Att 15-Dental Final Support Doc 7 of 8.pdf

SCBF Base Plate and Anchor Bolt Design

Is Plate Above or Below Bottom Reinforcing? Above ACI 318-14 Two-Way Shear Table 22.6.5.2 dEmbed = 16.906 in. dEmbed = dftg - (Coverbot + 2dbot-bar + dclr+ 2Hnut + tAnchor-PL) d = 14.156 in. d = dEmbed - Covertop - dtop-bar αs = 40 βs = 1.15 βs =(N - 2dEDGE) / (B- 2dEDGE) λ = 1.0 bo = 128.9 in. bo = ((B - 2dEDGE/2+d) + (N - 2dEDGE/2+d)) * 2

Vc = 546.9 k a) vc = 4λ√(f'c)bod

Vc = 638.9 k b) vc = (2 + 4/βs)λ√(f'c)bod

Vc = 399.7 k --> Controls c) vc = (2 + αsd/bo)λ√(f'c)bod φv = 0.65 φvVc = 259.8 k

DCR = 0.06 OK

Check Anchor Plate Bending From Uniform Bearing Stress:

APL = 362 in2 APL = BN σu = 0.045 ksi σu = Tu / APL

Mu = 1.4 k-in tPL req = 0.35 in. < 0.63 in. OK tPL req = √(4Mu/FyB)

Use 5/8 inch thick 18x20 1/8 inch embedded plate

Base Plate Conn BF3 / 05-SCBF Base PL Design_AISC 341-16_v01.xlsm 3 of 3

05.6.9

AISC 360-16 & AISC 341-16 (LRFD) BF4

Designed Per AISC Design Guide 1 & AISC Manual Chapter 14

Column Loads Column Properties PDL-MAX = 14.6 k SDS = 1.22 Column: W10X45

PDL-MIN = 14.6 k FY-COL = 50 ksi

PLL = 7.3 k dCOL = 10.10 in.

PEmh = 58 k Based on AISC 341 Section F2.3 bfc = 8.020 in.

TEmh = 39 k Based on AISC 341 Section F2.3

Plate Compression/Bearing:

Pu = 86.0 k Pu = (1.2+0.2SDS)PDL-MAX + PLL + PEmh

Concrete:

φc = 0.65 Per ACI 318-14

A1 = 362 in2 (Base Plate Area) A2 = 1449 in2 (Concrete Pedestal Area) f'c = 3000 psi ACI 318-14 Section 22.8.3.2

Pp = 924 k (Based on A1) Pp = 0.85f'cA1

Pp = 1847 k (Based on A2) Pp = 0.85f'cA1√(A2/A1) ≤ 1.7f'cA1 φcPp = 600 k D/C = 0.14 OK φcPp = φpPp

Base Plate:

Fy = 50 ksi ASTM A572 Grade 50 φb = 0.90

B = 18.000 in.

N = 20.125 in. AISC Construction Manual 15th Ed., Pg 14-5 m = 5.27 in. m = (N-0.95dCOL)/2 n = 5.79 in. n = (B-0.8bfc)/2 n' = 2.25 in. n' = √(dCOLbfc) / 4

X = 0.14 X = [4dCOLbfc / (dCOL+bfc) 2] * (Pu/φcPp) λ = 0.39 λ = 2√(X) / [1+√(1-X)] ≤ 1 tmin = 0.595 in. l = max(m ,n ,λn ') tPL = 3/4 in OK tmin = l√(2Pu/φbFyBN)

Plate Tension/Bending: (Assuming 4 Bolts Evenly Spaced) Tu = 29.7 k Tu = (0.9-0.2SDS)PDLmin - TEmh dEDGE = 2.00 in.

x = 3.01 in. x = (N - dCOL - dEDGE) / 2 y = 2.99 in. y = (B - bfc - dEDGE) / 2

Mux = 45 k-in Mux = Tux / 2

Muy = 44 k-in Muy = Tuy / 2

ZPL-x = 2.5 in3 ZPL-x = BtPL 2 / 4

ZPL-y = 2.8 in3 ZPL-y = NtPL 2 / 4 φMnx = 114 k-in D/C = 0.39 OK φMnx = φbFyZPL-x φMny = 127 k-in D/C = 0.35 OK φMny = φbFyZPL-y

Use 3/4 inch thick 18x20 1/8 inch base plate x y

N

B

Base Plate Conn BF4 / 05-SCBF Base PL Design_AISC 341-16_v01.xlsm 1 of 3

05.6.10

Anchor Rods Tu-ANCHOR = 7.4 k Tu-ANCHOR = Tu / 4

Rod Diameter, Dab = 3/4 in

Ab = 0.442 in2

Rod Material = Fu-ANCHOR = 75 ksi

Fnt-ANCHOR = 56.3 ksi Fnt-ANCHOR = 0.75Fu-ANCHOR φTn = 18.6 k > Tu = 7.4 OK φTn = 0.75(Fnt-ANCHORAb)

Use (4) 3/4 inch diameter ASTM F1554 Grade 55 anchor rods

Check Anchor Rod Connection Details Per AISC Manual Table 14-2 Max Base Plate Hole Diameter, DHole : 1 5/16 in (Per AISC Manual Table 14-2)

Min Washer Size (Assumes Square) : 2 in (Per AISC Manual Table 14-2) Washer Size (Assumes Square) LPL: 2 in OK

Min Washer Thickness : 1/4 in (Per AISC Manual Table 14-2) Washer Material : ASTM A36

Fy-Washer = 36 ksi tmin = 0.29 in. tmin = √(4[Tu-ANCHOR/4][DHole/2-Dab/2] / [φbFy-WasherDab])

Washer Thickness, tPL-Washer : 1/2 in OK

Use 2 inch square by 1/2 inch thick plate washers

Check Anchor Rod Edge Distance and Projection Height and Non-Shrink Grout Thickness

Minimum Non-Shrink Grout Thickness : 1 3/4 in tmin = Hnut + tPL-Washer + 1/2"

Grout Thickness Provided : 2 1/2 in OK

Minimum Edge Distance : 1.25 in.

Edge Distance Provided, dEDGE = 2.00 in. OK

Minimum Anchor Rod Projection Height : 5.97 in.

Design Anchorage to Foundation Per ACI 318-14

Calculation assumes embedded plate is included and matches base plate dimensions

Check Anchor Rod Embeddment:

dftg = 24 in. Total Footing Depth

Covertop = 2.00 in.

dtop-bar = 0.750 in. Average Diameter of Top Reinforcing Bars tAnchor-PL = 5/8 in

Hnut = 0.73 in.

dclr = 0.500 in. Distance From Bottom Reinforcing to End of Anchor Rods dbot-bar = 0.750 in. Average Diameter of Bottom Reinforcing Bars

Coverbot = 3.00 in.

ASTM F1554 Grade 55

Base Plate Conn BF4 / 05-SCBF Base PL Design_AISC 341-16_v01.xlsm 2 of 3

05.6.11 dEmbed = 16.906 in. dEmbed = dftg - (Coverbot + 2dbot-bar + dclr+ 2Hnut + tAnchor-PL) d = 14.156 in. d = dEmbed - Covertop - dtop-bar αs = 40 βs = 1.15 βs =(N - 2dEDGE) / (B- 2dEDGE) λ = 1.0 bo = 128.9 in. bo = ((B - 2dEDGE/2+d) + (N - 2dEDGE/2+d)) * 2

Vc = 546.9 k a) vc = 4λ√(f'c)bod

Vc = 638.9 k b) vc = (2 + 4/βs)λ√(f'c)bod

Vc = 399.7 k --> Controls c) vc = (2 + αsd/bo)λ√(f'c)bod φv = 0.65 φvVc = 259.8 k

DCR = 0.11 OK

Check Anchor Plate Bending From Uniform Bearing Stress:

APL = 362 in2 APL = BN σu = 0.082 ksi σu = Tu / APL

Mu = 2.5 k-in tPL req = 0.47 in. < 0.63 in. OK tPL req = √(4Mu/FyB)

Use 5/8 inch thick 18x20 1/8 inch embedded plate

Base Plate Conn BF4 / 05-SCBF Base PL Design_AISC 341-16_v01.xlsm 3 of 3

05.6.12

AISC 360-16 & AISC 341-16 (LRFD) BF5

Designed Per AISC Design Guide 1 & AISC Manual Chapter 14

Column Loads Column Properties PDL-MAX = 4.4 k SDS = 1.22 Column: W10X45

PDL-MIN = 4.4 k FY-COL = 50 ksi

PLL = 3.2 k dCOL = 10.10 in.

PEmh = 43 k Based on AISC 341 Section F2.3 bfc = 8.020 in.

TEmh = 32 k Based on AISC 341 Section F2.3

Plate Compression/Bearing:

Pu = 52.2 k Pu = (1.2+0.2SDS)PDL-MAX + PLL + PEmh

Concrete:

φc = 0.65 Per ACI 318-14

A1 = 362 in2 (Base Plate Area) A2 = 1449 in2 (Concrete Pedestal Area) f'c = 3000 psi ACI 318-14 Section 22.8.3.2

Pp = 924 k (Based on A1) Pp = 0.85f'cA1

Pp = 1847 k (Based on A2) Pp = 0.85f'cA1√(A2/A1) ≤ 1.7f'cA1 φcPp = 600 k D/C = 0.09 OK φcPp = φpPp

Base Plate:

Fy = 50 ksi ASTM A572 Grade 50 φb = 0.90

B = 18.000 in.

N = 20.125 in. AISC Construction Manual 15th Ed., Pg 14-5 m = 5.27 in. m = (N-0.95dCOL)/2 n = 5.79 in. n = (B-0.8bfc)/2 n' = 2.25 in. n' = √(dCOLbfc) / 4

X = 0.09 X = [4dCOLbfc / (dCOL+bfc) 2] * (Pu/φcPp) λ = 0.30 λ = 2√(X) / [1+√(1-X)] ≤ 1 tmin = 0.463 in. l = max(m ,n ,λn ') tPL = 3/4 in OK tmin = l√(2Pu/φbFyBN)

Plate Tension/Bending: (Assuming 4 Bolts Evenly Spaced) Tu = 28.9 k Tu = (0.9-0.2SDS)PDLmin - TEmh dEDGE = 2.00 in.

x = 3.01 in. x = (N - dCOL - dEDGE) / 2 y = 2.99 in. y = (B - bfc - dEDGE) / 2

Mux = 44 k-in Mux = Tux / 2

Muy = 43 k-in Muy = Tuy / 2

ZPL-x = 2.5 in3 ZPL-x = BtPL 2 / 4

ZPL-y = 2.8 in3 ZPL-y = NtPL 2 / 4 φMnx = 114 k-in D/C = 0.38 OK φMnx = φbFyZPL-x φMny = 127 k-in D/C = 0.34 OK φMny = φbFyZPL-y

Use 3/4 inch thick 18x20 1/8 inch base plate x y

N

B

Base Plate Conn BF5 / 05-SCBF Base PL Design_AISC 341-16_v01.xlsm 1 of 3

05.6.13

Tu-ANCHOR = 7.2 k Tu-ANCHOR = Tu / 4

Rod Diameter, Dab = 3/4 in

Ab = 0.442 in2

Rod Material = Fu-ANCHOR = 75 ksi

Fnt-ANCHOR = 56.3 ksi Fnt-ANCHOR = 0.75Fu-ANCHOR φTn = 18.6 k > Tu = 7.2 OK φTn = 0.75(Fnt-ANCHORAb)

Use (4) 3/4 inch diameter ASTM F1554 Grade 55 anchor rods

Check Anchor Rod Connection Details Per AISC Manual Table 14-2 Max Base Plate Hole Diameter, DHole : 1 5/16 in (Per AISC Manual Table 14-2)

Min Washer Size (Assumes Square) : 2 in (Per AISC Manual Table 14-2) Washer Size (Assumes Square) LPL: 2 in OK

Min Washer Thickness : 1/4 in (Per AISC Manual Table 14-2) Washer Material : ASTM A36

Fy-Washer = 36 ksi tmin = 0.29 in. tmin = √(4[Tu-ANCHOR/4][DHole/2-Dab/2] / [φbFy-WasherDab])

Washer Thickness, tPL-Washer : 1/2 in OK

Use 2 inch square by 1/2 inch thick plate washers

Check Anchor Rod Edge Distance and Projection Height and Non-Shrink Grout Thickness

Minimum Non-Shrink Grout Thickness : 1 3/4 in tmin = Hnut + tPL-Washer + 1/2"

Grout Thickness Provided : 2 1/2 in OK

Minimum Edge Distance : 1.25 in.

Edge Distance Provided, dEDGE = 2.00 in. OK

Minimum Anchor Rod Projection Height : 5.97 in.

Design Anchorage to Foundation Per ACI 318-14

Calculation assumes embedded plate is included and matches base plate dimensions

Check Anchor Rod Embeddment:

dftg = 24 in. Total Footing Depth

Covertop = 2.00 in.

dtop-bar = 0.750 in. Average Diameter of Top Reinforcing Bars tAnchor-PL = 5/8 in

Hnut = 0.73 in.

dclr = 0.500 in. Distance From Bottom Reinforcing to End of Anchor Rods dbot-bar = 0.750 in. Average Diameter of Bottom Reinforcing Bars

Coverbot = 3.00 in.

ASTM F1554 Grade 55

Base Plate Conn BF5 / 05-SCBF Base PL Design_AISC 341-16_v01.xlsm 2 of 3

05.6.14 dEmbed = 16.906 in. dEmbed = dftg - (Coverbot + 2dbot-bar + dclr+ 2Hnut + tAnchor-PL) d = 14.156 in. d = dEmbed - Covertop - dtop-bar αs = 40 βs = 1.15 βs =(N - 2dEDGE) / (B- 2dEDGE) λ = 1.0 bo = 128.9 in. bo = ((B - 2dEDGE/2+d) + (N - 2dEDGE/2+d)) * 2

Vc = 546.9 k a) vc = 4λ√(f'c)bod

Vc = 638.9 k b) vc = (2 + 4/βs)λ√(f'c)bod

Vc = 399.7 k --> Controls c) vc = (2 + αsd/bo)λ√(f'c)bod φv = 0.65 φvVc = 259.8 k

DCR = 0.11 OK

Check Anchor Plate Bending From Uniform Bearing Stress:

APL = 362 in2 APL = BN σu = 0.080 ksi σu = Tu / APL

Mu = 2.4 k-in tPL req = 0.47 in. < 0.63 in. OK tPL req = √(4Mu/FyB)

Use 5/8 inch thick 18x20 1/8 inch embedded plate

Base Plate Conn BF5 / 05-SCBF Base PL Design_AISC 341-16_v01.xlsm 3 of 3

05.6.15

AISC 360-16 & AISC 341-16 (LRFD) BF6

Designed Per AISC Design Guide 1 & AISC Manual Chapter 14

Column Loads Column Properties PDL-MAX = 7.2 k SDS = 1.22 Column: W10X45

PDL-MIN = 7.2 k FY-COL = 50 ksi

PLL = 4.3 k dCOL = 10.10 in.

PEmh = 62 k Based on AISC 341 Section F2.3 bfc = 8.020 in.

TEmh = 34 k Based on AISC 341 Section F2.3

Plate Compression/Bearing:

Pu = 76.4 k Pu = (1.2+0.2SDS)PDL-MAX + PLL + PEmh

Concrete:

φc = 0.65 Per ACI 318-14

A1 = 362 in2 (Base Plate Area) A2 = 1449 in2 (Concrete Pedestal Area) f'c = 3000 psi ACI 318-14 Section 22.8.3.2

Pp = 924 k (Based on A1) Pp = 0.85f'cA1

Pp = 1847 k (Based on A2) Pp = 0.85f'cA1√(A2/A1) ≤ 1.7f'cA1 φcPp = 600 k D/C = 0.13 OK φcPp = φpPp

Base Plate:

Fy = 50 ksi ASTM A572 Grade 50 φb = 0.90

B = 18.000 in.

N = 20.125 in. AISC Construction Manual 15th Ed., Pg 14-5 m = 5.27 in. m = (N-0.95dCOL)/2 n = 5.79 in. n = (B-0.8bfc)/2 n' = 2.25 in. n' = √(dCOLbfc) / 4

X = 0.13 X = [4dCOLbfc / (dCOL+bfc) 2] * (Pu/φcPp) λ = 0.37 λ = 2√(X) / [1+√(1-X)] ≤ 1 tmin = 0.561 in. l = max(m ,n ,λn ') tPL = 3/4 in OK tmin = l√(2Pu/φbFyBN)

Plate Tension/Bending: (Assuming 4 Bolts Evenly Spaced) Tu = 29.1 k Tu = (0.9-0.2SDS)PDLmin - TEmh dEDGE = 2.00 in.

x = 3.01 in. x = (N - dCOL - dEDGE) / 2 y = 2.99 in. y = (B - bfc - dEDGE) / 2

Mux = 44 k-in Mux = Tux / 2

Muy = 43 k-in Muy = Tuy / 2

ZPL-x = 2.5 in3 ZPL-x = BtPL 2 / 4

ZPL-y = 2.8 in3 ZPL-y = NtPL 2 / 4 φMnx = 114 k-in D/C = 0.38 OK φMnx = φbFyZPL-x φMny = 127 k-in D/C = 0.34 OK φMny = φbFyZPL-y

Use 3/4 inch thick 18x20 1/8 inch base plate x y

N

B

Base Plate Conn BF6 / 05-SCBF Base PL Design_AISC 341-16_v01.xlsm 1 of 3

05.6.16

Tu-ANCHOR = 7.3 k Tu-ANCHOR = Tu / 4

Rod Diameter, Dab = 3/4 in

Ab = 0.442 in2

Rod Material = Fu-ANCHOR = 75 ksi

Fnt-ANCHOR = 56.3 ksi Fnt-ANCHOR = 0.75Fu-ANCHOR φTn = 18.6 k > Tu = 7.3 OK φTn = 0.75(Fnt-ANCHORAb)

Use (4) 3/4 inch diameter ASTM F1554 Grade 55 anchor rods

Check Anchor Rod Connection Details Per AISC Manual Table 14-2 Max Base Plate Hole Diameter, DHole : 1 5/16 in (Per AISC Manual Table 14-2)

Min Washer Size (Assumes Square) : 2 in (Per AISC Manual Table 14-2) Washer Size (Assumes Square) LPL: 2 in OK

Min Washer Thickness : 1/4 in (Per AISC Manual Table 14-2) Washer Material : ASTM A36

Fy-Washer = 36 ksi tmin = 0.29 in. tmin = √(4[Tu-ANCHOR/4][DHole/2-Dab/2] / [φbFy-WasherDab])

Washer Thickness, tPL-Washer : 1/2 in OK

Use 2 inch square by 1/2 inch thick plate washers

Check Anchor Rod Edge Distance and Projection Height and Non-Shrink Grout Thickness

Minimum Non-Shrink Grout Thickness : 1 3/4 in tmin = Hnut + tPL-Washer + 1/2"

Grout Thickness Provided : 2 1/2 in OK

Minimum Edge Distance : 1.25 in.

Edge Distance Provided, dEDGE = 2.00 in. OK

Minimum Anchor Rod Projection Height : 5.97 in.

Design Anchorage to Foundation Per ACI 318-14

Calculation assumes embedded plate is included and matches base plate dimensions

Check Anchor Rod Embeddment:

dftg = 24 in. Total Footing Depth

Covertop = 2.00 in.

dtop-bar = 0.750 in. Average Diameter of Top Reinforcing Bars tAnchor-PL = 5/8 in

Hnut = 0.73 in.

dclr = 0.500 in. Distance From Bottom Reinforcing to End of Anchor Rods dbot-bar = 0.750 in. Average Diameter of Bottom Reinforcing Bars

Coverbot = 3.00 in.

ASTM F1554 Grade 55

Base Plate Conn BF6 / 05-SCBF Base PL Design_AISC 341-16_v01.xlsm 2 of 3

05.6.17 dEmbed = 16.906 in. dEmbed = dftg - (Coverbot + 2dbot-bar + dclr+ 2Hnut + tAnchor-PL) d = 14.156 in. d = dEmbed - Covertop - dtop-bar αs = 40 βs = 1.15 βs =(N - 2dEDGE) / (B- 2dEDGE) λ = 1.0 bo = 128.9 in. bo = ((B - 2dEDGE/2+d) + (N - 2dEDGE/2+d)) * 2

Vc = 546.9 k a) vc = 4λ√(f'c)bod

Vc = 638.9 k b) vc = (2 + 4/βs)λ√(f'c)bod

Vc = 399.7 k --> Controls c) vc = (2 + αsd/bo)λ√(f'c)bod φv = 0.65 φvVc = 259.8 k

DCR = 0.11 OK

Check Anchor Plate Bending From Uniform Bearing Stress:

APL = 362 in2 APL = BN σu = 0.080 ksi σu = Tu / APL

Mu = 2.4 k-in tPL req = 0.47 in. < 0.63 in. OK tPL req = √(4Mu/FyB)

Use 5/8 inch thick 18x20 1/8 inch embedded plate

Base Plate Conn BF6 / 05-SCBF Base PL Design_AISC 341-16_v01.xlsm 3 of 3

05.6.18

AISC 360-16 & AISC 341-16 (LRFD) BF7

Designed Per AISC Design Guide 1 & AISC Manual Chapter 14

Column Loads Column Properties PDL-MAX = 5.6 k SDS = 1.22 Column: W10X45

PDL-MIN = 5.6 k FY-COL = 50 ksi

PLL = 3.7 k dCOL = 10.10 in.

PEmh = 17 k Based on AISC 341 Section F2.3 bfc = 8.020 in.

TEmh = 13 k Based on AISC 341 Section F2.3

Plate Compression/Bearing:

Pu = 28.3 k Pu = (1.2+0.2SDS)PDL-MAX + PLL + PEmh

Concrete:

φc = 0.65 Per ACI 318-14

A1 = 362 in2 (Base Plate Area) A2 = 1449 in2 (Concrete Pedestal Area) f'c = 3000 psi ACI 318-14 Section 22.8.3.2

Pp = 924 k (Based on A1) Pp = 0.85f'cA1

Pp = 1847 k (Based on A2) Pp = 0.85f'cA1√(A2/A1) ≤ 1.7f'cA1 φcPp = 600 k D/C = 0.05 OK φcPp = φpPp

Base Plate:

Fy = 50 ksi ASTM A572 Grade 50 φb = 0.90

B = 18.000 in.

N = 20.125 in. AISC Construction Manual 15th Ed., Pg 14-5 m = 5.27 in. m = (N-0.95dCOL)/2 n = 5.79 in. n = (B-0.8bfc)/2 n' = 2.25 in. n' = √(dCOLbfc) / 4

X = 0.05 X = [4dCOLbfc / (dCOL+bfc) 2] * (Pu/φcPp) λ = 0.22 λ = 2√(X) / [1+√(1-X)] ≤ 1 tmin = 0.341 in. l = max(m ,n ,λn ') tPL = 3/4 in OK tmin = l√(2Pu/φbFyBN)

Plate Tension/Bending: (Assuming 4 Bolts Evenly Spaced) Tu = 9.5 k Tu = (0.9-0.2SDS)PDLmin - TEmh dEDGE = 2.00 in.

x = 3.01 in. x = (N - dCOL - dEDGE) / 2 y = 2.99 in. y = (B - bfc - dEDGE) / 2

Mux = 14 k-in Mux = Tux / 2

Muy = 14 k-in Muy = Tuy / 2

ZPL-x = 2.5 in3 ZPL-x = BtPL 2 / 4

ZPL-y = 2.8 in3 ZPL-y = NtPL 2 / 4 φMnx = 114 k-in D/C = 0.13 OK φMnx = φbFyZPL-x φMny = 127 k-in D/C = 0.11 OK φMny = φbFyZPL-y

Use 3/4 inch thick 18x20 1/8 inch base plate x y

N

B

Base Plate Conn BF7 / 05-SCBF Base PL Design_AISC 341-16_v01.xlsm 1 of 3

05.6.19

Tu-ANCHOR = 2.4 k Tu-ANCHOR = Tu / 4

Rod Diameter, Dab = 3/4 in

Ab = 0.442 in2

Rod Material = Fu-ANCHOR = 75 ksi

Fnt-ANCHOR = 56.3 ksi Fnt-ANCHOR = 0.75Fu-ANCHOR φTn = 18.6 k > Tu = 2.4 OK φTn = 0.75(Fnt-ANCHORAb)

Use (4) 3/4 inch diameter ASTM F1554 Grade 55 anchor rods

Check Anchor Rod Connection Details Per AISC Manual Table 14-2 Max Base Plate Hole Diameter, DHole : 1 5/16 in (Per AISC Manual Table 14-2)

Min Washer Size (Assumes Square) : 2 in (Per AISC Manual Table 14-2) Washer Size (Assumes Square) LPL: 2 in OK

Min Washer Thickness : 1/4 in (Per AISC Manual Table 14-2) Washer Material : ASTM A36

Fy-Washer = 36 ksi tmin = 0.17 in. tmin = √(4[Tu-ANCHOR/4][DHole/2-Dab/2] / [φbFy-WasherDab])

Washer Thickness, tPL-Washer : 1/2 in OK

Use 2 inch square by 1/2 inch thick plate washers

Check Anchor Rod Edge Distance and Projection Height and Non-Shrink Grout Thickness

Minimum Non-Shrink Grout Thickness : 1 3/4 in tmin = Hnut + tPL-Washer + 1/2"

Grout Thickness Provided : 2 1/2 in OK

Minimum Edge Distance : 1.25 in.

Edge Distance Provided, dEDGE = 2.00 in. OK

Minimum Anchor Rod Projection Height : 5.97 in.

Design Anchorage to Foundation Per ACI 318-14

Calculation assumes embedded plate is included and matches base plate dimensions

Check Anchor Rod Embeddment:

dftg = 24 in. Total Footing Depth

Covertop = 2.00 in.

dtop-bar = 0.750 in. Average Diameter of Top Reinforcing Bars tAnchor-PL = 5/8 in

Hnut = 0.73 in.

dclr = 0.500 in. Distance From Bottom Reinforcing to End of Anchor Rods dbot-bar = 0.750 in. Average Diameter of Bottom Reinforcing Bars

Coverbot = 3.00 in.

ASTM F1554 Grade 55

Base Plate Conn BF7 / 05-SCBF Base PL Design_AISC 341-16_v01.xlsm 2 of 3

05.6.20 dEmbed = 16.906 in. dEmbed = dftg - (Coverbot + 2dbot-bar + dclr+ 2Hnut + tAnchor-PL) d = 14.156 in. d = dEmbed - Covertop - dtop-bar αs = 40 βs = 1.15 βs =(N - 2dEDGE) / (B- 2dEDGE) λ = 1.0 bo = 128.9 in. bo = ((B - 2dEDGE/2+d) + (N - 2dEDGE/2+d)) * 2

Vc = 546.9 k a) vc = 4λ√(f'c)bod

Vc = 638.9 k b) vc = (2 + 4/βs)λ√(f'c)bod

Vc = 399.7 k --> Controls c) vc = (2 + αsd/bo)λ√(f'c)bod φv = 0.65 φvVc = 259.8 k

DCR = 0.04 OK

Check Anchor Plate Bending From Uniform Bearing Stress:

APL = 362 in2 APL = BN σu = 0.026 ksi σu = Tu / APL

Mu = 0.8 k-in tPL req = 0.27 in. < 0.63 in. OK tPL req = √(4Mu/FyB)

Use 5/8 inch thick 18x20 1/8 inch embedded plate

Base Plate Conn BF7 / 05-SCBF Base PL Design_AISC 341-16_v01.xlsm 3 of 3

05.6.21

AISC 360-16 & AISC 341-16 (LRFD) BF8

Designed Per AISC Design Guide 1 & AISC Manual Chapter 14

Column Loads Column Properties PDL-MAX = 3.3 k SDS = 1.22 Column: W10X45

PDL-MIN = 3.3 k FY-COL = 50 ksi

PLL = 2.4 k dCOL = 10.10 in.

PEmh = 7 k Based on AISC 341 Section F2.3 bfc = 8.020 in.

TEmh = 7 k Based on AISC 341 Section F2.3

Plate Compression/Bearing:

Pu = 13.7 k Pu = (1.2+0.2SDS)PDL-MAX + PLL + PEmh

Concrete:

φc = 0.65 Per ACI 318-14

A1 = 362 in2 (Base Plate Area) A2 = 1449 in2 (Concrete Pedestal Area) f'c = 3000 psi ACI 318-14 Section 22.8.3.2

Pp = 924 k (Based on A1) Pp = 0.85f'cA1

Pp = 1847 k (Based on A2) Pp = 0.85f'cA1√(A2/A1) ≤ 1.7f'cA1 φcPp = 600 k D/C = 0.02 OK φcPp = φpPp

Base Plate:

Fy = 50 ksi ASTM A572 Grade 50 φb = 0.90

B = 18.000 in.

N = 20.125 in. AISC Construction Manual 15th Ed., Pg 14-5 m = 5.27 in. m = (N-0.95dCOL)/2 n = 5.79 in. n = (B-0.8bfc)/2 n' = 2.25 in. n' = √(dCOLbfc) / 4

X = 0.02 X = [4dCOLbfc / (dCOL+bfc) 2] * (Pu/φcPp) λ = 0.15 λ = 2√(X) / [1+√(1-X)] ≤ 1 tmin = 0.237 in. l = max(m ,n ,λn ') tPL = 3/4 in OK tmin = l√(2Pu/φbFyBN)

Plate Tension/Bending: (Assuming 4 Bolts Evenly Spaced) Tu = 5.2 k Tu = (0.9-0.2SDS)PDLmin - TEmh dEDGE = 2.00 in.

x = 3.01 in. x = (N - dCOL - dEDGE) / 2 y = 2.99 in. y = (B - bfc - dEDGE) / 2

Mux = 8 k-in Mux = Tux / 2

Muy = 8 k-in Muy = Tuy / 2

ZPL-x = 2.5 in3 ZPL-x = BtPL 2 / 4

ZPL-y = 2.8 in3 ZPL-y = NtPL 2 / 4 φMnx = 114 k-in D/C = 0.07 OK φMnx = φbFyZPL-x φMny = 127 k-in D/C = 0.06 OK φMny = φbFyZPL-y

Use 3/4 inch thick 18x20 1/8 inch base plate x y

N

B

Base Plate Conn BF8 / 05-SCBF Base PL Design_AISC 341-16_v01.xlsm 1 of 3

05.6.22

Tu-ANCHOR = 1.3 k Tu-ANCHOR = Tu / 4

Rod Diameter, Dab = 3/4 in

Ab = 0.442 in2

Rod Material = Fu-ANCHOR = 75 ksi

Fnt-ANCHOR = 56.3 ksi Fnt-ANCHOR = 0.75Fu-ANCHOR φTn = 18.6 k > Tu = 1.3 OK φTn = 0.75(Fnt-ANCHORAb)

Use (4) 3/4 inch diameter ASTM F1554 Grade 55 anchor rods

Check Anchor Rod Connection Details Per AISC Manual Table 14-2 Max Base Plate Hole Diameter, DHole : 1 5/16 in (Per AISC Manual Table 14-2)

Min Washer Size (Assumes Square) : 2 in (Per AISC Manual Table 14-2) Washer Size (Assumes Square) LPL: 2 in OK

Min Washer Thickness : 1/4 in (Per AISC Manual Table 14-2) Washer Material : ASTM A36

Fy-Washer = 36 ksi tmin = 0.12 in. tmin = √(4[Tu-ANCHOR/4][DHole/2-Dab/2] / [φbFy-WasherDab])

Washer Thickness, tPL-Washer : 1/2 in OK

Use 2 inch square by 1/2 inch thick plate washers

Check Anchor Rod Edge Distance and Projection Height and Non-Shrink Grout Thickness

Minimum Non-Shrink Grout Thickness : 1 3/4 in tmin = Hnut + tPL-Washer + 1/2"

Grout Thickness Provided : 2 1/2 in OK

Minimum Edge Distance : 1.25 in.

Edge Distance Provided, dEDGE = 2.00 in. OK

Minimum Anchor Rod Projection Height : 5.97 in.

Design Anchorage to Foundation Per ACI 318-14

Calculation assumes embedded plate is included and matches base plate dimensions

Check Anchor Rod Embeddment:

dftg = 24 in. Total Footing Depth

Covertop = 2.00 in.

dtop-bar = 0.750 in. Average Diameter of Top Reinforcing Bars tAnchor-PL = 5/8 in

Hnut = 0.73 in.

dclr = 0.500 in. Distance From Bottom Reinforcing to End of Anchor Rods dbot-bar = 0.750 in. Average Diameter of Bottom Reinforcing Bars

Coverbot = 3.00 in.

ASTM F1554 Grade 55

Base Plate Conn BF8 / 05-SCBF Base PL Design_AISC 341-16_v01.xlsm 2 of 3

05.6.23 dEmbed = 16.906 in. dEmbed = dftg - (Coverbot + 2dbot-bar + dclr+ 2Hnut + tAnchor-PL) d = 14.156 in. d = dEmbed - Covertop - dtop-bar αs = 40 βs = 1.15 βs =(N - 2dEDGE) / (B- 2dEDGE) λ = 1.0 bo = 128.9 in. bo = ((B - 2dEDGE/2+d) + (N - 2dEDGE/2+d)) * 2

Vc = 546.9 k a) vc = 4λ√(f'c)bod

Vc = 638.9 k b) vc = (2 + 4/βs)λ√(f'c)bod

Vc = 399.7 k --> Controls c) vc = (2 + αsd/bo)λ√(f'c)bod φv = 0.65 φvVc = 259.8 k

DCR = 0.02 OK

Check Anchor Plate Bending From Uniform Bearing Stress:

APL = 362 in2 APL = BN σu = 0.014 ksi σu = Tu / APL

Mu = 0.4 k-in tPL req = 0.20 in. < 0.63 in. OK tPL req = √(4Mu/FyB)

Use 5/8 inch thick 18x20 1/8 inch embedded plate

Base Plate Conn BF8 / 05-SCBF Base PL Design_AISC 341-16_v01.xlsm 3 of 3

05.6.24

CLIENT BY SHEET NO.

DATE

PROJECT

PROJECT NO.

05.7.1VA Fairfield

2017-0483 10/23/19

KFD KRH

Moment Frame Design - Grid 8

Gravity Loads to Beam DL = 24psf LL = 20psf Trib Width = 11.25/2 + 31.33/2 = 21.3' wD = 21.3'*24psf = 512plf wL = 21.3'*20psf = 426plf

Seismic Load V = [75.08K/43']*21.3'= 37.3k

Allowable Story Drift Δa = 0.025Hx = 0.025*19.25'*12 = 5.78"

Design Story Drift Δx = Cd*Δ/Ie

Max Allowable Elastic Drift from RISA Δmax = Ie*Δa/Cd = 1.0*5.78"/3 = 1.92" to account for the cantilevered mass of the high roof

PROJECT

PROJECT NO.

05.8.1VA Fairfield

2017-0483 10/03/2021

KFD KRH

DIAPHRAGM FORCES [ASCE 7-16, Sec. 12.10]

HORIZONTAL IRREGULARITIES CHECK [ASCE 7-16, Table 12.3-1]

Type 1a. Torsional - No (n/a, flexible diaphragm)

Type 1b. Torsional - No (n/a, flexible diaphragm)

Type 2. Reentrant Corner - No

Type 3. Diaphragm Discontinuity - No (openings are relatively small)

Type 4. OOP Offset - Yes (there are discontinuous offsets at high roof on grid lines G & J)

Type 5. Nonparallel System - No (system is orthogonal)

[ASCE 7-16, Table 12.6-1]

SDC =D, h < 160 ft, Type 4 only

[ASCE 7-16, Sec. 12.3.3.4]

SDC = D, Type 4 only

ELFP Permitted

25% Increase For:

1. Connection of diaphragms to vertical elements and to collectors

2. Collectors and their connections, including to vertical elements of the SFRS

EXCEPTION: Not necessary where forces have been derived using Ω0 from Sec. 12.4.3

Vertical Distribution of Seismic Forces (based on ASCE 7-10)

Seismic Coeff. (Frame)(1.0E) = 0.2033 W Base Shear (1.0E)= 122 kips

T= 0.19 sec k= 1.000

Sds= 1.220 Ie= 1.00 Fpxmin= 0.244 Fpxmax= 0.488

0.2(Sds)(Ie) 0.4(Sds)(Ie)

Note: All forces are at 1.0E level

Level Wx Hx WxHx k

Cvx Fx Fx/Wx ΣFpx/ΣWpx Governs Fpx roof 601 K 20.0 ft 12016 1.000 122.16 K 0.203 0.203 0.244 146.60 K sum 601 K 12016 K 1.000 122.16 k 146.60 K

Notes:

1. See ASCE 7-10 Section 12.8.3 for vertical distribution of frame forces

2. See ASCE 7-10 Section 12.10.1.1 for diaphragm force distribution

Frame Forces Diaphragm Forces

F:\2017-048300\04-Calculations\05-Lateral\VA Dental Clinic Copy of 01-Seismic ASCE7-10 2015 IBC v01.xls-Vert Distribution 6/12/20194:00 PM

05.8.2

Fpx min governs

PROJECT

PROJECT NO.

05.8.3VA Fairfield

2017-0483 10/03/2021

KFD KRH

Fpx = 147 k (1.0E)

Fpx = 0.244Wx F= 0.203W Increase Diaphragm forces by = 0.244/0.203 = 1.2

Increase Grid Line Seismic Forces to Diaphragm Force Level Grid Line D = 35.8 k * 1.2 = 43k Grid Line F = 57.6 k * 1.2 = 69.1k Grid Line M = 42.6 k * 1.2 = 51.1k Grid Line 1 = 44.5 k * 1.2 = 53.4k Grid Line 6 = 61.7 k * 1.2 = 74k Grid Line 7 = 16.5 k * 1.2 = 19.8k Grid Line 7.7 = 6.5 k * 1.2 = 7.8k

Increase Brace Frame Load to Diaphragm Force Level BF 1 = 18.4 k * 1.2 = 22k BF 2 = 26.1 k * 1.2 = 31.3k BF 3 = 35.8 k * 1.2 = 43k BF 4 = 57.6 k * 1.2 = 69.1k BF 5 = 42.6 k * 1.2 = 51.1k BF 6 = 61.7 k * 1.2 = 74k BF 7 = 16.5 k * 1.2 = 19.8k BF 8 = 6.5 k * 1.2 = 7.8k BF 9 = 37.5 k * 1.2 = 45k BF 10 = 37.5 k * 1.2 = 45k BF 11 = 37.5 k * 1.2 = 45k

COLLECTOR DESIGN

PROJECT

PROJECT NO.

05.8.4VA Dental Clinic

2017-0483

KFD KRH

0'-0"

TOC

A B D

HSS4x 4x

5/

HSS4x4x5/16

2L6x6x5/8x3/8

W24x131

23' - 4"

EQEQ

W x4

W x4

S4.2

S4.2

TOS

SEE PLAN

0'-0"

TOC

H K

HSS4x4 x5

/16 HSS4x4x5/16

2L6x6x5/8x3/8

W24x146

33' - 2"

EQEQ

W x4

W x4

S4.2

S4.2

TOS

SEE PLAN

COLLECTOR LINE - GRID LINE 1

F

BM 1 BM 2

V = 53.4 K (1.0E) v = 53.4 K / 118.5' = 451 plf

BF 1 = 22k BF 2 = 31.3k v1 = 22k/23.33' = 943plf

11.5k

29'-1" 33'-0"

16.46k v2 = 31.3k/33.17' = 943plf v1 = 451 plf max

Deck Span = 8.5 ft (max)

CAPACITY CHECK [VERCO Roof Deck, UES-ER-2018]

Deck Ga = 18 Deck Attachment = 36/7 Deck Sidelap = TSW @ 24"cc phi v = 2190 plf

METAL DECK DIAPHRAGM SHEAR DEMANDS

phi v > v1 CHECK OK

COLLECTOR BM DESIGN

BM2/BM1

Span = 33 ft Mu = 1.44*(22psf*3.5')*33ft^2/8 = 15.2 k-ft = 183 k-in ((1.2+0.2Sds)DL) Puy = (1.2+0.2Sds)VDL = 1.44*(22psf*3.5')*33ft/2 = 1.83 k Pux = Ω*1.0E = 2.0*16.46k = 33k See spreadsheet output for design Sngle dot Conn (see spreadsheet output) Use W16x26

PROJECT

PROJECT NO.

05.8.5

ADE

LINE M

0'-0"

TOC

H K MJ.6

H S S4x

4x 5/

H S S4x4x5/16

W16x77

HSS3x3x1/4

W21x50 W24x131

2L4x4x5/8

HSS3x3x1/4

26' - 8"26' - 6"

EQEQ 5' - 8" EQEQ

W x

H S

S x x /8

W x

H S

S x x /4

PAD FTG & GRADE

BM PER PLAN

S4.2

S4.2

TOS

SEE PLAN

TOS

SEE PLAN

LU

L4

12"

48"

LU

L3

L5

20"

26"

18"

LU

L3

L5

20"

26"

18"

LU

L4

12"

48"

LU

L2

L3

10"

16"

10"

LU

L2

L3

10"

16"

10"

ELEVATION

S4.1

1/4" = 1'-0"

Elevation 6 - a

W/ (12) 3/4"Øx6" STUDS EA L

VA Dental Clinic

2017-0483

KFD KRH

COLLECTOR LINE - GRID LINE 6

C

BM 4 BM 5

V = 74 K (1.0E) v =74 K / 135.5' = 546 plf

BF 6 = 74k

59.5k v2 = 74k/26.66' = 2776plf v1 =1.25*546 plf = 683 plf max

Deck Span = 8.5 ft (max)

CAPACITY CHECK [VERCO Roof Deck, UES-ER-2018]

Deck Ga = 18 Deck Attachment = 36/7 Deck Sidelap = TSW @ 24"cc phi v = 2190 plf

METAL DECK DIAPHRAGM SHEAR DEMANDS

phi v > v1 CHECK OK

COLLECTOR BM DESIGN

BM6

Span = 26.5 ft Mu = 1.44*(22psf*2.5')*26.5ft^2/8 = 6.95 k-ft = 84 k-in ((1.2+0.2Sds)DL) Puy = (1.2+0.2Sds)VDL = 1.44*(22psf*2.5')*26.5ft/2 = 1.05 k Pux = Ω*1.0E = 2.0*59.5k = 119k See spreadsheet output for design Single dot Conn (see spreadsheet output) Use W21x50

D E F G

BM 3BM 2BM 1

45k

BM 6

COLLECTOR BM DESIGN

BM4

Span = 16.5 ft Mu = 1.44*(22psf*6.5')*16.5ft^2/8 = 7 k-ft = 84 k-in ((1.2+0.2Sds)DL) Puy = (1.2+0.2Sds)VDL = 1.44*(22psf*6.5')*16.5ft/2 = 1.7 k Pux = Ω*1.0E = 2.0*45k = 90k (axial demand from BM5 to be conservative) See spreadsheet output for design Single dot Conn (see spreadsheet output) Use W16x26

36k27k

PROJECT

PROJECT NO.

05.8.6

0'-0"

TOC

E F.6

H S S 4x

4x 5/

H S S

4x4x5/16

W24x103

2L4x4x5/8

17' - 5"

EQEQ

W x

W x

PAD FTG & GRADE

BM PER PLAN

S4.2

S4.2

TOS

SEE PLAN

LU

L4

12"

48"

LU

L3

L5

20"

26"

18"

LU

L3

L5

20"

26"

18"W/ (12) 3/4"Øx6" STUDS EA L

BF 6 = 19.8k v2 = 19.8k/17.42' = 1137plf

VA Dental Clinic

2017-0483

KFD KRH

COLLECTOR LINE - GRID LINE 7

BM 1 BM 2

V = 19.8 K (1.0E) v = 19.8 K / 64.33' = 308 plf v1 = 308 plf max

Deck Span = 8.5 ft (max)

CAPACITY CHECK [VERCO Roof Deck, UES-ER-2018]

Deck Ga = 18 Deck Attachment = 36/7 Deck Sidelap = TSW @ 24"cc phi v = 2190 plf

METAL DECK DIAPHRAGM SHEAR DEMANDS

phi v > v1 CHECK OK

COLLECTOR BM DESIGN

BM2

Span = 20.33 ft Mu = 1.44*(22psf*3.5')*20.33ft^2/8 = 5.73 k-ft = 69 k-in ((1.2+0.2Sds)DL) Puy = (1.2+0.2Sds)VDL = 1.44*(22psf*3.5')*20.33ft/2 = 1.13 k Pux = Ω*1.0E = 2.0*12.4k = 24.8k See spreadsheet output for design Single dot Conn (see spreadsheet output) Use W16x26

C D

12.4K

BM 3

G

2.1K

18 ga 1.5B-36 Grade 50 Roof Deck Diaphragm Shear & Wind Uplift Interaction

For Both Ends Lapped Deck with MWFRS Design Net Wind Uplift (LRFD) of 30 psf

3/4" Visible Dia. Arc Spot Weld Connections to Supports A572 GR50 Support Member or Equivalent 36 / 7 / 4 Perpendicular Connection Pattern to Supports 0.25 ≤ Support Thickness (in.)

1‑1/2" Top Arc seam weld Sidelap Connections 2 in. Minimum Deck End Bearing Length

LRFD Design Combined Wind Uplift & Diaphragm Shear Strength ФSn (plf) 2 Span Condition Sidelap

Connection Spacing (in.)

Span

6'‑0" 6'‑6" 7'‑0" 7'‑6" 8'‑0" 8'‑6" 9'‑0" 9'‑6" 10'‑0" 4 5331 5331 4762 4149 3646 3230 2881 2586 2334 6 5331 5331 4762 4149 3646 3230 2881 2586 2334 8 5131 5151 4762 4149 3646 3230 2881 2586 2334

12 4275 4384 4181 4149 3646 3230 2881 2586 2334 18 3474 3683 3484 3303 3491 3230 2881 2586 2334 24 2993 3265 3076 2906 2752 2986 2847 2586 2334 36 2457 2799 2627 2474 2336 2212 2095 2369 2263

Average Connection Spacing to Supports at Parallel Chords & Collectors (in.)

Sidelap

Connection Spacing (in.)

Span

6'‑0" 6'‑6" 7'‑0" 7'‑6" 8'‑0" 8'‑6" 9'‑0" 9'‑6" 10'‑0" 4 4 4 4 4 4 4 4 4 4 6 6 6 6 6 6 6 6 6 6 8 8 8 8 8 8 8 8 8 8

12 12 11 12 11 12 12 12 12 12 18 14 13 14 15 14 15 18 18 18 24 18 16 17 18 19 17 18 19 24 36 24 20 21 23 24 26 27 23 24

05.8.7

18 ga 1.5B-36 Grade 50 Roof Deck Seismic Diaphragm Shear

For Both Ends Lapped Deck

3/4" Visible Dia. Arc Spot Weld Connections to Supports A572 GR50 Support Member or Equivalent 36 / 7 / 4 Perpendicular Connection Pattern to Supports 0.25 ≤ Support Thickness (in.)

1‑1/2" Top Arc seam weld Sidelap Connections 2 in. Minimum Deck End Bearing Length

Seismic or Wind Diaphragm Shear Stiffness, G' (kip/in.) 2 Span Condition Sidelap

Connection Spacing (in.)

Span

6'‑0" 6'‑6" 7'‑0" 7'‑6" 8'‑0" 8'‑6" 9'‑0" 9'‑6" 10'‑0" 4 321 322 321 322 320 321 320 321 320 6 298 298 297 297 297 296 296 296 296 8 280 281 281 282 277 278 279 280 276

12 251 255 249 253 247 251 246 249 244 18 221 230 223 217 225 219 213 221 216 24 201 214 207 200 194 205 199 194 189 36 176 194 186 180 174 168 162 177 172

LRFD Design Seismic Diaphragm Shear Strength ФSn (plf) 2 Span Condition Sidelap

Connection Spacing (in.)

Span

6'‑0" 6'‑6" 7'‑0" 7'‑6" 8'‑0" 8'‑6" 9'‑0" 9'‑6" 10'‑0" 4 4630 4646 4616 4149 3646 3230 2881 2586 2334 6 4173 4157 4144 4131 3646 3230 2881 2586 2334 8 3763 3778 3790 3801 3646 3230 2881 2586 2334

12 3135 3215 3066 3143 3013 3085 2881 2586 2334 18 2548 2701 2555 2422 2560 2443 2335 2460 2334 24 2195 2394 2256 2131 2018 2190 2088 1994 1908 36 1802 2053 1927 1814 1713 1622 1536 1737 1659

Average Connection Spacing to Supports at Parallel Chords & Collectors (in.)

Sidelap

Connection Spacing (in.)

Span

6'‑0" 6'‑6" 7'‑0" 7'‑6" 8'‑0" 8'‑6" 9'‑0" 9'‑6" 10'‑0" 4 4 4 4 4 4 4 4 4 4 6 6 6 6 6 6 6 6 6 6 8 8 8 8 8 8 8 8 8 8

12 12 11 12 11 12 11 12 12 12 18 14 13 14 15 14 15 15 14 15 24 18 16 17 18 19 17 18 19 20 36 24 20 21 23 24 26 27 23 24

Tables generated using calculator V5.2 based on AISI S310‑16. Date: 10/14/2021

NOTICE: Design defects that could cause injury or death may result from relying on the information in this document without independent verification by a qualified professional. The information in this document is provided “AS IS”. Nucor Corporation and its affiliates expressly disclaim: (i) any and all representations, warranties and conditions and (ii) all liability arising out of or related to this document and the information in it.

05.8.8

PROJECT

PROJECT NO.

05.9.1VA Fairfield

2017-0483 10/03/2021

KFD KRH

CHORD DESIGN

Fpx = 147 k (1.0E)

Length of Diaphragms east/west direction L1 = 142.5' Loading for North/South Direction w1NS = 147 k/142.5' = 1.03 klf (1.0E)

Length of Diaphragms North/South direction L1 = 93.33' Loading for East/West Direction w1EW = 147 k/93.33' = 1.58 klf (1.0E)

See max chord forces in each direction on next 2 pages

Summary:

Maximum Chord Force for Building A is 8.2k (1.0E LRFD) see collector design for governing forces

PROJECT

PROJECT NO.

05.9.2VA Dental Clinic

2017-0483

KFD KRH

A

A

B

C

D

D E

F

G

H

J

K

K L

M

M

W x

W x

T O

S T

Y P

G

R

ID

T O

S T

Y P

G

R

ID

T O

S T

Y P

G

R

ID

13'-2" TO

S

'-2

" T O S

13'-2" TO

S

'-2

" T O S

'-3

/2

" T O S

MTL DECK PER

ROOF FRAMING

PLAN NOTE #9

S L O

P E

S L O

P E

RIDGE

F.6 J.6

6.8

7.7

3.3

27' - 5" 29' - 1" 33' - 0" 33' - 2" 19' - 10"

142' - 6"

/2

/2

7' - 7" 19' - 10" 20' - 4 1/4" 17' - 5" 7' - 8 3/4" 37' - 5" 12' - 4" 8' - 11" 10' - 11"

6' - 8"

72' - 11" 37' - 5" 32' - 2"

W14x22 W16x26 W16x26 W12x14W14x22

W x

W14x22 W16x26 W18x35 W16x26 W12x14

W x

W x

W x

W x

W x

W14x22 W16x26 W18x40 W14x22

W x

W16x26 W24x68 W24x55

W x

W x

W14x22 W14x22 W14x22 W14x22

W x

W14x22 W14x22 W16x26 W16x26 W12x14

W14x22 W14x22 W16x26 W16x26 W12x14

W24x55 W16x31 W16x31 W24x55

W14x22 W14x22 W16x26 W16x26 W12x14

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W12x14

W12x14

W14x22 W14x22 W16x26 W16x26

W14x22

W12x14

W14x22 W14x22 W16x26 W16x26

W14x22 W14x22 W16x26 W16x26

W x

W14x22

W12x14

W x

W14x30

W12x14

W x

S4.1

S4.1

OPEN

W14x22 W14x22 W16x26 W16x26

W14x22 W14x22 W14x22 W14x22

A

S3.1

B

S3.1

C

S3.1

D

S3.1

F

S3.1

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

1/8" = 1'-0"ROOF RAMING PLAN

27'-5" 29'-1" 86'-0"

'-1

'-3

'-0

BF1 BF2

BF3

BF4

BF5

BF6

BF7

BF8

CHORD LAYOUT - NORTH/SOUTH DIRECTION

CHORD 1

CHORD 2

CHORD 8

CHORD 3

CHORD 4

CHORD 5

CHORD 6

CHORD 7

CHORD 9

142.5' w1NS = 1.03 klf

MAX CHORD FORCES

CHORD 3&4 = 1.03klf*7.5'^2/8/43.33' = 0.17 k CHORD 1&7 = 1.03klf*66'^2/8/83.5' = 6.72 k CHORD 1&9 = 1.03klf*73.66'^2/8/85.33' = 8.19 k CHORD 1&8 = 1.03klf*12.33'^2/8/93.5' = 0.21 k CHORD 2&6 = 1.03klf*9'^2/8/72' = 0.15 k CHORD 2&5 = 1.03klf*11'^2/8/59.5' = 0.26 k

PROJECT

PROJECT NO.

05.9.3VA Dental Clinic

2017-0483

KFD KRH

A

A

B

C

D

D E

F

G

H

J

K

K L

M

M

W x

W x

T O

S T

Y P

G

R

ID

T O

S T

Y P

G

R

ID

T O

S T

Y P

G

R

ID

13'-2" TO

S

'-2

" T O S

13'-2" TO

S

'-2

" T O S

'-3

/2

" T O S

MTL DECK PER

ROOF FRAMING

PLAN NOTE #9

S L O

P E

S L O

P E

RIDGE

F.6 J.6

6.8

7.7

3.3

27' - 5" 29' - 1" 33' - 0" 33' - 2" 19' - 10"

142' - 6"

/2

/2

7' - 7" 19' - 10" 20' - 4 1/4" 17' - 5" 7' - 8 3/4" 37' - 5" 12' - 4" 8' - 11" 10' - 11"

6' - 8"

72' - 11" 37' - 5" 32' - 2"

W14x22 W16x26 W16x26 W12x14W14x22

W x

W14x22 W16x26 W18x35 W16x26 W12x14

W x

W x

W x

W x

W x

W14x22 W16x26 W18x40 W14x22

W x

W16x26 W24x68 W24x55

W x

W x

W14x22 W14x22 W14x22 W14x22

W x

W14x22 W14x22 W16x26 W16x26 W12x14

W14x22 W14x22 W16x26 W16x26 W12x14

W24x55 W16x31 W16x31 W24x55

W14x22 W14x22 W16x26 W16x26 W12x14

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W12x14

W12x14

W14x22 W14x22 W16x26 W16x26

W14x22

W12x14

W14x22 W14x22 W16x26 W16x26

W14x22 W14x22 W16x26 W16x26

W x

W14x22

W12x14

W x

W14x30

W12x14

W x

S4.1

S4.1

OPEN

W14x22 W14x22 W16x26 W16x26

W14x22 W14x22 W14x22 W14x22

A

S3.1

B

S3.1

C

S3.1

D

S3.1

F

S3.1

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

W x

1/8" = 1'-0"ROOF RAMING PLAN

27'-5" 29'-1" 86'-0"

'-1

'-3

'-0

BF1 BF2

BF3

BF4

BF5

BF6

BF7

BF8

CHORD LAYOUT - EAST/WEST DIRECTION

CHORD 2

CHORD 7

CHORD 1

CHORD 3

CHORD 4

CHORD 6

.3

3' w 1E

W

1.58 klf

MAX CHORD FORCES

CHORD 1&2 = 1.58klf*8.8'^2/8/118.5' = 0.13 k CHORD 1&4 = 1.58klf*11.5'^2/8/139' = 0.19 k CHORD 3&4 = 1.58klf*43.33'^2/8/143' = 2.59 k CHORD 5&8 = 1.58klf*20'^2/8/65' = 1.22 k CHORD 6&9 = 1.58klf*12'^2/8/22' = 1.29 k CHORD 7&9 = 1.58klf*13.33'^2/8/12.33' = 2.85 k

CHORD 5

CHORD 9

CHORD 8

PROJECT

PROJECT NO. DATE

07 – Foundation Design

07.1.1

Foundation Design Parameters

Soils Report : #73202.002 by PBS dated November 5, 2018

Foundations to bear on engineered fill or native

Allowable Bearing Pressures

D D+L D+L+E/1.4 (W) SP max= 2500 psf 2500 psf 3333 psf

Allowable Skin Friction Pressures (for uplift loads) (Enter '0' for friction value if skin friction is not used) sidewall friction

100 psf

Pad Footing Schedule

D D+L D+L+E/1.4 Uplift Capacity

3'-0'' square 18'' 4 - # 5 bars 22.5 22.5 30.0 5.1

4'-0'' square 18'' 5 - # 5 bars 40.0 40.0 53.3 8.2

5'-0'' square 18'' 6 - # 5 bars 62.5 62.5 83.3 12.1

6'-0'' square 24'' 7 - # 6 bars 90.0 90.0 120.0 20.4

7'-0'' square 24'' 8 - # 6 bars 122.5 122.5 163.3 26.8

8'-0'' square 24'' 9 - # 7 bars 160.0 160.0 213.3 34.0

9'-0'' square 30'' 10 - # 7 bars 202.5 202.5 270.0 49.5

10'-0'' square 36'' 11 - # 7 bars 250.0 250.0 333.3 68.7

11'-0'' square 36'' 12 - # 7 bars 302.5 302.5 403.3 81.8

12'-0'' square 40'' 13 - # 8 bars 360.0 360.0 480.0 104.1

Notes:

1. Footing uplift capacity = 0.9 (ftg wt. + overburden + slab) + sidewall friction x footing sidewall area

ReinforcingWidth Allowable Vertical Loads (kips)

Depth

F:\2017-048300\04-Calculations\07-Foundations\02-Pad Footing Gravity Plus Seismic v01.xlsxPad Footing Schedule 10/25/20215:11 PM

07.2.1

Foundation Design - Dead, Live, and Seismic Loads (E/1.4 - Working Stress Level Forces)

Foundations to bear on engineered fill or native

Allowable Bearing Pressures

Dead D+L D+L+E/1.4 sidewall friction

SP max= 2500 psf 2500 psf 3333 psf 100 psf dtop of ftg= 18.00 in tslab= 5.00 in

Pad Footing Design 3'-0'' square 4.00 in

7.00 in f'c= 3.00 ksi Fy= 60.00 ksi φ(moment)= 0.9 φ(shear)= 0.75

Pdl= 22.5 K Ptl= 22.5 K Ptl+Plat(down)= 30.0 K 0.9Pdl-Plat(up)= 5.1 K 1.80 1.8

0.00 0

Max Soil Pressure= 3.333 ksf ok Ultimate Factor= 1.45 0.00 0

Spu= 4.833 ksf bar area= 0.31 in2 As= 1.24 in2 >As(min)= 0.91 in2 0.00 0

Mu = Spu(b)(b/2-bcol/2)^2/2= 10.58 Kft Vu= Spu(b)(b/2-(d+bcol/2)= 0.15 K (one way) a=AsFy/0.85F'cb= 0.81 in Vu= Spu(b^2-(bcol+d)^2)= 28.16 K (two way) φΜn=φAsFy(d-a/2)= 77.95 Kft ok φVn(one way)=φ(2)(f'c)^0.5bd= 42.52 K ok φVn(two way)=φ(4)(f'c)^0.5bod= 201.96 K ok

Use 3.00 ft square ftg Dftg= 18.00 in rebar: 4 - # 5 bars ea way bottom

0.625 in = dbar

Pad Footing Design 4'-0'' square 4.00 in

7.00 in f'c= 3.00 ksi Fy= 60.00 ksi φ(moment)= 0.9 φ(shear)= 0.75

Pdl= 40.0 K Ptl= 40.0 K Ptl+Plat(down)= 53.3 K 0.9Pdl-Plat(up)= 8.2 K 2.40 2.4

0.00 0

Max Soil Pressure= 3.333 ksf ok Ultimate Factor= 1.45 0.00 0

Spu= 4.833 ksf bar area= 0.31 in2 As= 1.55 in2 >As(min)= 1.21 in2 0.00 0

Mu = Spu(b)(b/2-bcol/2)^2/2= 28.21 Kft Vu= Spu(b)(b/2-(d+bcol/2)= 9.87 K (one way) a=AsFy/0.85F'cb= 0.76 in Vu= Spu(b^2-(bcol+d)^2)= 61.99 K (two way) φΜn=φAsFy(d-a/2)= 97.62 Kft ok φVn(one way)=φ(2)(f'c)^0.5bd= 56.69 K ok φVn(two way)=φ(4)(f'c)^0.5bod= 201.96 K ok

Use 4.00 ft square ftg Dftg= 18.00 in rebar: 5 - # 5 bars ea way bottom

0.625 in = dbar

Pad Footing Design 5'-0'' square 5.00 in

8.00 in f'c= 3.00 ksi Fy= 60.00 ksi φ(moment)= 0.9 φ(shear)= 0.75

Pdl= 62.5 K Ptl= 62.5 K Ptl+Plat(down)= 83.3 K 0.9Pdl-Plat(up)= 12.1 K 3.00 3

0.00 0

Max Soil Pressure= 3.333 ksf ok Ultimate Factor= 1.45 0.00 0

Spu= 4.833 ksf bar area= 0.31 in2 As= 1.86 in2 >As(min)= 1.51 in2 0.00 0

Mu = Spu(b)(b/2-bcol/2)^2/2= 56.72 Kft Vu= Spu(b)(b/2-(d+bcol/2)= 23.41 K (one way) a=AsFy/0.85F'cb= 0.73 in Vu= Spu(b^2-(bcol+d)^2)= 104.02 K (two way) φΜn=φAsFy(d-a/2)= 117.27 Kft ok φVn(one way)=φ(2)(f'c)^0.5bd= 70.86 K ok φVn(two way)=φ(4)(f'c)^0.5bod= 211.40 K ok

Use 5.00 ft square ftg Dftg= 18.00 in rebar: 6 - # 5 bars ea way bottom

0.625 in = dbar column width:

col width+1/2 dist to base plate edge (bcol):

For Uplift at Frame Cols column width:

col width+1/2 dist to base plate edge (bcol):

column width:

col width+1/2 dist to base plate edge (bcol):

F:\2017-048300\04-Calculations\07-Foundations\02-Pad Footing Gravity Plus Seismic v01.xlsx3ft-5ft 10/25/20215:11 PM

07.2.2

Foundations to bear on engineered fill or native

Allowable Bearing Pressures

Dead D+L D+L+E/1.4 sidewall friction

SP max= 2500 psf 2500 psf 3333 psf 100 psf dtop of ftg= 18.00 in tslab= 5.00 in

Pad Footing Design 6'-0'' square 5.00 in

8.00 in f'c= 3.00 ksi Fy= 60.00 ksi φ(moment)= 0.9 φ(shear)= 0.75

Pdl= 90.0 K Ptl= 90.0 K Ptl+Plat(down)= 120.0 K 0.9Pdl-Plat(up)= 20.4 K 4.80 4.8

0.00 0

Max Soil Pressure= 3.333 ksf ok Ultimate Factor= 1.45 0.00 0

Spu= 4.833 ksf bar area= 0.44 in2 As= 3.08 in2 >As(min)= 2.42 in2 0.00 0

Mu = Spu(b)(b/2-bcol/2)^2/2= 103.10 Kft Vu= Spu(b)(b/2-(d+bcol/2)= 28.39 K (one way) a=AsFy/0.85F'cb= 1.01 in Vu= Spu(b^2-(bcol+d)^2)= 147.20 K (two way) φΜn=φAsFy(d-a/2)= 273.69 Kft ok φVn(one way)=φ(2)(f'c)^0.5bd= 119.79 K ok φVn(two way)=φ(4)(f'c)^0.5bod= 376.00 K ok

Use 6.00 ft square ftg Dftg= 24.00 in rebar: 7 - # 6 bars ea way bottom

0.750 in = dbar

Pad Footing Design 7'-0'' square 6.00 in

9.00 in f'c= 3.00 ksi Fy= 60.00 ksi φ(moment)= 0.9 φ(shear)= 0.75

Pdl= 122.5 K Ptl= 122.5 K Ptl+Plat(down)= 163.3 K 0.9Pdl-Plat(up)= 26.8 K 5.60 5.6

0.00 0

Max Soil Pressure= 3.333 ksf ok Ultimate Factor= 1.45 0.00 0

Spu= 4.833 ksf bar area= 0.44 in2 As= 3.52 in2 >As(min)= 2.82 in2 0.00 0

Mu = Spu(b)(b/2-bcol/2)^2/2= 165.19 Kft Vu= Spu(b)(b/2-(d+bcol/2)= 48.63 K (one way) a=AsFy/0.85F'cb= 0.99 in Vu= Spu(b^2-(bcol+d)^2)= 208.10 K (two way) φΜn=φAsFy(d-a/2)= 312.95 Kft ok φVn(one way)=φ(2)(f'c)^0.5bd= 139.75 K ok φVn(two way)=φ(4)(f'c)^0.5bod= 389.31 K ok

Use 7.00 ft square ftg Dftg= 24.00 in rebar: 8 - # 6 bars ea way bottom

0.750 in = dbar

Pad Footing Design 8'-0'' square 6.00 in

9.00 in f'c= 3.00 ksi Fy= 60.00 ksi φ(moment)= 0.9 φ(shear)= 0.75

Pdl= 160.0 K Ptl= 160.0 K Ptl+Plat(down)= 213.3 K 0.9Pdl-Plat(up)= 34.0 K 6.40 6.4

0.00 0

Max Soil Pressure= 3.333 ksf ok Ultimate Factor= 1.45 0.00 0

Spu= 4.833 ksf bar area= 0.60 in2 As= 5.40 in2 >As(min)= 3.23 in2 0.00 0

Mu = Spu(b)(b/2-bcol/2)^2/2= 254.03 Kft Vu= Spu(b)(b/2-(d+bcol/2)= 75.31 K (one way) a=AsFy/0.85F'cb= 1.32 in Vu= Spu(b^2-(bcol+d)^2)= 280.83 K (two way) φΜn=φAsFy(d-a/2)= 472.96 Kft ok φVn(one way)=φ(2)(f'c)^0.5bd= 158.73 K ok φVn(two way)=φ(4)(f'c)^0.5bod= 385.25 K ok

Use 8.00 ft square ftg Dftg= 24.00 in rebar: 9 - # 7 bars ea way bottom

0.875 in = dbar column width:

col width+1/2 dist to base plate edge (bcol):

For Uplift at Frame Cols column width:

col width+1/2 dist to base plate edge (bcol):

column width:

col width+1/2 dist to base plate edge (bcol):

F:\2017-048300\04-Calculations\07-Foundations\02-Pad Footing Gravity Plus Seismic v01.xlsx6ft-8ft 10/25/20215:11 PM

07.2.3

Foundations to bear on engineered fill or native

Allowable Bearing Pressures

Dead D+L D+L+E/1.4 sidewall friction

SP max= 2500 psf 2500 psf 3333 psf 100 psf dtop of ftg= 18.00 in tslab= 5.00 in

Pad Footing Design 9'-0'' square 7.00 in

10.00 in f'c= 3.00 ksi Fy= 60.00 ksi φ(moment)= 0.9 φ(shear)= 0.75

Pdl= 202.5 K Ptl= 202.5 K Ptl+Plat(down)= 270.0 K 0.9Pdl-Plat(up)= 49.5 K 9.00 9

0.00 0

Max Soil Pressure= 3.333 ksf ok Ultimate Factor= 1.45 0.00 0

Spu= 4.833 ksf bar area= 0.60 in2 As= 6.00 in2 >As(min)= 4.54 in2 0.00 0

Mu = Spu(b)(b/2-bcol/2)^2/2= 362.61 Kft Vu= Spu(b)(b/2-(d+bcol/2)= 82.91 K (one way) a=AsFy/0.85F'cb= 1.31 in Vu= Spu(b^2-(bcol+d)^2)= 347.66 K (two way) φΜn=φAsFy(d-a/2)= 687.73 Kft ok φVn(one way)=φ(2)(f'c)^0.5bd= 231.81 K ok φVn(two way)=φ(4)(f'c)^0.5bod= 620.31 K ok

Use 9.00 ft square ftg Dftg= 30.00 in rebar: 10 - # 7 bars ea way bottom

0.875 in = dbar

Pad Footing Design 10'-0'' square 7.00 in

10.00 in f'c= 3.00 ksi Fy= 60.00 ksi φ(moment)= 0.9 φ(shear)= 0.75

Pdl= 250.0 K Ptl= 250.0 K Ptl+Plat(down)= 333.3 K 0.9Pdl-Plat(up)= 68.7 K 12.00 12

0.00 0

Max Soil Pressure= 3.333 ksf ok Ultimate Factor= 1.45 0.00 0

Spu= 4.833 ksf bar area= 0.60 in2 As= 6.60 in2 >As(min)= 6.05 in2 0.00 0

Mu = Spu(b)(b/2-bcol/2)^2/2= 507.62 Kft Vu= Spu(b)(b/2-(d+bcol/2)= 92.13 K (one way) a=AsFy/0.85F'cb= 1.29 in Vu= Spu(b^2-(bcol+d)^2)= 423.73 K (two way) φΜn=φAsFy(d-a/2)= 934.89 Kft ok φVn(one way)=φ(2)(f'c)^0.5bd= 316.72 K ok φVn(two way)=φ(4)(f'c)^0.5bod= 889.46 K ok

Use 10.00 ft square ftg Dftg= 36.00 in rebar: 11 - # 7 bars ea way bottom

0.875 in = dbar

Pad Footing Design 11'-0'' square 8.00 in

11.00 in f'c= 3.00 ksi Fy= 60.00 ksi φ(moment)= 0.9 φ(shear)= 0.75

Pdl= 302.5 K Ptl= 302.5 K Ptl+Plat(down)= 403.3 K 0.9Pdl-Plat(up)= 81.8 K 13.20 13.2

0.00 0

Max Soil Pressure= 3.333 ksf ok Ultimate Factor= 1.45 0.00 0

Spu= 4.833 ksf bar area= 0.60 in2 As= 7.20 in2 >As(min)= 6.65 in2 0.00 0

Mu = Spu(b)(b/2-bcol/2)^2/2= 675.64 Kft Vu= Spu(b)(b/2-(d+bcol/2)= 125.70 K (one way) a=AsFy/0.85F'cb= 1.28 in Vu= Spu(b^2-(bcol+d)^2)= 522.36 K (two way) φΜn=φAsFy(d-a/2)= 1020.06 Kft ok φVn(one way)=φ(2)(f'c)^0.5bd= 348.39 K ok φVn(two way)=φ(4)(f'c)^0.5bod= 910.57 K ok

Use 11.00 ft square ftg Dftg= 36.00 in rebar: 12 - # 7 bars ea way bottom

0.875 in = dbar column width:

col width+1/2 dist to base plate edge (bcol):

For Uplift at Frame Cols column width:

col width+1/2 dist to base plate edge (bcol):

column width:

col width+1/2 dist to base plate edge (bcol):

F:\2017-048300\04-Calculations\07-Foundations\02-Pad Footing Gravity Plus Seismic v01.xlsx9ft-11ft 10/25/20215:11 PM

07.2.4

Foundations to bear on engineered fill or native

Allowable Bearing Pressures

Dead D+L D+L+E/1.4 sidewall friction

SP max= 2500 psf 2500 psf 3333 psf 100 psf dtop of ftg= 18.00 in tslab= 5.00 in

Pad Footing Design 12'-0'' square 8.00 in

11.00 in f'c= 3.00 ksi Fy= 60.00 ksi φ(moment)= 0.9 φ(shear)= 0.75

Pdl= 360.0 K Ptl= 360.0 K Ptl+Plat(down)= 480.0 K 0.9Pdl-Plat(up)= 104.1 K 16.00 16

0.00 0

Max Soil Pressure= 3.333 ksf ok Ultimate Factor= 1.45 0.00 0

Spu= 4.833 ksf bar area= 0.79 in2 As= 10.27 in2 >As(min)= 8.06 in2 0.00 0

Mu = Spu(b)(b/2-bcol/2)^2/2= 890.50 Kft Vu= Spu(b)(b/2-(d+bcol/2)= 147.40 K (one way) a=AsFy/0.85F'cb= 1.68 in Vu= Spu(b^2-(bcol+d)^2)= 621.79 K (two way) φΜn=φAsFy(d-a/2)= 1624.96 Kft ok φVn(one way)=φ(2)(f'c)^0.5bd= 425.91 K ok φVn(two way)=φ(4)(f'c)^0.5bod= 1112.10 K ok

Use 12.00 ft square ftg Dftg= 40.00 in rebar: 13 - # 8 bars ea way bottom

1.000 in = dbar

For Uplift at Frame Cols column width:

col width+1/2 dist to base plate edge (bcol):

F:\2017-048300\04-Calculations\07-Foundations\02-Pad Footing Gravity Plus Seismic v01.xlsx12ft 10/25/20215:11 PM

07.2.5

Column Load Summary

RAM Steel 16.01.00.20

DataBase: VA Fairfield Dental 2019-4-24 KRH 06/04/19 14:37:31

Building Code: IBC Steel Code: AISC360-16 LRFD

UNFACTORED COLUMN LOADS:

Units: kips

Column Line A-5

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 21 16.00 5.7 0.2 3.9 0.0 5.9 9.8

Column Line A-4

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 20 16.00 7.0 0.2 4.7 0.0 7.2 11.9

Column Line A-3

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 19 16.00 6.0 0.2 4.2 0.0 6.2 10.4

Column Line B-1

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 1 16.00 3.2 0.5 2.7 0.0 3.8 6.5

Column Line C-7

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 22 16.00 2.8 0.2 2.4 0.0 3.0 5.4

Column Line D-7

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 23 16.00 4.9 0.2 3.7 0.0 5.2 8.8

Column Line D-5

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 24 16.00 12.8 0.2 6.5 0.0 13.1 19.6

Column Line D-4

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 12 16.00 12.9 0.5 6.8 0.0 13.4 20.2

07.2.6

Lateral Column =

DataBase: VA Fairfield Dental 2019-4-24 KRH 06/04/19 14:37:31

Building Code: IBC Steel Code: AISC360-16 LRFD

Column Line D-3

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 11 16.00 12.4 0.5 6.5 0.0 12.9 19.4

Column Line D-1

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 2 16.00 6.5 0.5 4.4 0.0 7.0 11.4

Column Line E-7

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 9 16.00 5.1 0.5 3.7 0.0 5.6 9.4

Column Line F-5

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 14 16.00 13.0 0.5 6.7 0.0 13.5 20.2

Column Line F-4

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 13 16.00 14.1 0.5 7.3 0.0 14.6 21.9

Column Line F-3

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 26 16.00 13.5 0.2 7.0 0.0 13.7 20.7

Column Line F-1

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 25 16.00 7.7 0.2 4.9 0.0 7.9 12.8

Column Line F.6-7

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 10 16.00 1.8 0.5 1.5 0.0 2.4 3.9

Column Line G-9

Page 2/5

07.2.7

DataBase: VA Fairfield Dental 2019-4-24 KRH 06/04/19 14:37:31

Building Code: IBC Steel Code: AISC360-16 LRFD

Level Col# Length Dead Self +Live -Live MinTot MaxTot

High Roof 5 19.00 3.6 0.6 2.8 0.0 4.2 7.0

Roof 39 16.00 3.7 1.2 2.8 0.0 4.9 7.6

See Column Loads Report for applied moments.

Column Line G-8

Level Col# Length Dead Self +Live -Live MinTot MaxTot

High Roof 2 19.00 10.1 0.6 5.6 0.0 10.7 16.3

Roof 38 16.00 11.2 1.2 6.0 0.0 12.4 18.3

Column Line G-6

Level Col# Length Dead Self +Live -Live MinTot MaxTot

High Roof 6 19.00 3.4 0.3 2.9 0.0 3.7 6.6

Roof 36 16.00 6.2 0.5 4.2 0.0 6.7 10.9

Column Line H-6

Level Col# Length Dead Self +Live -Live MinTot MaxTot

High Roof 8 19.00 6.8 0.3 4.6 0.0 7.1 11.7

Roof 35 16.00 16.7 0.5 8.0 0.0 17.2 25.2

Column Line H-4

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 28 16.00 16.7 0.2 8.2 0.0 17.0 25.2

Column Line H-3

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 27 16.00 14.4 0.2 7.3 0.0 14.6 21.9

Column Line H-1

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 3 16.00 8.2 0.5 5.1 0.0 8.7 13.8

Column Line J-9

Level Col# Length Dead Self +Live -Live MinTot MaxTot

High Roof 4 19.00 3.6 0.6 2.8 0.0 4.2 7.0

Roof 40 16.00 3.7 1.2 2.8 0.0 4.9 7.6

Page 3/5

07.2.8

DataBase: VA Fairfield Dental 2019-4-24 KRH 06/04/19 14:37:31

Building Code: IBC Steel Code: AISC360-16 LRFD

See Column Loads Report for applied moments.

Column Line J-8

Level Col# Length Dead Self +Live -Live MinTot MaxTot

High Roof 3 19.00 10.1 0.6 5.6 0.0 10.8 16.4

Roof 37 16.00 10.3 1.2 5.6 0.0 11.4 17.1

Column Line J-7.7

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 8 16.00 2.8 0.5 2.4 0.0 3.3 5.7

Column Line J-6

Level Col# Length Dead Self +Live -Live MinTot MaxTot

High Roof 7 19.00 4.3 0.3 3.3 0.0 4.5 7.9

Roof 34 16.00 7.8 0.5 4.9 0.0 8.3 13.2

Column Line J.6-6

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 6 16.00 6.7 0.5 4.1 0.0 7.2 11.3

Column Line K-7.7

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 7 16.00 1.3 0.5 1.1 0.0 1.8 2.9

Column Line K-4

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 30 16.00 13.6 0.2 7.0 0.0 13.9 20.9

Column Line K-3

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 29 16.00 11.4 0.2 6.2 0.0 11.7 17.8

Column Line K-1

Page 4/5

07.2.9

DataBase: VA Fairfield Dental 2019-4-24 KRH 06/04/19 14:37:31

Building Code: IBC Steel Code: AISC360-16 LRFD

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 4 16.00 5.2 0.5 3.7 0.0 5.7 9.5

Column Line L-6.8

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 33 16.00 2.3 0.2 2.1 0.0 2.6 4.6

Column Line M-6

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 5 16.00 6.5 0.5 4.3 0.0 7.0 11.4

Column Line M-4

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 31 16.00 4.8 0.2 3.6 0.0 5.1 8.7

Column Line M-3.3

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 32 16.00 3.9 0.5 3.2 0.0 4.4 7.7

Column Line M-2

Level Col# Length Dead Self +Live -Live MinTot MaxTot

Roof 15 16.00 2.8 0.5 2.4 0.0 3.3 5.7

Page 5/5

07.2.10

PROJECT NO. DATE 10/12/2021

CLIENT BY RG

PAGE NO.

SCBF Foundation Calculations

Check pad footings for vertical load only

BF1

PD1 = 2*4.7kip+6.67ft*24psf*23.33ft/2 = 11.3 kip;,; PD2 = 2*4.7kip+10ft*24psf*29ft/2 = 12.9 kip;,;

PL1 = 2*3.9kip+6.67ft*20psf*23.33ft/2 = 9.4 kip;,; PL2 = 2*3.9kip+10ft*20psf*29ft/2 = 10.7 kip;,;

PE = (18.4kip)*(14/23.33) = 11 kip;,;

D;+L:; P1G=max(PD1+PL1, PD2+PL2) = 23.6 kip;

D;+E;/1.4:; P1E=max(PD1+PE/1.4, PD2+PE/1.4) = 20.8 kip;

BF2

PD1 = 2*6.7kip+16.67ft*24 psf*33ft/2 = 20 kip;,; PD2 = 2*6.7kip+6.67ft*24 psf*33 ft/2 = 16 kip;,;

PL1 = 2*5.6kip+16.67ft*20 psf*33ft/2 = 16.7 kip;,; PL2 = 2*5.6kip+6.67ft*20 psf*33ft/2 = 13.4 kip;,;

PE = (26.1 kip)*(14/33.17) = 11 kip;,;

D;+L:; P2G=max(PD1+PL1, PD2+PL2) = 36.7 kip;

D;+E;/1.4:; P2E=max(PD1+PE/1.4, PD2+PE/1.4) = 27.9 kip;

BF3

PD1 = 2*3.7kip+28.25ft*24 psf*22ft/2 = 14.9 kip;,; PD2 = 2*3.7kip+24.67ft*24 psf*20ft/2 = 13.3 kip;,;

PL1 = 2*3.1kip+28.25ft*20 psf*22ft/2 = 12.4 kip;,; PL2 = 2*3.1kip+24.67ft*20 psf*20ft/2 = 11.1 kip;,;

PE = (35.8 kip)*(15/21.33) = 25.2 kip;,;

D;+L:; P3G=max(PD1+PL1, PD2+PL2) = 27.3 kip;

D;+E;/1.4:;…