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Home My WebLink AboutCA_StructuralCalculations_171116_V2CK Engineering LLC.CK Engineering LLC.CK Engineering LLC.CK Engineering LLC. 19229 38th PL NE Lake Forest Park WA 98155 Phone: (206) 417-0670 STRUCTURAL CALCULATIONSSTRUCTURAL CALCULATIONSSTRUCTURAL CALCULATIONSSTRUCTURAL CALCULATIONS Lateral & Gravity Design 17-017 5/25/2017 Classic Concepts (Mystique) 160XX SE 140th St. Renton, WA 98059 May 25, 2017 APPROVEDBUILDING DIVISION THIS SET OF APPROVED PLANS MUST BE ON THE JOB AT ALLTIMES DURING CONSTRUCTION. THIS BUILDING IS NOT TO BEOCCUPIED UNTIL AFTER FINAL INSPECTION BY THE RENTONBUILDING DIVISION AND RECEIPT OF CERTIFICATE OFOCCUPANCY. APPROVAL SHALL NOT BE CONSTRUED AS THE AUTHORITY TOVIOLATE OR CANCEL ANY PROVISIONS OF CODES, ORDINANCES,OR OTHER REGULATIONS ENFORCED BY THIS CITY. DATE: 04/19/2018 Design Maps Detailed Report From Figure 1613.3.1(1) [1] From Figure 1613.3.1(2) [2] 2012/2015 International Building Code (47.46141°N, 122.19747°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. SS = 1.412 g S1 = 0.527 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 N or Nch su A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: •Plasticity index PI > 20, •Moisture content w ≥ 40%, and •Undrained shear strength su < 500 psf F. Soils requiring site response analysis in accordance with Section 21.1 See Section 20.3.1 For SI: 1ft/s = 0.3048 m/s 1lb/ft² = 0.0479 kN/m² Section 1613.3.3 — Site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT Fa Site Class Mapped Spectral Response Acceleration at Short Period SS ≤ 0.25 SS = 0.50 SS = 0.75 SS = 1.00 SS ≥ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight–line interpolation for intermediate values of SS For Site Class = D and SS = 1.412 g, Fa = 1.000 TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT Fv Site Class Mapped Spectral Response Acceleration at 1–s Period S1 ≤ 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S1 ≥ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight–line interpolation for intermediate values of S1 For Site Class = D and S1 = 0.527 g, Fv = 1.500 17-017 ii Design Criteria Scope of Work: Site Address: Number of Stories: 2 Engineer: PK Roof Loading TOTAL DEAD LOAD: ROOF SNOW LOAD: Upper Floor Loading TOTAL DEAD LOAD: FLOOR LIVE LOAD: Main Floor Loading TOTAL DEAD LOAD: FLOOR LIVE LOAD: Soil Bearing Capacity: Frost Depth: Floor Covering Sheathing Carpet/Hardwood/Tile 3/4" T&G fixtures, mechanical, electrical, etc. 1500 psf 18 in Ceiling Joists Beams Miscellaneous Ceiling Joists Beams Miscellaneous 5/8" GWB I-Joists fixtures, mechanical, electrical, etc. Job #May 25, 2017Classic Concepts (Mystique) 5/8" Plywood 3.0 1.8Sheathing Lateral & Gravity Design 160XX SE 140th St. Renton, WA 98059 CompositionRoofing Roll/Batt 5/8" GWB Insulation Ceiling 15.0 psf Trusses fixtures, mechanical, electrical, etc. Framing Miscellaneous 25.0 psf 3.0 2.8 2.2 2.2 3.0 2.3 1/2" GWB Solid Sawn @ 16" o/c 2.2 3.3 2.8 1.4 15.0 psf 40.0 psf Floor Covering Sheathing Carpet/Hardwood/Tile 3/4" T&G 3.0 2.3 15.0 psf 40.0 psf 2.8 2.1 4.2 0.6 B 85 MPH Ps30 = Iw =1 =1.00 KZT =1.00 rise run Front/Rear tan-1 (5 / 12 ) =2 Left/Right tan-1 (9 / 12 ) = 23 ft 0 Ps30 =A =15.1 psf B = -0.8 psf Ps =15.1 psf -0.8 psf Ps30 =C =10.5 psf D =0.2 psf Ps =10.5 psf 0.2 psf FRONTFRONTFRONTFRONT REARREARREARREAR D C B D D B A D C A 10.5 6 3 7.25 2 8.5 7.5 12 14.5 6 16.5 42.5 10.25 9 1.5 10.25 5 15 7 9 0.16 10.50 0.00 0.16 0.16 0.00 15.11 0.16 10.50 15.11 0.00 0.00 28 2676 0 11 0 0 567 29 1065 816 0 0 C D C C C D C A B A 1.5 5 4.5 10.5 3 3.5 4.5 2.75 4 4.5 10 11 10 30.5 4.5 4.5 4.5 9 10 9 10.50 0.16 10.50 10.50 10.50 0.16 10.50 15.11 0.00 15.11 0.00 0.00 157 9 472 3361 142 3 213 374 0 612 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 1 160XX SE 140th St. NOT USEDNOT USEDNOT USEDNOT USED 5,900 lbs Ps AVE. HEIGHT WIND ZONE 0 lbs AVE. HEIGHT Adjustment factor for building height and exposure from Figure 28.6-1 of ASCE 7-10 Wind Exposure Category as set forth in Section 26.7 of ASCE 7-10 Basic Wind Speed (LRFD) as used in Figure 28.6 of ASCE 7-10 and converted to (ASD) Simplified design wind pressure for Exposure B, at h = 30 feet and for I = 1.0, from Figure 28.6-1 Importance factor as defined in Table 1.5-2 of ASCE 7-10 Number of floors: Roof slope : Ps AVE. WIDTH WIND ZONE AVE. HEIGHT 36.9 degrees Mean Elevation -7.1 psf Based on wind zones 'G' and 'H' 12.9 psf Based on wind zones 'G' and 'H' 22.6 degrees Adjustment factor for increased wind speed due to a hill or escarpment from Section 26.8 of ASCE 7-10 TOTAL TOTAL TOTAL TOTAL AVE. WIDTH SUBTOTAL 17-017 Type of construction: Work performed : Exposure : Renton, WA 98059 Classic Concepts (Mystique)May 25, 2017 Job # Wind Speed = IBC 2015, ASCE 7/SEI 7-10 New Location: Applicable Building Codes: Ps = IwPs30Kzt Lateral & Gravity DesignLateral & Gravity DesignLateral & Gravity DesignLateral & Gravity Design WIND DESIGN:WIND DESIGN:WIND DESIGN:WIND DESIGN: 10.2 psf 10.2 psf 8.8 psf 8.8 psf 7.0 psf 9,874 lbs WIND LOAD CALCULATIONS Average uplift (F/R)= Average uplift (R/L)= -1.2 psf Minimum net pressure controls. The calc. pressure is less than the min. net pressure, equal to 16psf(A-C), and 8psf(B-D) applied over the entire area. (ASCE 7-10 28.6.4) Minimum net pressure controls. The calc. pressure is less than the min. net pressure, equal to 16psf(A-C), and 8psf(B-D) applied over the entire area. (ASCE 7-10 28.6.4) End zone of wallEnd zone of wallEnd zone of wallEnd zone of wall Front/Rear Left/Right End zone of roof End zone of roof End zone of roof End zone of roof Front/Rear Left/Right Interior zone of wall Interior zone of wall Interior zone of wall Interior zone of wall Front/Rear Left/Right Interior zone of roof Interior zone of roof Interior zone of roof Interior zone of roof Front/Rear Left/Right TOTAL TOTAL TOTAL TOTAL 12.9 psf 7.0 psf V 1ST FLOOR =V 1ST FLOOR =V 1ST FLOOR =V 1ST FLOOR = V 2ND FLOOR =V 2ND FLOOR =V 2ND FLOOR =V 2ND FLOOR = SUBTOTAL Ps TOTAL TOTAL TOTAL TOTAL SUBTOTAL AVE. WIDTH WIND ZONE LEFTLEFTLEFTLEFT RIGHTRIGHTRIGHTRIGHT B B A D C C C C 5 8.75 5 7.25 9.5 7 13.5 3.5 7 3 9 7 9 18 13 24.5 8.80 8.80 12.90 7.00 10.20 10.20 10.20 10.20 0.00 0.00 0.00 0.00 308 231 581 355 872 1285 1790 875 0 0 0 0 A C 10.5 10.5 9 42 12.90 10.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1219 4498 0 0 0 0 0 0 0 0 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 Plate Height:Tributary Area:1.0 Total length of Shearwall in Shortest Line:Total Area:2.0 Length of Shortest Segment within Shear Line: Length of Longest Segment in Shear Line: = 1.001.001.001.00 ASCE 7-10 12.3.4.2 b Plate Height:Tributary Area:1.0 Total length of Shearwall in Shortest Line:Total Area:2.0 Length of Shortest Shearwall within Shear Line: Length of Longest Wall in Shear Line: = 1.001.001.001.00 ASCE 7-10 12.3.4.2 b Plate Height:Tributary Area:1.0 Total length of Shearwall in Shortest Line:Total Area:2.0 Length of Shortest Shearwall within Shear Line: Length of Longest Wall in Shear Line: = NANANANA SUBTOTAL WIND ZONE TOTAL TOTAL TOTAL TOTAL NOT USEDNOT USEDNOT USEDNOT USED AVE. HEIGHT V 1ST FLOOR =V 1ST FLOOR =V 1ST FLOOR =V 1ST FLOOR = 8.00 ft 2 TOTAL TOTAL TOTAL TOTAL AVE. HEIGHT NOT USED:NOT USED:NOT USED:NOT USED: 8.00 ft MAIN FLOOR CALCULATIONS:MAIN FLOOR CALCULATIONS:MAIN FLOOR CALCULATIONS:MAIN FLOOR CALCULATIONS: Job# May 25, 2017 15.50 ft 3.25 ft Classic Concepts (Mystique) AVE. WIDTH Ps AVE. WIDTH 2ND FLOOR CALCULATIONS:2ND FLOOR CALCULATIONS:2ND FLOOR CALCULATIONS:2ND FLOOR CALCULATIONS: V 2ND FLOOR =V 2ND FLOOR =V 2ND FLOOR =V 2ND FLOOR = WIND ZONE CALCS:CALCS:CALCS:CALCS: SUBTOTAL 4.00 ft Ps AVE. WIDTH SUBTOTAL 5,717 lbs AVE. HEIGHT Minimum net pressure controls. The calc. pressure is less than the min. net pressure, equal to 16psf(A-C), and 8psf(B-D) applied over the entire area. (ASCE 7-10 28.6.4) 6,298 lbs WIND LOAD CALCULATIONS 17-017 0 lbs WIND ZONE Ps TOTAL TOTAL TOTAL TOTAL 5.00 ft 10.00 ft 13.50 ft 2.75 ft 8.00 ft 8.00 ft 8.00 ft 10 psf 15.0 psf 25 psf 15.0 psf 0 15.0 psf 40.0 psf = 1.00 D 1 6.5 hn = 33.5 Total height of structure Ss = 141.2%SMS = V = V = V = V = 0.101 WWWW VVVVmaxmaxmaxmax = SD1IEW / TaR Fa = 1.00 SDS =E = E = E = E = 0.101 WWWW TTTTaaaa = 0.02hn 0.75 SD1 = 2/3 SM1 S1 =52.7%SM1 =79.1% TTTTa a a a = = = = 0.28 s SM1 = (Fv)(S1)Fv = 1.50 SD1 =52.7%Cs = Cs = Cs = Cs = 0.101 LENGTH WIDTH LOAD TOTAL LENGTH WIDTH LOAD TOTAL 51.5 46 15.0 35535 12 12 15.0 2160 30 10 15.0 4500 11 8.5 15.0 1403 3 12 15.0 540 16 6.5 15.0 1560 15.0 0 15.0 0 15.0 0 15.0 0 Area = 2705 Sub-Total= 40575 Area = 342 Sub-Total= 5123 LENGTH WIDTH LOAD TOTAL LENGTH WIDTH LOAD TOTAL 15.0 0 44 44 15.0 29040 15.0 0 27 11 15.0 4455 15.0 0 31 7.5 15.0 3488 15.0 0 15.0 0 15.0 0 15.0 0 Area = 0 Sub-Total= 0 Area = 2466 Sub-Total= 36983 LENGTH TRIB. HT.LOAD TOTAL LENGTH TRIB. HT.LOAD TOTAL 108 4 10.0 4320 96 9 10.0 8640 96 4 10.0 3840 108 9 10.0 9720 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 Area = 816 Sub-Total= 8160 Area = 1836 Sub-Total= 18360 TOTAL =TOTAL = LENGTH WIDTH LOAD TOTAL .101 x 15.0 0 .101 x 15.0 0 .101 x 15.0 0 15.0 0 15.0 0 Area = 0 Sub-Total= 0 LENGTH WIDTH LOAD TOTAL 15.0 0 15.0 0 15.0 0 15.0 0 15.0 0 Area = 0 Sub-Total= 0 LENGTH TRIB. HT.LOAD TOTAL 10.0 0 10.0 0 10.0 0 10.0 0 10.0 0 Area = 0 Sub-Total= 0 TOTAL = 48735 lb V ( ) =V ( ) =V ( ) =V ( ) = TOTAL = 4940 lbs R = 157635 V (1ST FLOOR) =V (1ST FLOOR) =V (1ST FLOOR) =V (1ST FLOOR) = 48735 lb = height NOT USED 6766 lbs 4305 lbs V x height 3 0 96339 Job# 17-017 lbs 0 lbs = E () = V x height x V TOTAL V x height TOTAL = SDS = 2/3 SMS QE = V = CsW 60465 lb 61296 When the Site Class is not specified by Geotech, D will be assumed FLAT ROOF SNOW LOAD = WALL DEAD LOAD = EEEE = Eh + Ev lb = W W W W (ROOF) = = = = EEEE = QE + .2SDSD lb 2ND FLOOR DIAPHRAGM LOADING:2ND FLOOR DIAPHRAGM LOADING:2ND FLOOR DIAPHRAGM LOADING:2ND FLOOR DIAPHRAGM LOADING: 1ST FLOOR DIAPHRAGM LOADING:1ST FLOOR DIAPHRAGM LOADING:1ST FLOOR DIAPHRAGM LOADING:1ST FLOOR DIAPHRAGM LOADING: =E (1ST) = E (2ND) = 94.1% W W W W (WALL) = = = = W W W W (WALL) = = = = V x height x V TOTAL V x height TOTAL SMS = (Fa)(Ss) 4940 lb REDISTRIBUTE:REDISTRIBUTE:REDISTRIBUTE:REDISTRIBUTE: V (2ND FLOOR) =V (2ND FLOOR) =V (2ND FLOOR) =V (2ND FLOOR) = V x 19.5 60465 lb = Classic Concepts (Mystique)May 25, 2017 SEISMIC DESIGN:SEISMIC DESIGN:SEISMIC DESIGN:SEISMIC DESIGN: IE = W W W W (ROOF) = = = = Site Class = VVVV = 0.7SDSIEW / R ROOF DEAD LOAD = RED. S.L. (20%*S.L.) = FLOOR LIVE LOAD = LOWER FLOOR D.L. = UPPER FLOOR D.L. = All loads in pounds per square foot 141.2% Importance factor as defined in Table 11.5-1 6130 lbs W W W W (ROOF) = = = = 6130 lb 10 lb 11070 lb TOTAL = W W W W (FLOOR) = = = = W W W W (FLOOR) = = = =W W W W (FLOOR) = = = = NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE NOT APPLICABLE W W W W (WALL) = = = = TOTAL = 54.0 ft 54.0 ft 48.0 ft 0.0 ft Sub-diaphragm length =54.0 ft Sub-diaphragm width =22.0 ft M 8487 B 8 2x6 Ft = 102 lbs 136 lbs USE 2x6 HF #2 (2) 5 in O/C. Classic Concepts (Mystique) USE 15/32 CDX ROOF SHEATHING OR 3/4 T&G CDX SUBFLOORING w/8d AT 6 in o/c(PANEL EDGE), END 8d AT 12in o/c(PANEL FIELD) 0 lbs WIND (left-right)WIND (left-right)WIND (left-right)WIND (left-right) SEISMICSEISMICSEISMICSEISMIC 4305 lbs 6766 lbs HF #2 =x 54 ft x 22 ft = 11070 lbs 240 PLF Sub-diaphragm length = 88 PLF 4 6298 lbs 17-017 Job#May 25, 2017 WIND (front-rear)WIND (front-rear)WIND (front-rear)WIND (front-rear) 2604 lbs 136 lbs V(roof)=(2)(width) 5,761 lbs 0 lbs SUMMARY:SUMMARY:SUMMARY:SUMMARY: Area = 9874 lbs 5900 lbs 0 lbs 1.33 = 19 Since T allowable is greater than T applied, OK. Tallowable = Area x CD x Ft =Load duration (CD) = 8487 lb 96 ft Top Plate Size: 8,487 lbs =8 x (diaphragm width) NOT APPLICABLE DIAPHRAGM SHEAR:DIAPHRAGM SHEAR:DIAPHRAGM SHEAR:DIAPHRAGM SHEAR: Species/Grade: T = CHORD:CHORD:CHORD:CHORD: v v v v = TOP PLATE W/ 10d NAILS @ NOT APPLICABLE 2015 NDSSHEAR CAPACITY OF 10d COMMON NAIL = 102 x Cd x p = # OF NAILS PER 4 FT SPLICE = 2604 lbs 525 psi V x (diaphragm length) V (2ND) = IBC Table 2306.3.1 8.25 in^2 24.0 ft Total diaphragm length = V (MAIN) = 240 PLF Diaphragm width = 12015 lbs15774 lbs = 5717 lbs Total-diaphragm length = 54.0 ft Lateral Calculation Key V = Shear, plf H = Height of shearwall L = Length of shearwall P1 = Weight of shearwall and connected framing P2 = Weight of adjacent wall T = V x H - 0.5P1 - P2 = Tension reaction to be resisted by holdown C = V x H + 0.5P1 = Compression reaction ASD Basic Load Combinations For calculation of tension and compression forces in compliance with ASCE 7-10 2.4.1 Tension Equations (Uplift) 7. 0.6D + W 8. (0.6 - 0.14SDS)D + E 0.47 D + E *8. (0.6 - 0.14SDS)D + 2.5 E 0.47 D + 2.5 E Compression Equations 5. D + W 5. (1 + 0.14SDS)D + E 1.13 D + E 6. D + 0.75W + 0.75L + 0.75S 6. (1.0 + 0.105SDS)D + 0.75E + 0.75L + 0.75S 1.10 D + 0.75 E + 0.75 L + 0.75 S *5. (1 + 0.14SDS)D + 2.5E 1.13 D + 2.5 E *6. (1.0 + 0.105SDS)D + 1.875E + 0.75L + 0.75S 1.10 D +1.875 E + 0.75 L + 0.75 S * Equations include overstrength factor. 17-017 Job# 5 Note: The 0.7 factor for Earthquake loading has already been incorporated into the calculation of the lateral design force Eh, but not Ev. Therefore this factor has been omitted from equations 5, 6 and 8 where appropriate. Classic Concepts (Mystique)May 25, 2017 17-017 Floor Info Tributary Width (Upper Floor) Tributary Area (Upper Floor) Upper 1.0 tributary width 1.0 tributary area Lt-Rt 2.0 total width 2.0 total area Tributary Width (Main Floor) Tributary Area (Main Floor) CDX Sheathing type 1.0 tributary width 1.0 tributary area Values in accordance with AF&PA SDPWS-2015 2.0 total width 2.0 total area Roof Not Used Not Used 1.0 tributary width 1.0 tributary area 25.75 ft 2.0 total width 2.0 total area VVVV(from upper)= 6298 lb 6766 lb Height of Shearwall = 8.0 ft Weight of Shearwall = 10.0 lbs VVVV(from main)=0 lb 0 lb Length of Shearwall = 3.0 ft Tributary width for dead load = 19.0 ft VVVV(from lower)=0 lb 0 lb Length of adjoining wall = 3.0 ft (Wind) = 6,298 lb (Smc) = 6,766 lb Use alternate R factor for seismic? No v v v v = = = = 122 PLF v v v v = = = = 131 PLF (2w/h) x 0.93 x 260 = 181 PLF USE Seismic controls shearwall design CTOTAL = (floor above) + (this floor) =+978 lbs =Wind controls TTOTAL = (floor above) + (this floor) =+355 lbs =Load case 8 controls - Wind Wind controls holdown design NO HOLDOWNS REQUIRED E = 1051 lbs WIND SEISMIC Floor Info Tributary Width (Upper Floor) Tributary Area (Upper Floor) Upper 5.0 tributary width 5.0 tributary area Ft-Rr 54.0 total width 54.0 total area Tributary Width (Main Floor) Tributary Area (Main Floor) CDX Sheathing type 1.0 tributary width 1.0 tributary area Values in accordance with AF&PA SDPWS-2015 2.0 total width 2.0 total area Roof Not Used Not Used 1.0 tributary width 1.0 tributary area 14.50 ft 2.0 total width 2.0 total area VVVV(from upper)= 9874 lb 6766 lb Height of Shearwall = 8.0 ft Weight of Shearwall = 10.0 lbs VVVV(from main)=0 lb 0 lb Length of Shearwall = 4.5 ft Tributary width for dead load = 0.0 ft VVVV(from lower)=0 lb 0 lb Length of adjoining wall = 0.0 ft (Wind) = 9,874 lb (Smc) = 6,766 lb Use alternate R factor for seismic? No v v v v = = = = 63 PLF v v v v = = = = 43 PLF 1.4 x 0.93 x 260 = 339 PLF USE CTOTAL = (floor above) + (this floor) =+504 lbs =Wind controls TTOTAL = (floor above) + (this floor) =+396 lbs =Load case 8 controls - Wind Wind controls holdown design NO HOLDOWNS REQUIRED E = 346 lbs WIND SEISMIC Floor Info Tributary Width (Upper Floor) Tributary Area (Upper Floor) Upper 1.0 tributary width 1.0 tributary area Lt-Rt 2.0 total width 2.0 total area Tributary Width (Main Floor) Tributary Area (Main Floor) CDX Sheathing type 1.0 tributary width 1.0 tributary area Values in accordance with AF&PA SDPWS-2015 2.0 total width 2.0 total area Roof Not Used Not Used 1.0 tributary width 1.0 tributary area 15.50 ft 2.0 total width 2.0 total area VVVV(from upper)= 6298 lb 6766 lb Height of Shearwall = 8.0 ft Weight of Shearwall = 10.0 lbs VVVV(from main)=0 lb 0 lb Length of Shearwall = 3.3 ft Tributary width for dead load = 5.0 ft VVVV(from lower)=0 lb 0 lb Length of adjoining wall = 3.0 ft (Wind) = 6,298 lb (Smc) = 6,766 lb Use alternate R factor for seismic? No v v v v = = = = 203 PLF v v v v = = = = 218 PLF (2w/h) x 0.93 x 380 = 287 PLF USE CTOTAL = (floor above) + (this floor) =+1625 lbs =Wind controls TTOTAL = (floor above) + (this floor) =+1410 lbs =Load case 8 controls - Seismic Seismic controls holdown design USE SIMPSON DESIGNED HOLDOWN: E = 1746 lbs OR AT FOUNDATION / INTERIOR WALLS USE: Classic Concepts (Mystique) May 25, 2017 Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: Load Direction, e.g. Left-Right, Front-Rear SW6 OK SDPWS, Table 4.3A UPPER FLOOR FRONT (AT BONUS/BED 3) 1625 lbs 1410 lbs CS14 SDPWS, Table 4.3A 6 OK SEISMIC Job # SW6 978 lbs 355 lbs Total Length of Shearwalls UPPER FL. LEFT (BDRM4,M.BATH)SHEARWALL Aspect Ratio OK (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls WIND (For Left Wall, Use Front-Rear Load Direction) UPPER FLOOR REAR (AT MASTER/WIC/BED 2)SHEARWALL Load Direction, e.g. Left-Right, Front-Rear Floor Level, e.g. Upper, Main, Lower Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: Resisting Dead Load (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls Floor Level, e.g. Upper, Main, Lower (For Left Wall, Use Front-Rear Load Direction) Aspect Ratio OK Resisting Dead Load Resisting Dead Load SDPWS, Table 4.3A Seismic controls shearwall design Floor Level, e.g. Upper, Main, Lower Aspect Ratio OK SHEARWALL Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: Load Direction, e.g. Left-Right, Front-Rear (For Left Wall, Use Front-Rear Load Direction) (e.g. Roof, Upper Floor, Main Floor) SW4 LSTHD8/RJ 504 lbs 396 lbs Wind controls shearwall design PR1300037 B17005932 V2 REVISION Received: 04/06/2018 / aalexander BUILDING DIVISION 17-017 Floor Info Tributary Width (Upper Floor) Tributary Area (Upper Floor) Upper 1.0 tributary width 1.0 tributary area Ft-Rr 2.0 total width 2.0 total area Tributary Width (Main Floor) Tributary Area (Main Floor) CDX Sheathing type 1.0 tributary width 1.0 tributary area Values in accordance with AF&PA SDPWS-2015 2.0 total width 2.0 total area Roof Not Used Not Used 1.0 tributary width 1.0 tributary area 14.50 ft 2.0 total width 2.0 total area VVVV(from upper)= 9874 lb 6766 lb Height of Shearwall = 8.0 ft Weight of Shearwall = 10.0 lbs VVVV(from main)=0 lb 0 lb Length of Shearwall = 5.5 ft Tributary width for dead load = 1.0 ft VVVV(from lower)=0 lb 0 lb Length of adjoining wall = 1.0 ft (Wind) = 9,874 lb (Smc) = 6,766 lb Use alternate R factor for seismic? No v v v v = = = = 340 PLF v v v v = = = = 233 PLF 1.4 x 0.93 x 380 = 495 PLF USE Wind controls shearwall design CTOTAL = (floor above) + (this floor) =+2724 lbs =Wind controls TTOTAL = (floor above) + (this floor) =+2513 lbs =Load case 8 controls - Wind Wind controls holdown design USE SIMPSON DESIGNED HOLDOWN: E = 1866 lbs OR AT FOUNDATION / INTERIOR WALLS USE: WIND SEISMIC Floor Info Tributary Width (Upper Floor) Tributary Area (Upper Floor) Upper 1.0 tributary width 1.0 tributary area Ft-Rr 2.0 total width 2.0 total area Tributary Width (Main Floor) Tributary Area (Main Floor) CDX Sheathing type 1.0 tributary width 1.0 tributary area Values in accordance with AF&PA SDPWS-2015 2.0 total width 2.0 total area U/FL Not Used Not Used 1.0 tributary width 1.0 tributary area 41.50 ft 2.0 total width 2.0 total area VVVV(from upper)= 9874 lb 6766 lb Height of Shearwall = 8.0 ft Weight of Shearwall = 10.0 lbs VVVV(from main)=0 lb 0 lb Length of Shearwall = 18.0 ft Tributary width for dead load = 1.0 ft VVVV(from lower)=0 lb 0 lb Length of adjoining wall = 1.0 ft (Wind) = 9,874 lb (Smc) = 6,766 lb Use alternate R factor for seismic? No v v v v = = = = 119 PLF v v v v = = = = 82 PLF 1.4 x 0.93 x 260 = 339 PLF USE CTOTAL = (floor above) + (this floor) =+952 lbs =Wind controls TTOTAL = (floor above) + (this floor) =+382 lbs =Load case 8 controls - Wind Wind controls holdown design NO HOLDOWNS REQUIRED E = 652 lbs WIND SEISMIC Floor Info Tributary Width (Upper Floor) Tributary Area (Upper Floor) Main 1.0 tributary width 1.0 tributary area Lt-Rt 2.0 total width 2.0 total area Tributary Width (Main Floor) Tributary Area (Main Floor) CDX Sheathing type 13.0 tributary width 13.0 tributary area Values in accordance with AF&PA SDPWS-2015 48.0 total width 48.0 total area U/FL Not Used Not Used 1.0 tributary width 1.0 tributary area 18.50 ft 2.0 total width 2.0 total area VVVV(from upper)= 6298 lb 6766 lb Height of Shearwall = 10.0 ft Weight of Shearwall = 10.0 lbs VVVV(from main)=5717 lb 4305 lb Length of Shearwall = 3.0 ft Tributary width for dead load = 9.0 ft VVVV(from lower)=0 lb 0 lb Length of adjoining wall = 4.0 ft (Wind) = 12,015 lb (Smc) = 11,070 lb Use alternate R factor for seismic? No v v v v = = = = 254 PLF v v v v = = = = 246 PLF (2w/h) x 0.93 x 455 = 254 PLF USE CTOTAL = (floor above) + (this floor) =693 +2539 lbs =Wind controls TTOTAL = (floor above) + (this floor) =70 +1854 lbs =Load case 8 controls - Seismic Seismic controls holdown design USE SIMPSON DESIGNED HOLDOWN: E = 2459 lbs OR AT FOUNDATION / INTERIOR WALLS USE: Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left-Right, Front-Rear (For Left Wall, Use Front-Rear Load Direction) STHD10/RJ 2724 lbs SEISMICUPPER FLOOR MID (AT MASTER SUITE/BED 4)WINDSHEARWALL (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls 7Classic Concepts (Mystique) May 25, 2017 Job # Resisting Dead Load SDPWS, Table 4.3A Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left-Right, Front-Rear (For Left Wall, Use Front-Rear Load Direction) Resisting Dead Load SW6 1924 lbs Aspect Ratio OK SW3 (For Left Wall, Use Front-Rear Load Direction) Resisting Dead Load UPPER FLOOR RIGHT (AT BED 2/BED 3)SHEARWALL Wind controls shearwall design SDPWS, Table 4.3A SW4 CS14 LSTHD8/RJ Seismic controls shearwall design 382 lbs OK MST48 Aspect Ratio OK 2513 lbs 952 lbs (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls Aspect Ratio OK MAIN FLOOR REAR (AT FAMILY/NOOK/KITCHEN)SHEARWALL Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left-Right, Front-Rear SDPWS, Table 4.3A 3232 lbs (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls 17-017 Floor Info Tributary Width (Upper Floor) Tributary Area (Upper Floor) Main 0.0 tributary width 0.0 tributary area Lt-Rt 2.0 total width 2.0 total area Tributary Width (Main Floor) Tributary Area (Main Floor) CDX Sheathing type 1.0 tributary width 1.0 tributary area Values in accordance with AF&PA SDPWS-2015 2.0 total width 2.0 total area U/FL Not Used Not Used 1.0 tributary width 1.0 tributary area 20.00 ft 2.0 total width 2.0 total area VVVV(from upper)= 6298 lb 6766 lb Height of Shearwall = 10.0 ft Weight of Shearwall = 10.0 lbs VVVV(from main)=5717 lb 4305 lb Length of Shearwall = 10.0 ft Tributary width for dead load = 8.0 ft VVVV(from lower)=0 lb 0 lb Length of adjoining wall = 0.0 ft (Wind) = 12,015 lb (Smc) = 11,070 lb Use alternate R factor for seismic? No v v v v = = = = 143 PLF v v v v = = = = 108 PLF 0.93 x 260 = 242 PLF USE Seismic controls shearwall design CTOTAL = (floor above) + (this floor) =+1429 lbs =Wind controls TTOTAL = (floor above) + (this floor) =+769 lbs =Load case 8 controls - Wind Wind controls holdown design USE SIMPSON DESIGNED HOLDOWN: E = 1076 lbs OR AT FOUNDATION / INTERIOR WALLS USE: WIND SEISMIC Floor Info Tributary Width (Upper Floor) Tributary Area (Upper Floor) Main 1.0 tributary width 1.0 tributary area Lt-Rt 2.0 total width 2.0 total area Tributary Width (Main Floor) Tributary Area (Main Floor) CDX Sheathing type 15.0 tributary width 15.0 tributary area Values in accordance with AF&PA SDPWS-2015 48.0 total width 48.0 total area U/FL Not Used Not Used 1.0 tributary width 1.0 tributary area 13.50 ft 2.0 total width 2.0 total area VVVV(from upper)= 6298 lb 6766 lb Height of Shearwall = 9.0 ft Weight of Shearwall = 10.0 lbs VVVV(from main)=5717 lb 4305 lb Length of Shearwall = 2.8 ft Tributary width for dead load = 4.0 ft VVVV(from lower)=0 lb 0 lb Length of adjoining wall = 8.0 ft (Wind) = 12,015 lb (Smc) = 11,070 lb Use alternate R factor for seismic? No v v v v = = = = 366 PLF v v v v = = = = 350 PLF 3x framing required per IBC (2w/h) x 0.93 x 700 = 409 PLF USE CTOTAL = (floor above) + (this floor) =1625 +3290 lbs =Wind controls TTOTAL = (floor above) + (this floor) =1410 +2491 lbs =Load case 8 controls - Seismic Seismic controls holdown design USE SIMPSON DESIGNED HOLDOWN: E = 3152 lbs OR AT FOUNDATION / INTERIOR WALLS USE: WIND SEISMIC Floor Info Tributary Width (Upper Floor) Tributary Area (Upper Floor) Main 1.0 tributary width 1.0 tributary area Lt-Rt 2.0 total width 2.0 total area Tributary Width (Main Floor) Tributary Area (Main Floor) CDX Sheathing type 15.0 tributary width 15.0 tributary area Values in accordance with AF&PA SDPWS-2015 48.0 total width 48.0 total area U/FL Not Used Not Used 1.0 tributary width 1.0 tributary area 13.50 ft 2.0 total width 2.0 total area VVVV(from upper)= 6298 lb 6766 lb Height of Shearwall = 10.0 ft Weight of Shearwall = 10.0 lbs VVVV(from main)=5717 lb 4305 lb Length of Shearwall = 4.0 ft Tributary width for dead load = 3.0 ft VVVV(from lower)=0 lb 0 lb Length of adjoining wall = 3.0 ft (Wind) = 12,015 lb (Smc) = 11,070 lb Use alternate R factor for seismic? No v v v v = = = = 366 PLF v v v v = = = = 350 PLF 3x framing required per IBC (2w/h) x 0.93 x 595 = 443 PLF USE CTOTAL = (floor above) + (this floor) =1625 +3656 lbs =Wind controls TTOTAL = (floor above) + (this floor) =1410 +3221 lbs =Load case 8 controls - Wind Wind controls holdown design USE SIMPSON DESIGNED HOLDOWN: E = 3502 lbs OR AT FOUNDATION / INTERIOR WALLS USE: SDPWS, Table 4.3A Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: MAIN FLOOR FRONT (AT GARAGE)SHEARWALL Aspect Ratio OK (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls WIND (For Left Wall, Use Front-Rear Load Direction) MAIN FLOOR MID 1 (AT GARAGE/DINING)SHEARWALL Load Direction, e.g. Left-Right, Front-Rear Floor Level, e.g. Upper, Main, Lower (For Left Wall, Use Front-Rear Load Direction) Resisting Dead Load Resisting Dead Load SDPWS, Table 4.3A SHEARWALL Floor Level, e.g. Upper, Main, Lower Seismic controls shearwall design Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8:LSTHD8/RJ 8 CS14 SEISMIC Job # SW6 1429 lbs 769 lbs SDPWS, Table 4.3A Classic Concepts (Mystique) May 25, 2017 Resisting Dead Load (2)SW4 Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: MAIN FLOOR FRONT (AT DEN) Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left-Right, Front-Rear (For Left Wall, Use Front-Rear Load Direction) Load Direction, e.g. Left-Right, Front-Rear Aspect Ratio OK (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls Aspect Ratio OK (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls 4915 lbs 3901 lbs 5281 lbs 4631 lbs MST60 MST60 HDU8-SDS2.5 SW2 HDU8-SDS2.5 Seismic controls shearwall design 17-017 Floor Info Tributary Width (Upper Floor) Tributary Area (Upper Floor) Main 1.0 tributary width 1.0 tributary area Ft-Rr 2.0 total width 2.0 total area Tributary Width (Main Floor) Tributary Area (Main Floor) CDX Sheathing type 1.0 tributary width 1.0 tributary area Values in accordance with AF&PA SDPWS-2015 2.0 total width 2.0 total area U/FL Not Used Not Used 1.0 tributary width 1.0 tributary area 12.00 ft 2.0 total width 2.0 total area VVVV(from upper)= 9874 lb 6766 lb Height of Shearwall = 10.0 ft Weight of Shearwall = 10.0 lbs VVVV(from main)=5900 lb 4305 lb Length of Shearwall = 6.0 ft Tributary width for dead load = 0.5 ft VVVV(from lower)=0 lb 0 lb Length of adjoining wall = 0.0 ft (Wind) = 15,774 lb (Smc) = 11,070 lb Use alternate R factor for seismic? No v v v v = = = = 657 PLF v v v v = = = = 461 PLF 3x framing required per IBC 1.4 x 0.93 x 595 = 775 PLF USE Wind controls shearwall design CTOTAL = (floor above) + (this floor) =2724 +6572 lbs =Wind controls TTOTAL = (floor above) + (this floor) =2534 +6379 lbs =Load case 8 controls - Wind Wind controls holdown design USE SIMPSON DESIGNED HOLDOWN: E = 4613 lbs WIND SEISMIC Floor Info Tributary Width (Upper Floor) Tributary Area (Upper Floor) Main 5.0 tributary width 5.0 tributary area Ft-Rr 54.0 total width 54.0 total area Tributary Width (Main Floor) Tributary Area (Main Floor) CDX Sheathing type 5.0 tributary width 5.0 tributary area Values in accordance with AF&PA SDPWS-2015 54.0 total width 54.0 total area U/FL Not Used Not Used 1.0 tributary width 1.0 tributary area 19.00 ft 2.0 total width 2.0 total area VVVV(from upper)= 9874 lb 6766 lb Height of Shearwall = 10.0 ft Weight of Shearwall = 10.0 lbs VVVV(from main)=5900 lb 4305 lb Length of Shearwall = 19.0 ft Tributary width for dead load = 0.5 ft VVVV(from lower)=0 lb 0 lb Length of adjoining wall = 0.0 ft (Wind) = 15,774 lb (Smc) = 11,070 lb Use alternate R factor for seismic? No v v v v = = = = 77 PLF v v v v = = = = 54 PLF 1.4 x 0.93 x 260 = 339 PLF USE CTOTAL = (floor above) + (this floor) =504 +769 lbs =Wind controls TTOTAL = (floor above) + (this floor) =396 +156 lbs =Load case 8 controls - Wind Wind controls holdown design NO HOLDOWNS REQUIRED E = 539 lbs OR AT FOUNDATION / INTERIOR WALLS USE: WIND SEISMIC Floor Info Tributary Width (Upper Floor) Tributary Area (Upper Floor) Main 1.0 tributary width 1.0 tributary area Ft-Rr 2.0 total width 2.0 total area Tributary Width (Main Floor) Tributary Area (Main Floor) CDX Sheathing type 11.0 tributary width 11.0 tributary area Values in accordance with AF&PA SDPWS-2015 54.0 total width 54.0 total area U/FL Not Used Not Used 1.0 tributary width 1.0 tributary area 27.25 ft 2.0 total width 2.0 total area VVVV(from upper)= 9874 lb 6766 lb Height of Shearwall = 10.0 ft Weight of Shearwall = 10.0 lbs VVVV(from main)=5900 lb 4305 lb Length of Shearwall = 4.0 ft Tributary width for dead load = 0.0 ft VVVV(from lower)=0 lb 0 lb Length of adjoining wall = 1.3 ft (Wind) = 15,774 lb (Smc) = 11,070 lb Use alternate R factor for seismic? No v v v v = = = = 225 PLF v v v v = = = = 156 PLF (2w/h) x 0.93 x 260 = 193 PLF USE CTOTAL = (floor above) + (this floor) =952 +2253 lbs =Wind controls TTOTAL = (floor above) + (this floor) =382 +2058 lbs =Load case 8 controls - Wind Wind controls holdown design USE SIMPSON DESIGNED HOLDOWN: E = 1563 lbs OR AT FOUNDATION / INTERIOR WALLS USE: 3205 lbs (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls Aspect Ratio OK SW6 2440 lbs CS14 STHD10/RJ Seismic controls shearwall design SDPWS, Table 4.3A Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: SDPWS, Table 4.3A SW6 Resisting Dead Load 1273 lbs (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls Aspect Ratio OK MAIN FLOOR RIGHT (AT KITCHEN/DINING/DEN)SHEARWALL Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left-Right, Front-Rear Wind controls shearwall design 552 lbs CS14 LSTHD8/RJ Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: (For Left Wall, Use Front-Rear Load Direction) Resisting Dead Load (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls MAIN FLOOR LEFT (GARAGE)SHEARWALL Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left-Right, Front-Rear (For Left Wall, Use Front-Rear Load Direction) Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left-Right, Front-Rear (For Left Wall, Use Front-Rear Load Direction) Resisting Dead Load SDPWS, Table 4.3A SHEARWALL Classic Concepts (Mystique) May 25, 2017 MAIN FLOOR MID (AT GARAGE, FAMILY) SW2 9296 lbs 8913 lbs 9 WIND SEISMIC Job # HDU11-SDS2.5 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :G.T. #1 (REACTIONS ONLY) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:21PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0ksi 850.0ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2015 5.5x10.5 Span = 10.0 ft D(0.2025) S(0.3375) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 13.50 ft, (ROOF) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.297: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 5.000ft 59.71 psi= = FB : Allowable 2,760.00psi Fv : Allowable 5.5x10.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H = = = 304.75 psi== Section used for this span 5.5x10.5 fb : Actual Maximum Shear Stress Ratio 0.196 : 1 0.000 ft= = 820.06psi fv : Actual Maximum Deflection 0<360 916 Ratio =0<240.0 Max Downward Transient Deflection 0.080 in 1500Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.131 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.1309 5.036 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.763 2.763 Overall MINimum 0.645 0.645 +D+H 1.075 1.075 +D+L+H 1.075 1.075 +D+Lr+H 1.075 1.075 +D+S+H 2.763 2.763 +D+0.750Lr+0.750L+H 1.075 1.075 +D+0.750L+0.750S+H 2.341 2.341 1 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :G.T. #1 (REACTIONS ONLY) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:21PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.60W+H 1.075 1.075 +D+0.70E+H 1.075 1.075 +D+0.750Lr+0.750L+0.450W+H 1.075 1.075 +D+0.750L+0.750S+0.450W+H 2.341 2.341 +D+0.750L+0.750S+0.5250E+H 2.341 2.341 +0.60D+0.60W+0.60H 0.645 0.645 +0.60D+0.70E+0.60H 0.645 0.645 D Only 1.075 1.075 Lr Only L Only S Only 1.688 1.688 W Only E Only H Only 2 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :G.T. #2 (REACTIONS ONLY) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:21PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0ksi 850.0ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2015 5.5x24 Span = 48.50 ft D(1.08) S(1.69)D(0.03) S(0.05) D(0.09) S(0.15) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 34.0 ft, Tributary Width = 2.0 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 34.0 -->> 48.50 ft, Tributary Width = 6.0 ft, (ROOF) Point Load : D = 1.080, S = 1.690 k @ 34.0 ft, (G.T. #1) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.645: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 33.985ft 68.47 psi= = FB : Allowable 2,351.73psi Fv : Allowable 5.5x24Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H = = = 304.75 psi== Section used for this span 5.5x24 fb : Actual Maximum Shear Stress Ratio 0.225 : 1 46.553 ft= = 1,516.28psi fv : Actual Maximum Deflection 0<360 248 Ratio =0<240.0 Max Downward Transient Deflection 1.259 in 462Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 2.346 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 2.3465 25.666 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.808 6.549 Overall MINimum 1.124 1.751 +D+H 1.874 2.918 +D+L+H 1.874 2.918 +D+Lr+H 1.874 2.918 3 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :G.T. #2 (REACTIONS ONLY) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:21PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+S+H 3.808 6.549 +D+0.750Lr+0.750L+H 1.874 2.918 +D+0.750L+0.750S+H 3.325 5.641 +D+0.60W+H 1.874 2.918 +D+0.70E+H 1.874 2.918 +D+0.750Lr+0.750L+0.450W+H 1.874 2.918 +D+0.750L+0.750S+0.450W+H 3.325 5.641 +D+0.750L+0.750S+0.5250E+H 3.325 5.641 +0.60D+0.60W+0.60H 1.124 1.751 +0.60D+0.70E+0.60H 1.124 1.751 D Only 1.874 2.918 Lr Only L Only S Only 1.935 3.630 W Only E Only H Only 4 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #1 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:21PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2400 1850 1650 650 1800 950 265 1100 31.2 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1600ksi 850ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2015 5.5x7.5 Span = 5.0 ft D(1.87) S(1.93) D(0.39) S(0.65) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 26.0 ft, (ROOF) Point Load : D = 1.870, S = 1.930 k @ 3.0 ft, (G.T. #2) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.649: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 2.993ft 154.60 psi= = FB : Allowable 2,760.00psi Fv : Allowable 5.5x7.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H = = = 304.75 psi== Section used for this span 5.5x7.5 fb : Actual Maximum Shear Stress Ratio 0.507 : 1 4.380 ft= = 1,791.89psi fv : Actual Maximum Deflection 0<360 671 Ratio =0<240.0 Max Downward Transient Deflection 0.050 in 1196Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.089 in Ratio =>=240.Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.0894 2.591 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 4.142 4.902 Overall MINimum 1.047 1.272 +D+H 1.745 2.119 +D+L+H 1.745 2.119 +D+Lr+H 1.745 2.119 +D+S+H 4.142 4.902 +D+0.750Lr+0.750L+H 1.745 2.119 5 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #1 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:21PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.750L+0.750S+H 3.543 4.207 +D+0.60W+H 1.745 2.119 +D+0.70E+H 1.745 2.119 +D+0.750Lr+0.750L+0.450W+H 1.745 2.119 +D+0.750L+0.750S+0.450W+H 3.543 4.207 +D+0.750L+0.750S+0.5250E+H 3.543 4.207 +0.60D+0.60W+0.60H 1.047 1.272 +0.60D+0.70E+0.60H 1.047 1.272 D Only 1.745 2.119 Lr Only L Only S Only 2.397 2.783 W Only E Only H Only 6 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #2 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:21PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2400 1850 1650 650 1800 950 265 1100 31.2 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1600ksi 850ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2015 3.5x9 Span = 6.0 ft D(0.405) S(0.675) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 27.0 ft, (ROOF) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.450: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 3.000ft 116.73 psi= = FB : Allowable 2,760.00psi Fv : Allowable 3.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H = = = 304.75 psi== Section used for this span 3.5x9 fb : Actual Maximum Shear Stress Ratio 0.383 : 1 0.000 ft= = 1,242.09psi fv : Actual Maximum Deflection 0<360 864 Ratio =0<240.0 Max Downward Transient Deflection 0.052 in 1391Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.083 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.0833 3.022 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.260 3.260 Overall MINimum 0.741 0.741 +D+H 1.235 1.235 +D+L+H 1.235 1.235 +D+Lr+H 1.235 1.235 +D+S+H 3.260 3.260 +D+0.750Lr+0.750L+H 1.235 1.235 +D+0.750L+0.750S+H 2.754 2.754 7 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #2 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:21PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.60W+H 1.235 1.235 +D+0.70E+H 1.235 1.235 +D+0.750Lr+0.750L+0.450W+H 1.235 1.235 +D+0.750L+0.750S+0.450W+H 2.754 2.754 +D+0.750L+0.750S+0.5250E+H 2.754 2.754 +0.60D+0.60W+0.60H 0.741 0.741 +0.60D+0.70E+0.60H 0.741 0.741 D Only 1.235 1.235 Lr Only L Only S Only 2.025 2.025 W Only E Only H Only 8 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #2.1 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:21PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Hem Fir No.2 850.0 850.0 1,300.0 405.0 1,300.0 470.0 150.0 525.0 26.830 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 4x8 Span = 8.0 ft D(0.045) S(0.075) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 3.0 ft, (ROOF) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.307: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 4.000ft 25.19 psi= = FB : Allowable 1,270.75psi Fv : Allowable 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H = = = 172.50 psi== Section used for this span 4x8 fb : Actual Maximum Shear Stress Ratio 0.146 : 1 7.416 ft= = 390.52psi fv : Actual Maximum Deflection 0<360 1199 Ratio =0<240.0 Max Downward Transient Deflection 0.048 in 1995Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.080 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.0800 4.029 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.499 0.499 Overall MINimum 0.119 0.119 +D+H 0.199 0.199 +D+L+H 0.199 0.199 +D+Lr+H 0.199 0.199 +D+S+H 0.499 0.499 +D+0.750Lr+0.750L+H 0.199 0.199 +D+0.750L+0.750S+H 0.424 0.424 9 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #2.1 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:21PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.60W+H 0.199 0.199 +D+0.70E+H 0.199 0.199 +D+0.750Lr+0.750L+0.450W+H 0.199 0.199 +D+0.750L+0.750S+0.450W+H 0.424 0.424 +D+0.750L+0.750S+0.5250E+H 0.424 0.424 +0.60D+0.60W+0.60H 0.119 0.119 +0.60D+0.70E+0.60H 0.119 0.119 D Only 0.199 0.199 Lr Only L Only S Only 0.300 0.300 W Only E Only H Only 10 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #2.2 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Hem Fir No.2 850.0 850.0 1,300.0 405.0 1,300.0 470.0 150.0 525.0 26.830 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 4x8 Span = 5.0 ft D(0.225) S(0.375) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 15.0 ft, (ROOF) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.582: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 2.500ft 67.84 psi= = FB : Allowable 1,270.75psi Fv : Allowable 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H = = = 172.50 psi== Section used for this span 4x8 fb : Actual Maximum Shear Stress Ratio 0.393 : 1 0.000 ft= = 739.60psi fv : Actual Maximum Deflection 0<360 1013 Ratio =0<240.0 Max Downward Transient Deflection 0.037 in 1634Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.059 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.0592 2.518 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.512 1.512 Overall MINimum 0.345 0.345 +D+H 0.574 0.574 +D+L+H 0.574 0.574 +D+Lr+H 0.574 0.574 +D+S+H 1.512 1.512 +D+0.750Lr+0.750L+H 0.574 0.574 +D+0.750L+0.750S+H 1.277 1.277 11 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #2.2 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.60W+H 0.574 0.574 +D+0.70E+H 0.574 0.574 +D+0.750Lr+0.750L+0.450W+H 0.574 0.574 +D+0.750L+0.750S+0.450W+H 1.277 1.277 +D+0.750L+0.750S+0.5250E+H 1.277 1.277 +0.60D+0.60W+0.60H 0.345 0.345 +0.60D+0.70E+0.60H 0.345 0.345 D Only 0.574 0.574 Lr Only L Only S Only 0.938 0.938 W Only E Only H Only 12 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #3 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0ksi 850.0ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2015 5.5x9 Span = 4.50 ft D(2.8) L(1) S(3.7) D(0.03) L(0.08) D(0.08) D(0.045) S(0.075) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 2.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 3.0 ft, (ROOF) Point Load : D = 2.80, L = 1.0, S = 3.70 k @ 2.250 ft, (BM #3) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.464: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 2.250ft 109.51 psi= = FB : Allowable 2,760.00psi Fv : Allowable 5.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H = = = 304.75 psi== Section used for this span 5.5x9 fb : Actual Maximum Shear Stress Ratio 0.359 : 1 3.761 ft= = 1,280.30psi fv : Actual Maximum Deflection 0<360 1371 Ratio =0<240.0 Max Downward Transient Deflection 0.021 in 2517Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.039 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.0394 2.266 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.797 3.797 Overall MINimum 0.680 0.680 +D+H 1.773 1.773 +D+L+H 2.453 2.453 +D+Lr+H 1.773 1.773 13 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #3 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+S+H 3.792 3.792 +D+0.750Lr+0.750L+H 2.283 2.283 +D+0.750L+0.750S+H 3.797 3.797 +D+0.60W+H 1.773 1.773 +D+0.70E+H 1.773 1.773 +D+0.750Lr+0.750L+0.450W+H 2.283 2.283 +D+0.750L+0.750S+0.450W+H 3.797 3.797 +D+0.750L+0.750S+0.5250E+H 3.797 3.797 +0.60D+0.60W+0.60H 1.064 1.064 +0.60D+0.70E+0.60H 1.064 1.064 D Only 1.773 1.773 Lr Only L Only 0.680 0.680 S Only 2.019 2.019 W Only E Only H Only 14 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #4 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Hem Fir No.2 850.0 850.0 1,300.0 405.0 1,300.0 470.0 150.0 525.0 26.830 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 4x8 Span = 3.50 ft D(0.225) L(0.6) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 15.0 ft, (FLOOR) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.450: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 1.750ft 56.39 psi= = FB : Allowable 1,105.00psi Fv : Allowable 4x8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 150.00 psi== Section used for this span 4x8 fb : Actual Maximum Shear Stress Ratio 0.376 : 1 2.900 ft= = 497.24psi fv : Actual Maximum Deflection 0<360 2153 Ratio =0<240.0 Max Downward Transient Deflection 0.014 in 2978Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.020 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0195 1.763 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.452 1.452 Overall MINimum 0.241 0.241 +D+H 0.402 0.402 +D+L+H 1.452 1.452 +D+Lr+H 0.402 0.402 +D+S+H 0.402 0.402 +D+0.750Lr+0.750L+H 1.190 1.190 +D+0.750L+0.750S+H 1.190 1.190 15 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #4 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.60W+H 0.402 0.402 +D+0.70E+H 0.402 0.402 +D+0.750Lr+0.750L+0.450W+H 1.190 1.190 +D+0.750L+0.750S+0.450W+H 1.190 1.190 +D+0.750L+0.750S+0.5250E+H 1.190 1.190 +0.60D+0.60W+0.60H 0.241 0.241 +0.60D+0.70E+0.60H 0.241 0.241 D Only 0.402 0.402 Lr Only L Only 1.050 1.050 S Only W Only E Only H Only 16 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #4 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Hem Fir No.2 850.0 850.0 1,300.0 405.0 1,300.0 470.0 150.0 525.0 26.830 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 4x10 Span = 3.50 ft D(0.6) L(1.45) D(0.015) L(0.04) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.0 ft, (FLOOR) Point Load : D = 0.60, L = 1.450 k @ 1.750 ft, (BM #7) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.445: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 1.750ft 50.27 psi= = FB : Allowable 1,020.00psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 150.00 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.335 : 1 2.734 ft= = 453.73psi fv : Actual Maximum Deflection 0<360 3719 Ratio =0<240.0 Max Downward Transient Deflection 0.008 in 5282Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.011 in Ratio =>=240.Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0113 1.763 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.132 1.132 Overall MINimum 0.202 0.202 +D+H 0.337 0.337 +D+L+H 1.132 1.132 +D+Lr+H 0.337 0.337 +D+S+H 0.337 0.337 +D+0.750Lr+0.750L+H 0.933 0.933 17 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #4 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.750L+0.750S+H 0.933 0.933 +D+0.60W+H 0.337 0.337 +D+0.70E+H 0.337 0.337 +D+0.750Lr+0.750L+0.450W+H 0.933 0.933 +D+0.750L+0.750S+0.450W+H 0.933 0.933 +D+0.750L+0.750S+0.5250E+H 0.933 0.933 +0.60D+0.60W+0.60H 0.202 0.202 +0.60D+0.70E+0.60H 0.202 0.202 D Only 0.337 0.337 Lr Only L Only 0.795 0.795 S Only W Only E Only H Only 18 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #5 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Hem Fir No.2 850.0 850.0 1,300.0 405.0 1,300.0 470.0 150.0 525.0 26.830 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 4x10 Span = 8.0 ft D(0.075) S(0.125) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (LOWER ROOF) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.338: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 4.000ft 30.94 psi= = FB : Allowable 1,173.00psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H = = = 172.50 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.179 : 1 7.241 ft= = 396.28psi fv : Actual Maximum Deflection 0<360 1508 Ratio =0<240.0 Max Downward Transient Deflection 0.039 in 2486Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.064 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.0636 4.029 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.824 0.824 Overall MINimum 0.194 0.194 +D+H 0.324 0.324 +D+L+H 0.324 0.324 +D+Lr+H 0.324 0.324 +D+S+H 0.824 0.824 +D+0.750Lr+0.750L+H 0.324 0.324 +D+0.750L+0.750S+H 0.699 0.699 19 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #5 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.60W+H 0.324 0.324 +D+0.70E+H 0.324 0.324 +D+0.750Lr+0.750L+0.450W+H 0.324 0.324 +D+0.750L+0.750S+0.450W+H 0.699 0.699 +D+0.750L+0.750S+0.5250E+H 0.699 0.699 +0.60D+0.60W+0.60H 0.194 0.194 +0.60D+0.70E+0.60H 0.194 0.194 D Only 0.324 0.324 Lr Only L Only S Only 0.500 0.500 W Only E Only H Only 20 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #6 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0ksi 850.0ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2015 5.5x15 Span = 16.250 ft D(2.92) S(3.63)D(0.2) S(0.3)D(0.2) S(0.3)D(2.92) S(3.63) E(1.746) D(0.105) L(0.28) D(0.08) D(0.405) S(0.675) D(0.08) D(0.405) S(0.675) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 7.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 3.0 ft, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 3.0 ft, Tributary Width = 27.0 ft, (ROOF) Point Load : D = 2.920, S = 3.630 k @ 3.0 ft, (G.T. #2) Point Load : D = 0.20, S = 0.30 k @ 4.0 ft, (HDR #2.1) Point Load : D = 0.20, S = 0.30 k @ 12.0 ft, (HDR #2.1) Point Load : D = 2.920, S = 3.630 k @ 13.0 ft, (G.T. #2) Uniform Load : D = 0.010 ksf, Extent = 13.0 -->> 16.250 ft, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 13.0 -->> 16.250 ft, Tributary Width = 27.0 ft, (ROOF) Point Load : E = 1.746 k @ 15.750 ft, (SW 4) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.746: 1 Load Combination +D+0.750L+0.750S+H Span # where maximum occurs Span # 1 Location of maximum on span 8.540ft 186.14 psi= = FB : Allowable 2,749.72psi Fv : Allowable 5.5x15Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.750L+0.750S+H = = = 304.75 psi== Section used for this span 5.5x15 fb : Actual Maximum Shear Stress Ratio 0.611 : 1 0.000 ft= = 2,050.97psi fv : Actual Maximum Deflection 0<360 291 Ratio =0<240.0 Max Downward Transient Deflection 0.312 in 625Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.669 in Ratio =>=240.Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750L+0.750S+0.5250E+H 1 0.6693 8.184 0.0000 0.000 . 21 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #6 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 11.915 12.741 Overall MINimum 0.054 1.692 +D+H 5.645 5.623 +D+L+H 7.920 7.898 +D+Lr+H 5.645 5.623 +D+S+H 11.693 11.654 +D+0.750Lr+0.750L+H 7.351 7.330 +D+0.750L+0.750S+H 11.887 11.853 +D+0.60W+H 5.645 5.623 +D+0.70E+H 5.682 6.808 +D+0.750Lr+0.750L+0.450W+H 7.351 7.330 +D+0.750L+0.750S+0.450W+H 11.887 11.853 +D+0.750L+0.750S+0.5250E+H 11.915 12.741 +0.60D+0.60W+0.60H 3.387 3.374 +0.60D+0.70E+0.60H 3.424 4.559 D Only 5.645 5.623 Lr Only L Only 2.275 2.275 S Only 6.048 6.031 W Only E Only 0.054 1.692 H Only 22 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #7 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Hem Fir No.2 850 850 1300 405 1300 470 150 525 26.83 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 4x10 Span = 6.0 ft D(0.1275) L(0.34) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 8.50 ft, (FLOOR) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.502: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 3.000ft 49.00 psi= = FB : Allowable 1,020.00psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 150.00 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.327 : 1 0.000 ft= = 512.32psi fv : Actual Maximum Deflection 0<360 1555 Ratio =0<240.0 Max Downward Transient Deflection 0.033 in 2166Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.046 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0463 3.022 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.421 1.421 Overall MINimum 0.240 0.240 +D+H 0.401 0.401 +D+L+H 1.421 1.421 +D+Lr+H 0.401 0.401 +D+S+H 0.401 0.401 +D+0.750Lr+0.750L+H 1.166 1.166 +D+0.750L+0.750S+H 1.166 1.166 23 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #7 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.60W+H 0.401 0.401 +D+0.70E+H 0.401 0.401 +D+0.750Lr+0.750L+0.450W+H 1.166 1.166 +D+0.750L+0.750S+0.450W+H 1.166 1.166 +D+0.750L+0.750S+0.5250E+H 1.166 1.166 +0.60D+0.60W+0.60H 0.240 0.240 +0.60D+0.70E+0.60H 0.240 0.240 D Only 0.401 0.401 Lr Only L Only 1.020 1.020 S Only W Only E Only H Only 24 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #8 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Hem Fir No.2 850.0 850.0 1,300.0 405.0 1,300.0 470.0 150.0 525.0 26.830 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 4x10 Span = 5.0 ft D(1.24) S(2.03) E(1.051) D(0.135) L(0.36) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR) Point Load : D = 1.240, S = 2.030 k @ 1.0 ft, (HDR #2) Point Load : E = 1.051 k @ 1.0 ft, (SW 6) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.622: 1 Load Combination +D+0.750L+0.750S+H Span # where maximum occurs Span # 1 Location of maximum on span 1.150ft 135.41 psi= = FB : Allowable 1,173.00psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.750L+0.750S+H = = = 172.50 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.785 : 1 0.000 ft= = 730.18psi fv : Actual Maximum Deflection 0<360 1246 Ratio =0<240.0 Max Downward Transient Deflection 0.018 in 3378Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.048 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750L+0.750S+0.5250E+H 1 0.0481 2.318 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.679 1.690 Overall MINimum 0.807 0.210 +D+H 1.345 0.601 +D+L+H 2.245 1.501 +D+Lr+H 1.345 0.601 +D+S+H 2.969 1.007 25 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #8 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.750Lr+0.750L+H 2.020 1.276 +D+0.750L+0.750S+H 3.238 1.580 +D+0.60W+H 1.345 0.601 +D+0.70E+H 1.933 0.748 +D+0.750Lr+0.750L+0.450W+H 2.020 1.276 +D+0.750L+0.750S+0.450W+H 3.238 1.580 +D+0.750L+0.750S+0.5250E+H 3.679 1.690 +0.60D+0.60W+0.60H 0.807 0.360 +0.60D+0.70E+0.60H 1.395 0.507 D Only 1.345 0.601 Lr Only L Only 0.900 0.900 S Only 1.624 0.406 W Only E Only 0.841 0.210 H Only 26 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #9 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0ksi 850.0ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2015 5.5x9 Span = 8.0 ft D(0.1425) L(0.38) D(0.08) D(0.405) S(0.675) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 9.50 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 27.0 ft, (ROOF) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.670: 1 Load Combination +D+0.750L+0.750S+H Span # where maximum occurs Span # 1 Location of maximum on span 4.000ft 141.65 psi= = FB : Allowable 2,760.00psi Fv : Allowable 5.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.750L+0.750S+H = = = 304.75 psi== Section used for this span 5.5x9 fb : Actual Maximum Shear Stress Ratio 0.465 : 1 7.270 ft= = 1,848.21psi fv : Actual Maximum Deflection 0<360 435 Ratio =0<240.0 Max Downward Transient Deflection 0.104 in 922Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.220 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750L+0.750S+0.5250E+H 1 0.2203 4.029 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 5.718 5.718 Overall MINimum 1.520 1.520 +D+H 2.553 2.553 +D+L+H 4.073 4.073 +D+Lr+H 2.553 2.553 +D+S+H 5.253 5.253 27 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #9 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.750Lr+0.750L+H 3.693 3.693 +D+0.750L+0.750S+H 5.718 5.718 +D+0.60W+H 2.553 2.553 +D+0.70E+H 2.553 2.553 +D+0.750Lr+0.750L+0.450W+H 3.693 3.693 +D+0.750L+0.750S+0.450W+H 5.718 5.718 +D+0.750L+0.750S+0.5250E+H 5.718 5.718 +0.60D+0.60W+0.60H 1.532 1.532 +0.60D+0.70E+0.60H 1.532 1.532 D Only 2.553 2.553 Lr Only L Only 1.520 1.520 S Only 2.700 2.700 W Only E Only H Only 28 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #10 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Hem Fir No.2 850 850 1300 405 1300 470 150 525 26.83 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 4x10 Span = 5.0 ft D(0.1425) L(0.38) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 9.50 ft, (FLOOR) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.389: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 2.500ft 42.45 psi= = FB : Allowable 1,020.00psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 150.00 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.283 : 1 0.000 ft= = 397.10psi fv : Actual Maximum Deflection 0<360 2408 Ratio =0<240.0 Max Downward Transient Deflection 0.018 in 3349Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.025 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0249 2.518 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.321 1.321 Overall MINimum 0.223 0.223 +D+H 0.371 0.371 +D+L+H 1.321 1.321 +D+Lr+H 0.371 0.371 +D+S+H 0.371 0.371 +D+0.750Lr+0.750L+H 1.084 1.084 +D+0.750L+0.750S+H 1.084 1.084 29 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #10 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.60W+H 0.371 0.371 +D+0.70E+H 0.371 0.371 +D+0.750Lr+0.750L+0.450W+H 1.084 1.084 +D+0.750L+0.750S+0.450W+H 1.084 1.084 +D+0.750L+0.750S+0.5250E+H 1.084 1.084 +0.60D+0.60W+0.60H 0.223 0.223 +0.60D+0.70E+0.60H 0.223 0.223 D Only 0.371 0.371 Lr Only L Only 0.950 0.950 S Only W Only E Only H Only 30 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #11 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0ksi 850.0ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2015 5.5x9 Span = 2.50 ft D(4.31) L(1.96) S(5.08) E(1.68) D(0.0225) L(0.06) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.50 ft, (FLOOR) Point Load : D = 4.310, L = 1.960, S = 5.080, E = 1.680 k @ 1.0 ft, (BM #8) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.340: 1 Load Combination +D+0.750L+0.750S+H Span # where maximum occurs Span # 1 Location of maximum on span 1.004ft 175.55 psi= = FB : Allowable 2,760.00psi Fv : Allowable 5.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.750L+0.750S+H = = = 304.75 psi== Section used for this span 5.5x9 fb : Actual Maximum Shear Stress Ratio 0.576 : 1 0.000 ft= = 937.17psi fv : Actual Maximum Deflection 0<360 3172 Ratio =0<240.0 Max Downward Transient Deflection 0.005 in 6619Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.009 in Ratio =>=240.Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750L+0.750S+0.5250E+H 1 0.0095 1.186 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 6.381 4.287 Overall MINimum 1.008 0.672 +D+H 2.628 1.766 +D+L+H 3.879 2.625 +D+Lr+H 2.628 1.766 +D+S+H 5.676 3.798 +D+0.750Lr+0.750L+H 3.566 2.410 31 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :HDR #11 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.750L+0.750S+H 5.852 3.934 +D+0.60W+H 2.628 1.766 +D+0.70E+H 3.333 2.236 +D+0.750Lr+0.750L+0.450W+H 3.566 2.410 +D+0.750L+0.750S+0.450W+H 5.852 3.934 +D+0.750L+0.750S+0.5250E+H 6.381 4.287 +0.60D+0.60W+0.60H 1.577 1.059 +0.60D+0.70E+0.60H 2.282 1.530 D Only 2.628 1.766 Lr Only L Only 1.251 0.859 S Only 3.048 2.032 W Only E Only 1.008 0.672 H Only 32 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #1 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Hem Fir No.2 850 850 1300 405 1300 470 150 525 26.83 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 4x10 Span = 7.0 ft D(0.0975) S(0.1625) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.50 ft, (ROOF) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.334: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 3.500ft 33.69 psi= = FB : Allowable 1,173.00psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H = = = 172.50 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.195 : 1 6.234 ft= = 391.76psi fv : Actual Maximum Deflection 0<360 1743 Ratio =0<240.0 Max Downward Transient Deflection 0.029 in 2854Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.048 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.0482 3.526 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.931 0.931 Overall MINimum 0.217 0.217 +D+H 0.362 0.362 +D+L+H 0.362 0.362 +D+Lr+H 0.362 0.362 +D+S+H 0.931 0.931 +D+0.750Lr+0.750L+H 0.362 0.362 +D+0.750L+0.750S+H 0.789 0.789 33 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #1 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.60W+H 0.362 0.362 +D+0.70E+H 0.362 0.362 +D+0.750Lr+0.750L+0.450W+H 0.362 0.362 +D+0.750L+0.750S+0.450W+H 0.789 0.789 +D+0.750L+0.750S+0.5250E+H 0.789 0.789 +0.60D+0.60W+0.60H 0.217 0.217 +0.60D+0.70E+0.60H 0.217 0.217 D Only 0.362 0.362 Lr Only L Only S Only 0.569 0.569 W Only E Only H Only 34 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #2 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Hem Fir No.2 850.0 850.0 1,300.0 405.0 1,300.0 470.0 150.0 525.0 26.830 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 4x10 Span = 10.0 ft D(0.105) S(0.175) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 7.0 ft, (LOWER ROOF) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.733: 1 Load Combination +D+S+H Span # where maximum occurs Span # 1 Location of maximum on span 5.000ft 56.11 psi= = FB : Allowable 1,173.00psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S+H = = = 172.50 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.325 : 1 0.000 ft= = 859.62psi fv : Actual Maximum Deflection 0<360 556 Ratio =0<240.0 Max Downward Transient Deflection 0.132 in 909Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.216 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S+H 1 0.2157 5.036 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.430 1.430 Overall MINimum 0.333 0.333 +D+H 0.555 0.555 +D+L+H 0.555 0.555 +D+Lr+H 0.555 0.555 +D+S+H 1.430 1.430 +D+0.750Lr+0.750L+H 0.555 0.555 +D+0.750L+0.750S+H 1.211 1.211 35 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #2 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.60W+H 0.555 0.555 +D+0.70E+H 0.555 0.555 +D+0.750Lr+0.750L+0.450W+H 0.555 0.555 +D+0.750L+0.750S+0.450W+H 1.211 1.211 +D+0.750L+0.750S+0.5250E+H 1.211 1.211 +0.60D+0.60W+0.60H 0.333 0.333 +0.60D+0.70E+0.60H 0.333 0.333 D Only 0.555 0.555 Lr Only L Only S Only 0.875 0.875 W Only E Only H Only 36 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #3 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Trus Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.050 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 3.5x11.875 Span = 10.0 ft D(0.57) S(0.93)D(0.57) S(0.93) D(0.075) S(0.125) D(0.075) L(0.2) D(0.08) D(0.225) S(0.375) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 5.0 ft, (LOWER ROOF) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 5.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 4.250 ft, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 4.250 ft, Tributary Width = 15.0 ft, (ROOF) Point Load : D = 0.570, S = 0.930 k @ 4.250 ft, (HDR #2.2) Point Load : D = 0.570, S = 0.930 k @ 9.250 ft, (HDR #2) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.503: 1 Load Combination +D+0.750L+0.750S+H Span # where maximum occurs Span # 1 Location of maximum on span 4.234ft 138.63 psi= = FB : Allowable 3,335.00psi Fv : Allowable 3.5x11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.750L+0.750S+H = = = 333.50 psi== Section used for this span 3.5x11.875 fb : Actual Maximum Shear Stress Ratio 0.416 : 1 0.000 ft= = 1,678.48psi fv : Actual Maximum Deflection 0<360 593 Ratio =0<240.0 Max Downward Transient Deflection 0.103 in 1160Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.202 in Ratio =>=240.Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750L+0.750S+0.5250E+H 1 0.2023 4.854 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 4.820 4.274 Overall MINimum 1.000 1.000 +D+H 2.206 1.860 37 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #3 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+L+H 3.206 2.860 +D+Lr+H 2.206 1.860 +D+S+H 4.691 4.079 +D+0.750Lr+0.750L+H 2.956 2.610 +D+0.750L+0.750S+H 4.820 4.274 +D+0.60W+H 2.206 1.860 +D+0.70E+H 2.206 1.860 +D+0.750Lr+0.750L+0.450W+H 2.956 2.610 +D+0.750L+0.750S+0.450W+H 4.820 4.274 +D+0.750L+0.750S+0.5250E+H 4.820 4.274 +0.60D+0.60W+0.60H 1.324 1.116 +0.60D+0.70E+0.60H 1.324 1.116 D Only 2.206 1.860 Lr Only L Only 1.000 1.000 S Only 2.485 2.219 W Only E Only H Only 38 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #4 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0ksi 850.0ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2015 5.125x15 Span = 19.0 ft D(2.21) L(1) S(2.48) D(0.045) S(0.075) D(0.015) L(0.04) D(0.08) D(0.045) S(0.075) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 9.50 ft, Tributary Width = 3.0 ft, (LOWER ROOF) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 9.50 -->> 19.0 ft, Tributary Width = 1.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Extent = 9.50 -->> 19.0 ft, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 9.50 -->> 19.0 ft, Tributary Width = 3.0 ft, (ROOF) Point Load : D = 2.210, L = 1.0, S = 2.480 k @ 9.50 ft, (BM #3) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.711: 1 Load Combination +D+0.750L+0.750S+H Span # where maximum occurs Span # 1 Location of maximum on span 9.500ft 80.34 psi= = FB : Allowable 2,726.24psi Fv : Allowable 5.125x15Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.750L+0.750S+H = = = 304.75 psi== Section used for this span 5.125x15 fb : Actual Maximum Shear Stress Ratio 0.264 : 1 17.752 ft= = 1,937.85psi fv : Actual Maximum Deflection 0<360 342 Ratio =0<240.0 Max Downward Transient Deflection 0.323 in 706Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.666 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750L+0.750S+0.5250E+H 1 0.6663 9.639 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.869 4.421 Overall MINimum 0.595 0.785 +D+H 1.916 2.368 39 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #4 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+L+H 2.511 3.153 +D+Lr+H 1.916 2.368 +D+S+H 3.869 4.320 +D+0.750Lr+0.750L+H 2.363 2.956 +D+0.750L+0.750S+H 3.827 4.421 +D+0.60W+H 1.916 2.368 +D+0.70E+H 1.916 2.368 +D+0.750Lr+0.750L+0.450W+H 2.363 2.956 +D+0.750L+0.750S+0.450W+H 3.827 4.421 +D+0.750L+0.750S+0.5250E+H 3.827 4.421 +0.60D+0.60W+0.60H 1.150 1.421 +0.60D+0.70E+0.60H 1.150 1.421 D Only 1.916 2.368 Lr Only L Only 0.595 0.785 S Only 1.953 1.953 W Only E Only H Only 40 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #5 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Trus Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.050 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 3.5x11.875 Span = 4.0 ft 3.5x11.875 Span = 4.250 ft 3.5x11.875 Span = 12.50 ft D(0.27) L(0.72)D(0.27) L(0.72)D(0.15) L(0.4) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 18.0 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 18.0 ft, (FLOOR) Load for Span Number 3 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 10.0 ft, (FLOOR) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.443: 1 Load Combination +D+L+H Span # where maximum occurs Span # 2 Location of maximum on span 4.250ft 133.18 psi= = FB : Allowable 2,900.00psi Fv : Allowable 3.5x11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 2= Load Combination +D+L+H = = = 290.00 psi== Section used for this span 3.5x11.875 fb : Actual Maximum Shear Stress Ratio 0.459 : 1 4.250 ft= = 1,283.27psi fv : Actual Maximum Deflection 6700>=360 891 Ratio =4747>=240. Max Downward Transient Deflection 0.119 in 1255Ratio =>=360 Max Upward Transient Deflection -0.008 in Ratio = Max Downward Total Deflection 0.168 in Ratio =>=240.Max Upward Total Deflection -0.011 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0062 2.017 0.0000 0.000 +D+L+H 2 0.0000 2.017 -0.0107 2.714 +D+L+H 3 0.1682 6.933 0.0000 2.714 . Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.038 8.453 2.006 2.815 41 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #5 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MINimum 0.347 1.461 0.326 0.489 +D+H 0.579 2.435 0.544 0.815 +D+L+H 2.038 8.453 2.006 2.815 +D+Lr+H 0.579 2.435 0.544 0.815 +D+S+H 0.579 2.435 0.544 0.815 +D+0.750Lr+0.750L+H 1.673 6.949 1.640 2.315 +D+0.750L+0.750S+H 1.673 6.949 1.640 2.315 +D+0.60W+H 0.579 2.435 0.544 0.815 +D+0.70E+H 0.579 2.435 0.544 0.815 +D+0.750Lr+0.750L+0.450W+H 1.673 6.949 1.640 2.315 +D+0.750L+0.750S+0.450W+H 1.673 6.949 1.640 2.315 +D+0.750L+0.750S+0.5250E+H 1.673 6.949 1.640 2.315 +0.60D+0.60W+0.60H 0.347 1.461 0.326 0.489 +0.60D+0.70E+0.60H 0.347 1.461 0.326 0.489 D Only 0.579 2.435 0.544 0.815 Lr Only L Only 1.459 6.019 1.463 2.000 S Only W Only E Only H Only 42 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #6 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0ksi 850.0ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2015 5.5x16.5 Span = 10.0 ft 5.5x16.5 Span = 21.0 ft D(0.1275) L(0.34) D(0.045) S(0.075) D(0.08) D(0.24) S(0.4) D(0.0975) L(0.26) D(0.09) L(0.24) D(0.1275,0.08625) L(0.34,0.23) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 8.50 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 3.0 ft, (LOWER ROOF) Uniform Load : D = 0.010 ksf, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 16.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 6.50 ft, (FLOOR) Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 17.250 ft, Tributary Width = 6.0 ft, (FLOOR) Varying Uniform Load : D(S,E) = 0.0150->0.0150, L(S,E) = 0.040->0.040 ksf, Extent = 17.250 -->> 21.0 ft, Trib Width = 8.50->5.750 ft, (FLOOR) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.812: 1 Load Combination +D+L+H Span # where maximum occurs Span # 2 Location of maximum on span 0.000ft 131.78 psi= = FB : Allowable 1,779.40psi Fv : Allowable 5.5x16.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 265.00 psi== Section used for this span 5.5x16.5 fb : Actual Maximum Shear Stress Ratio 0.497 : 1 10.000 ft= = 1,444.78psi fv : Actual Maximum Deflection 2933>=360 541 Ratio =2877>=240. Max Downward Transient Deflection 0.342 in 736Ratio =>=360 Max Upward Transient Deflection -0.041 in Ratio = Max Downward Total Deflection 0.465 in Ratio =>=240. Max Upward Total Deflection -0.042 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H+D+S+H 1 0.0190 2.123 -0.0417 6.760 +D+L+H 2 0.4650 11.615 0.0000 6.760 . 43 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #6 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.759 6.197 16.151 Overall MINimum -0.319 -0.091 2.658 +D+H 1.575 1.761 6.199 +D+L+H 1.256 6.197 16.151 +D+Lr+H 1.575 1.761 6.199 +D+S+H 3.759 1.670 8.857 +D+0.750Lr+0.750L+H 1.336 5.088 13.663 +D+0.750L+0.750S+H 2.973 5.020 15.656 +D+0.60W+H 1.575 1.761 6.199 +D+0.70E+H 1.575 1.761 6.199 +D+0.750Lr+0.750L+0.450W+H 1.336 5.088 13.663 +D+0.750L+0.750S+0.450W+H 2.973 5.020 15.656 +D+0.750L+0.750S+0.5250E+H 2.973 5.020 15.656 +0.60D+0.60W+0.60H 0.945 1.057 3.719 +0.60D+0.70E+0.60H 0.945 1.057 3.719 D Only 1.575 1.761 6.199 Lr Only L Only -0.319 4.436 9.952 S Only 2.183 -0.091 2.658 W Only E Only H Only 44 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #7 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Trus Joist Parallam PSL 2.0E 2900 2900 2900 750 2000 1016.535 290 2025 45.05 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 3.5x11.875 Span = 8.50 ft D(0.1275) L(0.34) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 8.50 ft, (FLOOR) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.218: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 4.250ft 57.02 psi= = FB : Allowable 2,900.00psi Fv : Allowable 3.5x11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 290.00 psi== Section used for this span 3.5x11.875 fb : Actual Maximum Shear Stress Ratio 0.197 : 1 0.000 ft= = 633.05psi fv : Actual Maximum Deflection 0<360 1755 Ratio =0<240.0 Max Downward Transient Deflection 0.041 in 2480Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.058 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0581 4.281 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.042 2.042 Overall MINimum 0.358 0.358 +D+H 0.597 0.597 +D+L+H 2.042 2.042 +D+Lr+H 0.597 0.597 +D+S+H 0.597 0.597 +D+0.750Lr+0.750L+H 1.681 1.681 +D+0.750L+0.750S+H 1.681 1.681 45 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #7 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.60W+H 0.597 0.597 +D+0.70E+H 0.597 0.597 +D+0.750Lr+0.750L+0.450W+H 1.681 1.681 +D+0.750L+0.750S+0.450W+H 1.681 1.681 +D+0.750L+0.750S+0.5250E+H 1.681 1.681 +0.60D+0.60W+0.60H 0.358 0.358 +0.60D+0.70E+0.60H 0.358 0.358 D Only 0.597 0.597 Lr Only L Only 1.445 1.445 S Only W Only E Only H Only 46 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #8 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Trus Joist Parallam PSL 2.0E 2,900.0 2,900.0 2,900.0 750.0 2,000.0 1,016.54 290.0 2,025.0 45.050 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 5.25x11.875 Span = 13.0 ft E(1.746)D(1.24) S(2.03)D(1.24) S(2.03) D(0.105) L(0.28) D(0.03) S(0.05) D(0.08) D(0.08) D(0.405) S(0.675) D(0.405) S(0.675) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 7.0 ft, (FLOOR) Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 2.0 ft, (LOWER ROOF) Uniform Load : D = 0.010 ksf, Extent = 0.0 -->> 3.750 ft, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.010 ksf, Extent = 9.750 -->> 13.0 ft, Tributary Width = 8.0 ft, (WALL) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 3.750 ft, Tributary Width = 27.0 ft, (ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 9.750 -->> 13.0 ft, Tributary Width = 27.0 ft, (ROOF) Point Load : E = 1.746 k @ 3.750 ft, (SW 4) Point Load : D = 1.240, S = 2.030 k @ 3.750 ft, (HDR #2) Point Load : D = 1.240, S = 2.030 k @ 9.750 ft, (HDR #2) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.710: 1 Load Combination +D+0.750L+0.750S+H Span # where maximum occurs Span # 1 Location of maximum on span 5.883ft 181.20 psi= = FB : Allowable 3,335.00psi Fv : Allowable 5.25x11.875Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+0.750L+0.750S+H = = = 333.50 psi== Section used for this span 5.25x11.875 fb : Actual Maximum Shear Stress Ratio 0.543 : 1 0.000 ft= = 2,366.65psi fv : Actual Maximum Deflection 0<360 269 Ratio =0<240.0 Max Downward Transient Deflection 0.282 in 553Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.580 in Ratio =>=240.Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+0.750L+0.750S+0.5250E+H 1 0.5797 6.453 0.0000 0.000 . 47 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #8 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 9.505 9.101 Overall MINimum 1.242 0.504 +D+H 3.950 3.934 +D+L+H 5.770 5.754 +D+Lr+H 3.950 3.934 +D+S+H 8.667 8.651 +D+0.750Lr+0.750L+H 5.315 5.299 +D+0.750L+0.750S+H 8.853 8.837 +D+0.60W+H 3.950 3.934 +D+0.70E+H 4.820 4.286 +D+0.750Lr+0.750L+0.450W+H 5.315 5.299 +D+0.750L+0.750S+0.450W+H 8.853 8.837 +D+0.750L+0.750S+0.5250E+H 9.505 9.101 +0.60D+0.60W+0.60H 2.370 2.360 +0.60D+0.70E+0.60H 3.240 2.713 D Only 3.950 3.934 Lr Only L Only 1.820 1.820 S Only 4.717 4.718 W Only E Only 1.242 0.504 H Only 48 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #9 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Hem Fir No.2 850.0 850.0 1,300.0 405.0 1,300.0 470.0 150.0 525.0 26.830 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 6x10 Span = 8.50 ft D(0.1275) L(0.51) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.060 ksf, Tributary Width = 8.50 ft, (FLOOR) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.998: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 4.250ft 64.56 psi= = FB : Allowable 850.00psi Fv : Allowable 6x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 150.00 psi== Section used for this span 6x10 fb : Actual Maximum Shear Stress Ratio 0.430 : 1 0.000 ft= = 847.88psi fv : Actual Maximum Deflection 0<360 681 Ratio =0<240.0 Max Downward Transient Deflection 0.118 in 864Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.150 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.1497 4.281 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.751 2.751 Overall MINimum 0.350 0.350 +D+H 0.583 0.583 +D+L+H 2.751 2.751 +D+Lr+H 0.583 0.583 +D+S+H 0.583 0.583 +D+0.750Lr+0.750L+H 2.209 2.209 +D+0.750L+0.750S+H 2.209 2.209 49 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #9 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.60W+H 0.583 0.583 +D+0.70E+H 0.583 0.583 +D+0.750Lr+0.750L+0.450W+H 2.209 2.209 +D+0.750L+0.750S+0.450W+H 2.209 2.209 +D+0.750L+0.750S+0.5250E+H 2.209 2.209 +0.60D+0.60W+0.60H 0.350 0.350 +0.60D+0.70E+0.60H 0.350 0.350 D Only 0.583 0.583 Lr Only L Only 2.168 2.168 S Only W Only E Only H Only 50 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #10 (MAIN FLOOR) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0ksi 850.0ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2015 5.5x9 Span = 8.0 ft D(0.16875) L(0.45) D(0.1) D(0.225) L(0.6) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 11.250 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 10.0 ft, (WALL) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 15.0 ft, (FLOOR) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.837: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 4.000ft 154.04 psi= = FB : Allowable 2,400.00psi Fv : Allowable 5.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 265.00 psi== Section used for this span 5.5x9 fb : Actual Maximum Shear Stress Ratio 0.581 : 1 7.270 ft= = 2,009.83psi fv : Actual Maximum Deflection 0<360 400 Ratio =0<240.0 Max Downward Transient Deflection 0.162 in 593Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.240 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.2396 4.029 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 6.218 6.218 Overall MINimum 1.211 1.211 +D+H 2.018 2.018 +D+L+H 6.218 6.218 +D+Lr+H 2.018 2.018 +D+S+H 2.018 2.018 51 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #10 (MAIN FLOOR) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.750Lr+0.750L+H 5.168 5.168 +D+0.750L+0.750S+H 5.168 5.168 +D+0.60W+H 2.018 2.018 +D+0.70E+H 2.018 2.018 +D+0.750Lr+0.750L+0.450W+H 5.168 5.168 +D+0.750L+0.750S+0.450W+H 5.168 5.168 +D+0.750L+0.750S+0.5250E+H 5.168 5.168 +0.60D+0.60W+0.60H 1.211 1.211 +0.60D+0.70E+0.60H 1.211 1.211 D Only 2.018 2.018 Lr Only L Only 4.200 4.200 S Only W Only E Only H Only 52 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #11 (MAIN FLOOR) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Hem Fir No.2 850.0 850.0 1,300.0 405.0 1,300.0 470.0 150.0 525.0 26.830 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 4x10 Span = 4.0 ft D(0.135) L(0.36) D(0.1) D(0.27) L(0.72) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 9.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 10.0 ft, (WALL) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 18.0 ft, (FLOOR) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.750: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 2.000ft 91.47 psi= = FB : Allowable 1,020.00psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 150.00 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.610 : 1 3.241 ft= = 765.05psi fv : Actual Maximum Deflection 0<360 1562 Ratio =0<240.0 Max Downward Transient Deflection 0.021 in 2302Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.031 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0307 2.015 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.182 3.182 Overall MINimum 0.613 0.613 +D+H 1.022 1.022 +D+L+H 3.182 3.182 +D+Lr+H 1.022 1.022 +D+S+H 1.022 1.022 53 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #11 (MAIN FLOOR) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.750Lr+0.750L+H 2.642 2.642 +D+0.750L+0.750S+H 2.642 2.642 +D+0.60W+H 1.022 1.022 +D+0.70E+H 1.022 1.022 +D+0.750Lr+0.750L+0.450W+H 2.642 2.642 +D+0.750L+0.750S+0.450W+H 2.642 2.642 +D+0.750L+0.750S+0.5250E+H 2.642 2.642 +0.60D+0.60W+0.60H 0.613 0.613 +0.60D+0.70E+0.60H 0.613 0.613 D Only 1.022 1.022 Lr Only L Only 2.160 2.160 S Only W Only E Only H Only 54 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #12 (MAIN FLOOR) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Trus Joist TimberStrand LSL 1.3E - Beam/Col 1700 1700 1400 680 1300 660.75 400 1075 44.99 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 3.5x9.5 Span = 13.50 ft D(0.34) L(0.8)D(0.34) L(0.8) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 0.340, L = 0.80 k @ 2.50 ft, (HDR #4) Point Load : D = 0.340, L = 0.80 k @ 6.0 ft, (HDR #4) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.752: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 6.011ft 73.27 psi= = FB : Allowable 1,700.00psi Fv : Allowable 3.5x9.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 400.00 psi== Section used for this span 3.5x9.5 fb : Actual Maximum Shear Stress Ratio 0.183 : 1 0.000 ft= = 1,278.57psi fv : Actual Maximum Deflection 0<360 324 Ratio =0<240.0 Max Downward Transient Deflection 0.334 in 485Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.499 in Ratio =>=240.Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.4992 6.356 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.632 0.788 Overall MINimum 0.322 0.171 +D+H 0.536 0.284 +D+L+H 1.632 0.788 +D+Lr+H 0.536 0.284 +D+S+H 0.536 0.284 +D+0.750Lr+0.750L+H 1.358 0.662 55 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #12 (MAIN FLOOR) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.750L+0.750S+H 1.358 0.662 +D+0.60W+H 0.536 0.284 +D+0.70E+H 0.536 0.284 +D+0.750Lr+0.750L+0.450W+H 1.358 0.662 +D+0.750L+0.750S+0.450W+H 1.358 0.662 +D+0.750L+0.750S+0.5250E+H 1.358 0.662 +0.60D+0.60W+0.60H 0.322 0.171 +0.60D+0.70E+0.60H 0.322 0.171 D Only 0.536 0.284 Lr Only L Only 1.096 0.504 S Only W Only E Only H Only 56 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #13 (MAIN FLOOR) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2400 1850 1650 650 1800 950 265 1100 31.2 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1600ksi 850ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2015 3.5x9 Span = 5.0 ft D(0.54) L(1.1) D(0.195) L(0.52) D(0.195) L(0.52) D(0.1) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 13.0 ft, (FLOOR) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 13.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 10.0 ft, (WALL) Point Load : D = 0.540, L = 1.10 k @ 2.250 ft, (BM #12) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.717: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 2.263ft 171.15 psi= = FB : Allowable 2,400.00psi Fv : Allowable 3.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 265.00 psi== Section used for this span 3.5x9 fb : Actual Maximum Shear Stress Ratio 0.646 : 1 0.000 ft= = 1,721.75psi fv : Actual Maximum Deflection 0<360 790 Ratio =0<240.0 Max Downward Transient Deflection 0.051 in 1170Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.076 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0759 2.482 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 4.744 4.580 Overall MINimum 0.923 0.891 +D+H 1.539 1.485 +D+L+H 4.744 4.580 +D+Lr+H 1.539 1.485 57 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #13 (MAIN FLOOR) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+S+H 1.539 1.485 +D+0.750Lr+0.750L+H 3.943 3.806 +D+0.750L+0.750S+H 3.943 3.806 +D+0.60W+H 1.539 1.485 +D+0.70E+H 1.539 1.485 +D+0.750Lr+0.750L+0.450W+H 3.943 3.806 +D+0.750L+0.750S+0.450W+H 3.943 3.806 +D+0.750L+0.750S+0.5250E+H 3.943 3.806 +0.60D+0.60W+0.60H 0.923 0.891 +0.60D+0.70E+0.60H 0.923 0.891 D Only 1.539 1.485 Lr Only L Only 3.205 3.095 S Only W Only E Only H Only 58 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #14 (MAIN FLOOR) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Hem Fir No.2 850 850 1300 405 1300 470 150 525 26.83 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 4x10 Span = 7.0 ft D(0.1425) L(0.38) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 9.50 ft, (FLOOR) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.763: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 3.500ft 66.94 psi= = FB : Allowable 1,020.00psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 150.00 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.446 : 1 6.234 ft= = 778.32psi fv : Actual Maximum Deflection 0<360 877 Ratio =0<240.0 Max Downward Transient Deflection 0.069 in 1220Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.096 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0957 3.526 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.850 1.850 Overall MINimum 0.312 0.312 +D+H 0.520 0.520 +D+L+H 1.850 1.850 +D+Lr+H 0.520 0.520 +D+S+H 0.520 0.520 +D+0.750Lr+0.750L+H 1.517 1.517 +D+0.750L+0.750S+H 1.517 1.517 59 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #14 (MAIN FLOOR) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.60W+H 0.520 0.520 +D+0.70E+H 0.520 0.520 +D+0.750Lr+0.750L+0.450W+H 1.517 1.517 +D+0.750L+0.750S+0.450W+H 1.517 1.517 +D+0.750L+0.750S+0.5250E+H 1.517 1.517 +0.60D+0.60W+0.60H 0.312 0.312 +0.60D+0.70E+0.60H 0.312 0.312 D Only 0.520 0.520 Lr Only L Only 1.330 1.330 S Only W Only E Only H Only 60 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #15 (MAIN FLOOR) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Hem Fir No.2 850.0 850.0 1,300.0 405.0 1,300.0 470.0 150.0 525.0 26.830 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2015 4x10 Span = 6.50 ft D(0.1725) L(0.46) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 11.50 ft, (FLOOR) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.795: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 3.250ft 73.69 psi= = FB : Allowable 1,020.00psi Fv : Allowable 4x10Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 150.00 psi== Section used for this span 4x10 fb : Actual Maximum Shear Stress Ratio 0.491 : 1 5.741 ft= = 810.78psi fv : Actual Maximum Deflection 0<360 907 Ratio =0<240.0 Max Downward Transient Deflection 0.062 in 1259Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.086 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0860 3.274 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 2.075 2.075 Overall MINimum 0.348 0.348 +D+H 0.580 0.580 +D+L+H 2.075 2.075 +D+Lr+H 0.580 0.580 +D+S+H 0.580 0.580 +D+0.750Lr+0.750L+H 1.701 1.701 +D+0.750L+0.750S+H 1.701 1.701 61 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #15 (MAIN FLOOR) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.60W+H 0.580 0.580 +D+0.70E+H 0.580 0.580 +D+0.750Lr+0.750L+0.450W+H 1.701 1.701 +D+0.750L+0.750S+0.450W+H 1.701 1.701 +D+0.750L+0.750S+0.5250E+H 1.701 1.701 +0.60D+0.60W+0.60H 0.348 0.348 +0.60D+0.70E+0.60H 0.348 0.348 D Only 0.580 0.580 Lr Only L Only 1.495 1.495 S Only W Only E Only H Only 62 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #16 (MAIN FLOOR) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design DF/DF 24F - V4 2,400.0 1,850.0 1,650.0 650.0 1,800.0 950.0 265.0 1,100.0 31.20 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb - Tension psi psi Fv psi Fb - Compr Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity 1,600.0ksi 850.0ksi Ebend- yy Eminbend - yy Ebend- xx ksi Density pcf Load Combination :IBC 2015 3.5x7.5 Span = 5.0 ft D(0.195) L(0.52) D(0.195) L(0.52) D(0.1) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 13.0 ft, (FLOOR) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 13.0 ft, (FLOOR) Uniform Load : D = 0.010 ksf, Tributary Width = 10.0 ft, (WALL) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.731: 1 Load Combination +D+L+H Span # where maximum occurs Span # 1 Location of maximum on span 2.500ft 164.94 psi= = FB : Allowable 2,400.00psi Fv : Allowable 3.5x7.5Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+L+H = = = 265.00 psi== Section used for this span 3.5x7.5 fb : Actual Maximum Shear Stress Ratio 0.622 : 1 0.000 ft= = 1,755.07psi fv : Actual Maximum Deflection 0<360 611 Ratio =0<240.0 Max Downward Transient Deflection 0.066 in 903Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.098 in Ratio =>=240. Max Upward Total Deflection 0.000 in . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+L+H 1 0.0981 2.518 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 3.839 3.839 Overall MINimum 0.744 0.744 +D+H 1.239 1.239 +D+L+H 3.839 3.839 +D+Lr+H 1.239 1.239 +D+S+H 1.239 1.239 63 Wood Beam ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :BM #16 (MAIN FLOOR) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.750Lr+0.750L+H 3.189 3.189 +D+0.750L+0.750S+H 3.189 3.189 +D+0.60W+H 1.239 1.239 +D+0.70E+H 1.239 1.239 +D+0.750Lr+0.750L+0.450W+H 3.189 3.189 +D+0.750L+0.750S+0.450W+H 3.189 3.189 +D+0.750L+0.750S+0.5250E+H 3.189 3.189 +0.60D+0.60W+0.60H 0.744 0.744 +0.60D+0.70E+0.60H 0.744 0.744 D Only 1.239 1.239 Lr Only L Only 2.600 2.600 S Only W Only E Only H Only 64 Wood Column ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :COL #1 (TYP.) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: .Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Wood Section Name 2-2x6Analysis Method : 10.0Overall Column Height ft Allowable Stress Design Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Hem Fir Wood Grade No.2 Fb - Tension 850.0 850.0psi 1,300.0 405.0 150.0 525.0 26.830 psi Fv psi Fb - Compr Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,300.0 470.0 1,300.0 470.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 3.0 in Exact Depth 5.50 in Area 16.50 in^2 Ix 41.594 in^4 Iy 12.375 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1,300.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for X-X Axis buckling = 10.0 ft, K = 1.0 Fully braced against buckling along X-X Axis Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 30.743 lbs * Dead Load Factor AXIAL LOADS . . . G.T. #2: Axial Load at 10.0 ft, D = 2.920, S = 3.630 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.5653 Location of max.above base 0.0 ft Applied Axial 6.581 k Applied Mx 0.0 k-ft Load Combination +D+S+H Load Combination +0.60D+0.70E+0.60H Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.0 psi 240.0Allowable Shear psi 0.0 : 1 Bending Compression Tension Location of max.above base 10.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at ft above base for load combination : Along X-X in at ft above base Fc : Allowable 705.55 psi Other Factors used to calculate allowable stresses . . . for load combination : . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results .Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Base @ Top Maximum Reactions .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance . 65 Wood Column ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :COL #1 (TYP.) Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Sketches 5.50 in3.0 in Y X 2-2x6 Load 1 Height = 10.0 ft6.550k Loads are total entered value. Arrows do not reflect absolute direction. 66 Wood Column ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :COL #2 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: .Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Wood Section Name 6x6Analysis Method : 10.0Overall Column Height ft Allowable Stress Design Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Hem Fir Wood Grade No.2 Fb - Tension 850 850psi 1300 405 150 525 26.83 psi Fv psi Fb - Compr Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1300 470 1300 470 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 5.50 in Exact Depth 5.50 in Area 30.250 in^2 Ix 76.255 in^4 Iy 76.255 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1300 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi No Minimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for X-X Axis buckling = 10.0 ft, K = 1.0 Unbraced Length for X-X Axis buckling = 10.0 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 56.362 lbs * Dead Load Factor AXIAL LOADS . . . BM #2: Axial Load at 10.0 ft, D = 2.730, L = 0.60, S = 3.190, E = 1.240 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.2854 Location of max.above base 0.0 ft Applied Axial 5.976 k Applied Mx 0.0 k-ft Load Combination +D+S+H Load Combination +0.60D+0.70E+0.60H Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.0 psi 240.0Allowable Shear psi 0.0 : 1 Bending Compression Tension Location of max.above base 10.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at ft above base for load combination : Along X-X in at ft above base Fc : Allowable 692.21 psi Other Factors used to calculate allowable stresses . . . for load combination : . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results .Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Base @ Top Maximum Reactions .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance . 67 Wood Column ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :COL #2 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Sketches 5.50 in5.50 in Y X 6x6 Load 1 Height = 10.0 ft7.760k Loads are total entered value. Arrows do not reflect absolute direction. 68 Wood Column ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :COL #3 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: .Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Wood Section Name 4x6Analysis Method : 10.0Overall Column Height ft Allowable Stress Design Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Hem Fir Wood Grade No.2 Fb - Tension 850.0 850.0psi 1,300.0 405.0 150.0 525.0 26.830 psi Fv psi Fb - Compr Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,300.0 470.0 1,300.0 470.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 3.50 in Exact Depth 5.50 in Area 19.250 in^2 Ix 48.526 in^4 Iy 19.651 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1,300.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for X-X Axis buckling = 10.0 ft, K = 1.0 Unbraced Length for X-X Axis buckling = 1 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 35.866 lbs * Dead Load Factor AXIAL LOADS . . . HDR #6: Axial Load at 10.0 ft, D = 5.640, L = 2.280, S = 6.050, E = 1.690 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.8985 Location of max.above base 0.0 ft Applied Axial 12.811 k Applied Mx 0.0 k-ft Load Combination +D+0.750L+0.750S+0.5250E+H Load Combination +0.60D+0.70E+0.60H Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.0 psi 240.0Allowable Shear psi 0.0 : 1 Bending Compression Tension Location of max.above base 10.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at ft above base for load combination : Along X-X in at ft above base Fc : Allowable 740.67 psi Other Factors used to calculate allowable stresses . . . for load combination : . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results .Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Base @ Top Maximum Reactions .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance . 69 Wood Column ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :COL #3 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Sketches 5.50 in3.50 in Y X 4x6 Load 1 Height = 10.0 ft15.660k Loads are total entered value. Arrows do not reflect absolute direction. 70 Wood Column ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :COL #4 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: .Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Wood Section Name 6x6Analysis Method : 10.0Overall Column Height ft Allowable Stress Design Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Hem Fir Wood Grade No.2 Fb - Tension 850.0 850.0psi 1,300.0 405.0 150.0 525.0 26.830 psi Fv psi Fb - Compr Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,300.0 470.0 1,300.0 470.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 5.50 in Exact Depth 5.50 in Area 30.250 in^2 Ix 76.255 in^4 Iy 76.255 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1,300.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi No Minimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for X-X Axis buckling = 10.0 ft, K = 1.0 Unbraced Length for X-X Axis buckling = 10 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 56.362 lbs * Dead Load Factor AXIAL LOADS . . . BM #6: Axial Load at 10.0 ft, D = 7.050, L = 12.080, S = 2.640 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.9474 Location of max.above base 0.0 ft Applied Axial 19.186 k Applied Mx 0.0 k-ft Load Combination +D+L+H Load Combination +0.60D+0.70E+0.60H Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.0 psi 240.0Allowable Shear psi 0.0 : 1 Bending Compression Tension Location of max.above base 10.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at ft above base for load combination : Along X-X in at ft above base Fc : Allowable 669.44 psi Other Factors used to calculate allowable stresses . . . for load combination : . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results .Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Base @ Top Maximum Reactions .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance . 71 Wood Column ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :COL #4 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Sketches 5.50 in5.50 in Y X 6x6 Load 1 Height = 10.0 ft21.770k Loads are total entered value. Arrows do not reflect absolute direction. 72 Wood Column ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :COL #5 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: .Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Wood Section Name 4x8Analysis Method : 10.0Overall Column Height ft Allowable Stress Design Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir - Larch Wood Grade No.2 Fb - Tension 900.0 900.0psi 1,350.0 625.0 180.0 575.0 31.20 psi Fv psi Fb - Compr Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.20 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 3.50 in Exact Depth 7.250 in Area 25.375 in^2 Ix 111.148 in^4 Iy 25.904 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.050 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for X-X Axis buckling = 10 ft, K = 1.0 Unbraced Length for X-X Axis buckling = 10 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 54.979 lbs * Dead Load Factor AXIAL LOADS . . . BM #5: Axial Load at 10.0 ft, D = 2.430, L = 6.020 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.8865 Location of max.above base 0.0 ft Applied Axial 8.505 k Applied Mx 0.0 k-ft Load Combination +D+L+H Load Combination +0.60D+0.70E+0.60H Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.0 psi 288.0Allowable Shear psi 0.0 : 1 Bending Compression Tension Location of max.above base 10.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at ft above base for load combination : Along X-X in at ft above base Fc : Allowable 378.074 psi Other Factors used to calculate allowable stresses . . . for load combination : . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results .Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Base @ Top Maximum Reactions .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance . 73 Wood Column ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :COL #5 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Sketches 7.250 in3.50 in Y X 4x8 Load 1 Height = 10.0 ft8.450k Loads are total entered value. Arrows do not reflect absolute direction. 74 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #1 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.250 Flexure =0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf.Edge Dist. = 3"2'-6"2'-6"Z Z X X 3 - # 4 Bars 3"X-X Section Looking to +Z 3 - # 4 Bars 3"Z-Z Section Looking to +X # Dimensions Width parallel to X-X Axis 2.50 ft Length parallel to Z-Z Axis = 2.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 10.0 in= Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.730 0.60 3.190 1.240 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 75 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #1 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.7447 Soil Bearing 1.117 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+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 Uplift 0.0 k 0.0 k No Uplift PASS 0.2212 Z Flexure (+X) 1.085 k-ft 4.904 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2212 Z Flexure (-X) 1.085 k-ft 4.904 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2212 X Flexure (+Z) 1.085 k-ft 4.904 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2212 X Flexure (-Z) 1.085 k-ft 4.904 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1470 1-way Shear (+X) 11.022 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1470 1-way Shear (-X) 11.022 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1470 1-way Shear (+Z) 11.022 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1470 1-way Shear (-Z) 11.022 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2792 2-way Punching 41.875 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H 76 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #2 NOT USED Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.250 Flexure =0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf.Edge Dist. = 3"2'-6"2'-6"Z Z X X 3 - # 4 Bars 3"X-X Section Looking to +Z 3 - # 4 Bars 3"Z-Z Section Looking to +X # Dimensions Width parallel to X-X Axis 2.50 ft Length parallel to Z-Z Axis = 2.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 10.0 in= Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.530 0.950 2.850 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 77 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #2 NOT USED Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.6544 Soil Bearing 0.9816 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+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 Uplift 0.0 k 0.0 k No Uplift PASS 0.2057 Z Flexure (+X) 1.009 k-ft 4.904 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2057 Z Flexure (-X) 1.009 k-ft 4.904 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2057 X Flexure (+Z) 1.009 k-ft 4.904 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2057 X Flexure (-Z) 1.009 k-ft 4.904 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1367 1-way Shear (+X) 10.249 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1367 1-way Shear (-X) 10.249 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1367 1-way Shear (+Z) 10.249 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1367 1-way Shear (-Z) 10.249 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2596 2-way Punching 38.937 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H 78 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #2.1 NOT USED Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.250 Flexure =0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf.Edge Dist. = 3"3'-0"3'-0"Z Z X X 4 - # 4 Bars 3"X-X Section Looking to +Z 4 - # 4 Bars 3"Z-Z Section Looking to +X # Dimensions Width parallel to X-X Axis 3.0 ft Length parallel to Z-Z Axis = 3.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 10.0 in= Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 4.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =4.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 4.40 0.950 4.780 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 79 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #2.1 NOT USED Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:22PM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.7607 Soil Bearing 1.141 ksf 1.50 ksf +D+S+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 Uplift 0.0 k 0.0 k No Uplift PASS 0.3084 Z Flexure (+X) 1.675 k-ft 5.433 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3084 Z Flexure (-X) 1.675 k-ft 5.433 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3084 X Flexure (+Z) 1.675 k-ft 5.433 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3084 X Flexure (-Z) 1.675 k-ft 5.433 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2127 1-way Shear (+X) 15.956 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2127 1-way Shear (-X) 15.956 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2127 1-way Shear (+Z) 15.956 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2127 1-way Shear (-Z) 15.956 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4376 2-way Punching 65.647 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H 80 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #3 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.250 Flexure =0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf.Edge Dist. = 3"2'-6"2'-6"Z Z X X 3 - # 4 Bars 3"X-X Section Looking to +Z 3 - # 4 Bars 3"Z-Z Section Looking to +X # Dimensions Width parallel to X-X Axis 2.50 ft Length parallel to Z-Z Axis = 2.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 10.0 in= Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.550 1.520 2.70 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 81 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #3 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.690 Soil Bearing 1.035 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+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 Uplift 0.0 k 0.0 k No Uplift PASS 0.2075 Z Flexure (+X) 1.018 k-ft 4.904 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2075 Z Flexure (-X) 1.018 k-ft 4.904 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2075 X Flexure (+Z) 1.018 k-ft 4.904 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2075 X Flexure (-Z) 1.018 k-ft 4.904 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1378 1-way Shear (+X) 10.337 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1378 1-way Shear (-X) 10.337 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1378 1-way Shear (+Z) 10.337 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1378 1-way Shear (-Z) 10.337 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2618 2-way Punching 39.270 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H 82 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #4 NOT USED Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.250 Flexure =0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf.Edge Dist. = 3"2'-0"2'-0"Z Z X X 3 - # 4 Bars 3"X-X Section Looking to +Z 3 - # 4 Bars 3"Z-Z Section Looking to +X # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 10.0 in= Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 1.340 0.90 1.620 0.840 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 83 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #4 NOT USED Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.6927 Soil Bearing 1.039 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+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 Uplift 0.0 k 0.0 k No Uplift PASS 0.09547 Z Flexure (+X) 0.5813 k-ft 6.088 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.09547 Z Flexure (-X) 0.5813 k-ft 6.088 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.09547 X Flexure (+Z) 0.5813 k-ft 6.088 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.09547 X Flexure (-Z) 0.5813 k-ft 6.088 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.07996 1-way Shear (+X) 5.997 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.07996 1-way Shear (-X) 5.997 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.07996 1-way Shear (+Z) 5.997 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.07996 1-way Shear (-Z) 5.997 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1439 2-way Punching 21.589 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H 84 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #5 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.250 Flexure =0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf.Edge Dist. = 3"2'-6"2'-6"Z Z X X 3 - # 4 Bars 3"X-X Section Looking to +Z 3 - # 4 Bars 3"Z-Z Section Looking to +X # Dimensions Width parallel to X-X Axis 2.50 ft Length parallel to Z-Z Axis = 2.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 10.0 in= Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.630 1.250 3.050 1.010 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 85 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #5 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.7613 Soil Bearing 1.142 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+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 Uplift 0.0 k 0.0 k No Uplift PASS 0.2207 Z Flexure (+X) 1.083 k-ft 4.904 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2207 Z Flexure (-X) 1.083 k-ft 4.904 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2207 X Flexure (+Z) 1.083 k-ft 4.904 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2207 X Flexure (-Z) 1.083 k-ft 4.904 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1466 1-way Shear (+X) 10.998 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1466 1-way Shear (-X) 10.998 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1466 1-way Shear (+Z) 10.998 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1466 1-way Shear (-Z) 10.998 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2786 2-way Punching 41.783 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H 86 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #6 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.250 Flexure =0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf.Edge Dist. = 3"3'-6"3'-6"Z Z X X 5 - # 4 Bars 3"X-X Section Looking to +Z 5 - # 4 Bars 3"Z-Z Section Looking to +X # Dimensions Width parallel to X-X Axis 3.50 ft Length parallel to Z-Z Axis = 3.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 5.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =5.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 6.30 2.980 7.680 1.810 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 87 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #6 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9267 Soil Bearing 1.390 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+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 Uplift 0.0 k 0.0 k No Uplift PASS 0.3546 Z Flexure (+X) 2.667 k-ft 7.522 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3546 Z Flexure (-X) 2.667 k-ft 7.522 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3546 X Flexure (+Z) 2.667 k-ft 7.522 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.3546 X Flexure (-Z) 2.667 k-ft 7.522 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2133 1-way Shear (+X) 15.994 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2133 1-way Shear (-X) 15.994 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2133 1-way Shear (+Z) 15.994 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2133 1-way Shear (-Z) 15.994 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4215 2-way Punching 63.224 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H 88 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #7 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.250 Flexure =0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf.Edge Dist. = 3"2'-0"2'-0"Z Z X X 3 - # 4 Bars 3"X-X Section Looking to +Z 3 - # 4 Bars 3"Z-Z Section Looking to +X # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 10.0 in= Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 1.640 1.020 2.030 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 89 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #7 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.7353 Soil Bearing 1.103 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+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 Uplift 0.0 k 0.0 k No Uplift PASS 0.1176 Z Flexure (+X) 0.7158 k-ft 6.088 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1176 Z Flexure (-X) 0.7158 k-ft 6.088 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1176 X Flexure (+Z) 0.7158 k-ft 6.088 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1176 X Flexure (-Z) 0.7158 k-ft 6.088 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.09846 1-way Shear (+X) 7.385 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.09846 1-way Shear (-X) 7.385 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.09846 1-way Shear (+Z) 7.385 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.09846 1-way Shear (-Z) 7.385 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1772 2-way Punching 26.585 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H 90 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #8 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.250 Flexure =0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf.Edge Dist. = 3"3'-6"3'-6"Z Z X X 5 - # 4 Bars 3"X-X Section Looking to +Z 5 - # 4 Bars 3"Z-Z Section Looking to +X # Dimensions Width parallel to X-X Axis 3.50 ft Length parallel to Z-Z Axis = 3.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 5 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 5.620 2.280 6.030 1.690 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 91 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #8 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.790 Soil Bearing 1.185 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+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 Uplift 0.0 k 0.0 k No Uplift PASS 0.2913 Z Flexure (+X) 2.192 k-ft 7.522 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2913 Z Flexure (-X) 2.192 k-ft 7.522 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2913 X Flexure (+Z) 2.192 k-ft 7.522 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.2913 X Flexure (-Z) 2.192 k-ft 7.522 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1752 1-way Shear (+X) 13.141 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1752 1-way Shear (-X) 13.141 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1752 1-way Shear (+Z) 13.141 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1752 1-way Shear (-Z) 13.141 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.3463 2-way Punching 51.947 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H 92 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #9 NOT USED Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.250 Flexure =0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf.Edge Dist. = 3"2'-0"2'-0"Z Z X X 3 - # 4 Bars 3"X-X Section Looking to +Z 3 - # 4 Bars 3"Z-Z Section Looking to +X # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 10.0 in= Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 1.350 2.190 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 93 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #9 NOT USED Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.6707 Soil Bearing 1.006 ksf 1.50 ksf +D+S+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 Uplift 0.0 k 0.0 k No Uplift PASS 0.1052 Z Flexure (+X) 0.6405 k-ft 6.088 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1052 Z Flexure (-X) 0.6405 k-ft 6.088 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1052 X Flexure (+Z) 0.6405 k-ft 6.088 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1052 X Flexure (-Z) 0.6405 k-ft 6.088 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.08811 1-way Shear (+X) 6.608 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.08811 1-way Shear (-X) 6.608 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.08811 1-way Shear (+Z) 6.608 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.08811 1-way Shear (-Z) 6.608 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1586 2-way Punching 23.790 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H 94 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #10 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.250 Flexure =0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf.Edge Dist. = 3"2'-0"2'-0"Z Z X X 3 - # 4 Bars 3"X-X Section Looking to +Z 3 - # 4 Bars 3"Z-Z Section Looking to +X # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 10.0 in= Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.370 0.790 1.950 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 95 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #10 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.8180 Soil Bearing 1.227 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+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 Uplift 0.0 k 0.0 k No Uplift PASS 0.1306 Z Flexure (+X) 0.7949 k-ft 6.088 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1306 Z Flexure (-X) 0.7949 k-ft 6.088 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1306 X Flexure (+Z) 0.7949 k-ft 6.088 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1306 X Flexure (-Z) 0.7949 k-ft 6.088 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1093 1-way Shear (+X) 8.201 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1093 1-way Shear (-X) 8.201 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1093 1-way Shear (+Z) 8.201 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1093 1-way Shear (-Z) 8.201 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1968 2-way Punching 29.524 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H 96 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #11 NOT USED Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.250 Flexure =0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf.Edge Dist. = 3"2'-0"2'-0"Z Z X X 3 - # 4 Bars 3"X-X Section Looking to +Z 3 - # 4 Bars 3"Z-Z Section Looking to +X # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 10.0 in= Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 1.770 0.680 2.020 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 97 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #11 NOT USED Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.7133 Soil Bearing 1.070 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+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 Uplift 0.0 k 0.0 k No Uplift PASS 0.1169 Z Flexure (+X) 0.7120 k-ft 6.088 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1169 Z Flexure (-X) 0.7120 k-ft 6.088 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1169 X Flexure (+Z) 0.7120 k-ft 6.088 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.1169 X Flexure (-Z) 0.7120 k-ft 6.088 k-ft +1.20D+0.50L+1.60S+1.60H PASS 0.09795 1-way Shear (+X) 7.346 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.09795 1-way Shear (-X) 7.346 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.09795 1-way Shear (+Z) 7.346 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.09795 1-way Shear (-Z) 7.346 psi 75.0 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1763 2-way Punching 26.446 psi 150.0 psi +1.20D+0.50L+1.60S+1.60H 98 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #12 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.250 Flexure =0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf.Edge Dist. = 3"2'-0"2'-0"Z Z X X 3 - # 4 Bars 3"X-X Section Looking to +Z 3 - # 4 Bars 3"Z-Z Section Looking to +X # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 10.0 in= Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 1.040 2.660 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 99 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #12 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.6973 Soil Bearing 1.046 ksf 1.50 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 Uplift 0.0 k 0.0 k No Uplift PASS 0.1130 Z Flexure (+X) 0.6880 k-ft 6.088 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1130 Z Flexure (-X) 0.6880 k-ft 6.088 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1130 X Flexure (+Z) 0.6880 k-ft 6.088 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1130 X Flexure (-Z) 0.6880 k-ft 6.088 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.09465 1-way Shear (+X) 7.098 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.09465 1-way Shear (-X) 7.098 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.09465 1-way Shear (+Z) 7.098 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.09465 1-way Shear (-Z) 7.098 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1704 2-way Punching 25.554 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H 100 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #13 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.250 Flexure =0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf.Edge Dist. = 3"2'-6"2'-6"Z Z X X 3 - # 4 Bars 3"X-X Section Looking to +Z 3 - # 4 Bars 3"Z-Z Section Looking to +X # Dimensions Width parallel to X-X Axis 2.50 ft Length parallel to Z-Z Axis = 2.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 10.0 in= Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.370 5.120 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 101 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #13 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.8793 Soil Bearing 1.319 ksf 1.50 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 Uplift 0.0 k 0.0 k No Uplift PASS 0.2813 Z Flexure (+X) 1.380 k-ft 4.904 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2813 Z Flexure (-X) 1.380 k-ft 4.904 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2813 X Flexure (+Z) 1.380 k-ft 4.904 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2813 X Flexure (-Z) 1.380 k-ft 4.904 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1869 1-way Shear (+X) 14.014 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1869 1-way Shear (-X) 14.014 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1869 1-way Shear (+Z) 14.014 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1869 1-way Shear (-Z) 14.014 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3549 2-way Punching 53.241 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H 102 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #14 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.250 Flexure =0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf.Edge Dist. = 3"3'-6"3'-6"Z Z X X 5 - # 4 Bars 3"X-X Section Looking to +Z 5 - # 4 Bars 3"Z-Z Section Looking to +X # Dimensions Width parallel to X-X Axis 3.50 ft Length parallel to Z-Z Axis = 3.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 5 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 4.160 9.750 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 103 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #14 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.8540 Soil Bearing 1.281 ksf 1.50 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 Uplift 0.0 k 0.0 k No Uplift PASS 0.3422 Z Flexure (+X) 2.574 k-ft 7.522 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3422 Z Flexure (-X) 2.574 k-ft 7.522 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3422 X Flexure (+Z) 2.574 k-ft 7.522 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3422 X Flexure (-Z) 2.574 k-ft 7.522 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2058 1-way Shear (+X) 15.435 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2058 1-way Shear (-X) 15.435 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2058 1-way Shear (+Z) 15.435 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2058 1-way Shear (-Z) 15.435 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4068 2-way Punching 61.013 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H 104 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #15 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.250 Flexure =0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf.Edge Dist. = 3"2'-6"2'-6"Z Z X X 3 - # 4 Bars 3"X-X Section Looking to +Z 3 - # 4 Bars 3"Z-Z Section Looking to +X # Dimensions Width parallel to X-X Axis 2.50 ft Length parallel to Z-Z Axis = 2.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 10.0 in= Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 1.750 4.270 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 105 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #15 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.7227 Soil Bearing 1.084 ksf 1.50 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 Uplift 0.0 k 0.0 k No Uplift PASS 0.2276 Z Flexure (+X) 1.117 k-ft 4.904 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2276 Z Flexure (-X) 1.117 k-ft 4.904 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2276 X Flexure (+Z) 1.117 k-ft 4.904 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2276 X Flexure (-Z) 1.117 k-ft 4.904 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1512 1-way Shear (+X) 11.342 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1512 1-way Shear (-X) 11.342 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1512 1-way Shear (+Z) 11.342 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1512 1-way Shear (-Z) 11.342 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2873 2-way Punching 43.090 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H 106 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #16 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.250 Flexure =0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf.Edge Dist. = 3"2'-0"2'-0"Z Z X X 4 - # 4 Bars 3"X-X Section Looking to +Z 4 - # 4 Bars 3"Z-Z Section Looking to +X # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 10.0 in= Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 4.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =4.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 1.40 3.50 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 107 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #16 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.8973 Soil Bearing 1.346 ksf 1.50 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 Uplift 0.0 k 0.0 k No Uplift PASS 0.1134 Z Flexure (+X) 0.910 k-ft 8.024 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1134 Z Flexure (-X) 0.910 k-ft 8.024 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1134 X Flexure (+Z) 0.910 k-ft 8.024 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1134 X Flexure (-Z) 0.910 k-ft 8.024 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1252 1-way Shear (+X) 9.389 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1252 1-way Shear (-X) 9.389 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1252 1-way Shear (+Z) 9.389 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1252 1-way Shear (-Z) 9.389 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2253 2-way Punching 33.80 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H 108 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #17 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.250 Flexure =0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf.Edge Dist. = 3"3'-6"3'-6"Z Z X X 5 - # 4 Bars 3"X-X Section Looking to +Z 5 - # 4 Bars 3"Z-Z Section Looking to +X # Dimensions Width parallel to X-X Axis 3.50 ft Length parallel to Z-Z Axis = 3.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 5 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 6.20 10.0 2.660 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 109 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #17 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9780 Soil Bearing 1.467 ksf 1.50 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 Uplift 0.0 k 0.0 k No Uplift PASS 0.4116 Z Flexure (+X) 3.096 k-ft 7.522 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.4116 Z Flexure (-X) 3.096 k-ft 7.522 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.4116 X Flexure (+Z) 3.096 k-ft 7.522 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.4116 X Flexure (-Z) 3.096 k-ft 7.522 k-ft +1.20D+1.60L+0.50S+1.60H PASS 0.2476 1-way Shear (+X) 18.567 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.2476 1-way Shear (-X) 18.567 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.2476 1-way Shear (+Z) 18.567 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.2476 1-way Shear (-Z) 18.567 psi 75.0 psi +1.20D+1.60L+0.50S+1.60H PASS 0.4893 2-way Punching 73.393 psi 150.0 psi +1.20D+1.60L+0.50S+1.60H 110 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #18 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.250 Flexure =0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf.Edge Dist. = 3"2'-6"2'-6"Z Z X X 3 - # 4 Bars 3"X-X Section Looking to +Z 3 - # 4 Bars 3"Z-Z Section Looking to +X # Dimensions Width parallel to X-X Axis 2.50 ft Length parallel to Z-Z Axis = 2.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 10.0 in= Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.070 5.170 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 111 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #18 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.8527 Soil Bearing 1.279 ksf 1.50 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 Uplift 0.0 k 0.0 k No Uplift PASS 0.2741 Z Flexure (+X) 1.345 k-ft 4.904 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2741 Z Flexure (-X) 1.345 k-ft 4.904 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2741 X Flexure (+Z) 1.345 k-ft 4.904 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2741 X Flexure (-Z) 1.345 k-ft 4.904 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1821 1-way Shear (+X) 13.658 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1821 1-way Shear (-X) 13.658 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1821 1-way Shear (+Z) 13.658 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1821 1-way Shear (-Z) 13.658 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.3459 2-way Punching 51.890 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H 112 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #19 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksi No ksfAllowable Soil Bearing = = 2.50 40.0 3,122.0 145.0 =0.250 Flexure =0.90 Shear = Values 0.00180 Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksfwhen max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf.Edge Dist. = 3"2'-6"2'-6"Z Z X X 3 - # 4 Bars 3"X-X Section Looking to +Z 3 - # 4 Bars 3"Z-Z Section Looking to +X # Dimensions Width parallel to X-X Axis 2.50 ft Length parallel to Z-Z Axis = 2.50 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height == in Footing Thickness = 10.0 in= Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =3.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.780 5.810 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = 113 General Footing ENERCALC, INC. 1983-2017, Build:6.17.2.28, Ver:6.17.2.28 Licensee : CK Engineering LLCLic. # : KW-06009431 File = C:\CKPROJ~1\2017PR~1\17-017~1\CALCS\CLASSI~1.EC6 Description :FTNG #19 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer:Project ID: Printed: 25 MAY 2017, 1:23PM Project Descr: 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 DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9967 Soil Bearing 1.495 ksf 1.50 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 Uplift 0.0 k 0.0 k No Uplift PASS 0.3220 Z Flexure (+X) 1.579 k-ft 4.904 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3220 Z Flexure (-X) 1.579 k-ft 4.904 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3220 X Flexure (+Z) 1.579 k-ft 4.904 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.3220 X Flexure (-Z) 1.579 k-ft 4.904 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2139 1-way Shear (+X) 16.041 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2139 1-way Shear (-X) 16.041 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2139 1-way Shear (+Z) 16.041 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2139 1-way Shear (-Z) 16.041 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4063 2-way Punching 60.940 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H 114