 4.2.2.] • Diaphragm deflected shape I Cantilever v will effect first term of equation Load factor= 1.43 factor to convert service forces to strength forces(1.43 for seismic, 1.67 for wind) A= 8.25 in2 area of chord(only use one top plate,2nd plate is the splice plate) Ga= 8.50 k/in diaphragm shear stiffness NDS SDPWS table 4.2A,4.2B,4.2C 10d diameter= 0.148 in used to determine nail slip modulus(NDS 10.3.6) Nail slip modulus(10d)= 10,249 lbs/in/nail =180,000 D1'5(NDS 10.3.6) c= 0.031 in diaphragm chord splice slip(NDS SDPWS table C4.2.2D),equation uses a minimum of(12)10d nails chord deformation= 0.078 in first term of equation 4.2.2 MULTIPLIED BY 15 FOR CANTILEVER CONDITION shear, panel shear,nail slip= 0.81 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 0 40 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com �►A1I Enayat ► • Schneider h" Smith y Engineering, Inc. Wood Diaphram Deflection NDS 2015 - SECTION 4.2.2 Project: Fields Apartment Building 1-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 I 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 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 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 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 III 10444„.10444„.Enayat a.- Schneider Schneider Smith V Engineering, Inc. Wood Diaphram Deflection NDS 2015 - SECTION 4.2.2 Project: Fields Apartment Building 1-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(0=0s) 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 =5vL3/(8EAW)+0.25'c'L/(1000Ga)+l(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 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) /`a= 0.010 in diaphragm chord splice slip(NDS SDPWS table C4.2.2D),equation uses a minimum of(12)10d nails F 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 r 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 III 42 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com V'A41 Enayat ► • Schneider A Smith T 1 Engineering, Inc. Project:17154 Fields Multifamily Bldg 1 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 164 10.75 9 0.005 0.192 0.150 0.346 B 164 14.58 9 0.004 0.192 0.110 0.305 C 164 16.50 9 0.003 0.192 0.097 0.292 D 164 19.25 9 0.003 0.192 0.083 0.278 III E 164 9.25 9 0.006 0.192 0.174 0.371 F 164 22.67 9 0.002 0.192 0.071 0.265 G 166 10.75 9 0.005 0.194 0.150 0.348 H 166 22.67 9 0.002 0.194 0.071 0.267 I 166 14.58 9 0.004 0.194 0.110 0.308 J 166 8.75 9 0.006 0.194 0.184 0.384 K 166 28.42 9 0.002 0.194 0.057 0.252 L 166 17.83 9 0.003 0.194 0.090 0.287 Average Shear Wall Deflection: 0.309 2x Shear Wall Defl(to compare with diaphragm deflection) 0.617 Diaphragm Defl(from other spreadsheet) 0.670 Approximately equal deflections,diaphragm is rigid IIII 43 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com • Enayat Schneider '' Smith y 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"oc Shear Wall ID v(plf) b(ft) h(ft) Term 1(in.) Term 2(in.) Term 3(in.) Total Deflection(in.) A 325 10.75 9 0.010 0.298 0.150 0.458 B 325 14.58 9 0.007 0.298 0.110 0.416 C 325 16.50 9 0.006 0.298 0.097 0.402 D 325 19.25 9 0.005 0.298 0.083 0.387 E 325 9.25 9 0.011 0.298 0.174 0.483 F 325 22.67 9 0.005 0.298 0.071 0.374 G 329 10.75 9 0.010 0.302 0.150 0.461 H 329 22.67 9 0.005 0.302 0.071 0.378 I 329 14.58 9 0.007 0.302 0.110 0.419 J 329 8.75 9 0.012 0.302 0.184 0.498 K 329 28.42 9 0.004 0.302 0.057 0.362 L 329 17.83 9 0.006 0.302 0.090 0.398 Average Shear Wall Deflection: 0.420 2x Shear Wall Defl(to compare with diaphragm deflection) 0.839 III Diaphragm Defl(from other spreadsheet) 0.890 Approximately equal deflections,diaphragm is rigid 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 432 10.75 9 0.013 0.327 0.150 0.489 B 432 14.58 9 0.009 0.327 0.110 0.446 C 432 16.50 9 0.008 0.327 0.097 0.432 D 432 19.25 9 0.007 0.327 0.083 0.417 E 432 9.25 9 0.015 0.327 0.174 0.515 F 432 22.67 9 0.006 0.327 0.071 0.404 G 438 10.75 9 0.013 0.331 0.150 0.494 H 438 22.67 9 0.006 0.331 0.071 0.408 I 438 14.58 9 0.009 0.331 0.110 0.451 J 438 8.75 9 0.016 0.331 0.184 0.531 K 438 28.42 9 0.005 0.331 0.057 0.393 L 438 17.83 9 0.008 0.331 0.090 0.429 Average Shear Wall Deflection: 0.451 2x Shear Wall Defl(to compare with diaphragm deflection) 0.902 Diaphragm Defl(from other spreadsheet) 0.590 diaphragm is rigid • 44 3141 Walnut Street,Suite 203A• Denver,Colorado 80205•720.904.1234• essdenver.com NI, II. A41 Enayat ► • Schneider i Smith r* 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 holdown Shear Wall ID v(plf) b(ft) h(ft) Term 1(in.) Term 2(in.) Term 3(in.) Total Deflection(in.) A 485 10.75 9 0.014 0.297 0.164 0.475 B 485 14.58 9 0.010 0.297 0.121 0.428 C 485 16.50 9 0.009 0.297 0.107 0.413 D 485 19.25 9 0.008 0.297 0.092 0.396 E 485 9.25 9 0.017 0.297 0.190 0.504 F 485 22.67 9 0.007 0.297 0.078 0.381 G 492 10.75 9 0.014 0.301 0.164 0.480 H 492 22.67 9 0.007 0.301 0.078 0.386 I 492 14.58 9 0.011 0.301 0.121 0.433 J 492 8.75 9 0.018 0.301 0.201 0.520 K 492 28.42 9 0.005 0.301 0.062 0.369 L 492 17.83 9 0.009 0.301 0.099 0.409 Average Shear Wall Deflection: 0.433 2x Shear Wall Defl(to compare with diaphragm deflection) 0.866 Diaphragm Defl(from other spreadsheet) 0.300 111 diaphragm is rigid 44a PROJECT 4---Rel 3141 WalDut Street,Suite 203A E �'���� Boom,Colorado 00205 PROJECTS { BY • Schneic9er Smith [120]9041234 ` DATE PAGE Engineering, Inc. /AAr. rfr tO.A.0 he -r.- (1.4.)0(-41-6 Lie o � Los 0 • E (..bf-iz) � ,.. ��� E ' er� �1 u�Co�- ta7a,c (4 041 0 A r i;r e : 11 x,,)- t) : 1"6$4).-°(1A t = ' v f(93 V-VA,r1 2c4;0$ 1/61 ll /L Ii nom" 0 • o CHECKED BY: DATE: 45 PROJECT Ti ekcki bur(wviirtica 3141 Walnut Street,Suite 203A EnayatDenver,Colorado 00205[1201904-1234 PROJECT!I I� f BY Schneider • Smith ' BANE (1 [h-0 E PAGE Engineering, Inc. �.........upLl tpfi t zir sCE Qcur wo,11 108 v. ,laV, P-1v,cgA7 A (52.2 4lrQGci00n.C4 ) (:) #A / tpoy 2-602. 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SSEOMAHA ► 3141Walnut Street Denver,Colorado 80205 PBBJECIH 1116H BY (_re SSI DALLAS [7201904-1234 • ESE DENVER 1 DATE 'I—1271(LO► PAGE ESSPORfLANO _VON ovl Rieki c.ate, Cc& j t.. V 5 (:'c,c '� Ove.14-Worn ?pile ',�tp' Argil. _ r (�'. _ y� /'}l �'1(J�A(.I ozi,...3t. tom' .�:.1L:Ti:7'11�1�C'Q.r... ....ce 9 tx: ...0 C t'.. :i`..1.. � "- .. `'?`� l�i�? 64 0 1 kD 1n4.,tier A` gPt2 `"` � r Its ? r y VL) -1 c w\e v-1470-vs, -1 -vs% (2) Az, = (2e" i •°' Pmo , kccr t--- C(2.1:; ') • 1, vJ Q ry ` (no-) (ezZ H -t WS0/E..0 h0 tr•O o .v, -r- -V ( s,I p<4)4LL I I` t14, W4-14- kkg..?\2--2 kn .A.f< r-' o • CHECKED BY: DAZE: Enayat Schneider Smith Project Title: Fields Apartments Engineering, Inc. Engineer: C.Thomson Project ID: 17154 52 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.12 44P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH1 L=T0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-PrIl 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade :MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Completely Unbraced D(0.29)S(0.3625) x 8 8 b 8 21 2-1.75x7.25 C ) 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=0.020, S=0.0250 ksf, Tributary Width=14.50 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.537: 1 Maximum Shear Stress Ratio = 0.347 : 1 Section used for this span 2-1.75x7.25 Section used for this span 2-1.75x7.25 fb:Actual = 1,581.88 psi fv:Actual = 113.61 psi FB:Allowable = 2,943.88 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.500ft Location of maximum on span = 6.412 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.093 in Ratio= 900>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.170 in Ratio= 494>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.310 2.310 Overall MINimum 1.269 1.269 +D+H 1.041 1.041 +D+L+H 1.041 1.041 +D+Lr+H 1.041 1.041 • +D+S+H 2.310 2.310 +D+0.750Lr+0.750L+H 1.041 1.041 +D+0.750L+0.7505+H 1.992 1.992 +D+0.60W+H 1.041 1.041 +D+0.70E+H 1.041 1.041 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 53 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018.12:44PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH1 L=TO" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 1.041 1.041 +D+0.750L+0.750S+0.450W+H 1.992 1.992 +D+0.750L+0.750S+0.5250E+H 1.992 1.992 +0.60D+0.60W+0.60H 0.625 0.625 +0.60D+0.70E+0.60H 0.625 0.625 D Only 1.041 1.041 Lr Only L Only S Only 1.269 1.269 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 54 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018.12 44P Wood Beam ts12017117154(Fields Apartments-otak)\calculations\General Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH1 Le 7'0"with GT CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-PrIl 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Completely Unbraced D(0.72)S(0.89) D(0.29)S(0.3625) b b d b x x X 411;k'l 2-1.75x7.25 00101, Span=7.0 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=14.50 ft Point Load: D=0.720, S=0.890 k @ 3.50 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.912 1 Maximum Shear Stress Ratio = 0.492 : 1 Section used for this span 2-1.75x7.25 Section used for this span 2-1.75x7.25 fb:Actual = 2,684.57 psi fir:Actual = 161.20 psi FB:Allowable = 2,943.88 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.500ft Location of maximum on span = 6.412 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.146 in Ratio= 576>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.264 in Ratio= 317>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.115 3.115 Overall MINimum 1.714 1.714 +D+H 1.401 1.401 • +D+L+H 1.401 1.401 +D+Lr+H 1.401 1.401 +D+S+H 3.115 3.115 +D+0.750Lr+0.750L+H 1.401 1.401 +D+0.750L+0.7505+H 2.686 2.686 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 55 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018 1244P Wood Beans 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: RH1 L.T0"with GT Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.60W+H 1.401 1.401 +D+0.70E+H 1.401 1.401 +D+0.750Lr+0.750L+0.450W+H 1.401 1.401 +D+0.750L+0.750S+0.450W+H 2.686 2.686 +D+0.750L+0.750S+0.5250E+H 2.686 2.686 +0.60D+0.60W+0.60H 0.841 0.841 +0.60D+0.70E+0.60H 0.841 0.841 D Only 1.401 1.401 Lr Only L Only S Only 1.714 1.714 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 56 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.ec€ ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH2 L=5'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.3366)S(0.42075) X e 0 0 X Z 2-2x8 la Span=5.0 ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=16.830 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.884 1 Maximum Shear Stress Ratio = 0.482 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 1,087.37 psi fv:Actual = 99.74 psi FB:Allowable = 1,229.40 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.039 in Ratio= 1536>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.071 in Ratio= 848>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.905 1.905 Overall MINimum 1.052 1.052 +D+H 0.853 0.853 +D+L+H 0.853 0.853 +D+Lr+H 0.853 0.853 0 +D+S+H 1.905 1.905 +D+0.750Lr+0.750L+H 0.853 0.853 +D+0.750L+0.750S+H 1.642 1.642 +D+0.60W+H 0.853 0.853 +D+0.70E+H 0.853 0.853 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 57 3141 Walnut St.Suite 203A Project Descr: Printed-22 MAR 2018,11.44AM Wood Beam ts12017\17154(Fields Apartments-Otak)\calculations\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 41111 S Enayat Schneider Smith Project Title: Fields Apartments Engineering, Inc. Engineer: C.Thomson Project ID: 17154 58 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 1244PM Wood Beam ts12017117154(Fields Apartments-Otak)lcalculations\General Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH1 L=7'0"with GT CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2600 psi Ebend-xx 1900ksi Fc-Pr!' 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(0.3625) 8 8 8 8 8 x x ,X r 2-1.75x7.25 4;,,, Span=7.Oft IDApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=14.50 ft Point Load: D=0.720, S=0.890 k @ 0.250 ft,(GT) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.564 1 Maximum Shear Stress Ratio = 0.357 : 1 Section used for this span 2-1.75x7.25 Section used for this span 2-1.75x7.25 fb:Actual = 1,661.61 psi fv:Actual = 117.01 psi FB:Allowable = 2,943.88 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.423ft Location of maximum on span = 6.412 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.099 in Ratio= 849>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.180 in Ratio= 466>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.862 2.367 Overall MINimum 2.127 1.301 +D+H 1.735 1.067 • +D+L+H 1.735 1.067 +D+Lr+H 1.735 1.067 +D+S+H 3.862 2.367 +D+0.750Lr+0.750L+H 1.735 1.067 +D+0.750L+0.750S+H 3.330 2.042 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 59 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:44PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica# KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RH1 L=TO"with GT Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.60W+H 1.735 1.067 +D+0.70E+H 1.735 1.067 +D+0.750Lr+0.750L+0.450W+H 1.735 1.067 +D+0.750L+0.7505+0.450W+H 3.330 2.042 +D+0.750L+0.750S+0.5250E+H 3.330 2.042 +0.60D+0.60W+0.60H 1.041 0.640 +0.60D+0.70E+0.60H 1.041 0.640 D Only 1.735 1.067 Lr Only L Only S Only 2.127 1.301 W Only E Only H Only • 11111 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 1244PM 4) Wood Beam ts12017117154(Fields Apartments-otak)lcalculations\General Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH3 L=2'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination 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 31.2 pcf Beam Bracing : Completely Unbraced D(0.29)S(0.3625) 8 0 8 8 8 X 2-2x6 Span=2.50 ft III Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=14.50 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.303 1 Maximum Shear Stress Ratio = 0.229 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 406.66 psi fv:Actual = 47.34 psi FB:Allowable = 1,340.24 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio= 6230>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.009 in Ratio= 3442>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.820 0.820 Overall MINimum 0.453 0.453 +D+H 0.367 0.367 +D+L+H 0.367 0.367 +D+Lr+H 0.367 0.367 • +D+S+H 0.820 0.820 +D+0.750Lr+0.750L+H 0.367 0.367 +D+0.750L+0.750S+H 0.707 0.707 +D+0.60W+H 0.367 0.367 +D+0.70E+H 0.367 0.367 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 61 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018.12:44PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignWpartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 tic.# 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 62 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.1245PM II,Wood Beam ts\2017117154(Fields Apartments-Otak)ICalculationsIGeneral Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH4 L=7'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced X 88 D(0.04)85(0.05) 8 b X ;'i 2-2x8 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=0.020, S=0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.218 1 Maximum Shear Stress Ratio = 0.092 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 264.88 psi fv:Actual = 19.02 psi FB:Allowable = 1,224.25 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.500ft Location of maximum on span = 6.412 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio= 4712>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.034 in Ratio= 2487>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.331 0.331 Overall MINimum 0.175 0.175 +D+H 0.156 0.156 +D+L+H 0.156 0.156 +D+Lr+H 0.156 0.156 • +D+S+H 0.331 0.331 +D+0.750Lr+0.750L+H 0.156 0.156 +D+0.750L+0.750S+H 0.288 0.288 +D+0.60W+H 0.156 0.156 +D+0.70E+H 0.156 0.156 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 63 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:45PM ts12017\17154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ecf Wood Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH4 L=7'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.156 0.156 +D+0.750L+0.7505+0.450W+H 0.288 0.288 +D+0.750L+0.7505+0.5250E+H 0.288 0.288 +0.60D+0.60W+0.60H 0.094 0.094 +0.60D+0.70E+0.60H 0.094 0.094 D Only 0.156 0.156 Lr Only L Only S Only 0.175 0.175 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 64 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.12.4 PM Wood Beam ENERCALC, (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: RH5 l=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-PrIl 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Completely Unbraced D(0.04)S(0.05) c a a a X x (x) ;16, 2-2x6 Span=3.0 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, 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+0.7505+H 0.122 0.122 +D+0.60W+H 0.065 0.065 +D+0.70E+H 0.065 0.065 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 65 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.12.45PM Wood B@1111 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 : RH51=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+0.7505+0.5250E+H 0.122 0.122 +0.60D+0.60W+0.60H 0.039 0.039 +0.60D+0.70E+0.60H 0.039 0.039 D Only 0.065 0.065 Lr Only L Only S Only 0.075 0.075 W Only E Only H Only 1111 410 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 2018.12.45PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH6 L=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-Prll 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Completely Unbraced D(0.35)S(0.4375) X aa a a X ;•1 2-2x6 Span=3.0 ft P ..1 IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, 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 = 1,339.10psi 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+0.7505+H 1.023 1.023 +D+0.60W+H 0.530 0.530 +D+0.70E+H 0.530 0.530 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 67 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1245P Wood Beam ts12017\17154(FieldsApartments-Otak)\Calculations\GeneralApartmentsDesigntApartmentsFramingDesign.ec€ ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RH6 L.3'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.530 0.530 +D+0.750L+0.750S+0.450W+H 1.023 1.023 +D+0.750L+0.7505+0.5250E+H 1.023 1.023 +0.60D+0.60W+0.60H 0.318 0.318 +0.60D+0.70E+0.60H 0.318 0.318 D Only 0.530 0.530 Lr Only L Only S Only 0.656 0.656 W Only E Only H Only • s Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 68 i 3141 Walnut St.Suite 203A Project Desch Printed 21 MAR 2018,12:45PM Wood Beam ts12017\17154(Fields Apartments-Otak)\Calculations\General Apartments DesignlApartments Framing Design.ec€ ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RBI 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) b b q sr x x 4 oiN2-1.75x24 Span=8.50 ft 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 Desi.n OK Maximum Bending Stress Ratio = 0.116: 1 Maximum Shear Stress Ratio = 0.100 : 1 Section used for this span 2-1.75x24 Section used for this span 2-1.75x24 fb:Actual = 261.91 psi fv:Actual = 32.84 psi FB:Allowable = 2,260.41 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.250ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio= 15118>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.013 in Ratio= 8145>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.451 3.451 Overall MINimum 1.859 1.859 +D+H 1.592 1.592 +D+L+H 1.592 1.592 +D+Lr+H 1.592 1.592 • +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 69 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.1245P Wood Beam ts\2017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RB1 L=8'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 1.592 1.592 +D+0.750L+0.750S+0.450W+H 2.986 2.986 +D+0.750L+0.7505+0.5250E+H 2.986 2.986 +0.60D+0.60W+0.60H 0.955 0.955 +0.60D+0.70E+0.60H 0.955 0.955 D Only 1.592 1.592 Lr Only L Only S Only 1.859 1.859 W Only E Only H Only • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 70 3141 Walnut St.Suite 203A Project Descr: Printed 21 M4,R2018.12458M 41,1Alood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design'Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RB2 L=6'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.1266)S(0.15825) 8 b t 8 b x X 00;f•I 2x12 ,40;`, • Span=6.Oft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=6.330 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.489 1 Maximum Shear Stress Ratio = 0.258 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual = 492.38 psi fv:Actual = 53.35 psi FB:Allowable = 1,007.12 psi Fv:Allowable = 207.00P si Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.016 in Ratio= 4417>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.030 in Ratio= 2422>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.866 0.866 Overall MINimum 0.475 0.475 0 +D+H 0.391 0.391 +D+L+H 0.391 0.391 +D+Lr+H 0.391 0.391 +D+S+H 0.866 0.866 +D+0.750Lr+0.750L+H 0.391 0.391 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 71 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 1245P ts12017117154(Fields Apartments-Otak)\CalculationslGeneral 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: 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+0.7505+0.450W+H 0.747 0.747 +D+0.750L+0.7505+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 72 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12.45PM Wood Beamts12017117154(Fields Apartments-0tak)ICalculations\General Apartments DesignlApartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RB3 L.21'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-Pill 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade :MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.09)S(0.1 125) X' A A A A X X ;><,1 3-1.75x11.25 Span=21.0ft 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 Desi•n OK Maximum Bending Stress Ratio = 0.440 1 Maximum Shear Stress Ratio = 0.163 : 1 Section used for this span 3-1.75x11.25 Section used for this span 3-1.75x11.25 fb:Actual = 1,312.50 psi fv:Actual = 53.46 psi FB:Allowable = 2,981.87 psi Fv:Allowable = 327.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 10.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.418 in Ratio= 602>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.817 in Ratio= 308>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.307 2,307 Overall MINimum 1.181 1.181 0 +D+H 1.126 1.126 +D+L+H 1.126 1.126 +D+Lr+H 1.126 1.126 +D+S+H 2.307 2.307 +D+0.750Lr+0.750L+H 1.126 1.126 Enayat Schneider Smith Project Title: Fields Apartments Engineering, Inc. Engineer: C.Thomson Project ID: 17154 73 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018..12 45P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.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" 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+0.750S+0.5250E+H 2.012 2.012 +0.60D+0.60W+0.60H 0.676 0.676 +0.60D+0.70E+0.60H 0.676 0.676 D Only 1.126 1.126 Lr Only L Only S Only 1.181 1.181 W Only E Only H Only • 4111 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 74 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 45P Wood Beam ts12017\17154(Fields Apartments-otak)Icalculations\General Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: RB4 L=10'9" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination I BC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-PrIl 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft t a D(0.09)S(0.1125) b b X 2-2x12 la 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 = 0.556 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 = 9.848ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.060 in Ratio= 2160>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.111 in Ratio= 1158>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.128 1.128 Overall MINimum 0.605 0.605 • +D+H 0.523 0.523 +D+L+H 0.523 0.523 +D+Lr+H 0.523 0.523 +D+S+H 1.128 1.128 +D+0.750Lr+0.750L+H 0.523 0.523 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 75 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018.12:45PM ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments Design\Apartments Framing Design.ecf Wood Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RB4 L=10'9" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+H 0.977 0.977 +D+0.60W+H 0.523 0.523 +D+0.70E+H 0.523 0.523 +D+0.750Lr+0.750L+0.450W+H 0.523 0.523 +D+0.750L+0.750S+0.450W+H 0.977 0.977 +D+0.750L+0.7505+0.5250E+H 0.977 0.977 +0.60D+0.60W+0.60H 0.314 0.314 +0.60D+0.70E+0.60H 0.314 0.314 D Only 0.523 0.523 Lr Only L Only S Only 0.605 0.605 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 76 3141 Walnut St.Suite 203A Project Descr: Pnnted.21 MAR 2018 12 45P Wood Beairn ts12017117154(Fields Apartments-otak)ICalculations1General 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: RB51=8'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-PrIl 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Completely Unbraced D(1.2)S(1.2) x x 3-2x12 3-2x12 Span=5.Oft Span=3.Oft D. • Applied 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 77 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1245P ts12017117154(Fields Apartments-Otak)1CalculationsI General Apartments Design\Apartments Framing Design.ec€ Wood Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.# KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: RB5 1=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+0.7505+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 78 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.12458M Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ecE ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 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-PrII 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.04)S(0.05) 8 8 8 8 b 2x12 Span= 12.670 ft F Pi 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 = 0.68g 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+0.7505+H 0.514 0.514 +D+0.60W+H 0.277 0.277 +D+0.70E+H 0.277 0.277 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 79 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.1245P 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: 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 80 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.12.45PM General Beam Anal SIS ts12017117154(FieldsApartments-Otak)\Calculations\GeneralApartments Design\ApartmentsFraming Design.ecE y ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Long Span GT L=28.5' General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 28.50 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4 D(0.78); (0.975) D(0.04)S(0.05) a a a a a nlip Span=28.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=2.0 ft Point Load: D=0.780, S=0.9750 k @ 5.330 ft DESIGN SUMMARY Maximum Bending = 14.413 k-ft Maximum Shear= 2.709 k Load Combination +D+S+H Load Combination +D+S+H • Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 10.545 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.411 in 833 Max Upward Transient Deflection 0.007 in 51013 Max Downward Total Deflection 0.739 in 462 Max Upward Total Deflection 0.003 in 106277 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 28.50 ft 1 14.41 14.41 2.71 +D+H Dsgn.L= 28.50 fl 1 6.41 6.41 1.20 +D+L+H Dsgn.L= 28.50 ft 1 6.41 6.41 1.20 +D+Lr+H Dsgn.L= 28.50 ft 1 6.41 6.41 1.20 +D+S+H Dsgn.L= 28.50 fl 1 14.41 14.41 2.71 +D+0.750Lr+0.750L+H Dsgn.L= 28.50 ft 1 6.41 6.41 1.20 +D+0.750L+0.7505+H Dsgn.L= 28.50 fl 1 12.41 12.41 2.33 +D+0.60W+H Dsgn.L= 28.50 fl 1 6.41 6.41 1.20 +D+0.70E+H Dsgn.L= 28.50 fl 1 6.41 6.41 1.20 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 28.50 ft 1 6.41 6.41 1.20 +D+0.750L+0.750S+0.450W+H OfDsgn.L= 28.50 ft 1 12.41 12.41 2.33 D+0.750L+0.750S+0.5250E+H Dsgn.L= 28.50 ft 1 12.41 12.41 2.33 +0.60D+0.60W+0.60H Dsgn.L= 28.50 fl 1 3.84 3.84 0.72 +0.60D+0.70E+0.60H Dsgn.L= 28.50 ft 1 3.84 3.84 0.72 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 81 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 45PM General Beam Analysis ts12017117154(FieldsApartments-Otak)ICalculations\GeneralApartments DesignlApartmentsFraming Design.ec€ y ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica#: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+5+H 1 0.7389 13.680 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.709 1.611 Overall MINimum 0.722 0.430 +D+H 1.204 0.716 +D+L+H 1.204 0.716 +D+Lr+H 1.204 0.716 +D+S+H 2.709 1.611 +D+0.750Lr+0.750L+H 1.204 0.716 +D+0.750L+0.7505+H 2.333 1.387 +D+0.60W+H 1.204 0.716 +D+0.70E+H 1.204 0.716 +D+0.750Lr+0.750L+0.450W+H 1.204 0.716 +D+0.750L+0.7505+0.450W+H 2.333 1.387 +D+0.750L+0.7505+0.5250E+H 2.333 1.387 +0.60D+0.60W+0.60H 0.722 0.430 +0.60D+0.70E+0.60H 0.722 0.430 D Only 1.204 0.716 Lr Only L Only S Only 1.505 0.895 W Only • E Only H Only • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154 82 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12 52PM Steel Beam ts12017117154(Fields Apartments-otak)lcalculations\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 In Description: Elevator Hoist Beam CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending L(7.5) W10x12 Span= 1O.50ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s)for Span Number 1 Point Load: L=7.50 k @ 5.250 ft • 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 • +0.600+0.60W+0.60H 0.038 0.038 +0.60D+0.70E+0.60H 0.038 0.038 D Only 0.063 0.063 Lr Only L Only 3.750 3.750 S Only W Only E Only H Only FIELDS APARTMENTS ESS NO.: 17154 • 0 Floor Framing Design • Iii F 0 R T E F JOB SUMMARY REPORT 83 Fields Apartments Joist Design.4te 01:Level Member Name Results Current Solution Comments or Joist Span 13'10"! D Passed 1 Piece(s)11 7/8"Til®210 @ 24"OC r Joist Span 10'6" Passed 1 Piece(s)11 7/8"TJI®110 @ 24"OC oar Joist Span 14'8" Passed 1 Piece(s)11 7/8"THE)210 @ 24"OC Floor:Stair Joist Span 8'6" Passed 1 Piece(s)9 1/2"TJI®110 @ 16"OC Floor:Stair Joist Span 7'6" Passed 1 Piece(s)11 7/8"TJI®110 @ 24"OC • 410, Software Operator Job Notes 3/15/2018 8:51:16 AM 11 Mike Brimeyer Forte v5.3, Design Engine:V7.0.0.5 Enayat Schneider Engineering Fields Apartments Joist Design.4te 1 (720)904-1234 0 Page 1 of 6 :- FORTE ' MEMBER REPORT Level,Floor Joist Span 13'10" PASSED84 1 piece(s) 11 7/8"TM® 210 @ 24" OC Overall Length: 14'5" • + + O 0 4:81:1 13'10" X 4, 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 924 @ 2 1/2" 1134(2.25") Passed(81%) 1.00 1.0 D+ 1.0 L(All Spans) Member Type:Joist Shear(lbs) 899 @ 3 1/2" 1655 Passed(54%) 1.00 1.0 D+ 1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3185 @ 7'2 1/2" 3795 Passed(84%) 1.00 1.0 D+ 1.0 L(All Spans) Building Code:IBC 2015 Live Load DeFl.(in) 0.205 @ 7'2 1/2" 0.350 Passed(L/821) -- 1.0 D+ 1.0 L(All Spans) Design Methodology:ASD Total Load DeFl.(in) 0.333 @ 7'2 1/2" 0.700 Passed(L/505) -- 1.0 D+ 1.0 L(All Spans) Ti-Pro'"Rating 44 40 Passed -- -- • Deflection criteria:LL(11480)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) SupportsTotal Available Required Dead Live 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 ()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 1 Forte Software Operator Job Notes 3/15/2018 8:51:16 AM • Mike Brimeyer Forte v5.3, Design Engine:V7.0.0.5 Enayat Schneider Engineering Fields Apartments Joist Design.4te (720)904-1234 I 0 Page 2 of 6 ✓� FORTE . MEMBER REPORT Level,Floor Joist Span 10'6" PASSED 1 piece(s) 11 7/8"TM® 110 @ 24" OC 85 Overall Length: 111" • + + 0 0 , : 4, 10'6" 4, N 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) 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) I Supports Total Available Required Dead Floor Total Accessories Live Stud wall-SPF 3.50" 2.25" 1.75" 277 443 720 1 1/4"Rim Board Stud wall-SPF 3.50" 2.25" 1.75" 277 443 720 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 11'1" 24" 25.0 40.0 Residential-Living Areas Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. l Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. j The product application,input design loads,dimensions and support information have been provided by Forte Software Operator • 4111 'Forte Software Operator Job Notes 3/15/2018 8:51:16 AM Mike Brimeyer Forte v5.3, Design Engine:V7.0.0.5 Enayat Schneider Engineering Fields Apartments Joist Design.4te (720)904-1234 0 Page 3 of 6 MEMBER REPORT Level, Floor Joist Span 14'8" PASSED FORTE 1 piece(s) 11 7/8" TM® 210 @ 24" OC 86 Overall Length: 15'3" III + + O 0 148" 4" X 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ 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) T3-Pro'"'Rating 41 40 Passed -- -- • Deflection criteria:LL(L/480)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 3'8"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 15'1"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser 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" 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 III •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 15'3" 24" 25.0 40.0 Residential-Living Areas //�� Weyerhaeuser Notes (I)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. �1 Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 3/15/2018 8:51:16 AM • Mike Brimeyer Forte v5.3, Design Engine:V7.0.0.5 Enayat Schneider Engineering Fields Apartments Joist Design.4te (720)904-1234 0 Page4of6 li! F O R T E MEMBER REPORT Level,Floor:Stair Joist Span 8'6" PASSED 1 piece(s) 9 1/2" TM® 110 © 16" OC 87 Overall Length:9'1" • + + O 0 ., .„ I a6 X X All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ 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-Prop°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) oupports Total Available Required Dead Floor Total Accessories Liv 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 1 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 Mike Brimeyer Forte v5.3, Design Engine:V7.0.0.5 ''. Enayat Schneider Engineering Fields Apartments Joist Design.4te (720)904-1234 Page 5of6 I� F O R T E , MEMBER REPORT Level,Floor:Stair Joist Span 7'6" PASSED88 1 piece(s) 11 7/8"TM® 110 @ 24" OC Overall Length:8'1" III + + o U 7'6- or or All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 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 Dell.(in) 0.088 @ 4'1/2" 0.383 Passed(1/999+) -- 1.0 D+ 1.0 L(All Spans) TJ-Pro""Rating 62 40 Passed -- -- • Deflection criteria:LL(1/480)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 711"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 T3-Pro'"Rating include:None Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories ve 1-Stud wall-DF 3.50" 2.25" 2.03" 202 808 1010 1 1/4"Rim Board III 2-Stud wall-DF 3.50" 2.25" 2.03" 202 808 1010 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 8'1" 24" 25.0 100.0 Residential-Living Areas Weyerhaeuser Notes (l�SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. ll 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 prndurt literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. 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I ` 4 __ . -. 0 ; ( i ..t — , — . 0 CHECKED BY: DATE: 98 PROJECT V;dckz .... . 3141 Walnut Street,Suite 203A Denver,Colorado 00205 PROJECT a 111 `--k BY Enayat [1201 904-1234 Schneider Smith y DATE .g(qP120 1K PAGE Engineering, Inc. £ ccci4 kts e-60(p“ (Pr -Vr'fb uc1/4- 0 ( 1, ltHeta' /4 1,4-1!c. ?2,( ;0.4 1C-,e) .12 .04% 1.11+- 1/4,4 kt 1"S N't 1( LVL. i1°1 Gq7- 1.QAtse ff: • /6IkA4.1_,P 44- er-vtir -Piri I, Aip 1-4c4( kd-v E69 e -Q-)116 ( vor\ k4) , LZ 3-Gkt LAti, 6.6 t = (01 (6e2,0 4 ovur 0!) 6lo-^r\ leqi ( ..L ) v-- r-Q.A Z 41{ eAAI-4'ft?, Avow) 1,Q1 3 t LI 4 ," 0' i:-(43‘ 2 (*At( v ativ,4 0)* t,SY—Li_ -t-v\c-lk Nt\ S'Ax- (ez -e ,((0, o - • cucx[o BY: DATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154 99 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018 12 45P Wood Beam ts12017\17154(Fields Apartments-Otak)1Calcula8ors\General Apartments DesignVApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineerin. 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 31.2pcf Beam Bracing : Completely Unbraced D(0.05)L(0.08) A A A A x x 2-2X6 1211`t ra Span=7.0 ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.560 1 Maximum Shear Stress Ratio = 0.207 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 649.11 psi fv:Actual = 37.23 psi FB:Allowable = 1,159.18psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.500ft Location of maximum on span = 6.566 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.065 in Ratio= 1285>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.109 in Ratio= 770>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.468 0.468 Overall MINimum 0.280 0.280 +D+H 0.188 0.188 +D+L+H 0.468 0.468 +D+Lr+H 0.188 0.188 • +D+S+H 0.188 0.188 +D+0.750Lr+0.750L+H 0.398 0.398 +D+0.750L+0.750S+H 0.398 0.398 +D+0.60W+H 0.188 0.188 +D+0.70E+H 0.188 0.188 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 171541 00 3141 Walnut St.Suite 203A Project Descr: Beam 21 MAR 2018,12:45PM Wood Beam ts12017117154(Fields Apartments-otak)ICalculadan\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FH1 L=T0" 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+0.7505+0.450W+H 0.398 0.398 +D+0.750L+0.750S+0.5250E+H 0.398 0.398 +0.600+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 • 4111 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 2018,12-4'PM 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: 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 31.20 pcf Beam Bracing : Completely Unbraced D(0.156)L(0.12) 0 A D(0.05)1L(0.08) ' 0 0 0 0 0 x 2-2x6 ,410;1 Span=5.0 ft F -1 IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, 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 4. +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+0.750S+H 0.899 0.899 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 ts12017117154(Fields Apartments•Otak)\Calculations\General Apartments Design Apartments Framing Design.ec6 WOOCI`Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FH2 L=5'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.60W+H 0.524 0.524 +D+0.70E+H 0.524 0.524 +D+0.750Lr+0.750L+0.450W+H 0.899 0.899 +D+0.750L+0.750S+0.450W+H 0.899 0.899 +D+0.750L+0.750S+0.5250E+H 0.899 0.899 +0,60D+0.60W+0.60H 0.314 0.314 +O.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 • i Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171541°3 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.12.45PM Wood Beam ts\2017\17154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartmentts 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: FH3 L=76" 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) 8 d b 0 I x x ,a 2-2x6 Span=2.50ft III Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.071: 1 Maximum Shear Stress Ratio 0.054 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 82.79 psi fv:Actual = 9.64 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+0.7505+H 0.142 0.142 +D+0.60W+H 0.067 0.067 +D+0.70E+H 0.067 0.067 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154104 3141 Walnut St.Suite 203A Project Descr: Printed-21 MAR 2018.12.45PM Wood Beam ts\2017117154(Fields Apartmenis-Otak)\Calculations\General Apartments Desigapartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.# KW-06009534 ;,. .n; 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 +0+0.750Lr+0.750L+0.450W+H 0.142 0.142 +D+0.750L+0.750S+0.450W+H 0.142 0.142 +D+0.750L+0.750S+0.5250E+H 0.142 0.142 +0.600+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: 17154105 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 12 45P VVood Beath 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: FH4 LS 7'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.175)L(0.28) A A A A A ;I`, 2-2x10 Span=7.0 ft F IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=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 • +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: 171541 06 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.1215P ts12017117154(Fields Apartments-Otak)1Cala.dationsiGeneral Apartments DesignlApartments 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: FH4 L.T0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 1.369 1.369 +D+0.750L+0.750S+0.450W+H 1.369 1.369 +D+0.750L+0.7505+0.5250E+H 1.369 1.369 +0.60D+0.60W+0.60H 0.380 0.380 +0.60D+0.70E+0.60H 0.380 0.380 D Only 0.634 0.634 Lr Only L Only 0.980 0.980 S Only W Only E Only H Only • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171541 07 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018 1245P Wood Beam is\2017117154 Wields 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: 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-Pr!! 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.175)L(0.28) n n n p x 2-2x6 rii;f1 Span=3.0 ft F 1 4110 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, 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: 17154i08 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 45P Wood Beam ts12017117154(Fields Aparinents-Otak)1Catculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 . s, 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 +0.600+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: 17154109 3141 Walnut St.Suite 203A Project Descr: Primed.21 MAR 2018 1246PM Wood Beam tst2017\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: FH6 L=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced D(0.09)L(0.3) b D(0.05 L(0.08) b d 8 b b b x 2-2X6 ,;h Span=3.0ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=2.0 ft,(Unit) Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=3.0 ft,(Corridor) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.401: 1 Maximum Shear Stress Ratio = 0.278 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 467.32 psi fv:Actual = 50.03 psi FB:Allowable = 1,165.22 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= 3439>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.014 in Ratio= 2496>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.785 0.785 Overall MINimum 0.570 0.570 +D+H 0.215 0.215 • +D+L+H 0.785 0.785 +D+Lr+H 0.215 0.215 +D+S+H 0.215 0.215 +D+0.750Lr+0.750L+H 0.643 0.643 +D+0.750L+0.7505+H 0.643 0.643 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171541 10 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 12:46PM WOOL) Bea117 ts12017t17154(Fields ApartmentsdRak)Calculatices1General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FH6 L=3'0" 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+0.7505+0.450W+H 0.643 0.643 +D+0.750L+0.7505+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: 17154111 3141 Walnut St.Suite 203A Project Descr: _ Printed.21 MAR 2018,12 46P Wood Beam ts12017117154(Fields Apartments-Otak)1Caiculations\General Apartments Design\Apartments 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: FH7 L=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.3)L(0.48) X n d n b x 2-2x6 ;f1 Span=3.0 ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=12.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.600 1 Maximum Shear Stress Ratio = 0.416 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 699.39 psi fv:Actual = 74.87 psi FB :Allowable = 1,165.22 psi Fv:Allowable 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio= 2722>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.022 in Ratio= 1667>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.175 1.175 Overall MINimum 0.720 0.720 +D+H 0.455 0.455 +D+L+H 1.175 1.175 +D+Lr+H 0.455 0.455 • +D+S+H 0.455 0.455 +D+0.750Lr+0.750L+H 0.995 0.995 +D+0.750L+0.750S+H 0.995 0.995 +D+0.60W+H 0.455 0,455 +D+0.70E+H 0.455 0.455 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154112 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 46P Wood Beam ts12017\17154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,BtaId:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FH7 L=3'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.995 0.995 +D+0.750L+0.750S+0.450W+H 0.995 0.995 +D+0.750L+0.750S+0.5250E+H 0.995 0.995 +0.60D+0.60W+0.60H 0.273 0.273 +0.60D+0.70E+0.60H 0.273 0.273 D Only 0.455 0.455 Lr Only L Only 0.720 0.720 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154113 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12.46PM 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 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 1,600.0ksi 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 D(0.061 L(0.2) a o 3 a a I2-2x6 Span=3.0 ft . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=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 = 235.26psi fv:Actual = 25.19 psi FB:Allowable = 1,165.22 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio= 6534>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.007 in Ratio= 4958>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.395 0.395 Overall MINimum 0.300 0.300 +D+H 0.095 0,095 +D+L+H 0.395 0.395 +D+Lr+H 0.095 0.095 • +D+S+H 0.095 0.095 +D+0.750Lr+0.750L+H 0.320 0.320 +D+0.750L+0.7505+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: 17154114 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018.1246P Wood Beam ts12017117154(Fields Apartmentsdkak)1Calculations\General Apartments DesigntApartments 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: FH8 L=3'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.320 0.320 +D+0.750L+0.750S+0.450W+H 0.320 0.320 +D+0.750L+0.750S+0.5250E+H 0.320 0.320 +0.60D+0.60W+0.60H 0.057 0.057 +0.600+0.70E+0.60H 0.057 0.057 D Only 0.095 0.095 Lr Only L Only 0.300 0.300 S Only W Only E Only H Only • 11111 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 154115 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 20'., -'46PM Wood Beam ts12017\17154(Fields Apartments-Otak)ICalculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Buid:10.17.12.10,Ver:10.17.12.10 tic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FH9 L=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.09)L(0.3) x a a a x X � � 2-2x6 liC;Ii4,1 Span=3.O ft F • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=3.0 ft,(Floor) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.301: 1 Maximum Shear Stress Ratio = 0.209 : 1 Section used for this span 2-2x6 Section used for this span 2-2x6 fb:Actual = 351.29 psi fv:Actual = 37.61 psi FB:Allowable = 1,165.22psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.008 in Ratio= 4356>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.011 in Ratio= 3320>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.590 0.590 Overall MINimum 0.450 0.450 +D+H 0.140 0.140 +D+L+H 0.590 0.590 +D+Lr+H 0.140 0.140 • +D+S+H 0.140 0.140 +D+0.750Lr+0.750L+H 0.478 0.478 +D+0.750L+0.7505+H 0.478 0.478 +D+0.60W+H 0.140 0.140 +D+0.70E+H 0.140 0.140 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154116 3141 Walnut St.Suite 203A Project Descr: Printed-21 MAR 2018,12 46P Wood Beath ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983.2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 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 • 4110 Enayat Schneider Smith Project Title: Fields Apartments 11 Engineering,Inc. Engineer: C. Thomson Project ID: 17154 7 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 201P 1 24GPM Wood Beam ts12017 11715 4(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 :...� s �..,.�, ��, �� � �Licensee:Ena SchneiderEn.in Inc Description: FH10 L=4'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.225)L(0.75) x a 3 b b x ,&1 2-2x8141 Span=4.0 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, 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: 17154118 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2010,12 46PM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design' Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,BuAd: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+0.7505+0.450W+H 1.584 1.584 +D+0.750L+0.7505+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 • i 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 2018,12.46PM Wood Beam ts12017117154(Fields Apartments-otak)1CalculationstGeneral Apartments DesignlApartments Frarnav 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 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.12)L(0.4) x b b ° X x 2-2x10 Span=6.0 ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=4.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.680 1 Maximum Shear Stress Ratio = 0.353 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 663.95psi fv:Actual = 63.51 psi FB:Allowable = 977.06 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 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: 17154120 3141 Walnut St.Suite 203A Project Descr: Punied'.21 MAR 201ft 17 4APM Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design1Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FH11 L=6'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 1.278 1.278 +D+0.750L+0.7505+0.450W+H 1.278 1.278 +D+0.750L+0.750S+0.5250E+H 1.278 1.278 +0.60D+0.60W+0.60H 0.227 0.227 +0.60D+0.70E+0.60H 0.227 0.227 D Only 0.378 0.378 Lr Only L Only 1.200 1.200 S Only W Only E Only H Only • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154121 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2010 12 46P Wood Beaim ts12017117154(Fields Apartments-Otald1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Litr4d: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 580.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.2) o ° D(0.29)5(0.3625) 0 ro 0(0.075)L(0.3) b a a D(0.075)L(0.3) < 8 0 0 0 0 x 2-2x6 Span=3.0 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, 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 = 0.95a 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 = 1,165.22psi 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 0.017 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: 17154122 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2016,12:46PM ts\2017\17154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 W00,,1 Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FH12(@ bridge)L=3'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+H 0.965 0.965 +D+L+H 1.865 1.865 +D+Lr+H 0.965 0.965 +D+S+H 1.509 1.509 +D+0.750Lr+0.750L+H 1.640 1.640 +D+0.750L+0.7505+H 2.048 2.048 +D+0.60W+H 0.965 0.965 +D+0.70E+H 0.965 0.965 +D+0.750Lr+0.750L+0.450W+H 1.640 1.640 +D+0.750L+0.7505+0.450W+H 2.048 2.048 +D+0.750L+0.750S+0.5250E+H 2.048 2.048 +0.60D+0.60W+0.60H 0.579 0.579 +0.60D+0.70E+0.60H 0.579 0.579 D Only 0.965 0.965 Lr Only L Only 0.900 0.900 S Only 0.544 0.544 W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154123 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1246P Wood Beam ts12017117154(Fields Apartments-Otak)1CalculatonstGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FH13 L=3'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-Prll 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Completely Unbraced D(1.2)L(1.8) D(0.025 L(0.0,1 b I.. t.l.rj • D(0.2625)L 0.42 2-2x10 i, Span=30ft ,I IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=10.50 ft,(level 2) Uniform Load: D=0.0250, L=0.040 klft,Extent=0.0--»0.830 ft, Tributary Width=1.0 ft,(Level 3) Uniform Load: D=0.0250, L=0.040 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 = 0.69R 1 Maximum Shear Stress Ratio = 0.801 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 687.98 psi fv:Actual = 144.24 psi FB:Allowable = 984.06 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 0.832ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio= 5374>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.011 in Ratio= 3245>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 • Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.296 1.878 Overall MINimum 1.989 1.137 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154124 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1246P ts12017117154(Fields Apartments-Otak)1CalculationssGeneral Apartments DesignlApartments Framing Design.ec6 Wo Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 tic.#: 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 +0+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 +0+0.750Lr+0.750L+0.450W+H 2.798 1.593 +D+0.750L+0.750S+0.450W+H 2.798 1.593 +D+0.750L+0.7505+0.5250E+H 2.798 1.593 +0.60D+0.60W+0.60H 0.784 0.444 +0.600+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: 17154125 3141 Walnut St.Suite 203A Project Descr: Printed'.21 MAR 2018,12 46P Wood Beam ts12017117154(Fields Apartments-otak)\Calculations\General Apartments Design\ApartmettsFraming Designec6 ENERCALC,INC.1983.2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534Licensee : 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 g 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 3 1.2 0 pcf Beam Bracing : Completely Unbraced D(0.9)L(1.5) D 0.3 L 0.48 2-2x8 fH Span=3.0 ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=12.0 ft Point Load: D=0.90, L=1.50 k @ 0.670 ft,(FH7) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.795: 1 Maximum Shear Stress Ratio = 0.984 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 853.77 psi fv:Actual = 177.14 psi FB:Allowable = 1,074.54 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 0.821 ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio= 3037>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.019 in Ratio= 1878>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.041 1.713 Overall MINimum 1.885 1,055 +D+H 1.156 0.658 • +D+L+H 3.041 1.713 +D+Lr+H 1.156 0.658 +D+S+H 1.156 0.658 +D+0.750Lr+0.750L+H 2.570 1.449 +D+0.750L+0.7505+H 2.570 1.449 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154126 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.1246P Wood Beam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FH14 L=3'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.60W+H 1.156 0.658 +D+0.70E+H 1.156 0.658 +D+0.750Lr+0.750L+0.450W+H 2.570 1.449 +D+0.750L+0.7505+0.450W+H 2.570 1.449 +D+0.750L+0.750S+0.5250E+H 2.570 1.449 +0.60D+0.60W+0.60H 0.694 0.395 +0.60D+0.70E+0.60H 0.694 0.395 D Only 1.156 0.658 Lr Only L Only 1.885 1.055 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154127 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12 46P Wood Beam ts12017117154(Fiekfs Apartments-Otak)1Caiculations\General Apartments Design%Apartments Framing Design.ec6 ENERCALC,INC.1983.2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB1 L=8'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination:IBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-PrIl 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Completely Unbraced X D(0.15)L(0.5) b P x 141; 3-1.75x7.25 1•1;1 Span =8.50 ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, 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 fir:Actual = 95.37 psi FB :Allowable = 2,583.99 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.186 in Ratio= 547>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.247 in Ratio= 413>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.810 2.810 Overall MINimum 2.125 2.125 +D+H 0.685 0.685 +D+L+H 2.810 2.810 +D+Lr+H 0.685 0.685 • +D+S+H 0.685 0.685 +D+0.750Lr+0.750L+H 2.278 2.278 +D+0.750L+0.7505+H 2.278 2.278 +D+0.60W+H 0.685 0.685 +D+0.70E+H 0.685 0.685 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154128 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1246P Wood Beam ts12017117154(Fields Apartments-4liatr)\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: 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+0.7505+0.450W+H 2.278 2.278 +D+0.750L+0.7505+0.5250E+H 2.278 2.278 +0.60D+0.60W+0.60H 0.411 0.411 +0.60D+0.70E+0.60H 0.411 0.411 D Only 0.685 0.685 Lr Only L Only 2.125 2.125 S Only W Only E Only H Only 411 • 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 1246PM Wood Beam ENERCALC, (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: 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) 0 0 0 0 )1L4-1.75x11.87 Ali ill F Span= 15.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=15.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.87& 1 Maximum Shear Stress Ratio = 0.443 : 1 Section used for this span 4-1.75x11.87 Section used for this span 4-1.75x11.87 fb:Actual = 2,260.02 psi fv:Actual = 126.38 psi FB :Allowable = 2,596.46 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.750ft Location of maximum on span = 14.538 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.436 in Ratio= 426>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.726 in Ratio= 256>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.996 7.996 Overall MINimum 4.805 4.805 • +D+H 3.191 3.191 +D+L+H 7.996 7.996 +D+Lr+H 3.191 3.191 +D+S+H 3.191 3.191 +D+0.750Lr+0.750L+H 6.795 6.795 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154130 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 12 46P Wood Beam ts12017117154(Fields ts-Otak)lcalculations\General Apartments DesignlApartments Framing Design.ece ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#iKW-06009534 Licensee Enayat Schneider Engineering inc Description: FB2 L=15'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 6.795 6.795 +D+0.60W+H 3.191 3.191 +D+0.70E+H 3.191 3.191 +D+0.750Lr+0.750L+0.450W+H 6.795 6.795 +D+0.750L+0.7505+0.450W+H 6.795 6.795 +D+0.750L+0.750S+0.5250E+H 6.795 6.795 +0.60D+0.60W+0.60H 1.915 1.915 +0.60D+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 • 110 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154131 3141 Walnut St.Suite 203A Project Descr: Punted'21 MAP 2016.12 46PM Wood Beam 15\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: FB3 L=6'3" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv - 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.3)L(0.48) X o 6 a X X X 0 4, 1.75x11.87 Span=6.250 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=12.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.44e 1 Maximum Shear Stress Ratio = 0.427 : 1 Section used for this span 1.75x11.87 Section used for this span 1.75x11.87 fb:Actual = 1,119.83 psi fv:Actual = 121.66 psi FB:Allowable = 2,510.30psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.125ft Location of maximum on span = 5.269 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.036 in Ratio= 2099>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.059 in Ratio= 1281 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.456 2.456 Overall MINimum 1.500 1.500 • +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: 17154132 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:46PM woof) Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesitgnlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB3 L=6'3" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+H 2.081 2.081 +D+0.60W+H 0.956 0.956 +D+0.70E+H 0.956 0.956 +D+0.750Lr+0.750L+0.450W+H 2.081 2.081 +D+0.750L+0.750S+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 +0.60D+0.70E+0.60H 0.574 0.574 D Only 0.956 0.956 Lr Only L Only 1.500 1.500 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154133 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018 12 46P Wood Beam ts12017)17154(Fields Apartments-Otak)\CalculationstGeneral Apartments Designt.Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee :Enayat Schneider Engineering Inc Description: FB4 L=4'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-Pill 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species :Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.275)L(0.44) 6 8 8 8 b x x . 1.75x11.87 an Span=4.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=11.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.16a 1 Maximum Shear Stress Ratio = 0.187 : 1 Section used for this span 1.75x11.87 Section used for this span 1.75x11.87 fb:Actual = 420.76 psi fv:Actual = 53.19 psi FB :Allowable = 2,510.81 psi Fv:Allowable 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.000ft Location of maximum on span = 3.022 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio= 8736>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.009 in Ratio= 5331 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.442 1.442 Overall MINimum 0.880 0.880 • +D+H 0.562 0.562 +D+L+H 1.442 1.442 +D+Lr+H 0.562 0.562 +D+S+H 0.562 0.562 +D+0.750Lr+0.750L+H 1.222 1.222 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154134 3141 Walnut St.Suite 203A Project Descr: Pnnted21 MAR 2018,12.46PM Wood Beam ts12017117154(Fields Apartments-Otak)lCalculationstGeneral Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10:17.12.10 Lic.#: KUB: Licensee:Enayat Schneider Engineering Inc Description: FB4 L=4'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 1.222 1.222 +D+0.60W+H 0.562 0.562 +D+0.70E+H 0.562 0.562 +D+0.750Lr+0.750L+0.450W+H 1.222 1.222 +D+0.750L+0.750S+0.450W+H 1.222 1.222 +D+0.750L+0.7505+0.5250E+H 1.222 1.222 +0.60D+0.60W+0.60H 0.337 0.337 +0.60D+0.70E+0.60H 0.337 0.337 D Only 0.562 0.562 Lr Only L Only 0.880 0.880 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154135 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 46P Wood Beam ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignApartments Framing Desk :ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10,17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB5 L=12'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi Fc-PHI 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(1.2)L(4.2) D(0.0825�L(0.275) d 8 e e i 3-1.75x11.87 III Span= 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=2.750 ft Point Load: D=1.20, L=4.20 k @ 4.0 ft,(FB6) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.764 1 Maximum Shear Stress Ratio = 0.464 : 1 Section used for this span 3-1.75x11.87 Section used for this span 3-1.75x11.87 fb:Actual = 1,982.05psi fv:Actual = 132.14 psi FB:Allowable = 2,593.46psi Fv:Allowable = 285.00p si Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.029ft 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 0.255 in Ratio= 565>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.335 in Ratio= 430>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 • Overall MAXimum 5.854 4.054 Overall MINimum 4.450 3.050 +D+H 1.404 1.004 +D+L+H 5.854 4.054 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154136 3141 Walnut St.Suite 203A Project Descr: Punted.21 MAR 2018,1246P Wood Beam ts\2017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.# KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB5 L=12'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 1.404 1.004 +D+S+H 1.404 1.004 +D+0.750Lr+0.750L+H 4.742 3.292 +D+0.750L+0.750S+H 4.742 3.292 +D+0.60W+H 1.404 1.004 +D+0.70E+H 1.404 1.004 +D+0.750Lr+0.750L+0.450W+H 4.742 3.292 +D+0.750L+0.750S+0.450W+H 4.742 3.292 +D+0.750L+0.7505+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 • 411 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154137 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12 54P Wood Beam ts12017\17154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB6 L=9'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2600 psi Ebend-xx 1900ksi Fc-PrIl 2510 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft X 8 D(0.14375)L(0.575) 9 8 X 3-1.75x7.25 4;1`i III 1. Span=8.580 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.10 ksf, Tributary Width=5.750 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.675 1 Maximum Shear Stress Ratio = 0.373 : 1 Section used for this span 3-1.75x7.25 Section used for this span 3-1.75x7.25 fb:Actual = 1,752.33psi fv:Actual = 106.28 psi FB:Allowable = 2,596.10psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.290ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.223 in Ratio= 462>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.283 in Ratio= 364>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.131 3.131 Overall MINimum 2.467 2.467 • +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: 17154138 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2016,12 54PM Wood Beam tsi2017117154(Fields Apartments-Otak)\Calculations\Generai 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: 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+0.750S+0.450W+H 2.514 2.514 +D+0.750L+0.750S+0.5250E+H 2.514 2.514 +0.60D+0.60W+0.60H 0.399 0.399 +0.60D+0.70E+0.60H 0,399 0.399 D Only 0.664 0.664 Lr Only L Only 2.467 2.467 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154139 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 12 46P Wood Beam ts12017117154(Fields Apartments-Otak)ICakxd s\General Apartments Design ntss Framing Design.ec6 ENERCALC,INC.1983-2017,Buifd:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB7 L=14'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 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(0.931 L(3.1) D(0.09375)L(0.375) D(0.09)L(0t3) 0 0 0 0 0 b b0 x 4-1.75x11.87 Alk Span= 14.50 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=3.0 ft Point Load: D=0.930, L=3.10 k @ 5.50 ft,(FB5) Uniform Load: D=0.0250, L=0.10 ksf,Extent=5.50--»14.50 ft, Tributary Width=3.750 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.889: 1 Maximum Shear Stress Ratio = 0.418 : 1 Section used for this span 4-1.75x11.87 Section used for this span 4-1.75x11.87 fb:Actual = 2,287.10psi fv:Actual = 119.10 psi FB:Allowable = 2,573.22 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.086ft Location of maximum on span = 13.547 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.470 in Ratio= 369>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.618 in Ratio= 281 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 • Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 • Overall MAXimum 6.814 7.441 Overall MINimum 5.147 5.678 +D+H 1.667 1.763 +D+L+H 6.814 7.441 +D+Lr+H 1.667 1.763 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154140 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 46P ts\2017\17154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ec6 Wood BeamENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 tic-#: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+0.750S+0.5250E+H 5.527 6.022 +0.600+0.60W+0.60H 1.000 1.058 +0.60D+0.70E+0.60H 1.000 1.058 D Only 1.667 1.763 Lr Only L Only 5.147 5.678 S Only W Only E Only H Only • • 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 2018,1246PM Wood Beam ts\2017\17154(Fields Apartments-Otak)\Cakxdations\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: FB8 L=5'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.09)L(0.3) A A D(0.05)°L(0.08) A A AA A A A x ;'' 2-2x8 r'Illi • Span=5.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=2.0 ft,(Unit) Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=3.0 ft,(Corridor) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.842 1 Maximum Shear Stress Ratio = 0.432 : 1 Section used for this span 2-2x8 Section used for this span 2-2x8 fb:Actual = 905.92 psi fv:Actual = 77.72 psi FB:Allowable = 1,076.45 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.750ft Location of maximum on span = 4.898 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.052 in Ratio= 1278>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.071 in Ratio= 925>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 0 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: 17154142 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1246P Wood Beam tst2017117154(Fields Apartments-Otak) ations\General Apartments DesigrAApartments Framing Design.ec6 ENERCAIC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee Enayat Schneider Engineering Inc Description: FB8 L=5'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+Lr+H 0.398 0.398 +D+S+H 0.398 0.398 +D+0.750Lr+0.750L+H 1.182 1.182 +D+0.750L+0.750S+H 1.182 1.182 +D+0.60W+H 0.398 0.398 +D+0.70E+H 0.398 0.398 +D+0.750Lr+0.750L+0.450W+H 1.182 1.182 +D+0.750L+0.7505+0.450W+H 1.182 1.182 +D+0.750L+0.7505+0.5250E+H 1.182 1.182 +0.600+0.60W+0.60H 0.239 0.239 +0.60D+0.70E+0.60H 0.239 0.239 D Only 0.398 0.398 Lr Only L Only 1.045 1.045 S Only W Only E Only H Only • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154143 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1247P Wood Beam ts\2017\17154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB9 L=13'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.15)L(0.5) X 0 0 b a Y 4-1.75x9.5 III F Span= 13.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=5.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.669 1 Maximum Shear Stress Ratio = 0.316 : 1 Section used for this span 4-1.75x9.5 Section used for this span 4-1.75x9.5 fb:Actual = 1,737.99 psi fv:Actual = 90.02 psi FB:Allowable = 2,597.12 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.750ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.396 in Ratio= 409>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.530 in Ratio= 305>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.518 4.518 Overall MINimum 3.375 3.375 • +D+H 1.143 1.143 +D+L+H 4.518 4.518 +D+Lr+H 1.143 1.143 +D+S+H 1.143 1.143 +D+0.750Lr+0.750L+H 3.675 3.675 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154144 3141 Walnut St.Suite 203A Project Descr: Printed-21 MAR 2018,1247P ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments DesignlApartments Framing Design.ec6 Wood BeamENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 '� Licensee:Enayat Schneider Engineering Inc Description: FB9 L=13'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 3.675 3.675 +D+0.60W+H 1.143 1.143 +D+0.70E+H 1.143 1.143 +D+0.750Lr+0.750L+0.450W+H 3.675 3.675 +D+0.750L+0.750S+0.450W+H 3.675 3.675 +D+0.750L+0.750S+0.5250E+H 3.675 3.675 +0.60D+0.60W+0.60H 0.686 0.686 +0.60D+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: 17154145 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: 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.Oksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.Oksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend-yy 850.Oksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft D(0.12375)L(0.11) a a P a a X 5.5x11.25 Span=21.0 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0450, 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: 17154146 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1247PM Wood Beam ts12017\17154(Fields Apartments-Otak)\Calcula6ans\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB10 L=21'0" 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: 17154147 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.12 47P Wood Beam 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 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB11 L=10'8" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 1,850.0 psi Ebend-xx 1,800.0ksi Fc-PrIl 1,650.0 psi Eminbend-xx 950.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths First Brace starts at 2.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=2.0 ft X t D(0.26325)L(0.234) 4 4 X Z 5.5x925 4;116'1 411° F Span= 10.670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0450, L=0.040 ksf, Tributary Width=5.850 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.462 1 Maximum Shear Stress Ratio = 0.260 : 1 Section used for this span 5.5x9.25 Section used for this span 5.5x9.25 fb:Actual = 1,106.68psi fv:Actual = 68.86 psi FB:Allowable = 2,395.53 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 5.335ft Location of maximum on span = 9.930 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.105 in Ratio= 1217>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.228 in Ratio= 560>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.712 2.712 Overall MINimum 1.248 1.248 • +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: 17154148 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAP 2018.1247P ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments 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: FB11 L=10'8" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 2.400 2.400 +D+0.60W+H 1.463 1.463 +D+0.70E+H 1.463 1.463 +D+0.750Lr+0.750L+0.450W+H 2.400 2.400 +D+0.750L+0.750S+0.450W+H 2.400 2.400 +D+0.750L+0.750S+0.5250E+H 2.400 2.400 +0.60D+0.60W+0.60H 0.878 0.878 +0.60D+0.70E+0.60H 0.878 0.878 D Only 1.463 1.463 Lr Only L Only 1.248 1.248 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154149 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: FB12 L=6'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0 ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(02) a a D(0.29)3(0.362b) s a a 0 D(0.121 L 0.4 o a D(0.12 L(0.4) b b b b b 2-1.75x11.87 Span=6.0 ft E �1 IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=4.0 ft,(Iv'3) Uniform Load: D=0.030, L=0.10 ksf, Tributary Width=4.0 ft,(1v14) Uniform Load: D=0.020, S=0.0250 ksf, Tributary Width=14.50 ft,(Roof) Uniform Load: D=0.20, Tributary Width=1.0 ft,(wall) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.389 1 Maximum Shear Stress Ratio = 0.393 : 1 Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 fb:Actual = 1,012.35psi fv:Actual = 112.12 psi FB:Allowable = 2,600.00 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio= 2847>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.051 in Ratio= 1411 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 0 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.842 4.842 Overall MINimum 1.088 1.088 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154150 3141 Walnut St.Suite 203A Project Descr: Printed 11 MAR 2018,1247P Wood Beam ts12017117154(Fields Apartments-Otakj\Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 z ' Licensee:Enayat Schneider Engineering Inc Description: FB12 L=6'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+H 2.226 2.226 +D+L+H 4.626 4.626 +D+Lr+H 2.226 2.226 +D+S+H 3.314 3.314 +D+0.750Lr+0.750L+H 4.026 4.026 +D+0.750L+0.750S+H 4.842 4.842 +D+0.60W+H 2.226 2.226 +D+0.70E+H 2.226 2.226 +D+0.750Lr+0.750L+0.450W+H 4.026 4.026 +D+0.750L+0.7505+0.450W+H 4.842 4.842 +D+0.750L+0.750S+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: 17154151 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAP 2018,12:47PM Wood Beam 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 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 g Fb+ 2600 psi E:Modulus of Elasticity Load Combination I BC 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 Un braced X D(0.180) * M i 3-1.75x7.25 ;11 3-1.75x7.25 Span=5.0ft ., Span=3.0 ft F 111 Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.180 k/ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.091: 1 Maximum Shear Stress Ratio = 0.078 : 1 Section used for this span 3-1.75x7.25 Section used for this span 3-1.75x7.25 fb:Actual = 211.34 psi fv:Actual = 19.96 psi FB:Allowable = 2,332.12 psi Fv:Allowable = 256.50 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 5.000ft Location of maximum on span = 4.413 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.017 in Ratio= 4322>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.288 1.152 Overall MINimum 0.288 1.152 +D+H 0.288 1.152 +D+L+H 0.288 1.152 +D+Lr+H 0.288 1.152 • +D+S+H 0.288 1.152 +D+0.750Lr+0.750L+H 0.288 1.152 +D+0.750L+0.7505+H 0.288 1.152 +D+0.60W+H 0.288 1.152 +D+0.70E+H 0.288 1.152 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171541 52 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1247P ts12017117154(Fields Apartments-Otak)\Calcula6als\General Apartments DesignlApartments Framing Design.ec6 WO0 BeamENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: FB13 L=8'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750Lr+0.750L+0.450W+H 0.288 1.152 +D+0.750L+0.7505+0.450W+H 0.288 1.152 +D+0.750L+0.7505+0.5250E+H 0.288 1.152 +0.60D+0.60W+0.60H 0.173 0.691 +0.600+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 1 Engineering,Inc. Engineer: C.Thomson Project ID: 17154153 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 47P Wood Beam ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments DesignlApaiments Framing Design.ec6 ENERCALC,INC.1983-2017,. d x10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB14 L=12.25' CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination:IBC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-Prll 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Completely Unbraced D(0.180) X A A A X v ;l'i 3-2x8 ;,, 3-2x8 Span= 10.750 ft Span= 1.50 ft 11111 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.180 klft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.81R 1 Maximum Shear Stress Ratio = 0.259 : 1 Section used for this span 3-2x8 Section used for this span 3-2x8 fb:Actual = 790.84 psi fv:Actual 41.96 psi FB:Allowable 965.55 psi Fv:Allowable = 162.00 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 5.285ft Location of maximum on span = 10.149 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.236 in Ratio= 545>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.986 1.306 Overall MINimum 0.986 1.306 +D+H 0.986 1.306 +D+L+H 0.986 1.306 • +D+Lr+H 0.986 1.306 +D+S+H 0.986 1.306 +D+0.750Lr+0.750L+H 0.986 1.306 +D+0.750L+0.7505+H 0.986 1.306 +D+0.60W+H 0.986 1.306 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154154 3141 Walnut St.Suite 203A Project Descr: Punted.21 MAR 2018,1247P Wood Beam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB14 L=12.25' Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.70E+H 0.986 1.306 +D+0.750Lr+0.750L+0.450W+H 0.986 1.306 +D+0.750L+0.7505+0.450W+H 0.986 1.306 +D+0.750L+0.750S+0.5250E+H 0.986 1.306 +0.60D+0.60W+0.60H 0.592 0.783 +0.60D+0.70E+0.60H 0.592 0.783 D Only 0.986 1.306 Lr Only L Only S Only W Only E Only H Only Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154155 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12.47i'r,9 Wood Beam ts12017117154(Fields Apa Otak)1CalculationstGeneral Apartments DesignlAparunents Framing Design.ec6 ENERCALC,INC.1983-2017,Bui 4:10.17.12.10,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 1900ksi Fc-PrIl 2510 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0((0.16 a b 0(0.293/5)1A0.4/) e 6 b e D(0.29375)1(0.47) b - -- b b b D(0.29375)L(0.47) b b b b _ b -- b --- -_- -"L 2-1.75x11.87 �[ r Span=6.0 ft rrA���111 . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=11.750 ft Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=11.750 ft Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=11.750 ft Uniform Load: D=0.010 ksf, Tributary Width=16.0 ft,(Wall) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.622 1 Maximum Shear Stress Ratio = 0.628 : 1 Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 fb:Actual = 1,617.11 psi fv:Actual = 179.11 psi FB :Allowable = 2,600.00 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.045 in Ratio= 1615>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.078 in Ratio= 924>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 411) Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.390 7.390 Overall MINimum 4.230 4.230 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 17154156 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1247P ts12017117154(Fields Apartments-Otak)1CalculationstGeneral Apartments Design\Apartments Framing Design.ec6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB15 L=6'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+H 3.160 3.160 +D+L+H 7.390 7.390 +D+Lr+H 3.160 3.160 +D+S+H 3.160 3.160 +D+0.750Lr+0.750L+H 6.333 6.333 +D+0.750L+0.750S+H 6.333 6.333 +D+0.60W+H 3.160 3.160 +D+0.70E+H 3.160 3.160 +D+0.750Lr+0.750L+0.450W+H 6.333 6.333 +D+0.750L+0.750S+0.450W+H 6.333 6.333 +D+0.750L+0.750S+0.5250E+H 6.333 6.333 +0.60D+0.60W+0.60H 1.896 1.896 +0.60D+0.70E+0.60H 1.896 1.896 D Only 3.160 3.160 Lr Only L Only 4.230 4.230 S Only W Only E Only H Only • • 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 2010.12 1-1'',1 Wood Beam ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee Enayat Schneider Engineering Inc Description: FB16 L=4'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2600 psi Ebend-xx 1900ksi Fc-Prll 2510 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750 psi Wood Grade : MicroLam LVL 1.9 E Fv 285 psi Ft 1555 psi Density 42 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1.124 L(1.76) D(0.24375 L(0.391 D ri. ', `, •'1 D(0.24375)L(0.39) 2-1.75x11.87 4if,, F" Span =40ft '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=9.750 ft,(Ivi 2) Uniform Load: D=0.0250, L=0.040 ksf, Extent=0.0--»1.250 ft, Tributary Width=9.750 ft,(level 3) Uniform Load: D=0.0250, L=0.040 ksf, Extent=0.0--»1.250 ft, Tributary Width=9.750 ft,(level 4) Point Load: D=1.124, L=1.760 k @ 1.250 ft,(FB4) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.239 1 Maximum Shear Stress Ratio = 0.347 : 1 Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 fb:Actual = 622.28 psi fv:Actual = 98.88 psi FB:Allowable = 2,600.00 psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.255ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio= 6732>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.012 in Ratio= 4099>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 • 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: 17154158 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 47P Wood Beam ts12017117154(Fields Apartments-O ak)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: 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+0.7505+0.5250E+H 3.908 2.070 +O.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 • 1111 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154159 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018 12 47P Wood Beam ts12017117154(Fields Apartments-Otak)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 wEngineering Inc' Description: FB17 L=4'3" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,600.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,600.0 psi Ebend-xx 1,900.0ksi Fc-Prll 2,510.0 psi Eminbend-xx 965.71 ksi Wood Species : Trus Joist Fc-Perp 750.0 psi Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ft 1,555.0 psi Density 42.0 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1.2)L(1.8) D(0.2625 L 0.42 t(IiYly�7II(1SLy)>s A(0.2625)L(0.42) 2-1.75x11.87 Span=4.250 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=10.50 ft,(Level 2) Uniform Load: D=0.0250, L=0.040 ksf,Extent=0.0--»1.50 ft, Tributary Width=10.50 ft,(Level 3) Point Load: D=1.20, L=1.80 k 0 1.50 ft,(FB4) Uniform Load: D=0.0250, L=0.040 ksf,Extent=0.0--»1.50 ft, Tributary Width=10.50 ft,(Level 4) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.299 1 Maximum Shear Stress Ratio = 0.391 : 1 Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 fb:Actual = 778.06 psi fv:Actual = 111.55 psi FB:Allowable = 2,600.O0psi Fv:Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 1.505ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= 5108>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.017 in Ratio= 3087>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.103 2.896 Overall MINimum 3.095 1.750 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154160 3141 Walnut St.Suite 203A Project Descr: Primed.21 MAR 2018,1247P Wood Beam ts12017111154(Fields Apartments-Otak)ICalculaticasteneral 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" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+H 2.009 1.146 +D+L+H 5.103 2.896 +D+Lr+H 2.009 1.146 +D+S+H 2.009 1.146 +D+0.750Lr+0.750L+H 4.330 2.459 +D+0.750L+0.750S+H 4.330 2.459 +D+0.60W+H 2.009 1.146 +D+0.70E+H 2.009 1.146 +D+0.750Lr+0.750L+0.450W+H 4.330 2.459 +D+0.750L+0.750S+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 +0.600+0.70E+0.60H 1.205 0.688 D Only 2.009 1.146 Lr Only L Only 3.095 1.750 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments 161 Engineering,Inc. Engineer: C.Thomson Project ID: 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2218.12 47P Wood Beam tst2017117154(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: FB18 L=4'6" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2600 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 2600 psi Ebend-xx 1900ksi Fc-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) O. '275)L(0.46) • • 2-1.75x11.87 Span=4.50ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=11.50 ft,(level 2) Uniform Load: D=0.0250, L=0.040 ksf, Extent=0.0--»2.0 ft, Tributary Width=11.50 ft,(level 3) Uniform Load: D=0.0250, L=0.040 ksf, Extent=0.0--»2.0 ft, Tributary Width=11.50 ft,(level 4) Point Load: D=0.90, L=1.50 k @ 2.0 ft,(FH7) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.351: 1 Maximum Shear Stress Ratio = 0.398 : 1 Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 fb:Actual = 907.55 psi fv:Actual = 113.55 psi FB:Allowable 2,584.50 psi Fv:Allowable 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.004ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.014 in Ratio= 3954>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.022 in Ratio= 2434>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 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 ts12017117154(Fields Apartments-Otak)\CalculationstGeneral Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB18 L=4'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.368 3.440 Overall MINimum 3.299 2.111 +D+H 2.069 1.330 +D+L+H 5.368 3.440 +D+Lr+H 2.069 1.330 +D+S+H 2.069 1.330 +D+0.750Lr+0.750L+H 4.543 2.913 +D+0.750L+0.7505+H 4.543 2.913 +D+0.60W+H 2.069 1.330 +D+0.70E+H 2.069 1.330 +D+0.750Lr+0.750L+0.450W+H 4.543 2.913 +D+0.750L+0.7505+0.450W+H 4.543 2.913 +D+0.750L+0.7505+0.5250E+H 4.543 2.913 +0.60D+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 S Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154163 3141 Walnut St.Suite 203A Project Descr: PAn800.23 MAR 2018,9:49AM Wood Beam ts\2017\17154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983.2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Deck Joists CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.090)h L(0.080) L , 2x8 2x8 1411 t Span= 5.50 ft Span=3.250 ft F PI IllApplied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.0450, L=0.040 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.759 1 Maximum Shear Stress Ratio = 0.407 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 819.88psi fv:Actual = 73.31 psi FB:Allowable = 1,080.00psi 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 = 4.916ft 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: 17154164 3141 Walnut St.Suite 203A Project Descr: Printed.23 MAR 2018, 9 49A Beamts12017117154(Fid Apartments-Otak)lCalculations\General Apartments DesignlApartments Framing Design.ec6 Wood ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica#: 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: 17154165 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAP 2018,12:47PM Wood Beam is\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: Intermediate Stair Landing Joist L=4.0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 900 psi Ebend-xx 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 is Fully Braced against lateral-torsional buckling D(0.05)L(0.2) d b 8 2x8 Span=4.0 ft IIIApplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=0.0250, 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 = 460.90psi fv:Actual = 48.78 psi FB:Allowable = 1,080.O0psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 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+0.750S+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: 17154166 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAP 2018,12 47P Wood Bea Ill 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-06N9534 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+0.750S+0.450W+H 0.405 0.405 +D+0.750L+0.7505+0.5250E+H 0.405 0.405 +0.60D+0.60W+0.60H 0.063 0.063 +0.60D+0.70E+0.60H 0.063 0.063 D Only 0.105 0.105 Lr Only L Only 0.400 0.400 S Only W Only E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154168 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 47P Woof, 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+0.7505+0.5250E+H 0.154 0.154 +0.60D+0.60W+0.60H 0.030 0.030 +0.60D+0.70E+0.60H 0.030 0.030 D Only 0.050 0.050 Lr Only L Only 0.138 0.138 S Only W Only E Only H Only • 4110 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154169 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 47PM Wood Beam tst2017117154(Fields Apartments-Otak)1CalcuIationslGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983.2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Vestibule t&g decking span=8'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling b b D(0.0138)L(0.046) A a 1, 5.50X3.0 Span=8.0 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=0.030, L=0.10 ksf, Tributary Width=0.460 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.819 1 Maximum Shear Stress Ratio = 0.121 : 1 Section used for this span 5.50 X 3.0 Section used for this span 5.50 X 3.0 fb:Actual = 737.45 psi fv:Actual = 21.70 psi FB:Allowable = 900.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.000ft Location of maximum on span = 7.766 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.215 in Ratio= 445>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.297 in Ratio= 323>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.254 0.254 Overall MINimum 0.184 0.184 +D+H 0.070 0.070 +D+L+H 0.254 0.254 +D+Lr+H 0.070 0.070 • +D+S+H 0.070 0.070 +D+0.750Lr+0.750L+H 0.208 0.208 +D+0.750L+0.750S+H 0.208 0.208 +D+0.60W+H 0.070 0.070 +D+0.70E+H 0.070 0.070 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154170 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,12:47PM Wood B@atll ts12017117154(Fields Apartments-Otak)ICalculations1General Apartments DesignlApartments Framing Oesign.ec6 ENERCALC,INC 1983.2017,Build:10.17.12.10,Ver:10.17.12.10 tic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Vestibule t&g decking span=8'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 0.208 0.208 +D+0.750L+0.750S+0.450W+H 0.208 0.208 +D+0.750L+0.7505+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 • • 171 [ SE DENVER PROJECT -elcIA r4eovri-vv, Enayat Schneider,Engineering,Inc. Dy• PROJECT 11-IS SSEOMAHA OALEAS ESEOENVER V' 3141 Vilalnin Sueet Omer,Colorado 89205 I/ 11201[041234 PA DATE ti 12-b1q ESSPORIEAND etofQk4.Lc:A61:).1,1 ,g)( n ervy610 `‘'Ne- Ityr treAt‘/-\ N 20.12. Itp. Z. I (-14, kkitrAtrf ovi 0 (gors-e-f r uopew(pci)2.- 2,40 b;s.,c1-1 c1,2,7-e- 1,qqt kyi 2 .00 1414:4-0 Uli,YAel r)t17- yt\ 9'1 1(4 • Fio- 2,g 0rA(Of- (Y-1). 7Se)111(64 2„.'3G, vv\A-4,1 a ut mcj le' t)f-L. otywiao (3)2ks (2f,rt D v (3') (7.-.)rtts ackm.J.1 I V.QAT 1-(i 1-1,1p"- 1,2 " vv, 4-6--= 14.4SO 9(Y.) 224-1 SLIS1-4. 2• OD Cal) r 25(6 pfei 40 CHECKED DY: 1.72 -,..... PROJECT keldo IAlkirftwu�► A 4 3141 Walnut Street,Suite 203A Denner,Colorado 00205 PROJECT d _� BY X` Enayat [1201904-1234 • Schneider Smith yl� DATE -1en 0 PAGE Engineering, Inc. 1 .....,r.. K3bs 2t)( os,.0 a, k r... .ri 2 y D g� /jay I/_ 0 (S.5..t. .... I.1.t7'J2 go 4— " . 1. 4 1111 0 Lc� 50 R 261<°t 11.t rA0 o • CHECKED BY: DATE: FIELDS APARTMENTS ESS NO.: 17154 • • Wall Stud, King Stud, and Post Design • 173 ESE 0ENVE11 PROJECT e-taMeair(Arktir•. ®td , Enayat Schneider,Engineering,Inc. SSE OMAHA ► 1"IahuCStrael Denver Colorado 8 206 PROJECTS 1 �� BY �'-� • SSI DALLAS 11'1019041254 ESE DENVER ► 314BALE 1� t � o PAGE ESS PORTLAND Io a L,O>~� � (U-t i k) L112 kPta-P Vfteet LkOtL ft, . ✓-4 t o,sl t .. _w (3NlO • ate:chQ. mtAt,t. � : 2 +io ef„'sc i Lo 6.4 a til+.S .Q 6 ( W c41) 614 LOW 10 C� LI x i OkAa � A Z oma,c4Q t' o s(-A 1)3c..0, Et3Otb tkok Lino,(4 i "-Lp. .. (b 0 �. VQA, ,'ma c 12,O t 01/4-'k( P-sA 2,, Io tk? CHECKED BY: Cv1A i :-vh a BATE: 174 ES [ DENVER PROJECT 1 'f,ACk.6 0 e [nal/at Schneider,Engineering,Inc. . !,- PROJECT# (4-I 1L1 or c-x" SSE OMAHA 0,-- 3141 Walm Street Denver,Colorado 80705 SS'DALIAS 11201 904 1234 IP ESE DENVER VI RATE 1121 -014.1/ PAGE ESSPORIAN11 (A3444-1ti-AS ' gx-i, ii---=-- °I'C)I i iA+ r-4 T-1,0012., e <T-C;12,to g, "rut kr`_-6 -too ( bP0-1/0"6,i Q .0-100-/ 2;fte W tv7.,a 74,kiyi i4.41/1 -1= 1' (L.o‘''' 42' _ tt,t- 3 r( pC-)( Ode) 7(,) + 2 6090 '.7" CA.F.?p q.(I(Ph 2):-. .3-(P4.4 t4C, ,4110,t :4),i V(± "--= clj(-,./. (1(°11z)--- toTT (.6 stini-ive kelerk\i* ..: LL r 'R-1(‘-(0p- ) (60,(5)-,-- .90.(c)(4'("ill?..,) , 1 rao i c-totA;i- cli\-y\e-P i = KiL SLif6P-(Rot(7,):' Lf(, pq Rf3fy Z -- - IQCsc. 6 e o Ak/Nc, e. co-L4 O +6-G k.CA 'IA A,:)t (AAA‘k • 7n io 7-qv rogat t6L 1 ICI, 1( VC)().s.4) 4(0- e(k, .-: r,o(s) - o e .,( sc..= p-i b '(04--4)4A." 8(e :t6tk (-or,ck v-topi( wi (1,70‘i. (A__•TA..g. idt(wheck,-do ck-.63'O, i.tre = -vvitvek-0,_AciA u,s,cisofrol ---- i-i f 1 2, 7-1 -.! r ‘ Ov' •=. -4- e-c ( (4,)0,0(17) ft._)rd/OPV`°(, ) : 1200 kca 't'--I 61:Al'2_ LL: 'ALD (4,7,C64,11. )(12- :- tql--(0 t•P('`.q12-): ( 136 --,---- ...,------ O kl--;" " eS.c. t:(6(tZ)- 2:14 f1-o0Qi MTV 4,. -(4. 1;1- (t:-.,S, Av-o, ,,,,,: vz i 2- ecc-12-)62_1) .--,(-PaDpik-e-4(El-) l-L.- (:2)( 7-t\V- cl le b elt PP! T.), t 7 .6k,L2 G6L-4.. to.1-f-q O 3.--1 f-t,Dof, 03(2_9 k tok(-Z, S-T-4-4, .. .,.......„....__i_ , f 4 -- ,(1-V') 1 -4 (6v.Ce-k4- oK I , rol _ l'pl.'.4,,E:7p .._,,Q(Z)-1- 7ies•P--( '') k.( -) 4-iqs(z_o es(),--.0(1,6<e4.e-0117) 1701 i cto itvi6P COT 3 t-k.4 . 1 1-14.00410(" i17, :12( (to (,..'" rq*(2s(p„0 --. Lic("1 ) - rDS3q-t(14: -I° 4f 04, [_. 4! ..( 1V11'.2)17-- Ce•t0q-ck4.• — = = 0 CHECKED BY: DATE: • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154175 3141 Walnut St.Suite 203A Project Descr: Pinted 21 MAR 2018,12.45PM Wood Column ts12017117154(FieldsApartments-Otak)1Calculatons\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: (1)2x6 King Stud Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9 ft Wood Member Type Sawn Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir- Larch Exact Depth Wood Grade No.2 5.50 in Cf or Cv for Bending 1.30 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 nor <, 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. 0 Column self weight included: 16.088 lbs*Dead Load Factor BENDING LOADS. . . Lat. Uniform Load creating Mx-x,W=0.180 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9283 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.60W+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 4.530 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 4.530 ft above base Applied Axial 0.01609 k for load combination: W Only Applied Mx 1.093 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,063.92 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.3068:1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 88.364 psi Allowable Shear 288.0 psi Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 0.016 +D+L+H 0.016 +D+Lr+H 0.016 +D+S+H 0.016 +D+0.750Lr+0.750L+H 0.016 +D+0.750L+0.7505+H 0.016 0 +121+0.60W+H 0.486 0.486 0.016 +D+0.70E+H 0.016 +D+0.750Lr+0.750L+0.450W+H 0.365 0.365 0.016 +D+0.750L+0.7505+0.450W+H 0.365 0.365 0.016 +D+0.750L+0.7505+0.5250E+H 0.016 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154176 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 45PM Wood Column fs12017\17154(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: (1)2x6 King Stud Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D+0.60W+0.60H 0.486 0.486 0.010 +0.60D+0.70E+0.60H 0.010 D Only 0.016 Lr Only L Only S Only W Only 0.810 0.810 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.484 in 4.530 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.363 in 4.530 ft +D+0.750L+0.750S+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 0 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154177 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.1245P Wood Column ts12017117154(Fields 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 X6009534 Licensee:Enayat Schneider Engineering Inc Description: (2)2x6 King Stud Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 2-2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9 ft Wood Member Type Sawn Exact Width 3.0 in Allow Stress Modification Factors Wood Species Douglas Fir- Larch Exact Depth Wood Grade No.2 5.50 in Cf or Cv for Bending 1.30 Area 16.50 in^2 Cf or Cv for Compression 1.10 Fb+ 900.0 psi Fv 180.0 psi lx 41.594 in^4 Cf or Cv for Tension 1.30 Fb- 900.0 psi Ft 575.0 psi I Cm:Wet Use Factor 1.0 Fc-Prll 1,350.0 psi Density 31.20 pcf y 12.375 in^4 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. • Column self weight included:32.175 lbs*Dead Load Factor BENDING LOADS. . . 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 0 Base @ Top 0 Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 0.032 +D+L+H 0.032 +D+Lr+H 0.032 +D+S+H 0.032 +D+0.750Lr+0.750L+H 0.032 +D+0.750L+0.750S+H 0.032 • +D+O.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+0.750S+0.5250E+H 0.032 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 45P WOOL' Column ts12017\17154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: (2)2x6 King Stud Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +0.60D+0.60W+0.60H 0.972 0.972 0.019 +0.60D+0.70E+0.60H 0.019 D Only 0.032 Lr Only L Only S Only W Only 1.620 1.620 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.484 in 4.530 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.363 in 4.530 ft +D+0.750L+0.7505+0.450W+H 0.0000 in 0.000 ft 0.363 in 4.530 ft +D+0.750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft • +0,60D+0.60W+0.60H 0.0000 in 0.000 ft 0.484 in 4.530 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.807 in 4.530 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154179 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12.47PM VVood 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 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 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-Pr!! 1,350.0 psi Density 31.20 pcf ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc PerpCt:Temperature Factor 1.0 625.0 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: 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... Alon Y-Y Applied Axial 0.7801 k g 0.0 in at 4.530 ft above base Applied Mx for load combination: W Only PP 0.2794 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,063.92 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.07841 :1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 9.0 ft Applied Design Shear 22.582 psi Allowable Shear 288.0 psi Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 0.780 +D+L+H 1.900 +D+Lr+H 0.780 +D+S+H 0.847 • +D+0.750Lr+0.750L+H 1.620 +D+0.750L+0.7505+H 1.670 +D+0.60W+H 0.124 0.124 0.780 +D+0.70E+H 0.780 +D+0.750Lr+0.750L+0.450W+H 0.093 0.093 1.620 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154180 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 1247PM Wts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design 1Apartments Framing Design.ec6 Wood COIl11T111 ENERCALC,INC.1983-2017,Build:10.17.12.10,Verc.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+0.750S+0.450W+H 0.0000 in 0.000 ft 0.093 in 4.530 ft +D+0,750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.124 in 4.530 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.206 in 4.530 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft III 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 s-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 1st Floor Corridor Stud 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 Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Fb+ 900.0 psi Fv 180.0 psi Area 8.25 in^2 Cf or Cv for Compression 1.10 Fb 900.0 psi Ft 575.0 psi Ix 20.797 in^4 Cf or Cv for Tension 1.30 Fc-PM 1,350.0 psi Density 31.20 pcf ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc Perp 625.0 psi Ct:Temperature Factor 1.0 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity.. . x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 16.088 lbs*Dead Load Factor 41) AXIAL LOADS. . . Axial Load at 9.0 ft, D=1.291, L=1.520,S=0.5840 k BENDING LOADS. . . Lat. Uniform Load creating Mx-x,W=0.00670 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3694:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 4.530 ft above base Applied Axial 2.827 k for load combination: W Only Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 927.65 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.01142 :1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 3.289 psi Allowable Shear 288.0 psi Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments .k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 1.307 +D+L+H 2.827 +D+Lr+H 1.307 +D+S+H 1.891 • +D+0.750Lr+0.750L+H 2.447 +D+0.750L+0.7505+H 2.885 +D+0.60W+H 0.018 0.018 1.307 +D+0.70E+H 1.307 +D+0.750Lr+0.750L+0.450W+H 0.014 0.014 2.447 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154182 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1247P ts12017117154(Fields Apartments- c6 Otak)1Calculationss\General Apartments Design\Apartments Framing Design.e Wood Column ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: 1st Floor Corridor Stud Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.750L+0.750S+0.450W+H 0.014 0.014 2.885 +D+0.750L+0.750S+0.5250E+H 2.885 +0.600+0.60W+0.60H 0.018 0.018 0.784 +0.60D+0.70E+0.60H 0.784 D Only 1.307 Lr Only L Only 1.520 S Only 0.584 W Only 0.030 0.030 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.018 in 4.530 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.014 in 4.530 ft III +D+0.750L+0.750S+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: 17154183 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,12 48P Wood Column ts12017117154(Fields Apartments-Otak)1Calcuiations\General Apartments DesigMApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee :Enayat Schneider Engineering Inc Description: 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 Wood Species Douglas Fir-Larch Exact Width 1.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Fb+ 900.0 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-Pill 1,350.0 psi Density 31.20 pcf ly 1.547 in^4 Cm:Wet Use Factor 1.0 Fc Per Ct:Temperature Factor 1.0 p 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... AlongY-Y Applied Axial 3.134 k 0.0 in at 4.027 ft above base Applied Mx 0.0 k-ft for load combination: W Only 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 0 Top 0 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: 17154184 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1248P .m12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 WOOd Column .m12017117154 INC.1983-2017,Buid:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Ena at 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+0.75OLr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.011 in 4.027 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.008 in 4.027 ft III +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.008 in 4.027 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.011 in 4.027 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.019 in 4.027 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft III 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 Column vol umn ts\2017\17154(Fields Apartments-Otak)\Calculations\Gen nal 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: 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.23.50 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-Pr!' 1,350.0 psi Density 31.20 pcf ly 0.9844 in^4 Cm:Wet Use Factor 1.0 Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi p 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... Alon Y-Y Applied Axial 2.349 k g 0.0 in at 4.027 ft above base Applied Mx 0.0 k-ft for load combination: W Only 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 • +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 17154186 Engineering,Inc. Engineer: C.Thomson Project ID: 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 12 48P ts12017117154(Fields Apartments-Otak)1CalculationslGeneral Apartments Design\Apartments Framing Design.ec6 Wood Column ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lica#: KW-06009534 Licensee'Enayat Schneider En.ineering 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 0 Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.750L+0.750S+0.450W+H 0.009 0.009 1.989 +D+0.750L+0.7505+0.5250E+H 1.989 +0.60D+0.60W+0.60H 0.012 0.012 0.545 +0.60D+0.70E+0.60H 0.545 D Only 0.909 Lr Only L Only 1.440 S Only W Only 0.020 0.020 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.033 in 4.027 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.024 in 4.027 ft III +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.024 in 4.027 ft +D+0.750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.033 in 4.027 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.054 in 4.027 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 110 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154187 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:48PM Wood Column ts12017117154(Fields Apartments-Otak)tCalcutations\General Apartments DesignApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 2nd Floor Interior Studs(2x4) Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x4 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn Exact Width 1.50 in Allow Stress Modification Factors Wood Species Douglas Fir- Larch Exact Depth Wood Grade No.2 3.50 in Cf or Cv for Bending 1.50 Fb+ 900.0 psi Fv 180.0 psi Area 5.25 in^2 Cf or Cv for Compression 1.150 Fb 900.0 psi Ft 575.0 psi Ix 5.359 in^4 Cf or Cv for Tension 1.50 ly 0.9844 in^4 Cm:Wet Use Factor 1.0 Fc-NI 1,350.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columnsBasic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:9.10 lbs*Dead Load Factor • AXIAL LOADS. . . Axial Load at 8.0 ft, D=0.80, L=1.280 k BENDING LOADS. . . Lat. Uniform Load creating Mx-x,W=0.0050 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7004 : 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 4.027 ft above base Applied Axial 2.089 k for load combination: W Only Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 568.13 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.01191 : 1 Bending Compression Tension Load Combination +D+0.60W+H Location of max.above base 0.0 ft Applied Design Shear 3.429 psi Allowable Shear 288.0 psi Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 0.809 +D+L+H 2.089 +D+Lr+H 0.809 +D+S+H 0.809 • +D+0.750Lr+0.750L+H 1.769 +D+0.750L+0.7505+H 1.769 +D+0.60W+H 0.012 0.012 0.809 +D+0.70E+H 0.809 +D+0.750Lr+0.750L+0.450W+H 0.009 0.009 1.769 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154188 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,12 48P ts12017\17154(Fields Apartments-Otak)1Calculations1General Apartments Design\Apartments Framing Design.ec6 Wood Column 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+0.750S+0.450W+H 0.009 0.009 1.769 +D+0.750L+0.7505+0.5250E+H 1.769 +0.60D+0.60W+0.60H 0.012 0.012 0.485 +0.60D+0.70E+0.60H 0.485 D Only 0.809 Lr Only L Only 1.280 S Only W Only 0.020 0.020 E Only H Only Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.033 in 4.027 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.024 in 4.027 ft 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 FIELDS APARTMENTS ESS NO.: 17154 • • Miscellaneous Design • 189 PROJECT -.i41h, Ato.r-{44\0.A. „)),14i 3141 Walnut Street,Suite 203A Denver,Colorado 00205 PROJECT# k r9 Dy OA- • Enayat ;1— Schneider Smith yl 11201 904-1234 DATE 2., I LAI 9 1V NE Engineering, Inc. ItA C &La/ tOvi, *AMIC 1/1 .• rYvv. V- 2 wed dp cc)IApA, Ln (2,12Z(Z)(1-1 "`• , 014„ )f Ofq.41 74-cnouc q\,-- I. 1Q(111. 12) IV • "c'-- •Ztli 4.P CrI) t uo) too vQ)) ( IAN 69,10 OGs. 0 • 0 CHECKED BY: DATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154190 3141 Walnut St.Suite 203A Project Descr: Printed.22 MAR 2018,12 14PM Steel Beam ts12017117154(Fields Apartments-OtakKalculations\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: 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) d b b 44, F. HSS4x4x1/4 HSS4x4x1/4 Span=2.0ft Span=5.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 2 Uniform Load: W=0.270 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.188: 1 Maximum Shear Stress Ratio= 0.040 : 1 Section used for this span HSS4x4x1/4 Section used for this span HSS4x4x1/4 Ma:Applied 2.025 k-ft Va:Applied 1.013 k Mn/Omega:Allowable 10.765 k-ft Vn/Omega:Allowable 25.423 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 2.000ft Location of maximum on span 0,000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.247 in Ratio= 486>=360 Max Upward Transient Deflection 0.247 in Ratio= 486 >=360 Max Downward Total Deflection 0.148 in Ratio= 811 >=240 Max Upward Total Deflection -0.004 in Ratio= 6015 >=240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support-2-- Support 3 - Overall MAXimum -1.688 3.038 Overall MINimum -0.759 1.367 +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.7505+H +D+0.60W+H -1.013 1.823 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H -0.759 1.367 +D+0.750L+0.7505+0.450W+H -0.759 1.367 +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H -1.013 1.823 • +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only -1.688 3.038 E Only H Only Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154191 3141 Walnut St.Suite 203A Project Descr: Printed,22 MAR 2018,12 13PM Steel Beam ts12017117154(Fields Apartments-Otak}\Calculation\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)_ HSS4x2x1/4 014* Span = 10.0 ft F 'I 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 klft, Tributary Width=1.0 ft • DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.106: 1 Maximum Shear Stress Ratio = 0.011 : 1 Section used for this span HSS4x2x1/4 Section used for this span HSS4x2x1/4 Ma:Applied 0.717 k-ft Va:Applied 0.2869 k Mn/Omega :Allowable 6.749 k-ft Vn/Omega:Allowable 25.423 k Load Combination +D+0.60W+H Load Combination +D+0.60W+H Location of maximum on span 5.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.141 in Ratio= 853>=360 Max Upward Transient Deflection 0.141 in Ratio= 853 >=360 Max Downward Total Deflection 0.100 in Ratio= 1205 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Vertical Reactions Support notation Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.405 0.405 Overall MINimum 0.026 0.026 +D+H 0.044 0.044 +D+L+H 0.044 0.044 +D+Lr+H 0.044 0.044 +D+S+H 0.044 0.044 +D+0.750Lr+0.750L+H 0.044 0.044 +D+0.750L+0.7505+H 0.044 0.044 +D+0.60W+H 0.287 0.287 +D+0.70E+H 0.044 0.044 +D+0.750Lr+0.750L+0.450W+H 0.226 0.226 +D+0.750L+0.7505+0.450W+H 0.226 0.226 +D+0.750L+0.7505+0.5250E+H 0.044 0.044 +0.60D+0.60W+0.60H 0.269 0.269 . +0.600+0.70E+0.60H 0.026 0.026 D Only 0.044 0.044 Lr Only L Only S Only W Only 0.405 0.405 E Only H Only Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154192 3141 Walnut St.Suite 203A Project Descr: Printed.22 MAR 2015,1222PM ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design1Apartments Framing Design.ec6 Steel Beam ENERCALC,INC.1983.2017,Buiid:10.17.12.10,Ver:10.17.12.10 • • 1 1.1 1• •! 1 1 .. 1• 1 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) a a - - ; HSS4x2x1/4 miX Span= 10.0 ft F 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.060 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.209: 1 Maximum Shear Stress Ratio= 0.034 : 1 Section used for this span HSS4x2x1/4 Section used for this span HSS4x2x1/4 Ma:Applied 0.860 k-ft Va:Applied 0.3439 k Mn/Omega:Allowable 4.109 k-ft Vn/Omega:Allowable 10.020 k Load Combination +D+H Load Combination +D+H Location of maximum on span 5.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.362 in Ratio= 331 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 -.VerticaL Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.344 0.344 Overall MINimum 0.206 0.206 +D+H 0.344 0.344 +D+L+H 0.344 0.344 +D+Lr+H 0.344 0.344 +D+S+H 0.344 0.344 +D+0.750Lr+0.750L+H 0.344 0.344 +D+0.750L+0.7505+H 0.344 0.344 +D+0.60W+H 0.344 0.344 +D+0.70E+H 0.344 0.344 +D+0.750Lr+0.750L+0.450W+H 0.344 0.344 +D+0.750L+0.750S+0.450W+H 0.344 0.344 +D+0.750L+0.7505+0.5250E+H 0.344 0.344 +0.60D+0.60W+0.60H 0.206 0.206 +0.60D+0.70E+0.60H 0.206 0.206 III D Only 0.344 0.344 Lr Only L Only S Only W Only E Only H Only 193 PROJECT ' P).4z) 4eaccktsfo1\tA h. 3141 WHIM Street,Suite 203A Denver,Colorado 00205 PROJECT# BY oT Enayat !- • Schneider Smith yl 11201 9041234 - ow '3(ln r2 0 re pAGE Engineering, Inc. co:TALL.,S f etvAlCe , c-kyi-r/piyA/ /.-6/1 '0° 6-62 qv 6F--o-2, kil0 rot\ I 2V, OJSAft) S' 4 -C-atte k):1 cV0v /2).2,'1 t4,F 1 Pk.t.p.)\-tacti locvN ok.A-vn 0.-(pq c • li4/41\V\e 't uk / I 2- e • 0-14 MLA I I 0(Aiyvo cvo d, ex, red+Irv4, t>ri Ti tV)4-P,-,61 ktrzvj citiretzt.ctv:\ M.›S tAd6,NA.Apd riP-19(-0- ts-1°‘ f--bs 100-0 , 0 0 CHECKED BY: DATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171541 94 3141 Walnut St.Suite 203A Project Descr: Printed_21 MAR 2018.12 40P Wood Beam ts\2017\17154(Fields Apartments-Otak)\Calculations\General Apartments DesigntApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 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-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) bb b 4-2x6 Span=9.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations.• Beam self weight calculated and added to loads Uniform Load: D=0.0250, L=0.10 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.883 1 Maximum Shear Stress Ratio = 0.264 : 1 Section used for this span 4-2x6 Section used for this span 4-2x6 fb:Actual = 1,032.85 psi fv:Actual = 47.61 psi FB:Allowable = 1,170.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.500ft Location of maximum on span = 8.573 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.223 in Ratio= _ 484>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.287 in Ratio= 376>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 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 0.932 +D+0.750L+0.750S+H 0.932 0.932 +D+0.60W+H 0.257 0.257 +D+0.70E+H 0.257 0.257 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154195 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12.49PM 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: 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: 17154196 3141 Walnut St.Suite 203A Project Descr: Pnnted.21 MAR 2014,12 49P Wood Beam ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,13uild: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-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.025)L(0.1) b b b b b 2-2x6 (4 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 = 1,032.85 psi fv:Actual = 47.61 psi FB:Allowable = 1,170.O0psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.500ft Location of maximum on span = 8.573 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: 17154197 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12 49PM Wood Beam ts12017117154(Fields Apartments•Otak)1Calculations\General Apartments Design\Apartments Framing 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 111 4110 200 PROJECT : e r [ 3141 Walnut Street,Suite 203A PROJECT✓1 BY Denver,Coleman 00205 • Enayat 110- []201904-1234 smith yl BRIE 2.-1 -(0k2 t7; PAGE Engineering, IncIwo. Acre- o , kb' 2'6 r-k-/ 1.2.16 4 21 q/� ! • /etaf.G�..t � yi rO Of tr y rA f _ et,m.r: rA' r) r7 0 j e `? C A- a. 1( Pf) 16i..... 0 (8.1c.le) (4 2.CTr ?.,Y est V'j s /.(v..- ( (`P j 'lid:i t )(A CI 4,td'Y+,l V ! '. �^ )k !d' 7 41�.i�+;� �Sa ... Y, 1M..%"`-W• `1\''/ (.3, )..�..t.:�'�. ��.d.; .e§ ! (4 t1 i 1,3 0 I, 2 f-4 c 9, .ti) V 35.. 4'(, E ... .may�.(?(2)-- 5.3 ( , 9V. • e9u1.... eC,,-t ..)es. 41 c-`"�'` sty e . ....� � I4 CHECKED BY: 1 tom DATE: 199 PROJECT ,:dr.. 11.4141, 3141 Walnut Street,Suite 203A Denver,Colorado 110205 PROJECT il i q-I co'I BY Cr 411 Enayat to- Schneider Smith y 1 17201 904-1234 DATE /2-- 2 -f 2( I%. PAGE Engineering, Inc. CM\k)(2\I. thC1 4it\ . -OK—I 00 2- 4 ..._............t.......,.. tel r 4 --- J., sfi J, , — 0 24 __ 1.i.- -"11111 MtntilyNLI,JAE) c i 1 1,",i, 01 r , ( 444 i IN _ ,-46.1.11 11 -7-= A in . / o i , 6-etst,'AepA. :4r.s.1110--)( 4- I, setAc, N— (0,2n sit... 2,.$2 ----V-) .0ckpc El:4 ,ONito,-/ 0,, S'0" AvtAcei,"ziq (.0 U0 zo 4 Af okci-vv\--F-69 31 .1'4 -':- I 1-7-(k) •rin ( ' • ' , 6up(0 IA'ft Nt\,-N.t.-vv\CI,Arl,L e ) 1 1,,,q cc Le° ' ckek43 -.- 1/4-1f-i- r9 .11:-\41) Ibkol ,.. ..;) , := (8 OC. ol dh % ,kt ok GlivAA Lvt± 5r '•\."4-tILit, .5 — V.ibri:t 0,3) c=3^AA air z- 8 2:4- (- :, • ish 0 VicAr.635v44 ceV\o,ttir*- I-3AI IlL r- , .. lir 1M (08 kair!CMI/N 11 t= IU(04)("Cif-A,ISY(9 iq.6)(6)`.i 1 210 Uo CHECKED DY: DATE: 200 PROJECT 'e,�e 1,11- priv n,svi\t yl.A®® 3141 Walnut Street,Suite 203AEn � Deuuer,Colorado 00205 PROJECT 0 _,1 U 1 BY C Schneider lib- [1201904-1234 • mith '� RATE ® ` 1 PAGE Smith r ,0 t Engineering, Inc. .0 t I rk eiA 4.1 OM s ( \. ' PtC-k ( a rc-,euv. 16) e -°-----o-11)4:1 -4 QI— OEM -1.614 oI1)y ick o 1P i L-`` ILi r.c.. mac:{:.c Q - r,--) (-)F.P t i --- ';,ee. --t\A€::... 'C. (''Le. o' -)01: 6 III okO uzp ;;� ,A r"erx,r (`tt�ni.4.a�1-k °- 0....,UCO t s' 1992-0P.M is � IAi!2,-t X11.. - i^ 60 (�.-k `�' ' �-I�"- I '� --r- ow - N7612 ;...36 rpt '��:�..11 0 - .l)G-C'Te-; f SIOtk)-. I`n 2 ,--4 Ztl 7.." V'`G- Art.Q.V A µ-0h'1')"_1 ,'1Y. l. .r.Le"1(.i 1 . N\cjt.t'VV\A-I,N ,0 J.r :, n, 2 ;; .--- .s&. to o v1 - 3 f 44 r19' __ 4.0( I IG. \ , Z u 7 ` :4-1tOkAQ,� =...1.,\ .(b ►llOo Y-614311Q > . 5 3$(6=, ..(.. .% A - A a voi-t, ft a X311 �a i.--k n`' o ..i i j - . I ms- �. • (CP\) k ka`Ch_i L� r.,...(0. 1,:-_- 1,(e?...." . 6‘4 CHECKED BY: e 1 :.I_fib.((&Wit,t S\(..Cr 41'4a .SV I qi,b.(0.7—' -t (- G�iyDATE: I Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171501 3141 Walnut St.Suite 203A Project Descr: Analysis Printed:21 MAR 2018,12 47PM General Beam Analysis ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 1 ft Canopy General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 1.0 ft Area= 10.0 in^2 Moment of Inertia = 100.0 in^4 b b - O - FF7"kLI.4) a- .. a <. I ..a to. t �.: .�. t w. Span=1.0 ft 1* Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0050, S=0.0250 ksf, Tributary Width=3.0 ft Varying Uniform Load: S=0.0830->0.0790 ksf,Extent=0.0--»1.0 ft, Trib Width=3.0 ft DESIGN SUMMARY Maximum Bending = 0.166 k-ft Maximum Shear= 0.3330 k Load Combination +D+S+H Load Combination +D+S+H ill Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 0.000 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.000 in 979090 Max Upward Total Deflection 0.000 in 2393968 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 1.00 ft 1 -0.17 0.17 0.33 +D+H Dsgn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+L+H Dsgn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+Lr+H Dsgn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+S+H Dsgn.L= 1.00 ft 1 -0.17 0.17 0.33 +D+0.750Lr+0.750L+H Dsgn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+0.750L+0.7505+H Dsgn.L= 1.00 ft 1 -0.13 0.13 0.25 +D+0.60W+H Dsgn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+0.70E+H Dsqn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+0.750Lr+0.750L+0.450W+H Dsqn.L= 1.00 ft 1 -0.01 0.01 0.02 +D+0.750L+0.7505+0.450W+H 40. Dsqn.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 Dsqn.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: 171502 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1247P ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 General Beam Analysis ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: 1 ft Canopy Overall Maximum Deflections Load Combination Span Max. '"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0000 1.000 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.333 Overall MINimum 0.009 +D+H 0.015 +D+L+H 0.015 +D+Lr+H 0.015 +D+S+H 0.333 +D+0.750Lr+0.750L+H 0.015 +D+0.750L+0.7505+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+0.750S+0.450W+H 0.254 +D+0.750L+0.7505+0.5250E+H 0.254 +0.60D+0.60W+0.60H 0.009 +0.60D+0.70E+0.60H 0.009 D Only 0.015 Lr Only L Only S Only 0.318 W Only • E Only H Only • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154-'03 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:47PM General B@attl Analysis 1s12017117154(Fields Apartments-Otak)1Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: 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 a .s r, D(6. A g)b $737 ) �__,, - Span=2.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0050, S=0.0250 ksf, Tributary Width=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 Vnx/Omega Overall MAXimum Envelope Dsgn.L= 2.00 ft 1 -0.32 0.32 0.33 +D+H Dsgn.L= 2.00 ft 1 -0.02 0.02 0.02 +D+L+H Dsgn.L= 2.00 ft 1 -0.02 0.02 0.02 +D+Lr+H Dsgn.L= 2.00 ft 1 -0.02 0.02 0.02 +D+S+H Dsgn.L= 2.00 ft 1 -0.32 0.32 0.33 +D+0.750Lr+0.750L+1-1 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 Dsgn.L= 2.00 ft 1 -0.25 0.25 0.25 D+0.750L+0.7505+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: 1715404 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 47PM General Beam Analysis ts12017117154(Fields Apartments-Otak)1CalculationslGeneral Apartments Design\Apartments Framing Desigl.ec6 ENERCALC,INC.1983-2017,BuiId:10.17.12.10,Ver:10.17.12.10 ic.#: 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+0.7505+H 0.249 +D+0.60W+H 0.015 +D+0.70E+H 0.015 +D+0.750Lr+0.750L+0.450W+H 0.015 +D+0.750L+0.750S+0.450W+H 0.249 +D+0.750L+0.750S+0.5250E+H 0.249 +0.600+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 • 205 PROJECT )pli,A 41. 3141 Walnut Street,Suite 203A I Denver,Colorado 00205 PRIM 14-K:1-1 BY III Enayat Schneider b"-11' Smith yl 17201 904-1234 DATE -19-1 If20)1(t pm Engineering, Inc. iv,601, 4zikp.tp(- . -(514 i)sc:t.fp.n.r.A.t 612. =sat of W ..---- --t 1,4" (I) - 2 - g ii/" > o = (tib k6(Ott= 1,dS,..---- I 0 % v.v.,P. 1z) ,t-'t-kA,-5° 0 (0 it .v 1tcu.0 -- 2..7.0Y,-) 1614 LG.? - -- I o F- '''' • ;'-ri. '' I ilecka-T.)t tot vo mv,_is. `-- I 2-S" -' .0tc ofAi LE rA tiz„ -to 214 g FC 0 7 ' 1 ei:- " -'. e.V.-- 4,/`" G-,{)a,..t/n A, ibAct, cultwAL#2,., 2, vos---- :-c - ,_ -(.s k t.4. ..Ctl.,:› , V --:- (304 t..-'al (ql 1'0 ' SIO. f i ( 11,)-z-210.0 00 AKO W CHECKED BY: DATE: 206 PROJECTA-fccr-(6,0.14./1 V441. Walnut Street,Suite 203A Doer,Colorado 80205 PROJECT I I � 1 BY O- NO]s 0201904.1234 411 Schneider '� BATE (2��20ICY, PAGE Engineering, Inc. (WN 44'16 tre.ttlftc2., LV 100 0 V - ? toC 4 ( 12. = 3 A: a to c„ ek_ de tAALS/4 -4 . i z v 4 .(Ca....l .0 lt.2) ` 34..uo/2 1144 Oo 0 (� t 1 (-4 t,_ . .. ,� t2,.(_nr4' 0-0 Zen lea -' • ole Tj. eL•O‘rvv o-4/4... toed Ulo - •c ke-scti 0 _ o • CBECKEB BY: DATE: 207 S DENVER PROJECT V\Clci/3 '{ <<{ f\ r<t ®'It4® EnayatSchneider,Engineering, Inc. SSEDMANA 31411°Jainu!SireeI Denver,Colorado 88285 PflOJECi k ��� BY SSI OCAS 17201 ESEDENVER �` DATE 2,2-2..(2c) r PACE ESSPDRIEAND "tYuli if �� /, I E t ( J (2�/�� r jam.0 l( r� , jc� + _ 2:2-0 1AAd �Sr !] (-2 4 60 k 1` (0,71;2 '2 C Lt)�.r....t1r�4f1 �� < (14 k;Y i '.t1� f} Ok 1 " • 4-- `(s;7 eykf t.tk�`1 _- F ` ,w ' f0,..2s" (,? fp.) :4-0" j 3, � 4, 2x f (\-s11/4..1c1 J _sty p �7 0.41..5 O CO, (1 Ld 2t) kt, w .4... t si-4A41 51 t7 a Z(.75 . a CHECKED BY: DATE: is 208 ESE DENVER PROJECT Pi ciao Arii-fvAor\k'b Enayat Schneider,Engineering,Inc. SSE OMAHA T.1.-- 3141 Walnut Street Denver,Colorado 80205 PROJECT 11 tr-tr'0"-I 13Y Q-7 SSI DALLAS :" 12010041234 0 ESEITENVER I' ' DATE___440_6L PAU ESS PORTLAND ,A.u.. 114) ,V,TAL.- Cc) CA k01 1/A50 2.044• 4/ go. --- 50,p 2 -,7: is"\kA"•' 20-TiLtb(;i2.) .' 40.0 Op. ,4: .----- OwAlcrbki1/4„, M / o , . __J....4._ 4v-\,, ' (2:4 , (ot .1W1411 LIN. 3 - vir - , fr-T ..or :.. , „ .,. lt .. ,;. , ,, ,,0., v ,, v., ct -(0,0041 i T- .7 2 Vz 4 Po v- 5q Lai sokkA...., o WA . /-it,.. iio ,7 ti- 1 eN(s10.3u,3 ty) - 1.2vg7c, utp 4 or ,A. no t,e)ftsal 0 -ft/NtA. (,0o tab', (460' ) o , i -el)V"' VC.A.VI-AARY...0 fil(21104, 2'I.*" •"" , wu,,,,,,Leocici 4-.--0'GO 4, tok.,,,krn N - 9 _21 ,t • ..ci,, t,(4q------ 0 0 R,4"nta ', occ.0.4,K CHECKED BY: RATE: Enayat Schneider Smith Engineering JOB TITLE Fields Apartments Mailbox Structure 3141 Walnut Street,Ste 203A 209 Denver,Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C.Thomson DATE 2/27/18 CHECKED BY DATE • Wind Loads - Open Buildings: 0.25 5 h/L 5 1.0 Ultimate Wind Pressures Type of roof= Monoslope Free Roofs G= 0.85 Wind Flow= Clear Roof Angle= 7.3 deg NOTE:The code requires the MWFRS be Main Wind Force Resisting System designed for a minimum pressure of 16 psf. Kz=Kh(case 2)= 0.57 Base pressure(qh)= 18.0 psf Roof pressures -Wind Normal to Ridge Wind Load Wind Direction Flow Case Y=0&180 deg Cnw Cnl A Cn= 1.20 0.30 Clear Wind 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.Gni is pressure on leeward half of roof. 3).Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures -Wind Parallel to Ridge, y= 90 deg Wind Load Horizontal Distance from Windward Flow Case Edge h= 9.5 ft ID 5 h >h<_2h >2h 2h= 18.9 ft • A Cn= 0.80 0.60 0.30 12.2 psf 9.2 psf -4.6 psf Flow B 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 Cry >9,<_36 sf 2.38 -2.09 _ 2.38 -2.09 1.59 -1.39 >36 sf 1.59 -1.39 1.59 -1.39 1.59 -1.39 <-9 sf 59.2 psf -77.8 psf 44.4 psf -39.0 psf 29.6 psf -25.9 psf Wind >9 pressure 36 sf 44.4 psf -39.0 psf 44.4 psf -39.0 psf 29.6 psf -25.9 psf >36 sf 29.6 psf -25.9 psf 29.6 psf -25.9 psf 29.6 psf -25.9 psf FIELDS APARTMENTS ESS NO.: 17154 • • Site Structures Design • Enayat Schneider Smith Engineering JOB TITLE Fields Apartments Mailbox Structure 210 3141 Walnut Street,Ste 203A Denver,Colorado JOB NO. 17154 SHEET NO. 720-904-1234 CALCULATED BY C.Thomson DATE 2/27/18 CHECKED BY DATE III Location of Wind Pressure Zones L L _'NW L'NL l_'NW l_'LtI, t A ON itisi,„110 WIND DIRECTION .0 DIF >TTION 4 y= 0',180' y=0' 180' t_.._> ! t PITCHED TROUGH L L +_'NL III ilL WIND IND DIRECTION DIRE Y= 0, DIRECTION =:> -[ y= 180' �� MONOSLOPE WIND DIRECTION y= 0°, 180° 110 L L L // ; / ,, r —daTAIIIArai.- Afe/7'Or*am— WIND DIRECTION WIND DIRECTION DIRECTION MONOSLOPE PITCHED TROUGH WIND DIRECTION y= 90° MAIN WIND FORCE RESISTING SYSTEM 1 j3111111111 1 1 `III e< 10° O7 100 MONOSLOPE PITCHED OR TROUGHED ROOF COMPONENTS AND CLADDING 0 v , • 7,,st,, / cb 76 *A ,,,/ t 0/•‘, at, '-- ' 1..* / 0/v ,--,'"...!v---„am11211.-.. ,° •4#11#,-,/.....4/ %47. N \,, / 0 /Nie ' v' ' i '70 ,„ / 0 - 6>oco 7, s/ 7/.ce„ . + '2„, •V ,/ / . , .,„li • ,,.. ... / / -, / 0 /) ' ))L-C?..._, 212 PROJECT Pit4r, .cxxx AMDAt - 1441 3141 Walnut Street,Suite 203A 7 Denver,Colorado 00205 PROJECT# 410 Enayat 2.4 e. oy Schneider 4 Smith y t1201 9041234 DATE 2 '211 ? k(i< PAGE Engineering, Inc. 00kAHH,JeCOX\ CtkVk wre uP1-1PAPf (A.) N ,r,Ark ( vd\e\CAA-uburd ( 16#1 ) ., ,t6.)e),TcA p1. Caf (Vo ) gliute5 '' e 9 tr\k--(X,b' (0\tv\,01:-)1A0 rs)4)- (-04- G),(ce, tAPtI4P11),)(Xicnt \Irtn• z2.:6(zo teb,90).-6-1 G to ic /fele tr, L)UA, on 41)6( 1 0Ot ( c, 0,1 t U1/4),vv,v) - 221jTtry UP IAD tl'Ari Po<=fra,U ele -to tADivlatf,Jr-k vt-"okt.,0 preAltie.c.' fl-r1 pfX 461P.4-0-,AA\_ ce% 'f,A) 'ke Hqe Ar-kv\A G cAlm-AAAAr, tryk-- ° CHECKED DY: DATE: • 213 PROJECT f ek "AJc>`x'{'' 'r. . N. A 41 3141 Walnut Street,Suite 203A r- Denver,Colorado 10205 PROJECT k t I'S c1 By LT Enayat ' [1201904.1234 • Schneider Smm ithh 't DATE, 7-12 -�Iq-M1 t PAGE Engineering, Inc. ✓�, (.W t SQe,A t...Q ci AV\da irvu4 ,... I,, `ilicsclpl,,kw� o,k I=(6. , 201 , i , .0 y 7-41 t.o tAA,' 100,-„C O '(2_=.5-1). ,,,,r\,..,,,,) i3OcxcI ,4 ...1 7, Vie 0" 2 17- ial 1`r2, 6_.br\f. q,-apt epi/AA . r' 3i "(2) lo(xc,k, . cA,-, -)(- 2.. CYitZ., -01\1 ,,n = G9.O%51 V, - _ �: Lus.2 t ra "n • 0 ...,,,2,,,,,„ „ „,,,, .,,r, „i,.., c>, , ,%, ......c4,v_:...(? 2 -..(.t , 4 l.Z L k1, 1,) = 1.1 4-, - ?,a, ckbrir --(aged toe.tlf cues t. v, .-.,- .� Z I���, q M5%.. ip YL-41 _ h�`k .Z cp`' c\ r T� 0,1Z.V-..L6(..;\ ) ko,.2....)x-.4 .A) "/ 2 Cil CoM NM W (o `.�s,-ix ( i ,, AZi !I � . . 00`1\'0•-Q. (XC " (E2) fLi — r 1,t y C.f .,...+..2 L1.2 ,( . -N 1 , , • a.,...:„.„...,. .0, (,)„,,,,c,, v-1 ny tity,r ( -4-'0 rti Ckl Go rinAsilttt:t-ton,. -LA-zcy,(-G-i-- C eAk/2. CHECKED BY: ,, @h,/..k. i 1 D.''. ...3 (�) I;t'' .,.,_}�1r,4 V (A7 U1-1.1 \1 Qlrwl t C C`r-Y DATE: 214 PROJECT t=,dCkL Vaw�cv� 3141 Walnut Street,Suite 203A Vetiver,Colorado 00205 PROJECT `—\ BY S_ • Enayat ;— U20]9041234 Schneider Smith l� BATE 7—I2q-IWt PAGE Engineering, Inc. a' 7'(air 'l i` 14z -= 1-11-1. 1 ( 1-12rf �� �( + I Ion r 16, c�.a ° GLp..0 P-{-- (DV\ COY t IC (0111r,r,, i ') (.1.. e- "i f ) (nJa z 1 fin. r_"" V/1 • "c''' VI+CIAA-tA.1,anj `Mn`.cYkWvvsiM V 6[;,l.R E` Ltcg 0.4 LL-3(Xt2- ° V, rw 4„Nr r> t ,j.0 ) 041 t..to tit...to. :t"....".c)Ya.......e-Q?evk-U/ o I 47- ( jLLy ):. (#72- �.,- (s1)(5si')r. A 0'0? (A. ,.tl ` ' i II('' ( r , 1200U --` !1 J,.C.2.1..2•. 4\09r ots rr_ c1. 2 ji 40 0 NO LONGER USED -2,7_6" CHECKED BY: �`"• + BATE: 215 PROJECT ktJA 1A 1( `f`.► ., " ,,.4 v 3141 Walnut Street,Suite 2034 Denver,Colorado 00205 PROJECT H r 11 { BY Enayat 11201904-1234 Schneider Smith y1DATE 2-17-41'7°i?' PACE 4110 Engineering, Inc. M A,71- 0 y 93-0n A t` 1J,M/Q (.'ciA tt\l.ea i✓ I.slit, 'to V 1 .'1t71t 0 t NO LONGER USED 6l) If 7_, 44-\..ha (g) $---"LI) .0 C..) (-AZ *Doi Ck.,4,,,NeXt et- 4kris eA..iir III o._,... YsCIA /lGLS� U Ed �k 6,11:\.0 4 44(151:1)`' Cl. l . /V s O R VIA ..t /r\\ O 1111 CHECKED AT: DAIS: 216 PROJECT T.ei6(4 ortt,hmo,01-f, 3141 Walnut Street,Suite 2034 rDenver,Colorado B0205 PROJECT 171 By LT Enayat ' Schneider SmithSmith y [1201 904-1234 DATE /2-72)IV)f 5? PAGE Engineering, Inc OA\ tv( 0.0 vkili beoor.AA 6, 1**\ t Lr 11 .2..S C ed 1,,o1/1,(1 coc,<>1 0,0e iz 0 61tv ,6,,,k11.,%\,, o55-c-i'• 1 0,A4 (01Th (Acrk t-oat 1(NI kgr,cit-vv-3: • o (0‘2,cpc1 4 OWN) •=- 0,gt--11/ I eA,j 2_6(5)(4-11-11) / (4. ) cAc esc,i 0 • C0EC0E0 BY: BATE: Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171541 3141 Walnut St.Suite 203A Project Descr: Piinmd 21 MAR 2018,12 48P ts12017\17154(Fields Apartments-Otak)\Calculatiions\General Apartments DesignkApartments Framing Design.ec6 Wood Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KIN-06009531 Licensee:Enayat Schneider Engineering Inc Description: Mailbox roof joists L=19'0" CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900 psi Ebend-xx 1600 ksi Fc-PrIl 1350 psi Eminbend-xx 580 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 31.2 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.020)S(0.050) h fi a 7 2x12 0 2x12 0 2x12 Span= 1.580 ft Span= 16.0 ft Span= 1.420 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations.• Loads on all spans... Uniform Load on ALL spans: D=0.010, S=0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.792 1 Maximum Shear Stress Ratio = 0.217 : 1 Section used for this span 2x12 Section used for this span 2x12 fb :Actual = 819.56 psi fv:Actual = 44.85 psi FB :Allowable = 1,035.00 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.067ft Location of maximum on span = 1.580 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.251 in Ratio= 764>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.352 in Ratio= 545>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 . Overall MAXimum 0.672 0.658 Overall MINimum 0.480 0.470 +D+H 0.192 0.188 +D+L+H 0.192 0.188 +D+Lr+H 0.192 0.188 +D+S+H 0.672 0.658 III +D+0.750Lr+0.750L+H 0.192 0.188 +D+0.750L+0.750S+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: 171418 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1248PM Wood Beam ts12017117154(Fields Apartments-Otak)1CalculationslGeneral Apartments Design Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:1017.12.10 Lic.#: KW-06009534 ... =�--�u 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: 171419 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:48PM ts1201717154(Fie&Apartments-Otak)lcalculations\General Apartments Design\Apartments Framing Desigt.ec6 Wood Bea111 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)5(0.050) b b t S 2x12 Abe, 2x12 Span=2.0 ft Span=1.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations.• Loads on all spans... Uniform Load on ALL spans: D=0.010, S=0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.02k 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.O0psi 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+0.750S+H 0.025 0.176 +D+0.60W+H 0.009 0.061 +D+0.70E+H 0.009 0.061 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 171420 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:48PM Wood Beam ts12017117154(Fields Apartments-Otak)lCalculationstGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Overhang joists L=3'6" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 +D+0.750Lr+0.750L+0.450W+H 0.009 0.061 +D+0.750L+0.7505+0.450W+H 0.025 0.176 +D+0.750L+0.7505+0.5250E+H 0.025 0.176 +0.600+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: 1715,?21 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12 48P 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: 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) _ b _ _. _. -_ _- - b - - -.- _- _. _ __ a _. _ __-. b -..a Nc.. HSS6x4x 1/4 Span= 10.0 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading III 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 >= -80 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 +D+0.750L+0.750S+0.450W+H 1.468 1.468 III +D+0.750L+0.750S+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: 171522 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12:48PM Steel Beam tst2017\17154(Fields Apartments-Otak)\Calculations\General Apartments DesignlApartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee Enayat Schneider Engineering Inc Description: MB1 L=10'0" Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 E Only I-I Only • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715423 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018 12 48P ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 Steel Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Ena at 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 b D(0.025)S(0.0625) X b b 6 HSS6x4x1/4 ' Span=8.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading • 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 4.04&to Ratio= 6097->480 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.412 0.412 Overall MINimum 0.097 0.097 +D+H 0.162 0.162 +D+L+H 0.162 0.162 +D+Lr+H 0.162 0.162 +D+S+H 0.412 0.412 +D+0.750Lr+0.750L+H 0.162 0.162 +D+0.750L+0.750S+H 0.350 0.350 +D+0.60W+H 0.162 0.162 +D+0.70E+H 0.162 0.162 +D+0.750Lr+0.750L+0.450W+H 0.162 0.162 +D+0.750L+0.7505+0.450W+H 0.350 0.350 • +D+0.750L+0.750S+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: 171524 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12:48PM Steel Beam ts12017117154(Fields Apartments-Otak)1Caiculatiau\General Apartments Design Apartments Framing Desgn.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 III 0 Enayat Schneider Smith Project Title: Fields Apartments 25 Engineering,Inc. Engineer: C.Thomson Project ID: 17154' 3141 Walnut St.Suite 203A Project Descr: Printed.23 MAR 2018.1 16P ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 Steel Beam ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Angle beams-wind load CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Unbraced Lengths First Brace starts at 0.50 ft from Left-Most support Regular spacing of lateral supports on length of beam=0.50 ft W(0.079) a a a - - x. X X (X) L4x4x1/4 Span=9.830 ft F Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading • Uniform Load: W=0.0790 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.259: 1 Maximum Shear Stress Ratio= 0.015 : 1 Section used for this span L4x4x1/4 Section used for this span L4x4x1/4 Ma:Applied 0.652 k-ft Va:Applied 0.2654 k Mn/Omega:Allowable 2.517k-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 0.431 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 +D+0.750L+0.750S+0.450W+H 0.207 0.207 • +D+0.750L+0.7505+0.5250E+H 0.032 0.032 +0.600+0.60W+0.60H 0.252 0.252 +0.600+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: 1715426 3141 Walnut St.Suite 203A Project Descr: Printed:23 MAR 2018, 116P Steel Beam tst2017117154(Fields Apartments-Otak)ICalculations\General Apartments Design'Apartments 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: 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 • 111 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715427 3141 Walnut St.Suite 203A Project Descr: Panted.23 MAR 2018 1 19PM ts12017\17154(Fields Apartments-Otak)\Calculations\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 n,ineerin.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) a a - - X - X x x X Aet L4x4x1/4 r Span=9.830 ft F YID Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading IIIUniform 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+H0.091 0.091 +D+0.750Lr+0.750L+H 0.091 0.091 +D+0.750L+0.750S+H 0.091 0.091 +D+0.60W+H 0.091 0.091 +D+0.70E+H 0.091 0.091 +D+0.750Lr+0.750L+0.450W+H 0.091 0.091 +D+0.750L+0.7505+0.450W+H 0.091 0.091 III +D+0.750L+0.750S+0.5250E+H 0.091 0.091 +0.600+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: 171528 3141 Walnut St.Suite 203A Project Descr: Printed:23 MAR 2018, 1:19PM Steel Beam ts12017117154(Fields Apartmerns-Otak)1CalculationstGeneral Apartments DesignlApartments Framing Design.ec8 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Angle beams-dead load Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 E Only H Only • • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17152940 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,1248PM ts12017117154(Fields Apartments-otak)ICalculatiions\General Apartments DesignlApartments Framing Design.ec6 Steel Column ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Mailbox post,wind normal to ridge Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name: Pipe4 Std Overall Column Height 9.50 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 35.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=9.50 ft,K=2.1 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=9.50 ft,K=2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:103.152 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 9.50 ft,D=1.040,S=2.420 k BENDING LOADS... Lat.Point Load at 9.50 ft creating Mx-x,W=0.2750 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2538 :1 Maximum Load Reactions.. Load Combination +D+0.60W+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 1.143 k Bottom along Y-Y 0.2750 k 111 Pn/Omega:Allowable 17.760 k Max:Applied 1.568 k-ft Maximum Load Deflections... Mn-x/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-y/Omega:Allowable 7.073 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio= 0.008836 :1 Load Combination +D+0.60W+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.1650 k Vn I Omega:Allowable 18.674 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.201 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.167 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.254 PASS 0.00 ft 0.009 PASS 0.00 ft +D+0.70E+H 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.198 PASS 0.00 ft 0.007 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.249 PASS 0.00 ft 0.007 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.167 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.60W+0.60H 0.241 PASS 0.00 ft 0.009 PASS 0.00 ft 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: 1715430 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 48P Steel Column tst2017117154(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: Mailbox post,wind normal to ridge Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 1.143 +D+L+H 1.143 +D+Lr+H 1.143 +D+S+H 3.563 +D+0.750Lr+0.750L+H 1.143 +D+0.750L+0.750S+H 2.958 +D+0.60W+H 1.143 0.165 -1.568 +D+0.70E+H 1.143 +D+0.750Lr+0.750L+0.450W+H 1.143 0.124 -1.176 +D+0.750L+0.750S+0.450W+H 2.958 0.124 -1.176 +D+0.750L+0.7505+0.5250E+H 2.958 +0.60D+0.60W+0.60H 0.686 0.165 -1.568 +0.60D+0.70E+0.60H 0.686 D Only 1.143 Lr Only L Only S Only 2.420 W Only 0.275 -2.613 E Only H Only Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments •Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 3.563 Minimum Reaction, X-X Axis Base Maximum 1.143 Minimum 1.143 Reaction, Y-Y Axis Base Maximum 0.275 -2.613 Minimum 1.143 Reaction, X-X Axis Top Maximum 1.143 Minimum 1.143 Reaction, Y-Y Axis Top Maximum 1.143 Minimum 1.143 Moment, X-X Axis Base Maximum 1.143 Minimum -2.613 0.275 -2.613 Moment, Y-Y Axis Base Maximum 1.143 Minimum 1.143 Moment, X-X Axis Top Maximum 1.143 Minimum 1.143 Moment, Y-Y Axis Top Maximum 1.143 Minimum 1.143 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.410 in 9.500 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.307 in 9.500 ft • +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.307 in 9.500 ft +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: 171531 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12:48PM ts12017117154(Fields Apartments-Dtak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 Steel Column ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Mailbox post,wind 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 : P ipe4 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 • iR Load X• wt 1 4.50in % • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 1715e32 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,1248P Steel Col u rn n ts12017117154(Fields Apartments-OtakKalculations\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 Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name: Pipe4 Std Overall Column Height 9.50 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 35.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=9.50 ft,K=2.1 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=9.50 ft,K=2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:103.152 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 9.50 ft,D=1.040,S=2.420 k BENDING LOADS... Lat.Uniform Load from 1.0-->5.50 ft creating Mx-x,W=0.1440 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2173 :1 Maximum Load Reactions.. Load Combination +D+0.750L+0.750S+0.450W+H Top along X-X 0.0 k • Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 2.958 k Bottom along Y-Y 0.6480 k Pn 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 Ma- Applied for load combination:W Only Y pP 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= 0.02082 :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+0.7505+H 0.167 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.211 PASS 0.00 ft 0.021 PASS 0.00 ft +D+0.70E+H 0.064 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.75OLr+0.750L+0.450W+H 0.166 PASS 0.00 ft 0.016 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.217 PASS 0.00 ft 0.016 PASS 0.00 ft +D+0.750L+0.7505+0.5250E+H 0.167 PASS 0.00 ft 0.000 PASS 0.00 ft • +0.60D+0.60W+0.60H 0.198 PASS 0.00 ft 0.021 PASS 0.00 ft +0.60D+0.70E+0.60H 0.039 PASS 0.00 ft 0.000 PASS 0.00 ft Enayat Schneider Smith Project Title: Fields Apartments 33 Engineering,Inc. Engineer: C.Thomson Project ID: 1715 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 48P I ts12017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 Steel COI 1117111 ENERCALC,INC.1983-2017,Build:10.17.1210,Ver.10.17.12.10 Lic.#: KW-060119534 Licensee:Ena ,at Schneider En.ineerincg Inc Description: Mailbox post,wind parallel to ridge Maximum Reactions Note:Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top +D+H 1.143 +D+L+H 1.143 +D+Lr+H 1.143 +D+S+H 3.563 +D+0.750Lr+0.750L+H 1.143 +D+0.750L+0.750S+H 2.958 +0+0.60W+H 1.143 0.389 -1.264 +D+0.70E+H 1.143 +D+0.750Lr+0.750L+0.450W+H 1.143 0.292 -0.948 +D+0.750L+0.750S+0.450W+H 2.958 0.292 -0.948 +D+0.750L+0.7505+0.5250E+H 2.958 +0.600+0.60W+0.60H 0.686 0.389 -1.264 +0.600+0.70E+0.60H 0.686 D Only 1.143 Lr Only L Only S Only 2.420 W Only 0.648 -2.106 E Only H Only Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx-End Moments k-ft My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 3.563 Minimum Reaction, X-X Axis Base Maximum 1.143 Minimum 1.143 Reaction, Y-Y Axis Base Maximum 0.648 -2.106 Minimum 1.143 Reaction, X-X Axis Top Maximum 1.143 Minimum 1.143 Reaction, Y-Y Axis Top Maximum 1.143 Minimum 1.143 Moment, X-X Axis Base Maximum 1.143 Minimum -2.106 0.648 -2.106 Moment, Y-Y Axis Base Maximum 1.143 Minimum 1.143 Moment, X-X Axis Top Maximum 1.143 Minimum 1.143 Moment, Y-Y Axis Top Maximum 1.143 Minimum 1.143 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +1)+0.60W+H 0.0000 in 0.000 ft 0.168 in 9.500 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.126 in 9.500 ft +D+0.750L+0.7505+0.450W+H 0.0000 in 0.000 ft 0.126 in 9.500 ft 411 +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.168 in 9.500 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715434 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018,12 48P Steel Column ts12017117154(fieldsApartments-Otak)ICalcuiatiens\GeneralApartmentsDesign\ApartmentsFramingDesign.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10` Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: Mailbox post,wind parallel to ridge 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 Ixx = 6.82 in^4 J = 13.600 in^4 S xx = 3.03 in^3 Diameter = 4.500 in R xx = 1.510 in Wall Thick = 0.237 in Zx = 4.050 in^3 Area = 2.970 in^2 I yy = 6.820 in^4 Weight = 10.858 plf S yy = 3.030 in^3 Ryy = 1.510 in Ycg = 0.000 in • Sketches Y /7 Load '7\\ x I _ \\\----- I 4.50in III Enayat Schneider Smith Project Title: Fields Apartments 35 Engineering,Inc. Engineer: C.Thomson Project ID: 17154' 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 48PM ts\2017117154(FieldsApartments-Otak)\Calculations\GeneralApartmentsDesigntApartmertsFraming Design.ec6 Pole Footing Embedded 111 Soil 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 Y=.,w Minimum Req th 0.0 ft Footing Base Area 1.767 ft^2 III 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 Forces @ Ground Surface Required Pressure at Depth Soil Increase Load Combination Loads-(k) Moments-(ft-k) Depth-(ft) Actual-(psf) Allow-(psf) Factor Enayat Schneider Smith Project Title: Fields Apartments ' Engineering,Inc. Engineer: C.Thomson Project ID: 171436 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.12:49PM M12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 Concrete Column ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Steel column footing Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information fc:Concrete 28 day strength = 3.0 ksi Overall Column Height = 2.750 ft E= = 3,122.0 ksi End Fixity Top & Bottom Pinned Density = 150.0 pcf Brace condition for deflection(buckling)along columns: R = 0.850 X-X(width)axis: fy-Main Rebar = 60.0 ksi Fully braced against buckling along X-X Axis E-Main Rebar = 29,000.0 ksi Y-Y(depth)axis: Allow.Reinforcing Limits ASTMA615 Bars Used Fully braced against buckling along Y-Y Axis Min.Reinf. = 1.0 Max.Reinf. = 8.0% Column Cross Section Column Dimensions: 18.0in Diameter,Column Edge to Rebar Edge Cover=2.0in A .. \ Column Reinforcing: 6-#5 bars • loon , Applied Loads Entered loads are factored per load combinationsspecified 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+0.9OH Maximum SERVICE Load Reactions.. Location of max.above base 2.732 ft Top along Y-Y k Bottom along Y-Y k Maximum Stress Ratio 0.03328: 1 Top along X-X k Bottom along X-X k Ratio=(Pu^2+Mu^2)^.5/(PhiPn^2+PhiMn^2)^.5 Pu= 1.592 k (p *Pn= 48.684 k Mu-x= -2.613 k-ft (p *Mn-x= 79.158 k-ft Maximum SERVICE Load Deflections... Mu-y= 0.0 k-ft tP *Mn-y= 0.0 k-ft Along Y-Y -0.000137 in at 1.606 ft above base 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 0 =0.850 e = 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 (p Pn,max:Usable Compressive Axial Capacity 481.793 k Concrete Area 254.469 in^2 (p Pn,min:Usable Tension Axial Capacity -83.70 k • Governing Load Combination Results Governing Factored Moment Dist.from Axial Load Bending Analysis k-ft Load Combination k Utilization X-X Y-Y base ft Pu (p *Pn 6 x 6x*Mux 6 y gy*Muy Alpha (deg) 6 Mu (p Mn Ratio +1.40D+1.60H 2 73 2.48 481.79 u_0r00 0.005 Enayat Schneider Smith Project Title: Fields Apartments 37 Engineering,Inc. Engineer: C.Thomson Project ID: 17154 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12:49PM ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 Concrete Column ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Steel column footing Governing Load Combination Results Governing Factored Moment Dist.from Axial Load Bending Analysis k-ft Utilization Load Combination X-X Y-Y base ft Pu (p 'Pn 6 x 6 x*Mux 6 y 6y*Muy Alpha (deg) 6 Mu (p Mn Ratio +1.20D+0.50Lr+1.60L+1.60H 2.73 2.12 481.79 0.000 0.004 +1.20D+1.60L+0.50S+1.60H 2.73 3.33 481.79 0.000 0.007 +1.20D+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 +1.200+1.60S+0.50W+1.60H Actual 2.73 5.99 372.05 1.000 -1.31 180.000 1.31 81.57 0.016 +1.20D+0.50Lr+0.50L+W+1.60H Actual 2.73 2.12 70.42 1.000 -2,61 180.000 2.61 86.83 0.030 +1.20D+0.50L+0.50S+W+1.60H Actual 2.73 3.33 120.12 1.000 -2.61 180.000 2.61 94.35 0.028 +1.20D+0.50L+0.7OS+E+1.60H 2.73 3.82 481.79 0.000 0.008 +0.90D+W+0.90H Actual 2.73 1.59 48.68 1.000 -2.61 180.000 2.61 78.52 0.033 +0.90D+E+0.90H 2.73 1.59 481.79 0.000 0.003 Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 1.769 +D+L+H 1.769 +D+Lr+H 1.769 +D+S+H 4.189 +D+0.750Lr+0.750L+H 1.769 +D+0.750L+0.750S+H 3.584 • +D+0.60W+H 0.570 0.570 1.769 1.568 +D+0.70E+H 1.769 +D+0.750Lr+0.750L+0.450W+H 0.428 0.428 1.769 1.176 +D+0.750L+0.750S+0.450W+H 0.428 0.428 3.584 1.176 +D+0.750L+0.7505+0.5250E+H 3.584 +0.60D+0.60W+0.60H 0.570 0.570 1.061 1.568 +0.60D+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 e'Base J-Top - @ Base @ Top +D+H k-ft k-ft +D+L+H k-ft k-ft +D+Lr+H k-ft k-ft 1 +D+S+H k-ft k-ft +D+0.750Lr+0.750L+H k-ft k-ft +D+0.750L+0.750S+H k-ft k-ft +D+0.60W+H 1.568 k-ft k-ft +D+0.70E+H k-ft k-ft +D+0.750Lr+0.750L+0.450W+H 1.176 k-ft k-ft +D+0.750L+0.750S+0.450W+H 1.176 k-ft k-ft +D+0.750L+0.750S+0.5250E+H k-ft k-ft +0.60D+0.60W+0.60H 1.568 k-ft k-ft +0.60D+0.70E+0.60H k-ft k-ft D Only k-ft k-ft Lr Only k-ft k-ft • Lk-ft k-ft S Only Only k-ft k-ft S W Only 2.613 k-ft k-ft k-ft k-ft E Only H Only k-ft k-ft Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715438 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12 49PM M12017117154(Fields Apartments-Otak)\calculations\General Apartments Design\Apartments Framing Design.ec6 Concrete Column ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.# KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Steel column footing 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 . r i a, wa L ,4om • Interaction Diagrams Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram 550.0 Phi'Mn @ Alpha (k-fl) Phi'Mn @ Alpha (k-fl) 550.0_ 495 0 495.0 440 0 �\ 4400 385.0 — _.. \.. _._._.. 385.0 330.0 y \\ 3300F. v 275.0 275 0 a `n 220 0__ 220.0 l 165.0 / 185.0_... ///I 1100 / 1100 / 55.0 55.0 --2M---52-2--6W6—-94-0-"'.---104.5 a ,0.4 40.a ---31.3 4175---52.2 02.7 73.i --E315-94:0----1-04-.5 0 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 171539 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAR 2018,1249PM ts12017117154(Fields Apartments-Otak)\Calculations1General Apartments Design\Apartments Framing Design.ec6 Concrete Column ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.# 'KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Steel column footing Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram P Phi'Mn�Alpha (k-6) hi'Mn @ Alpha (k-It) 550.0_ 5500_ 495.0 495.0 440.0 '.. 440.0_ 385.0 385.0 330.0 330.0 275.0-. & 275.0-- \ a` 2206 I 220.0 165.0 165.0 110.0- 110.0 55.0 55.0 •---M4-20111--31 3 41.6 o<2-- Ec.7 7,1 o3.0 99.0 10x.5 0 .. -20.8 31.3 4 i.8 5,2 oc.7 7,1 -53:6--- 9r.0 -141.5 Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram Phi'Mn®Alpha (k-fl) Phi'Mn @ Alpha (k-fl) 550 0 550.0 1 4110 495.0 495.0 I 4400 \\ 440.0_.f ::::i 3850\\ 330.0 11 \ 275.0_ \ v 275.0_ p \ `a 220.0 - 1 220.0__ I 165.0- / 165 0_ / 110.0 110.0_ 55.0 SS.O 00- -n34 220.9 31.3 41.8 52.2 o2.7 7,1 83.6- 90.0 ,04.5 104 203 - 3,.3 4 t --oz.c o2.7 7o.i .6316'-14A- -194.5 III Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715440 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018.1249PM Concrete Column (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 Phi•Mn 5 Alpha (k-ft) Phi•Mn 5 Alpha (k-H) 550.0_ 550.0 495.0 495.0 440.0_ 440.0 385.0_ 385.0 330.0 \ v 330.0 ` 275.0__ \ 275.0-_ \ Y a` a 220.0_ 220.0 I 765.0 .. / 1650 -.--.. \i / 110.0_ 110.0_ / 55.0 d 55.0 ^ -.... -. 012 10.4 20.9 31.3 -418 az 4- 627-- -74 1 53b-94.0 -7045 40.9 --a1.3 41-:8- 522 5c.7 74.1 --Da.o 94.0 -1-04.5 Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram Phi•Mn 5 Alpha (k-ft) Phi•Mn 5 Alpha (k-ft) 550.0 7 550 0 • 495.0 495 0 440.0-'-_ --.J 440.0 385.0_ 385.0 330.0_ 330.0 275.0 a 275.0 a` E. I 220.0 220.0 - 165.0_ I 165.0 / 110.0- 110 0 / 55.0 ^ 55.0 Q.(10-- TO-4- 40.9 31.3 41.9 522---62-7-731--8376 94.0 nw.5 ... -0-t-- 31.3 41.8 52.2 -621- 731 -83.6 94.0 -704.5 0 Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 171441 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 201E3 12:49PM Concrete CO�U171t1 ts12017\17154(Fields Apartments-Otakj\Calcula6als\General Apartments DesignApartments Framing Design.ed ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Steel column footing Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram Phi'Mn @ Alpha (k-ft) Phi'Mn©Alpha (k-ft) 550.0 550.0_ 495.0_ 495.0 440.0 440.0 385.0 385D 330.0_ 330.0 275.0 _ \ 275.0 220.0 220.0 165.0 . 165.0 1100 i100 550 _... 55.0 . 1u a eo.9 31.0 41.0 oe.! 02.7 73.1 -83'6 94 0 1u4.5 —eo.9 313 41.8 6e3 or 7 7a 1 6316—94.0 104.5 • 110 242 PROJECT •PeiGIA \A-ear{k~zt 3141 NM Street,Suite 203A hover,Colorado 00205 PROJECT/I cDq By QT. Enayat Schneider '''•‘;1- y 11201 904- Smith 1234 DATE 2-1 2-54 0-0 I c'e PAGE Engineering, Inc. ....... Ej\ C Lrt 17;5r4 ( tmiwl"iya(y,,,t,rks teA kkArwri rAsr-34 cb-A.d.0.4 t",0 d 1v\ CtuNk-ii.evoctrA 1,1 JA) 01.1 .cset qq:e.TIoutv.1 Ptrl --'• 4-t"e 2-A4" 12" ‘12-(tP • o 0 41) CHECKED DY: DATE: Enayat Schneider Smith Title Fields Apartments Trash Enclosure Page : 1 243 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 r� 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 FootingllSoil Friction = 0.400tniai:i :::•:,..,......-- Soil height to ignore i i?<::ciiii A for passive pressure = 12.00 in Surcharge Loads 1 Lateral Load Applied to Stem 0 _Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 22.5 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I -Stem Construction 0 Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.43 Ratio< 1.5! Wall Material Above"Ht" = Masonry Ill 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 = 1,959psf 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 ACI Factored @ Toe = 2,742 psf Service Level lbs= 191.9 ACI Factored @ Heel = 0 psf Strength Level lbs= Footing Shear @ Toe = 10.1 psi OK Moment....Actual Footing Shear @ Heel = 2.4 psi OK Service Level ft-#= 855.9 Strength Level ft-#= Allowable = 75.0 psi Sliding Calcs Moment Allowable = 921.9 Lateral Sliding Force = 244.4 lbs Sher 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 Ration' = 16.11 NOT considered in the calculation of soil bearing Wall Weight psf= 78.0 Load Factors Short Term Factor = 1.000 Building Code IBC 2012,ACI Equiv.Solid Thick. in= 7.60 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD III 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: 2 244 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 etainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To: Enayat Schneider Smith Engineering Inc. Footing Dimensions&Strengths I Footing Design Results Toe Width = 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 I 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. TiltI Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.190 in • The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, 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: 1715445 3141 Walnut St.Suite 203A Project Descr: Printed.26 MAP 2018. 1 17PM Mason Slender Wall ts12017\17154(Fields Apartments-Otak)\CalculationstGeneral Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:.KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Trash Enclosure Wall Code References Calculations per ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Calculations per ACI 530-11, IBC 2012, CBC 2013,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 0 Fr-Rupture = 61.0 psi Rebar"d"distance 3.750 in Minimum Vertical Steel% = 0.0020 Em=fm* = 900.0 Lower Level Rebar.. . Max%of p bal. = 0.1115 Bar Size # 4 Grout Density = 140 pcf Bar Spacing 32 in Block Weight Normal Weight Wall Weight = 58.0 psf Wall is grouted at rebar cells only One-Story Wall Dimensions A Clear Height = 7.250 ft B Parapet height = ft B --ti -,,;Attachme Wall Support Condition Top Free, Bottom Fix • A �� f c Floor Attachme g'- 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 • Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715446 3141 Walnut St.Suite 203A Project Descr: Printed:26 MAR 2018, 1:17PM Mason Slender WaI I tst2017117154(Fields Apartments-Otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 Masonry ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Trash Enclosure Wall DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.5237 +1.20D+0.50L+0.705+E+1.60H Max Mu -0.6589 k-ft Phi*Mn 1.258 k-ft PASS Service Deflection Check Actual Defl.Ratio L/ 771 Allowable Defl.Ratio 150 E Only Max.Deflection 0.1129 in PASS Axial Load Check Max Pu/Ag 0.6675 psi Max.Allow.Defl. 1.160 in +1.20D+0.50L+0.70S+E+1.60H Location 0.1208 ft 0.2*fm 300.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.001613 As/bd 0.1115 rho bal 0.1115 Maximum Reactions... for Load Combination.... Top Horizontal 0.0 k Base Horizontal E Only 0.1813 k Vertical Reaction +D+0.750L+0.7505+0.5250E+H 0.4205 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal Ks; 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 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+1.60S+0.50W+1.60H at 0.00 to 0.24 0.000 17.640 0.46 0.30 0.90 1.26 0.075 0.0016 0.1115 +1.20D+0.50Lr+0.50L+W+1.60H at 0.00 to 0. 0.000 17.640 0.46 0.59 0.90 1.26 0.075 0.0016 0.1115 +1.20D+0.50L+0.50S+W+1.60H at 0.00 to 0.2 0.000 17.640 0.46 0.59 0.90 1.26 0.075 0.0016 0.1115 +1.20D+0.50L+0.70S+E+1.60H at 0.00 to 0.2 0.000 17.640 0.46 0.66 0.90 1.26 0.075 0.0016 0.1115 +0.90D+W+0.90H at 0.00 to 0.24 0.000 17.640 0.46 0.59 0.90 1.26 0.075 0.0016 0.1115 +0.90D+E+0.90H at 0.00 to 0.24 0.000 17.640 0.46 0.66 0.90 1.26 0.075 0.0016 0.1115 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.60W+H at 7.01 to 7.25 0.014 0.46 0.00 342.40 17.22 342.400 0.017 5,101.9 +D+0.70E+H at 7.01 to 7.25 0.014 0.46 0.00 342.40 17.22 342.400 0.023 3,824.4 +D+0.750Lr+0.750L+0.450W+H at 7.01 to 7.2 0.014 0.46 0.00 342.40 17.22 342.400 0.013 6,802.5 +D+0.750L+0.750S+0.450W+H at 7.01 to 7.25 0.014 0.46 0.00 342.40 17.22 342.400 0.013 6,802.5 +D+0.750L+0.750S+0.5250E+H at 7.01 to 7.2 0.014 0.46 0.00 342.40 17.22 342.400 0.017 5,247.6 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+0.60W+0.6oH +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: 171547 3141 Walnut St.Suite 203A Project Descr: Printed.26 MAR 2618. 1 17PM Masonry`Slender WaI I ts12017117154(Fields Apartments-Otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 "J ENERCALC,INC.1983-2017,Buid:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: Trash Enclosure Wall 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 7.01 to 7.25 0.000 0.46 0.00 342.40 17.18 342.400 0.071 1,228.4 E Only at 7,01 to 7.25 0.000 0.46 0.00 342.40 17.18 342.400 0.113 770.8 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 ti 0.00 k 0.421 K +D+L+H 0.0 k 0.00 K 0.421 K +D+Lr+H 0.0 r 0.00 K 0.421 K +D+S+H 0.0 K 0.00 K 0.421 K +D+0.750Lr+0.750L+H 0.0 K 0.00 K 0.421 K +D+0.750L+0.750S+H 0.0 K 0.00 K 0.421 K +D+0.60W+H 0.1 K 0.00 r. 0.421 6 III IIII Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154-'48 3141 Walnut St.Suite 203A Project Descr: Printed.26 MAR 2018, 1 17PM Masonry Slender Wall ts\2017117154(Fields Apartments-Otak)\calculations\General Apartments Design\Apartments Framing oesign.ecs ENERCALC,INC.1983-2017,Bt»1d:10.17.12.10,Ver10.17.12.10 Lic.#: KW-06009534 " ,Licensee:Enayat Schneider Engineering Inc Description: Trash Enclosure Wall Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+0.70E+H 0.1 0.00 .. 0.421 +D+0.750Lr+0.750L+0.450W+H 0.1 0.00 F. 0.421 k +D+0.750L+0.7505+0.450W+H 0.1 0.00 h 0.421 +D+0.750L+0.750S+0.5250E+H 0.1 0.00 K 0.421 +0.60D+0.60W+O.60H 0.1 0.00 0.252 h +0.60D+0.70E+0.60H 0.1 0.00 0.252 K D Only 0.0 0.00 0.421 K Lr Only 0.0 0.00 0.000 u L Only 0.0 0.00 0.000 F S Only 0.0 0.00 0.000 W Only 0.2 k 0.00 0.000 E Only 0.2 0.00 0.000 r H Only 0.0 0.00 0.000 k III III FIELDS APARTMENTS ESS NO.: 17154 • • Foundation Design • 249 ESE DENVER PROJECT - CAA f °.0'At Enayat Schneider,Engineering,Inc. SSE OMAHA ►- 314iWai�u Wet Denver,Colorado 90205 17201004-1234 PROJECT if t q-1 6'1 BY GT • SSI DALLAS HONER ►�, DATE. Q_ 201 c �cE ESS PORTLAND A ,e M0N( tiva....jry Q !1-1 c! (cats) �� f�!®r,-;-*4 i) ---� w`\ -lean ✓ ;toy Iv) f. (sec '.c a4,iv\,`v Pf-c r (2.-�.r ' LAAfa 125 I -) - / ` r v4ex")` ?Y' t_ KosAt. MeV 4- 19Y:11'1d\ • 0 0 2 1-10p( ....'2- pce I120 .thou tri '\ I .arae. ...:-.. e W f ►o..c(1--RD + i ‘4-10. (4 + `.. o 1`4(41,a• - 231 up. r12 ca °t •tit M i-1 .114 H Q \ci Sher (c Ci t _1..� , 'Pr tD\tc., ms' .u6 • At (04 -(Wok-. CHECHED 0Y: DATE: 250 [SE PROJECT Re& Enayat Schneider,Engineering,Inc. PROJECT 11 I 31(a •I By CT SSE OMAHA 31411,491ml Sheet Ilenver,Colorado 80205 SSI DALLAS 11201 904 1234 1111 ESEOENVER DATE Q-0(g' PAGE ESSPORRAND V.Ark C(ovv,N.Q,c{m,i bro-ckr-trlY- v tei,4 kqCk ?"tg-k 61 V-V/1- r 41/2 ‘<tc- 2 .50 et Pest 0 &We. Y-t ctow a 2. 1 o )..)-orreNcA \--r•oNe L30,10‘e, etcyttsa teACc Vier-tOrk% p(ec,c,?-kte 0,6Z.PP, e`etv - op,,I.1410) 5I \Q VL L. 5be 24.-)or 14 -N 00141,L. aieek) ir` "t4 -Prattlavn t1317)-0 ;v\key-W kys cy+ AV\ '5110 .--- 14 LPITI "47%(- 415 trkiM --(erU (fm.A.tyikl t pc,t(-. ?-1c._04-4 -k:Ars1 isse-1, &Welt ON *9 41AZA r 4114P 1 0 '761'31421-41—A :6932(4,/(1)1 (161 (d. (k'7\ GLT-tk OV) 4Cit° See Zp..4.(pv.IN(' a0 '\ 40, r: coa:ni...fikvor,e0 Ri6kiicr6 Qrrx 6rktikn vAv & L& v,..g&t - Z IOU1)( v%/ix, ,2,1 3 P-6.1 ,To A,„ AWtriva-t J,c6 tqwt-g 0 Attu br-0 k17.ktoje Prroz,se 1.04616,e NA),0 01K+5. ,zozuo 60,0 -609 kr tai6 04"-Y1 rf4 44,041) StO/Veggt, INIA COLO CANA 1;1/426; in CHECKED BY: v'M (4 44 (pit EWE I ,PinAtriPCI 1 250a SIMPSON Anchor Designer TM Company: ESS Denver Date: 2/22/2018 Engineer: C.Thomson Page: 1/5 Software Project: Fields Apartments • Stillliguirk Version 2.5.6326.0 Address: 3141 Walnut Street Ste 203A, Denver, CO 80205 Phone: 720-904-1234 E-mail: claire.t@essdenver.com 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):8.00 State:Cracked Anchor Information: Compressive strength,Vs(psi):3000 Anchor type: Bonded anchor Wc,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 hn,;,(inch):5.88 Inspection:Continuous cac(inch):6.43 Temperature range,Short/Long: 110/75°F Cmnn(inch): 1.75 Ignore 6do requirement: Not applicable Sr,,,,(inch):3.00 Build-up grout pad: No Load and Geometry Load factor source:ACI 318 Section 9.2 Load combination: not set • Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No 202 lb Anchors only resisting wind and/or seismic loads: No z/ <Figure 1> L1l 1 , t " 4 ., , k,t. „:ie,,,.:,,, " 0 gham:}i ..1 '” t.�` ;y `' v;. • �. '3 a'.w!" ,.`3 •0:,4i. ,.,, -: 1 ne t 98 , 0 ccsIII Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.corn 250b SIMPSON Anchor DesignerTM Company: ESS Denver Date: 2/22/2018 Engineer: C.Thomson Page: 2/5 Strong-Tie Software Project: Fields Apartments Version 2.5.6326.0 Address: 3141 Walnut Street Ste 203A, Denver, CO 80205 • Phone: 720-904-1234 E-mail: claire.t@essdenver.com <Figure 2> r l nn }, ` t III 12.00 12.00 Recommended Anchor Anchor Name:AT-XP®-AT-XP w/#3 A615 Gr. 60 Rebar Code Report: IAPMO UES ER-263 1 1 11 8114� i> III Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone 925.560.9000 Fax:925.847 3871 www.strongtie corn I 250c SIMPSON Anchor Designer TM Company: ESS Denver Date: 2/22/2018 Engineer: C.Thomson Page: 3/5 strimeme 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, Nue(lb) Vee„(lb) Vuay(lb) J(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 0A/se(Ib) 9900 0.65 6435 5.Concrete Breakout Strength of Anchor in Tension(Sec. D.5.2) Nb=kc2allfcher'5(Eq. D-6) kc 2a f'c(psi) her(in) Nb(Ib) 17.0 1.00 3000 4.000 7449 ONcb=0(ANC/ANCo)Y'ed,NYC,NY'cp,NNb(Sec. D.4.1 & Eq. D-3) AN (in2) ANco(in2) Ca,min(In) Y'ed,N rc,N Y'cp,N Nb(Ib) 0 ONCb(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= Tkcrfshort-termKsat Tkcr(psi) fshort-term Ksat Tk,cr(psi) 340 1.00 1.00 340 Nba=2az&r7rdaher(Eq. D-22) Aa rcr(psi) de(in) her(in) Nba(Ib) 1.00 340 0.38 4.000 1602 0Na=0(ANa/ANao)Wed,NaY'cp,NaNba(Sec. D.4.1 &Eq. D-18) ANa(in') ANao(in2) CNa(in) ca,(in) Wed,Na Y'cp,Na Nba(lb) 0 ON8(lb) 51.65 51.65 3.59 4.00 1.000 1.000 1602 0.65 1041 • 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 250d SIMPSON Anchor Designer TM Company: ESS Denver Date: 2/22/2018 Engineer: C.Thomson Page: 4/5 carmwerie 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.6.11 Vsa(lb) Ogrout 0 0g,outOVsa(lb) 4950 1.0 0.60 2970 9.Concrete Breakout Strength of Anchor in Shear(Sec.0.6.2) Shear perpendicular to edge in x-direction: V5x=minI7(le/da)021ida2aifccall 5; 92alifoCat15I(Eq. D-33&Eq. D-34) Ie(in) da(in) il.a f'c(psi) cal(in) Vsx(Ib) 3.00 0.375 1.00 3000 8.00 8052 OVcbx=0(Avc/Avco)lYed,vPc,v Ph,vVbx(Sec. D.4.1 &Eq. D-30) Avc(int) Avco(in2) Wed,v `Yc,v V'b,v Vbx(Ib) 0 0Vobx(Ib) 192.00 288.00 1.000 1.000 1.225 8052 0.70 4602 Shear parallel to edge in x-direction: V55=minI7(le/da)02Jda2aAlfcCa l 5; 92a'ifaCa/1 5I(Eq. D-33&Eq. D-34) le(in) da(in) a.. f'c(psi) cal(in) Vby(Ib) 3.00 0.375 1.00 3000 12.00 14793 �Vabx=�(2)(Ava/Avco)Yed,v9'c,v Ph,vVby(Sec. D.4.1 &Eq. D-30) • Avc(int) Avco(in2) V'edv `I'c,V V'b,V Vby(Ib) 0 OVcbx(Ib) 176.00 648.00 1.000 1.000 1.500 14793 0.70 8438 10.Concrete Pryout Strength of Anchor in Shear(Sec.0.6.3) OVap=0minIkcpNa;kcpNcbl=0minikcp(Ana/ANao)VedNaVep,NaNba;kcp(ANc/ANoo)VedNV4NVep,NNbI (Sec. D.4.1 &Eq. D-40) kap ANa(int) ANao(int) Ved,Na V op,Na Nba(Ib) Na(Ib) 2.0 51.65 51.65 1.000 1.000 1602 1602 ANa(int) ANco(int) 1ed,N Vc,N V'op,N Nb(Ib) Ncb(lb) 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, Nue(Ib) Design Strength,r Nb(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,Vaa(Ib) Design Strength,eN,(Ib) Ratio Status Steel 989 2970 0.33 Pass T Concrete breakout x+ 989 4602 0.21 Pass II Concrete breakout y- 989 8438 0.12 Pass Pryout 989 2243 0.44 Pass(Governs) • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 250e SIMPSON Anchor Designer TM Company: ESS Denver Date: 2/22/2018 Engineer: C.Thomson Page: 5/5 Strong-Tie Software Project: Fields Apartments • Version 2.5.6326.0 Address: Phone: 3141 Walnut Street Ste 203A, Denver, CO 80205 720-904-1234 E-mail: claire.t@essdenver.com Interaction check N./ON„ Vua/OV, Combined Ratio Permissible Status Sec. D.7.2 0.00 0.44 44.1% 1.0 Pass AT-XP w/#3 A615 Gr.60 Rebar with hef=4.000 inch meets the selected design criteria. 12.Warnings -This temperature range is currently outside the scope of ACI 318-14/-11 and ACI 355.4,and is provided for historical purposes. -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C. Thomson Project ID: 171551 3141 Walnut St.Suite 203A Project Descr: Printed,21 MAP 2018.12.4 4E-YM General Footing ts12017117154(Fields Apartments-otak)\Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 , Licensee: Enayat Schneider Engineering Inc Description: FB9 Footing Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 tp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.50 ft z Length parallel to Z-Z Axis = 3.50 ft IIIFooting Thickness = 10.0 in ... tI X Pedestal dimensions... _ w 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 ____s a ,._9. W Reinforcing 3,6" Bars parallel to X-X Axis _ Number of Bars = 4 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis r ---,''F..gg,NI.w N.R —,z— '4' w' Sp ti I.ti + - Number of Bars = 4 ,. �,,r, e 4 4 Reinforcing Bar Size = # 44-0,..,„..it Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a .x"o°—��_ ,x—,o. #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- = k-ft 1111 M-zz zz = k-ft V-x k V-z = k Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715452 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018.12 48P General Footing ts12017\17154(Fields Apartments-Otak)1Calculations\GeneralApartmentsDesign\ApartmentsFraming Design.ec6 ENERCALC,INC.1903-2017,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+0.5OLr+1.60L+1.60H PASS 0.3215 Z Flexure(-X) 2.241 k-ft/ft 6.970 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3215 X Flexure(+Z) 2.241 k-ft/ft 6.970 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3215 X Flexure(-Z) 2.241 k-ft/ft 6.970 k-ft/ft +1.20D+0.5OLr+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+0.5OLr+1.60L+1.60H PASS 0.2719 1-way Shear(+Z) 22.335 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2719 1-way Shear(-Z) 22.335 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3451 2-way Punching 56.701 psi 164.317 psi +1.20D+0.5OLr+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 11) X-X,+D+H 2.0 n/a 0.0 0.6187 0.6187 n/a n/a 0.309 X-X,+D+L+H 2.0 n/a 0.0 1.696 1.696 n/a n/a 0.848 X-X,+D+Lr+H 2.0 n/a 0.0 0.6187 0.6187 n/a n/a 0.309 X-X,+D+S+H 2.0 n/a 0.0 0.6187 0.6187 n/a n/a 0.309 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.427 1.427 n/a n/a 0.714 X-X,+D+0.750L+0.7505+H 2.0 n/a 0.0 1.427 1.427 n/a n/a 0.714 X-X,+D+0.60W+H 2.0 n/a 0.0 0.6187 0.6187 n/a n/a 0.309 X-X,+D+0.70E+H 2.0 n/a 0.0 0.6187 0.6187 n/a n/a 0.309 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.427 1.427 n/a n/a 0.714 X-X,+D+0.750L+0.7505+0.450W+H 2.0 n/a 0.0 1.427 1.427 n/a n/a 0.714 X-X,+D+0.750L+0.7505+0.5250E+H 2.0 n/a 0.0 1.427 1.427 n/a n/a 0.714 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.3712 0.3712 n/a n/a 0.186 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.3712 0.3712 n/a n/a 0.186 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.6187 0.6187 0.309 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.696 1.696 0.848 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 0.6187 0.6187 0.309 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 0.6187 0.6187 0.309 Z-Z,+D+0.75OLr+0.750L+H 2.0 0.0 n/a n/a n/a 1.427 1.427 0.714 Z-Z,+D+0.750L+0.7505+H 2.0 0.0 n/a n/a n/a 1.427 1.427 0.714 Z-Z,+D+0.60W+H 2.0 0.0 n/a n/a n/a 0.6187 0.6187 0.309 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 0.6187 0.6187 0.309 Z-Z,+D+0.75OLr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.427 1.427 0.714 Z-Z,+D+0.75OL+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 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: 171553 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018.12 4RPM General Footing ts12017117154(fields Apartments-otak)1Calculations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: FB9 Footing Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd GVrn.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 0.5963 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.40D+1.60H 0.5963 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 2.241 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 2.241 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.241 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.241 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.052 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.052 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.5111 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.5111 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.052 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.052 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.5111 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.5111 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.052 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.052 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.052 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.052 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 1.052 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 1.052 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+0.90D+W+0.90H 0.3833 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+0.90D+W+0.90H 0.3833 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+0.90D+E+0.90H 0.3833 +Z Bottom 0.216 Min Temp% 0.2286 6.970 OK X-X,+0.90D+E+0.90H 0.3833 -Z Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.40D+1.60H 0.5963 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK • Z-Z,+1.40D+1.60H 0.5963 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 2.241 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 2.241 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 2.241 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+1.60L+0.50S+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+1.605+0.50W+1.60H 0.5111 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.5111 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.052 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.052 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.052 ------X_ Bottom 0 216 Min TPmrt% 0.2286 _6,970 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.052 +X Bottom 0.216 Min Temp% 8.2286 6.970 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 1.052 -X__ Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 1.052 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+0.90D+W+0.90H 0.3833 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+0.90D+W+0.90H 0.3833 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+0.90D+E+0.90H 0.3833 -X Bottom 0.216 Min Temp% 0.2286 6.970 OK Z-Z,+0.90D+E+0.90H 0.3833 +X Bottom 0.216 Min Temp% 0.2286 6.970 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 5.94 psi 5.94 psi 5.94 psi 5.94 psi 5.94 psi 82.16 psi 0.07 0.00 +1.20D+0.50Lr+1.60L+1.60H 22.34 psi 22.34 psi 22.34 psi 22.34 psi 22.34 psi 82.16 psi 0.27 0.00 +1.20D+1.60L+0.50S+1.60H 22.34 psi 22.34 psi 22.34 psi 22.34 psi 22.34 psi 82.16 psi 0.27 0.00 +1.20D+1.60Lr+0.50L+1.60H 10.48 psi 10.48 psi 10.48 psi 10.48 psi 10.48 psi 82.16 psi 0.13 0.00 +1.20D+1.60Lr+0.50W+1.60H 5.09 psi 5.09 psi 5.09 psi 5.09 psi 5.09 psi 82.16 psi 0.06 0.00 +1.20D+0.50L+1.60S+1.60H 10.48 psi 10.48 psi 10.48 psi 10.48 psi 10.48 psi 82.16 psi 0.13 0.00 +1.20D+1.605+0.50W+1.60H 5.09 psi 5.09 psi 5.09 psi 5.09 psi 5.09 psi 82.16 psi 0.06 0.0 nigh +1.20D+0.50Lr+0.50L+W+1.60H 10.48 psi 10.48 psi 10.48 psi 10.48 psi 10.48 psi 82.16 psi 0.13 0. +1.20D+0.50L+0.50S+W+1.60H 10.48 psi 10.48 psi 10.48 psi 10.48 psi 10.48 psi 82.16 psi 0.13 0.0 11. +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: 171554 3141 Walnut St.Suite 203A Project Descr: Punted 21 MAR 2018 12.48PM General Footing ts12017117154(FieldsApartments-otak)1Calcula8ons\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: FB9 Footing One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +0.90D+E+0.90H 3.82 psi 3.82 psi 3.82 psi 3.82 psi 3.82 psi 82.16 psi 0.05 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 15.09 psi 164.32psi 0.09182 OK +1.20D+0.50Lr+1.60L+1.60H 56.70 psi 164.32psi 0.3451 OK +1.20D+1.60L+0.505+1.60H 56.70 psi 164.32psi 0.3451 OK +1.20D+1.60Lr+0.50L+1.60H 26.61 psi 164.32psi 0.1619 OK +1.20D+1.60Lr+0.50W+1.60H 12.93 psi 164.32psi 0.07871 OK +1.20D+0.50L+1.60S+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+0.70S+E+1.60H 26.61 psi 164.32 psi 0.1619 OK +0.90D+W+0.90H 9.70 psi 164.32psi 0.05903 OK +0.90D+E+0.90H 9.70 psi 164.32psi 0.05903 OK • III Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson 3141 Walnut St.Suite 203A Project Descr: 55 Project ID: 1715' Printed 21 MAR 2010 12 1,l'i1 ts12017\17154(Fields Aparrnents-Otak)1Cakxdations\General Apartments DesigniApartments Framing Design.ec6 General Footing ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Li Enayat Schneider Engineering Inc Description: FB1 Footing Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes - ksf Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.0 ft Z Length parallel to Z-Z Axis = 3.0 ft Footing Thickness = 10.0 in III i _ 8 111 _ _ Pedestal dimensions... i • X px:parallel to X-X Axis = 8.0 in pz:parallel to Z-Z Axis = 8.0 in Height 8.0 in m Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in ID XI z W Reinforcing 3'=0' Bars parallel to X-X Axis — Number of Bars - 4 Reinforcing Bar Size = # 4 \--- --N,,7-1,:,?-/y. Bars parallel to Z-Z Axis :7,171.!1.7 , �'" k 4 Number of Bars 4 _ :, ReinforcingBar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) rn ` TO` Direction Requiring Closer Separation n/ax X Section WO, #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 5.2 8.50 k OB:Overburden = ksf M-xx = k-ft • M-zz = k-ft V-x = k V-z = k Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715456 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018,12'48PM General Footing ts12017117154(Fields Apartments-Otak)\Calatations\General Apartments Design\Apartments Framing Design.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#: KW-06009534 Licensee : Enayat Schneider Engineering Inc Description: FB1 Footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8590 Soil Bearing 1.718 ksf 2.0 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1856 Z Flexure(+X) 1.501 k-ft/ft 8.086 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1856 Z Flexure(-X) 1.501 k-ft/ft 8.086 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1856 X Flexure(+Z) 1.501 k-ft/ft 8.086 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1856 X Flexure(-Z) 1.501 k-ft/ft 8.086 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1822 1-way Shear(+X) 14.968 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1822 1-way Shear(-X) 14.968 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1822 1-way Shear(+Z) 14.968 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1822 1-way Shear(-Z) 14.968 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2369 2-way Punching 38.930 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio 0 X-X,+D+H 2.0 n/a 0.0 0.7731 0.7731 n/a n/a 0.387 X-X,+D+L+H 2.0 n/a 0.0 1.718 1.718 n/a n/a 0.859 X-X,+D+Lr+H 2.0 n/a 0.0 0.7731 0.7731 n/a n/a 0.387 X-X,+D+S+H 2.0 n/a 0.0 0.7731 0.7731 n/a n/a 0.387 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.481 1.481 n/a n/a 0.741 X-X,+D+0.750L+0.7505+H 2.0 n/a 0.0 1.481 1.481 n/a n/a 0.741 X-X,+D+0.60W+H 2.0 n/a 0.0 0.7731 0.7731 n/a n/a 0.387 X-X,+D+0.70E+H 2.0 n/a 0.0 0.7731 0.7731 n/a n/a 0.387 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.481 1.481 n/a n/a 0.741 X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.481 1.481 n/a n/a 0.741 X-X,+D+0.750L+0.7505+0.5250E+H 2.0 n/a 0.0 1.481 1.481 n/a n/a 0.741 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.4639 0.4639 n/a n/a 0.232 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.4639 0.4639 n/a n/a 0.232 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.7731 0.7731 0.387 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.718 1.718 0.859 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 0.7731 0.7731 0.387 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 0.7731 0.7731 0.387 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.481 1.481 0.741 Z-Z,+D+0.750L+0.7505+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 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: 17154'57 3141 Walnut St.Suite 203A Project Descr: Print, I MAR 2018 12 48P ts12017117154(Fields Apartments-Otak)ICalculations\General Apartments Design\Apartments Framing Design.ec6 General Footing ENERCALC,INC.1983-2017,Build:10.17.12.10,Vec10.17.12.10 Lic.#: KW-06009534 w__.wEnayat Schneider Engineering Inc Description: FB1 Footing Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 0.5516 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.40D+1.60H 0.5516 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.501 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.501 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.501 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60L+0.50S+1.60H 1.501 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.7942 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.7942 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4728 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.4728 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.7942 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.7942 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.4728 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.4728 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50Lr+0.50L+W+1.601-1 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+1.601-1 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+0.705+E+1.60H 0.7942 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+1.20D+0.50L+0.705+E+1.60H 0.7942 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+0.90D+W+0.90H 0.3546 +Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+0.90D+W+0.90H 0.3546 -Z Bottom 0.216 Min Temp% 0.2667 8.086 OK X-X,+0.90D+E+0.90H 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+1.601-1 1.501 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.501 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.501 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.7942 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.7942 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4728 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.4728 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+1.605+1.60H 0.7942 -X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.7942 +X Bottom 0.216 Min Temp% 0.2667 8.086 OK Z-Z,+1.20D+1.605+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 I Phi"Vn Status +1.40D+1.60H 5.50 psi 5.50 psi 5.50 psi 5.50 psi 5.50 psi 82.16 psi 0.07 0.00 +1.20D+0.50Lr+1.60L+1.60H 14.97 psi 14.97 psi 14.97 psi 14.97 psi 14.97 psi 82.16 psi 0.18 0.00 +1.20D+1.60L+0.50S+1.60H 14.97 Psi 14.97 psi 14.97 psi 14.97 psi 14.97 psi 82.16 psi 0.18 0.00 +1.20D+1.60Lr+0.50L+1.60H 7.92 psi 7.92 psi 7.92 psi 7.92 psi 7.92 psi 82.16 psi 0.10 0.00 +1.20D+1.60Lr+0.50W+1.60H 4.71 psi 4.71 psi 4.71 psi 4.71 psi 4.71 psi 82.16 psi 0.06 0.00 +1.20D+0.50L+1.60S+1.60H 7.92 psi 7.92 psi 7.92 psi 7.92 psi 7.92 psi 82.16 psi 0.10 0.00 +1.20D+1.60S+0.50W+1.60H 4.71 Psi 4.71 psi 4.71 psi 4.71 psi 4.71 psi 82.16 psi 0.06 0.0* +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 +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: 171458 3141 Walnut St.Suite 203A Project Descr: Punted:21 MAR 2018 12:48PM General Footing ts12017\17154(Fields Apartn-ents-Otald1Calcult6n1GermatApartmentsDesign\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: 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 164.32 psi 0.2369 OK +1.20D+1.60L+0.505+1.60H 38.93 psi 164.32 psi 0.2369 OK +1.20D+1.60Lr+0.50L+1.60H 20.60 psi 164.32 psi 0.1253 OK +1.20D+1.60Lr+0.50W+1.60H 12.26 psi 164.32 psi 0.07462 OK +1.20D+0.50L+1.60S+1.60H 20.60 psi 164.32psi 0.1253 OK +1.20D+1.60S+0.50W+1.60H 12.26 psi 164.32 psi 0.07462 OK +1.20D+0.50Lr+0.50L+W+1.60H 20.60 psi 164.32 psi 0.1253 OK +1.20D+0.50L+0.505+W+1.60H 20.60 psi 164.32 psi 0.1253 OK +1.20D+0.50L+0.705+E+1.60H 20.60 psi 164.32 psi 0.1253 OK +0.90D+W+0.90H 9.20 psi 164.32 psi 0.05596 OK +0.90D+E+0.90H 9.20 psi 164.32 psi 0.05596 OK III III Enayat Schneider Smith Project Title: Fields Apartments 59 Engineering,Inc. Engineer: C.Thomson Project ID: 17154' 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018 1248P ts\2017117154(Fields Apartments-Otak)1CalculaUals%Generai Apartments Design\Apartments Framing Design.ec6 General Footing ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06009534 _ Licensee:Enayat Schneider Engineering Inc Description: FB2 Footing 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 = 4.0 ft Z Length parallel to Z-Z Axis = 4.0 ft FootingThickness = 10.0 in III:Ill-ji:c� _ � � Z 41::::::';'-',t).. .z. ,, _, s.„-:,,,04,,,, ,. ,,•.1,,,--:-.. . -. ,. :-,:,-.,- Pedestal dimensions... X rf px:parallel to X-X Axis = 8.0 in pz:parallel to Z-Z Axis = 8.0 ins ` Height 8.0 in A t _ Rebar Centerline to Edge of Concrete... 7 at Bottom of footing = 3.0 ink r s P Reinforcing A" __ Bars par-ad-to X-X Axis Number of Bars = 5 Reinforcing Bar Size = -# 4 Bars parallel to Z-Z Axis ."`w 54,E Number of Bars = 5 4` �' hi{ . R,t.Nshb k, Reinforcing Bar Size = # 4 5545a s Aiilig Bandwidth Distribution Check (ACI 15.4.4.2) ti��x� Direction Requiring Closer Separation n/a _ =,—„mfr 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 = 9.6 14.430 k OB:Overburden = ksf M-xx = k-ft 411) M-zz = k-ft V-x = k V-z = k Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715460 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,12 48PM General Footing ts\2017\17154(FieldsApartments-Otak)\CalculatlonstGeneralApartmentsDesign\ApartmentsFramingDesign.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10, :10.17.12.10 Lic.#: KW-06009534 Licensee: Enayat Schneider Engineering Inc Description: FB2 Footing DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8485 Soil Bearing 1.697 ksf 2.0 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3954 Z Flexure(+X) 3.005 k-ft/ft 7.599 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3954 Z Flexure(-X) 3.005 k-ft/ft 7.599 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3954 X Flexure(+Z) 3.005 k-ft/ft 7.599 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3954 X Flexure(-Z) 3.005 k-ft/ft 7.599 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3386 1-way Shear(+X) 27.820 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3386 1-way Shear(-X) 27.820 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3386 1-way Shear(+Z) 27.820 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3386 1-way Shear(-Z) 27.820 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4503 2-way Punching 73.989 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio 0 X-X,+D+H 2.0 n/a 0.0 0.7948 0.7948 n/a n/a 0.397 X-X,+D+L+H 2.0 n/a 0.0 1.697 1.697 n/a n/a 0.849 X-X,+D+Lr+H 2.0 n/a 0.0 0.7948 0.7948 n/a n/a 0.397 X-X,+D+S+H 2.0 n/a 0.0 0.7948 0.7948 n/a n/a 0.397 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.471 1.471 n/a n/a 0.736 X-X,+D+0.750L+0.7505+H 2.0 n/a 0.0 1.471 1.471 n/a n/a 0.736 X-X,+D+0.60W+H 2.0 n/a 0.0 0.7948 0.7948 n/a n/a 0.397 X-X,+D+0.70E+H 2.0 n/a 0.0 0.7948 0.7948 n/a n/a 0.397 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.471 1.471 n/a n/a 0.736 X-X,+D+0.750L+0.7505+0.450W+H 2.0 n/a 0.0 1.471 1.471 n/a n/a 0.736 X-X,+D+0.750L+0.7505+0.5250E+H 2.0 n/a 0.0 1.471 1.471 n/a n/a 0.736 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.4769 0.4769 n/a n/a 0.239 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.4769 0.4769 n/a n/a 0.239 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.7948 0.7948 0.397 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.697 1.697 0.849 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 0.7948 0.7948 0.397 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 0.7948 0.7948 0.397 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.471 1.471 0.736 Z-Z,+D+0.750L+0.7505+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+0.75OLr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.471 1.471 0.736 Z-Z,+D+0.750L+0.7505+0.450W+H 2.0 0.0 n/a n/a n/a 1.471 1.471 0.736 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.471 1.471 0.736 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.4769 0.4769 0.239 Z-Z,+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.4769 0.4769 0.239 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k • Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Enayat Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 1715461 3141 Walnut St.Suite 203A Project Descr: Printed.21 MAR 2018,1248PM ts017117154(Fields Apartments-Otak)1CalculamulGeneral Apartments DesignApartments Framing Desgnec6 ,GeneraI Footing ENERCALC,INC.1983-2017,Build:10.17.1210,Ver:10.17.12.10 Lic.#:KW-06009534 Licensee : Enayat Schneider Engineering inc Description: FB2 Footing Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in"2 in^2 in"2 k-ft X-X,+1.40D+1.60H 1.168 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.40D+1.60H 1.168 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 3.005 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 3.005 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60L+0.505+1.60H 3.005 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60L+0.50S+1.60H 3.005 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.627 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.627 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.001 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 1.001 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.627 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.627 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.001 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.001 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.627 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.627 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+1.20D+0.50L+0.505+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+0.705+E+1.60H 1.627 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+0.90D+W+0.90H 0.7508 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+0.90D+W+0.90H 0.7508 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+0.90D+E+0.90H 0.7508 +Z Bottom 0.216 Min Temp% 0.250 7.599 OK X-X,+0.90D+E+0.90H 0.7508 -Z Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.40D+1.60H 1.168 -X Bottom 0.216 Min Temp% 0.250 7.599 OK • Z-Z,+1.40D+1.60H 1.168 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.005 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.005 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60L+0.505+1.60H 3.005 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 3.005 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.627 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.627 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.001 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 1.001 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50L+1.605+1.60H 1.627 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50L+1.60S+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 -141nT % 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+1.601-1 1.627 -X Bottom 01916_Min Temp% 0.250 7.599 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 1.627 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+0.90D+W+0.90H 0.7508 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+0.90D+W+0.90H 0.7508 +X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+0.90D+E+0.90H 0.7508 -X Bottom 0.216 Min Temp% 0.250 7.599 OK Z-Z,+0.90D+E+0.90H 0.7508 +X Bottom 0.216 Min Temp% 0.250 7.599 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D+1.60H 10.81 psi 10.81 psi 10.81 psi 10.81 psi 10.81 psi 82.16 psi 0.13 0.00 +1.20D+0.50Lr+1.60L+1.60H 27.82 psi 27.82 psi 27.82 psi 27.82 psi 27.82 psi 82.16 psi 0.34 0.00 +1.20D+1.60L+0.50S+1.60H 27.82 Psi 27.82 psi 27.82 psi 27.82 psi 27.82 psi 82.16 psi 0.34 0.00 +1.20D+1.60Lr+0.50L+1.60H 15.07 Psi 15.07 psi 15.07 psi 15.07 psi 15.07 psi 82.16 psi 0.18 0.00 +1.20D+1.60Lr+0.50W+1.60H 9.27 psi 9.27 psi 9.27 psi 9.27 psi 9.27 psi 82.16 psi 0.11 0.00 +1.20D+0.50L+1.605+1.60H 15.07 Psi 15.07 psi 15.07 psi 15.07 psi 15.07 psi 82.16 psi 0.18 0.00 +1.20D+1.60S+0.50W+1.60H 9.27 psi 9.27 psi 9.27 psi 9.27 psi 9.27 psi 82.16 psi 0.11 0.0 +1.20D+0.50Lr+0.50L+W+1.60H 15.07 psi 15.07 psi 15.07 psi 15.07 psi 15.07 psi 82.16 psi 0.18 0. +1.20D+0.50L+0.50S+W+1.60H 15.07 psi 15.07 psi 15.07 psi 15.07 psi 15.07 psi 82.16 psi 0.18 0.0 11. +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: 171562 3141 Walnut St.Suite 203A Project Descr: Printed:21 MAR 2018.12 48P General Footing ts12117117154(Fields Apartments-otak)iCalcudations\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: FB2 Footing One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +0.90D+E+0.90H 6.95 psi 6.95 psi 6.95 psi 6.95 psi 6.95 psi 82.16 psi 0.08 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 28.75 psi 164.32 psi 0.175 OK +1.20D+0.50Lr+1.60L+1.60H 73.99 psi 164.32 psi 0.4503 OK +1.20D+1.60L+0.505+1.60H 73.99 psi 164.32Dsi 0.4503 OK +1.20D+1.60Lr+0.50L+1.60H 40.07 psi 164.32 psi 0.2438 OK +1.20D+1.60Lr+0.50W+1.60H 24.65 psi 164.32 psi 0.15 OK +1.20D+0.50L+1.605+1.60H 40.07 psi 164.32 psi 0.2438 OK +1.20D+1.605+0.50W+1.60H 24.65 psi 164.32 psi 0.15 OK +1.20D+0.50Lr+0.50L+W+1.60H 40.07 psi 164.32 psi 0.2438 OK +1.20D+0.50L+0.505+W+1.60H 40.07 psi 164.32 psi 0.2438 OK +1.20D+0.50L+0.705+E+1.60H 40.07 psi 164.32 psi 0.2438 OK +0.90D+W+0.90H 18.49 psi 164.32psi 0.1125 OK +0.90D+E+0.90H 18.49 psi 164.32 psi 0.1125 OK III Schneider Smith Project Title: Fields Apartments Engineering,Inc. Engineer: C.Thomson Project ID: 17154063 3141 Walnut St.Suite 203A Project Descr: Printed 21 MAR 2018 12 48PM Beam on Elastic Foundation t2017117154(Fields Apartments-Otak)1Calctiations\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 ee, 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 fc = ksi , Phi Values Flexure: C vz * fr= fc = 0.0 psi Shear: ' 1 W Density = pcf R 1 = � -� ) A 2 Lt Wt Factor = ru Elastic Modulus = ksi Soil Subgrade Modulus = psi I(inch deflection) « r . k Load Combination IBC 2015 ':% fy-Main Rebar = ksi Fy-Stirrups = ksiz — 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_nownward L+Lr+S Deflection _ 1n_Ratio= <360 Mu:Applied 0 k-ft Max Upward L+Lr+S Deflection in Ratio= <360 1 Mn*Phi:Allowable 0 k-ft Max Downward TotaLDeflection in Ratio= 999<180 Max Upward Total Deflection in Ratio= 999<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 II Load Combination Span Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span Detailed Shear Information Span Distance 'd' Vu (k) Mu d"VuIMu Phi*Vc Comment Phi*Vs Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest I Enayat Schneider Smith Title Fields Apartments Page: 1 264 Engineering, Inc. Job#: Dsgnr: Claire Thomson Date: 21 FEB 2018 3141 Walnut Street Description.... Suite 203A Retaining stem walls with additional load from perpendicular footings Denver,CO 80205 (2) This Wall in File: E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\General Apartments D etainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To: Enayat Schneider Smith Engineering Inc. L� Criteria Soil Data -IIF. Retained Height = 8.67 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 50.00 in = Water height over heel = 0.0 ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootinglISoil Friction = 0.350 War Soil height to ignore for passive pressure = 12.00 in • • Surcharge Loads A LLaaeeral Load Applied to Stem Adjacent Footing Load ,Surcharge Over Heel = 0.0 psf = Used To Resist Sliding0.0#/ft Adjacent Footing Load 0.0 lbs &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) 9 Axial Load Applied to Stem ` (Service Level) Footing Type Line Base Above/Below Soil Axial Dead Load = 965.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 1,879.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 i Earth Pressure Seismic Load I 0Method : Uniform Uniform Seismic Force = 63.938 Multiplier Used = 6.500 Total Seismic Force = 628.940 (Multiplier used on soil density) Design Summary I L Stem Construction I Bottom Wall StabilityRatios Stem OK Design Height Above Ftc 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 ACI Factored @ Toe = 2,712 psf Service Level lbs= ACI Factored©Heel = 765 psf Strength Level lbs= 2,659.1 Footing Shear @ Toe = 19.7 psi OK Moment....Actual Footing Shear @ Heel = 2.8psi OK Service Level ft-#= Allowable = Strength Level ft-#= 8,485.8 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 f'm psi= Fs psi= Solid Grouting = SVertical component of active lateral soil pressure IS Modular Ratio'n' NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 Load Factors - Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.000 tc psi= 3,000.0 Seismic, E 1.000 FY psi= 60,000.0 265 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 D0 (c)1987-2017, Build 11.17.07.27 Licensee:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License 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 r L Footing Design Results A Toe Width = 2.54 ft Toe Heel Heel Width = _ 3.21 Factored Pressure = 2,712 765 psf Total Footing Width = 5.75 Mu': Upward = 7,831 3,397 ft-# Footing Thickness = 14.00 in Mu': Downward = 2,454 4,373 ft-# Mu: Design = 5,378 976 ft-# Key Width = 12.00 in Actual 1-Way Shear = 19.66 2.80 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 43.82 psi Key Distance from Toe = 2.08 ft Toe Reinforcing = #5 @ 12.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 7.94 in,#5@ 12.30 in,#6@ 17.46 in,#7@ 23.81 in,#8@ 31.35 in,#9©39 Heel: Not req'd: Mu<phi"5"lambda"sgrt(fc)"Sm 1111 Key: Not req'd: Mu<phi"5"lambda"sgrt(fc)"Sm Min footing T&S reinf Area 1.74 in2 Min footing T&S reinf Area per foot 0.30 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34.92 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,693.3 3.28 5,552.1 Soil Over Heel = 2,423.5 4.48 10,853.1 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 965.0 2.87 2,773.8 Load©Stem Above Soil= "Axial Live Load on Stem = 1,879.0 2.87 5,401.1 Seismic Earth Load = 440.3 4.92 2,165.3 Soil Over Toe = 1.27 = SurchargeOver 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 Weighi = 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 III the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 266 Enayat Schneider Smith Title Fields Apartments Page: 3 Engineering, Inc. Job#: Dsgnr: Claire Thomson Date: 21 FEB 2018 3141 Walnut Street Description.... Suite 203A Retaining stem walls with additional load from perpendicular footings Denver, CO 80205 (2) This Wall in File: E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\General Apartments D etainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To: Enayat Schneider Smith Engineering Inc. L Tilt A Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.081 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. III III 267 Enayat Schneider Smith Title Fields Apartments Page: 1 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 DIII RetainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To: Enayat Schneider Smith Engineering Inc. Criteria 1 [Soil Data I Retained Height = 5.25 ft Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.00 ft Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 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 WPM iiit FootingllSoil Friction = 0.350 ttiN WAWA Soil height to ignore • for passive pressure = 12.00 in ... • Surcharge Loads 1 Lateral Load Applied to Stem A [Adjacent Footing Load A Surcharge Over Heel = 0.0 Psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) [Axial Load Applied to Stem 11 (Service Level) Footing Type Line Base Above/Below Soil = 0.0 ft Axial Dead Load = 965.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 1,879.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in `Earth Pressure Seismic Load Method : Uniform Uniform Seismic Force = 40.625 Multiplier Used = 6.500 Total Seismic Force = 253.906 III (Multiplier used on soil density) Design Summary 1 Stem Construction 1 Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.94 OK Wall Material Above"Ht" = Concrete Sliding = 1.50 Ratio< 1.5! Design Method = LRFD Thickness = 8.00 Total Bearing Load = 4,713 lbs Rebar Size = # 5 ...resultant ecc. = 2.87 in Rebar Spacing = 12.00 Rebar Placed at = Center Soil Pressure @ Toe = 1,897 psf OK Design Data Soil Pressure @ Heel = 795 psf OK fb/FB+fa/Fa = 0.371 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,656 psf ACI Factored @ Heel = 1,112 psf Strength Level lbs= 985.0 Mom Footing Shear @ Toe = 12.7 psi OK e.Level Service Level ft-#_ Footing Shear @ Heel = 6.5 psi OK Strength Level ft-#= 1,910.4 Allowable = 82.2 psi Moment Allowable = 5,154.8 Sliding Calcs 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' = III 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= 60,000.0 268 Enayat Schneider Smith Title Fields Apartments Page: 2 Engineering,Inc. Job#: Dsgnr: Claire Thomson Date: 21 FEB 2018 3141 Walnut Street Description.... Suite 203A Retaining stem walls with additional load from perpendicular footings Denver,CO 80205 This Wall in File:E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\General Apartments D etainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To: Enayat Schneider Smith Engineering Inc. Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1153 in2/ft (4/3)*As: 0.1538 in2/ft Min Stem T&S Reinf Area 1.008 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6503 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions&Strengths 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. 269 Enayat Schneider Smith Title Fields Apartments Page: 3 Engineering, Inc. Job#: Dsgnr: Claire Thomson Date: 21 FEB 2018 3141 Walnut Street Description.... Suite 203A Retaining stem walls with additional load from perpendicular footings Denver,CO 80205 This Wall in File: E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\General Apartments D RetainPro(c)1987-2017, Build 11.17.07.27 • License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To: Enayat Schneider Smith Engineering Inc. _Tilt 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. 110 • FIELDS APARTMENTS ESS NO.: 17154 • • Pedestrian Bridge Design • 270 DESIGN CRITERIA • Project Name: Fields Apartments—Pedestrian Bridge Project location: Tigard, Oregon Governing Building Code: OSSC 2014 Foundation Requirements: Minimum depth at perimeter 18 in Design Soil Bearing Pressure 2000 psf Native material coefficient of friction 0.35 Depth of granular material on top of subgrade 6 in Depth of groundwater below grade 8 ft Active Pressure 35-60 pcf Passive Pressure 200 pcf Design Loads: Live Load: 85 psf Dead Load: 5" slab w/ 1 '/2"metal deck 74.0 psf Floor beams 5.0 psf Side rails (trusses) 22.0 psf • 101 psf Wind Criteria: Wind Velocity 120 mph (ultimate) Exposure B Seismic Design Category: D .2 second SRA .975 1.0 second SRA .423 Soil Type D R(ordinary steel braced frame) 3.25 Importance factor 1.0 411 271 --�..-. ....i.......... . 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L.L' L3" E 0= `1.7..x" f 4'— 2.. .r.,8c L ' y V d S r V ~ 417 K O III CHECKED BY: BATE: 272 PROJECT air 3141 Walnut Street,Suite 203A • Snhn Denver,Colorado 00205 PROJECT# By Schneider � Smith r [120]904-1234 �� Engineering, DATE PAGE Inc F.rrnQ .. tr� r� c; irr v ,.lac Ac...e. O.GG..t ® 11(. . ..(tA14-1.rndle� ►1" E 3. 1[12 t 2.1.000-t i; +Pk, .... .� ? p...X... _ 2-0 .:. 51 1-1,r 0 e�. .....pf......Ici.c.e, .. 0.... . =11 3/..7..,$..(..1...)..70)..(. 01.V. Y.) = 3,g' 3" .lrc.11 �.I.e�s: .�...1J r� �T e of 1AI61,..1t:1.Q �..�. n' 1lt w.e �o� 0..K 13,y 615.5.>~c.11 {ink • o c L¢ .D...L= 2..3" „ R.. ..1.... 1 V'1 " An.e,.b..6.r.'.s .. 0 0 41, CHECKED BY: DATE: Enayat Schneider Smith Engineering Project Title: Fields Apartment-Pedestrian Bridges 273 3141 Walnut Street,Ste 203A Engineer: tds Project ID: 17154 Denver,Colorado 80205 Project Descr: 720-904-1234 Printed:29 JAN 2018,10:34AM ASCESeismic-Base Shear File=E:Projects12017117154(Fields Apartments-Otak)1Calculations\Pedestrian Bridge\Bridge.ec6 ' _ T - -_ ENERCALC,INC.1983.2017,Build:10,17,12.10,Ver.10.17.12.10 Lic.#:KW-96009534 Licensee:Enayat Schneider Engineering Inc; Pedestrian Bridge Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category I,Ill,and IV ASCE 7-10,Page 2,Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 Gridded Ss&Slvalues ASCE-7-10 Standard ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping Latitude = 45.201 deg North SS = 1.3304 g,0.2 sec response Longitude = 123.960 deg West S1 = 0.6783 g,1.0 sec response Location: Pacific City,OR 97135 Site Class,Site Coeff.and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.00 ASCE 7-10 Table 11.4-1&11.4-2 (using straight-line interpolation from table values) Fv = 1.50 Maximum Considered Earthquake Acceleration S Ms=Fa*Ss = 1.330 ASCE 7-10 Eq, 11.4-1 S Ml=Fv*S1 = 1.017 ASCE 7-10 Eq.11.4-2 Design Spectral Acceleration S DS S Ms213 = 0.887 ASCE 7-10 Eq.11.4-3 S D1 S M12/3 = 0.678 ASCE 7-10 Eq.11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1&-2 ill Resisting System ASCE 7-10 Table 12,2-1 Basic Seismic Force Resisting System... Building Frame Systems Ordinary steel concentrically braced frames Response Modification Coefficient "R" = 3.25 Building height Limits: System Overstrength Factor "Wo" = 2.00 Category"A&B"Limit: No Limit Deflection Amplification Factor "Cd" = 3.25 Category"C"Limit: No Limit Category"D"Limit: Limit=35-j NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit: Limit=35-j Category"F"Limit: Not Permitted j Lateral Force Procedure ASCE 7-10 Section 12,8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE 7-1012,8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: Eccentrically Braced Steel Frames "Ct"value = 0,030 "hn":Height from base to highest level = 12.0 ft "x"value = 0,75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn A x) = 0.193 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 16.000 sec Building Period°Ta"Calculated from Approximate Method selected = 0.193 sec "Cs"Response Coefficient ASCE 7-10 Section 12.8.1.1 S Ds:Short Period Design Spectral Response = 0.887 From Eq.12.8-2, Preliminary Cs = 0.273 "R":Response Modification Factor = 3.25 From Eq.12.8-3&12.8-4,Cs need not exceed = 1.079 "I":Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.104 Cs:Seismic Response Coefficient = = 0.2729 Seismic Base Shear ASCE 7-10 Section 12.8.1 • Cs = 0.2729 from 12.8.1.1 W(see Sum Wi below) = 31.30 k Seismic Base Shear V= Cs*W = 8,54 k Enayat Schneider Smith Engineering Project Title: Fields Apartment-Pedestrian Bridges 3141 Walnut Street,Ste 203A Engineer: tds Project ID: 171574 Denver,Colorado 80205 Project Descr: 720-904-1234 Printed 29 JAN 2018,10 34A ge E rolects12017t179 z4 fEle(rls idents-010teal lati(in"s\P les loan Sndge\Brid a ec6 A`$CE Se>Ismic Base Shear i s,= ; ' t RCA CANC»s3--0 7,' radfUUz o,Verlu.1 1210 Lia#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 'k":hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height (Wi*Hi"k) Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 1 31.30 20.00 626.00 1.0000 8.54 8.54 0.00 Sum WI= 31.30 k Sum Wi*Hi = 626.00 k-ft Total Base Shear= 8.54 k x 1• II.I K • Base Moment= 170.8 k-ft Diaphragm Forces Seismic Design y"ii"to'T - ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx:Calcd Fpx:Min Fpx:Max Fpx Dsgn.Force 1 31.30 8.54 8.54 31.30 8.54 5.55 11.10 8.54 8.54 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat.Force°of current level plus all levels above f MIN Req'd Force @ Level 0.20*S DS I*Wpx MAX Req'd Force @ Level 0.40*S Ds I*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi I SUM(x->n)wi, x=Current level,n=Top Level III III ATAm 0 = o N VAV C � -< = < X CD o a a CD g >a°ai it y l s R " r 6 v ya ,,,,.. x ,i' G %e 1i • > Y ' �' d/ f 3- '''',f'5':/:::;';'!'!"14` Uia e 4'�w" a°ff� �1 }rf t Y I 0Y aC ki 3 fY't7iRa ,u 5�, 71 CD fig. "�'w""l f^d 3 F Z �:' !33 CD ?>A 8 CO 1J_ CD ,HS, Y 0) V COAI L a CD N BN CD O N Q c • a) rt N) 0 J 0 • • 276 • IIIL1X M5 M6 �13 a4 fi17 N 2 1`12 `N6 1111 ,) 1 .� 5 ,Solution:Envelope Enayat Schneider Smith Fields Apartments-Pedestrian Bridges tds Jan 24, 2018 at 12:48 PM 17154 Bridge frame.r2d 277 Y -3.036k -3.036k • • 6.3k • 4111. I Loads: LC 2,(D+.14Sds)+L+EQ/1.4 Solution: Envelope 4110. Enayat Schneider Smith Fields Apartments-Pedestrian Bridges tds Jan 24, 2018 at 12:51 PM . 17154 Bridge frame.r2d 278 Company : Enayat Schneider Smith Jan 29, 2018 Designer : tds 10:39 AM Job Number : 17154 Fields Apartments-Pedestrian Bridges Checked By: • Global Display Sections for Member Calcs 5 Maxlnternal Sections for Merrber;Catcs :!;97 Include Shear Deformation Yes Merge`Tolerance([n) '= =42 ; P-Delta Analysis Tolerance 0.50% Hot Rolled Steel Code AISC :ASD 13th ColdiFormed Steel Code A[SI 9'9=ASD Wood Code NDS 91/97:ASD Wood Temperature Concrete Code ACI 2002 Number of Shear Regions 4 Region Spacing Increment(in) 4 Concrete Stress Block Rectangular Use,Cracked Sections Yes Bad Framing Warnings No Unused Force'Warnings Yes Hot Rolled Steel Properties Label E[ksij G[ksi] Nu Therm(\1E5 F) Density[k/ft^31 Yield[ksi] 1 A992 29000 11154 .3 .65 .49 50 2,. A500 Gr.46" - 2900011154- i-i, IIIHot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A[in21 I(90.270)[i...I(0.180)[in._ 1 Posts HSS5X5X6 Column SquareTube A500 Gr.46 Typical 6.175 21.674 21.674 2 Beam " HSS5X5X6 Beam SquareTube . .A 00 Gr 46 Typical 6.'175° 21.674= 2"1".674-- 3 Brace HSS4X4X4 VBrace SquareTube A500 Gr.46 Typical 3.365 7.788 7.788 Member Primary Data Label I Joint J Joint Rotate(deo) Section/Shape Type Design List Material Design Rules 1 M1 N1 N2 Posts Column SquareTube A500 Gr.46 Typical fN3 ;Posts` Column SquareTube A500:Gr.46 Typical. a-; 3 M3 N5 N6 Posts Column SquareTube A500 Gr.46 Typical Posts olutt n SquareTube A50(0,Gr.46 Typical_`, 5 M5 N3 N4 Beam Beam SquareTube A500 Gr.46 Typical 6' M6 ; N4 N7 :Beam.= , ,,;s Seam Sgtiar ub A500 Gr.46 Typ ief, 07 e'< ical,"� 7 M7 _ N1 N4 Brace VBrace SquareTube A500 Gr.46 Typical Brace VBraee0:-,,-SquareTube' A500 Gr.46 Typical =' Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical TOM Inactive 1 M1 Yes - .. _ 1 _ 3 - . M3 Yes PIN = -Yes411 5 M5 _ Yes 6" =IUI6 _ _ Yes`` 7 M7 PIN PIN Yes 8 M8 PIN PIN. . -Yes r<= RISA-2D Version 8.0.3 [E:\...\...\...\Calculations\Pedestrian Bridge\Bridge frame.r2d] Page 1 279 Company Enayat Schneider Smith Jan 29, 2018 Designer tds 10:39 AM Job Number 17154 Fields Apartments-Pedestrian Bridges Checked By: Hot Rolled Steel Design Parameters Label Shape Length[... Lb-out[ftj Lb-in[ft] Lcomo top...Lcomp bot... K-out K-in Cm Cb Out s...In sway Functi... 1 M1 Posts 8 12 12 12 12 Lateral 2 M2 Posts 12 12 12 12" 12 . Lateral 3 M3 Posts 8 12 12 12 12 Lateral 4 M4 Posts 1212 '12 - 12 = 12 ;11 Lateral 5 M5 Beam 4 8 8 8 8 Lateral 6 M6 Beam 4.; 8 _ 8 8 8 „ _ Lateral 7 M7 Brace 20.396 Lateral 8 M8 Brace 20.396 Lateral Joint Coordinates and Temperatures Label X[ft] Y[ft] Temp[F] 1 N1 0 0 0 3 N3 0 20 0 4 .` i N4`. = 4 = 20 4111, 0 5 N5 8 0 0 6 . . N6 4 "8 _ -8 .,° , 7 N7 8 20 0 Joint Boundary Conditions Joint Label X 1k/in] Y[k/in) Rotation[k-ft/rad] Footing 1 N1 Reaction Reaction N5,. ." Reaction w Reaction .�T _.. Joint Loads and Enforced Displacements (BLC 3 : Seismic) Joint Label L,D,M Direction Magnitude[k,k-ft in,rad k*s^2/ft) 1 N3 L X 9 Member Point Loads(BLC 1 : Dead) Member Label Direction Magnitudefk,k-ft) Location[ft,%] 1 M5 Y -1.56 1 -2---. _ M6 `'Y" -1.56 Member Point Loads (BLC 2 : Live) Member Label Direction Magnitude[k.k-ft] Location[ft,%] 1 M5 Y -1.32 1 2 ='x .M6 Y. = -1.32 3 Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 Dead DL -1 2 2 T Live _- _ LL = = - _2 - 3 Seismic EL 1 Load Combinations • Description Solve PD... SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 D+L Yes Y 1 1 2 1 RISA-2D Version 8.0.3 [E:\...\...\...\Calculations\Pedestrian Bridge\Bridge frame.r2d] Page 2 280 Company : Enayat Schneider Smith Jan 29, 2018 Designer : tds 10:39 AM Job Number : 17154 Fields Apartments-Pedestrian Bridges Checked By: III Load CombinationsContinued ( ) Description Solve PD... SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 2 (D+.14Sds)+L+.,. ;Yes Y 1 1.1 2 =1 3 .7 3 (.6D-.14Sds)+E... Yes Y 1 .5 F 3 .7 4 D.,,:; _ 1. 1 5 L 2 1 Envelope Joint Displacements Joint X lin] lc Y[in] Ic Rotation[rad] Ic 1 N1 max 0 3 0 3 0 1 2-_ . _ .= miii 0 ,1; 40 i..- _ . ,1.081a-3 =:2 3 N2 max .104 2 0 3 0 1 -f min 0=. __.-. . =:1 =.002 2 . 1.08e-3 .312 5 N3 max .259 2 -.001 3 -1.153e-4 3 6 : . min b.` .. _:'_ 1. = -.004- 0: ' :24 408e-4 2 7 N4 max257 2 -.001 3 0 1 8 min ;#0. 1 . _ -.0043'- 2 - k , q 2 • 9 N5 max 0 2 0 1 0 1 10 mii b 1= F0"at2 .-_ `"1074e-3 2 11 N6 max .103 2 0 3 0 1 :iit min -0- 1_2 -.©02 , . _ 2 l -1.073:-3 2 13 N7 max .257 2 -.001 3 4.408e-4 2 .x-14 - min. :•.,•1•.:::•1 _'.:•.-., ••• •..':::"."''''''''•'.0.71t1 '4.004- . E 2; '1 183e-4 . 3 00O r. Envelope Joint Reactions Joint X fkl Ic Y fkl Ic Moment fk-ftl Ic 1 N1 • max .241 1 3.618 1 0 1 2 �,:. ..min .T3:104 3Y.= -14.609 3 0 ry 3 N5 max -.241 1 19.627 2 0 1 -4 =_ r r Iril x: .-3.379 __.2 _ 3.618 1 _ 0 ". - 1 ._ 5 Totals: max 0 1 7.695 2 -=6 mini- 6.3'. 2. ._ : 2.298° 3 _ Envelope Member Section Forces Member Sec Axialfkl Ic Sheariki Ic Momentfk-ftl Ic 1 M1 1 max 2.441 2 0 • 2 0 1 2 min -.726 `.3 0 . �_ .t, 1 0.T - ..1 3 2 max 2.395 2 0 2 0 1 :4 = _- min 705 . 3 0 41: ,: 0 _2 5 3 max 2.349 2 0 2 0 1 - .6 is m+n_= - _ .684._`: 3 i= 0 1=? E 7 4 max 2.303 2 0 2 0 . . 1 - `= � t =. min'= � 663c�- "3 J _�1= r -001 2= 9 5 max 2.256 •2 0 2 • 0 1 mitt.: .642 -3 'y 0 • i 1 ._ _ ._-=x:002 2 ,: 11 M2 1 max 2.256 2 0 1 - 0 1 Efiii:.Z..... _ _ �-min =.642 -3 r.;0 2. " - .002 2 13 2 max 2.187 2 0 1 0 1 14 -;rrtin 4iit 61` 3_" IDS_ ,2 ? -.O01 4 • 15 3 max 2.118 2 0 1 0 1 16 IIi1n 379 6 2 0. 2 17 4 Max 2.048 2 0 1 8- • 0 1 1 19 5 max 1.979 2 , 0 1 0 1 RISA-2D Version 8.0.3 [E:\...\...\...\Calculations\Pedestrian Bridge\Bridge frame.r2d] Page 3 281 Company Enayat Schneider Smith Jan 29, 2018 Designer tds 10:39 AM Job Number 17154 Fields Apartments-Pedestrian Bridges Checked By: Envelope Member Section Forces (Continued) III Member Sec Axial k T_, Ic Shearfki Ic Moment k-ft lc -20 txaifti .516 ` 3 0 -2' b. 1 21 M3 • 1 max 2.441 2 0 2 0 1 • 22- f W_,= �rr'iin .726 3 0 1+r-. ',r 0 • 1 23 2 max 2.395 2 0 2 0 1 3 -.,min r -- .705`:=.. °i0 _.. 1;'t `. Y 1.;Q 25 max 2.349 2 0 2 0 min: - ,584 - 3 70 . b ., 27 4 max 2.303 2 0 2 0 1 2® . , 4 ' = .663 -:3 _` 0 107,_ 2 29 5 max 2.256 2 0 _ 2 0l 1 30 _ thin``'' ,642 3 0 1 -.002- 2 31 M4 max 2.256 2 0 1 0 1 32 Y min .„ -.))...•642 • 3 0 • -.002' 2 33 max 2.187 12 0 0 1 1'54 __ a. _= r ti tilitin 61' ' 3 .0 2 Atiligt-:001 2 3 Max2.118 2 35 0 1 0 1 86- t __ i ... rr r aita .579- .-0 4 0 37 4 max 2.048 2 0 0 m. ;547. 3_` - 0 39 5 max 1.979 2 0 1 0 1 =40 _ mi ` , e 5'16.:° .. -310 . , u - , zt0. _ . 1 41 • 1 max 6.304 2 1.979 2 0 1 42 M5r min 0ri.` .. 1 -;St1S fia 0t-=-' 1, 43 2 max 6.304 2 -.275 3 -.51 3 44 `., f= `tom -.min 0._ �`. 1v1.08 . ,,2' -1.968 . _,_ :-45 3 max 6.304 2 -.285 3 -.23 3 46. t ;_.g „thin _ .. . 0 . 1 1 -1':103 . 2 =.876 2 47 4 max 6.304 2 296 3 239 2 A8-, l,-g - , r ,iaxi4t 0: 1 4ii126 .is 2f, 06 3 49 5 max • 6.304 2 -.306 3 1.377 2 eilkillti0 -111 g-a 2 • ,_t 361; 3 51 M6 1 max 0 1 1.149 2 1.377 2 52 min _ AU4 - = .2 :,. ;.3060'N.' r-. �..=;361, 3 53 2 max 0 1 1.126 2 239 2 -.54i i, _ ;f ait 1. 3,t.X04 . 29$' =r . ,y3 r,h- , .-._ 6 3 55 3 max 0 1 1.103 2 -.23 3 '',56 r ;s ruin ie-k 604 2 :-=i.285- .i .;x=.3 _ :... .87 2 57 4 max 0 1 -.505 3 -.51 3 , . t _ * - ',1955 - 2 F1. - , 8 2 - _- ___... �traan = . .0�4 2 � 1 96 59 5 max 0 1 -.516 0 1 60 .w ,.. ti_ i..-_ : mita -.004 . 2_ .. -=1.979._.,,., 2.F+r. _ .. 0 _ `:i.--;1.;11,-P.:1!,--; 61 • M7 1 max 1.343 1 .025 2 0 1 x62. ._ = :;. mita . i -15.646 3 :011 =E:..� 3 0 1 63 2 max 1.286 1 • .013 2 -.0443 =64 ' : . .; ,t '�` 'i, train_ . ., -15.675 . 3 006 3 -096 R 2--_ 65 3 max 1.229 1 0 1 -.058 3 66 ,..-�`. -:iaaan, = -15.704 30 =6 -:128 2 .". ...: 67 4 max -r. 1.171 1 -.006 -.044 3 68 ; _ .",.�'q;_.,. n . .. -15:73 _= -:01 2 ..� -:096. 2 69 5 max 1114 1 .011 3 0 1 ] 15.761 , 3_ X025 02 L ._ 0 1 ^'7'� � '''�' - �.'_ _�:�� ,-"�r.•_ --titin �. 71 M8 1 max 17.264 2 .025 20 1 =72 . .. _i, igiiii4ra. . g 1:x'14 ._ ,. 1 :011 l ,. _-.3_ , ,. ._ 0 1 • 73 2 max 17.326 2 .013 2 -.044 3 ?.74 :.. itri n 1.ritt . : 1 x=5006;. E��_ N := :-096 c. :2 5 ,=. 75 3 -^ max 17.389 2 0 1 -.058 3 76. _ . T train 1.220* 1 ;0 -~1 .128 ..,. _ 2 RISA-2D Version 8.0.3 [E:\...\...\...\Calculations\Pedestrian Bridge\Bridge frame.r2d] Page 4 282 Company Enayat Schneider Smith Jan 29, 2018 Designer tds 10:39 AM Job Number 17154 Fields Apartments-Pedestrian Bridges Checked By: III Envelope Member Section Forces (Continued) Member Sec Axial[k] Ic Shearjk] . Ic Momentfk-ft] Ic 77 4 max 17.452 2 -.006 3 -.044 3 78 min,�:�." 1.286' - 1 -013. - -:2, -.096' 2 79 5 max 17.515 2 -.011 3 0 1 ,.-130---- min 1.343 , 1 -.025 -_ . . 2 0 ; ' 1 Envelope Member Section Deflections Member Sec x in Ic in Ic L/ Ratio Ic . 1 M1 1 max 0 1 0 1 NC 1 2 - -, min -_§" 0 N F-, 1. -- 3 2 max 0 0 NC 1 4 ' f" min , -.026 fi , x,.. NC ':` 2_ 5 3 max 0 0 NC 1 6 . .- 72min 1.i 2 :..-.05-201_4 :-..' _,“:2'1.-!..F,:ii,i.,:;:',,,146V--4,4"1 7 4 max 0 3 0 1 NC 3 .� inga 61 2 -.078- - ,.v _ =2 , 2 9 5 max 0 3 0 1 NC 1 10 - ' min .002 2 -.1-04;! :F.-dT,', _, " , , NC 2 11 M2 max 0 3 0 1 NC 1 12. , .. 4i.. mmi- , . -.002 2 13 max ,0 3 0 1 NC 1 14 :::‘.':',"':'.''.'--1•?'',--;----.' .1.'',.'`::':' -,'•'7'.-- --- ---_-_'ffiiii =.002 2 .143 2-=_'.''''.. .._- NC h 2 15 max 0 3 - 0 1 T NC - 1 • 16 mini X003_ 2 .181 2 _':i ; (3'�' � 17 4 max 0 3 0 1 NC 1 t$ . _,_ ..iiia .003: 2 . _ . -.22 2NC t 19 5 max -.001 3 0 1 NC 1 20. _ ,7 iin -..--'100111-10 '.-=-:_ _ ..259 2 �,, A1C-. 2 .- 21 M3 1 max 0 1 0 1 NC 1 23 2 max 0 3 0 1 NC 1 24 . r .,- r . min ii ?':°.tJ_ ..v' . =2-,. .: ..026 _ .... ,iC< . . .,.2 25 3 max 0 30 1 NC 1 26 minwi .0 .. 2 0:52 .2i °r NC 2 27 4 max 0 3 0 1 NC 1 28 , . ,F'-'-._---. `a: min -._` .001 .. 2 •.077.., , 2,"�±I Y . NC 2 29 5 max 0 3 0 1 NC 1 =30 _. minr, `-.002 2 -..103.. - 62. :NC-{ ._ =2 31 M4 1 max 0 3 0 1 NC 1 '32--_ _ .x _ 'min ' x.002 .� '2 • -.103 .. 2.: _:._. : NC : - -= 2. 33 2 max 0 3 0 1 NC 1 34- min: . . , = 02,'v 2 = x.142 2 .G i N 35 3 max 0 3 0 1 NC 1 36----e. ..rnhi' X003 �L,k-2 _ ._ '.,-:Tt tti .,l:-. . 2IYC.-..- ! 2 37 4 max 0 3 0 1 NC 1 '38 1, -_emir►. -.003_E` ,i!2' - .2'19 , ., 2 NC --2 39 5 max -.001 3 0 1 NC 1 r40 .. _ _i,_'_-- _ min .: _T ._, .004-1 . 2.._ ...v- - -,257_ I., a. 2vti NC • 2 41 - M5 - - - 2. 1 max .259 2 -.001 3 NC 3 -42 .t min f 0 , 1 . -.004 Z2=� . NC - ;2=. 43 2 max .259 2 -.002 3 NC 3 44 . , __.. . , - ,' riiiii . 0 -.1 .008 .. -r�2�- NC" .'54..:-.:-,_-_,,,,,,:,t ill45 3 „.,_, max 2582 -.002 3 NC 3 46� -W, min 0.=, ..- =:008 ` ' _ 2 r . NC 47 4 max 258. 2 -.002 3 , NC 3 .48:= - :-----1---- •'-.1,l-f-1`-t-'4,i'.E,,,,T ..,...;--:.t-:.•iii_ir0 --1 -:006. 2 raw NC= 2 T. 49 , 5 max .257 2 -.001 3 NC 3 RISA-2D Version 8.0.3 [E:\...\...\...\Calculations\Pedestrian Bridge\Bridge frame.r2d] Page 5 283 Company Enayat Schneider Smith Jan 29, 2018 Designer tds 10:39 AM Job Number 17154 Fields Apartments-Pedestrian Bridges Checked By: Envelope Member Section Deflections (Continued) III Member Sec x lint Ic_ y(in] Ic Uy Ratio Ic 50 2 . ::::::•,:,;4111111-:'. '"'''"1: 0 1 -.004. 2 .y 1WC 4 `2 51 M6 1 max .257 2 -.001 3 NC 3 :52- ?, llmin,_ '= 0 1 ::004..: 2§114, -.onC _7f4 53 2 Max .257 2 -.002 3 NC 3 ,l1154__... .tiro` `- R -:0 '..•••••,:1.7:n&:' _:].` . :006_.. 1 F.. SMC .r.= 2.".:- 55 3 max .257 2 -.002 3 NC 3 • 6 miniii4 Et,. 0 11n - :008 - 2tiNC 2: 57 4 max .257 2 -.002 3 NC 3 5$ =,r:_ min x _ =.008 2 NC=' 2 59 5 max .257 2 -.001 3 NC 3 =6Q 4g mm 0: ; 1 .004 2 tf1C- .2 �, � - � -111,1 _ 61 M7 1 max 0 1 0 1 NC 1 P x62 �.,� , ., min.;- 0. � � . .n,_ �.i.-- � _ 0 1 , NC= 63 2 max .012 _ 3 -.028 1 8874 369 1 . - atm (IA1094 a '' 2. _-8067:608Eitt2 '� • 65 3 max .025 3 -.039 1 6322 988 1 66_ . i. _ Thlft " 1002- 1 11.69 . _ 2 7 $-17T.�r . _-- - 67 4 Max .037 3 -.028 1 8874.369 1 ij mtnrvxtl _- .003 i 1 :22 , 5 :8067;608 ... ..%gig,. 69 5 max 049 3 0 1 NC 1 =70 . :k .N_ min is °` . ,i ii).1j4: =1 -.258._ ,h l.. . :`f NC it :2.: 71 M8 1 max .055 2 .252 3 972.347 3 '42Si.. i ..i; t. imm- : n04-W, 1 0 .. 1 _. NC.. . . 1 73 _ 2 max .041 2 .175 3 1398.626 3 $174 - mtn 003 1 -.028 1 88744 3601 1 75 3 max .027 2 .107 3 2298.094 3 7B �`.' .r. ... 1n .., : .002`,,,,,. , 1 , -.039 �.�`. 1��-. 632'2:988 :;,„.��; .3 111 77 4 max .014 2 .049 3 4980.877 3 78: xrrTiiil 0 1 -028 1,°" ` 1 874.369 - `. ft 79 5 max 0 1 0 1 NC 1 80 1'mrr FUlli , . 0 1 .'. 0 ltS NC - ==.1 Envelope AISC 13th ASD Steel Code Checks Member Shape Code Check Loc[ft] Ic Shear... Loc[ft] Ic Pnc/om[k] Pnt/om[k] Mn/om[k-...Cb LRFD E... 1 M1 HSS5X5X6 .011 0 2 .000 0 2 114.315 170.097 24.276 , 1 H1-lb 2 M2 d< HSS5X5X6.. 010 = 0.4" . 2 .000 .- 0 2 i' 114.315 170.097. 24.276. 1 •H'I 1 b' 3 M3 HSS5X5X6 011 0 2 .000 0 2 114.315 170.097 24.276 1 H1-1 b 4 i-= A714" `_1SS5X5X6 r-_°: 0 2 . ' -•:i. .0_: ':ii-9:. 114*395:Y8.097 24.276'. 1 l'19,M1:15 5 M5 HSS5X5X6 .103 1 2 .043 0 2 142.557 170.097 24.276 1 H1-1 b g MI6 :0 HSS5X5X6, T .0T87i30-,4 .,t043..,. ;'4 . 2 142:55'7 '170:()97 244:27 Al`.HI li.b: 7 M7 HSS4X4X4 .092 10.41 2 .001 20.396 2 19.542 92.677 10.752 H1-1 b :118, ' M8 HSS4X4X4? -_ 901 i3 385,12 ,:001' 2O3962`; 19542 92.677 1075211 •.. Hl-la. v le. 0 I( III RISA-2D Version 8.0.3 [E:\...\...\...\Clculations\Pedestrian Bridge\Bridge frame.r2d] Page 6 Enayat Schneider Smith Engineering Project Title: Fields Apartment-Pedestrian Bridges 3141 Walnut Street,Ste 203A Engineer: tds Project ID: 171584 Denver,Colorado 80205 Project Descr: 720-904-1234 Printed:29 JAN 2018,2:49PM File=E:lProjects12017117154(FiieldsApariments-File Combined Footing ENERCAIC,INC.1983-2017,BuiId:10.17.12.1d,Ver.10.17.12.10 Lip.#:KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Bridge footing Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 . General Information Material Properties Analysis/Design Settings 1 fc:Concrete 28 day strength 3 ksi Calculate footing weight as dead load? Yes fy:Rebar Yield 60 ksi Calculate Pedestal weight as dead load? Yes 1 Ec:Concrete Elastic Modulus 3122 ksi Min Steel%Bending Reinf(based on'd') Concrete Density 145 pcf Min Allow%Temp Reinf(based on thick) 0.0018 4, :Phi Values Flexure: 0.9 Min.Overturning Safety Factor 1.50:1 Shear: 0.75 Min.Sliding Safety Factor 1.50:1 -Soil Information _ Allowable Soil Bearing 2 ksf Soil Bearing Increase Increase Bearing By Footing Weight No Footing base depth below soil surface 2.50 ft Increases based on footing Depth.... Soil Passive Sliding Resistance 200.0 pcf Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 0.3 Increases based on footing Width... Allowable pressure increase per foot ksf when maximum length or width is greater than ft Maximum Allowed Bearing Pressure 10 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing 2.0 ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) ill Dimensions&Reinforcing Distance Left of Column#1 = 4.0 ft Pedestal dimensions... As As Between Columns = 8.0 ft Bars left of Col#1 Count Size# Provided Req'd Distance Right of Column#2 = 4.0 ft Col#1 Col#2 Bottom Bars 13.0 8 10,270 4.990 inA2 Total Footing Length = 16.0 ft Sq.Dim. = 0.10 0.10 in Top Bars 13.0 8 10.270 0.0 inA2 Height = 0.10 0,10 in Bars Btwn Cols Footing Width = 5.50ft Bottom Bars 13.0 8 10.270 10.214 inA2 Footing Thickness = 42,0 in Top Bars 13.0 8 10.270 8.580 inA2 Bars Right of Col#2 Rebar Center to Concrete Edge @ Top = 3 in Bottom Bars 13.0 8 10.270 10.312 inA2 Rebar Center to Concrete Edge @Bottom = 3 in Top Bars 13.0 8 10.270 8.580 inA2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward = 2.30 1.30 -27.80 k Moment(+CW) = k-ft Shear(+X) = 5.60 k Applied @ Right Column Axial Load Downward = 2.30 1.30 27.80 k Moment(+CW) = k-ft Shear(+X) = 5.60 k Overburden = Enayat Schneider Smith Engineering Project Title: Fields Apartment-Pedestrian Bridges 3141 Walnut Street,Ste 203A Engineer: tds Project ID: 171585 Denver,Colorado 80205 Project Descr: 720-904-1234 Printed:29 JAN 2018,2:49PM Cpi,,,,k; l@I F in --',F:4-=','1.,! X14 EA'Qec ?1754_feIdsApars-OtakCalculatlonsPedest'ianBndge1SrM1ge CQOgr,. . ,, , _T eC6 `„ , , T- - ''INERGALC;INC.1983-2017,Build 10.17.12.10 Ver.1Ua71210 Lic.#: KW-06009534 Licensee:Enayat Schneider Engineering Inc Description: Bridge footing DESIGN SUMMARY Design N.G. Factor of Safety Item Applied Capacity Governing Load Combination PASS 1.605 Overturning 195.769 k-ft 314.288 k-ft +0.60D+0.70E PASS 1.569 Sliding 7.840 k 12.304 k +0.60D+0.70E PASS 2.519 Uplift 19.460 k 49.016 k +0.60D+0.70E Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.9903 Soil Bearing 1.981 ksf 2.0 ksf +0.600-0.70E PASS 0.07462 1-way Shear-Col#1 6.131 psi 82.158 psi +0.75200-E PASS 0.07462 1-way Shear-Col#2 6.131 psi 82.158 psi +0.7520D+E PASS 0.03296 2-way Punching-Col#1 5.415 psi 164.317 psi +0.7520D-E PASS 0.03765 2-way Punching-Col#2 6.187 psi 164.317 psi +1.348D+0.50L-E PASS 0.6829 Flexure-Left of Col#1-Top -1,173.13 k-ft 1,717,78 k-ft +0.7520D+E FAIL 1.004 Flexure-Left of Col#1-Bottom 1,724.48 k-ft 1,717.78 k-ft +1.348D+0.50L-E PASS 0.6703 Flexure-Between Cols-Top -1,151.46 k-ft 1,717.78 k-ft +0.7520D-E PASS 0.9948 Flexure-Between Cols-Bottom 1,708.89 k-ft 1,717.78 k-ft +1.348D+0.50L-E PASS 0.6829 Flexure-Right of Col#2-Top -1,173.13 k-ft 1,717.78 k-ft +0.7520D-E FAIL 1.004 Flexure-Right of Col#2-Bottom 1,724.48 k-ft 1,717.78 k-ft +1.348D+0.50L+E III III 286 Company: ESS Date: 1/30/2018 SIMPSON Anchor DesignerTM Engineer: tds Page: 1/5 Software Project: Fields A artments ip � �7` Version 2.4.5673.11 Address: p Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location:Bridge Frame Base Customer e-mail: Fastening description:Base Plate Comment: Upward force 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-11 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):42.00 State:Cracked Anchor Information: Compressive strength,f.(psi):3000 Anchor type:Bonded anchor 4Pc,v: 1.2 Material:F1554 Grade 36 Reinforcement condition:A tension,A shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch): 15.000 Reinforcement provided at corners:Yes Code report: IAPMO UES ER-263 Do not evaluate concrete breakout in tension:No Anchor category:- Do not evaluate concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete hmin(inch): 18.75 Inspection:Periodic cap(inch):25.22 Temperature range,Short/Long: 150/110°F Cmin(inch): 1.75 Ignore 6do requirement: Not applicable Smin(inch):3.00 Build-up grout pad:No Load and Geometry Base Plate Load factor source:ACI 318 Appendix C Length x Width x Thickness(inch): 11.00 x 16.00 x 0.81 Load combination: U=0.9D+1.0E Yield stress:36000 psi 411) Seismic design:Yes Anchors subjected to sustained tension:No Z Profile type/size:HSS5X5X3/8 Ductility section for tension:D.3.3.4.2 not applicable Ductility section for shear:D.3.3.5.2 not applicable Do factor:not set 17370 lb Apply entire shear load at front row:No Anchors only resisting wind and/or seismic ° rc! <Figure 1> ., � 42". Heil �, �$ �` ,,S / ` S f 0 ft-lb IIAI O ezi ' • `--- 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 287 SIMPSON company: ESS Date: 1/30/2018 Anchor DesignerT"' Engineer: tds Page: 2/5 software Project: Fields Apartments is Version 2.4.5673.11 Address: ® Phone: E-mail: 0 <Figure 2> SID, � o�� N 410 e t, ... {1 1 12.00 I 12.00 Recommended Anchor Anchor Name:AT-XP®-AT-XP w/3/4"0 F1554 Gr.36 Code Report:IAPMO UES ER-263 l } .3 ‘ jb' b1 <ry t� j i Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked far plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 288 SIMPSON Anchor Designer TM Company: ESS Date: 1/30/2018 Engineer: tds Page: 3/5 Software • Project: Fields Apartments � V Version 2.4.5673.11 ® Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) Vuax(Ib) Vuay(Ib) 1J(Vuax)2+(Vuay)2(Ib) 1 2895.0 0.0 933.3 933.3 2 2895.0 0.0 933.3 933.3 3 2895.0 0.0 933.3 933.3 4 2895.0 0.0 933.3 933.3 5 2895.0 0.0 933.3 933.3 6 2895.0 0.0 933.3 933.3 Sum 17370.0 0.0 5600.0 5600.0 Maximum concrete compression strain(%a):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb): 17370 01 02 03 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 06 )__4_____10.._y 5 04 0 4.Steel Strength of Anchor in Tension(Sec.D.5.1) Nsa(Ib) 0 gNsa(Ib) 19370 0.80 15496 5.Concrete Breakout Strength of Anchor in Tension(Sec. D.5.2) Nb=ko l4f'chef'(Eq.D-6) kc Aa fc(psi) her(in) Nb(Ib) 17.0 1.00 3000 8.000 21069 0.750Ncbg=0.750(ANc/ANce)Yec,aWed,NTo,NPcp,NNb(Sec.D.4.1 &Eq.D-4) ANc(in2) AN.(in2) Vie c,N Vied,N 1C,N Y'cp,N Nb(Ib) 0 0.750Ncbg(Ib) 1152.00 576.00 1.000 1.000 1.00 1.000 21069 0.85 26863 6.Adhesive Strength of Anchor in Tension(Sec.5.5) rk,cr=Tk,crfshort-termKsatclN.seis Tk,cr(psi) fshort-te,n Kam IXN.seis rk,cr(psi) 950 1.00 1.00 0.85 808 Nba=2 arcnrdaher(Eq. D-22) A.a rcr(psi) da(in) her(in) Nba(Ib) 1.00 808 0.75 15.000 28539 0.75 fNag=0.75¢(ANa/ANao)-ec,Na Ped,Na-cp,NaNba(Sec. D.4.1 &Eq.D-19) ANa(in2) ANaO(in2) r ec,Na 9ted,Na 'cp,Na Nba(lb) 0 0.750Na9(lb) 838.60 362.05 1.000 1.000 1.000 28539 0.65 32226 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 289 SIMPSONCompany: ESS Date: 1/30/2018 Anchor Designer TM Engineer: tds Page: 4/5 Software Project: Fields Apartments � t -, .-,, Version 2.4.5673.11III Address: ix Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.D.6.1) AA Vsa(Ib) gtgmui q1 aV,sais ygroutctV,seisOVsa(Ib) 11625 1.0 0.75 0.85 7411 9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.2) Shear perpendicular to edge in y-direction: Vby=min17(le/da)b•24daAaJf'ccall•5;9Aa\f'cCa11•51(Eq.D-33&Eq.D-34) le(in) da(in) A. f'.(psi) cal(in) Vby(Ib) 6.00 0.75 1.00 3000 24.00 57959 ffbVcbgy=0(Avc/Avc.)Y'ec,V f'ed,VY5,V Ph,VVby(Sec. D.4.1 &Eq.D-31) Avc(in2) Avco(in2) Pec,V Y'ed,V Wc,V Y'h,V Vby(Ib) 0 c/Vcbgy(Ib) 1152.00 2592.00 1.000 0.800 1.200 1.000 57959 0.85 21020 Shear parallel to edge in y-direction: Vbx=min17(la/da)024daila4f'cca115;9Aa,fcca1151(Eq.D-33&Eq.D-34) Ie(in) da(in) Aa 1'.(psi) cal(in) Vbx(Ib) 6.00 // 0.75 1.00 3000 12.00 20492 glVcbgy=0(2)(Avc/Avc.)Wec,vVied,vY'.,vWh,vVbx(Sec. D,4.1 &Eq.D-31) Avc(in2) Av..(in2) y'ec,V Ped,v y'c,v Wh,v Vbx(Ib) 0 0Vcbgy(Ib) 648.00 648.00 1.000 1.000 1.200 1.000 20492 0.85 41803 10. Concrete Pryoutg Strength of Anchor in Shear(Sec.D.6.3) III '>, 0v,„9=0 minikcpNag;kcpNcbgl=0 minikcp(ANa/ANag)Y'ec,Na Wed,Na Wcp,NaNba.;kcp(ANc/ANco)Vec,N y'ed,N y'c,NTcp,NNbl(Eq. D-41) kcp AN.,(in2) ANao(in2) Y'ed,Na Wec,Na Vcp,Na Nba(Ib) Na(Ib) 2.0 838.60 362.05 1.000 1.000 1.000 28539 66105 AN.(In2) Am.(in2) Wec,N Ped,N 9'c,N Pxp,N Nb(Ib) Ncb(Ib) 0 1152.00 576.00 1.000 1.000 1.000 1.000 21069 42138 0.75 cVcpg(lb) , 63207 11.Results Interaction of Tensile and Shear Forces(Sec.D.7) Tension Factored Load, N.(Ib) Design Strength,0Nn(Ib) Ratio Status Steel 2895 15496 0.19 Pass Concrete breakout 17370 26863 0.65 Pass(Governs) Adhesive 17370 32226 0.54 Pass Shear Factored Load,V.(Ib) Design Strength,oV,(Ib) Ratio Status Steel 933 7411 0.13 Pass T Concrete breakout y+ 5600 21020 0.27 Pass(Governs) ll Concrete breakout x+ 2800 41803 0.07 Pass(Governs) Pryout 5600 63207 0.09 Pass Interaction check N./ON. Vua/OVn Combined Ratio Permissible Status • Sec. D.7.3 0.65 0.27 91.3% 1.2 Pass Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 290 SIMPSON Anchor Designer TM Company: ESS Date: 1/30/2018 Engineer: tds Page: 5/5 Software • �r '1e< Project: Fields Apartments „, Version 2.4.5673.11 Address: Phone: E-mail: AT-XP w/3/4"0 F1554 Gr.36 with hef=15.000 inch meets the selected design criteria. 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast-in-place anchor is waived per designer option. -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of D.3.3.4.3 for tension need not be satisfied-designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of D.3.3.5.3 for shear need not be satisfied-designer to verify. -Designer must exercise own judgement to determine if this design is suitable. Refer to manufacturer's product literature for hole cleaning and installation instructions. • • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 291 PROJECT A 41 3141 Walnut Street,Suite 203R Dena;Colorado 09205 PROJECT# BY Enayat Schneider j E120]904-1234 Smith OME PARE Engineering, Inc. A 1) .-t- P., ct 4.0 E.pcf P6 a petzs 2.00p 4,4' • t P 181, 2004p_af SH to;-1 E o um.= )3."5 11-1/2. 1.641T , Po Pt: 3 f ur4.6f4e, 106D f j 2u & l 4 '1 ,S 2'.6.6 E W, EF ,. 6 AP ' • • 0 CHECKED BY: DATE. Enayat Schneider Smith Engineering Title Fields Apartments Page: 1 292 3141 Walnut Street,Ste 203A Job#: Dsgnr: tds Date: 29 JAN 2018 720-904-1234 Description.... Pedestrian bridge abutment chis Wall in File:e:\projects\2017\17154(fields apartments-otak)\calculations\pedestrian bridge\di RetainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: Enayat Schneider Smith Engineering Inc. Criteria r Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 36.00 in = z IA 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 = 0.400 >' Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 0 _Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 100.0 psf Lateral Load = 5,500.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ..,Height to Top = 6.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 5.90 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Seismic(E) Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil 0.0 ft Axial Dead Load = 1,600.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 1,300.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I illMethod :Uniform Uniform Seismic Force = 45.500 Multiplier Used = 6.500 Total Seismic Force = 318.500 (Multiplier used on soil density) Stem Weight Seismic Load ` Fp/WP Weight Multiplier = 0.280 g Added seismic base force 352.8 lbs • Enayat Schneider Smith Engineering Title Fields Apartments Page: 2 293 3141 Walnut Street,Ste 203A Job#: Dsgnr: tds Date: 29 JAN 2018 720-904-1234 Description.... Pedestrian bridge abutment This Wall in File:e:\projects\2017\17154(fields apartments-otak)\calculations\pedestrian bridge\di III RetainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To : Enayat Schneider Smith Engineering Inc. Design Summary I Stem Construction r Bottom - As<Min% N Wall Stability Ratios Design Height Above Ftg ft= 0.00 /�5/h�A c , 0 6 2 A,�) Overturning = 2.42 OK Wall Material Above"Ht" = Concrete Sliding = 1.76 OK Design Method = LRFD ( LI �l 1 c Thickness = 24.00 Total Bearing Load = 7,253 lbs Rebar Size = # 5 ...resultant ecc. = 8.74 in Rebar Spacing = 12.00 Soil Pressure Toe = 1,971psf OK Rebar Placed at = Edge S r EvJ1 @ Design Data Soil Pressure @ Heel = 349 psf OK fb/FB+fa/Fa = No Good Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,760 psf ACI Factored @ Heel = 489 psf Strength Level lbs= 2,640.5 Footing Shear @ Toe = 24.9 psi OK Moment. Levelal e Service ft-#= Footing Shear @ Heel = 4.5 psi OK Strength Level ft-#= 8,535.9 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 30,526.3 Lateral Sliding Force = 2,153.4 lbs Shear Actual less 100%Passive Force=.- 1,500.0 lbs Service Level psi= less 100%Friction Force = - 2,296.0 lbs Strength Level psi= 9,9 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 22.19 Masonry Data fm psi= Fspsi= • Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 300.0 Load Factors Short Term Factor = Building Code IBC 2012,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 3,000.0 Seismic, E 1.000 Fy psi= 60,000.0 III Enayat Schneider Smith Engineering Title Fields Apartments Page: 3 294 3141 Walnut Street,Ste 203A Job#: Dsgnr: tds Date: 29 JAN 2018 720-904-1234 Description.... Pedestrian bridge abutment likhis Wall in File:e:\projects\2017\17154(fields apartments-otak)\calculations\pedestrian bridge\di RetainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To :Enayat Schneider Smith Engineering Inc. Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0867 in2/ft (4/3)*As: 0.1157 in2/ft Min Stem T&S Reinf Area 3.456 in2 200bd/fy:200(12)(22.1875)/60000: 0.8875 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.576 in2/ft 0.0018bh:0.0018(12)(24): 0.5184 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.5184 in2/ft #4@ 4.17 in #4@ 8.33 in Provided Area: 0.31 in2/ft #5@ 6.46 in #5@ 12.92 in Maximum Area: 3.6069 in2/ft #6@ 9.17 in #6@ 18.33 in Footing Dimensions &Strengths I Footing Design Results Toe Width = 2.13 ft Toe Heel Heel Width = 4.13 Factored Pressure = 2,760 489 psf Total Footing Width = 6.25 Mu':Upward = 5,650 1,686 ft-# Footing Thickness = 12.00 in Mu':Downward = 1,301 2,556 ft-# Mu: Design = 4,350 870 ft-# Key Width = 0.00 in Actual 1-Way Shear = 24.92 4.55 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 43.82 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 12.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Other Acceptable Sizes&Spacings Toe: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 S Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.62 in2 Min footing T&S reinf Area per foot 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 1,402.5 5.19 7,275.5 Surcharge over Heel = 170.1 3.50 595.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 550.0 6.95 3,822.5 Axial Dead Load on Stem= 1,600.0 3.13 5,000.0 Load @ Stem Above Soil = *Axial Live Load on Stem = 1,300.0 3.13 4,062.5 Seismic Earth Load = 223.0 3.50 780.3 Soil Over Toe = 1.06 Seismic Stem Self Wt = 352.8 4.00 1,411.2 Surcharge Over Toe = Total 2,153.4 O.T.M. 8,610.3 Stem Weight(s) = 1,800.0 3.13 5,625.0 Earth @ Stem Transitions= = = Footing Weighl = 937.5 3.13 2,929.7 Resisting/Overturning Ratio = 2.42 Key Weight = Vertical Loads used for Soil Pressure= 7,252.5 lbs Vert.Component = 6.25. Total= 5,740.0 lbs R.M.= 20,830.2 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. • Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Enayat Schneider Smith Engineering Title Fields Apartments Page: 4 295 3141 Walnut Street,Ste 203A Job#: Dsgnr: tds Date: 29 JAN 2018 720-904-1234 Description.... Pedestrian bridge abutment This Wall in File:e:\projects\2017\17154(fields apartments-otak)\calculations\pedestrian bridge\di • RetainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: Enayat Schneider Smith Engineering Inc. Tilt ' Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.053 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. • • • .,E-.9 +� ''� '"i - '. . - = .--t±1:zi;o5$..t 0 aa1 r----- 111 i°e°e°sei°i°s°s°s°s°esaiiis '� + °`°A*•°04.0°°°Ae/+04!00+4AA°e°ie9+B # • X•:..A.•.4.0..0.0°.....,:.,:*:e ****•°.:•:•:..*.•00°0°AA000AA°AAO•°0 :°+0.0.°AA:A:A:A:A'A:°;e0000.0:A:A1°0® ..!0'.<:,:...,..•••••.• e<e.°•'0.4.4,050000A44@+0:0 040+4.*.+e 44 ee se0�s'p,0,0.4.Ae00s. nG£ +6°Oe4°A°A°040+f*OAA°0°A°A•A°0°0°A+D°° 000004.000040140101♦ e'.:.:':'':....****:.X.:.:+040,:•:,•:•:A °° °e°o°i°o°° o 004***ti 00°00404°••• l�,9 - 0e0•1.e4441o4*se0a.0° .0040°040e00*•°e4e°44As•e+•1e+0eoA4°4o04♦°f•40.4+0+1 .+0°e1400444400a0•4°aA° `nA°A;+404001••004.04,,•„.01.+4.ee4, 0! 1••00 *.*°0A°44°••A°•00°s•40A1oH4°1e - - -- • ••oeel*4*4eseless♦ -- .ieoe•o•oosesssss**s ss•see**s44*4ese°,d�� S . • O°eA e4ss*e4*oe ' -.;::.>: :::«...x..4: 00° y.1*14e00***104 • t 5 fl .6., • 963 297 • 100 • GOpsf '''.,:. 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" 3..5.. ..E E Q = 5I 1 ,. f ✓ \o PASS I. 2OUp Cf � �..�. ionT ,a..S V:01 id/ 13J !`'i 2 ?6 0 4 i \4 jt • 5 ' . . oro pp a s S.B.V.. = 240 p c T 135.,0.1 = z 6120....p..s co \-k, Q • O CHECKED BY: DATE: Use menu item Settings>Printing&Title Block Title Fields Apartments-Ditch Page: 1 299 to set these five lines of information Job#: Dsgnr: tds Date: 25 JAN 2018 for your program. Description.... 720-904-1234 This Wall in File:e:\projects\2017\17154(fields apartments-otak)\calculations\pedestrian bridge\di III (c)1987-2017, Build 11.17.07.27 License :KWW-06062107 CantileveredRetaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 Licen License To: Enayat Schneider Smith Engineering Inc. Criteria I Soil Data -I j Retained Height = 3.50 ft Allow Soil Bearing = 2c,000.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.00 ft Active Heel Pressure = 35.0 psf/ft kl Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in /% Passive Pressure = 200.0 psf/ft j Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf / Soil Density,Toe = 0.00 pcf FootingilSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads ` Lateral Load Applied to Stem 1 Adjacent Footing Load _ Surcharge Over Heel = 0.0 psf Lateral Load = 23.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 3.50 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Seismic(E) Axial Load Applied to Stem � (Service Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction rBottom Bar Lap/Emb Wall Stability Ratios Design Height Above Ftg ft= 0.00 III Overturning = 2.05 OK Wall Material Above"Ht" = Masonry Slab Resists All Sliding! Design Method = ASD Thickness = 6.00 Total Bearing Load = 671 lbs Rebar Size = # 4 ...resultant ecc. = 4.89 in Rebar Spacing = 32.00 Rebar Placed at = Center Soil Pressure @ Toe = 460 psf OK Design Data Soil Pressure @ Heel = 27 psf OK fb/FB+fa/Fa = 0.780 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= 294.9 ACI Factored @ Toe = 645 psf Strength Level lbs= ACI Factored @ Heel = 38 psf Moment....Actual Footing Shear @ Toe = 8.1 psi OK . ServviceiceLevel ft-#= 391.0 Footing Shear @ Heel = 3.4 psi OK Strength Level ft-It= Allowable = 75.0 psi Moment Allowable = 501.0 Sliding Caics Lateral Sliding Force = 384.3 lbs Shear Actual Service Level psi= 4.4 Strength Level psi= Shear Allowable psi= 44.5 Anet(Masonry) in2= 67.50 Rebar Depth 'd' in= 2.75 Masonry Data fm psi= 1,500 Fs psi= 32,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 NOT considered in the calculation of soil bearing Wall Weight psf= 58.0 Load Factors Short Term Factor = 1.000 Building Code IBC 2012,ACI Equiv.Solid Thick. in= 5.60 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD III Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= Seismic,E 1.000 Fy psi= Use menu item Settings>Printing&Title Block Title Fields Apartments-Ditch Page: 2 300 to set these five lines of information Job#: Dsgnr: tds Date: 25 JAN 2018 for your program. Description.... 720-904-1234 This Wall in File:e:\projects\2017\17154(fields apartments-otak)\calculations\pedestrian bridge\di etainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: Enayat Schneider Smith Engineering Inc. Footing Dimensions &Strengths I _ Footing Design Results Toe Width = 1.75 ft Toe Heel Heel Width = 1.00 Factored Pressure = 645 38 psf Total Footing Width = 2.75 Mu':Upward = 790 9 ftp# Footing Thickness = 8.00 in Mu':Downward = 210 109 ft-# Mu: Design = 580 100 ft-# Key Width = 0.00 in Actual 1-Way Shear = 8.06 3.39 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.48 in2 Min footing T&S reinf Area per foot 0.17 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 13.89 in #4@ 27.78 in #5@ 21.53 in #5@ 43.06 in #6@ 30.56 in #6@ 61.11 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ftp# OHeel Active Pressure = 303.8 1.39 422.0 Soil Over Heel = 192.5 2.50 481.3 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 80.5 2.42 194.5 Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 384.3 O.T.M. 616.5 Stem Weight(s) = 203.0 2.00 406.0 Earth @ Stem Transitions= Footing Weight = 275.0 1.38 378.1 Resisting/Overturning Ratio = 2.05 Key Weight = Vertical Loads used for Soil Pressure= 670.5 lbs Vert.Component = Total= 670.5 lbs R.M.= 1,265.4 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. L 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) 0.016 in • The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 301 . • • Pyo i i+Zti;a;i ii'i~'` 6W/#432 �i• ti4�'�4:i!.� - Solid Gros. 00.00/0A0r01eo4 ' 0 -' ' - - - ' - - . '''''''''. '''' :'...'''T-'''.- ' -. 0/.):-1- ‘"' .- -.::--'-----... .. ' ' '. - . •• '' - - -' '' '''''..'''' '. ''' -- ' -''-' - , 00 _ .- ., - --!--':-,-.'. -: -'•.-' .. -. 00 .'- __-_ -,,. . . ii . - //4 -- . - . -. '' — ' ' . ' ' . 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Criteria 0 Soil Data Allow Soil Bearing2,000.0 Retained Height = 7.00 ft = psf Equivalent Fluid Pressure Method Wall height above soil = 0.00 ft Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 24.00 in = Water height over heel = 0.0 ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 0 Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load A lied to Stem ` Footing Type Line Load Appi (Service Level) Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 0 Method :Uniform Uniform Seismic Force = 52.000 Multiplier Used = 6.500 Total Seismic Force = 416.000 (Multiplier used on soil density) Gr e4i4 er 4-i1G,0 1 e l 04 Lk or 6 0 160 Design Summary Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = OK Wall Material Above"Ht" = Masonry Sliding = �'atio<1.5! Design Method = ASD Thickness = 8.00 Total Bearing Load = 2,429 lbs Rebar Size = # 5 ...resultant ecc. = 13.11 in Rebar Spacing = 8.00 Soil Pressure @ Toe = 1,785 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 0 psf OK Allowablefb/FB+fa/Fa = 0.790 = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= 1,221.5 ACI Factored @ Toe = 2,499 psf ACI Factored @ Heel = 0 psf Strength Level lbs= Footing Shear @ Toe = 16.7 psi OK Moment....Actual Service Level ft-#= 3,274.8 Footing Shear @ Heel = 14.8 psi OK Strength Level ft-#= Allowable = 75.0 psi Sliding Calcs Moment Allowable = 4,144.4 Lateral Sliding Force = 1,411.2 lbs Shear Actual less 100%Passive Force= - 800.0 lbs Service Level psi= 13.3 less 100%Friction Force = - 850.3 lbs Strength Level psi= Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 52.1 ....for 1.5 Stability = 466.5 lbs NG Anet(Masonry) in2= 91.50 Rebar Depth 'd' in= 5.25 - Masonry Data fm psi= 2,000 Fs psi= 32,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio'n' = 16.11 IIINOT considered in the calculation of soil bearing Wall Weight psf= 78.0 Load Factors Short Term Factor = 1.000 Building Code IBC 2012,ACI Equiv.Solid Thick. in= 7.60 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.000 fc psi= Seismic,E 1.000 Fy psi= Enayat Schneider Smith Engineering Title Fields Apartments Page: 2 304 3141 Walnut Street,Ste 203A Job#: Dsgnr: tds Date: 16 FEB 2018 720-904-1234 Description.... Site wall-5'tall his Wall in File:E:\Projects\2017\17154(Fields Apartments-Otak)\Calculations\Pedestrian Bridge\di etainPro(c)1987-2017, Build 11.17.07.27 License:KW-06062107 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 License To: Enayat Schneider Smith Engineering Inc. Footing Dimensions &Strengths I Footing Design Results M Toe Width = 1.67 ft Toe Heel Heel Width = 2.33 Factored Pressure = 2,499 0 psf Total Footing Width = 4.00 Mu':Upward = 2,762 9 ft-# Footing Thickness = 12.00 in Mu':Downward = 740 1,840 ft-# Mu: Design = 2,022 1,831 ft-# Key Width = 0.00 in Actual 1-Way Shear = 16.69 14.75 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:Not req'd:Mu<phi*5*larnbda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.04 in2 Min footing T&S reinf Area per foot 0.26 in2 /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-# eel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 1,283.3 3.17 4,063.9 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 291.2 4.00 1,164.8 Soil Over Toe = 0.83 Surcharge Over Toe = Total 1,411.2 O.T.M. 4,151.5 Stem Weight(s) = 546.0 2.00 1,092.0 Earth @ Stem Transitions= = = Footing Weight = 600.0 2.00 1,200.0 Resisting/Overturning Ratio = 1.53 Key Weight = Vertical Loads used for Soil Pressure= 2,429.3 lbs Vert.Component = Total= 2,429.3 lbs R.M.= 6,355.9 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. L TiltI Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci • Horizontal Defl @ Top of Wall(approximate only) 0.087 in 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. 305 • //// f • / rf ifiieo°oo�eoeirio+oi4'. iie P6P.�.`MPsp.�6p6�.P0@p 0.P6.fPOP°Ptl...+..p A P°.°O.�e 4,O4ppOO'0ppO4,0p0p0p4.a.P. 4�O�P�@�.�ip@OP+ P*0.4±. q. 4O.°t'P�.°.°0°P`.pb.+.'..4°pop• / -.. o@i®i°i°i o+s•o+i+s+i s a eie ,, _ .o.000.Pe0000Poes.♦00000eo*.Poo. - y • ..a4...ori.o..ae♦ �p 1'-0' • • 306 • iiiici