WWYK263009_65 Design Analysis_Part11.pdf

Mason & Hanger 4800 Sadler Rd. #300

Glen Allen, VA 23060

(804) 285-4171

Project

Tinker BACH Job Ref.

19503

Section

Hangar Bay Seismic Sheet no./rev.

Calc. by

ZB

Date

12/28/2023 Chk'd by

DD

Date App'd by Date

SEISMIC FORCES

In accordance with ASCE 7-16 Tedds calculation version 3.1.04

Site parameters

Site class; D

Mapped acceleration parameters (Section 11.4.2) at short period; SS = 0.299 at 1 sec period; S1 = 0.081

Site coefficientat short period (Table 11.4-1); Fa = 1.561 at 1 sec period (Table 11.4-2); Fv = 2.400

Spectral response acceleration parameters at short period (Eq. 11.4-1); SMS = Fa SS = 0.467 at 1 sec period (Eq. 11.4-2); SM1 = Fv S1 = 0.194

Design spectral acceleration parameters (Sect 11.4.4) at short period (Eq. 11.4-3); SDS = 2 / 3 SMS = 0.311 at 1 sec period (Eq. 11.4-4); SD1 = 2 / 3 SM1 = 0.130

Seismic design category

Occupancy category (Table 1-1); III

Seismic design category based on short period response acceleration (Table 11.6-1)

B

Seismic design category based on 1 sec period response acceleration (Table 11.6-2)

B

Seismic design category; B

Approximate fundamental period

Height above base to highest level of building; hn = 110 ft

From Table 12.8-2:

Structure type; Steel frame braced (buckling restrained)

Building period parameter Ct; Ct = 0.03

Building period parameter x; x = 0.75

Approximate fundamental period (Eq 12.8-7); Ta = Ct (hn)x 1sec / (1ft)x= 1.019 sec

Building fundamental period (Sect 12.8.2); T = Ta = 1.019 sec

Long-period transition period; TL = 12 sec

Seismic response coefficient

Seismic force-resisting system (Table 12.2-1); H. STEEL SYSTEMS NOT SPECIFICALLY DETAILED

1. Steel system not specially detailed for seismic resistance, ex

Response modification factor (Table 12.2-1); R = 3

Seismic importance factor (Table 1.5-2); Ie = 1.250

Seismic response coefficient (Sect 12.8.1.1)

Calculated (Eq 12.8-3); Cs_calc = SDS / (R / Ie) = 0.1296

Maximum (Eq 12.8-3); Cs_max = SD1 / ((T / 1 sec) (R / Ie)) = 0.0530

Glen Allen, VA 23060

(804) 285-4171

Project

Tinker BACH Job Ref.

19503

Section

Hangar Bay Seismic Sheet no./rev.

Calc. by

ZB

Date

12/28/2023 Chk'd by

DD

Date App'd by Date

Minimum (Eq.12.8-5); Cs_min = max(0.044 SDS Ie,0.01) = 0.0171

Seismic response coefficient; Cs = 0.0530

Seismic base shear (Sect 12.8.1)

Effective seismic weight of the structure; W = 7371.0 kips

Seismic response coefficient; Cs = 0.0530

Seismic base shear (Eq 12.8-1); V = Cs W = 390.6 kips

Glen Allen, VA 23060

(804) 285-4171

Project

Tinker BACH Job Ref.

19503

Section

Admin Space Seismic Sheet no./rev.

Calc. by

ZB

Date

12/28/2023 Chk'd by

DD

Date App'd by Date

SEISMIC FORCES

In accordance with ASCE 7-16 Tedds calculation version 3.1.04

Site parameters

Site class; D

Mapped acceleration parameters (Section 11.4.2) at short period; SS = 0.299 at 1 sec period; S1 = 0.081

Site coefficientat short period (Table 11.4-1); Fa = 1.561 at 1 sec period (Table 11.4-2); Fv = 2.400

Spectral response acceleration parameters at short period (Eq. 11.4-1); SMS = Fa SS = 0.467 at 1 sec period (Eq. 11.4-2); SM1 = Fv S1 = 0.194

Design spectral acceleration parameters (Sect 11.4.4) at short period (Eq. 11.4-3); SDS = 2 / 3 SMS = 0.311 at 1 sec period (Eq. 11.4-4); SD1 = 2 / 3 SM1 = 0.130

Seismic design category

Occupancy category (Table 1-1); III

Seismic design category based on short period response acceleration (Table 11.6-1)

B

Seismic design category based on 1 sec period response acceleration (Table 11.6-2)

B

Seismic design category; B

Approximate fundamental period

Height above base to highest level of building; hn = 37 ft

From Table 12.8-2:

Structure type; Steel frame braced (buckling restrained)

Building period parameter Ct; Ct = 0.03

Building period parameter x; x = 0.75

Approximate fundamental period (Eq 12.8-7); Ta = Ct (hn)x 1sec / (1ft)x= 0.450 sec

Building fundamental period (Sect 12.8.2); T = Ta = 0.450 sec

Long-period transition period; TL = 12 sec

Seismic response coefficient

Seismic force-resisting system (Table 12.2-1); H. STEEL SYSTEMS NOT SPECIFICALLY DETAILED

1. Steel system not specially detailed for seismic resistance, ex

Response modification factor (Table 12.2-1); R = 3

Seismic importance factor (Table 1.5-2); Ie = 1.250

Seismic response coefficient (Sect 12.8.1.1)

Calculated (Eq 12.8-2); Cs_calc = SDS / (R / Ie) = 0.1296

Maximum (Eq 12.8-3); Cs_max = SD1 / ((T / 1 sec) (R / Ie)) = 0.1200

Glen Allen, VA 23060

(804) 285-4171

Project

Tinker BACH Job Ref.

19503

Section

Admin Space Seismic Sheet no./rev.

Calc. by

ZB

Date

12/28/2023 Chk'd by

DD

Date App'd by Date

Minimum (Eq.12.8-5); Cs_min = max(0.044 SDS Ie,0.01) = 0.0171

Seismic response coefficient; Cs = 0.1200

Seismic base shear (Sect 12.8.1)

Effective seismic weight of the structure; W = 4403.0 kips

Seismic response coefficient; Cs = 0.1200

Seismic base shear (Eq 12.8-1); V = Cs W = 528.3 kips

Vertical distribution of seismic forces (Sect 12.8.3)

Vertical distribution factor (Eq 12.8-12); Cvx = wx hx k / (wi hi k)

Lateral force induced at level i (Eq 12.8-11); Fx = Cvx V

Vertical force distribution table

Level Height from base to Level i (ft), hx

Portion of effective seismic weight assigned to Level i (kips), wx

Distribution exponent related to building period, k

Vertical distribution factor, Cvx

Lateral force induced at Level i (kips), Fx;

1 18.0; 3314.0; 1.00; 0.597; 315.3;

2 37.0; 1089.0; 1.00; 0.403; 213.0;

Glen Allen, VA 23060

(804) 285-4171

Project

Tinker BACH Job Ref.

19503

Section

Shop Space Seismic Sheet no./rev.

Calc. by

ZB

Date

12/28/2023 Chk'd by

DD

Date App'd by Date

SEISMIC FORCES

In accordance with ASCE 7-16 Tedds calculation version 3.1.04

Site parameters

Site class; D

Mapped acceleration parameters (Section 11.4.2) at short period; SS = 0.299 at 1 sec period; S1 = 0.081

Site coefficientat short period (Table 11.4-1); Fa = 1.561 at 1 sec period (Table 11.4-2); Fv = 2.400

Spectral response acceleration parameters at short period (Eq. 11.4-1); SMS = Fa SS = 0.467 at 1 sec period (Eq. 11.4-2); SM1 = Fv S1 = 0.194

Design spectral acceleration parameters (Sect 11.4.4) at short period (Eq. 11.4-3); SDS = 2 / 3 SMS = 0.311 at 1 sec period (Eq. 11.4-4); SD1 = 2 / 3 SM1 = 0.130

Seismic design category

Occupancy category (Table 1-1); III

Seismic design category based on short period response acceleration (Table 11.6-1)

B

Seismic design category based on 1 sec period response acceleration (Table 11.6-2)

B

Seismic design category; B

Approximate fundamental period

Height above base to highest level of building; hn = 20 ft

From Table 12.8-2:

Structure type; Steel frame braced (buckling restrained)

Building period parameter Ct; Ct = 0.03

Building period parameter x; x = 0.75

Approximate fundamental period (Eq 12.8-7); Ta = Ct (hn)x 1sec / (1ft)x= 0.284 sec

Building fundamental period (Sect 12.8.2); T = Ta = 0.284 sec

Long-period transition period; TL = 12 sec

Seismic response coefficient

Seismic force-resisting system (Table 12.2-1); H. STEEL SYSTEMS NOT SPECIFICALLY DETAILED

1. Steel system not specially detailed for seismic resistance, ex

Response modification factor (Table 12.2-1); R = 3

Seismic importance factor (Table 1.5-2); Ie = 1.250

Seismic response coefficient (Sect 12.8.1.1)

Calculated (Eq 12.8-2); Cs_calc = SDS / (R / Ie) = 0.1296

Maximum (Eq 12.8-3); Cs_max = SD1 / ((T / 1 sec) (R / Ie)) = 0.1903

Glen Allen, VA 23060

(804) 285-4171

Project

Tinker BACH Job Ref.

19503

Section

Shop Space Seismic Sheet no./rev.

Calc. by

ZB

Date

12/28/2023 Chk'd by

DD

Date App'd by Date

Minimum (Eq.12.8-5); Cs_min = max(0.044 SDS Ie,0.01) = 0.0171

Seismic response coefficient; Cs = 0.1296

Seismic base shear (Sect 12.8.1)

Effective seismic weight of the structure; W = 1329.0 kips

Seismic response coefficient; Cs = 0.1296

Seismic base shear (Eq 12.8-1); V = Cs W = 172.3 kips

Design Snow Loads - Hangar Roof

Project : Bomber Agile Common Hangar Date: 11/21/23

Location : Tinker Air Force Base, Oklahoma Designed by: Z. Brown, PE

(Reference : ASCE 7-10, UFC 3-301-01) Checked by: D. Dickey, PE

Ground Snow Load. pg = 10 psf UFC 3-301-01

Exposure Factor, Ce = 0.9 Terrain Category C, Fully Exposed Table 7-2

Slope factor, Cs = 1.0 Warm Roof Figure 7-2a

Thermal Factor, Ct = 1.0 Heated to above freezing Table 7-3

Importance Factor, Is = 1.1 Risk Category III Table 1.5-2

Flat Roof Snow Load Sec. 7.3 pf = 0.7*Ce*Ct*I*pg Eqn. 7.3-1

= 6.9 psf

Minimum pf = 10(I) ← N/A Sec. 7.3.4

= 11 psf ← Controls

Sloped Roof Snow Load < 5˚, Check Calcs below Sec. 7.4 ps = Cspf Eqn. 7.4-1

= 11.0 psf

Balanced Snow Load Sec. 7.6

Snow Density, γ = 15.3 pcf = 0.13pg + 14 ≤ 30pcf Eqn. 7.7-1 hb = 0.7 ft = ps/γ

Design Snow Loads - Low Roof

Project : Bomber Agile Common Hangar Date: 11/21/23

Location : Tinker Air Force Base, Oklahoma Designed by: Z. Brown, PE

(Reference : ASCE 7-16, UFC 3-301-01) Checked by: D. Dickey, PE

Ground Snow Load. pg = 10 psf UFC 3-301-01

Exposure Factor, Ce = 1.0 Terrain Category C, Partially exposed Table 7-2

Slope factor, Cs = 1.0 Warm Roof Figure 7-2a

Thermal Factor, Ct = 1.0 Heated to above freezing Table 7-3

Importance Factor, Is = 1.1 Risk Category III Table 1.5-2

Flat Roof Snow Load Sec. 7.3 pf = 0.7*Ce*Ct*I*pg Eqn. 7.3-1

= 7.7 psf

Minimum pf = 10(I) ← N/A Sec. 7.3.4

= 11 psf ← Controls

Sloped Roof Snow Load Sec. 7.4 ps = Cspf Eqn. 7.4-1

= 11.0 psf

Balanced Snow Load Sec. 7.6

Snow Density, γ = 15.3 pcf = 0.13pg + 14 ≤ 30pcf Eqn. 7.7-1 hb = 0.7 ft = ps/γ

Unbalanced Snow Load N/A Sec. 7.6

Drift Snow Load Sec. 7.7

Leeward lu = 364.0 ft, length of upper roof hd = 5.0 ft ← Controls Fig. 7-9

Windward lu = 340.0 ft, length of lower roof

0.75*hd = 3.6 ft Fig. 7-9 hc = 8.0 ft approx., from top of balanced snow load to top of upper roof projection w = 20.0 ft = 4*hd (hd ≤ hc) wMAX = 64.0 ft = 8*hc 11.1273

Ice Load* N/A Sec. 7.4

IL = 22.0 psf = 2*pf

*NOTE: Applied in conjunction with DEAD loads only on all overhanging portions of the roof.

BrownZ7 Text Box SAMPLE CALCULATIONS FOR ADMIN AND SHOP SPACE BEAM AND JOIST DESIGN USING RAM STRUCTURAL SYSTEM

Beam Summary RAM Steel 23.00.01.275 Tinker BACH DataBase: left side shop space 06/03/24 16:43:59 Building Code: IBC Steel Code: AISC 360-16 LRFD

STEEL BEAM DESIGN SUMMARY:

Demand/Capacity Limits for: Strength: 1.000 Deflection: 1.000

Floor Type: high roof

Bm # Length +Mu -Mu Mn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi

213 16.67 35.4 0.0 42.1 50.0 W10X12 236 12.69 2.8 -0.9 13.7 50.0 W8X10

3.15 0.0 -0.9 237 13.10 22.3 0.0 30.1 50.0 W8X10 238 15.00 30.1 0.0 42.4 50.0 W10X12 239 15.00 28.3 0.0 41.0 50.0 W10X12 240 14.75 26.9 0.0 40.7 50.0 W10X12 241 23.67 69.1 0.0 116.8 50.0 W14X22 242 24.08 68.2 0.0 117.4 50.0 W14X22 243 23.67 68.6 0.0 116.8 50.0 W14X22 309 28.80 146.7 0.0 249.4 50.0 W18X35 320 52.93 511.1 0.0 915.0 50.0 W27X84 u

Floor Type: Roof

Bm # Length +Mu -Mu Mn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi

3 29.75 136.7 0.0 202.5 50.0 W16X31 4 29.75 136.7 0.0 202.5 50.0 W16X31 5 20.00 56.7 0.0 65.2 50.0 W12X14 6 27.00 130.1 0.0 202.5 50.0 W16X31 9 25.33 114.1 0.0 165.8 50.0 W16X26

12 21.83 74.1 0.0 119.5 50.0 W14X22 13 22.33 77.0 0.0 118.8 50.0 W14X22 14 26.50 104.8 0.0 165.8 50.0 W16X26 15 26.50 94.3 0.0 165.8 50.0 W16X26 16 22.33 68.1 0.0 118.8 50.0 W14X22 17 21.83 65.2 0.0 83.2 50.0 W12X19

213 16.67 60.7 0.0 75.4 50.0 W12X16 236 12.09 0.3 0.0 13.6 50.0 W8X10 237 13.10 35.7 0.0 46.5 50.0 W8X18 238 15.00 49.0 0.0 53.1 50.0 W8X21 240 14.75 47.4 0.0 54.3 50.0 W8X21 241 23.65 123.7 0.0 131.8 50.0 W12X40 242 24.08 127.7 0.0 165.8 50.0 W16X26 243 23.65 123.2 0.0 165.8 50.0 W16X26 274 11.82 3.1 0.0 32.9 50.0 W8X10 275 28.35 18.3 0.0 46.9 50.0 W10X12 298 18.00 55.7 0.0 61.9 50.0 W12X14 299 18.00 48.5 0.0 61.9 50.0 W12X14

Tinker BACH DataBase: left side shop space 06/03/24 16:43:59 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Floor

Bm # Length +Mu -Mu Mn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi

1 26.25 106.0 0.0 165.8 50.0 W16X26 u 2 26.25 106.0 0.0 165.8 50.0 W16X26 u 4 29.75 732.0 0.0 733.8 50.0 W24X55 u 20 5 29.75 732.0 0.0 733.8 50.0 W24X55 u 20 6 20.00 262.8 0.0 294.0 50.0 W18X40 u 0 7 20.00 76.8 0.0 114.9 50.0 W12X14 u 8 8 25.33 388.0 0.0 527.8 50.0 W21X44 u 16 9 25.33 415.6 0.0 527.8 50.0 W21X44 u 16

10 25.50 516.7 0.0 558.7 50.0 W21X44 u 20 11 32.00 776.7 0.0 1004.2 50.0 W24X62 u 54 14 14.75 41.6 0.0 82.0 50.0 W10X12 u 6 16 21.83 281.7 0.0 405.1 50.0 W18X35 u 18 17 22.33 294.7 0.0 405.2 50.0 W18X35 u 18 18 26.50 415.0 0.0 585.5 50.0 W21X44 u 24 19 26.50 495.2 0.0 585.5 50.0 W21X44 u 24 20 22.33 351.5 0.0 405.2 50.0 W18X35 u 18 21 21.83 336.1 0.0 405.1 50.0 W18X35 u 18 23 18.00 137.8 0.0 276.3 50.0 W16X26 u 14 24 18.00 191.7 0.0 278.1 50.0 W16X26 u 14 30 11.82 17.5 0.0 81.0 50.0 W10X12 u 6 31 28.35 101.3 0.0 170.8 50.0 W12X19 u 14 32 28.35 176.6 0.0 252.0 50.0 W16X26 u 12 33 27.15 161.5 0.0 225.4 50.0 W14X22 u 18 34 23.65 122.8 0.0 172.3 50.0 W12X19 u 14 35 11.85 29.1 0.0 63.1 50.0 W8X10 u 6 36 20.75 82.6 0.0 115.0 50.0 W12X14 u 8 37 23.65 165.6 0.0 250.5 50.0 W16X26 u 14 38 23.65 97.2 0.0 165.2 50.0 W12X14 u 22 39 16.67 48.1 0.0 77.3 50.0 W8X10 u 10 40 24.08 218.6 0.0 294.0 50.0 W18X40 u 41 28.33 285.6 0.0 470.2 50.0 W18X40 u 48 42 23.65 121.5 0.0 164.1 50.0 W12X19 u 12 43 23.65 121.0 0.0 164.1 50.0 W12X19 u 12 44 29.75 192.5 0.0 252.0 50.0 W16X26 u 12 45 15.00 48.5 0.0 82.0 50.0 W10X12 u 6 46 15.00 158.2 0.0 238.1 50.0 W16X26 u 15 47 23.65 133.9 0.0 190.7 50.0 W14X22 u 10 48 15.00 53.5 0.0 77.2 50.0 W8X10 u 10 49 29.75 212.5 0.0 282.1 50.0 W16X26 u 18 50 29.75 194.0 0.0 251.9 50.0 W16X26 u 12 51 15.00 48.8 0.0 82.0 50.0 W10X12 u 6

Page 2/11

Tinker BACH DataBase: left side shop space 06/03/24 16:43:59 Building Code: IBC Steel Code: AISC 360-16 LRFD

Bm # Length +Mu -Mu Mn Fy Beam Size Studs 52 23.65 89.1 0.0 138.5 50.0 W12X14 u 14 53 29.75 419.3 0.0 527.1 50.0 W21X44 u 23 54 23.65 97.8 0.0 165.2 50.0 W12X14 u 22 55 29.75 354.8 0.0 412.5 50.0 W21X50 u 0 56 28.33 137.2 0.0 190.6 50.0 W14X22 u 10 63 27.00 440.1 0.0 528.1 50.0 W21X44 u 16 64 27.00 394.7 0.0 528.1 50.0 W21X44 u 16 71 27.15 161.5 0.0 225.4 50.0 W14X22 u 18 72 27.15 161.5 0.0 225.4 50.0 W14X22 u 18 73 27.15 161.5 0.0 225.4 50.0 W14X22 u 18 74 28.35 176.6 0.0 252.0 50.0 W16X26 u 12 75 28.35 176.6 0.0 252.0 50.0 W16X26 u 12 76 28.35 176.6 0.0 252.0 50.0 W16X26 u 12 77 28.35 176.6 0.0 252.0 50.0 W16X26 u 12 78 28.35 176.6 0.0 252.0 50.0 W16X26 u 12 79 28.35 176.6 0.0 252.0 50.0 W16X26 u 12 80 27.15 161.5 0.0 225.4 50.0 W14X22 u 18 81 27.15 161.5 0.0 225.4 50.0 W14X22 u 18 82 27.15 161.5 0.0 225.4 50.0 W14X22 u 18

110 23.65 119.7 0.0 164.1 50.0 W12X19 u 12 111 23.65 119.7 0.0 164.1 50.0 W12X19 u 12 112 23.65 122.4 0.0 172.3 50.0 W12X19 u 14 113 23.65 122.4 0.0 172.3 50.0 W12X19 u 14 114 23.65 145.2 0.0 190.7 50.0 W14X22 u 10 115 23.65 145.2 0.0 190.7 50.0 W14X22 u 10 119 29.75 230.3 0.0 330.2 50.0 W16X26 u 34 120 29.75 230.3 0.0 330.2 50.0 W16X26 u 34 121 15.00 58.1 0.0 82.0 50.0 W10X12 u 6 122 15.00 58.1 0.0 82.0 50.0 W10X12 u 6 123 29.75 194.6 0.0 252.0 50.0 W16X26 u 12 124 29.75 194.6 0.0 252.0 50.0 W16X26 u 12 125 15.00 49.0 0.0 82.0 50.0 W10X12 u 6 126 15.00 49.0 0.0 82.0 50.0 W10X12 u 6 129 24.84 316.1 0.0 425.9 50.0 W18X40 u 15 140 15.00 47.9 0.0 82.0 50.0 W10X12 u 6 141 15.00 47.9 0.0 82.0 50.0 W10X12 u 6 142 29.75 190.4 0.0 252.0 50.0 W16X26 u 12 143 29.75 190.4 0.0 252.0 50.0 W16X26 u 12 148 24.84 320.7 0.0 428.3 50.0 W18X40 u 20 150 24.84 255.0 0.0 363.7 50.0 W18X35 u 14 151 19.00 40.6 0.0 90.5 50.0 W10X12 u 8 152 16.25 48.2 0.0 81.7 50.0 W10X12 u 7 153 16.25 43.9 0.0 81.7 50.0 W10X12 u 7 154 10.00 15.2 0.0 87.6 50.0 W10X12 u 6 155 9.25 12.6 0.0 81.6 50.0 W10X12 u 6

Page 3/11

Tinker BACH DataBase: left side shop space 06/03/24 16:43:59 Building Code: IBC Steel Code: AISC 360-16 LRFD

Bm # Length +Mu -Mu Mn Fy Beam Size Studs 156 19.00 64.7 0.0 82.2 50.0 W10X12 u 7 158 23.65 127.8 0.0 186.2 50.0 W12X19 u 18 159 23.65 136.2 0.0 190.7 50.0 W14X22 u 10 160 23.65 136.2 0.0 190.7 50.0 W14X22 u 10 198 15.00 39.6 0.0 82.0 50.0 W10X12 u 6 199 15.00 39.6 0.0 82.0 50.0 W10X12 u 6 200 29.75 157.6 0.0 251.7 50.0 W16X26 u 12 201 29.75 157.6 0.0 251.7 50.0 W16X26 u 12 202 22.83 95.0 0.0 139.5 50.0 W12X14 u 14 203 22.83 67.1 0.0 114.3 50.0 W12X14 u 9 204 9.50 16.4 0.0 81.7 50.0 W10X12 u 6 205 28.33 151.7 0.0 218.1 50.0 W14X22 u 16 206 28.33 151.7 0.0 218.1 50.0 W14X22 u 16 207 28.33 151.7 0.0 218.1 50.0 W14X22 u 16 208 28.33 151.7 0.0 218.1 50.0 W14X22 u 16 209 24.60 114.1 0.0 154.8 50.0 W12X19 u 10 210 24.60 114.1 0.0 154.8 50.0 W12X19 u 10 211 24.60 113.7 0.0 154.8 50.0 W12X19 u 10 212 24.60 114.1 0.0 154.8 50.0 W12X19 u 10 217 23.65 104.1 0.0 159.0 50.0 W12X16 u 16 218 23.65 104.1 0.0 159.0 50.0 W12X16 u 16 219 23.65 104.1 0.0 159.0 50.0 W12X16 u 16 220 20.00 74.4 0.0 114.9 50.0 W12X14 u 8 221 20.00 74.4 0.0 114.9 50.0 W12X14 u 8 222 20.00 74.4 0.0 114.9 50.0 W12X14 u 8 223 20.75 80.0 0.0 115.0 50.0 W12X14 u 8 224 20.75 80.0 0.0 115.0 50.0 W12X14 u 8 225 20.75 80.0 0.0 115.0 50.0 W12X14 u 8 226 20.75 84.1 0.0 115.0 50.0 W12X14 u 8 227 20.75 85.3 0.0 115.0 50.0 W12X14 u 8 228 20.75 85.3 0.0 115.0 50.0 W12X14 u 8 229 20.00 79.2 0.0 114.9 50.0 W12X14 u 8 230 20.00 79.2 0.0 114.9 50.0 W12X14 u 8 231 20.00 79.2 0.0 114.9 50.0 W12X14 u 8 235 16.25 35.2 0.0 82.1 50.0 W10X12 u 6 236 19.00 71.4 0.0 105.6 50.0 W10X12 u 12 237 23.65 174.7 0.0 208.3 50.0 W14X22 u 16 238 19.50 61.5 0.0 123.3 50.0 W12X14 u 8 239 19.50 38.4 0.0 123.3 50.0 W12X14 u 8 240 11.17 23.7 0.0 63.1 50.0 W8X10 u 6 241 11.17 23.7 0.0 63.1 50.0 W8X10 u 6 242 6.48 8.0 0.0 62.5 50.0 W8X10 u 6 243 6.48 8.0 0.0 62.5 50.0 W8X10 u 6 244 31.00 146.1 0.0 247.9 50.0 W18X35 u 257 5.50 0.1 0.0 58.4 50.0 W8X10 u 4

Page 4/11

Tinker BACH DataBase: left side shop space 06/03/24 16:43:59 Building Code: IBC Steel Code: AISC 360-16 LRFD

Bm # Length +Mu -Mu Mn Fy Beam Size Studs 258 6.50 0.1 0.0 58.6 50.0 W8X10 u 4 259 28.80 156.8 0.0 244.9 50.0 W14X22 u 24 265 28.80 156.8 0.0 244.9 50.0 W14X22 u 24 266 28.80 156.8 0.0 244.9 50.0 W14X22 u 24 267 28.80 155.6 0.0 238.4 50.0 W14X22 u 22 268 5.83 0.5 0.0 58.3 50.0 W8X10 u 4

* after Size denotes beam failed stress/capacity criteria.

# after Size denotes beam failed deflection criteria.

u after Size denotes this size has been assigned by the User.

Page 5/11

Tinker BACH DataBase: left side shop space 06/03/24 16:43:59 Building Code: IBC Steel Code: AISC 360-16 LRFD

JOIST SELECTION SUMMARY:

Demand/Capacity Limits for: Strength: 1.000 Deflection: 1.000

Floor Type: high roof

Standard Joists:

Joist # Length WDL WLL WTL Joist

354 4.80 6.7 6.7 13.3 2.5K1 355 4.80 6.7 6.7 13.3 2.5K1 356 4.80 6.7 6.7 13.3 2.5K1 357 4.80 6.7 6.7 13.3 2.5K1 359 4.80 6.7 6.7 13.3 2.5K1 360 4.81 6.7 6.7 13.4 2.5K1 361 4.79 6.7 6.7 13.4 2.5K1 362 4.84 6.7 6.7 13.4 2.5K1 372 4.81 6.7 6.7 13.4 2.5K1 373 4.81 6.7 6.7 13.4 2.5K1 374 4.81 6.7 6.7 13.4 2.5K1 375 4.81 6.7 6.7 13.4 2.5K1 376 4.81 6.7 6.7 13.4 2.5K1 377 4.81 6.7 6.7 13.4 2.5K1 378 4.81 6.7 6.7 13.4 2.5K1 379 4.84 6.7 6.7 13.4 2.5K1 380 4.79 6.7 6.7 13.4 2.5K1 381 4.81 6.7 6.7 13.4 2.5K1 382 4.80 6.7 6.7 13.3 2.5K1 383 4.80 6.7 6.7 13.3 2.5K1 384 4.80 6.7 6.7 13.3 2.5K1 385 4.80 6.7 6.7 13.3 2.5K1 386 4.80 6.7 6.7 13.3 2.5K1 387 4.80 6.7 6.7 13.3 2.5K1 394 4.52 6.7 6.7 13.4 2.5K1 401 4.81 6.7 6.7 13.4 2.5K1 402 4.81 6.7 6.7 13.3 2.5K1 403 4.81 6.7 6.7 13.3 2.5K1 404 4.81 6.7 6.7 13.3 2.5K1 405 4.82 6.7 6.7 13.3 2.5K1 406 4.81 6.7 6.7 13.3 2.5K1 407 4.81 6.7 6.7 13.3 2.5K1

Special Joists:

Joist # Length +M -M Joist Size

248 35.73 24.6 -1.1 XXGSP

251 35.73 24.7 -1.1 XXGSP

252 35.73 24.6 -1.1 XXGSP

Page 6/11

Tinker BACH DataBase: left side shop space 06/03/24 16:43:59 Building Code: IBC Steel Code: AISC 360-16 LRFD

Joist # Length +M -M Joist Size

253 35.73 24.5 -1.1 XXGSP

254 36.05 25.2 -1.1 XXGSP

255 36.05 24.4 -1.1 XXGSP

256 36.05 23.0 -1.1 XXGSP

257 36.05 25.1 -1.1 XXGSP

258 36.05 25.1 -1.1 XXGSP

259 36.05 25.1 -1.1 XXGSP

260 36.05 25.1 -1.1 XXGSP

261 36.05 25.2 -1.1 XXGSP

262 36.05 25.1 -1.1 XXGSP

263 36.05 25.0 -1.1 XXGSP

272 35.73 24.6 -1.1 XXGSP

273 36.05 25.1 -1.1 XXGSP

276 5.33 0.0 0.0 XXGSP

310 35.73 24.6 -1.1 XXGSP

311 35.67 24.5 -1.0 XXGSP

312 35.61 24.4 -1.1 XXGSP

313 35.55 24.4 -1.1 XXGSP

314 35.50 24.3 -1.1 XXGSP

315 36.05 25.1 -1.1 XXGSP

316 35.99 25.0 -1.1 XXGSP

317 35.93 25.0 -1.1 XXGSP

318 35.88 24.9 -1.1 XXGSP

319 35.82 24.8 -1.1 XXGSP

358 4.82 0.0 0.0 XXGSP

395 35.73 24.6 -1.1 XXGSP

396 35.78 23.8 -1.5 XXGSP

397 35.78 23.8 -1.5 XXGSP

398 35.78 24.0 -0.8 XXGSP

399 35.73 24.6 -1.1 XXGSP

400 35.73 24.7 -1.1 XXGSP

Floor Type: Roof

Standard Joists:

Joist # Length WDL WLL WTL Joist

56 27.15 99.2 99.2 198.3 16K3 57 27.15 99.2 99.2 198.3 16K3 58 27.15 99.2 99.2 198.3 16K3 59 27.15 99.2 99.2 198.3 16K3 60 27.15 99.2 99.2 198.3 16K3 61 28.35 99.2 99.2 198.3 16K3 62 28.35 99.2 99.2 198.3 16K3 63 28.35 99.2 99.2 198.3 16K3 64 28.35 99.2 99.2 198.3 16K3

Page 7/11

Tinker BACH DataBase: left side shop space 06/03/24 16:43:59 Building Code: IBC Steel Code: AISC 360-16 LRFD

Joist # Length WDL WLL WTL Joist 65 28.35 99.2 99.2 198.3 16K3 66 27.15 99.2 99.2 198.3 16K3 67 27.15 99.2 99.2 198.3 16K3 68 27.15 99.2 99.2 198.3 16K3 69 27.15 99.2 99.2 198.3 16K3 70 27.15 99.2 99.2 198.3 16K3 71 28.35 99.2 99.2 198.3 16K3 72 28.35 99.2 99.2 198.3 16K3 73 28.35 99.2 99.2 198.3 16K3 74 28.35 99.2 99.2 198.3 16K3 75 28.35 99.2 99.2 198.3 16K3 81 23.65 90.0 90.0 180.0 14K1 82 23.65 90.0 90.0 180.0 14K1 83 23.65 90.0 90.0 180.0 14K1 84 23.65 90.0 90.0 180.0 14K1 85 23.65 90.0 90.0 180.0 14K1 86 23.65 84.4 84.4 168.9 14K1 87 23.65 84.4 84.4 168.9 14K1 88 23.65 84.4 84.4 168.9 14K1 89 23.65 84.4 84.4 168.9 14K1

131 23.65 87.3 87.3 174.6 14K1 132 23.65 87.3 87.3 174.6 14K1 133 23.65 87.3 87.3 174.6 14K1 134 23.65 87.3 87.3 174.6 14K1 135 29.75 87.3 87.3 174.6 16K3 136 29.75 87.3 87.3 174.6 16K3 137 29.75 87.3 87.3 174.6 16K3 138 29.75 87.3 87.3 174.6 16K3 139 15.00 87.3 87.3 174.6 10K1 140 15.00 87.3 87.3 174.6 10K1 141 15.00 87.3 87.3 174.6 10K1 142 15.00 87.3 87.3 174.6 10K1 143 15.00 89.3 89.3 178.6 10K1 144 15.00 89.3 89.3 178.6 10K1 145 15.00 89.3 89.3 178.6 10K1 146 15.00 89.3 89.3 178.6 10K1 147 29.75 89.3 89.3 178.6 16K3 148 29.75 89.3 89.3 178.6 16K3 149 29.75 89.3 89.3 178.6 16K3 150 29.75 89.3 89.3 178.6 16K3 151 23.65 89.3 89.3 178.6 14K1 152 23.65 89.3 89.3 178.6 14K1 153 23.65 89.3 89.3 178.6 14K1 154 23.65 89.3 89.3 178.6 14K1 155 23.65 88.3 88.3 176.7 14K1

Page 8/11

Tinker BACH DataBase: left side shop space 06/03/24 16:43:59 Building Code: IBC Steel Code: AISC 360-16 LRFD

Joist # Length WDL WLL WTL Joist 156 23.65 88.3 88.3 176.7 14K1 157 23.65 88.3 88.3 176.7 14K1 158 23.65 88.3 88.3 176.7 14K1 159 23.65 88.3 88.3 176.7 14K1 160 29.75 88.3 88.3 176.7 16K3 161 29.75 88.3 88.3 176.7 16K3 162 29.75 88.3 88.3 176.7 16K3 163 29.75 88.3 88.3 176.7 16K3 164 29.75 88.3 88.3 176.7 16K3 165 15.00 88.3 88.3 176.7 10K1 166 15.00 88.3 88.3 176.7 10K1 167 15.00 88.3 88.3 176.7 10K1 168 15.00 88.3 88.3 176.7 10K1 169 15.00 88.3 88.3 176.7 10K1 179 23.65 89.2 89.2 178.3 14K1 180 29.75 89.2 89.2 178.3 16K3 181 15.00 89.2 89.2 178.3 10K1 182 23.65 88.8 88.8 177.7 14K1 183 29.75 88.8 88.8 177.7 16K3 184 15.00 88.8 88.8 177.7 10K1 185 15.00 88.3 88.3 176.6 10K1 186 29.75 88.3 88.3 176.6 16K3 187 23.65 88.3 88.3 176.6 14K1 202 23.65 87.2 87.2 174.4 14K1 203 23.65 94.6 94.6 189.2 14K1 204 11.85 94.6 94.6 189.2 10K1 205 27.15 99.2 99.2 198.3 16K3 206 28.35 99.2 99.2 198.3 16K3 277 40.75 90.0 90.0 180.0 22K5 278 40.75 90.0 90.0 180.0 22K5 279 40.75 90.0 90.0 180.0 22K5 280 40.75 90.0 90.0 180.0 22K5 281 40.75 90.0 90.0 180.0 22K5 282 40.75 84.4 84.4 168.9 22K5 283 40.75 84.4 84.4 168.9 22K5 284 40.75 84.4 84.4 168.9 22K5 285 40.75 84.4 84.4 168.9 22K5 287 40.75 87.2 87.2 174.4 22K5 300 23.65 90.0 90.0 180.0 14K1 301 23.65 90.0 90.0 180.0 14K1 302 23.65 90.0 90.0 180.0 14K1 303 29.75 90.0 90.0 180.0 16K3 304 29.75 90.0 90.0 180.0 16K3 305 29.75 90.0 90.0 180.0 16K3 306 15.00 90.0 90.0 180.0 10K1

Page 9/11

Tinker BACH DataBase: left side shop space 06/03/24 16:43:59 Building Code: IBC Steel Code: AISC 360-16 LRFD

Joist # Length WDL WLL WTL Joist 307 15.00 90.0 90.0 180.0 10K1 308 15.00 90.0 90.0 180.0 10K1 321 40.75 84.4 84.4 168.9 22K5 322 23.65 84.4 84.4 168.9 14K1

Floor Type: Floor

Standard Joists:

Joist # Length WDL WLL WTL Joist

162 28.35 87.5 87.5 175.0 16K2 u 163 28.35 87.5 87.5 175.0 16K2 u 164 28.35 87.5 87.5 175.0 16K2 u 165 28.35 87.5 87.5 175.0 16K2 u 166 28.35 87.5 87.5 175.0 16K2 u 167 27.15 87.5 87.5 175.0 16K2 u 168 27.15 87.5 87.5 175.0 16K2 u 169 27.15 87.5 87.5 175.0 16K2 u 170 27.15 87.5 87.5 175.0 16K2 u 171 27.15 87.5 87.5 175.0 16K2 u 172 28.35 87.5 87.5 175.0 16K2 u 173 28.35 87.5 87.5 175.0 16K2 u 174 28.35 87.5 87.5 175.0 16K2 u 175 28.35 87.5 87.5 175.0 16K2 u 176 28.35 87.5 87.5 175.0 16K2 u 177 27.15 87.5 87.5 175.0 16K2 u 178 27.15 87.5 87.5 175.0 16K2 u 179 27.15 87.5 87.5 175.0 16K2 u 180 27.15 87.5 87.5 175.0 16K2 u 181 27.15 87.5 87.5 175.0 16K2 u 194 28.35 87.5 87.5 175.0 16K2 u 195 27.15 87.5 87.5 175.0 16K2 u 196 27.15 88.0 88.0 176.1 16K2 u 197 28.35 88.0 88.0 176.1 16K2 u 245 28.35 88.6 88.6 177.1 16K2 u 246 28.35 88.6 88.6 177.1 16K2 u 247 28.35 88.6 88.6 177.1 16K2 u 248 28.35 88.6 88.6 177.1 16K2 u 249 28.35 88.6 88.6 177.1 16K2 u 250 28.35 88.6 88.6 177.1 16K2 u 251 27.15 88.6 88.6 177.1 16K2 u 252 27.15 88.6 88.6 177.1 16K2 u 253 27.15 88.6 88.6 177.1 16K2 u 254 27.15 88.6 88.6 177.1 16K2 u 255 27.15 88.6 88.6 177.1 16K2 u 256 27.15 88.6 88.6 177.1 16K2 u

Page 10/11

Tinker BACH DataBase: left side shop space 06/03/24 16:43:59 Building Code: IBC Steel Code: AISC 360-16 LRFD

* after Size denotes joist is inadequate.

Page 11/11

Gravity Column Design Summary

Tinker BACH DataBase: left side shop space 11/13/24 11:34:58 Building Code: IBC Steel Code: AISC360-16 LRFD

DEMAND/CAPACITY LIMIT FOR STRENGTH : 1.000

Column Line 0.5-M.4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size High roof 4.0 -0.0 5.6 1 0.06 Eq H1-1b 90.0 50 W10X49 Roof 17.6 0.0 0.0 1 0.18 Eq Axial 90.0 50 W10X49 First 18.7 0.0 0.0 1 0.19 Eq Axial 90.0 50 W10X49

Column Line 1-K.2 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size First 120.6 45.6 14.0 6 0.82 Eq H1-1a 90.0 50 W8X48

Column Line 1-L.5 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size First 150.8 -50.7 -25.5 10 0.83 Eq H1-1a 90.0 50 W10X49

Column Line 1-M.4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size High roof 12.9 4.1 3.8 7 0.13 Eq H1-1b 90.0 50 W8X31 Roof Frame First Frame

Column Line 1-N.3 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 16.6 7.1 5.8 2 0.23 Eq H1-1b 90.0 50 W8X31 First 134.7 0.2 6.3 1 0.94 Eq H1-1a 90.0 50 W8X31

Column Line 1-P.3 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 18.2 9.1 6.4 2 0.23 Eq H1-1b 90.0 50 W8X35 First 148.7 2.1 6.5 1 0.91 Eq H1-1a 90.0 50 W8X35

Column Line 1-R.3 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 16.6 -9.6 5.1 3 0.47 Eq H1-1a 90.0 50 W8X24 First 135.6 -4.2 6.5 1 0.98 Eq H1-1a 90.0 50 W8X31

Column Line 1.6-J.9 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size High roof 20.7 0.0 2.6 2 0.08 Eq H1-1b 90.0 50 W8X31 Roof 45.4 0.0 13.7 2 0.54 Eq H1-1a 90.0 50 W8X31 First 113.1 0.0 16.4 1 0.98 Eq H1-1a 90.0 50 W8X31

Tinker BACH DataBase: left side shop space 11/13/24 11:34:58 Building Code: IBC Steel Code: AISC360-16 LRFD

Column Line 2-G.9 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 5.6 12.9 7.1 2 0.27 Eq H1-1b 90.0 50 W8X31 First 95.1 13.6 6.3 1 0.80 Eq H1-1a 90.0 50 W8X31

Column Line 2-J Level Pu Mux Muy LC Interaction Eq. Angle Fy Size First 116.7 -1.6 -8.4 10 0.88 Eq H1-1a 90.0 50 W8X31

Column Line 2.3-M.4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size High roof 16.2 0.0 0.0 1 0.05 Eq Axial 90.0 50 W8X31 Roof Frame First Frame

Column Line 2.6-L.3 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size High roof 60.5 -6.1 -13.2 1 0.73 Eq H1-1a 90.0 50 W10X49 Roof 61.6 -6.1 0.0 1 0.64 Eq H1-1a 90.0 50 W10X49 First 147.5 2.0 38.2 1 0.74 Eq H1-1a 0.0 50 W10X49

Column Line 2.8-C.6 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size First 34.9 -1.7 -0.7 10 0.24 Eq H1-1a 90.0 50 W8X31

Column Line 2.8-D.6 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size First 33.0 0.0 -0.1 1 0.21 Eq H1-1a 90.0 50 W8X31

Column Line 2.8-F.8 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 27.0 -13.6 -4.6 4 0.18 Eq H1-1b 90.0 50 W8X48 First 208.8 0.0 -7.7 10 0.87 Eq H1-1a 90.0 50 W8X48

Column Line 3-G.9 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 24.7 13.3 -19.0 5 0.35 Eq H1-1b 90.0 50 W8X48 First 173.2 14.0 -19.9 1 0.93 Eq H1-1a 90.0 50 W8X48

Column Line 3-J Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 38.1 3.4 2.0 2 0.28 Eq H1-1a 90.0 50 W8X35

Page 2/3

Tinker BACH DataBase: left side shop space 11/13/24 11:34:58 Building Code: IBC Steel Code: AISC360-16 LRFD

First 147.7 2.0 8.3 6 0.93 Eq H1-1a 90.0 50 W8X35

Column Line 3-J.9 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size High roof 18.8 -6.5 -4.6 11 0.15 Eq H1-1b 90.0 50 W8X35 Roof 63.0 -13.2 -5.2 4 0.54 Eq H1-1a 90.0 50 W8X35 First 143.3 -13.8 -8.4 10 0.99 Eq H1-1a 90.0 50 W8X35

Column Line 3-K.2 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size First 77.9 0.0 -36.1 10 0.95 Eq H1-1a 90.0 50 W8X35

Column Line 3-L.5 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size First 85.8 22.8 -16.8 10 0.99 Eq H1-1a 90.0 50 W8X31

Column Line 3-M.4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size High roof 19.8 4.8 2.8 1 0.07 Eq H1-3b 90.0 50 W8X40 Roof 49.3 8.6 4.7 2 0.91 Eq H1-1a 90.0 50 W8X24 First 162.1 1.7 7.6 6 0.87 Eq H1-1a 90.0 50 W8X40

Column Line 3-N.3 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 19.2 8.6 -5.1 5 0.21 Eq H1-1b 90.0 50 W8X35 First 146.0 0.3 -8.6 10 0.92 Eq H1-1a 90.0 50 W8X35

Column Line 3-P.3 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 21.2 10.9 -5.7 5 0.21 Eq H1-1b 90.0 50 W8X40 First 161.5 2.5 -8.9 10 0.89 Eq H1-1a 90.0 50 W8X40

Column Line 3-R.3 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 19.3 -12.9 -5.6 4 0.25 Eq H1-1b 90.0 50 W8X35 First 141.0 -9.2 -4.6 1 0.89 Eq H1-1a 90.0 50 W8X35

Column Line W5-WE Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof 0.7 0.0 0.0 1 0.01 Eq Axial 90.0 50 W8X24 First 1.3 0.0 0.0 1 0.02 Eq Axial 90.0 50 W8X24

Page 3/3

Floor Map

Tinker BACH DataBase: left side shop space 06/03/24 16:43:59 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: high roof Beam Numbers

0.5 1 1.62 2.3 2.62.83 3.5 C.6

D.6

E.7

F.8

G.9

J

J.9 K.2

L.3

L.5

M.4

N.3

P.3

R.3

394372

7 213

Tinker BACH DataBase: left side shop space 06/03/24 16:43:59 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: high roof Beam Designs

0.5 1 1.62 2.3 2.62.83 3.5 C.6

D.6

E.7

F.8

G.9

J

J.9 K.2

L.3

L.5

M.4

N.3

P.3

R.3

W27x84

W x 1

W8x10 2.5K12.5K1

2.5K1 xx G S P xxG S P

2.5K1

2.5K1 xx G S P xxG S P xxGSP

W10x12 2.5K1

2.5K1 xx G S P xxG S P

W10x12

2.5K1

2.5K1 xx G S P xxG S P

2.5K1

2.5K1 xx G S P xxG S P

W10x12 2.5K1

2.5K1 xx G S P xxG S P

2.5K1

2.5K1 xx G S P xxG S P

W14x22 2.5K1

2.5K1 xx G S P xxG S P

2.5K1

2.5K1 xx G S P xxG S P

W10x12

2.5K1

2.5K1 xx G S P xxG S P

2.5K1 xx G S P xx G S P

W18x35

2.5K1 xxGSP xx G S P xx G S P

2.5K1

W14x22

W14x22

2.5K1 xx G S P xx G S P

2.5K1

2.5K1 xx G S P xx G S P

2.5K1

2.5K1 xx G S P xx G S P

2.5K1

2.5K1 xx G S P xx G S P

2.5K1

Tinker BACH DataBase: left side shop space 06/03/24 16:43:59 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: high roof

0.5 1 1.62 2.3 2.62.83 3.5 C.6

D.6

E.7

F.8

G.9

J

J.9 K.2

L.3

L.5

M.4

N.3

P.3

R.3

Tinker BACH DataBase: left side shop space 06/03/24 16:43:59 Building Code: IBC Steel Code: AISC 360-16 LRFD

Decks: Deck Label Deck Type Slab Action Orientation Roof Noncomposite One-Way 0.00 degrees

Page 2/2

Tinker BACH DataBase: left side shop space 06/03/24 16:43:59 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: high roof

0.5 1 1.62 2.3 2.62.83 3.5 C.6

D.6

E.7

F.8

G.9

J

J.9 K.2

L.3

L.5

M.4

N.3

Tinker BACH DataBase: left side shop space 06/03/24 16:43:59 Building Code: IBC Steel Code: AISC 360-16 LRFD

Surface Loads Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf Roof 18.0 0.0 20.0 Roof 0.0 0.0 0.0

Gravity Beam Design

Tinker BACH DataBase: left side shop space 06/03/24 16:43:59 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: high roof Beam Number = 242

SPAN INFORMATION (ft): I-End (5.67,164.33) J-End (29.75,164.33) Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 24.08 Mp (kip-ft) = 138.33

POINT LOADS (kips):

Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL

4.495 1.92 0.00 0.0 0.00 0.00 0.0 1.83 25.2 0.00

9.330 1.92 0.00 0.0 0.00 0.00 0.0 1.83 25.2 0.00

14.118 1.91 0.00 0.0 0.00 0.00 0.0 1.82 25.2 0.00

18.930 1.92 0.00 0.0 0.00 0.00 0.0 1.83 25.2 0.00

23.730 1.91 0.00 0.0 0.00 0.00 0.0 1.82 25.2 0.00

LINE LOADS (k/ft):

Load Dist DL LL Red% Type PartL

1 0.000 0.022 0.000 --- NonR 0.000

24.080 0.022 0.000 0.000

SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 13.45 kips 1.00Vn = 94.53 kips

MOMENTS (Ultimate):

Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 68.2 14.1 4.8 1.01 0.90 117.42 Controlling 1.2DL+1.6LL 68.2 14.1 4.8 1.01 0.90 117.42

REACTIONS (kips):

Left Right

DL reaction 4.24 5.88 Max +LL reaction 2.83 4.00 Max +total reaction (factored) 9.61 13.45

DEFLECTIONS: Ratio Dead load (in) at 12.04 ft = -0.541 L/D = 534 Live load (in) at 12.04 ft = -0.365 L/D = 791 > 360 0.45 Net Total load (in) at 12.04 ft = -0.906 L/D = 319 > 240 0.75

Tinker BACH DataBase: left side shop space 06/03/24 16:43:59 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: high roof Beam Number = 320

SPAN INFORMATION (ft): I-End (-28.33,195.33) J-End (24.60,195.33) Beam Size (User Selected) = W27X84 Fy = 50.0 ksi Total Beam Length (ft) = 52.93 Mp (kip-ft) = 1016.67

POINT LOADS (kips):

Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL

4.812 1.53 0.00 0.0 0.00 0.00 0.0 1.47 40.0 0.00

0.00 0.0 0.00 0.00 0.0 -0.01 40.0 0.00

4.906 1.57 0.00 0.0 0.00 0.00 0.0 1.51 40.0 0.00

0.00 0.0 0.00 0.00 0.0 -0.02 40.0 0.00

9.624 1.52 0.00 0.0 0.00 0.00 0.0 1.47 40.0 0.00

0.00 0.0 0.00 0.00 0.0 -0.02 40.0 0.00

9.708 1.56 0.00 0.0 0.00 0.00 0.0 1.48 40.0 0.00

0.00 0.0 0.00 0.00 0.0 -0.02 40.0 0.00

14.435 1.52 0.00 0.0 0.00 0.00 0.0 1.47 40.0 0.00

0.00 0.0 0.00 0.00 0.0 -0.02 40.0 0.00

14.510 1.52 0.00 0.0 0.00 0.00 0.0 1.42 40.0 0.00

0.00 0.0 0.00 0.00 0.0 -0.02 40.0 0.00

19.247 1.55 0.00 0.0 0.00 0.00 0.0 1.49 40.0 0.00

0.00 0.0 0.00 0.00 0.0 -0.02 40.0 0.00

19.313 1.56 0.00 0.0 0.00 0.00 0.0 1.51 40.0 0.00

0.00 0.0 0.00 0.00 0.0 -0.02 40.0 0.00

24.059 1.55 0.00 0.0 0.00 0.00 0.0 1.49 40.0 0.00

0.00 0.0 0.00 0.00 0.0 -0.02 40.0 0.00

24.115 1.56 0.00 0.0 0.00 0.00 0.0 1.51 40.0 0.00

0.00 0.0 0.00 0.00 0.0 -0.02 40.0 0.00

28.871 1.55 0.00 0.0 0.00 0.00 0.0 1.49 40.0 0.00

0.00 0.0 0.00 0.00 0.0 -0.02 40.0 0.00

28.918 1.56 0.00 0.0 0.00 0.00 0.0 1.51 40.0 0.00

0.00 0.0 0.00 0.00 0.0 -0.02 40.0 0.00

33.683 1.55 0.00 0.0 0.00 0.00 0.0 1.49 40.0 0.00

0.00 0.0 0.00 0.00 0.0 -0.02 40.0 0.00

33.720 1.56 0.00 0.0 0.00 0.00 0.0 1.51 40.0 0.00

0.00 0.0 0.00 0.00 0.0 -0.02 40.0 0.00

38.523 3.12 0.00 0.0 0.00 0.00 0.0 3.01 40.0 0.00

0.00 0.0 0.00 0.00 0.0 -0.03 40.0 0.00

43.349 3.11 0.00 0.0 0.00 0.00 0.0 3.00 40.0 0.00

0.00 0.0 0.00 0.00 0.0 -0.03 40.0 0.00

48.128 3.10 0.00 0.0 0.00 0.00 0.0 2.99 40.0 0.00

0.00 0.0 0.00 0.00 0.0 -0.03 40.0 0.00

LINE LOADS (k/ft):

Load Dist DL LL Red% Type PartL

1 0.000 0.084 0.000 --- NonR 0.000

Tinker BACH DataBase: left side shop space 06/03/24 16:43:59 Building Code: IBC Steel Code: AISC 360-16 LRFD

Load Dist DL LL Red% Type PartL

52.930 0.084 0.000 0.000

SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 35.70 kips 1.00Vn = 368.46 kips

MOMENTS (Ultimate):

Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 511.1 26.8 4.8 1.00 0.90 915.00 Controlling 1.2DL+1.6LL 511.1 26.8 4.8 1.00 0.90 915.00

REACTIONS (kips):

Left Right

DL reaction 17.69 17.78 Max +LL reaction 8.90 8.98 Max -LL reaction -0.10 -0.10 Max +total reaction (factored) 35.47 35.70

DEFLECTIONS: (Camber = 1) Ratio Dead load (in) at 26.47 ft = -1.549 L/D = 410 Live load (in) at 26.47 ft = -0.790 L/D = 804 > 360 0.45 Net Total load (in) at 26.47 ft = -1.339 L/D = 474 > 240 0.51

Tinker BACH DataBase: left side shop space 11/13/24 10:59:15 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Roof Beam Numbers

0.5 1 1.622.3 2.62.83 3.5C.6

D.6

E.7

F.8

G.9

J

J.9 K.2

L.3 L.5

M.4

N.3

P.3

R.3

W1 W2W3 W4 W5WA

WB

WC

WD

WE

Tinker BACH DataBase: left side shop space 11/13/24 10:59:15 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Roof Beam Designs

0.5 1 1.622.3 2.62.83 3.5C.6

D.6

E.7

F.8

G.9

J

J.9 K.2

L.3 L.5

M.4

N.3

P.3

R.3

W1 W2W3 W4 W5WA

WB

WC

WD

WE

W 8x

W8x18W8x21 10K1 10K1 10K1 10K1 10K1 10K1 10K1 10K1 10K1 10K1 10K1 10K1 10K1 10K1 10K1 10K1 10K1 10K1 10K1

22K5 22K5 22K5 22K5 22K5 22K5 22K5 22K5 22K5 22K5 22K5

W12x16

W10x12 16K3 16K3 16K3 16K3 16K3 16K3 16K3 16K3 16K3 16K3 16K3

10K1

W x1

16K3 16K3 16K3 16K3

W x2

16K3 16K3 16K3 16K3 16K3

W x2

16K3 16K3 16K3 16K3 16K3 16K3

W x1

16K3 16K3 16K3 16K3

W16x26

W12x14

W8x21

W x3

16K3 16K3 16K3 16K3 16K3

W x3

16K3 16K3 16K3 16K3 16K3 16K3

W x3

14K1 14K1 14K1 14K1 14K1 14K1

W x2

14K1 14K1 14K1 14K1 14K1 14K1 W16x26

W x2

W12x40 14K1 14K1 14K1 14K1

W x2

14K1 14K1 14K1 14K1 14K1

W x2

14K1 14K1 14K1 14K1 14K1 14K1

W x1

14K1 14K1 14K1 14K1

W8x10

Tinker BACH DataBase: left side shop space 11/13/24 10:59:15 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Roof

0.5 1 1.622.3 2.62.83 3.5C.6

D.6

E.7

F.8

G.9

J

J.9 K.2

L.3 L.5

M.4

N.3

P.3

R.3

W1 W2W3 W4 W5WA

WB

WC

WD

WE

Tinker BACH DataBase: left side shop space 11/13/24 10:59:15 Building Code: IBC Steel Code: AISC 360-16 LRFD

Decks: Deck Label Deck Type Slab Action Orientation Roof Noncomposite One-Way 0.00 degrees Roof Noncomposite One-Way 90.00 degrees

Tinker BACH DataBase: left side shop space 11/13/24 10:59:15 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Roof

0.5 1 1.622.3 2.62.83 3.5C.6

D.6

E.7

F.8

G.9

J

J.9 K.2

L.3 L.5

M.4

N.3

P.3

R.3

W1 W2W3 W4 W5WA

WB

WC

Tinker BACH DataBase: left side shop space 11/13/24 10:59:15 Building Code: IBC Steel Code: AISC 360-16 LRFD

Surface Loads Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf

Tinker BACH DataBase: left side shop space 11/13/24 10:59:15 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Roof

M1

M2

M3

M1

M2M3

M1

M2

M3

M1

M2

M3

M1

M2M3

M1

M2

M3

M1

M2

M3

0.5 1 1.622.3 2.62.83 3.5C.6

D.6

E.7

F.8

G.9

J

J.9 K.2

L.3 L.5

M.4

N.3

P.3

R.3

W1 W2W3 W4 W5WA

WB

WC

Tinker BACH DataBase: left side shop space 11/13/24 10:59:15 Building Code: IBC Steel Code: AISC 360-16 LRFD

Snow Loads Label Type Magnitude 1 Magnitude 2 Magnitude 3 psf psf psf Drift W Drift 7.000 56.000 56.000 Drift W Drift 7.000 56.000 56.000 Drift N&S Drift 7.000 55.000 55.000 Drift N&S Drift 7.000 55.000 55.000 Flat Roof Constant 7.000 --- --- Drift E Drift 7.000 83.500 83.500 Drift W Drift 7.000 56.000 56.000

Tinker BACH DataBase: left side shop space 11/13/24 10:59:15 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Roof Beam Number = 6

SPAN INFORMATION (ft): I-End (29.75,112.00) J-End (29.75,139.00) Beam Size (Optimum) = W16X31 Fy = 50.0 ksi Total Beam Length (ft) = 27.00 Mp (kip-ft) = 225.00

POINT LOADS (kips):

Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL

4.500 2.89 0.00 0.0 0.00 0.00 0.0 2.89 40.0 0.00

9.000 2.90 0.00 0.0 0.00 0.00 0.0 2.90 40.0 0.00

13.500 2.90 0.00 0.0 0.00 0.00 0.0 2.90 40.0 0.00

18.000 2.90 0.00 0.0 0.00 0.00 0.0 2.90 40.0 0.00

22.500 2.90 0.00 0.0 0.00 0.00 0.0 2.90 40.0 0.00

LINE LOADS (k/ft):

Load Dist DL LL Red% Type PartL

1 0.000 0.031 0.000 --- NonR 0.000

27.000 0.031 0.000 0.000

SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 16.15 kips 1.00Vn = 131.18 kips

MOMENTS (Ultimate):

Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 130.1 13.5 4.5 1.05 0.90 202.50 Controlling 1.2DL+1.6LL 130.1 13.5 4.5 1.05 0.90 202.50

REACTIONS (kips):

Left Right

DL reaction 7.66 7.66 Max +LL reaction 4.34 4.35 Max +total reaction (factored) 16.14 16.15

DEFLECTIONS: Ratio Dead load (in) at 13.50 ft = -0.726 L/D = 446 Live load (in) at 13.50 ft = -0.415 L/D = 780 > 360 0.46 Net Total load (in) at 13.50 ft = -1.141 L/D = 284 > 240 0.85

Tinker BACH DataBase: left side shop space 11/13/24 10:59:15 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Roof Beam Number = 12

SPAN INFORMATION (ft): I-End (29.75,226.67) J-End (29.75,248.50) Beam Size (Optimum) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 21.83 Mp (kip-ft) = 138.33

POINT LOADS (kips):

Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL

4.366 2.33 0.00 0.0 0.00 0.00 0.0 2.33 26.6 0.00

8.732 2.33 0.00 0.0 0.00 0.00 0.0 2.33 26.6 0.00

13.098 2.33 0.00 0.0 0.00 0.00 0.0 2.33 26.6 0.00

17.464 2.33 0.00 0.0 0.00 0.00 0.0 2.33 26.6 0.00

LINE LOADS (k/ft):

Load Dist DL LL Red% Type PartL

1 0.000 0.022 0.000 --- NonR 0.000

21.830 0.022 0.000 0.000

SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 11.36 kips 1.00Vn = 94.53 kips

MOMENTS (Ultimate):

Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 74.1 10.9 4.4 1.00 0.90 119.53 Controlling 1.2DL+1.6LL 74.1 10.9 4.4 1.00 0.90 119.53

REACTIONS (kips):

Left Right

DL reaction 4.90 4.90 Max +LL reaction 3.42 3.42 Max +total reaction (factored) 11.36 11.36

DEFLECTIONS: Ratio Dead load (in) at 10.91 ft = -0.477 L/D = 549 Live load (in) at 10.91 ft = -0.336 L/D = 780 > 360 0.46 Net Total load (in) at 10.91 ft = -0.813 L/D = 322 > 240 0.74

Tinker BACH DataBase: left side shop space 11/13/24 10:59:15 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Roof Beam Number = 242

SPAN INFORMATION (ft): I-End (5.67,164.33) J-End (29.75,164.33) Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 24.08 Mp (kip-ft) = 184.17

LINE LOADS (k/ft):

Load Dist DL LL Red% Type PartL

1 0.000 1.170 0.000 0.0% Red 0.000

24.080 1.170 0.000 0.000

2 0.000 0.002 0.000 --- NonR 0.000

24.080 0.002 0.000 0.000

3 0.000 0.018 0.020 0.0% Roof 0.000

24.080 0.018 0.020 0.000

4 0.000 0.004 0.000 --- NonR 0.000

24.080 0.004 0.000 0.000

5 0.000 0.038 0.042 0.0% Roof 0.000

24.080 0.038 0.042 0.000

6 0.000 0.026 0.000 --- NonR 0.000

24.080 0.026 0.000 0.000

SHEAR (Ultimate): Max Vu (1.4DL) = 21.21 kips 0.90Vn = 105.97 kips

MOMENTS (Ultimate):

Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.4DL 127.7 12.0 0.0 1.00 0.90 165.75 Controlling 1.4DL 127.7 12.0 0.0 1.00 0.90 165.75

REACTIONS (kips):

Left Right

DL reaction 15.15 15.15 Max +LL reaction 0.75 0.75 Max +total reaction (factored) 21.21 21.21

DEFLECTIONS: Ratio Dead load (in) at 12.04 ft = -1.091 L/D = 265 Live load (in) at 12.04 ft = -0.054 L/D = 5345 > 360 0.07 Net Total load (in) at 12.04 ft = -1.145 L/D = 252 > 240 0.95

Standard Joist Selection

Tinker BACH DataBase: left side shop space 11/13/24 10:59:15 Building Code: IBC

Floor Type: Roof Beam Number = 148

SPAN INFORMATION (ft): I-End (0.00,257.43) J-End (29.75,257.43) Joist Size (Optimum) = 16K3 Total Beam Length (ft) = 29.75

LINE LOADS (k/ft):

Load Dist DL LL Red% Type PartL

1 0.000 0.009 0.000 --- NonR 0.000

29.750 0.009 0.000 0.000

2 0.000 0.080 0.089 0.0% Roof 0.000

29.750 0.080 0.089 0.000

3 0.000 0.000 0.000 --- NonR 0.000

29.750 0.000 0.000 0.000

Maximum Total Unif. Load at any location (lbs/ft) : 178.6 Maximum Allowable Total Unif. Load at any location (lbs/ft) : 550.0

Listed Uniform Capacities (lbs/ft) Total for Strength: 183.2 L/360 for Deflection: 98.5

Allowable Stress Ratio: 1.00 Deflection Interaction Limit: 1.00

Design Loads Allowable Loads (lbs/ft) Ratio Dead: 89.3 Live: 89.3 98.5 Total: 178.6 183.2 0.97

MOMENTS:

Span Cond Moment @ kip-ft ft Center Max + 19.8 14.9

REACTIONS (kips):

Left Right

DL reaction 1.33 1.33 Max +LL reaction 1.33 1.33 Max +total reaction 2.66 2.66

DEFLECTIONS: (SJI Standard Camber = 3/8) Ratio Dead load (in) = 0.899 L/D = 397 Live load (in) = 0.899 L/D = 397 > 360 0.91 Total load (in) = 1.798 L/D = 198 Net Total load (in) = 1.423 L/D = 251 > 240 0.96

Tinker BACH DataBase: left side shop space 11/13/24 11:08:42 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Floor Beam Numbers

0.5 1 1.622.3 2.62.83 3.5C.6

D.6

E.7

F.8

G.9

J

J.9 K.2

L.3 L.5

M.4

N.3

P.3

R.3

7 40

4 155

Tinker BACH DataBase: left side shop space 11/13/24 11:08:42 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Floor Beam Designs

0.5 1 1.622.3 2.62.83 3.5C.6

D.6

E.7

F.8

G.9

J

J.9 K.2

L.3 L.5

M.4

N.3

P.3

R.3

W14x22 W14x22 W14x22 W14x22 W14x22 W18x40

W12x14 W12x14

W10x12 W16x26

W10x12

W10x12

W10x12

W10x12

W10x12

W8x10

W10x12

W10x12

W10x12 W10x12 W10x12

W12x14 W12x14 W12x14

W12x14

W12x14 W12x14 W12x14 W8x10

W x4

W10x12

W10x12 W10x12

16K2 16K2 16K2 16K2 16K2 16K2 16K2 16K2 16K2 16K2 16K2 16K2 16K2 16K2 16K2 16K2 16K2 16K2 W12x19

W16x26

W16x26

W16x26

W16x26

W16x26

W16x26

W16x26

W8x10

W x6

W21x50 W12x19

W12x19 W12x19 W12x19

W21x44

W x3

W16x26

W16x26 W x3

W16x26

W16x26

W16x26

W x4

W16x26

W16x26

W16x26

W x2

W16x26 W16x26 W16x26

W 8x

W18x40

W 8x

W x4

W18x40 W12x14

W12x14 W12x14

W x4

W12x14 W12x14 W12x14 W12x14

W x3

W10x12 W10x12

W10x12 W10x12

W x1

W10x12 W x4

W14x22 W14x22

W14x22W 8x

W14x22

W x3

16K2 16K2 16K2 16K2 16K2 16K2

W x2

16K2 16K2 16K2 16K2 16K2 16K2

W x2

16K2 16K2 16K2 16K2 16K2 16K2

W x5

W14x22

W14x22

W14x22

W x5

W14x22

W14x22

W14x22

W14x22

W x4

W12x19

W14x22 W8x10 W8x10

W x4

W16x26 W12x16 W12x16 W12x16 W12x14 W12x14

W x4

W12x19

W14x22

W14x22

W x3

W12x19

W12x19

W12x19

W x3

W12x19

W12x19

W12x19

W x4

W14x22

W14x22

W14x22

W x2

W12x14

W x1

W10x12

W x1

Tinker BACH DataBase: left side shop space 11/13/24 11:08:42 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Floor

0.5 1 1.622.3 2.62.83 3.5C.6

D.6

E.7

F.8

G.9

J

J.9 K.2

L.3 L.5

M.4

N.3

Tinker BACH DataBase: left side shop space 11/13/24 11:08:42 Building Code: IBC Steel Code: AISC 360-16 LRFD

Decks: Deck Label Deck Type Slab Action Orientation Roof Noncomposite One-Way 90.00 degrees Second Floor VULCRAFT 2VL One-Way 90.00 degrees

Tinker BACH DataBase: left side shop space 11/13/24 11:08:42 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Floor

0.5 1 1.622.3 2.62.83 3.5C.6

D.6

E.7

F.8

G.9

J

J.9 K.2

L.3 L.5

M.4

N.3

Tinker BACH DataBase: left side shop space 11/13/24 11:08:42 Building Code: IBC Steel Code: AISC 360-16 LRFD

Surface Loads Label DL CDL LL Reduction PLL CLL Mass DL psf psf psf Type psf psf psf Second Floor 14.0 0.0 100.0 Unreducible 0.0 0.0 0.0

Tinker BACH DataBase: left side shop space 11/13/24 11:08:42 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Floor

M1

M2 M3

M1

M2 M3

M1

M2

M3

M1

M2

M3

0.5 1 1.622.3 2.62.83 3.5C.6

D.6

E.7

F.8

G.9

J

J.9 K.2

L.3 L.5

M.4

N.3

Tinker BACH DataBase: left side shop space 11/13/24 11:08:42 Building Code: IBC Steel Code: AISC 360-16 LRFD

Snow Loads Label Type Magnitude 1 Magnitude 2 Magnitude 3 psf psf psf Drift N&S Drift 7.000 55.000 55.000 Drift N&S Drift 7.000 55.000 55.000 Flat Roof Constant 7.000 --- --- Drift E Drift 7.000 83.500 83.500 Drift W Drift 7.000 56.000 56.000

Tinker BACH DataBase: left side shop space 11/13/24 11:08:42 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Floor Beam Number = 1

SPAN INFORMATION (ft): I-End (26.25,0.00) J-End (26.25,26.25) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 26.25 Mp (kip-ft) = 184.17

POINT LOADS (kips):

Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL

4.375 2.43 0.00 0.0 0.00 0.00 0.0 2.43 40.0 0.00

8.750 2.43 0.00 0.0 0.00 0.00 0.0 2.43 40.0 0.00

13.125 2.43 0.00 0.0 0.00 0.00 0.0 2.43 40.0 0.00

17.500 2.43 0.00 0.0 0.00 0.00 0.0 2.43 40.0 0.00

21.875 2.43 0.00 0.0 0.00 0.00 0.0 2.43 40.0 0.00

LINE LOADS (k/ft):

Load Dist DL LL Red% Type PartL

1 0.000 0.026 0.000 --- NonR 0.000

26.250 0.026 0.000 0.000

SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 13.52 kips 0.90Vn = 105.97 kips

MOMENTS (Ultimate):

Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 106.0 13.1 4.4 1.05 0.90 165.75 Controlling 1.2DL+1.6LL 106.0 13.1 4.4 1.05 0.90 165.75

REACTIONS (kips):

Left Right

DL reaction 6.41 6.41 Max +LL reaction 3.64 3.64 Max +total reaction (factored) 13.52 13.52

DEFLECTIONS: Ratio Dead load (in) at 13.12 ft = -0.696 L/D = 453 Live load (in) at 13.12 ft = -0.398 L/D = 791 > 360 0.46 Net Total load (in) at 13.12 ft = -1.095 L/D = 288 > 240 0.83

Tinker BACH DataBase: left side shop space 11/13/24 11:08:42 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Floor Beam Number = 4

SPAN INFORMATION (ft): I-End (26.25,52.50) J-End (26.25,82.25) Beam Size (User Selected) = W24X55 Fy = 50.0 ksi Total Beam Length (ft) = 29.75

COMPOSITE PROPERTIES (Not Shored):

Left Right

Deck Label Second Floor Second Floor Concrete thickness (in) 3.50 3.50 Unit weight concrete (pcf) 115.00 115.00 f'c (ksi) 4.00 4.00 Decking Orientation parallel parallel Decking type VULCRAFT 2VL VULCRAFT 2VL beff (in) = 89.25 Y bar(in) = 21.61 Mnf (kip-ft) = 1077.66 Mn (kip-ft) = 815.29 C (kips) = 215.37 PNA (in) = 17.25 Ieff (in4) = 2639.52 Itr (in4) = 3850.79 Stud length (in) = 3.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 21.5 Rg = 1.00 Rp = 0.75 # of studs: Full = 76 Partial = 20 Actual = 20 Number of Stud Rows = 1 Percent of Full Composite Action = 26.59

POINT LOADS (kips):

Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL

7.438 13.08 10.19 0.00 0.0 20.64 0.00 0.0 0.00 0.0 0.00

14.875 13.08 10.19 0.00 0.0 20.64 0.00 0.0 0.00 0.0 0.00

22.312 13.08 10.19 0.00 0.0 20.64 0.00 0.0 0.00 0.0 0.00

LINE LOADS (k/ft):

Load Dist DL CDL LL Red% Type PartL CLL

1 0.000 0.055 0.055 0.000 --- NonR 0.000 0.000

29.750 0.055 0.055 0.000 0.000 0.000

SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 74.06 kips 0.90Vn = 251.69 kips

MOMENTS (Ultimate):

Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center PreCmp+ 1.4DL 220.7 14.9 7.4 1.11 0.90 490.79

Init DL 1.4DL 220.7 14.9 --- --- Max + 1.2DL+1.6LL 732.0 14.9 --- --- 0.90 733.76

Controlling 1.2DL+1.6LL 732.0 14.9 --- --- 0.90 733.76

REACTIONS (kips):

Left Right

Initial reaction 16.10 16.10 DL reaction 20.44 20.44 Max +LL reaction 30.96 30.96 Max +total reaction (factored) 74.06 74.06

Tinker BACH DataBase: left side shop space 11/13/24 11:08:42 Building Code: IBC Steel Code: AISC 360-16 LRFD

DEFLECTIONS: Ratio Initial load (in) at 14.88 ft = -0.611 L/D = 585 Live load (in) at 14.88 ft = -0.607 L/D = 588 > 360 0.61 Post Comp load (in) at 14.88 ft = -0.692 L/D = 516 > 240 0.47 Net Total load (in) at 14.88 ft = -1.303 L/D = 274 > 240 0.88

Tinker BACH DataBase: left side shop space 11/13/24 11:08:42 Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Floor Beam Number = 11

SPAN INFORMATION (ft): I-End (0.00,169.83) J-End (0.00,201.83) Beam Size (User Selected) = W24X62 Fy = 50.0 ksi Total Beam Length (ft) = 32.00

COMPOSITE PROPERTIES (Not Shored):

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Deck Label Second Floor Second Floor Concrete thickness (in) 3.50 3.50 Unit weight concrete (pcf) 115.00 115.00 f'c (ksi) 4.00 4.00 Decking Orientation parallel parallel Decking type VULCRAFT 2VL VULCRAFT 2VL beff (in) = 96.00 Y bar(in) = 21.54 Mnf (kip-ft) = 1210.00 Mn (kip-ft) = 1115.75 C (kips) = 581.50 PNA (in) = 23.23 Ieff (in4) = 3773.06 Itr (in4) = 4330.97 Stud length (in) = 3.50 Stud…