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HomeMy WebLinkAboutSTRUCTURAL CALCS - 23-00173 - Beehive Federal Credit UnionFROST Structural Engineering 1020 Lincoln Road Phone: 208.227.8404 Idaho Falls, ID 83401 Fax: 208.227.8405 www.frost-structural.com Project: Beehive Federal Credit Union - Rexburg Client: NBW Architects Project No.: IF23-038 Date: Engineer : SEAL: FSE March 28, 2023 STRUCTURAL CALCULATIONS DEP 03/28/2023 BASIS FOR DESIGN 1 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg 2 of 1296432 ABDE5CAABBCC3.54.81.5SC2SC2SC2SC2SC2SC2SC2SC2SC2SC3SC1SC3F36F72F60F72F72F72F72F72F72F72F72F72SC3F36SC3F36SC4SC4SC4SC4SC3F36SC3F36SC3SC3SC31'-2"F48F 46'-10"13'-8"12'-2"7'-8"13'-4"52'-8 3/4" 12'-1"11'-0"10'-8"4'-10"7 1/4"2'-0" 2'-0"8 1/2"8" 1'-4"20'-7 3/4"1'-4" 1'-0"2'-0" 2'-0"8 1/2"13'-8"12'-2"7'-8"13'-4"5 1/4" 11'-0"11'-0"11'-10"46'-10"2'-8 1/2"5'-9"14'-4"14'-4"14'-4"9'-8 3/4"7'-1 1/2"7'-6 1/4"4 1/4" 4'-0"7'-0" 2'-2 1/2"WF18WF18WF18WF18WF18WF18WF18WF18WF18WF18WF18WF18 WF18 WF18 WF18 WF18 WF18 WF18 WF18 WF18 F60W2 W2 W1 W1 W1 W1 W1 W1W1W1W1W1W1W1WF18-29536150415040003250C112100SF1SF3SF4SC4SC3CF392009200CF4 -2400SC2SF230000-730-730SC1-2953CF1CF1-2500-2500-2400-3620-36205'-4"FOUNDATION PLANCF2SC2SF2FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg 3 of 129 W8x13 W8x13 W8x13 WOOD ROOF TRUSSES AT 24" O.C. WOOD ROOF TRUSSES AT 24" O.C. WOOD ROOF TRUSSES AT 24" O.C.WJ1WJ3 HSS14X4X3/16CURVEDHSS14X4X3/16CURVEDWJ2WOOD TRUSSES AT 24" O.C.14" RED-L BARREL OPEN-WEBWJ3 B1 B1B1B3B1B1 B2 B1B3B3 HSS12X6X1/4HSS6X2X1/4FLATHSS6X2X1/4 FLAT B3B3HSS4X3X3/16FLATW10X22 CURVED B1B3B216B2029200B203B204B205B206B207B208B222(LOW)B215B215B210B211B212 B214 920064506450B209 5250525010500B210-600400040004000B213 B217(HIGH)32503250RJ1 B220B201B22128002800RJ113'-6 1/2"B223(LOW)B224(LOW)8 FT40 PSF0 PSF6.5 FT 30 PSF0 PSF6 FT30 PSF0 PSF-1370B217B218B225LOWER ROOF FRAMING PLANFROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg 4 of 12914" RED-L BARREL OPEN-WEB WOOD TRUSSES AT 24" O.C.14" RED-L BARREL OPEN-WEB WOOD TRUSSES AT 24" O.C.HSS12X6X1/4HSS6X6X1/4WJ3 B1016150C112100C1735041506000835086005250B103 (LOW)B102 (HIGH)1725013'-7"6'-11"17700B104 B104 6 FT 30 PSF 0 PSF B104 RJ1 RJ1 UPPER ROOF FRAMING PLANFROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg 5 of 129C14" RED-L BARREL OPEN-WEB WOOD TRUSSES AT 24" O.C.14" RED-L BARREL OPEN-WEB WOOD TRUSSES AT 24" O.C.HSS12X6X1/4B3HSS6X6X1/4WJ3 WJ3 2,937.95 sf140.29 sf1,002.64 sf133.91 sf1,203.84 sf775.7 sf492.41 sfBC1324W=12W=16.3E=1.2W= 1.6E=2.6W= 3.4E=2.3W= 3E=3.3W= 4.0842.91 sf596.36 sf728.65 sfAAREA 1E=9.4K1,333.68 sfE=3.4W= 6.0E=1.6W= 2.2E=4.3W= 7.5W=15.1W=16.9AREA 2E=12.5KAREA 3E=0.4KW=1.3EFE=0.2W=1.5E=0.2W=1.5DE=0.2W= 0.7E(Wx)=1.4W= 1.8E(HSS)=1.0W=1.25E=0.2W= 5.1LATERAL KEYPLANFROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Design Code: 2018 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Roof Loads: standing seam metal roofing 1.2 1/2" plywood or OSB 1.7 10" batt insulation (R-30)1.0 prefab wood trusses at 24" o.c.3.5 1/2" gypboard 2.2 mechanical/miscellaneous 10.4 DL =20.0 psf LL joist LL beam TL Roof Snow Load, SL =35 psf L/360 L/360 L/240 Snow Loads: per ASCE 7 Chapter 7 Importance Factor Is = 1.0 Importance Factor Pg =50 psf (ground snow load) Ce =1.0 exposure Factor Ct =1.0 thermal factor Snow, Pf = 0.70CeCt(Is)Pg =35.0 psf (FLAT Roof) Exterior Walls: siding 4.0 1/2" plywood or OSB 1.7 2x wood studs at 16" o.c.1.2 6" batt insulation (R-25)1.5 5/8" gypboard 2.8 miscellaneous 2.8 DL = 14.0 psf L/240 brick veneer 40.0 (where brick veneer occurs) DL =50.0 psf L/360 Interior Walls: 5/8" gypboard 2.8 1/2" plywood or OSB (where occurs)1.7 2x wood studs at 16" o.c.1.2 5/8" gypboard 2.8 miscellaneous 1.5 DL = 10.0 psf L/240 Design Gravity Loads deflection limits deflection limits deflection limits 6 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Design Code: 2018 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Seismic Loads: Equivalent Lateral Force Procedure 1.00 D Mapped Spectral Response Accelerations: S1 .................0.143 g SS .................0.367 g Design Spectral Response Accelerations: SD1 .................0.221 g SDS .................0.369 g D Seismic Force-Resisting System(s): ................. R .................6.5 Ωo .................3 Cd .................4 Cs .................0.057 ................. R .................1.25 Ωo .................1.25 Cd .................1.25 Cs .................0.295 Wind Loads: 115 MPH C Enclosed 0.18 Component & Cladding Pressures: Roof (uplift-zone 1).................33.5 psf Roof (net uplift-zone 1).................15.5 psf Roof (uplift-zone 2).................44.5 psf Roof (net uplift-zone 2).................26.5 psf Walls (zone 4).................24.8 psf Walls (zone 5).................27.2 psf Seismic Design Category ....................................... Lateral System Lateral System Design Lateral Loads Light-frame (wood) walls sheathed with wood structural panels rated Analysis Procedure: ............................................... Importance Factor .................................................. Site Class ............................................................... Design Wind Speed (ultimate) ............................... Wind Exposure ...................................................... Enclosure Classification ......................................... Internal Pressure Coefficient ................................. steel ordinary cantilever columns 7 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Design Code: 2018 International Building Code Risk Category =II [see ASCE 7 Table 1.5-1] Foundation Design: Conventional Spread Footings Geotechnical Report Xcell Engineering, LLc P22296 2500 psf 100 pcf 0.25 36 inches December 14,2022 Allowable Bearing Pressure............ Passive Pressure............ Foundation Design Foundation Type ............................................. Design Basis: Firm .............................................................. Project No ..................................................... Source .......................................................... Frost Depth............ Date .............................................................. Sliding Coefficient............ 8 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg GRAVITY DESIGN 9 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Wood Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:RJ1 Project File: beehive credit union.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.020, S = 0.0350 ksf, Tributary Width = 2.0 ft Load for Span Number 2 Point Load : S = 0.20 k @ 2.250 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.884: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 2.750 ft 72.31 psi= = 1,308.13 psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 195.50 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.370 : 1 2.750 ft= = 1,155.87 psi Maximum Deflection 2019 >=360 352 Ratio =1868 >=180 Max Downward Transient Deflection 0.137 in 394Ratio =>=360 Max Upward Transient Deflection -0.016 in Ratio = Max Downward Total Deflection 0.153 in Ratio =>=180 Max Upward Total Deflection -0.018 in fb: Actual F'b fv: Actual F'v Span: 2 : S Only Span: 1 : S Only Span: 2 : +D+S Span: 1 : +D+S .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 2.750 ft 1 0.157 0.088 0.90 1.300 1.001.00 1.00 0.10 160.7 1,023.8 0.07 153.01.00 13.51.00 1.00Length = 2.250 ft 2 0.157 0.088 0.90 1.300 1.001.00 1.00 0.10 160.7 1,023.8 0.07 153.01.00 13.51.00 1.00+D+S 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 2.750 ft 1 0.884 0.370 1.15 1.300 1.001.00 1.00 0.73 1,155.9 1,308.1 0.40 195.51.00 72.31.00 1.00Length = 2.250 ft 2 0.884 0.370 1.15 1.300 1.001.00 1.00 0.73 1,155.9 1,308.1 0.40 195.51.00 72.31.00 1.00+D+0.750S 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 2.750 ft 1 0.693 0.294 1.15 1.300 1.001.00 1.00 0.57 907.1 1,308.1 0.32 195.51.00 57.51.00 10 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Wood Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:RJ1 Project File: beehive credit union.ec6 Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 2.250 ft 2 0.693 0.294 1.15 1.300 1.001.00 1.00 0.57 907.1 1,308.1 0.32 195.51.00 57.51.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 2.750 ft 1 0.053 0.030 1.60 1.300 1.001.00 1.00 0.06 96.4 1,820.0 0.04 272.01.00 8.11.00 1.00Length = 2.250 ft 2 0.053 0.030 1.60 1.300 1.001.00 1.00 0.06 96.4 1,820.0 0.04 272.01.00 8.11.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S10.0000 0.000 -0.0177 1.659 +D+S 2 0.1531 2.250 0.0000 1.659 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.018 0.864 Max Upward from Load Combinations 0.011 0.864 Max Upward from Load Cases 0.018 0.682 Max Downward from all Load Conditio -0.132 Max Downward from Load Combinations -0.114 Max Downward from Load Cases (Resis -0.132 D Only 0.018 0.182 +D+S -0.114 0.864 +D+0.750S -0.081 0.693 +0.60D 0.011 0.109 S Only -0.132 0.682 11 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Mark:B104 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 390 lbs Span (ft) =2.0 roof 20 35 4.5 158 248 RLL = 158 lbs lu (ft) =2.0 floor 0 0 0 0 0 RTL (left)=548 lbs LL Deflection < L /360 wall 50 0 6 0 300 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 390 lbs CD =1.00 158 plf 548 plf RLL = 158 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =548 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =27 psi 15% 22 psi 8% 8 psi 3% 3 psi 1% 23 psi 8% Fb =1168 psi 2392 psi 2396 psi 2399 psi 2884 psi fb-max (psi) =217 psi 19% 175 psi 7% 68 psi 3% 28 psi 1% 186 psi 6% E (psi) = LL deflection =0.00'' 1% 0.00'' 1% 0.00'' 0% 0.00'' 0% 0.00'' 1% TL deflection =0.00'' 3% 0.00'' 2% 0.00'' 1% 0.00'' 0% 0.00'' 2% camber (in) =n/a 1/8''std=0.00''1/8''std=0.00''1/8''std=0.00''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) B104 2x6 Douglas Fir #2 Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 274 ft-lbs Wood Beam / Header ASD design per NDS 2015 EA 12 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Mark:B201 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 475 lbs Span (ft) =2.5 roof 20 35 14.5 508 798 RLL = 634 lbs lu (ft) =2.5 floor 0 0 0 0 0 RTL (left)=1109 lbs LL Deflection < L /360 wall 15 0 6 0 90 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 475 lbs CD =1.00 508 plf 888 plf RLL = 634 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1109 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (3)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =64 psi 35% 53 psi 20% 22 psi 8% 8 psi 3% 36 psi 13% Fb =1167 psi 2390 psi 2395 psi 2398 psi 2887 psi fb-max (psi) =550 psi 47% 444 psi 19% 173 psi 7% 70 psi 3% 314 psi 11% E (psi) = LL deflection =0.01'' 8% 0.00'' 5% 0.00'' 2% 0.00'' 1% 0.00'' 4% TL deflection =0.01'' 9% 0.01'' 6% 0.00'' 2% 0.00'' 1% 0.01'' 4% camber (in) =n/a 1/8''std=0.00''1/8''std=0.00''1/8''std=0.00''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B202 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 741 lbs Span (ft) =3.8 roof 20 35 14.5 508 798 RLL = 952 lbs lu (ft) =3.8 floor 0 0 0 0 0 RTL (left)=1692 lbs LL Deflection < L /360 wall 15 0 7 0 105 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 741 lbs CD =1.00 508 plf 903 plf RLL = 952 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1692 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x8 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =79 psi 44% 99 psi 37% 44 psi 17% 19 psi 7% 100 psi 35% Fb =1074 psi 2384 psi 2393 psi 2397 psi 2878 psi fb (psi) =724 psi 67% 1015 psi 43% 396 psi 17% 161 psi 7% 1079 psi 37% E (psi) = LL deflection =0.01'' 12% 0.02'' 18% 0.01'' 6% 0.00'' 2% 0.02'' 19% TL deflection =0.03'' 14% 0.04'' 21% 0.01'' 7% 0.00'' 2% 0.04'' 22% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) 1586 ft-lbs B202 2x8 E 2000000 psi SCL: 26F 2.0E LVL 8.75x9 GLB Douglas Fir #2 Douglas Fir #2 24F-V4 B201 2x6 A 1800000 psi 1800000 psi 24F-V4 5.125x7.5 GLB3.125x6 GLB 24F-V4 1600000 psi 1800000 psi Douglas Fir #2 ASD design per NDS 2015 Wood Beam / Header EA 693 ft-lbs 1600000 psi 1800000 psi 1800000 psi SCL: 26F 2.0E LVL24F-V4 1800000 psi 2000000 psi 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 13 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Mark:B203 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 780 lbs Span (ft) =4.0 roof 20 35 9.5 333 523 RLL = 665 lbs lu (ft) =4.0 floor 0 0 0 0 0 RTL (left)=1445 lbs LL Deflection < L /360 wall 50 0 4 0 200 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 780 lbs CD =1.00 333 plf 723 plf RLL = 665 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1445 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (3)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =101 psi 56% 87 psi 33% 39 psi 15% 17 psi 6% 58 psi 20% Fb =1165 psi 2383 psi 2392 psi 2397 psi 2885 psi fb-max (psi) =1146 psi 98% 925 psi 39% 361 psi 15% 147 psi 6% 655 psi 23% E (psi) = LL deflection =0.03'' 22% 0.02'' 14% 0.01'' 4% 0.00'' 2% 0.01'' 10% TL deflection =0.06'' 31% 0.04'' 21% 0.01'' 6% 0.00'' 2% 0.03'' 14% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B204 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 508 lbs Span (ft) =3.5 roof 20 35 4.5 158 248 RLL = 276 lbs lu (ft) =3.5 floor 0 0 0 0 0 RTL (left)=783 lbs LL Deflection < L /360 wall 50 0 4 0 200 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 508 lbs CD =1.00 158 plf 448 plf RLL = 276 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =783 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =53 psi 29% 45 psi 17% 20 psi 7% 9 psi 3% 45 psi 16% Fb =1166 psi 2385 psi 2393 psi 2397 psi 2878 psi fb (psi) =544 psi 47% 439 psi 18% 171 psi 7% 70 psi 3% 466 psi 16% E (psi) = LL deflection =0.01'' 7% 0.01'' 5% 0.00'' 1% 0.00'' 0% 0.01'' 5% TL deflection =0.02'' 13% 0.01'' 9% 0.00'' 3% 0.00'' 1% 0.02'' 9% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) B204 2x6 Douglas Fir #2 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 B203 2x6 Douglas Fir #2 685 ft-lbs A E Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 1445 ft-lbs Wood Beam / Header ASD design per NDS 2015 EA 14 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Mark:B205 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 631 lbs Span (ft) =2.5 roof 20 35 10.25 359 564 RLL = 448 lbs lu (ft) =2.5 floor 0 0 0 0 0 RTL (left)=1080 lbs LL Deflection < L /360 wall 50 0 6 0 300 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 631 lbs CD =1.00 359 plf 864 plf RLL = 448 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1080 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (3)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =62 psi 35% 52 psi 20% 21 psi 8% 8 psi 3% 36 psi 12% Fb =1167 psi 2390 psi 2395 psi 2398 psi 2887 psi fb-max (psi) =535 psi 46% 432 psi 18% 169 psi 7% 69 psi 3% 306 psi 11% E (psi) = LL deflection =0.00'' 6% 0.00'' 4% 0.00'' 1% 0.00'' 0% 0.00'' 3% TL deflection =0.01'' 9% 0.01'' 6% 0.00'' 2% 0.00'' 1% 0.01'' 4% camber (in) =n/a 1/8''std=0.00''1/8''std=0.00''1/8''std=0.00''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B206 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 3701 lbs Span (ft) =10.5 roof 20 35 10.25 359 564 RLL = 2723 lbs lu (ft) =10.5 floor 0 0 0 0 0 RTL (left)=6425 lbs LL Deflection < L /360 wall 50 0 10 0 500 Total Deflection < L /240 misc.0 40 4 160 160 RDL = 3701 lbs CD =1.00 519 plf 1224 plf RLL = 2723 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =6425 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)4x12 (2)1.75x11.875 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =67 psi 37% 179 psi 68% 149 psi 56% 105 psi 40% 188 psi 66% Fb =988 psi 2193 psi 2371 psi 2393 psi 2490 psi fb (psi) =914 psi 92% 2132 psi 97% 2149 psi 91% 1713 psi 72% 2460 psi 99% E (psi) = LL deflection =0.07'' 20% 0.12'' 35% 0.16'' 46% 0.15'' 42% 0.15'' 41% TL deflection =0.17'' 32% 0.29'' 55% 0.38'' 72% 0.35'' 67% 0.34'' 65% camber (in) =n/a 3/8''std=0.05''3/8''std=0.05''3/8''std=0.05''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (2) B206 1.75x11.875 SCL: 26F 2.0E LVL SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 3.125x13.5 GLB 5.125x10.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 B205 2x6 Douglas Fir #2 16865 ft-lbs A E Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 675 ft-lbs Wood Beam / Header ASD design per NDS 2015 EA 15 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Mark:B207 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1015 lbs Span (ft) =3.5 roof 20 35 10.25 359 564 RLL = 908 lbs lu (ft) =3.5 floor 0 0 0 0 0 RTL (left)=1923 lbs LL Deflection < L /360 wall 50 0 7.5 0 375 Total Deflection < L /240 misc.0 40 4 160 160 RDL = 1015 lbs CD =1.00 519 plf 1099 plf RLL = 908 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =1923 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x8 (3)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =87 psi 48% 110 psi 41% 48 psi 18% 21 psi 8% 74 psi 26% Fb =1075 psi 2385 psi 2393 psi 2397 psi 2886 psi fb-max (psi) =768 psi 71% 1077 psi 45% 420 psi 18% 171 psi 7% 763 psi 26% E (psi) = LL deflection =0.01'' 10% 0.02'' 15% 0.01'' 5% 0.00'' 2% 0.01'' 10% TL deflection =0.02'' 14% 0.04'' 21% 0.01'' 7% 0.00'' 2% 0.03'' 15% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B208 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 683 lbs Span (ft) =3.5 roof 20 35 4.5 158 248 RLL = 276 lbs lu (ft) =3.5 floor 0 0 0 0 0 RTL (left)=958 lbs LL Deflection < L /360 wall 50 0 6 0 300 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 683 lbs CD =1.00 158 plf 548 plf RLL = 276 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =958 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (2)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =64 psi 36% 55 psi 21% 24 psi 9% 10 psi 4% 55 psi 19% Fb =1166 psi 2385 psi 2393 psi 2397 psi 2878 psi fb (psi) =665 psi 57% 537 psi 22% 209 psi 9% 85 psi 4% 570 psi 20% E (psi) = LL deflection =0.01'' 7% 0.01'' 5% 0.00'' 1% 0.00'' 0% 0.01'' 5% TL deflection =0.03'' 16% 0.02'' 10% 0.01'' 3% 0.00'' 1% 0.02'' 11% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Wood Beam / Header ASD design per NDS 2015 EA 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 1682 ft-lbs 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B207 2x8 Douglas Fir #2 838 ft-lbs A E 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi B208 2x6 Douglas Fir #2 16 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Mark:B213 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 738 lbs Span (ft) =2.5 roof 20 35 4.5 158 248 RLL = 197 lbs lu (ft) =2.5 floor 0 0 0 0 0 RTL (left)=934 lbs LL Deflection < L /360 wall 50 0 10 0 500 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 738 lbs CD =1.00 158 plf 748 plf RLL = 197 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =934 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (3)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =54 psi 30% 45 psi 17% 18 psi 7% 7 psi 3% 31 psi 11% Fb =1167 psi 2390 psi 2395 psi 2398 psi 2887 psi fb-max (psi) =463 psi 40% 374 psi 16% 146 psi 6% 59 psi 2% 265 psi 9% E (psi) = LL deflection =0.00'' 2% 0.00'' 2% 0.00'' 1% 0.00'' 0% 0.00'' 1% TL deflection =0.01'' 8% 0.01'' 5% 0.00'' 2% 0.00'' 1% 0.00'' 4% camber (in) =n/a 1/8''std=0.00''1/8''std=0.00''1/8''std=0.00''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B214 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 2640 lbs Span (ft) =11.0 roof 20 35 4.5 158 248 RLL = 1361 lbs lu (ft) =11.0 floor 0 30 3 90 90 RTL (left)=4001 lbs LL Deflection < L /360 wall 15 0 6 0 90 Total Deflection < L /240 misc.50 0 6 0 300 RDL = 2640 lbs CD =1.00 248 plf 728 plf RLL = 1361 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =4001 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)3x12 (2)1.75x9.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =59 psi 33% 131 psi 49% 80 psi 30% 66 psi 25% 155 psi 54% Fb =897 psi 2230 psi 2363 psi 2392 psi 2601 psi fb (psi) =835 psi 93% 1761 psi 79% 1074 psi 45% 1118 psi 47% 2508 psi 96% E (psi) = LL deflection =0.06'' 16% 0.10'' 27% 0.06'' 17% 0.09'' 23% 0.16'' 44% TL deflection =0.17'' 31% 0.30'' 54% 0.18'' 33% 0.25'' 46% 0.48'' 87% camber (in) =n/a 3/8''std=0.05''2/8''std=0.05''2/8''std=0.05''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):C Use: Wood Beam / Header ASD design per NDS 2015 EA 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 584 ft-lbs 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B213 2x6 Douglas Fir #2 11003 ft-lbs A E 3.125x12 GLB 5.125x12 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi B214 5.125x12 GLB 24F-V4 17 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Mark:B215 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 158 lbs Span (ft) =3.5 roof 20 35 4.5 158 248 RLL = 276 lbs lu (ft) =3.5 floor 0 0 0 0 0 RTL (left)=433 lbs LL Deflection < L /360 wall 15 0 0 0 0 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 158 lbs CD =1.00 158 plf 248 plf RLL = 276 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =433 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x6 (3)1.75x5.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =29 psi 16% 25 psi 9% 11 psi 4% 5 psi 2% 17 psi 6% Fb =1166 psi 2385 psi 2393 psi 2397 psi 2886 psi fb-max (psi) =301 psi 26% 243 psi 10% 95 psi 4% 39 psi 2% 172 psi 6% E (psi) = LL deflection =0.01'' 7% 0.01'' 5% 0.00'' 1% 0.00'' 0% 0.00'' 3% TL deflection =0.01'' 7% 0.01'' 5% 0.00'' 1% 0.00'' 0% 0.01'' 3% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):A Use: (2) Mark:B216 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 3643 lbs Span (ft) =21.8 roof 20 35 14.5 508 798 RLL = 5519 lbs lu (ft) =2.0 floor 0 0 0 0 0 RTL (left)=9162 lbs LL Deflection < L /360 wall 15 0 3 0 45 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 3643 lbs CD =1.00 508 plf 843 plf RLL = 5519 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =9162 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)8x18 (2)2.69x16 Wood Species = Fv (psi) =170 psi 265 psi 265 psi 265 psi 290 psi fv-max @ d (psi) =45 psi 27% 128 psi 48% 108 psi 41% 93 psi 35% 140 psi 48% Fb =839 psi 2297 psi 2254 psi 2217 psi 2809 psi fb (psi) =781 psi 93% 2160 psi 94% 1952 psi 87% 1822 psi 82% 2607 psi 93% E (psi) = LL deflection =0.29'' 40% 0.57'' 79% 0.56'' 77% 0.58'' 80% 0.63'' 87% TL deflection =0.49'' 45% 0.95'' 87% 0.93'' 86% 0.96'' 88% 1.05'' 97% camber (in) =n/a 5/8''std=0.20''5/8''std=0.20''5/8''std=0.20''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):B Use: B216 5.125x18 GLB 24F-V4 SCL: 29F 2.2E PSL 1300000 psi 1800000 psi 1800000 psi 1800000 psi 2200000 psi 5.125x18 GLB 6.75x16.5 GLB 8.75x15 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 B215 2x6 Douglas Fir #2 49819 ft-lbs A E Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB 379 ft-lbs Wood Beam / Header ASD design per NDS 2015 EA 18 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Mark:B217 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 1256 lbs Span (ft) =7.5 roof 20 35 14.5 508 798 RLL = 1903 lbs lu (ft) =2.0 floor 0 0 0 0 0 RTL (left)=3159 lbs LL Deflection < L /360 wall 15 0 3 0 45 Total Deflection < L /240 misc.0 0 0 0 0 RDL = 1256 lbs CD =1.00 508 plf 843 plf RLL = 1903 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =3159 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (3)2x12 (2)1.75x9.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =70 psi 39% 135 psi 51% 103 psi 39% 48 psi 18% 112 psi 39% Fb =898 psi 2387 psi 2396 psi 2399 psi 2672 psi fb-max (psi) =749 psi 83% 1685 psi 71% 1480 psi 62% 602 psi 25% 1350 psi 51% E (psi) = LL deflection =0.04'' 17% 0.11'' 42% 0.11'' 45% 0.04'' 15% 0.07'' 29% TL deflection =0.07'' 19% 0.18'' 47% 0.18'' 49% 0.06'' 17% 0.12'' 32% camber (in) =n/a 1/8''std=0.02''1/8''std=0.02''1/8''std=0.02''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (2) Mark:B218 DL(psf) LL(psf) trib(ft) LL w(plf) TL w(plf) RDL = 880 lbs Span (ft) =5.5 roof 20 35 13 455 715 RLL = 1519 lbs lu (ft) =2.0 floor 0 0 0 0 0 RTL (left)=2399 lbs LL Deflection < L /360 wall 15 0 4 0 60 Total Deflection < L /240 misc.0 30 3.25 98 98 RDL = 880 lbs CD =1.00 553 plf 873 plf RLL = 1519 lbs Roof Snow Load ? :Yes DL(lbs) LL(lbs) x(ft)RTL (right) =2399 lbs Pt. Load 0 0 0 Reduce Floor LL ? :No Pt. Load 0 0 0 Mmax = B C D (2)2x10 (2)1.75x9.5 Wood Species = Fv (psi) =180 psi 265 psi 265 psi 265 psi 285 psi fv-max @ d (psi) =93 psi 52% 157 psi 59% 72 psi 27% 33 psi 13% 77 psi 27% Fb =987 psi 2392 psi 2396 psi 2399 psi 2672 psi fb (psi) =925 psi 94% 2111 psi 88% 824 psi 34% 335 psi 14% 752 psi 28% E (psi) = LL deflection =0.04'' 20% 0.11'' 61% 0.04'' 19% 0.01'' 6% 0.02'' 12% TL deflection =0.06'' 21% 0.18'' 65% 0.06'' 20% 0.02'' 7% 0.04'' 13% camber (in) =n/a 1/8''std=0.01''1/8''std=0.01''1/8''std=0.01''n/a Adequate Adequate Adequate Adequate Adequate Selection (A - E):E Use: (2) 5924 ft-lbs 3.125x9 GLB 5.125x7.5 GLB 8.75x9 GLB Wood Beam / Header ASD design per NDS 2015 A E 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL B217 1.75x9.5 SCL: 26F 2.0E LVL 3299 ft-lbs A E 3.125x6 GLB 5.125x7.5 GLB 8.75x9 GLB Douglas Fir #2 24F-V4 24F-V4 24F-V4 SCL: 26F 2.0E LVL 1600000 psi 1800000 psi 1800000 psi 1800000 psi 2000000 psi B218 1.75x9.5 SCL: 26F 2.0E LVL 19 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B101 Project File: beehive credit union.ec6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, S = 0.0350 ksf, Tributary Width = 14.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.363 : 1 Load Combination +D+S Span # where maximum occurs Span # 2 6.526 k Mn / Omega : Allowable 42.166 k-ft Vn/Omega : Allowable HSS8x6x1/4Section used for this span Span # where maximum occurs Location of maximum on span Span # 2 Load Combination +D+S 61.119 k Section used for this span HSS8x6x1/4 Ma : Applied Maximum Shear Stress Ratio =0.107 : 1 14.000 ft 15.293 k-ft Va : Applied 789 >=360 817 Ratio =488 >=240. Maximum Deflection Max Downward Transient Deflection 0.127 in 1,321Ratio =>=360 Max Upward Transient Deflection -0.061 in Ratio = Max Downward Total Deflection 0.206 in Ratio =>=240. Max Upward Total Deflection -0.098 in Span: 5 : S Only Span: 5 : S Only Span: 5 : +D+S Span: 5 : +D+S .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 2.00 ft 1 0.014 0.029 -0.60 0.60 70.42 42.17 1.00 1.00 1.74 102.07 61.12 Dsgn. L = 14.00 ft 2 0.138 0.041 4.42 -5.84 5.84 70.42 42.17 1.00 1.00 2.49 102.07 61.12 Dsgn. L = 12.00 ft 3 0.138 0.035 1.59 -5.84 5.84 70.42 42.17 1.00 1.00 2.12 102.07 61.12 Dsgn. L = 7.25 ft 4 0.052 0.021 0.58 -2.18 2.18 70.42 42.17 1.00 1.00 1.29 102.07 61.12 Dsgn. L = 2.25 ft 5 0.018 0.011 -0.77 0.77 70.42 42.17 1.00 1.00 0.68 102.07 61.12 +D+S Dsgn. L = 2.00 ft 1 0.038 0.075 -1.58 1.58 70.42 42.17 1.00 1.00 4.57 102.07 61.12 Dsgn. L = 14.00 ft 2 0.363 0.107 11.58 -15.29 15.29 70.42 42.17 1.00 1.00 6.53 102.07 61.12 Dsgn. L = 12.00 ft 3 0.363 0.091 4.17 -15.29 15.29 70.42 42.17 1.00 1.00 5.55 102.07 61.12 Dsgn. L = 7.25 ft 4 0.135 0.055 1.51 -5.71 5.71 70.42 42.17 1.00 1.00 3.38 102.07 61.12 Dsgn. L = 2.25 ft 5 0.048 0.029 -2.01 2.01 70.42 42.17 1.00 1.00 1.78 102.07 61.12 +D+0.750S Dsgn. L = 2.00 ft 1 0.032 0.063 -1.34 1.34 70.42 42.17 1.00 1.00 3.86 102.07 61.12 Dsgn. L = 14.00 ft 2 0.307 0.090 9.79 -12.93 12.93 70.42 42.17 1.00 1.00 5.52 102.07 61.12 Dsgn. L = 12.00 ft 3 0.307 0.077 3.52 -12.93 12.93 70.42 42.17 1.00 1.00 4.69 102.07 61.12 Dsgn. L = 7.25 ft 4 0.114 0.047 1.28 -4.83 4.83 70.42 42.17 1.00 1.00 2.86 102.07 61.12 Dsgn. L = 2.25 ft 5 0.040 0.025 -1.70 1.70 70.42 42.17 1.00 1.00 1.51 102.07 61.12 +0.60D Dsgn. L = 2.00 ft 1 0.009 0.017 -0.36 0.36 70.42 42.17 1.00 1.00 1.05 102.07 61.12 Dsgn. L = 14.00 ft 2 0.083 0.024 2.65 -3.50 3.50 70.42 42.17 1.00 1.00 1.49 102.07 61.1220 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B101 Project File: beehive credit union.ec6 Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 12.00 ft 3 0.083 0.021 0.95 -3.50 3.50 70.42 42.17 1.00 1.00 1.27 102.07 61.12 Dsgn. L = 7.25 ft 4 0.031 0.013 0.35 -1.31 1.31 70.42 42.17 1.00 1.00 0.77 102.07 61.12 Dsgn. L = 2.25 ft 5 0.011 0.007 -0.46 0.46 70.42 42.17 1.00 1.00 0.41 102.07 61.12 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S10.0000 0.000 -0.0984 0.000 +D+S 2 0.2056 6.300 0.0000 0.000 +D+S+D+S 3 0.0285 7.200 -0.0105 1.400 +D+S+D+S 4 0.0037 4.410 -0.0015 0.846 +D+S+D+S 5 0.0007 2.250 -0.0002 0.544 . Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 6.152 12.079 7.339 4.145 Max Upward from Load Combinations 6.152 12.079 7.339 4.145 Max Upward from Load Cases 3.805 7.469 4.538 2.563 D Only 2.348 4.610 2.801 1.582 +D+S 6.152 12.079 7.339 4.145 +D+0.750S 5.201 10.212 6.204 3.504 +0.60D 1.409 2.766 1.680 0.949 S Only 3.805 7.469 4.538 2.563 21 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B102 Project File: beehive credit union.ec6 Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, S = 0.0350 ksf, Tributary Width = 13.50 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.292 : 1 Load Combination +D+S Span # where maximum occurs Span # 3 4.672 k Mn / Omega : Allowable 27.944 k-ft Vn/Omega : Allowable HSS6x6x1/4Section used for this span Span # where maximum occurs Location of maximum on span Span # 3 Load Combination +D+S 44.376 k Section used for this span HSS6x6x1/4 Ma : Applied Maximum Shear Stress Ratio =0.105 : 1 10.250 ft 8.153 k-ft Va : Applied 1,103 >=360 1022 Ratio =685 >=240. Maximum Deflection Max Downward Transient Deflection 0.078 in 1,647Ratio =>=360 Max Upward Transient Deflection -0.049 in Ratio = Max Downward Total Deflection 0.126 in Ratio =>=240. Max Upward Total Deflection -0.079 in Span: 5 : S Only Span: 5 : S Only Span: 5 : +D+S Span: 5 : +D+S .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 3.00 ft 1 0.047 0.032 -1.30 1.30 46.67 27.94 1.00 1.00 1.40 74.11 44.38 Dsgn. L = 10.75 ft 2 0.104 0.038 2.11 -2.90 2.90 46.67 27.94 1.00 1.00 1.70 74.11 44.38 Dsgn. L = 10.25 ft 3 0.111 0.040 0.80 -3.09 3.09 46.67 27.94 1.00 1.00 1.77 74.11 44.38 Dsgn. L = 10.75 ft 4 0.111 0.040 2.35 -3.09 3.09 46.67 27.94 1.00 1.00 1.77 74.11 44.38 Dsgn. L = 2.25 ft 5 0.026 0.015 -0.73 0.73 46.67 27.94 1.00 1.00 0.65 74.11 44.38 +D+S Dsgn. L = 3.00 ft 1 0.123 0.083 -3.43 3.43 46.67 27.94 1.00 1.00 3.70 74.11 44.38 Dsgn. L = 10.75 ft 2 0.274 0.101 5.56 -7.65 7.65 46.67 27.94 1.00 1.00 4.49 74.11 44.38 Dsgn. L = 10.25 ft 3 0.292 0.105 2.10 -8.15 8.15 46.67 27.94 1.00 1.00 4.67 74.11 44.38 Dsgn. L = 10.75 ft 4 0.292 0.105 6.18 -8.15 8.15 46.67 27.94 1.00 1.00 4.67 74.11 44.38 Dsgn. L = 2.25 ft 5 0.069 0.039 -1.93 1.93 46.67 27.94 1.00 1.00 1.71 74.11 44.38 +D+0.750S Dsgn. L = 3.00 ft 1 0.104 0.070 -2.90 2.90 46.67 27.94 1.00 1.00 3.13 74.11 44.38 Dsgn. L = 10.75 ft 2 0.231 0.085 4.70 -6.46 6.46 46.67 27.94 1.00 1.00 3.79 74.11 44.38 Dsgn. L = 10.25 ft 3 0.246 0.089 1.78 -6.89 6.89 46.67 27.94 1.00 1.00 3.95 74.11 44.38 Dsgn. L = 10.75 ft 4 0.246 0.089 5.22 -6.89 6.89 46.67 27.94 1.00 1.00 3.95 74.11 44.38 Dsgn. L = 2.25 ft 5 0.058 0.033 -1.63 1.63 46.67 27.94 1.00 1.00 1.45 74.11 44.38 +0.60D Dsgn. L = 3.00 ft 1 0.028 0.019 -0.78 0.78 46.67 27.94 1.00 1.00 0.84 74.11 44.38 Dsgn. L = 10.75 ft 2 0.062 0.023 1.27 -1.74 1.74 46.67 27.94 1.00 1.00 1.02 74.11 44.3822 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B102 Project File: beehive credit union.ec6 Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 10.25 ft 3 0.066 0.024 0.48 -1.86 1.86 46.67 27.94 1.00 1.00 1.06 74.11 44.38 Dsgn. L = 10.75 ft 4 0.066 0.024 1.41 -1.86 1.86 46.67 27.94 1.00 1.00 1.06 74.11 44.38 Dsgn. L = 2.25 ft 5 0.016 0.009 -0.44 0.44 46.67 27.94 1.00 1.00 0.39 74.11 44.38 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S10.0000 0.000 -0.0678 0.000 +D+S 2 0.1112 5.106 0.0000 0.000 +D+S+D+S 3 0.0114 5.040 -0.0074 9.225 +D+S 4 0.1262 5.913 0.0000 9.225 +D+S50.0000 5.913 -0.0789 2.250 . Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 5.985 8.339 8.624 5.227 Max Upward from Load Combinations 5.985 8.339 8.624 5.227 Max Upward from Load Cases 3.714 5.174 5.351 3.243 D Only 2.271 3.164 3.273 1.984 +D+S 5.985 8.339 8.624 5.227 +D+0.750S 5.057 7.045 7.286 4.416 +0.60D 1.363 1.899 1.964 1.190 S Only 3.714 5.174 5.351 3.243 23 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B103 Project File: beehive credit union.ec6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.020, S = 0.0350 ksf, Tributary Width = 7.50 ft, (roof) Point Load : D = 3.20, S = 5.20 k @ 10.50 ft, (B102) Point Load : D = 3.30, S = 5.40 k @ 21.0 ft, (B102) Uniform Load : S = 0.030 ksf, Tributary Width = 3.0 ft, (dift) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.736 : 1 Load Combination +D+S Span # where maximum occurs Span # 1 17.677 k Mn / Omega : Allowable 226.297 k-ft Vn/Omega : Allowable W18x46Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S 130.320 k Section used for this span W18x46 Ma : Applied Maximum Shear Stress Ratio =0.136 : 1 0.000 ft 166.659 k-ft Va : Applied 0 <360 251 Ratio =0 <240.0 Maximum Deflection Max Downward Transient Deflection 0.978 in 398Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.554 in Ratio =>=240. Max Upward Total Deflection 0.000 in Span: 1 : S Only Span: 1 : +D+S .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 32.50 ft 1 0.273 0.050 61.69 61.69 377.92 226.30 1.00 1.00 6.52 195.48 130.32 +D+S Dsgn. L = 32.50 ft 1 0.736 0.136 166.66 166.66 377.92 226.30 1.00 1.00 17.68 195.48 130.32 +D+0.750S Dsgn. L = 32.50 ft 1 0.621 0.114 140.42 140.42 377.92 226.30 1.00 1.00 14.89 195.48 130.32 +0.60D Dsgn. L = 32.50 ft 1 0.164 0.030 37.02 37.02 377.92 226.30 1.00 1.00 3.91 195.48 130.32 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 1.5537 16.250 0.0000 0.000 .24 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B103 Project File: beehive credit union.ec6 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 17.677 17.248 5.174 5.351 3.243 Max Upward from Load Combinations 17.677 17.248 5.174 5.351 3.243 Max Upward from Load Cases 11.159 10.897 5.174 5.351 3.243 Max Downward from all Load Conditions (Resisting Uplift 5.174 5.351 3.243 Max Downward from Load Combinations (Resisting Uplift)5.174 5.351 3.243 Max Downward from Load Cases (Resisting Uplift)5.174 5.351 3.243 D Only 6.518 6.350 5.174 5.351 3.243 +D+S 17.677 17.248 5.174 5.351 3.243 +D+0.750S 14.887 14.523 5.174 5.351 3.243 +0.60D 3.911 3.810 5.174 5.351 3.243 S Only 11.159 10.897 5.174 5.351 3.243 25 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B209 Project File: beehive credit union.ec6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.020, S = 0.0350 ksf, Tributary Width = 11.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.510 : 1 Load Combination +D+S Span # where maximum occurs Span # 2 5.259 k Mn / Omega : Allowable 28.443 k-ft Vn/Omega : Allowable W8x13Section used for this span Span # where maximum occurs Location of maximum on span Span # 2 Load Combination +D+S 36.754 k Section used for this span W8x13 Ma : Applied Maximum Shear Stress Ratio =0.143 : 1 14.250 ft 14.520 k-ft Va : Applied 936 >=360 926 Ratio =584 >=180 Maximum Deflection Max Downward Transient Deflection 0.115 in 1,485Ratio =>=360 Max Upward Transient Deflection -0.070 in Ratio = Max Downward Total Deflection 0.185 in Ratio =>=180 Max Upward Total Deflection -0.113 in Span: 4 : S Only Span: 4 : S Only Span: 4 : +D+S Span: 4 : +D+S .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 2.75 ft 1 0.031 0.036 -0.88 0.88 47.50 28.44 1.00 1.00 1.34 55.13 36.75 Dsgn. L = 14.25 ft 2 0.193 0.054 2.96 -5.48 5.48 47.50 28.44 1.00 1.00 1.98 55.13 36.75 Dsgn. L = 14.25 ft 3 0.193 0.054 2.96 -5.48 5.48 47.50 28.44 1.00 1.00 1.98 55.13 36.75 Dsgn. L = 2.75 ft 4 0.031 0.017 -0.88 0.88 47.50 28.44 1.00 1.00 0.64 55.13 36.75 +D+S Dsgn. L = 2.75 ft 1 0.082 0.097 -2.34 2.34 47.50 28.44 1.00 1.00 3.55 55.13 36.75 Dsgn. L = 14.25 ft 2 0.510 0.143 7.85 -14.52 14.52 47.50 28.44 1.00 1.00 5.26 55.13 36.75 Dsgn. L = 14.25 ft 3 0.510 0.143 7.85 -14.52 14.52 47.50 28.44 1.00 1.00 5.26 55.13 36.75 Dsgn. L = 2.75 ft 4 0.082 0.046 -2.34 2.34 47.50 28.44 1.00 1.00 1.70 55.13 36.75 +D+0.750S Dsgn. L = 2.75 ft 1 0.069 0.082 -1.97 1.97 47.50 28.44 1.00 1.00 3.00 55.13 36.75 Dsgn. L = 14.25 ft 2 0.431 0.121 6.63 -12.26 12.26 47.50 28.44 1.00 1.00 4.44 55.13 36.75 Dsgn. L = 14.25 ft 3 0.431 0.121 6.63 -12.26 12.26 47.50 28.44 1.00 1.00 4.44 55.13 36.75 Dsgn. L = 2.75 ft 4 0.069 0.039 -1.97 1.97 47.50 28.44 1.00 1.00 1.44 55.13 36.75 +0.60D Dsgn. L = 2.75 ft 1 0.019 0.022 -0.53 0.53 47.50 28.44 1.00 1.00 0.80 55.13 36.75 Dsgn. L = 14.25 ft 2 0.116 0.032 1.78 -3.29 3.29 47.50 28.44 1.00 1.00 1.19 55.13 36.75 Dsgn. L = 14.25 ft 3 0.116 0.032 1.78 -3.29 3.29 47.50 28.44 1.00 1.00 1.19 55.13 36.75 Dsgn. L = 2.75 ft 4 0.019 0.010 -0.53 0.53 47.50 28.44 1.00 1.00 0.38 55.13 36.75 .26 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B209 Project File: beehive credit union.ec6 Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S10.0000 0.000 -0.1130 0.000 +D+S 2 0.1847 6.175 0.0000 0.000 +D+S 3 0.1827 8.170 0.0000 0.000 +D+S40.0000 8.170 -0.1131 2.750 . Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 5.249 10.517 5.249 Max Upward from Load Combinations 5.249 10.517 5.249 Max Upward from Load Cases 3.269 6.551 3.269 D Only 1.979 3.966 1.979 +D+S 5.249 10.517 5.249 +D+0.750S 4.431 8.880 4.431 +0.60D 1.188 2.380 1.188 S Only 3.269 6.551 3.269 27 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B210 Project File: beehive credit union.ec6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :46.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.020, S = 0.0350 ksf, Tributary Width = 0.0 ft Load for Span Number 1 Uniform Load : D = 0.020, S = 0.0350 ksf, Tributary Width = 4.0 ft, (roof) Load for Span Number 2 Uniform Load : D = 0.020, S = 0.0350 ksf, Tributary Width = 7.0 ft, (roof) Load for Span Number 3 Uniform Load : D = 0.020, S = 0.0350 ksf, Tributary Width = 4.0 ft, (roof) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.087 : 1 Load Combination +D+S Span # where maximum occurs Span # 2 2.358 k Mn / Omega : Allowable 76.208 k-ft Vn/Omega : Allowable HSS14x4x1/4Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S 102.438 k Section used for this span HSS14x4x1/4 Ma : Applied Maximum Shear Stress Ratio =0.023 : 1 2.250 ft 6.665 k-ft Va : Applied 4,372 >=360 4243 Ratio =2783 >=240. Maximum Deflection Max Downward Transient Deflection 0.022 in 6,666Ratio =>=360 Max Upward Transient Deflection -0.012 in Ratio = Max Downward Total Deflection 0.035 in Ratio =>=240. Max Upward Total Deflection -0.019 in Span: 3 : S Only Span: 3 : S Only Span: 3 : +D+S Span: 3 : +D+S .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 2.25 ft 1 0.003 0.008 -0.20 0.20 127.27 76.21 1.00 1.00 0.86 171.07 102.44 Dsgn. L = 12.25 ft 2 0.032 0.008 2.42 -0.20 2.42 127.27 76.21 1.00 1.00 0.86 171.07 102.44 Dsgn. L = 2.25 ft 3 0.003 0.002 -0.20 0.20 127.27 76.21 1.00 1.00 0.18 171.07 102.44 +D+S Dsgn. L = 2.25 ft 1 0.007 0.023 -0.56 0.56 127.27 76.21 1.00 1.00 2.36 171.07 102.44 Dsgn. L = 12.25 ft 2 0.087 0.023 6.66 -0.56 6.66 127.27 76.21 1.00 1.00 2.36 171.07 102.44 Dsgn. L = 2.25 ft 3 0.007 0.005 -0.56 0.56 127.27 76.21 1.00 1.00 0.49 171.07 102.44 +D+0.750S Dsgn. L = 2.25 ft 1 0.006 0.019 -0.47 0.47 127.27 76.21 1.00 1.00 1.98 171.07 102.4428 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B210 Project File: beehive credit union.ec6 Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 12.25 ft 2 0.074 0.019 5.60 -0.47 5.60 127.27 76.21 1.00 1.00 1.98 171.07 102.44 Dsgn. L = 2.25 ft 3 0.006 0.004 -0.47 0.47 127.27 76.21 1.00 1.00 0.42 171.07 102.44 +0.60D Dsgn. L = 2.25 ft 1 0.002 0.005 -0.12 0.12 127.27 76.21 1.00 1.00 0.51 171.07 102.44 Dsgn. L = 12.25 ft 2 0.019 0.005 1.45 -0.12 1.45 127.27 76.21 1.00 1.00 0.51 171.07 102.44 Dsgn. L = 2.25 ft 3 0.002 0.001 -0.12 0.12 127.27 76.21 1.00 1.00 0.11 171.07 102.44 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S10.0000 0.000 -0.0194 0.000 +D+S 2 0.0346 6.207 0.0000 0.000 +D+S30.0000 6.207 -0.0194 2.250 . Load Combination Support 1 Support 2 Support 3 Support 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 2.853 2.853 Max Upward from Load Combinations 2.853 2.853 Max Upward from Load Cases 1.816 1.816 D Only 1.038 1.038 +D+S 2.853 2.853 +D+0.750S 2.399 2.399 +0.60D 0.623 0.622 S Only 1.816 1.816 29 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B211 Project File: beehive credit union.ec6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.020, S = 0.0350 ksf, Tributary Width = 4.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.007 : 1 Load Combination +D+S Span # where maximum occurs Span # 1 0.4950 k Mn / Omega : Allowable 82.834 k-ft Vn/Omega : Allowable HSS14x4x1/4Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S 111.346 k Section used for this span HSS14x4x1/4 Ma : Applied Maximum Shear Stress Ratio =0.004 : 1 0.000 ft 0.557 k-ft Va : Applied 0 <360 229314 Ratio =0 <180 Maximum Deflection Max Downward Transient Deflection 0.000 in 0Ratio =<360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.000 in Ratio =>=180 Max Upward Total Deflection 0.000 in Span: 1 : S Only Span: 1 : +D+S .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 2.25 ft 1 0.002 0.002 -0.20 0.20 138.33 82.83 1.00 1.00 0.18 185.95 111.35 +D+S Dsgn. L = 2.25 ft 1 0.007 0.004 -0.56 0.56 138.33 82.83 1.00 1.00 0.50 185.95 111.35 +D+0.750S Dsgn. L = 2.25 ft 1 0.006 0.004 -0.47 0.47 138.33 82.83 1.00 1.00 0.42 185.95 111.35 +0.60D Dsgn. L = 2.25 ft 1 0.001 0.001 -0.12 0.12 138.33 82.83 1.00 1.00 0.11 185.95 111.35 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.0002 2.250 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.495 1.816 Max Upward from Load Combinations 0.495 1.816 Max Upward from Load Cases 0.315 1.816 Max Downward from all Load Conditions (Resisting Uplift 1.816 Max Downward from Load Combinations (Resisting Uplift)1.816 Max Downward from Load Cases (Resisting Uplift)1.816 30 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B211 Project File: beehive credit union.ec6 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS D Only 0.180 1.816 +D+S 0.495 1.816 +D+0.750S 0.416 1.816 +0.60D 0.108 1.816 S Only 0.315 1.816 31 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B212 Project File: beehive credit union.ec6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :46.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : D = 1.050, S = 1.80 k @ 0.0 ft, (B210) Load(s) for Span Number 2 Point Load : D = 0.180, S = 0.320 k @ 6.0 ft, (B211) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.065 : 1 Load Combination +D+S Span # where maximum occurs Span # 1 2.850 k Mn / Omega : Allowable 76.208 k-ft Vn/Omega : Allowable HSS14x4x1/4Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S 102.438 k Section used for this span HSS14x4x1/4 Ma : Applied Maximum Shear Stress Ratio =0.028 : 1 0.000 ft 4.987 k-ft Va : Applied 45,584 >=360 6360 Ratio =28785 >=240. Maximum Deflection Max Downward Transient Deflection 0.004 in 10,071Ratio =>=360 Max Upward Transient Deflection -0.002 in Ratio = Max Downward Total Deflection 0.007 in Ratio =>=240. Max Upward Total Deflection -0.003 in Span: 2 : S Only Span: 2 : S Only Span: 2 : +D+S Span: 2 : +D+S .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 1.75 ft 1 0.024 0.010 -1.84 1.84 127.27 76.21 1.00 1.00 1.05 171.07 102.44 Dsgn. L = 6.75 ft 2 0.024 0.004 0.81 -1.84 1.84 127.27 76.21 1.00 1.00 0.41 171.07 102.44 +D+S Dsgn. L = 1.75 ft 1 0.065 0.028 -4.99 4.99 127.27 76.21 1.00 1.00 2.85 171.07 102.44 Dsgn. L = 6.75 ft 2 0.065 0.011 2.18 -4.99 4.99 127.27 76.21 1.00 1.00 1.12 171.07 102.44 +D+0.750S Dsgn. L = 1.75 ft 1 0.055 0.023 -4.20 4.20 127.27 76.21 1.00 1.00 2.40 171.07 102.44 Dsgn. L = 6.75 ft 2 0.055 0.009 1.84 -4.20 4.20 127.27 76.21 1.00 1.00 0.94 171.07 102.44 +0.60D Dsgn. L = 1.75 ft 1 0.014 0.006 -1.10 1.10 127.27 76.21 1.00 1.00 0.63 171.07 102.44 Dsgn. L = 6.75 ft 2 0.014 0.002 0.48 -1.10 1.10 127.27 76.21 1.00 1.00 0.25 171.07 102.44 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.0066 0.000 0.0000 0.000 +D+S20.0000 0.000 -0.0028 2.241 . 32 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B212 Project File: beehive credit union.ec6 Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 3.967 Max Upward from Load Combinations 3.967 Max Upward from Load Cases 2.506 Max Downward from all Load Conditions (Resisting Uplift -0.617 Max Downward from Load Combinations (Resisting Uplift)-0.617 Max Downward from Load Cases (Resisting Uplift)-0.386 D Only 1.462 -0.232 +D+S 3.967 -0.617 +D+0.750S 3.341 -0.521 +0.60D 0.877 -0.139 S Only 2.506 -0.386 33 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Wood Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B220 Project File: beehive credit union.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design iLevel Truss Joist MicroLam LVL 2.0 E 2,600.0 2,600.0 2,510.0 750.0 2,000.0 1,016.54 285.0 1,555.0 42.010 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans : D = 0.020, S = 0.0350 ksf, Tributary Width = 2.0 ft Load for Span Number 2 Point Load : D = 0.10, S = 0.150 k @ 0.0 ft, (B219) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.380: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 6.804 ft 63.51 psi= = 3,068.63 psi 1.750x9.500Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 327.75 psi== Section used for this span 1.750x9.500 Maximum Shear Stress Ratio 0.194 : 1 13.218 ft= = 1,165.93 psi Maximum Deflection 490 >=360 466 Ratio =312 >=180 Max Downward Transient Deflection 0.229 in 733Ratio =>=360 Max Upward Transient Deflection -0.110 in Ratio = Max Downward Total Deflection 0.360 in Ratio =>=180 Max Upward Total Deflection -0.173 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only Span: 2 : S Only Span: 1 : +D+S Span: 2 : +D+S .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 14.0 ft 1 0.177 0.090 0.90 1.026 1.001.00 1.00 0.93 424.0 2,401.5 0.26 256.51.00 23.11.00 1.00Length = 2.250 ft 2 0.019 0.090 0.90 1.026 1.001.00 1.00 0.10 46.2 2,401.5 0.06 256.51.00 23.11.00 1.00+D+S 1.026 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.0 ft 1 0.380 0.194 1.15 1.026 1.001.00 1.00 2.56 1,165.9 3,068.6 0.70 327.81.00 63.51.00 1.00Length = 2.250 ft 2 0.041 0.194 1.15 1.026 1.001.00 1.00 0.28 126.9 3,068.6 0.16 327.81.00 63.51.00 1.00+D+0.750S 1.026 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.0 ft 1 0.320 0.163 1.15 1.026 1.001.00 1.00 2.15 980.4 3,068.6 0.59 327.81.00 53.41.00 34 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Wood Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B220 Project File: beehive credit union.ec6 Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 2.250 ft 2 0.035 0.163 1.15 1.026 1.001.00 1.00 0.23 106.7 3,068.6 0.14 327.81.00 53.41.00 1.00+0.60D 1.026 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 14.0 ft 1 0.060 0.030 1.60 1.026 1.001.00 1.00 0.56 254.4 4,269.4 0.15 456.01.00 13.91.00 1.00Length = 2.250 ft 2 0.006 0.030 1.60 1.026 1.001.00 1.00 0.06 27.7 4,269.4 0.04 456.01.00 13.91.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.3599 6.961 0.0000 0.000 +D+S20.0000 6.961 -0.1729 2.250 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.750 1.287 Max Upward from Load Combinations 0.750 1.287 Max Upward from Load Cases 0.477 0.810 D Only 0.273 0.477 +D+S 0.750 1.287 +D+0.750S 0.631 1.085 +0.60D 0.164 0.286 S Only 0.477 0.810 35 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B221 Project File: beehive credit union.ec6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Uniform Load : D = 0.020, S = 0.0350 ksf, Tributary Width = 2.0 ft, (roof) Uniform Load : D = 0.050 ksf, Tributary Width = 3.0 ft, (wall) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.237 : 1 Load Combination +D+S Span # where maximum occurs Span # 1 2.828 k Mn / Omega : Allowable 64.870 k-ft Vn/Omega : Allowable W10x22Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+S 48.960 k Section used for this span W10x22 Ma : Applied Maximum Shear Stress Ratio =0.058 : 1 21.750 ft 15.375 k-ft Va : Applied 0 <360 679 Ratio =0 <180 Maximum Deflection Max Downward Transient Deflection 0.103 in 2,522Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.384 in Ratio =>=180 Max Upward Total Deflection 0.000 in Span: 1 : S Only Span: 1 : +D+S .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 21.75 ft 1 0.173 0.042 11.24 11.24 108.33 64.87 1.00 1.00 2.07 73.44 48.96 +D+S Dsgn. L = 21.75 ft 1 0.237 0.058 15.37 15.37 108.33 64.87 1.00 1.00 2.83 73.44 48.96 +D+0.750S Dsgn. L = 21.75 ft 1 0.221 0.054 14.34 14.34 108.33 64.87 1.00 1.00 2.64 73.44 48.96 +0.60D Dsgn. L = 21.75 ft 1 0.104 0.025 6.74 6.74 108.33 64.87 1.00 1.00 1.24 73.44 48.96 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.3843 10.937 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 2.828 2.828 Max Upward from Load Combinations 2.828 2.828 Max Upward from Load Cases 2.066 2.066 D Only 2.066 2.066 +D+S 2.828 2.828 36 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B221 Project File: beehive credit union.ec6 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS +D+0.750S 2.637 2.637 +0.60D 1.240 1.240 S Only 0.761 0.761 37 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B222 Project File: beehive credit union.ec6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Uniform Load : W = 0.01630 ksf, Tributary Width = 4.50 ft, (wind) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.081 : 1 Load Combination +0.60W Span # where maximum occurs Span # 1 0.2861 k Mn / Omega : Allowable 11.427 k-ft Vn/Omega : Allowable HSS6x2x3/16Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +0.60W 34.246 k Section used for this span HSS6x2x3/16 Ma : Applied Maximum Shear Stress Ratio =0.008 : 1 0.000 ft 0.930 k-ft Va : Applied 0 <360 1672 Ratio =0 <180 Maximum Deflection Max Downward Transient Deflection 0.155 in 1,003Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.093 in Ratio =>=180 Max Upward Total Deflection 0.000 in Span: 1 : W Only Span: 1 : +0.60W .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 13.00 ft 1 0.000 19.08 11.43 1.00 1.00 -0.00 57.19 34.25 +0.60W Dsgn. L = 13.00 ft 1 0.081 0.008 0.93 0.93 19.08 11.43 1.00 1.00 0.29 57.19 34.25 +0.450W Dsgn. L = 13.00 ft 1 0.061 0.006 0.70 0.70 19.08 11.43 1.00 1.00 0.21 57.19 34.25 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections W Only 1 0.1555 6.537 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.477 0.477 Max Upward from Load Combinations 0.286 0.286 Max Upward from Load Cases 0.477 0.477 +0.60W 0.286 0.286 +0.450W 0.215 0.215 W Only 0.477 0.477 38 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B223 Project File: beehive credit union.ec6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Uniform Load : W = 0.01145 ksf, Tributary Width = 7.0 ft, (wind) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.103 : 1 Load Combination +0.60W Span # where maximum occurs Span # 1 0.3366 k Mn / Omega : Allowable 11.427 k-ft Vn/Omega : Allowable HSS6x2x3/16Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +0.60W 34.246 k Section used for this span HSS6x2x3/16 Ma : Applied Maximum Shear Stress Ratio =0.010 : 1 0.000 ft 1.178 k-ft Va : Applied 0 <360 1225 Ratio =0 <240.0 Maximum Deflection Max Downward Transient Deflection 0.228 in 735Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.137 in Ratio =>=240. Max Upward Total Deflection 0.000 in Span: 1 : W Only Span: 1 : +0.60W .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 14.00 ft 1 0.000 19.08 11.43 1.00 1.00 -0.00 57.19 34.25 +0.60W Dsgn. L = 14.00 ft 1 0.103 0.010 1.18 1.18 19.08 11.43 1.00 1.00 0.34 57.19 34.25 +0.450W Dsgn. L = 14.00 ft 1 0.077 0.007 0.88 0.88 19.08 11.43 1.00 1.00 0.25 57.19 34.25 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections W Only 1 0.2286 7.040 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.561 0.561 -0.386 Max Upward from Load Combinations 0.337 0.337 -0.386 Max Upward from Load Cases 0.561 0.561 -0.386 Max Downward from all Load Conditions (Resisting Uplift -0.386 Max Downward from Load Combinations (Resisting Uplift)-0.386 Max Downward from Load Cases (Resisting Uplift)-0.386 -0.386 +0.60W 0.337 0.337 -0.386 +0.450W 0.252 0.252 -0.386 39 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B223 Project File: beehive credit union.ec6 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS W Only 0.561 0.561 -0.386 40 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B224 Project File: beehive credit union.ec6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Uniform Load : W = 0.01145 ksf, Tributary Width = 9.50 ft, (wind) .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.107 : 1 Load Combination +0.60W Span # where maximum occurs Span # 1 0.3997 k Mn / Omega : Allowable 11.427 k-ft Vn/Omega : Allowable HSS6x2x3/16Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +0.60W 34.246 k Section used for this span HSS6x2x3/16 Ma : Applied Maximum Shear Stress Ratio =0.012 : 1 0.000 ft 1.224 k-ft Va : Applied 0 <360 1347 Ratio =0 <240.0 Maximum Deflection Max Downward Transient Deflection 0.182 in 808Ratio =>=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.109 in Ratio =>=240. Max Upward Total Deflection 0.000 in Span: 1 : W Only Span: 1 : +0.60W .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 12.25 ft 1 0.000 19.08 11.43 1.00 1.00 -0.00 57.19 34.25 +0.60W Dsgn. L = 12.25 ft 1 0.107 0.012 1.22 1.22 19.08 11.43 1.00 1.00 0.40 57.19 34.25 +0.450W Dsgn. L = 12.25 ft 1 0.080 0.009 0.92 0.92 19.08 11.43 1.00 1.00 0.30 57.19 34.25 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections W Only 1 0.1818 6.160 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.666 0.666 -0.386 Max Upward from Load Combinations 0.400 0.400 -0.386 Max Upward from Load Cases 0.666 0.666 -0.386 Max Downward from all Load Conditions (Resisting Uplift -0.386 Max Downward from Load Combinations (Resisting Uplift)-0.386 Max Downward from Load Cases (Resisting Uplift)-0.386 -0.386 +0.60W 0.400 0.400 -0.386 +0.450W 0.300 0.300 -0.386 41 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B224 Project File: beehive credit union.ec6 Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS W Only 0.666 0.666 -0.386 42 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Column LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B225 Project File: beehive credit union.ec6 .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 5Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS3x3x3/16 36.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Fully braced against buckling ABOUT Y-Y Axis Fully braced against buckling ABOUT X-X Axis Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 34.255 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 5.0 ft, W = 3.10 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.04649 Location of max.above base 0.0 ft 1.894 k 40.743 k 0.0 k-ft Load Combination +D+0.60W Load Combination 0.0 3.539 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.0 k 0.0 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 3.539 k-ft 0.0 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : Applied Vn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Load Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination : Along X-X 0.0 in at 0.0 ft above base for load combination : 0.0 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Ry KyLy/Rx D Only PASS PASS0.00 0.000 0.00 ftft0.001 1.00 1.00 0.00 0.00 +D+0.60W PASS PASS0.00 0.000 0.00 ftft0.046 1.00 1.00 0.00 0.00 +D+0.450W PASS PASS0.00 0.000 0.00 ftft0.035 1.00 1.00 0.00 0.00 +0.60D+0.60W PASS PASS0.00 0.000 0.00 ftft0.046 1.00 1.00 0.00 0.00 +0.60D PASS PASS0.00 0.000 0.00 ftft0.001 1.00 1.00 0.00 0.00 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments D Only 0.034 +D+0.60W 1.894 +D+0.450W 1.429 +0.60D+0.60W 1.881 +0.60D 0.021 W Only 3.100 43 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Column LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B225 Project File: beehive credit union.ec6 k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 3.100 Minimum"0.021 MaximumReaction, X-X Axis Base 0.034 Minimum"0.034 MaximumReaction, Y-Y Axis Base 0.034 Minimum"0.034 MaximumReaction, X-X Axis Top 0.034 Minimum"0.034 MaximumReaction, Y-Y Axis Top 0.034 Minimum"0.034 MaximumMoment, X-X Axis Base 0.034 Minimum"0.034 MaximumMoment, Y-Y Axis Base 0.034 Minimum"0.034 MaximumMoment, X-X Axis Top 0.034 Minimum"0.034 MaximumMoment, Y-Y Axis Top 0.034 Minimum"0.034 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+0.60W 0.0000 0.000 0.000 ftftinin0.000 +D+0.450W 0.0000 0.000 0.000 ftftinin0.000 +0.60D+0.60W 0.0000 0.000 0.000 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 W Only 0.0000 0.000 0.000 ftftinin0.000 .Steel Section Properties :HSS3x3x3/16 R xx = 1.140 in Depth =3.000 in R yy = 1.140 in J =4.030 in^4 Width =3.000 in Wall Thick = 0.187 in Zx =1.970 in^3 Area = 1.890 in^2 Weight =6.851 plf I xx =2.46 in^4 S xx =1.64 in^3Design Thick =0.174 in I yy =2.460 in^4 C =2.760 in^3 S yy =1.640 in^3 Ycg =0.000 in 44 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Column LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:B225 Project File: beehive credit union.ec6 Sketches 45 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Wood Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP Fascia Project File: beehive credit union.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.020, S = 0.0350 ksf, Tributary Width = 2.0 ft, (roof) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.338: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 2.250 ft 35.95 psi= = 1,308.13 psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 195.50 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.184 : 1 1.797 ft= = 441.82 psi Maximum Deflection 2713 >=360 524 Ratio =1726 >=180 Max Downward Transient Deflection 0.065 in 826Ratio =>=360 Max Upward Transient Deflection -0.027 in Ratio = Max Downward Total Deflection 0.103 in Ratio =>=180 Max Upward Total Deflection -0.042 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only Span: 2 : S Only Span: 1 : +D+S Span: 2 : +D+S .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 2.250 ft 1 0.157 0.085 0.90 1.300 1.001.00 1.00 0.10 160.7 1,023.8 0.07 153.01.00 13.11.00 1.00Length = 6.0 ft 2 0.157 0.085 0.90 1.300 1.001.00 1.00 0.10 160.7 1,023.8 0.02 153.01.00 13.11.00 1.00+D+S 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 2.250 ft 1 0.338 0.184 1.15 1.300 1.001.00 1.00 0.28 441.8 1,308.1 0.20 195.51.00 35.91.00 1.00Length = 6.0 ft 2 0.338 0.184 1.15 1.300 1.001.00 1.00 0.28 441.8 1,308.1 0.05 195.51.00 35.91.00 1.00+D+0.750S 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 2.250 ft 1 0.284 0.155 1.15 1.300 1.001.00 1.00 0.23 371.5 1,308.1 0.17 195.51.00 30.21.00 1.00Length = 6.0 ft 2 0.284 0.155 1.15 1.300 1.001.00 1.00 0.23 371.5 1,308.1 0.04 195.51.00 30.21.00 46 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Wood Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP Fascia Project File: beehive credit union.ec6 Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 2.250 ft 1 0.053 0.029 1.60 1.300 1.001.00 1.00 0.06 96.4 1,820.0 0.04 272.01.00 7.81.00 1.00Length = 6.0 ft 2 0.053 0.029 1.60 1.300 1.001.00 1.00 0.06 96.4 1,820.0 0.01 272.01.00 7.81.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S 1 0.1027 0.000 0.0000 0.000 +D+S20.0000 0.000 -0.0417 2.547 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.294 Max Upward from Load Combinations 0.294 Max Upward from Load Cases 0.187 Max Downward from all Load Conditio -0.046 Max Downward from Load Combinations -0.046 Max Downward from Load Cases (Resis -0.030 D Only 0.107 -0.017 +D+S 0.294 -0.046 +D+0.750S 0.247 -0.039 +0.60D 0.064 -0.010 S Only 0.187 -0.030 47 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Wood Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP Outrigger Project File: beehive credit union.ec6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 875.0 875.0 600.0 625.0 1,300.0 470.0 170.0 425.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.020, S = 0.0350 ksf, Extent = 0.0 -->> 2.0 ft, Tributary Width = 2.0 ft, (roof) Load for Span Number 2 Uniform Load : D = 0.020, S = 0.0350 ksf, Tributary Width = 1.0 ft, (roof) Point Load : D = 0.10, S = 0.20 k @ 2.0 ft, (fascia) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.431: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 2.000 ft 37.69 psi= = 1,308.13 psi 2-2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 195.50 psi== Section used for this span 2-2x6 Maximum Shear Stress Ratio 0.193 : 1 1.542 ft= = 563.31 psi Maximum Deflection 7002 >=360 844 Ratio =4660 >=180 Max Downward Transient Deflection 0.038 in 1270Ratio =>=360 Max Upward Transient Deflection -0.003 in Ratio = Max Downward Total Deflection 0.057 in Ratio =>=180 Max Upward Total Deflection -0.005 in fb: Actual F'b fv: Actual F'v Span: 2 : S Only Span: 1 : S Only Span: 2 : +D+S Span: 1 : +D+S .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 2.0 ft 1 0.186 0.084 0.90 1.300 1.001.00 1.00 0.24 190.4 1,023.8 0.14 153.01.00 12.91.00 1.00Length = 2.0 ft 2 0.186 0.084 0.90 1.300 1.001.00 1.00 0.24 190.4 1,023.8 0.13 153.01.00 12.91.00 1.00+D+S 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 2.0 ft 1 0.431 0.193 1.15 1.300 1.001.00 1.00 0.71 563.3 1,308.1 0.41 195.51.00 37.71.00 1.00Length = 2.0 ft 2 0.431 0.193 1.15 1.300 1.001.00 1.00 0.71 563.3 1,308.1 0.38 195.51.00 37.71.00 1.00+D+0.750S 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 48 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Wood Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:TYP Outrigger Project File: beehive credit union.ec6 Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 2.0 ft 1 0.359 0.161 1.15 1.300 1.001.00 1.00 0.59 470.1 1,308.1 0.35 195.51.00 31.51.00 1.00Length = 2.0 ft 2 0.359 0.161 1.15 1.300 1.001.00 1.00 0.59 470.1 1,308.1 0.32 195.51.00 31.51.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 2.0 ft 1 0.063 0.028 1.60 1.300 1.001.00 1.00 0.14 114.2 1,820.0 0.09 272.01.00 7.71.00 1.00Length = 2.0 ft 2 0.063 0.028 1.60 1.300 1.001.00 1.00 0.14 114.2 1,820.0 0.08 272.01.00 7.71.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections +D+S10.0000 0.000 -0.0051 1.184 +D+S 2 0.0569 2.000 0.0000 1.184 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.875 Max Upward from Load Combinations 0.875 Max Upward from Load Cases 0.575 Max Downward from all Load Conditio -0.245 Max Downward from Load Combinations -0.245 Max Downward from Load Cases (Resis -0.165 D Only -0.080 0.300 +D+S -0.245 0.875 +D+0.750S -0.204 0.731 +0.60D -0.048 0.180 S Only -0.165 0.575 49 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Column LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:SC1 Project File: beehive credit union.ec6 .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 14.0Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS5x5x1/4 36.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Fully braced against buckling ABOUT Y-Y Axis Unbraced Length for buckling ABOUT X-X Axis = 12 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 218.170 lbs * Dead Load Factor AXIAL LOADS . . . B101: Axial Load at 14.0 ft, Xecc = 2.50 in, D = 4.60, S = 7.50 k BENDING LOADS . . . wind: Lat. Uniform Load creating Mx-x, W = 0.350 k/ft .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.4471 Location of max.above base 7.329 ft 4.818 k 69.148 k 5.134 k-ft Load Combination +D+0.60W Load Combination +D+0.60W 13.671 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 1.470 k 0.05671 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 13.671 k-ft -0.5017 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : Applied Vn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.1801 k Bottom along X-X 0.1801 k Top along Y-Y 2.450 k Bottom along Y-Y 2.450 k Maximum Load Deflections . . . Along Y-Y 0.6590 in at 7.047 ft above base for load combination :W Only Along X-X -0.1191 in at 8.175 ft above base for load combination :+D+S 25.923 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Ry KyLy/Rx D Only PASS PASS13.91 0.003 0.00 ftft0.104 1.00 1.66 0.00 74.61 +D+S PASS PASS13.91 0.007 0.00 ftft0.272 1.00 1.66 0.00 74.61 +D+0.750S PASS PASS13.91 0.006 0.00 ftft0.230 1.00 1.66 0.00 74.61 +D+0.60W PASS PASS7.33 0.057 0.00 ftft0.447 1.00 1.66 0.00 74.61 +D+0.450W PASS PASS7.42 0.043 0.00 ftft0.353 1.00 1.66 0.00 74.61 +D+0.750S+0.450W PASS PASS7.99 0.043 0.00 ftft0.441 1.00 1.66 0.00 74.61 +0.60D+0.60W PASS PASS7.23 0.057 0.00 ftft0.419 1.00 1.66 0.00 74.61 +0.60D PASS PASS13.91 0.002 0.00 ftft0.063 1.00 1.66 0.00 74.61 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments D Only 4.818 0.068 0.068 +D+S 12.318 0.180 0.180 +D+0.750S 10.443 0.152 0.152 +D+0.60W 1.4704.818 1.4700.068 0.068 +D+0.450W 1.1034.818 1.1030.068 0.068 50 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Column LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:SC1 Project File: beehive credit union.ec6 k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments +D+0.750S+0.450W 1.10310.443 1.1030.152 0.152 +0.60D+0.60W 1.4702.891 1.4700.041 0.041 +0.60D 2.891 0.041 0.041 S Only 7.500 0.112 0.112 W Only 2.4502.450 k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 12.318 0.180 0.180 Minimum"2.4502.450 MaximumReaction, X-X Axis Base 12.318 0.180 0.180 Minimum"2.4502.450 MaximumReaction, Y-Y Axis Base 2.4502.450 Minimum"4.818 0.068 0.068 MaximumReaction, X-X Axis Top 12.318 0.180 0.180 Minimum"2.4502.450 MaximumReaction, Y-Y Axis Top 1.4704.818 1.4700.068 0.068 Minimum"4.818 0.068 0.068 MaximumMoment, X-X Axis Base 4.818 0.068 Minimum"4.818 0.068 MaximumMoment, Y-Y Axis Base 4.818 0.068 0.068 Minimum"4.818 0.068 0.068 MaximumMoment, X-X Axis Top 4.818 0.068 0.068 Minimum"4.818 0.068 0.068 MaximumMoment, Y-Y Axis Top 4.818 0.068 0.068 Minimum"4.818 0.068 0.068 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only -0.0453 0.000 0.000 ftftinin8.174 +D+S -0.1191 0.000 0.000 ftftinin8.174 +D+0.750S -0.1006 0.000 0.000 ftftinin8.174 +D+0.60W -0.0453 0.395 7.047 ftftinin8.174 +D+0.450W -0.0453 0.297 7.047 ftftinin8.174 +D+0.750S+0.450W -0.1006 0.297 7.047 ftftinin8.174 +0.60D+0.60W -0.0272 0.395 7.047 ftftinin8.174 +0.60D -0.0272 0.000 0.000 ftftinin8.174 S Only -0.0738 0.000 0.000 ftftinin8.174 W Only 0.0000 0.659 7.047 ftftinin0.000 .Steel Section Properties :HSS5x5x1/4 R xx = 1.930 in Depth =5.000 in R yy = 1.930 in J =25.800 in^4 Width =5.000 in Wall Thick = 0.250 in Zx =7.610 in^3 Area = 4.300 in^2 Weight =15.584 plf I xx =16.00 in^4 S xx =6.41 in^3Design Thick =0.233 in I yy =16.000 in^4 C =10.500 in^3 S yy =6.410 in^3 Ycg =0.000 in 51 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Column LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:SC1 Project File: beehive credit union.ec6 Sketches 52 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:SC2 Project File: beehive credit union.ec6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 2 Point Load : W = 1.50 k @ 2.750 ft Point Load : W = 2.250 k @ 0.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.130 : 1 Load Combination +0.60W Span # where maximum occurs Span # 1 0.90 k Mn / Omega : Allowable 18.987 k-ft Vn/Omega : Allowable HSS5x5x1/4Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +0.60W 36.005 k Section used for this span HSS5x5x1/4 Ma : Applied Maximum Shear Stress Ratio =0.025 : 1 17.500 ft 2.475 k-ft Va : Applied 692 >=231. 386 Ratio =1154 >=180 Maximum Deflection Max Downward Transient Deflection 0.285 in 231Ratio =>=231. Max Upward Transient Deflection -0.303 in Ratio = Max Downward Total Deflection 0.171 in Ratio =>=180 Max Upward Total Deflection -0.182 in Span: 2 : W Only Span: 2 : W Only Span: 2 : +0.60W Span: 2 : +0.60W .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 17.50 ft 1 0.000 31.71 18.99 1.00 1.00 -0.00 60.13 36.00 Dsgn. L = 2.75 ft 2 0.000 31.71 18.99 1.00 1.00 -0.00 60.13 36.00 +0.60W Dsgn. L = 17.50 ft 1 0.130 0.025 -2.47 2.47 31.71 18.99 1.00 1.00 0.90 60.13 36.00 Dsgn. L = 2.75 ft 2 0.130 0.025 -2.47 2.47 31.71 18.99 1.00 1.00 0.90 60.13 36.00 +0.450W Dsgn. L = 17.50 ft 1 0.098 0.019 -1.86 1.86 31.71 18.99 1.00 1.00 0.67 60.13 36.00 Dsgn. L = 2.75 ft 2 0.098 0.019 -1.86 1.86 31.71 18.99 1.00 1.00 0.67 60.13 36.00 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections W Only10.0000 0.000 -0.3034 10.150 W Only 2 0.2850 2.750 0.0000 10.150 . Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 3.986 Max Upward from Load Combinations 2.391 53 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:SC2 Project File: beehive credit union.ec6 Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from Load Cases 3.986 Max Downward from all Load Conditions (Resisting Uplift-0.236 Max Downward from Load Combinations (Resisting Uplift)-0.141 Max Downward from Load Cases (Resisting Uplift)-0.236 +0.60W -0.141 2.391 +0.450W -0.106 1.794 W Only -0.236 3.986 54 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Column LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:SC2 Project File: beehive credit union.ec6 .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 20.250Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS5x5x1/4 36.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Fully braced against buckling ABOUT Y-Y Axis Fully braced against buckling ABOUT X-X Axis Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 315.567 lbs * Dead Load Factor AXIAL LOADS . . . B101: Axial Load at 20.250 ft, Xecc = -2.750 in, D = 2.0, S = 2.30 k B102: Axial Load at 17.50 ft, Xecc = -5.750 in, D = 6.40, S = 10.90 k B214: Axial Load at 9.0 ft, Xecc = -2.750 in, D = 5.20, S = 2.80 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.7377 Location of max.above base 17.396 ft 21.916 k 92.695 k 0.0 k-ft Load Combination +D+S Load Combination +D+S 13.671 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.5486 k 0.02116 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 13.671 k-ft 7.709 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : Applied Vn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.5486 k Bottom along X-X 0.5486 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Maximum Load Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination : Along X-X 0.8055 in at 11.280 ft above base for load combination :+D+S 25.923 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Ry KyLy/Rx D Only PASS PASS17.40 0.009 0.00 ftft0.256 1.00 1.00 0.00 0.00 +D+S PASS PASS17.40 0.021 0.00 ftft0.738 1.00 1.00 0.00 0.00 +D+0.750S PASS PASS17.40 0.018 0.00 ftft0.623 1.00 1.00 0.00 0.00 +0.60D PASS PASS17.40 0.005 0.00 ftft0.154 1.00 1.00 0.00 0.00 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments D Only 13.916 -0.233 -0.233 +D+S 29.916 -0.549 -0.549 +D+0.750S 25.916 -0.470 -0.470 +0.60D 8.349 -0.140 -0.140 S Only 16.000 -0.316 -0.316 55 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Column LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:SC2 Project File: beehive credit union.ec6 k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 29.916 -0.549 -0.549 Minimum"8.349 -0.140 -0.140 MaximumReaction, X-X Axis Base 8.349 -0.140 -0.140 Minimum"29.916 -0.549 -0.549 MaximumReaction, Y-Y Axis Base 13.916 -0.233 -0.233 Minimum"13.916 -0.233 -0.233 MaximumReaction, X-X Axis Top 8.349 -0.140 -0.140 Minimum"29.916 -0.549 -0.549 MaximumReaction, Y-Y Axis Top 13.916 -0.233 -0.233 Minimum"16.000 -0.316 -0.316 MaximumMoment, X-X Axis Base 13.916 -0.233 Minimum"13.916 -0.233 MaximumMoment, Y-Y Axis Base 13.916 -0.233 -0.233 Minimum"13.916 -0.233 -0.233 MaximumMoment, X-X Axis Top 13.916 -0.233 -0.233 Minimum"13.916 -0.233 -0.233 MaximumMoment, Y-Y Axis Top 13.916 -0.233 -0.233 Minimum"13.916 -0.233 -0.233 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.2952 0.000 0.000 ftftinin11.008 +D+S 0.8055 0.000 0.000 ftftinin11.280 +D+0.750S 0.6779 0.000 0.000 ftftinin11.144 +0.60D 0.1771 0.000 0.000 ftftinin11.008 S Only 0.5105 0.000 0.000 ftftinin11.280 .Steel Section Properties :HSS5x5x1/4 R xx = 1.930 in Depth =5.000 in R yy = 1.930 in J =25.800 in^4 Width =5.000 in Wall Thick = 0.250 in Zx =7.610 in^3 Area = 4.300 in^2 Weight =15.584 plf I xx =16.00 in^4 S xx =6.41 in^3Design Thick =0.233 in I yy =16.000 in^4 C =10.500 in^3 S yy =6.410 in^3 Ycg =0.000 in 56 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Column LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:SC2 Project File: beehive credit union.ec6 Sketches 57 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:SC3 Project File: beehive credit union.ec6 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Load(s) for Span Number 2 Point Load : W = 2.20 k @ 4.750 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.117 : 1 Load Combination +D+0.60W Span # where maximum occurs Span # 1 1.520 k Mn / Omega : Allowable 57.884 k-ft Vn/Omega : Allowable HSS6x6x5/8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+0.60W 88.862 k Section used for this span HSS6x6x5/8 Ma : Applied Maximum Shear Stress Ratio =0.017 : 1 14.000 ft 6.745 k-ft Va : Applied 1,178 >=240. 586 Ratio =2206 >=180 Maximum Deflection Max Downward Transient Deflection 0.335 in 340Ratio =>=240. Max Upward Transient Deflection -0.143 in Ratio = Max Downward Total Deflection 0.195 in Ratio =>=180 Max Upward Total Deflection -0.076 in Span: 2 : W Only Span: 2 : W Only Span: 2 : +0.60D+0.60W Span: 2 : +0.60D+0.60W .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only Dsgn. L = 14.00 ft 1 0.014 0.004 0.81 -0.47 0.81 96.67 57.88 1.00 1.00 0.33 148.40 88.86 Dsgn. L = 4.75 ft 2 0.008 0.002 -0.47 0.47 96.67 57.88 1.00 1.00 0.20 148.40 88.86 +D+0.60W Dsgn. L = 14.00 ft 1 0.117 0.017 -6.74 6.74 96.67 57.88 1.00 1.00 1.52 148.40 88.86 Dsgn. L = 4.75 ft 2 0.117 0.017 -6.74 6.74 96.67 57.88 1.00 1.00 1.52 148.40 88.86 +D+0.450W Dsgn. L = 14.00 ft 1 0.089 0.013 -5.18 5.18 96.67 57.88 1.00 1.00 1.19 148.40 88.86 Dsgn. L = 4.75 ft 2 0.089 0.013 -5.18 5.18 96.67 57.88 1.00 1.00 1.19 148.40 88.86 +0.60D+0.60W Dsgn. L = 14.00 ft 1 0.113 0.016 -6.55 6.55 96.67 57.88 1.00 1.00 1.44 148.40 88.86 Dsgn. L = 4.75 ft 2 0.113 0.016 -6.55 6.55 96.67 57.88 1.00 1.00 1.44 148.40 88.86 +0.60D Dsgn. L = 14.00 ft 1 0.008 0.002 0.48 -0.28 0.48 96.67 57.88 1.00 1.00 0.20 148.40 88.86 Dsgn. L = 4.75 ft 2 0.005 0.001 -0.28 0.28 96.67 57.88 1.00 1.00 0.12 148.40 88.86 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections W Only10.0000 0.000 -0.1426 8.120 W Only 2 0.3346 4.750 0.0000 8.120 .58 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Beam LIC# : KW-06012053, Build:20.22.10.25 Frost Structural Engineering (c) ENERCALC INC 1983-2022 DESCRIPTION:SC3 Project File: beehive credit union.ec6 Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.261 2.946 Max Upward from Load Combinations 0.156 2.296 Max Upward from Load Cases 0.261 2.946 Max Downward from all Load Conditions (Resisting Uplift-0.746 Max Downward from Load Combinations (Resisting Uplift)-0.291 Max Downward from Load Cases (Resisting Uplift)-0.746 D Only 0.261 0.529 +D+0.60W -0.187 2.296 +D+0.450W -0.075 1.854 +0.60D+0.60W -0.291 2.085 +0.60D 0.156 0.317 W Only -0.746 2.946 59 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Wood Posts/Studs Design based on NDS 2015 Wood Species: Douglas-Fir Axial Load Capacities (Kips) (Load Duration = 1.15 Snow )Post Height (ft) Post Size Bearing 8 10 11 13 14 16 18 20 * 2x4 DF stud 3.28 2.50 1.71 1.44 1.06 0.92 - - - * 2x4 DF#2 3.28 3.04 2.02 1.69 1.22 1.06 - - - 4x4 DF#2 7.66 7.08 4.71 3.93 2.85 2.47 - - - * 2x6 DF#2 5.16 9.30 6.92 5.96 4.47 3.91 3.06 2.45 2.00 4x6 DF#2, 2x4 wall 12.03 11.07 7.38 6.17 4.48 3.88 - - - 4x6 DF#2, 2x6 wall 12.03 21.70 16.16 13.90 10.44 9.13 7.14 5.71 4.67 6x6 DF#2 18.91 20.00 16.89 15.22 12.12 10.80 8.64 7.01 5.78 6x8 DF#1 25.78 32.82 25.96 22.76 17.49 15.41 12.15 9.77 8.01 6x10 DF#1 32.66 41.58 32.88 28.83 22.15 19.52 15.39 12.38 10.15 8x8 DF#2 35.16 41.50 38.77 37.01 32.86 30.58 26.08 22.03 18.62 * assumes post is continuously braced in weak direction. (Load Duration = 1.00 Floor)Post Height (ft) Post Size Bearing 8 10 11 13 14 16 18 20 * 2x4 DF stud 3.28 2.41 1.68 1.42 1.05 0.91 - - - * 2x4 DF#2 3.28 2.98 2.00 1.67 1.22 1.05 - - - 4x4 DF#2 7.66 6.96 4.67 3.90 2.84 2.46 - - - * 2x6 DF#2 5.16 8.68 6.67 5.79 4.40 3.86 3.03 2.43 1.99 4x6 DF#2, 2x4 wall 12.03 10.87 7.31 6.12 4.46 3.86 - - - 4x6 DF#2, 2x6 wall 12.03 20.26 15.56 13.51 10.26 9.01 7.07 5.67 4.64 6x6 DF#2 18.91 17.99 15.66 14.32 11.67 10.47 8.46 6.91 5.72 6x8 DF#1 25.78 30.05 24.58 21.83 17.05 15.10 11.98 9.68 7.95 6x10 DF#1 32.66 38.06 31.13 27.65 21.60 19.13 15.18 12.26 10.07 8x8 DF#2 35.16 36.59 34.61 33.34 30.23 28.46 24.76 21.23 18.13 * assumes post is continuously braced in weak direction. 60 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg LATERAL DESIGN 61 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg 62 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg 63 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Key Plan Area =1 Risk Category =II Geotech Report Done? :Yes Site Class =D Seismic Design Category =D [per ASCE 7-16 tables 11.6-1 and 11.6-2] Importance Factor IE =1.00 [see ASCE 7-16 table 1.5-2] Seismic Force Resisting System (Table 12.2-1) = Structural System Height Limits (ft):65 Response Modification Coefficient, R =6.5 Overstrength factor, Ωο =3 Deflection Amplification Factor, Cd =4 Design Spectral Response Accelerations: Ss =36.7%S1 =14.3%[per ATC Hazard by Location Website] Fa = 1.51 Fv = 2.31 [per ASCE 7-16 table 11.4-1 & 11.4-2] SMS =0.553g SM1 =0.331g [ASCE 7-16 equation 11.4-1 & 11.4-2] SDS = 0.369g SD1 =0.221g [ASCE 7-16 equation 11.4-3 & 11.4-4] TL =6 CS =0.057 T = 0.193 T0 =0.120 Ct =0.020 Cs-max =0.176 Ta =0.193 TS =0.599 x =0.750 Cs-min =0.016 Tmax =0.270 Sa =0.369 CS (controls)=0.057 CU =1.4 k = 1.00 Main Seismic Force Resisting System: V = CsW =9.4 [per ASCE 7-16 equation 12.8-1] Vertical Distribution of Main Seismic Force Resisting System [per ASCE 7-16 section 12.8.3] Level hx (ft) wx (kip)wx hx k (kip-ft)Cvx Fx (kip) Vx (kip) Roof 20.5 165.9 3401 1.000 9.4 9.4 Totals: 166 3401 1.0 9.4 Transverse Diaphragm Design Forces [per ASCE 7-16 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 20.5 114.7 114.7 6.5 8.5 16.9 8.5 Longitudinal Diaphragm Design Forces [per ASCE 7-16 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 20.5 130.9 130.9 7.4 9.6 19.3 9.6 Design Seismic Lateral Loads Equivalent Lateral Force Procedure per Chapters 11 and 12 of ASCE 7-16 [ASCE 7-16 table 1.5-1] A.Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance 64 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Level =Roof Area =1 Total Seismic Weight = 165.9 Long. Wall Length (ft) =50 100 Area (ft^2) =2950 0 Trans. Wall Length (ft) =100 12.5 Dead Load (psf) =20 0 Plate Height (ft) =20 20 Live / Snow Load (psf) =35 0 Parapet Height (ft) =0 0 % Live / Snow Load =20% 0% Wall Weight (psf) =50 10 Int. Partition Load (psf) =0 0 Misc. (lbs) =0 0 Misc. (lbs) =0 0 Long. Weight (k) = 25.0 10.0 Weight (k) = 79.7 0.0 Trans. Weight (k) = 50.0 1.3 Transverse Weight (k) =114.7 Longitudinal Weight (k) =130.9 Seismic Weights Walls Roof / Floor 65 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Key Plan Area =2 Risk Category =II Geotech Report Done? :Yes Site Class =D Seismic Design Category =D [per ASCE 7-16 tables 11.6-1 and 11.6-2] Importance Factor IE =1.00 [see ASCE 7-16 table 1.5-2] Seismic Force Resisting System (Table 12.2-1) = Structural System Height Limits (ft):NP Response Modification Coefficient, R =1.25 Overstrength factor, Ωο =1.25 Deflection Amplification Factor, Cd =1.25 Design Spectral Response Accelerations: Ss =36.7%S1 =14.3%[per ATC Hazard by Location Website] Fa = 1.51 Fv = 2.31 [per ASCE 7-16 table 11.4-1 & 11.4-2] SMS =0.553g SM1 =0.331g [ASCE 7-16 equation 11.4-1 & 11.4-2] SDS = 0.369g SD1 =0.221g [ASCE 7-16 equation 11.4-3 & 11.4-4] TL =6 CS =0.295 T = 0.040 T0 =0.120 Ct =0.020 Cs-max =4.438 Ta =0.040 TS =0.599 x =0.750 Cs-min =0.016 Tmax =0.056 Sa =0.221 CS (controls)=0.295 CU =1.4 k = 1.00 Main Seismic Force Resisting System: V = CsW =12.5 [per ASCE 7-16 equation 12.8-1] Vertical Distribution of Main Seismic Force Resisting System [per ASCE 7-16 section 12.8.3] Level hx (ft) wx (kip)wx hx k (kip-ft)Cvx Fx (kip) Vx (kip) Roof 2.5 42.5 106 1.000 12.5 12.5 Totals: 43 106 1.0 12.5 Transverse Diaphragm Design Forces [per ASCE 7-16 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 2.5 42.5 42.5 12.5 3.1 6.3 6.3 Longitudinal Diaphragm Design Forces [per ASCE 7-16 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 2.5 32.5 32.5 9.6 2.4 4.8 4.8 Design Seismic Lateral Loads Equivalent Lateral Force Procedure per Chapters 11 and 12 of ASCE 7-16 [ASCE 7-16 table 1.5-1] G.Steel ordinary cantilevered column systems 66 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Level =Roof Area =2 Total Seismic Weight = 42.5 Long. Wall Length (ft) =50 0 Area (ft^2) =1205 0 Trans. Wall Length (ft) =0 0 Dead Load (psf) =20 0 Plate Height (ft) =10 0 Live / Snow Load (psf) =35 0 Parapet Height (ft) =0 0 % Live / Snow Load =20% 0% Wall Weight (psf) =40 0 Int. Partition Load (psf) =0 0 Misc. (lbs) =0 0 Misc. (lbs) =0 0 Long. Weight (k) = 10.0 0.0 Weight (k) = 32.5 0.0 Trans. Weight (k) = 0.0 0.0 Transverse Weight (k) =42.5 Longitudinal Weight (k) =32.5 Seismic Weights Walls Roof / Floor 67 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Key Plan Area =3 Risk Category =II Geotech Report Done? :Yes Site Class =D Seismic Design Category =D [per ASCE 7-16 tables 11.6-1 and 11.6-2] Importance Factor IE =1.00 [see ASCE 7-16 table 1.5-2] Seismic Force Resisting System (Table 12.2-1) = Structural System Height Limits (ft):65 Response Modification Coefficient, R =6.5 Overstrength factor, Ωο =3 Deflection Amplification Factor, Cd =4 Design Spectral Response Accelerations: Ss =36.7%S1 =14.3%[per ATC Hazard by Location Website] Fa = 1.51 Fv = 2.31 [per ASCE 7-16 table 11.4-1 & 11.4-2] SMS =0.553g SM1 =0.331g [ASCE 7-16 equation 11.4-1 & 11.4-2] SDS = 0.369g SD1 =0.221g [ASCE 7-16 equation 11.4-3 & 11.4-4] TL =6 CS =0.057 T = 0.117 T0 =0.120 Ct =0.020 Cs-max =0.291 Ta =0.117 TS =0.599 x =0.750 Cs-min =0.016 Tmax =0.163 Sa =0.363 CS (controls)=0.057 CU =1.4 k = 1.00 Main Seismic Force Resisting System: V = CsW =0.4 [per ASCE 7-16 equation 12.8-1] Vertical Distribution of Main Seismic Force Resisting System [per ASCE 7-16 section 12.8.3] Level hx (ft) wx (kip)wx hx k (kip-ft)Cvx Fx (kip) Vx (kip) Roof 10.5 7.3 76 1.000 0.4 0.4 Totals: 7 76 1.0 0.4 Transverse Diaphragm Design Forces [per ASCE 7-16 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 10.5 7.1 7.1 0.4 0.5 1.0 0.5 Longitudinal Diaphragm Design Forces [per ASCE 7-16 section 12.10.1.1] Level hx (ft) wpx (kip) ∑wi (kip) ∑Fi (kip) Fpx (min) (kip) Fpx (max) (kip) Fpx (kip) Roof 10.5 3.9 3.9 0.2 0.3 0.6 0.3 Design Seismic Lateral Loads Equivalent Lateral Force Procedure per Chapters 11 and 12 of ASCE 7-16 [ASCE 7-16 table 1.5-1] A.Light-frame (wood) walls sheathed with wood structural panels rated for shear resistance 68 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Level =Roof Area =3 Total Seismic Weight = 7.3 Long. Wall Length (ft) =14 0 Area (ft^2) =135 0 Trans. Wall Length (ft) =0 3 Dead Load (psf) =20 0 Plate Height (ft) =9.75 9.75 Live / Snow Load (psf) =35 0 Parapet Height (ft) =0 0 % Live / Snow Load =20% 0% Wall Weight (psf) =50 15 Int. Partition Load (psf) =0 0 Misc. (lbs) =0 0 Misc. (lbs) =0 0 Long. Weight (k) = 3.4 0.0 Weight (k) = 3.6 0.0 Trans. Weight (k) = 0.0 0.2 Transverse Weight (k) =7.1 Longitudinal Weight (k) =3.9 Seismic Weights Walls Roof / Floor 69 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg 70 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Code Search Code: Occupancy: Occupancy Group =B Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (θ) 0.63 / 12 3.0 deg Building length (L) 35.0 ft Least width (B) 30.0 ft Mean Roof Ht (h) 12.0 ft Parapet ht above grd 13.0 ft Minimum parapet ht 1.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 50 psf Partitions 15 psf International Building Code 2018 Business 71 of 129 DRIVE THRU FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Wind Loads :ASCE 7- 16 Ultimate Wind Speed 115 mph Nominal Wind Speed 89.1 mph Risk Category II Exposure Category C Enclosure Classif.Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 2 0.849 Type of roof Monoslope Topographic Factor (Kzt) Topography Flat Hill Height (H) 0.0 ft H< 15ft;exp C Half Hill Length (Lh) 0.0 ft \Kzt=1.0 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K1 =0.000 x/Lh = 0.00 K2 =0.000 z/Lh = 0.00 K3 =1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)^2 =1.00 Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h =12.0 ft If building h/B>4 then may be flexible and should be investigated. B = 30.0 ft h/B = 0.40 Rigid structure (low rise bldg) /z (0.6h) =15.0 ft G =0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.20 34Natural Frequency (η1) =0.0 Hz ℓ = 500 ft Damping ratio (β) = 0 zmin =15 ft /b =0.65 c = 0.20 /α = 0.15 gQ, gv =3.4 Vz =97.1 Lz =427.1 ft N1 =0.00 Q =0.93 Rn =0.000 Iz =0.23 Rh =28.282 η =0.000 h =12.0 ft G =0.89 use G = 0.85 RB =28.282 η =0.000 RL =28.282 η =0.000 gR =0.000 R = 0.000 Gf = 0.000 Enclosure Classification 72 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Test for Enclosed Building: Ao < 0.01Ag or 4 sf, whichever is smaller Test for Open Building:All walls are at least 80% open. Ao ≥ 0.8Ag Test for Partially Enclosed Building: Predominately open on one side only Input Test Ao 300.0 sf Ao ≥ 1.1Aoi NO Ag 600.0 sf Ao > 4' or 0.01Ag YES Aoi 1000.0 sf Aoi / Agi ≤ 0.20 YES Building is NOT Agi 10000.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao ≥ 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi ≤ 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Test for Partially Open Building:A building that does not qualify as open, enclosed or partially enclosed. (This type building will have same wind pressures as an enclosed building. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog):0 sf Unpartitioned internal volume (Vi) :0 cf Ri = 1.00 Ground Elevation Factor (Ke) Grd level above sea level = 3800.0 ft Ke = 0.8715 Constant = 0.00256 Adj Constant =0.00223 73 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Wind Loads - MWFRS h≤60' (Low-rise Buildings) except for open buildings Kz = Kh (case 1) =0.85 Edge Strip (a) =3.0 ft Base pressure (qh) =21.3 psf End Zone (2a) =6.0 ft GCpi = +/-0.18 Zone 2 length =15.0 ft Wind Pressure Coefficients CASE A CASE B Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.40 0.58 0.22 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 4 -0.29 -0.11 -0.47 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.61 0.79 0.43 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 12.3 4.7 -5.7 -13.4 2 -10.9 -18.5 -10.9 -18.5 3 -4.0 -11.7 -4.0 -11.7 4 -2.3 -10.0 -5.7 -13.4 5 12.3 4.7 6 -2.3 -10.0 1E 16.8 9.2 -6.4 -14.1 2E -18.9 -26.6 -18.9 -26.6 3E -7.5 -15.1 -7.5 -15.1 4E -5.3 -13.0 -6.4 -14.1 5E 16.8 9.2 6E -5.3 -13.0 Parapet Windward parapet = 31.9 psf (GCpn = +1.5)Windward roof Leeward parapet = -21.3 psf (GCpn = -1.0)overhangs =14.9 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 14.7 psf Roof -6.8 psf ** End Zone: Wall 22.1 psf Roof -11.5 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 14.7 psf End Zone: Wall 22.1 psf ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. θ = 3 deg 74 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Wind Loads - h≤60' Longitudinal Direction MWFRS On Open or Partially Enclosed Buildings with Transverse Frames and Pitched Roofs Base pressure (qh) =21.3 psf ASCE 7-16 procedure GCpi = +/-0.18 Enclosed bldg, procdure doesn't apply Roof Angle (θ) = 3.0 deg B= 30.0 ft # of frames (n) = 5 Solid are of end wall including fascia (As) = 1,500.0 sf Roof ridge height = 12.8 ft Roof eave height = 12.0 ft Total end wall area if soild (Ae) =371.7 sf Longidinal Directional Force (F) = pAe p= qh [(GCpf)windward -(GCpf)leeward] KB KS Solidarity ratio (Φ) = 4.035 n = 5 KB = 0.8 KS = 16.145 Zones 5 & 6 area = 335 sf 5E & 6E area = 37 sf (GCpf) windward - (GCpf) leeward] = 0.724 p = 199.2 psf Total force to be resisted by MWFRS (F) =74.0 kips applied at the centroid of the end wall area Ae Note: The longidudinal force acts in combination with roof loads calculated elsewhere for an open or partially enclosed building. 75 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light-frame construction or with flexible diaphragms need not be designed for the torsional load case. NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light-frame construction or with flexible diaphragms need not be designed for the torsional load case. ASCE 7-98 & ASCE 7-10 (& later) - MWFRS wind pressure zones 76 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Ultimate Wind Pressures Wind Loads - Components & Cladding : h ≤ 60' Kh (case 1) =0.85 h =12.0 ft 0.2h =2.4 ft Base pressure (qh) =21.3 psf 0.6h =7.2 ft Minimum parapet ht = 1.0 ft GCpi = +/-0.18 Roof Angle (θ) = 3.0 deg qi = qh = 21.3 psf Type of roof = Monoslope Roof Surface Pressure (psf)User input Area 10 sf 20 sf 50 sf 100 sf 200 sf 350 sf 500 sf 1000 sf 75 sf 300 sf Negative Zone 1 -40 -37.4 -33.9 -31.3 -28.6 -26.5 -25.1 -25.1 -32.3 -27.1 Negative Zone 1'-23 -23 -23 -23 -19.8 -17.2 -16.0 -16.0 -23.0 -17.9 Negative Zone 2 -52.8 -49.4 -44.9 -41.5 -38.1 -35.4 -33.6 -33.6 -42.9 -36.1 Negative Zone 3 -72 -65.2 -56.2 -49.4 -42.6 -37.1 -33.6 -33.6 -52.2 -38.6 Positive All Zones 16 16 16 16 16.0 16.0 16.0 16.0 16.0 16.0 Overhang Zone 1&1'-36.2 -35.6 -34.7 -34.1 -28.6 -24.1 -21.3 -21.3 -34.3 -25.3 Overhang Zone 2 -49 -44.4 -38.5 -33.9 -29.4 -25.7 -23.4 -23.4 -35.8 -26.8 Overhang Zone 3 -68.1 -60.2 -49.7 -41.8 -33.9 -27.5 -23.4 -23.4 -45.1 -29.3 Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 3.8 psf) Parapet qp =21.3 psf Surface Pressure (psf)User input Solid Parapet Pressure 10 sf 20 sf 50 sf 100 sf 200 sf 500 sf 40 sf CASE A: Zone 2 : 68.1 63.7 57.9 53.5 49.1 43.2 59.3 Zone 3 : 87.3 79.5 69.2 61.3 53.5 43.2 71.7 CASE B : Interior zone : -40.2 -38.2 -35.5 -33.5 -31.4 -28.7 -36.2 Corner zone : -46.0 -42.9 -38.9 -35.8 -32.8 -28.7 -39.9 Walls GCp +/- GCpi Surface Pressure at h Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 10 sf 200 sf Negative Zone 4 -1.17 -1.01 -0.96 -0.90 -24.9 -21.5 -20.5 -19.2 -24.9 -20.5 Negative Zone 5 -1.44 -1.12 -1.03 -0.90 -30.7 -23.9 -21.9 -19.2 -30.7 -21.9 Positive Zone 4 & 5 1.08 0.92 0.87 0.81 23.0 19.6 18.6 17.2 23.0 18.6 Note: GCp reduced by 10% due to roof angle <= 10 deg. User input 77 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Location of C&C Wind Pressure Zones - ASCE 7-16 Roofs w/ θ ≤ 10° Walls h ≤ 60' Gable, Sawtooth and and all walls & alt design h<90'Multispan Gable θ ≤ 7 degrees & Monoslope roofs h > 60'Monoslope ≤ 3 degrees 3° < θ ≤ 10° h ≤ 60' & alt design h<90'h ≤ 60' & alt design h<90' Monoslope roofs Multispan Gable & Hip 7° < θ ≤ 27° 10° < θ ≤ 30° Gable 7° < θ ≤ 45° h ≤ 60' & alt design h<90' Sawtooth 10° < θ ≤ 45° h ≤ 60' & alt design h<90' Stepped roofs θ ≤ 3° h ≤ 60' & alt design h<90' 78 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Wind Loads - Open Buildings: 0.25 ≤ h/L ≤ 1.0 Ultimate Wind Pressures Type of roof = Troughed Free Roofs G = 0.85 Wind Flow =Clear Roof Angle =3.0 deg NOTE: The code requires the MWFRS be Main Wind Force Resisting System designed for a minimum pressure of 16 psf. Kz = Kh (case 2) = 0.85 Base pressure (qh) =21.3 psf Roof pressures - Wind Normal to Ridge Cnw Cnl Cn = 1.20 0.30 p =21.7 psf 5.4 psf Cn = -1.10 -0.10 p =-19.9 psf -1.8 psf NOTE: 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces. 2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. Roof pressures - Wind Parallel to Ridge, Ɣ = 90 deg h = 12.0 ft ≤ h >h ≤ 2h > 2h 2h = 24.0 ft Cn =-0.80 -0.60 -0.30 p =-14.5 psf -10.9 psf -5.4 psf Cn = 0.80 0.50 0.30 p =14.5 psf 9.0 psf 5.4 psf Fascia Panels -Horizontal pressures qp = 21.3 psf Windward fascia: 31.9 psf (GCpn = +1.5) Leeward fascia:-21.3 psf (GCpn = -1.0) Components & Cladding - roof pressures Kz = Kh (case 1) = 0.85 a = 3.0 ft a2 =9.0 sf Base pressure (qh) =21.3 psf 4a2 =36.0 sf G = 0.85 positive negative positive negative positive negative 2.40 -3.30 1.80 -1.70 1.20 -1.10 1.80 -1.70 1.80 -1.70 1.20 -1.10 1.20 -1.10 1.20 -1.10 1.20 -1.10 43.4 psf -59.7 psf 32.6 psf -30.8 psf 21.7 psf -19.9 psf 32.6 psf -30.8 psf 32.6 psf -30.8 psf 21.7 psf -19.9 psf 21.7 psf -19.9 psf 21.7 psf -19.9 psf 21.7 psf -19.9 psf Wind pressure zone 3 zone 2 >9, ≤ 36 sf > 36 sf ≤ 9 sf >9, ≤ 36 sf > 36 sf Clear Wind Flow CN zone 1 Clear Wind Flow Effective Wind Area ≤ 9 sf A B Horizontal Distance from Windward EdgeWind Flow Load Case A B Load Case Wind Flow Clear Wind Flow Ɣ = 0 & 180 deg Wind Direction 79 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Location of Wind Pressure Zones MAIN WIND FORCE RESISTING SYSTEM COMPONENTS AND CLADDING 80 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Code Search Code: Occupancy: Occupancy Group =B Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (θ) 5.00 / 12 22.6 deg Building length (L) 55.0 ft Least width (B) 55.0 ft Mean Roof Ht (h) 21.5 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 19 psf 200 to 600 sf: 22.8 - 0.019Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 50 psf Partitions 15 psf International Building Code 2018 Business 81 of 129 MAIN BUILDING FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Wind Loads :ASCE 7- 16 Ultimate Wind Speed 115 mph Nominal Wind Speed 89.1 mph Risk Category II Exposure Category C Enclosure Classif.Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.916 Kh case 2 0.916 Type of roof Gable Topographic Factor (Kzt) Topography Flat Hill Height (H) 0.0 ft H< 15ft;exp C Half Hill Length (Lh) 0.0 ft \Kzt=1.0 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K1 =0.000 x/Lh = 0.00 K2 =0.000 z/Lh = 0.00 K3 =1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)^2 =1.00 Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h =21.5 ft If building h/B>4 then may be flexible and should be investigated. B = 55.0 ft h/B = 0.39 Rigid structure (low rise bldg) /z (0.6h) =15.0 ft G =0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.20 34Natural Frequency (η1) =0.0 Hz ℓ = 500 ft Damping ratio (β) = 0 zmin =15 ft /b =0.65 c = 0.20 /α = 0.15 gQ, gv =3.4 Vz =97.1 Lz =427.1 ft N1 =0.00 Q =0.91 Rn =0.000 Iz =0.23 Rh =28.282 η =0.000 h =21.5 ft G =0.88 use G = 0.85 RB =28.282 η =0.000 RL =28.282 η =0.000 gR =0.000 R = 0.000 Gf = 0.000 Enclosure Classification 82 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Test for Enclosed Building: Ao < 0.01Ag or 4 sf, whichever is smaller Test for Open Building:All walls are at least 80% open. Ao ≥ 0.8Ag Test for Partially Enclosed Building: Predominately open on one side only Input Test Ao 500.0 sf Ao ≥ 1.1Aoi NO Ag 600.0 sf Ao > 4' or 0.01Ag YES Aoi 1000.0 sf Aoi / Agi ≤ 0.20 YES Building is NOT Agi 10000.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao ≥ 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi ≤ 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Test for Partially Open Building:A building that does not qualify as open, enclosed or partially enclosed. (This type building will have same wind pressures as an enclosed building. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog):0 sf Unpartitioned internal volume (Vi) :0 cf Ri = 1.00 Ground Elevation Factor (Ke) Grd level above sea level = 3800.0 ft Ke = 0.8715 Constant = 0.00256 Adj Constant =0.00223 83 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Wind Loads - MWFRS all h (Except for Open Buildings) Kh (case 2) = 0.92 h = 21.5 ft GCpi = +/-0.18 Base pressure (qh) =23.0 psf ridge ht = 27.2 ft G = 0.85 Roof Angle (θ) = 22.6 deg L = 55.0 ft qi = qh Roof tributary area - (h/2)*L: 591 sf B = 55.0 ft (h/2)*B: 591 sf Ultimate Wind Surface Pressures (psf) Wind Normal to Ridge Wind Parallel to Ridge B/L = 1.00 h/L = 0.39 L/B = 1.00 h/L = 0.39 Surface Cp qhGCp w/+qiGCpi w/-qhGCpi Dist.*Cp qhGCp w/ +qiGCpi w/ -qhGCpi Windward Wall (WW) 0.80 15.6 see table below 0.80 15.6 see table below Leeward Wall (LW) -0.50 -9.8 -13.9 -5.6 -0.50 -9.8 -13.9 -5.6 Side Wall (SW) -0.70 -13.7 -17.8 -9.5 -0.70 -13.7 -17.8 -9.5 Leeward Roof (LR) -0.60 -11.7 -15.8 -7.6 Included in windward roof Neg Windward Roof pressure -0.30 -5.9 -10.1 -1.8 0 to h/2* -0.90 -17.6 -21.7 -13.4 Pos/min Windward Roof press. 0.17 3.3 -0.8 7.4 h/2 to h* -0.90 -17.6 -21.7 -13.4 h to 2h* -0.50 -9.8 -13.9 -5.6 > 2h* -0.30 -5.9 -10.0 -1.7 Min press.-0.18 -3.5 -7.6 0.6 *Horizontal distance from windward edge Windward Wall Pressures at "z" (psf)Combined WW + LW Windward Wall Normal Parallel z Kz Kzt qzGCp w/+qiGCpi w/-qhGCpi to Ridge to Ridge 0 to 15' 0.85 1.00 14.5 10.3 18.6 24.2 24.2 20.0 ft 0.90 1.00 15.4 11.2 19.5 25.1 25.1 h= 21.5 ft 0.92 1.00 15.6 11.5 19.8 25.4 25.4 ridge = 27.2 ft 0.96 1.00 16.4 12.3 20.5 26.2 26.2 NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Parapet z Kz Kzt qp (psf) 0.0 ft 0.85 1.00 0.0 Windward parapet: 0.0 psf (GCpn = +1.5) Leeward parapet: 0.0 psf (GCpn = -1.0) Windward roof overhangs ( add to windward roof pressure) : 15.6 psf (upward) 84 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Wind Loads - MWFRS h≤60' (Low-rise Buildings) except for open buildings Kz = Kh (case 1) =0.92 Edge Strip (a) =5.5 ft Base pressure (qh) =23.0 psf End Zone (2a) =11.0 ft GCpi = +/-0.18 Zone 2 length =27.5 ft Wind Pressure Coefficients CASE A CASE B Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.54 0.72 0.36 -0.45 -0.27 -0.63 2 -0.45 -0.27 -0.63 -0.69 -0.51 -0.87 3 -0.47 -0.29 -0.65 -0.37 -0.19 -0.55 4 -0.41 -0.23 -0.59 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.77 0.95 0.59 -0.48 -0.30 -0.66 2E -0.72 -0.54 -0.90 -1.07 -0.89 -1.25 3E -0.65 -0.47 -0.83 -0.53 -0.35 -0.71 4E -0.60 -0.42 -0.78 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 16.5 8.2 -6.2 -14.5 2 -6.3 -14.6 -11.7 -20.0 3 -6.6 -14.9 -4.4 -12.6 4 -5.4 -13.6 -6.2 -14.5 5 13.3 5.1 6 -2.5 -10.8 1E 21.8 13.6 -6.9 -15.2 2E -12.4 -20.6 -20.4 -28.7 3E -10.7 -19.0 -8.0 -16.3 4E -9.6 -17.9 -6.9 -15.2 5E 18.1 9.9 6E -5.7 -14.0 Parapet Windward parapet = 0.0 psf (GCpn = +1.5)Windward roof Leeward parapet = 0.0 psf (GCpn = -1.0)overhangs =16.1 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 21.9 psf Roof 0.3 psf End Zone: Wall 31.4 psf Roof -1.6 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 15.8 psf End Zone: Wall 23.9 psf ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. θ = 22.6 deg 85 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light-frame construction or with flexible diaphragms need not be designed for the torsional load case. ASCE 7-98 & ASCE 7-10 (& later) - MWFRS wind pressure zones 86 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Ultimate Wind Pressures Wind Loads - Components & Cladding : h ≤ 60' Kh (case 1) =0.92 h =21.5 ft Base pressure (qh) =23.0 psf a =5.5 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (θ) = 22.6 deg qi = qh = 23.0 psf Type of roof = Gable Roof Surface Pressure (psf)User input Area 2 sf 4 sf 10 sf 20 sf 50 sf 100 sf 150 sf 300 sf 350 sf 47 sf 300 sf Negative Zone 1 & 2e -38.6 -38.6 -38.6 -38.6 -33.1 -29.0 -26.6 -22.5 -22.5 -33.5 -22.5 Negative Zone 2n, 2r &3e -61.5 -61.5 -61.5 -53.9 -43.8 -36.2 -31.7 -31.7 -31.7 -44.5 -31.7 Negative Zone 3r -86.8 -86.8 -71.8 -60.5 -45.5 -45.5 -45.5 -45.5 -45.5 -46.5 -45.5 Positive All Zones 20.2 18.6 16.4 16 16.0 16.0 16.0 16.0 16.0 16.0 16.0 Overhang Zone 1 & 2e -45.9 -45.9 -45.9 -45.9 -44.4 -43.2 -42.5 -41.3 -41.3 -44.5 -41.3 Overhang Zone 2n & 2r -68.9 -68.9 -68.9 -64.2 -58.0 -53.3 -50.5 -50.5 -50.5 -58.4 -50.5 Overhang Zone 3e -82.7 -82.7 -82.7 -71.5 -56.7 -45.6 -39.0 -39.0 -39.0 -57.7 -39.0 Overhang Zone 3r -107.9 -107.9 -87.9 -72.8 -52.8 -52.8 -52.8 -52.8 -52.8 -54.2 -52.8 Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 4.1 psf) Parapet qp =0.0 psf Surface Pressure (psf)User input Solid Parapet Pressure 4 sf 10 sf 20 sf 50 sf 150 sf 300 sf 500 sf 40 sf CASE A: Zone 2e : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Zone 2n, 2r & 3e : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Zone 3r : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 CASE B : Interior zone : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Corner zone : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Walls GCp +/- GCpi Surface Pressure at h Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 133 sf 200 sf Negative Zone 4 -1.28 -1.10 -1.05 -0.98 -29.4 -25.3 -24.1 -22.5 -24.8 -24.1 Negative Zone 5 -1.58 -1.23 -1.12 -0.98 -36.3 -28.2 -25.7 -22.5 -27.2 -25.7 Positive Zone 4 & 5 1.18 1.00 0.95 0.88 27.1 23.0 21.8 20.2 22.5 21.8 User input 87 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Location of C&C Wind Pressure Zones - ASCE 7-16 Roofs w/ θ ≤ 10° Walls h ≤ 60' Gable, Sawtooth and and all walls & alt design h<90'Multispan Gable θ ≤ 7 degrees & Monoslope roofs h > 60'Monoslope ≤ 3 degrees 3° < θ ≤ 10° h ≤ 60' & alt design h<90'h ≤ 60' & alt design h<90' Monoslope roofs Multispan Gable & Hip 7° < θ ≤ 27° 10° < θ ≤ 30° Gable 7° < θ ≤ 45° h ≤ 60' & alt design h<90' Sawtooth 10° < θ ≤ 45° h ≤ 60' & alt design h<90' Stepped roofs θ ≤ 3° h ≤ 60' & alt design h<90' 1 88 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Snow Loads :ASCE 7- 16 Nominal Snow Forces Roof slope = 22.6 deg Horiz. eave to ridge dist (W) = 55.0 ft Roof length parallel to ridge (L) = 55.0 ft Type of Roof Monoslope Ground Snow Load Pg = 50.0 psf Risk Category =II Importance Factor I = 1.0 Thermal Factor Ct = 1.00 Exposure Factor Ce =1.0 Pf = 0.7*Ce*Ct*I*Pg = 35.0 psf Unobstructed Slippery Surface no Sloped-roof Factor Cs = 1.00 Balanced Snow Load =35.0 psf Near ground level surface balanced snow load = 50.0 psf Rain on Snow Surcharge Angle 1.10 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 35.0 psf Minimum Snow Load Pm =0.0 psf Uniform Roof Design Snow Load =35.0 psf Windward Snow Drifts 1 - Against walls, parapets, etc Upwind fetch lu = 34.5 ft Projection height h =9.3 ft Snow density g =20.5 pcf Balanced snow height hb =1.71 ft hd =1.80 ft hc =7.54 ft hc/hb >0.2 =4.4 Therefore, design for drift Drift height (hd)=1.80 ft Drift width w =7.19 ft Surcharge load: pd = γ*hd =36.8 psf Balanced Snow load: =35.0 psf 71.8 psf Windward Snow Drifts 2 - Against walls, parapets, etc Upwind fetch lu =15.5 ft Projection height h =3.5 ft Snow density g =20.5 pcf Balanced snow height hb =1.71 ft hd =1.31 ft hc =1.79 ft hc/hb >0.2 =1.1 Therefore, design for drift Drift height (hd)=1.31 ft Drift width w =5.25 ft Surcharge load: pd = γ*hd =26.9 psf Balanced Snow load: =35.0 psf 61.9 psf Note: If bottom of projection is at least 2 feet above hb then snow drift is not required. NOTE: Alternate spans of continuous beams shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code for loading diagrams and exceptions for gable roofs.. 89 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Key Plan Area =1 Risk Category =II Wind Speed =115 Exposure =C Importance Factor Iw =1.00 Bldg/Area Length, L (ft)=55 Bldg/Area Width, W (ft)=55 Edge Strip (a) (ft)=5.5 End Zone (2a) (ft)= 11 Transverse Direction (normal to L): Roof Type (receiving wind) =Gable Slope Use Only End Zone Pressures =N Interior Pressure (psf) =21.9 Roof Interior Pressure (psf) =0.3 End Zone Pressure (psf) =31.4 Roof End Zone Pressure (psf) =-1.6 Windward Parapet Pressure (psf) =0.0 Leeward Parapet Pressure (psf) =0.0 Overall Structure Height,Hx (ft) =21.5 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Roof 20 1.5 252 361 184 296 16.3 Total: 296 16.3 Longitudinal Direction (parallel to L): Roof Type (receiving wind) =Gable End Use Only End Zone Pressures =N Interior Pressure (psf) =15.8 Roof Interior Pressure (psf) =0.3 End Zone Pressure (psf) =23.9 Roof End Zone Pressure (psf) =-1.6 Windward Parapet Pressure (psf) =0.0 Leeward Parapet Pressure (psf) =0.0 Overall Structure Height,Hx (ft) =21.5 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Roof 20 1.5 182 275 184 219 12.0 Total: 219 12.0 Wind Lateral Load Vertical Distribution for MWFRS <=60' 90 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Key Plan Area =2 Risk Category =II Wind Speed =115 Exposure =C Importance Factor Iw =1.00 Bldg/Area Length, L (ft)=35 Bldg/Area Width, W (ft)=30 Edge Strip (a) (ft)=3 End Zone (2a) (ft)= 6 Transverse Direction (normal to L): Roof Type (receiving wind) =Flat Use Only End Zone Pressures =Y Interior Pressure (psf) =0.0 Roof Interior Pressure (psf) =0.0 End Zone Pressure (psf) =-30.8 Roof End Zone Pressure (psf) =28.9 Windward Parapet Pressure (psf) =31.9 Leeward Parapet Pressure (psf) =-21.3 Overall Structure Height,Hx (ft) =13.0 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Roof 0 2.5 559 482 208 482 16.9 Total: 482 16.9 Longitudinal Direction (parallel to L): Roof Type (receiving wind) =Flat Use Only End Zone Pressures =Y Interior Pressure (psf) =0.0 Roof Interior Pressure (psf) =0.0 End Zone Pressure (psf) =-21.7 Roof End Zone Pressure (psf) =27.1 Windward Parapet Pressure (psf) =31.9 Leeward Parapet Pressure (psf) =-21.3 Overall Structure Height,Hx (ft) =13.0 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Roof 0 2.5 559 504 208 504 15.1 Total: 504 15.1 Wind Lateral Load Vertical Distribution for MWFRS <=60' 91 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Key Plan Area =3 Risk Category =II Wind Speed =115 Exposure =C Importance Factor Iw =1.00 Bldg/Area Length, L (ft)=13 Bldg/Area Width, W (ft)=7 Edge Strip (a) (ft)=3 End Zone (2a) (ft)= 6 Transverse Direction (normal to L): Roof Type (receiving wind) =Gable Slope Use Only End Zone Pressures =N Interior Pressure (psf) =21.4 Roof Interior Pressure (psf) =-5.1 End Zone Pressure (psf) =32.1 Roof End Zone Pressure (psf) =-9.1 Windward Parapet Pressure (psf) =0.0 Leeward Parapet Pressure (psf) =0.0 Overall Structure Height,Hx (ft) =11.0 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Roof 9.75 1.25 131 197 98 192 2.5 Total: 192 2.5 Longitudinal Direction (parallel to L): Roof Type (receiving wind) =Gable Slope Use Only End Zone Pressures =N Interior Pressure (psf) =15.8 Roof Interior Pressure (psf) =-5.1 End Zone Pressure (psf) =23.9 Roof End Zone Pressure (psf) =-9.1 Windward Parapet Pressure (psf) =0.0 Leeward Parapet Pressure (psf) =0.0 Overall Structure Height,Hx (ft) =11.0 OK Vertical Distribution of Main Wind Force Resisting System Level hi (ft)di (ft)wx-interior (plf)wx-end zone (plf)wx-min (plf)wx-avg (plf)Fx (kip) Roof 9.75 1.25 97 146 98 182 1.3 Total: 182 1.3 Wind Lateral Load Vertical Distribution for MWFRS <=60' 92 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Line Designation:A Lateral Force (ASD):3,600 lb Total Wall M OT:39600 ft*lb Seismic:No Total Wall M R :70875 ft*lb opening height:4.00 ft Uplift At Pier #1:0 lb opening width:2.50 ft umax:0 plf OK Total Wall Length: 15.00 ft Uplift At Pier #2:0 lb Wall Height:11.00 ft umax:0 plf OK Pier #1 Wall Length:9.25 ft OK Compression:5475 lb H/L: 1.19 OK Uplift:0 lb Pier #2 Wall Length:3.25 ft OK H/L: 3.38 OK, Reduce Capacity Wall Type:5 Roof DL:20 psf Capacity:364 plf Trib. Width:4 ft Wall Weight:50 psf DL factor: 0.60 sDS:0.37 rho :1.0 Lateral Force: 2981 lb Lateral Force: 619 lb Shear, V :322 plf OK Shear, V :190 plf OK Full Height Full Height MOT:32792 ft*lb MOT:6808 ft*lb MR :26952.1875 ft*lb MR :3327.1875 ft*lb Uplift:1797 lb Uplift:1481 lb umax:257 plf OK umax:212 plf OK Pier Height Pier Height MOT:11924 ft*lb MOT:2476 ft*lb MR :11979 ft*lb MR :1479 ft*lb Uplift:512 lb Uplift:489 lb umax:73 plf umax:70 plf Horiz. Strap Force:761 lb Check Dbl Top PL Horiz. Strap Force:-161 lb Check Dbl Top PL Provide Horiz. Straps:No Provide Horiz. Straps:No ASD - ANSI / AF&PA SDPWS-2015 Shear Transfer Around Opening PIER #2PIER #1 TOTAL WALL SEGMENTWALL DATA 93 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Line Designation:B Lateral Force (ASD):1,544 lb Total Wall M OT:10808 ft*lb Seismic:No Total Wall M R :19262.525 ft*lb opening height:4.00 ft Uplift At Pier #1:0 lb opening width:2.50 ft umax:0 plf OK Total Wall Length: 16.30 ft Uplift At Pier #2:0 lb Wall Height:7.00 ft umax:0 plf OK Pier #1 Wall Length:5.80 ft OK Compression:1372 lb H/L: 1.21 OK Uplift:0 lb Pier #2 Wall Length:8.00 ft OK H/L: 0.88 OK Wall Type:5 Roof DL:20 psf Capacity:364 plf Trib. Width:2 ft Wall Weight:15 psf DL factor: 0.60 sDS:0.37 rho :1.0 Lateral Force: 649 lb Lateral Force: 895 lb Shear, V :112 plf OK Shear, V :112 plf OK Full Height Full Height MOT:4542 ft*lb MOT:6265 ft*lb MR :2438.9 ft*lb MR :4640 ft*lb Uplift:531 lb Uplift:435 lb umax:177 plf OK umax:145 plf OK Pier Height Pier Height MOT:2596 ft*lb MOT:3580 ft*lb MR :1682 ft*lb MR :3200 ft*lb Uplift:274 lb Uplift:208 lb umax:91 plf umax:69 plf Horiz. Strap Force:100 lb Check Dbl Top PL Horiz. Strap Force:137 lb Check Dbl Top PL Provide Horiz. Straps:No Provide Horiz. Straps:No PIER #1 PIER #2 Shear Transfer Around Opening ASD - ANSI / AF&PA SDPWS-2015 WALL DATA TOTAL WALL SEGMENT 94 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Shear Line :1 VSEISMIC =3,300 lbs SDS = 0.369g E = 0.70 x V = 2,310 lbs S.D.C. =D WWIND =4,000 lbs F = 0.60 x W = 2,400 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)2.0 2.5 3.8 Floor DL (psf) =0 height (ft)1.0 0.7 10.5 Wall DL (psf) =10 roof trib. (ft)11.0 11.0 0.0 floor trib. (ft)0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 Stud Wall Thickness (in)6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete aspect ratio 0.5 0.3 2.8 aspect ratio factor 2w/l 1.00 1.00 0.71 Seismic F (lbs)644 804 862 shear (plf)322 322 230 allowable shear (plf)380 380 271 suggested shearwall type 6 6 6 Mot (ft-lbs)644 536 9050 DL factor A =1.05 1.05 1.05 A x wDL (plf)242 238 110 End Post Compression(lbs)820 683 3145 DL factor B 0.55 0.55 0.55 B x wDL (plf)126 124 58 End Post Uplift for Anchor Holdowns (lbs)neglect neglect 2775 End Post Uplift for Straps (lbs)neglect neglect 2478 Wind F (lbs)669 836 896 shear (plf)334 334 239 allowable shear (plf)364 364 260 suggested shearwall type 5 5 5 Mot (ft-lbs)669 557 9403 wDL (plf)230 227 105 End Post Compression(lbs)821 675 3245 DL factor C 0.60 0.60 0.60 C x wDL (plf)138 136 63 End Post Uplift for Anchor Holdowns (lbs)neglect neglect 2877 End Post Uplift for Straps (lbs)neglect neglect 2568 Maximum End Post Compression (lbs)821 683 3245 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 2877 Recommended Anchor Holdown HTT4 Anchor at Midwall SSTB16 Anchor at Corner SSTB16 Anchor at Endwall SSTB16 Controlling Strap Holdown Uplift (lbs)0 0 2478 Recommended Strap Holdown at Midwall STHD10 Recommended Strap Holdown at Corner STHD10 Recommended Strap Holdown at Endwall STHD14 Line 1, Use:SW6 SW6 SW6 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 95 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Shear Line :1HD VSEISMIC =3,300 lbs SDS = 0.369g E = 0.70 x V = 2,310 lbs S.D.C. =D WWIND =4,000 lbs F = 0.60 x W = 2,400 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)5.5 3.8 Floor DL (psf) =0 height (ft)14.0 10.5 Wall DL (psf) =10 roof trib. (ft)11.0 0.0 floor trib. (ft)0.0 0.0 Distance from HD to End of Wall (in)6 6 Stud Wall Thickness (in)6 6 Shearwall Anchored Into:Concrete Concrete aspect ratio 2.5 2.8 aspect ratio factor 2w/l 0.79 0.71 Seismic F (lbs)1426 884 shear (plf)259 236 allowable shear (plf)299 271 suggested shearwall type 6 6 Mot (ft-lbs)19965 9281 DL factor A =1.05 1.05 A x wDL (plf)379 110 End Post Compression(lbs)5270 3218 DL factor B 0.55 0.55 B x wDL (plf)197 58 End Post Uplift for Anchor Holdowns (lbs)3511 2849 End Post Uplift for Straps (lbs)3260 2544 Wind F (lbs)1482 918 shear (plf)269 245 allowable shear (plf)286 260 suggested shearwall type 5 5 Mot (ft-lbs)20743 9643 wDL (plf)360 105 End Post Compression(lbs)5372 3322 DL factor C 0.60 0.60 C x wDL (plf)216 63 End Post Uplift for Anchor Holdowns (lbs)3615 2953 End Post Uplift for Straps (lbs)3357 2637 Maximum End Post Compression (lbs)5372 3322 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)3615 2953 Recommended Anchor Holdown HTT4 HTT4 Anchor at Midwall SSTB20 SSTB16 Anchor at Corner SSTB24 SSTB16 Anchor at Endwall SSTB24 SSTB16 Controlling Strap Holdown Uplift (lbs)3357 2544 Recommended Strap Holdown at Midwall STHD10 STHD10 Recommended Strap Holdown at Corner STHD14 STHD10 Recommended Strap Holdown at Endwall STHD14 STHD14 Line 1HD SW6 SW6 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 96 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Shear Line :2 VSEISMIC =2,300 lbs SDS = 0.369g E = 0.70 x V = 1,610 lbs S.D.C. =D WWIND =3,000 lbs F = 0.60 x W = 1,800 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)2.0 2.5 2.0 Floor DL (psf) =0 height (ft)1.5 1.5 1.5 Wall DL (psf) =10 roof trib. (ft)12.5 12.5 12.5 floor trib. (ft)0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 Stud Wall Thickness (in)6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete aspect ratio 0.8 0.6 0.8 aspect ratio factor 2w/l 1.00 1.00 1.00 Seismic F (lbs)495 619 495 shear (plf)248 248 248 allowable shear (plf)260 260 260 suggested shearwall type 5 5 5 Mot (ft-lbs)743 929 743 DL factor A =1.05 1.05 1.05 A x wDL (plf)279 279 279 End Post Compression(lbs)946 960 946 DL factor B 0.55 0.55 0.55 B x wDL (plf)145 145 145 End Post Uplift for Anchor Holdowns (lbs)neglect neglect neglect End Post Uplift for Straps (lbs)neglect neglect neglect Wind F (lbs)554 692 554 shear (plf)277 277 277 allowable shear (plf)364 364 364 suggested shearwall type 5 5 5 Mot (ft-lbs)831 1038 831 wDL (plf)265 265 265 End Post Compression(lbs)990 996 990 DL factor C 0.60 0.60 0.60 C x wDL (plf)159 159 159 End Post Uplift for Anchor Holdowns (lbs)neglect neglect neglect End Post Uplift for Straps (lbs)neglect neglect neglect Maximum End Post Compression (lbs)990 996 990 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 2, Use:SW5 SW5 SW5 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 97 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Shear Line :2HD VSEISMIC =2,300 lbs SDS = 0.369g E = 0.70 x V = 1,610 lbs S.D.C. =D WWIND =3,000 lbs F = 0.60 x W = 1,800 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)12.5 Floor DL (psf) =0 height (ft)15.0 Wall DL (psf) =10 roof trib. (ft)12.5 floor trib. (ft)0.0 Distance from HD to End of Wall (in)6 Stud Wall Thickness (in)6 Shearwall Anchored Into:Concrete aspect ratio 1.2 aspect ratio factor 2w/l 1.00 Seismic F (lbs)1610 shear (plf)129 allowable shear (plf)156 suggested shearwall type 4 Mot (ft-lbs)24150 DL factor A =1.05 A x wDL (plf)421 End Post Compression(lbs)3362 DL factor B 0.55 B x wDL (plf)219 End Post Uplift for Anchor Holdowns (lbs)neglect End Post Uplift for Straps (lbs)neglect Wind F (lbs)1800 shear (plf)144 allowable shear (plf)218 suggested shearwall type 4 Mot (ft-lbs)27000 wDL (plf)400 End Post Compression(lbs)3537 DL factor C 0.60 C x wDL (plf)240 End Post Uplift for Anchor Holdowns (lbs)726 End Post Uplift for Straps (lbs)704 Maximum End Post Compression (lbs)3537 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs)726 Recommended Anchor Holdown LTTP2 Anchor at Midwall 1/2" Anchor Anchor at Corner 1/2" Anchor Anchor at Endwall 1/2" Anchor Controlling Strap Holdown Uplift (lbs)704 Recommended Strap Holdown at Midwall LSTHD8 Recommended Strap Holdown at Corner LSTHD8 Recommended Strap Holdown at Endwall LSTHD8 Line 2HD SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 98 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Shear Line :2U VSEISMIC =2,300 lbs SDS = 0.369g E = 0.70 x V = 1,610 lbs S.D.C. =D WWIND =3,000 lbs F = 0.60 x W = 1,800 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)12.5 Floor DL (psf) =0 height (ft)1.0 Wall DL (psf) =10 roof trib. (ft)12.5 floor trib. (ft)0.0 Distance from HD to End of Wall (in)6 Stud Wall Thickness (in)6 Shearwall Anchored Into:Wood aspect ratio 0.1 aspect ratio factor 2w/l 1.00 Seismic F (lbs)1610 shear (plf)129 allowable shear (plf)156 suggested shearwall type 4 Mot (ft-lbs)1610 DL factor A =1.05 A x wDL (plf)273 End Post Compression(lbs)999 DL factor B 0.55 B x wDL (plf)143 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Wind F (lbs)1800 shear (plf)144 allowable shear (plf)218 suggested shearwall type 4 Mot (ft-lbs)1800 wDL (plf)260 End Post Compression(lbs)973 DL factor C 0.60 C x wDL (plf)156 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Maximum End Post Compression (lbs)999 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 2U SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 99 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Shear Line :3 VSEISMIC =2,600 lbs SDS = 0.369g E = 0.70 x V = 1,820 lbs S.D.C. =D WWIND =3,400 lbs F = 0.60 x W = 2,040 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)2.0 2.3 5.3 Floor DL (psf) =0 height (ft)1.5 1.5 14.5 Wall DL (psf) =10 roof trib. (ft)12.0 12.0 14.0 floor trib. (ft)0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 Stud Wall Thickness (in)6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete aspect ratio 0.8 0.7 2.7 aspect ratio factor 2w/l 1.00 1.00 0.74 Seismic F (lbs)445 501 874 shear (plf)223 223 164 allowable shear (plf)260 260 191 suggested shearwall type 5 5 5 Mot (ft-lbs)668 752 12668 DL factor A =1.05 1.05 1.05 A x wDL (plf)268 268 447 End Post Compression(lbs)876 880 4041 DL factor B 0.55 0.55 0.55 B x wDL (plf)140 140 233 End Post Uplift for Anchor Holdowns (lbs)neglect neglect 2020 End Post Uplift for Straps (lbs)neglect neglect 1871 Wind F (lbs)499 562 979 shear (plf)250 250 184 allowable shear (plf)364 364 268 suggested shearwall type 5 5 5 Mot (ft-lbs)749 842 14199 wDL (plf)255 255 425 End Post Compression(lbs)915 916 4299 DL factor C 0.60 0.60 0.60 C x wDL (plf)153 153 255 End Post Uplift for Anchor Holdowns (lbs)neglect neglect 2282 End Post Uplift for Straps (lbs)neglect neglect 2113 Maximum End Post Compression (lbs)915 916 4299 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 2282 Recommended Anchor Holdown HTT4 Anchor at Midwall SSTB16 Anchor at Corner SSTB16 Anchor at Endwall SSTB16 Controlling Strap Holdown Uplift (lbs)0 0 2113 Recommended Strap Holdown at Midwall LSTHD8 Recommended Strap Holdown at Corner LSTHD8 Recommended Strap Holdown at Endwall STHD10 Line 3, Use:SW5 SW5 SW5 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 100 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Shear Line :3HD VSEISMIC =2,600 lbs SDS = 0.369g E = 0.70 x V = 1,820 lbs S.D.C. =D WWIND =3,400 lbs F = 0.60 x W = 2,040 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)5.3 5.3 Floor DL (psf) =0 height (ft)14.5 14.5 Wall DL (psf) =10 roof trib. (ft)12.0 14.0 floor trib. (ft)0.0 0.0 Distance from HD to End of Wall (in)6 6 Stud Wall Thickness (in)6 6 Shearwall Anchored Into:Concrete Concrete aspect ratio 2.7 2.7 aspect ratio factor 2w/l 0.74 0.74 Seismic F (lbs)910 910 shear (plf)171 171 allowable shear (plf)191 191 suggested shearwall type 5 5 Mot (ft-lbs)13195 13195 DL factor A =1.05 1.05 A x wDL (plf)405 447 End Post Compression(lbs)4026 4153 DL factor B 0.55 0.55 B x wDL (plf)211 233 End Post Uplift for Anchor Holdowns (lbs)2195 2132 End Post Uplift for Straps (lbs)2033 1974 Wind F (lbs)1020 1020 shear (plf)191 191 allowable shear (plf)268 268 suggested shearwall type 5 5 Mot (ft-lbs)14790 14790 wDL (plf)385 425 End Post Compression(lbs)4304 4425 DL factor C 0.60 0.60 C x wDL (plf)231 255 End Post Uplift for Anchor Holdowns (lbs)2476 2407 End Post Uplift for Straps (lbs)2294 2230 Maximum End Post Compression (lbs)4304 4425 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)2476 2407 Recommended Anchor Holdown HTT4 HTT4 Anchor at Midwall SSTB16 SSTB16 Anchor at Corner SSTB16 SSTB16 Anchor at Endwall SSTB16 SSTB16 Controlling Strap Holdown Uplift (lbs)2294 2230 Recommended Strap Holdown at Midwall LSTHD8 LSTHD8 Recommended Strap Holdown at Corner STHD10 STHD10 Recommended Strap Holdown at Endwall STHD10 STHD10 Line 3HD SW5 SW5 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 101 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Shear Line :3U VSEISMIC =2,600 lbs SDS = 0.369g E = 0.70 x V = 1,820 lbs S.D.C. =D WWIND =3,400 lbs F = 0.60 x W = 2,040 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)21.0 Floor DL (psf) =0 height (ft)1.0 Wall DL (psf) =10 roof trib. (ft)12.0 floor trib. (ft)0.0 Distance from HD to End of Wall (in)6 Stud Wall Thickness (in)6 Shearwall Anchored Into:Wood aspect ratio 0.0 aspect ratio factor 2w/l 1.00 Seismic F (lbs)1820 shear (plf)87 allowable shear (plf)156 suggested shearwall type 4 Mot (ft-lbs)1820 DL factor A =1.05 A x wDL (plf)263 End Post Compression(lbs)902 DL factor B 0.55 B x wDL (plf)137 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Wind F (lbs)2040 shear (plf)97 allowable shear (plf)218 suggested shearwall type 4 Mot (ft-lbs)2040 wDL (plf)250 End Post Compression(lbs)873 DL factor C 0.60 C x wDL (plf)150 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Maximum End Post Compression (lbs)902 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 3U SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 102 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Shear Line :4 VSEISMIC =1,200 lbs SDS = 0.369g E = 0.70 x V = 840 lbs S.D.C. =D WWIND =1,600 lbs F = 0.60 x W = 960 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)11.5 17.3 15.0 Floor DL (psf) =0 height (ft)11.0 10.5 10.5 Wall DL (psf) =50 roof trib. (ft)7.0 9.0 9.0 floor trib. (ft)0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 Stud Wall Thickness (in)6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete aspect ratio 1.0 0.6 0.7 aspect ratio factor 2w/l 1.00 1.00 1.00 Seismic F (lbs)221 331 288 shear (plf)19 19 19 allowable shear (plf)156 156 156 suggested shearwall type 4 4 4 Mot (ft-lbs)2429 3478 3024 DL factor A =1.05 1.05 1.05 A x wDL (plf)726 741 741 End Post Compression(lbs)2525 2517 2531 DL factor B 0.55 0.55 0.55 B x wDL (plf)378 387 387 End Post Uplift for Anchor Holdowns (lbs)0 0 0 End Post Uplift for Straps (lbs)0 0 0 Wind F (lbs)252 379 329 shear (plf)22 22 22 allowable shear (plf)218 218 218 suggested shearwall type 4 4 4 Mot (ft-lbs)2776 3974 3456 wDL (plf)690 705 705 End Post Compression(lbs)2444 2434 2447 DL factor C 0.60 0.60 0.60 C x wDL (plf)414 423 423 End Post Uplift for Anchor Holdowns (lbs)0 0 0 End Post Uplift for Straps (lbs)0 0 0 Maximum End Post Compression (lbs)2525 2517 2531 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line 4, Use:SW4 SW4 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 103 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Shear Line :A VSEISMIC =3,400 lbs SDS = 0.369g E = 0.70 x V = 2,380 lbs S.D.C. =D WWIND =6,000 lbs F = 0.60 x W = 3,600 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)9.3 3.3 Floor DL (psf) =0 height (ft)11.0 11.0 Wall DL (psf) =10 roof trib. (ft)4.0 4.0 floor trib. (ft)0.0 0.0 Distance from HD to End of Wall (in)6 6 Stud Wall Thickness (in)6 6 Shearwall Anchored Into:Concrete Concrete aspect ratio 1.2 3.4 aspect ratio factor 2w/l 1.00 0.59 Seismic F (lbs)1971 409 shear (plf)213 126 allowable shear (plf)260 154 suggested shearwall type 5 5 Mot (ft-lbs)21679 4501 DL factor A =1.05 1.05 A x wDL (plf)200 200 End Post Compression(lbs)3156 2117 DL factor B 0.55 0.55 B x wDL (plf)104 104 End Post Uplift for Anchor Holdowns (lbs)2011 1521 End Post Uplift for Straps (lbs)1927 1331 Wind F (lbs)2981 619 shear (plf)322 190 allowable shear (plf)364 215 suggested shearwall type 5 5 Mot (ft-lbs)32792 6808 wDL (plf)190 190 End Post Compression(lbs)4413 2976 DL factor C 0.60 0.60 C x wDL (plf)114 114 End Post Uplift for Anchor Holdowns (lbs)3252 2382 End Post Uplift for Straps (lbs)3116 2084 Maximum End Post Compression (lbs)4413 2976 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)3252 2382 Recommended Anchor Holdown HTT4 HTT4 Anchor at Midwall SSTB16 SSTB16 Anchor at Corner SSTB16 SSTB16 Anchor at Endwall SSTB16 SSTB16 Controlling Strap Holdown Uplift (lbs)3116 2084 Recommended Strap Holdown at Midwall STHD10 LSTHD8 Recommended Strap Holdown at Corner STHD10 LSTHD8 Recommended Strap Holdown at Endwall STHD14 STHD10 Line A SW5 SW5 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 104 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Shear Line :AU VSEISMIC =3,400 lbs SDS = 0.369g E = 0.70 x V = 2,380 lbs S.D.C. =D WWIND =6,000 lbs F = 0.60 x W = 3,600 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)16.0 Floor DL (psf) =0 height (ft)2.0 Wall DL (psf) =10 roof trib. (ft)4.0 floor trib. (ft)0.0 Distance from HD to End of Wall (in)6 Stud Wall Thickness (in)6 Shearwall Anchored Into:Concrete aspect ratio 0.1 aspect ratio factor 2w/l 1.00 Seismic F (lbs)2380 shear (plf)149 allowable shear (plf)156 suggested shearwall type 4 Mot (ft-lbs)4760 DL factor A =1.05 A x wDL (plf)105 End Post Compression(lbs)638 DL factor B 0.55 B x wDL (plf)55 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Wind F (lbs)3600 shear (plf)225 allowable shear (plf)364 suggested shearwall type 5 Mot (ft-lbs)7200 wDL (plf)100 End Post Compression(lbs)780 DL factor C 0.60 C x wDL (plf)60 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Maximum End Post Compression (lbs)780 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line AU SW5 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 105 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Shear Line :B VSEISMIC =4,300 lbs SDS = 0.369g E = 0.70 x V = 3,010 lbs S.D.C. =D WWIND =7,500 lbs F = 0.60 x W = 4,500 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)5.8 4.8 Floor DL (psf) =0 height (ft)14.0 11.0 Wall DL (psf) =10 roof trib. (ft)2.0 2.0 floor trib. (ft)0.0 0.0 Distance from HD to End of Wall (in)6 6 Stud Wall Thickness (in)6 6 Shearwall Anchored Into:Concrete Concrete aspect ratio 2.4 2.3 aspect ratio factor 2w/l 0.82 0.86 Seismic F (lbs)1611 1399 shear (plf)280 295 allowable shear (plf)312 328 suggested shearwall type 6 6 Mot (ft-lbs)22552 15390 DL factor A =1.05 1.05 A x wDL (plf)189 158 End Post Compression(lbs)5011 4162 DL factor B 0.55 0.55 B x wDL (plf)99 82 End Post Uplift for Anchor Holdowns (lbs)4096 3518 End Post Uplift for Straps (lbs)3817 3225 Wind F (lbs)2408 2092 shear (plf)419 440 allowable shear (plf)437 459 suggested shearwall type 6 6 Mot (ft-lbs)33716 23009 wDL (plf)180 150 End Post Compression(lbs)7159 5988 DL factor C 0.60 0.60 C x wDL (plf)108 90 End Post Uplift for Anchor Holdowns (lbs)6246 5345 End Post Uplift for Straps (lbs)5820 4899 Maximum End Post Compression (lbs)7159 5988 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)6246 5345 Recommended Anchor Holdown HDU8 HDU5 Anchor at Midwall SSTB24 SSTB24 Anchor at Corner SSTB24 SSTB24 Anchor at Endwall SSTB24 SSTB24 Controlling Strap Holdown Uplift (lbs)-- 4899 Recommended Strap Holdown at Midwall -- STHD14 Recommended Strap Holdown at Corner -- STHD14 Recommended Strap Holdown at Endwall -- -- Line B SW6 SW6 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 106 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Shear Line :BU VSEISMIC =4,300 lbs SDS = 0.369g E = 0.70 x V = 3,010 lbs S.D.C. =D WWIND =7,500 lbs F = 0.60 x W = 4,500 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)4.3 8.0 10.8 9.0 3.8 Floor DL (psf) =0 height (ft)7.0 7.0 7.0 7.0 7.0 Wall DL (psf) =10 roof trib. (ft)2.0 2.0 2.0 2.0 2.0 floor trib. (ft)0.0 0.0 0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 6 6 Stud Wall Thickness (in)6 6 6 6 6 Shearwall Anchored Into:Wood Wood Wood Wood Wood aspect ratio 1.6 0.9 0.6 0.8 1.9 aspect ratio factor 2w/l 1.00 1.00 1.00 1.00 1.00 Seismic F (lbs)361 672 907 756 315 shear (plf)84 84 84 84 84 allowable shear (plf)156 156 156 156 156 suggested shearwall type 4 4 4 4 4 Mot (ft-lbs)2527 4702 6347 5290 2204 DL factor A =1.05 1.05 1.05 1.05 1.05 A x wDL (plf)116 116 116 116 116 End Post Compression(lbs)979 1014 992 1005 966 DL factor B 0.55 0.55 0.55 0.55 0.55 B x wDL (plf)60 60 60 60 60 End Post Uplift for Anchor Holdowns (lbs)neglect neglect neglect neglect neglect End Post Uplift for Straps (lbs)neglect neglect neglect neglect neglect Wind F (lbs)540 1004 1356 1130 471 shear (plf)126 126 126 126 126 allowable shear (plf)218 218 218 218 218 suggested shearwall type 4 4 4 4 4 Mot (ft-lbs)3778 7029 9490 7908 3295 wDL (plf)110 110 110 110 110 End Post Compression(lbs)1305 1311 1283 1299 1302 DL factor C 0.60 0.60 0.60 0.60 0.60 C x wDL (plf)66 66 66 66 66 End Post Uplift for Anchor Holdowns (lbs)872 676 neglect 634 916 End Post Uplift for Straps (lbs)791 643 neglect neglect 818 Maximum End Post Compression (lbs)1305 1311 1283 1299 1302 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)872 676 0 634 916 Recommended Anchor Holdown LTTP2 LTTP2 LTTP2 LTTP2 Anchor at Midwall #N/A #N/A #N/A #N/A Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)791 643 0 0 818 Recommended Strap Holdown at Midwall MSTC28 MSTC28 MSTC28 Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line BU SW4 SW4 SW4 SW4 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 107 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Shear Line :C VSEISMIC =1,600 lbs SDS = 0.369g E = 0.70 x V = 1,120 lbs S.D.C. =D WWIND =2,200 lbs F = 0.60 x W = 1,320 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)8.0 8.0 3.5 4.5 5.0 Floor DL (psf) =0 height (ft)9.0 9.0 9.0 9.0 9.0 Wall DL (psf) =10 roof trib. (ft)2.0 10.3 10.3 10.3 2.0 floor trib. (ft)0.0 0.0 0.0 0.0 0.0 Distance from HD to End of Wall (in)6 6 6 6 6 Stud Wall Thickness (in)6 6 6 6 6 Shearwall Anchored Into:Concrete Concrete Concrete Concrete Concrete aspect ratio 1.1 1.1 2.6 2.0 1.8 aspect ratio factor 2w/l 1.00 1.00 0.78 1.00 1.00 Seismic F (lbs)317 317 108 179 198 shear (plf)40 40 31 40 40 allowable shear (plf)156 156 202 156 156 suggested shearwall type 4 4 5 4 4 Mot (ft-lbs)2857 2857 972 1607 1786 DL factor A =1.05 1.05 1.05 1.05 1.05 A x wDL (plf)137 311 311 311 137 End Post Compression(lbs)832 1400 1001 1228 799 DL factor B 0.55 0.55 0.55 0.55 0.55 B x wDL (plf)71 162 162 162 71 End Post Uplift for Anchor Holdowns (lbs)neglect 0 neglect neglect neglect End Post Uplift for Straps (lbs)neglect 0 neglect neglect neglect Wind F (lbs)374 374 127 210 234 shear (plf)47 47 36 47 47 allowable shear (plf)218 218 283 218 218 suggested shearwall type 4 4 5 4 4 Mot (ft-lbs)3368 3368 1146 1894 2105 wDL (plf)130 296 296 296 130 End Post Compression(lbs)880 1420 1029 1262 853 DL factor C 0.60 0.60 0.60 0.60 0.60 C x wDL (plf)78 178 178 178 78 End Post Uplift for Anchor Holdowns (lbs)neglect 0 neglect neglect neglect End Post Uplift for Straps (lbs)neglect 0 neglect neglect neglect Maximum End Post Compression (lbs)880 1420 1029 1262 853 Recommended Minimum End Post for Compression (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 0 0 0 0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 0 0 0 0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line C SW4 SW4 SW5 SW4 SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 108 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Shear Line :D VSEISMIC =200 lbs SDS = 0.369g E = 0.70 x V = 140 lbs S.D.C. =D WWIND =700 lbs F = 0.60 x W = 420 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)8.0 Floor DL (psf) =0 height (ft)22.5 Wall DL (psf) =10 roof trib. (ft)3.0 floor trib. (ft)0.0 Distance from HD to End of Wall (in)6 Stud Wall Thickness (in)6 Shearwall Anchored Into:Concrete aspect ratio 2.8 aspect ratio factor 2w/l 0.71 Seismic F (lbs)140 shear (plf)18 allowable shear (plf)185 suggested shearwall type 5 Mot (ft-lbs)3150 DL factor A =1.05 A x wDL (plf)300 End Post Compression(lbs)1402 DL factor B 0.55 B x wDL (plf)156 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Wind F (lbs)420 shear (plf)53 allowable shear (plf)259 suggested shearwall type 5 Mot (ft-lbs)9450 wDL (plf)285 End Post Compression(lbs)2209 DL factor C 0.60 C x wDL (plf)171 End Post Uplift for Anchor Holdowns (lbs)neglect End Post Uplift for Straps (lbs)neglect Maximum End Post Compression (lbs)2209 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line D SW5 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 109 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Shear Line :E & F VSEISMIC =200 lbs SDS = 0.369g E = 0.70 x V = 140 lbs S.D.C. =D WWIND =1,500 lbs F = 0.60 x W = 900 lbs wall segments:1 2 3 4 5 6 Roof DL (psf) =20 length (ft)10.0 Floor DL (psf) =0 height (ft)8.0 Wall DL (psf) =10 roof trib. (ft)2.0 floor trib. (ft)0.0 Distance from HD to End of Wall (in)6 Stud Wall Thickness (in)6 Shearwall Anchored Into:Concrete aspect ratio 0.8 aspect ratio factor 2w/l 1.00 Seismic F (lbs)140 shear (plf)14 allowable shear (plf)156 suggested shearwall type 4 Mot (ft-lbs)1120 DL factor A =1.05 A x wDL (plf)126 End Post Compression(lbs)523 DL factor B 0.55 B x wDL (plf)66 End Post Uplift for Anchor Holdowns (lbs)0 End Post Uplift for Straps (lbs)0 Wind F (lbs)900 shear (plf)90 allowable shear (plf)218 suggested shearwall type 4 Mot (ft-lbs)7200 wDL (plf)120 End Post Compression(lbs)1152 DL factor C 0.60 C x wDL (plf)72 End Post Uplift for Anchor Holdowns (lbs)neglect End Post Uplift for Straps (lbs)neglect Maximum End Post Compression (lbs)1152 Recommended Minimum End Post for Compression (2) 2x6 Controlling Anchor Holdown Uplift (lbs)0 Recommended Anchor Holdown Anchor at Midwall Anchor at Corner Anchor at Endwall Controlling Strap Holdown Uplift (lbs)0 Recommended Strap Holdown at Midwall Recommended Strap Holdown at Corner Recommended Strap Holdown at Endwall Line E & F SW4 Wood Stud Shear Walls 2015 INTERNATIONAL BUILDING CODE (IBC) Wood Framing: Douglas-Fir OR Southern Pine 110 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Location: Plate Height (ft) =11.0 Stud Height (ft) = 10.6 Gravity Loads to Wall: Le/d = 23.2 < 50 OK DL(psf) trib(ft) w e(in) deflection < L/240 roof snow 16 3 153 0 wind/seismic (W/S)W floor live load 20 0 0 0 wind load, w (psf) =27.2 (Due to Wind)wall weight 50 11 550 0.6 * w = (psf) 16.3 misc. live load 0 0 0 0 snow load? (Y/N)Y w (total uniform load) = 703 plf Lumber Grade: (DF No. 2) fire rated assembly? (Y/N)N Load Cases: CD =1.60 CD =1.60 CD =1.15 P (lbs) = 797 per stud P (lbs) = 105 P (lbs) = 937 per stud M (lb-ft) = 307 M (lb-ft) = 230 M (lb-ft) = 0 FcE (psi) =887 FcE (psi) =887 FcE (psi) =887 Fc' (psi) = 805 Fc' (psi) = 805 Fc' (psi) = 764 fc (psi) = 97 < Fc'OK fc (psi) = 13 < Fc'OK fc (psi) = 114 < Fc'OK Fb' (psi) = 2153 Fb' (psi) = 2153 Fb' (psi) = 1547 fb (psi) = 487 < Fb'OK fb (psi) = 365 < Fb'OK fb (psi) = 0 < Fb'OK CSR = 0.27 < 1.0 OK CSR = 0.17 < 1.0 OK CSR = 0.02 < 1.0 OK D (in.) =0.13 = L/971 OK D (in.) =0.10 = L/1295 OK D (in.) =0.00 = L/5000 OK USE:2 x 6 Framing at Openings: Trimmers:King Studs: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 6300 Mcap (lb-ft) = 1180 Rcap (lbs) = 5156 (bearing governs)trib width capacity (ft) = 5.12 for M < Mcap (governs) trib width capacity (ft) = 5.39 for D < L /240 Wood Stud Wall Design Design based on NDS 2015 Trimmer Studs (TS) King Studs (KS) at 16'' o.c. D + S Open Width (ft) Typical 11'-0" Plate 0 LL(psf) D + 0.6*W D + 0.75*(0.6*W + S + LL) 35 40 1 1 28'-10'' to 19'-1'' < 8'-10'' 29'-4'' to 39'-7'' 3 3 1 1 4 2 1 11 1 1 319'-1'' to 29'-4'' 1 1 (DF No. 2)Typical 11'-0" Plate 111 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Location : Ultimate Seismic Load, w s (plf) =177 M@x (ft-lb) = 16,649 Seismic Load, w s(ASD) (plf) =124 T@x = C@x (lb) =1,281 Ultimate Wind Load, w w (plf) =296 # of Nails Req. at Splice, n = 8 Wind Load, w w(ASD) (plf) =178 V@x (lb) =558 Length, L (ft) =34 vs@x (plf) =43 Width, W (ft) =13 Mmax (ft-lb) = 17,904 Point of Interest, x (ft) =12.5 Tmax = Cmax (lb) =1,377 OK Case :1 Allowable Chord Tension Load = 9867 Chord Member :# of Nails Req. at Splice, n =9 Chord Splice Nail :Rmax (lb) =2,106 vmax (plf) =162 20 Unblocked Allowable, v s (plf) =230 OK # of Chord Splices =2 Blocked Allowable, v s (plf) =N/A Allowable Diaphragm Deflection, L /240 Width of Blocking Req'd (ft) =N/A Wood Species :Diaphragm Deflection, (in) =0.41 Structural 1 Sheathing? :No Allowable Deflection, (in) =1.70 OK Sheathing Thickness :7/16 Sheathing Type :OSB Ga (kips/in) =8.5 M@x (ft-lb) = 23,865 Nail Size :8d T@x = C@x (lb) =1,836 Adjoining Panel Edges :2x # of Nails Req. at Splice, n = 12 ASD Reduction Factor = 2.0 V@x (lb) =799 Aspect Ratio = 2.62 OK vs@x (plf) =61 Block Entire Diaphragm :No Mmax (ft-lb) = 25,663 Nail Spacing Tmax = Cmax (lb) =1,974 OK Boundaries (in) =6 Allowable Chord Tension Load = 9,867 Edges (in) = 6 # of Nails Req. at Splice, n =12 Rmax (lb) =3,019 vmax (plf) =232 Unblocked Allowable, v w (plf) =323 OK Blocked Allowable, v w (plf) =N/A Width of Blocking Req'd (ft) =N/A Diaphragm Deflection, (in) =0.38 Allowable Deflection, (in) =1.70 OK Use: 0.4375'' thick sheathing, unblocked, attach with 8d nails at 6'' o.c. at panel edges and 6'' o.c. at boundaries. 16d Box Distance from chord splice to nearest support, x (ft) = Douglas Fir #2 Wind Wood Structural Panel Horizontal Diaphragm ANSI / AF&PA SDPWS-2008 TRANSVERSE Diaphragm Parameters Seismic 2-2x6 112 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Location : Ultimate Seismic Load, w s (plf) =177 M@x (ft-lb) = 387 Seismic Load, w s(ASD) (plf) =124 T@x = C@x (lb) =11 Ultimate Wind Load, w w (plf) =219 # of Nails Req. at Splice, n = 1 Wind Load, w w(ASD) (plf) =131 V@x (lb) =-743 Length, L (ft) =13 vs@x (plf) =-22 Width, W (ft) =34 Mmax (ft-lb) = 2,617 Point of Interest, x (ft) =12.5 Tmax = Cmax (lb) =77 OK Case :3 Allowable Chord Tension Load = 9867 Chord Member :# of Nails Req. at Splice, n =1 Chord Splice Nail :Rmax (lb) =805 vmax (plf) =24 20 Unblocked Allowable, v s (plf) =170 OK # of Chord Splices =2 Blocked Allowable, v s (plf) =N/A Allowable Diaphragm Deflection, L /240 Width of Blocking Req'd (ft) =N/A Wood Species :Diaphragm Deflection, (in) =0.05 Structural 1 Sheathing? :No Allowable Deflection, (in) =0.65 OK Sheathing Thickness :7/16 Sheathing Type :OSB Ga (kips/in) =5.5 M@x (ft-lb) = 411 Nail Size :8d T@x = C@x (lb) =12 Adjoining Panel Edges :2x # of Nails Req. at Splice, n = 1 ASD Reduction Factor = 2.0 V@x (lb) =-788 Aspect Ratio = 2.62 OK vs@x (plf) =-23 Block Entire Diaphragm :No Mmax (ft-lb) = 2,776 Nail Spacing Tmax = Cmax (lb) =82 OK Boundaries (in) =6 Allowable Chord Tension Load = 9,867 Other Edges (in) = 6 # of Nails Req. at Splice, n =1 Rmax (lb) =854 6 vmax (plf) =25 Unblocked Allowable, v w (plf) =238 OK Blocked Allowable, v w (plf) =N/A Width of Blocking Req'd (ft) =N/A Diaphragm Deflection, (in) =0.04 Allowable Deflection, (in) =0.65 OK Cont. Edges Parallel to Load (in) = Use: 0.4375'' thick sheathing, unblocked, attach with 8d nails at 6'' o.c. at panel edges parallel to load and 6'' o.c. at other panel edges and 6'' o.c. at boundaries. Seismic Diaphragm Parameters Wind Wood Structural Panel Horizontal Diaphragm ANSI / AF&PA SDPWS-2008 Distance from chord splice to nearest support, x (ft) = 16d Box 2-2x6 PARALLEL Douglas Fir #2 113 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Steel Wind/Seismic Column Cantilevered Column, Fixed at Foundation AISC-Allowable Stress Design (ASD) Mark:SC3 Use: HSS6x6x1/4 Unsupported Height (ft) = 10.00 Lateral Loads: Member Properties: VSEISMIC =0.681 kips/R A = 5.24 in^2 Fy =46 ksi R = 1.25 Sx =9.54 in^3 Ix =28.60 in^4 Cd =1.25 Sy =9.54 in^3 Iy =28.60 in^4 FSEISMIC =0.54 kips Kx =2.00 Ky =2.00 FWIND =0.79 kips Wind Controls Cc =111.6 Vertical Loads: PLL (k)PDL (k)ex (in) ey (in) 6.55 4.00 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Stress Check: 6.55 4.00 KL/ rx =102.73 KL/ ry =102.73 Fe (ksi) Fa =13.84 ksi Fb =27.5 ksi 27.12 Drift Check:Pc =72.5 Mcx = 262.8 27.12 Wind Drift Limit = H/180 0.67 inches Seismic Drift Limit = 0.025 hx 2.40 inches Load Case P Mx My CSR IX =28.60 in^4 D+L 10.55 21.10 0.00 0.23 OK IR (seismic) =5.6 in^4 OK D+L(+) 10.55 21.10 0.00 0.23 OK IR (wind) =23.5 in^4 OK D+L(-) 4.00 8.00 0.00 0.09 OK D+(W or E) 4.00 102.64 0.00 0.45 OK 0.6D+(W or E) 2.40 99.44 0.00 0.41 OK D+0.75L+0.75(W or E) 8.91 88.81 0.00 0.46 OK 1 114 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg W or L1 = 46.0 ft L or L2 = 12.0 ft w = 219 lbs/ft L/W or L2/L1 = 0.26 219 lbs/ft x (12.0 ft)^2 15768 ft-lb 46.0 ft max diaphragm load = 57 lbs/ft Rigid Wood Diaphragm Rotation- Chord Calculation 2008 AWC SDPWS-2008 4.2.5.1.1 Mmax = = 15768 ft-lbs 2 T & C = = 400 lbs 115 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg FOUNDATION DESIGN 116 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark:Allowable q (psf) =2500 U = 1.2DL + 1.6LL Code Increases (Y/N) =N DL LL trib(ft) P DL (k/ft)P LL (k/ft)Pu (k/ft) roof 20 35 12 0.24 0.42 0.96 floor 0 0 0 0.00 0.00 0.00 wall 50 0 3 0.15 0.00 0.18 misc.10 0 11 0.11 0.00 0.13 Total(k/ft) =0.50 0.42 1.27 Footing Dimensions Width (in) =18 Adjusted q (psf) = 2500 stemwall width(in) =10 Thickness (in) =10 Allowable qu (psf) = 3456.522 stemwall height(in) =36 qmax (psf) =848 OK Pmax (kips) =30.6 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) =S unfactored Continuous Reinforcing Rebar Size =#4 Check p Other Parameters area of bar(in^2) = 0.20 Min p =0.0018 fy (psi) = 60000 bar diameter(in) = 0.50 Max p =0.0134 f'c (psi) =2500 Total Bars = 2 Use p =0.0018 B1 =0.85 As req(in^2)= 0.324 Reinforcement Top and Bottom(Y/N) =N Transverse Reinforcing Not Required Rebar Size =#4 Check p Check Development Length area of bar(in^2) = 0.20 L' (ft) = 0.33 p =0.0000 fy (psi) = 60000 bar diameter(in) = 0.50 Mu (k-ft) = 0.03 Min p =0.0001 Ld1 (in) =24.0 Spacing (in) = 72 d (in)= 6.25 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.00 Use p =0.0001 Ld3 (in) =12 Less than pmax, OK Available Ld (in) = 17.3 CF1 Use: 18'' wide x 10'' thick Continuous Concrete Footing w/ 2 #4 Continuous Max. Point Load: CF1 1 117 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark:Allowable q (psf) =2500 U = 1.2DL + 1.6LL Code Increases (Y/N) =N DL LL trib(ft) P DL (k/ft)P LL (k/ft)Pu (k/ft) roof 20 35 9.5 0.19 0.33 0.76 floor 0 0 0 0.00 0.00 0.00 wall 50 0 12 0.60 0.00 0.72 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =0.79 0.33 1.48 Footing Dimensions Width (in) =18 Adjusted q (psf) = 2500 stemwall width(in) =10 Thickness (in) =10 Allowable qu (psf) = 3296.214 stemwall height(in) =36 qmax (psf) =987 OK Pmax (kips) =30.6 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) =S unfactored Continuous Reinforcing Rebar Size =#4 Check p Other Parameters area of bar(in^2) = 0.20 Min p =0.0018 fy (psi) = 60000 bar diameter(in) = 0.50 Max p =0.0134 f'c (psi) =2500 Total Bars = 2 Use p =0.0018 B1 =0.85 As req(in^2)= 0.324 Reinforcement Top and Bottom(Y/N) =N Transverse Reinforcing Not Required Rebar Size =#4 Check p Check Development Length area of bar(in^2) = 0.20 L' (ft) = 0.33 p =0.0000 fy (psi) = 60000 bar diameter(in) = 0.50 Mu (k-ft) = 0.03 Min p =0.0001 Ld1 (in) =24.0 Spacing (in) = 2272 d (in)= 6.25 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.00 Use p =0.0001 Ld3 (in) =12 Less than pmax, OK Available Ld (in) = 17.3 CF2 Use: 18'' wide x 10'' thick Continuous Concrete Footing w/ 2 #4 Continuous CF2 Max. Point Load: 1 118 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark:Allowable q (psf) =2500 U = 1.2DL + 1.6LL Code Increases (Y/N) =N DL LL trib(ft) P DL (k/ft)P LL (k/ft)Pu (k/ft) roof 20 35 14.5 0.29 0.51 1.16 floor 0 0 0 0.00 0.00 0.00 wall 10 0 13 0.13 0.00 0.16 misc.0 0 0 0.00 0.00 0.00 Total(k/ft) =0.42 0.51 1.32 Footing Dimensions Width (in) =24 Adjusted q (psf) = 2500 stemwall width(in) =0 Thickness (in) =10 Allowable qu (psf) = 3547.17 stemwall height(in) =0 qmax (psf) =658 OK Pmax (kips) =10.8 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) =S unfactored Continuous Reinforcing Rebar Size =#4 Check p Other Parameters area of bar(in^2) = 0.20 Min p =0.0018 fy (psi) = 60000 bar diameter(in) = 0.50 Max p =0.0134 f'c (psi) =2500 Total Bars = 3 Use p =0.0018 B1 =0.85 As req(in^2)= 0.432 Reinforcement Top and Bottom(Y/N) =N Transverse Reinforcing Not Required Rebar Size =#4 Check p Check Development Length area of bar(in^2) = 0.20 L' (ft) = 1.00 p =0.0001 fy (psi) = 60000 bar diameter(in) = 0.50 Mu (k-ft) = 0.18 Min p =0.0001 Ld1 (in) =24.0 Spacing (in) = 378 d (in)= 6.25 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.01 Use p =0.0001 Ld3 (in) =12 Less than pmax, OK Available Ld (in) = 15.3 CF3 Use: 24'' wide x 10'' thick Continuous Concrete Footing w/ 3 #4 Continuous CF3 Max. Point Load: 1 119 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Continuous Concrete Wall Footings Strength Design per ACI 318-11 Mark:Allowable q (psf) =2500 U = 1.2DL + 1.6LL Code Increases (Y/N) =N DL LL trib(ft) P DL (k/ft)P LL (k/ft)Pu (k/ft) roof 20 35 4.5 0.09 0.16 0.36 floor 0 30 3 0.00 0.09 0.14 wall 15 0 6 0.09 0.00 0.11 misc.50 0 6 0.30 0.00 0.36 Total(k/ft) =0.48 0.25 0.97 Footing Dimensions Width (in) =24 Adjusted q (psf) = 2500 stemwall width(in) =0 Thickness (in) =10 Allowable qu (psf) = 3340.206 stemwall height(in) =0 qmax (psf) =486 OK Pmax (kips) =10.8 Footing Type: Strip(S) or Turndown Edge(T) or Monolithic w/Slab(M) =S unfactored Continuous Reinforcing Rebar Size =#4 Check p Other Parameters area of bar(in^2) = 0.20 Min p =0.0018 fy (psi) = 60000 bar diameter(in) = 0.50 Max p =0.0134 f'c (psi) =2500 Total Bars = 3 Use p =0.0018 B1 =0.85 As req(in^2)= 0.432 Reinforcement Top and Bottom(Y/N) =N Transverse Reinforcing Not Required Rebar Size =#4 Check p Check Development Length area of bar(in^2) = 0.20 L' (ft) = 1.00 p =0.0001 fy (psi) = 60000 bar diameter(in) = 0.50 Mu (k-ft) = 0.13 Min p =0.0001 Ld1 (in) =24.0 Spacing (in) = 512 d (in)= 6.25 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.00 Use p =0.0001 Ld3 (in) =12 Less than pmax, OK Available Ld (in) = 15.3 CF4 Use: 24'' wide x 10'' thick Continuous Concrete Footing w/ 3 #4 Continuous CF4 Max. Point Load: 1 120 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Concrete Pad Footing Strength Design per ACI 318-11 Mark: Material Data P Self (k) = 1.09 M DL (k-ft) =0.00 Allowable q (psf) =2500 P DL (k) =4.80 M LL (k-ft) =0.00 f'c (psi) =2500 B 1 =0.85 P LL (k) =7.50 Accidental Eccentricity =N Bars #3 and smaller, Fy (ksi) = 40 Pu (k) = 19.1 Mu (k-ft) = 0.00 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 0.00 within middle 3rd Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) =3 Long Direction (in) =12 Punching Vc (psi) = 170 Short (ft) =3 Short Direction (in)=12 Wide Bm Vc (psi) = 85 Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) % in center band B=100%574 >77 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures:86 >14 OK q min (psf) =1488 q max (psf) =1488 OK qu-max (psf) =2118 qu at edge of base (psf) =2118 qu-min (psf) =2118 qu at edge of base (psf) =2118 Reinforcing: Reinforcement Top and Bottom(Y/N) =N Base As(min) on calc'd As(4/3) (Y/N) =Y Check Development Length L' long (ft) = 1.00 Bar size =#4 p =0.0004 Fy (psi) = 60000 Mu (k-ft) = 1.06 area of bar = 0.20 Min p =0.0006 Ld1 (in) =24.0 d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.04 Spacing (in) = 51 Use p =0.0006 Ld3 (in) =12 Total Bars = 2 Less than pmax, OK Available Ld (in) = 27.8 OK Check Development Length L' short (ft) = 1.00 Bar size =#4 p =0.0002 Fy (psi) = 60000 Mu (k-ft) = 0.53 area of bar = 0.20 Min p =0.0003 Ld1 (in) =24.0 d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.02 Spacing (in) = 103 Use p =0.0003 Ld3 (in) =12 Total Bars = 1 Less than pmax, OK Available Ld (in) = 27.3 OK SF1 Use: w/ 2 #4 3.0 feet long x 3.0 feet wide x 10'' thick Footing Each Way SF1 Loads: (U = 1.2DL + 1.6LL) Long Direction Check p Short Direction Check p 1 121 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Concrete Pad Footing Strength Design per ACI 318-11 Mark: Material Data P Self (k) = 4.35 M DL (k-ft) =0.00 Allowable q (psf) =2500 P DL (k) =14.00 M LL (k-ft) =25.25 f'c (psi) =2500 B 1 =0.85 P LL (k) =16.00 Accidental Eccentricity =Y Bars #3 and smaller, Fy (ksi) = 40 Pu (k) = 47.6 Mu (k-ft) = 61.59 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 1.29 outside middle 1/3 Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170 Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85 Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) % in center band B=100%574 >420 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures:86 >40 OK q min (psf) =0 q max (psf) =2236 OK qu-max (psf) =3100 qu at edge of base (psf) =1809 qu-min (psf) =0 qu at edge of base (psf) =3100 Reinforcing: Reinforcement Top and Bottom(Y/N) =y Base As(min) on calc'd As(4/3) (Y/N) =Y Check Development Length L' long (ft) = 2.50 Bar size =#4 p =0.0053 Fy (psi) = 60000 Mu (k-ft) = 12.11 area of bar = 0.20 Min p =0.0033 Ld1 (in) =24.0 d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.43 Spacing (in) = 6 Use p =0.0053 Ld3 (in) =12 Total Bars = 13 Less than pmax, OK Available Ld (in) = 45.8 OK Check Development Length L' short (ft) = 2.50 Bar size =#4 p =0.0022 Fy (psi) = 60000 Mu (k-ft) = 4.84 area of bar = 0.20 Min p =0.0029 Ld1 (in) =24.0 d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.16 Spacing (in) = 11 Use p =0.0029 Ld3 (in) =12 Total Bars = 7 Less than pmax, OK Available Ld (in) = 45.3 OK SF2 Use: w/ 13 #4 Top and Bottom 6.0 feet long x 6.0 feet wide x 10'' thick Footing Each Way SF2 Loads: (U = 1.2DL + 1.6LL) Long Direction Check p Short Direction Check p 1 122 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Concrete Pad Footing Strength Design per ACI 318-11 Mark: Material Data P Self (k) = 5.22 M DL (k-ft) =0.00 Allowable q (psf) =2500 P DL (k) =4.00 M LL (k-ft) =24.50 f'c (psi) =2500 B 1 =0.85 P LL (k) =6.55 Accidental Eccentricity =Y Bars #3 and smaller, Fy (ksi) = 40 Pu (k) = 21.5 Mu (k-ft) = 46.84 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 2.17 outside middle 1/3 Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170 Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85 Thickness (in) =12 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) % in center band B=100%738 >365 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures:122 >13 OK q min (psf) =0 q max (psf) =2121 OK qu-max (psf) =2898 qu at edge of base (psf) =1691 qu-min (psf) =0 qu at edge of base (psf) =2898 Reinforcing: Reinforcement Top and Bottom(Y/N) =y Base As(min) on calc'd As(4/3) (Y/N) =Y Check Development Length L' long (ft) = 2.50 Bar size =#5 p =0.0029 Fy (psi) = 60000 Mu (k-ft) = 11.32 area of bar = 0.31 Min p =0.0033 Ld1 (in) =30.0 d (in)= 8.69 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15 As req(in^2/ft)= 0.30 Spacing (in) = 9 Use p =0.0039 Ld3 (in) =12 Total Bars = 8 Less than pmax, OK Available Ld (in) = 47.7 OK Check Development Length L' short (ft) = 2.50 Bar size =#5 p =0.0012 Fy (psi) = 60000 Mu (k-ft) = 4.53 area of bar = 0.31 Min p =0.0016 Ld1 (in) =30.0 d (in)= 8.06 bar diameter = 0.625 Max p =0.0134 Ld2 (in) =15 As req(in^2/ft)= 0.12 Spacing (in) = 24 Use p =0.0016 Ld3 (in) =12 Total Bars = 4 Less than pmax, OK Available Ld (in) = 47.1 OK SF3 Use: w/ 8 #5 Top and Bottom 6.0 feet long x 6.0 feet wide x 12'' thick Footing Each Way SF3 Loads: (U = 1.2DL + 1.6LL) Long Direction Check p Short Direction Check p 1 123 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Concrete Pad Footing Strength Design per ACI 318-11 Mark: Material Data P Self (k) = 4.35 M DL (k-ft) =0.00 Allowable q (psf) =2500 P DL (k) =5.28 M LL (k-ft) =13.80 f'c (psi) =2500 B 1 =0.85 P LL (k) =2.72 Accidental Eccentricity =Y Bars #3 and smaller, Fy (ksi) = 40 Pu (k) = 15.9 Mu (k-ft) = 27.42 Bars #4 and bigger, Fy (ksi) = 60 e (ft) = 1.72 outside middle 1/3 Footing Dimensions: Column/Pier Base: Shear Check: Long (ft) =6 Long Direction (in) =12 Punching Vc (psi) = 170 Short (ft) =6 Short Direction (in)=12 Wide Bm Vc (psi) = 85 Thickness (in) =10 Wide Bm Shear Cap. (lb/in) > Shear Force (lb/in) % in center band B=100%574 >188 OK Punching Shear Resistance (k) > Applied Force (k) Bearing Pressures:86 >13 OK q min (psf) =0 q max (psf) =1075 OK qu-max (psf) =1385 qu at edge of base (psf) =808 qu-min (psf) =0 qu at edge of base (psf) =1385 Reinforcing: Reinforcement Top and Bottom(Y/N) =y Base As(min) on calc'd As(4/3) (Y/N) =Y Check Development Length L' long (ft) = 2.50 Bar size =#4 p =0.0023 Fy (psi) = 60000 Mu (k-ft) = 5.41 area of bar = 0.20 Min p =0.0030 Ld1 (in) =24.0 d (in)= 6.75 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.18 Spacing (in) = 20 Use p =0.0030 Ld3 (in) =12 Total Bars = 4 Less than pmax, OK Available Ld (in) = 45.8 OK Check Development Length L' short (ft) = 2.50 Bar size =#4 p =0.0010 Fy (psi) = 60000 Mu (k-ft) = 2.16 area of bar = 0.20 Min p =0.0013 Ld1 (in) =24.0 d (in)= 6.25 bar diameter = 0.5 Max p =0.0134 Ld2 (in) =12 As req(in^2/ft)= 0.07 Spacing (in) = 50 Use p =0.0013 Ld3 (in) =12 Total Bars = 2 Less than pmax, OK Available Ld (in) = 45.3 OK SF4 Use: w/ 4 #4 Top and Bottom 6.0 feet long x 6.0 feet wide x 10'' thick Footing Each Way SF4 Loads: (U = 1.2DL + 1.6LL) Long Direction Check p Short Direction Check p 1 124 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Company:Date:3/17/2023 Engineer:Page:1/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2301.3 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: F1554 Grade 36 Diameter (inch): 0.875 Effective Embedment depth, hef (inch): 10.000 Anchor category: - Anchor ductility: Yes hmin (inch): 11.63 Cmin (inch): 5.25 Smin (inch): 5.25 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 12.00 State: Cracked Compressive strength, f’c (psi): 2500 Ψc,V: 1.0 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 12.00 x 12.00 x 1.00 Recommended Anchor Anchor Name: Heavy Hex Bolt - 7/8"Ø Heavy Hex Bolt, F1554 Gr. 36 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 125 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Company:Date:3/17/2023 Engineer:Page:2/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2301.3 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 0 Vuax [lb]: 0 Vuay [lb]: 0 Mux [ft-lb]: 24500 Muy [ft-lb]: 0 Muz [ft-lb]: 0 <Figure 1> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 126 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Company:Date:3/17/2023 Engineer:Page:3/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2301.3 <Figure 2> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 127 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Company:Date:3/17/2023 Engineer:Page:4/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2301.3 3. Resulting Anchor Forces Anchor Tension load, Nua (lb) Shear load x, Vuax (lb) Shear load y, Vuay (lb) Shear load combined, √(Vuax)²+(Vuay)² (lb) 1 0.0 0.0 0.0 0.0 2 15664.2 0.0 0.0 0.0 3 15664.2 0.0 0.0 0.0 4 0.0 0.0 0.0 0.0 Sum 31328.4 0.0 0.0 0.0 Maximum concrete compression strain (‰): 0.36 Maximum concrete compression stress (psi): 1560 Resultant tension force (lb): 31328 Resultant compression force (lb): 31328 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.6.1) Nsa (lb)Nsa (lb) 26795 0.75 20096 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2) Nb = kc a f’chef1.5 (Eq. 17.6.2.2.1) kc a f’c (psi)hef (in)Nb (lb) 24.0 1.00 2500 10.000 37947 Ncbg =(ANc / ANco)ec,N ed,N c,N cp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a) ANc (in2)ANco (in2)ca,min (in)ec,N ed,N c,N cp,N Nb (lb)Ncbg (lb) 1170.00 900.00 30.00 1.000 1.000 1.00 1.000 37947 0.70 34532 6. Pullout Strength of Anchor in Tension (Sec. 17.6.3) Npn =c,PNp =c,P8Abrgf’c (Sec. 17.5.1.2, Eq. 17.6.3.1 & 17.6.3.2.2a) c,P Abrg (in2)f’c (psi)Npn (lb) 1.0 1.19 2500 0.70 16632 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 128 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg Company:Date:3/17/2023 Engineer:Page:5/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.1.2301.3 11. Results Interaction of Tensile and Shear Forces (Sec. 17.8) Tension Factored Load, Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 15664 20096 0.78 Pass Concrete breakout 31328 34532 0.91 Pass Pullout 15664 16632 0.94 Pass (Governs) 7/8"Ø Heavy Hex Bolt, F1554 Gr. 36 with hef = 10.000 inch meets the selected design criteria. 12. Warnings - Calculated concrete compression stress exceeds the permissible bearing stress of diameter 0.85f’c per ACI 318 Section 10.14. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 129 of 129 FROST Structural Engineering Project Name:Project No. : Eng. : Date : Sheet : DEP FSE03/28/23IF23-038Beehive Federal Credit Union - Rexburg