B01 Attachment J05 Structural Calculations.pdf

NCE Job #: 21-191

Date: 12/3/2021

102 S. 21 st Avenue West, Suite One, Duluth, Minnesota 55806, voice (218) 727-5995, fax (218) 727-7779

Location:

STRUCTURAL CALCULATIONS

Mid-Atlantic Tribes Health Clinic

Chickahominy

Charles City, Virginia

Northland Consulting Engineers L.L.P.

Structural, Civil and Forensic Engineering Services

Garage…………………….………………………..……………………600

Table of Contents:

Canopy…………………….………………………..……………………500

Basis for Structural Design………..……………………………………100

Foundation.………………….………………..…………………………200

Framing…………………...……………………..………………………300

Lateral…………………….………………………..……………………400

102 S. 21 st Avenue West, Suite One, Duluth, Minnesota 55806, voice (218) 727-5995, fax (218) 727-7779

BASIS OF DESIGN

Northland

Project # 21-191 Date: 11/5/2021 By: TDR

Location:

Offices: LL = 50 psf + 15 psf Partitions

Patient / Exam Rooms: LL = 40 psf

Lobbies / Corridors: LL = 100 psf

Storage / Mechanical: LL = 125 psf

Pg = 20.0 psf

Is = 1.0

Ce = 1.0

Ct = 1.0 (building)

1.2 (exterior, unheated sttuctures)

Pm = 14 psf (building)

17 psf (exterior, unheated sttuctures)

II

VUlt = 115 mph (3-second gust)

VASD = 89 mph (3-second gust)

C

**Plus and Minus signs signify pressures acting toward and away from the building surfaces.

American Society of Civil Engineers (ASCE), 7-10

MAT - Chickahominy Health Clinic

Charles City, VA 23030

BASIS FOR STRUCTURAL DESIGN

Building Codes:

International Building Code (IBC), 2015 Edition

Thermal Coefficient:

American Concrete Institute (ACI), 318-14 - Concrete

American Concrete Institute (ACI), 530-13 - Masonry

Specification for Structural Steel Buildings (AISC), 360-10

Building Classification (ASCE 7, Chapter 1):

Risk Category: II

Live Loads (ASCE 7, Chapter 4):

Snow Loads (ASCE 7, Chapter 7):

Ground Snow Load:

Importance Factor:

Exposure Coefficient:

National Design Specificatiion for Wood Construction (NDS), 2012 Edition

Roof - Zone 2 = +16 PSF/ -55 PSF (Edge)

Minimum Snow Load:

Unbalanced snow loads and drift loads are determined on a case-by-case basis and shown on the Load Map where they occur.

Wind Loads (ASCE 7, Chapter 26):

Risk Category:

Exposure:

Wind Directionality Factor Kd: 0.85

Wind Components & Cladding (ASCE 7, Chapter 30):

Roof - Zone 1 (Interior) = +16 PSF/ -33 PSF

Basic Wind Speed:

Roof - Zone 3 = +16 PSF/ -83 PSF (Edge)

Wall - Zone 4 (Interior) = +30 PSF/ -33 PSF

Wall - Zone 5 (Corner) = +30 PSF / -40 PSF

*Design C&C wind pressures for tributary areas larger than 10 sq.ft. may be used, as applicable, if determined by calculation, and approved by Engineer of Record.

Northland Consulting Engineers L.L.P.

Structural, Civil and Forensic Engineering Services

12/6/2021

MAT Health Clinic - Chickahominy

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Snow Loading - ASCE 7- 10

20.00 psf Balanced & Unbalanced Snow Load for Hips and Gable Roofs

Flat Balanced Snow, ps = 20 psf

0.25 :12 Unbalanced, I*pg = 20 psf, W <= 20ft with roof rafter system

= 1.19 ° hd = 1.942

S = 48.00 Unbalanced, hd γ sqrt(S) = 5 psf w/ 8/3 hd sqrt(S) = 35.87 ft

40 ft Unbalanced, 0.3 ps = 6 psf

1.00

1.00

1.00

20 psf

1.00

Sloped Roof Snow Load, ps = 20.00 psf

Snow Drifts on Lower Roof From Higher Portions of the Same Structure

16.60 pcf but not greater than 30 pcf

Height of Balanced Snow Load, hb = 1.20 ft

Drift Truncated Drift

Case Level y hc hc/hb lu1 hd1 lu2 hd2 hd max w hd pd pd SMEAR w' pd' High side Low side Y/N pSLIDE

(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (psf) (psf) (ft) (psf) (psf) (psf) (psf)

East/West Mid Roofs MR 12.75 11.545 9.583 57.333 2.380 37.500 1.401 2.380 9.522 2.380 40 26 NA NA 59.52 20.00 Y 30.58

South Mid Roof MR 12.75 11.545 9.583 70.000 2.647 16.000 1.082 2.647 10.590 2.647 44 29 NA NA 63.95 20.00 n NA

West Low Roof LR 6.333 5.128 4.256 30.500 1.644 79.333 2.118 2.118 8.472 2.118 35 23 NA NA 55.16 20.00 n NA

East Partial Roof LR 4 2.795 2.320 26.000 1.481 31.333 1.254 1.481 5.925 1.481 25 16 NA NA 44.59 20.00 n NA

East Low Roof LR 4 2.795 2.320 31.333 1.673 79.333 2.118 2.118 8.472 2.118 35 23 NA NA 55.16 20.00 n NA

Entry Roof ER 13.83 12.625 10.479 125.000 3.532 11.833 1.082 3.532 14.127 3.532 59 39 11.833 10 78.63 29.52 n NA

North Deck Area L2 16.5 15.295 12.695 125.000 3.532 38.667 1.427 3.532 14.127 3.532 59 39 NA NA 78.63 20.00 n NA

-1.205 -1.000 1.443 1.082 1.443 NA NA NA 0 NA NA 20.00 20.00 n NA

Drift Garage LR 11.34 10.135 8.412 59.670 2.432 8.000 1.082 2.432 9.730 2.432 40 27 8.000 7 60.38 27.18 n NA

-1.205 -1.000 1.443 1.082 1.443 NA NA NA 0 NA NA 20.00 20.00 n NA

-1.205 -1.000 1.443 1.082 1.443 NA NA NA 0 NA NA 20.00 20.00 n NA

-1.205 -1.000 1.443 1.082 1.443 NA NA NA 0 NA NA 20.00 20.00 n NA

-1.205 -1.000 1.443 1.082 1.443 NA NA NA 0 NA NA 20.00 20.00 n NA

-1.205 -1.000 1.443 1.082 1.443 NA NA NA 0 NA NA 20.00 20.00 n NA

-1.205 -1.000 1.443 1.082 1.443 NA NA NA 0 NA NA 20.00 20.00 n NA

Importance Factor, I =

Flat Roof Snow Load, pf =

Roof Slope Factor, Cs =

Snow Density, γ =

Ground Snow Load, pg =

Roof Type =

Roof Slope =

W =

Exposure Factor, Ce =

Thermal Factor, Ct =

Drift Truncated Drift Total Load = hb + hd Sliding LoadLeeward Windward w lu2 y hc pd lu1 hb

Upper Roof lu2 w' pd h lu1 hc y pd'

Upper Roof

,14p13.0 g +=γ γ= sb ph gtef IpCC7.0p = fss pCp =

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"ASCE710W.xls" Program

Version 2.2

WIND LOADING ANALYSIS - Main Wind-Force Resisting System Per ASCE 7-10 Code for Enclosed or Partially Enclosed Buildings

Using Method 2: Analytical Procedure (Section 27) for Buildings of Any Height

Job Name: Chickahominy Clinic- VA Subject:

Job Number: 21-191 Originator: ZKS Checker:

Input Data:

Wind Direction = Parallel (Normal or Parallel to building ridge)

Wind Speed, V = 115 mph (Wind Map, Figure 26.5-1A-C)

Bldg. Classification = II (Table 1.4-1 Risk Cat.)

Exposure Category = C (Sect. 26.7)

Ridge Height, hr = 27.00 ft. (hr >= he)

Eave Height, he = 27.00 ft. (he <= hr)

Building Width = 256.00 ft. (Normal to Building Ridge)

Building Length = 244.00 ft. (Parallel to Building Ridge)

Roof Type = Monoslope (Gable or Monoslope)

Topo. Factor, Kzt = 1.00 (Sect. 26.8 & Table 26.8-1)

Direct. Factor, Kd = 0.85 (Table 26.6-1)

Enclosed? (Y/N) Y (Sect. 6.2 & Figure 6-5)

Hurricane Region? N

Damping Ratio, β = 0.050 (Suggested Range = 0.010-0.070)

Period Coef., Ct = 0.0350 (Suggested Range = 0.020-0.035)

(Assume: T = Ct*h^(3/4) , and f = 1/T)

Resulting Parameters and Coefficients:

Roof Angle, θ = 0.00 deg.

Mean Roof Ht., h = 27.00 ft. (h = he, for roof angle <=10 deg.) L = 244 ft.

Windward Wall Cp = 0.80 (Fig. 27.4-1) B = 256 ft.

Leeward Wall Cp = -0.50 (Fig. 27.4-1)

Side Walls Cp = -0.70 (Fig. 27-4.1)

Roof Cp (zone #1) = -0.90 -0.18 (Fig. 27-4.1) (zone #1 for 0 to h/2)

Roof Cp (zone #2) = -0.90 -0.18 (Fig. 27-4.1) (zone #2 for h/2 to h)

Roof Cp (zone #3) = -0.50 -0.18 (Fig. 27-4.1) (zone #3 for h to 2*h)

Roof Cp (zone #4) = -0.30 -0.18 (Fig. 27-4.1) (zone #4 for > 2*h)

+GCpi Coef. = 0.18 (Table 26.11-1)(positive internal pressure)

-GCpi Coef. = -0.18 (Table 26.11-1)(negative internal pressure)

If z <= 15 then: Kz = 2.01*(15/zg)^(2/α) , If z > 15 then: Kz = 2.01*(z/zg)^(2/α) (Table 27.3-1) α = 9.50 zg = 900 (Table 26.9-1)

Kh = 0.96 (Kh = Kz evaluated at z = h)

Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2*I (Eq. 27.3-1) qh = 27.65 psf qh = 0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z = h)

Ratio h/B = 0.111 freq., f = 2.412 hz. (f >= 1, Rigid structure)

Gust Factor, G = 0.832 (Sect. 26.9)

Design Net External Wind Pressures (Sect. 27.4):

p = qz*G*Cp - qi*(+/-GCpi) for windward wall (psf), where: qi =qh (Eq. 27.4-1) p = qh*G*Cp - qi*(+/-GCpi) for leeward wall, sidewalls, and roof (psf), where: qi = qh (Eq. 27.4-1) θ o

L

B hr he h

Plan

Elevation

L

Wind

MAIN BUILDING DESIGN

Parallel to Ridge Wind Load Tabulation for MWFRS - Buildings of Any Height

Surface z Kz qz Cp p = Net Design Press. (psf)

(ft.) (psf) (w/ +GCpi) (w/ -GCpi)

Windward Wall 0 0.85 24.43 0.80 11.28 21.23

15.00 0.85 24.43 0.80 11.28 21.23

20.00 0.90 25.95 0.80 12.29 22.24

25.00 0.95 27.20 0.80 13.12 23.08

For z = hr: 27.00 0.96 27.65 0.80 13.42 23.37

For z = he: 27.00 0.96 27.65 0.80 13.42 23.37

For z = h: 27.00 0.96 27.65 0.80 13.42 23.37

Leeward Wall All - - -0.50 -16.47 -6.52

Side Walls All - - -0.70 -21.07 -11.12

Roof (zone #1) cond. 1 - - - -0.90 -25.67 -15.72

Roof (zone #1) cond. 2 - - - -0.18 -9.12 0.84

Roof (zone #2) cond. 1 - - - -0.90 -25.67 -15.72

Roof (zone #2) cond. 2 - - - -0.18 -9.12 0.84

Roof (zone #3) cond. 1 - - - -0.50 -16.47 -6.52

Roof (zone #3) cond. 2 - - - -0.18 -9.12 0.84

Roof (zone #4) cond. 1 - - - -0.30 -11.87 -1.92

Roof (zone #4) cond. 2 - - - -0.18 -9.12 0.84

Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.

2. Per Code Section 27.4.7, the minimum wind load for MWFRS shall not be less than 16 psf.

4. Roof zone #1 is applied for horizontal distance of 0 to h/2 from windward edge.

5. Roof zone #2 is applied for horizontal distance of h/2 to h from windward edge.

6. Roof zone #3 is applied for horizontal distance of h to 2*h from windward edge.

7. Roof zone #4 is applied for horizontal distance of > 2*h from windward edge.

Determination of Gust Effect Factor, G:

Is Building Flexible? No f >=1 Hz.

1: Simplified Method for Rigid Building

G = 0.850

Parameters Used in Both Item #2 and Item #3 Calculations (from Table 26.9-1):

α^ = 0.105 b^ = 1.00 α(bar) = 0.154 b(bar) = 0.65 c = 0.20 l = 500 ft.

ε(bar) = 0.200 z(min) = 15 ft.

Calculated Parameters Used in Both Rigid and/or Flexible Building Calculations:

z(bar) = 16.20 = 0.6*h , but not < z(min) , ft. Table 26.9-1

Iz(bar) = 0.225 = c*(33/z(bar))^(1/6) , Eq. 26.9-7

Lz(bar) = 433.68 = l*(z(bar)/33)^(ε(bar)) , Eq. 26.9-9 gq = 3.4 (3.4, per Sect. 26.9.4) gv = 3.4 (3.4, per Sect. 26.9.4) gr = 4.394 = (2*(LN(3600*f)))^(1/2)+0.577/(2*LN(3600*f))^(1/2) , Eq. 26.9-11

Q = 0.822 = (1/(1+0.63*((B+h)/Lz(bar))^0.63))^(1/2) , Eq. 26.9-8

2: Calculation of G for Rigid Building

G = 0.832 = 0.925*((1+1.7*gq*Iz(bar)*Q)/(1+1.7*gv*Iz(bar))) , Eq. 26.9-6

3: Calculation of Gf for Flexible Building β = 0.050 Damping Ratio

Ct = 0.035 Period Coefficient

T = 0.415 = Ct*h^(3/4) , sec. (Approximate fundamental period) f = 2.412 = 1/T , Hz. (Natural Frequency)

V(fps) = N.A. = V(mph)*(88/60) , ft./sec.

V(bar,zbar) = N.A. = b(bar)*(z(bar)/33)^(α(bar))*V*(88/60) , ft./sec. , Eq. 26.9-16

N1 = N.A. = f*Lz(bar)/(V(bar,zbar)) , Eq. 26.9-14

Rn = N.A. = 7.47*N1/(1+10.3*N1)^(5/3) , Eq. 26.9-13 ηh = N.A. = 4.6*f*h/(V(bar,zbar))

Rh = N.A. = (1/ηh)-1/(2*ηh^2)*(1-e^(-2*ηh)) for ηh>0, or = 1 for ηh=0 ,Eq. 26.9-15a, b ηb = N.A. = 4.6*f*B/(V(bar,zbar))

RB = N.A. = (1/ηb)-1/(2*ηb^2)*(1-e^(-2*ηb)) for ηb>0, or = 1 for ηb=0,Eq. 26.9-15a, b ηd = N.A. = 15.4*f*L/(V(bar,zbar))

RL = N.A. = (1/ηd)-1/(2*ηd^2)*(1-e^(-2*ηd)) for ηd>0, or = 1 for ηd=0 ,Eq. 26.9-15a, b

R = N.A. = ((1/β)*Rn*Rh*RB*(0.53+0.47*RL))^(1/2) , Eq. 26.9-12

Gf = N.A. = 0.925*(1+1.7*Iz(bar)*(gq^2*Q^2+gr^2*R^2)^(1/2))/(1+1.7*gv*Iz(bar)) , Use: G = 0.832 Eq. 26.9-10

Figure 27.4-1 - Design Wind Load Cases of MWFRS for Buildings of All Heights

Case 1: Full design wind pressure acting on the projected area perpendicular to each principal axis of the structure, considered separately along each principal axis.

Case 2: Three quarters of the design wind pressure acting on the projected area perpendicular to each principal axis of the structure in conjunction with a torsional moment as shown, considered separately for each principal axis.

Case 3: Wind pressure as defined in Case 1, but considered to act simultaneously at 75% of the specified value.

Case 4: Wind pressure as defined in Case 2, but considered to act simultaneously at 75% of the specified value.

Notes: 1. Design wind pressures for windward (Pw) and leeward (PL) faces shall be determined in accordance with the provisions of Section 27.4.1 and 27.4.2 as applicable for buildings of all heights.

2. Above diagrams show plan views of building.

3. Notation:

Pwx, Pwy = Windward face pressure acting in the X, Y principal axis, respectively.

PLx, PLy = Leeward face pressure acting in the X, Y principal axis, respectively.

e (ex, ey) = Eccentricity for the X, Y principal axis of the structure, respectively.

MT = Torsional moment per unit height acting about a vertical axis of the building.

WIND LOADING ANALYSIS - Main Wind-Force Resisting System Per ASCE 7-10 Code for Enclosed or Partially Enclosed Buildings

Using Method 2: Analytical Procedure (Section 27) for Buildings of Any Height

Job Name: Chickahominy Clinic- VA Subject:

Job Number: 21-191 Originator: ZKS Checker:

Input Data:

Wind Direction = Normal (Normal or Parallel to building ridge)

Wind Speed, V = 115 mph (Wind Map, Figure 26.5-1A-C)

Bldg. Classification = II (Table 1.4-1 Risk Cat.)

Exposure Category = C (Sect. 26.7)

Ridge Height, hr = 27.00 ft. (hr >= he)

Eave Height, he = 27.00 ft. (he <= hr)

Building Width = 256.00 ft. (Normal to Building Ridge)

Building Length = 244.00 ft. (Parallel to Building Ridge)

Roof Type = Monoslope (Gable or Monoslope)

Topo. Factor, Kzt = 1.00 (Sect. 26.8 & Table 26.8-1)

Direct. Factor, Kd = 0.85 (Table 26.6-1)

Enclosed? (Y/N) Y (Sect. 6.2 & Figure 6-5)

Hurricane Region? N

Damping Ratio, β = 0.050 (Suggested Range = 0.010-0.070)

Period Coef., Ct = 0.0350 (Suggested Range = 0.020-0.035)

(Assume: T = Ct*h^(3/4) , and f = 1/T)

Resulting Parameters and Coefficients:

Roof Angle, θ = 0.00 deg.

Mean Roof Ht., h = 27.00 ft. (h = he, for roof angle <=10 deg.) L = 256 ft.

Windward Wall Cp = 0.80 (Fig. 27.4-1) B = 244 ft.

Leeward Wall Cp = -0.49 (Fig. 27.4-1)

Side Walls Cp = -0.70 (Fig. 27-4.1)

Roof Cp (zone #1) = -0.90 -0.18 (Fig. 27-4.1) (zone #1 for 0 to h/2)

Roof Cp (zone #2) = -0.90 -0.18 (Fig. 27-4.1) (zone #2 for h/2 to h)

Roof Cp (zone #3) = -0.50 -0.18 (Fig. 27-4.1) (zone #3 for h to 2*h)

Roof Cp (zone #4) = -0.30 -0.18 (Fig. 27-4.1) (zone #4 for > 2*h)

+GCpi Coef. = 0.18 (Table 26.11-1)(positive internal pressure)

-GCpi Coef. = -0.18 (Table 26.11-1)(negative internal pressure)

If z <= 15 then: Kz = 2.01*(15/zg)^(2/α) , If z > 15 then: Kz = 2.01*(z/zg)^(2/α) (Table 27.3-1) α = 9.50 zg = 900 (Table 26.9-1)

Kh = 0.96 (Kh = Kz evaluated at z = h)

Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2*I (Eq. 27.3-1) qh = 27.65 psf qh = 0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z = h)

Ratio h/B = 0.105 freq., f = 2.412 hz. (f >= 1, Rigid structure)

Gust Factor, G = 0.834 (Sect. 26.9)

Design Net External Wind Pressures (Sect. 27.4):

p = qz*G*Cp - qi*(+/-GCpi) for windward wall (psf), where: qi =qh (Eq. 27.4-1) p = qh*G*Cp - qi*(+/-GCpi) for leeward wall, sidewalls, and roof (psf), where: qi = qh (Eq. 27.4-1) θ o

L

B hr he h

Plan

Elevation

L

Wind

Normal to Ridge Wind Load Tabulation for MWFRS - Buildings of Any Height

Surface z Kz qz Cp p = Net Design Press. (psf)

(ft.) (psf) (w/ +GCpi) (w/ -GCpi)

Windward Wall 0 0.85 24.43 0.80 11.31 21.27

15.00 0.85 24.43 0.80 11.31 21.27

20.00 0.90 25.95 0.80 12.33 22.28

25.00 0.95 27.20 0.80 13.16 23.12

For z = hr: 27.00 0.96 27.65 0.80 13.46 23.41

For z = he: 27.00 0.96 27.65 0.80 13.46 23.41

For z = h: 27.00 0.96 27.65 0.80 13.46 23.41

Leeward Wall All - - -0.49 -16.27 -6.32

Side Walls All - - -0.70 -21.11 -11.16

Roof (zone #1) cond. 1 - - - -0.90 -25.72 -15.76

Roof (zone #1) cond. 2 - - - -0.18 -9.12 0.83

Roof (zone #2) cond. 1 - - - -0.90 -25.72 -15.76

Roof (zone #2) cond. 2 - - - -0.18 -9.12 0.83

Roof (zone #3) cond. 1 - - - -0.50 -16.50 -6.55

Roof (zone #3) cond. 2 - - - -0.18 -9.12 0.83

Roof (zone #4) cond. 1 - - - -0.30 -11.89 -1.94

Roof (zone #4) cond. 2 - - - -0.18 -9.12 0.83

Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.

2. Per Code Section 27.4.7, the minimum wind load for MWFRS shall not be less than 16 psf.

4. Roof zone #1 is applied for horizontal distance of 0 to h/2 from windward edge.

5. Roof zone #2 is applied for horizontal distance of h/2 to h from windward edge.

6. Roof zone #3 is applied for horizontal distance of h to 2*h from windward edge.

7. Roof zone #4 is applied for horizontal distance of > 2*h from windward edge.

Determination of Gust Effect Factor, G:

Is Building Flexible? No f >=1 Hz.

1: Simplified Method for Rigid Building

G = 0.850

Parameters Used in Both Item #2 and Item #3 Calculations (from Table 26.9-1):

α^ = 0.105 b^ = 1.00 α(bar) = 0.154 b(bar) = 0.65 c = 0.20 l = 500 ft.

ε(bar) = 0.200 z(min) = 15 ft.

Calculated Parameters Used in Both Rigid and/or Flexible Building Calculations:

z(bar) = 16.20 = 0.6*h , but not < z(min) , ft. Table 26.9-1

Iz(bar) = 0.225 = c*(33/z(bar))^(1/6) , Eq. 26.9-7

Lz(bar) = 433.68 = l*(z(bar)/33)^(ε(bar)) , Eq. 26.9-9 gq = 3.4 (3.4, per Sect. 26.9.4) gv = 3.4 (3.4, per Sect. 26.9.4) gr = 4.394 = (2*(LN(3600*f)))^(1/2)+0.577/(2*LN(3600*f))^(1/2) , Eq. 26.9-11

Q = 0.825 = (1/(1+0.63*((B+h)/Lz(bar))^0.63))^(1/2) , Eq. 26.9-8

2: Calculation of G for Rigid Building

G = 0.834 = 0.925*((1+1.7*gq*Iz(bar)*Q)/(1+1.7*gv*Iz(bar))) , Eq. 26.9-6

3: Calculation of Gf for Flexible Building β = 0.050 Damping Ratio

Ct = 0.035 Period Coefficient

T = 0.415 = Ct*h^(3/4) , sec. (Approximate fundamental period) f = 2.412 = 1/T , Hz. (Natural Frequency)

V(fps) = N.A. = V(mph)*(88/60) , ft./sec.

V(bar,zbar) = N.A. = b(bar)*(z(bar)/33)^(α(bar))*V*(88/60) , ft./sec. , Eq. 26.9-16

N1 = N.A. = f*Lz(bar)/(V(bar,zbar)) , Eq. 26.9-14

Rn = N.A. = 7.47*N1/(1+10.3*N1)^(5/3) , Eq. 26.9-13 ηh = N.A. = 4.6*f*h/(V(bar,zbar))

Rh = N.A. = (1/ηh)-1/(2*ηh^2)*(1-e^(-2*ηh)) for ηh>0, or = 1 for ηh=0 ,Eq. 26.9-15a, b ηb = N.A. = 4.6*f*B/(V(bar,zbar))

RB = N.A. = (1/ηb)-1/(2*ηb^2)*(1-e^(-2*ηb)) for ηb>0, or = 1 for ηb=0,Eq. 26.9-15a, b ηd = N.A. = 15.4*f*L/(V(bar,zbar))

RL = N.A. = (1/ηd)-1/(2*ηd^2)*(1-e^(-2*ηd)) for ηd>0, or = 1 for ηd=0 ,Eq. 26.9-15a, b

R = N.A. = ((1/β)*Rn*Rh*RB*(0.53+0.47*RL))^(1/2) , Eq. 26.9-12

Gf = N.A. = 0.925*(1+1.7*Iz(bar)*(gq^2*Q^2+gr^2*R^2)^(1/2))/(1+1.7*gv*Iz(bar)) , Use: G = 0.834 Eq. 26.9-10

Figure 27.4-1 - Design Wind Load Cases of MWFRS for Buildings of All Heights

Case 1: Full design wind pressure acting on the projected area perpendicular to each principal axis of the structure, considered separately along each principal axis.

Case 2: Three quarters of the design wind pressure acting on the projected area perpendicular to each principal axis of the structure in conjunction with a torsional moment as shown, considered separately for each principal axis.

Case 3: Wind pressure as defined in Case 1, but considered to act simultaneously at 75% of the specified value.

Case 4: Wind pressure as defined in Case 2, but considered to act simultaneously at 75% of the specified value.

Notes: 1. Design wind pressures for windward (Pw) and leeward (PL) faces shall be determined in accordance with the provisions of Section 27.4.1 and 27.4.2 as applicable for buildings of all heights.

2. Above diagrams show plan views of building.

3. Notation:

Pwx, Pwy = Windward face pressure acting in the X, Y principal axis, respectively.

PLx, PLy = Leeward face pressure acting in the X, Y principal axis, respectively.

e (ex, ey) = Eccentricity for the X, Y principal axis of the structure, respectively.

MT = Torsional moment per unit height acting about a vertical axis of the building.

WIND LOADING ANALYSIS - Wall Components and Cladding Per ASCE 7-10 Code for Buildings of Any Height

Using Part 1 & 3: Analytical Procedure (Section 30.4 & 30.6)

Job Name: Chickahominy Clinic - VA Subject:

Job Number: 21-191 Originator: ZKS Checker:

Input Data:

Wind Speed, V = 115 mph (Wind Map, Figure 26.5-1A-C)

Bldg. Classification = II (Table 1.5-1 Risk Category)

Exposure Category = C (Sect. 26.7)

Ridge Height, hr = 27.00 ft. (hr >= he)

Eave Height, he = 27.00 ft. (he <= hr)

Building Width = 256.00 ft. (Normal to Building Ridge)

Building Length = 244.00 ft. (Parallel to Building Ridge)

Roof Type = Monoslope (Gable or Monoslope)

Topo. Factor, Kzt = 1.00 (Sect. 26.8 & Figure 26.8-1)

Direct. Factor, Kd = 0.85 (Table 26.6)

Enclosed? (Y/N) Y (Sect. 28.6-1 & Figure 26.11-1)

Hurricane Region? N

Component Name = Wall (Girt, Siding, Wall, or Fastener)

Effective Area, Ae = 10 ft.^2 (Area Tributary to C&C)

Resulting Parameters and Coefficients:

Roof Angle, θ = 0.00 deg.

Mean Roof Ht., h = 27.00 ft. (h = he, for roof angle <=10 deg.)

Wall External Pressure Coefficients, GCp:

GCp Zone 4 Pos. = 0.90 (Fig. 30.4-1, GCp is reduced by 10% for roof angle <=10 deg. )

GCp Zone 5 Pos. = 0.90 (Fig. 30.4-1, GCp is reduced by 10% for roof angle <=10 deg. )

GCp Zone 4 Neg. = -0.99 (Fig. 30.4-1, GCp is reduced by 10% for roof angle <=10 deg. )

GCp Zone 5 Neg. = -1.26 (Fig. 30.4-1, GCp is reduced by 10% for roof angle <=10 deg. )

Positive & Negative Internal Pressure Coefficients, GCpi (Figure 26.11-1):

+GCpi Coef. = 0.18 (positive internal pressure)

-GCpi Coef. = -0.18 (negative internal pressure)

If z <= 15 then: Kz = 2.01*(15/zg)^(2/α) , If z > 15 then: Kz = 2.01*(z/zg)^(2/α) (Table 30.3-1) α = 9.50 (Table 26.9-1) zg = 900 (Table 26.9-1)

Kh = 0.96 (Kh = Kz evaluated at z = h)

Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2 (Sect. 30.3.2, Eq. 30.3-1) qh = 27.65 psf qh = 0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z = h)

Design Net External Wind Pressures (Sect. 30.4 & 30.6):

For h <= 60 ft.: p = qh*((GCp) - (+/-GCpi)) (psf)

For h > 60 ft.: p = q*(GCp) - qi*(+/-GCpi) (psf) where: q = qz for windward walls, q = qh for leeward walls and side walls qi = qh for all walls (conservatively assumed per Sect. 30.6) θ o

L

B hr he h

Plan

Elevation

L

Wind Load Tabulation for Wall Components & Cladding

Component z Kh qh p = Net Design Pressures (psf)

(ft.) (psf) Zone 4 (+) Zone 4 (-) Zone 5 (+) Zone 5 (-)

Wall 0 0.96 27.65 29.86 -32.35 29.86 -39.81

15.00 0.96 27.65 29.86 -32.35 29.86 -39.81

20.00 0.96 27.65 29.86 -32.35 29.86 -39.81

25.00 0.96 27.65 29.86 -32.35 29.86 -39.81

For z = hr: 27.00 0.96 27.65 29.86 -32.35 29.86 -39.81

For z = he: 27.00 0.96 27.65 29.86 -32.35 29.86 -39.81

For z = h: 27.00 0.96 27.65 29.86 -32.35 29.86 -39.81

Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.

2. Width of Zone 5 (end zones), 'a' = 10.80 ft.

3. Per Code Section 30.2.2, the minimum wind load for C&C shall not be less than 16 psf.

4. References : a. ASCE 7-10, "Minimum Design Loads for Buildings and Other Structures".

b. "Guide to the Use of the Wind Load Provisions of ASCE 7-02" by: Kishor C. Mehta and James M. Delahay (2004).

Wall Components and Cladding:

Wall Zones for Buildings with h <= 60 ft.

Wall Zones for Buildings with h > 60 ft.

WIND LOADING ANALYSIS - Roof Components and Cladding Per ASCE 7-10 Code for Bldgs. of Any Height with Gable Roof θ <= 45 o or Monoslope Roof θ <= 3 o

Using Part 1 & 3: Analytical Procedure (Section 30.4 & 30.6)

Job Name: Chickahominy Clinic - VA Subject:

Job Number: 21-191 Originator: ZKS Checker:

Input Data:

Wind Speed, V = 115 mph (Wind Map, Figure 26.5-1A-C)

Bldg. Classification = II (Table 1.5-1 Risk Category)

Exposure Category = C (Sect. 26.7)

Ridge Height, hr = 27.00 ft. (hr >= he)

Eave Height, he = 27.00 ft. (he <= hr)

Building Width = 256.00 ft. (Normal to Building Ridge)

Building Length = 244.00 ft. (Parallel to Building Ridge)

Roof Type = Monoslope (Gable or Monoslope)

Topo. Factor, Kzt = 1.00 (Sect. 26.8 & Figure 26.8-1)

Direct. Factor, Kd = 0.85 (Table 26.6)

Enclosed? (Y/N) Y (Sect. 28.6-1 & Figure 26.11-1)

Hurricane Region? N

Component Name = Joist (Purlin, Joist, Decking, or Fastener)

Effective Area, Ae = 10 ft.^2 (Area Tributary to C&C)

Overhangs? (Y/N) Y (if used, overhangs on all sides)

Resulting Parameters and Coefficients:

Roof Angle, θ = 0.00 deg.

Mean Roof Ht., h = 27.00 ft. (h = he, for roof angle <=10 deg.)

Roof External Pressure Coefficients, GCp:

GCp Zone 1-3 Pos. = 0.30 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)

GCp Zone 1 Neg. = -1.70 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)

GCp Zone 2 Neg. = -1.70 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)

GCp Zone 3 Neg. = -2.80 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)

Positive & Negative Internal Pressure Coefficients, GCpi (Figure 26.11-1):

+GCpi Coef. = 0.18 (positive internal pressure)

-GCpi Coef. = -0.18 (negative internal pressure)

If z <= 15 then: Kz = 2.01*(15/zg)^(2/α) , If z > 15 then: Kz = 2.01*(z/zg)^(2/α) (Table 30.3-1) α = 9.50 (Table 26.9-1) zg = 900 (Table 26.9-1)

Kh = 0.96 (Kh = Kz evaluated at z = h)

Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2 (Sect. 30.3.2, Eq. 30.3-1) qh = 27.65 psf qh = 0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z = h)

Design Net External Wind Pressures (Sect. 30.4 & 30.6):

For h <= 60 ft.: p = qh*((GCp) - (+/-GCpi)) (psf)

For h > 60 ft.: p = q*(GCp) - qi*(+/-GCpi) (psf) where: q = qh for roof qi = qh for roof (conservatively assumed per Sect. 30.6) θ o

L

B hr he h

Plan

Elevation

L

Wind Load Tabulation for Roof Components & Cladding

Component z Kh qh p = Net Design Pressures (psf)

(ft.) (psf) Zone 1,2,3 (+) Zone 1 (-) Zone 2 (-) Zone 3 (-)

Joist 0 0.96 27.65 13.27 -51.98 -51.98 -82.39

15.00 0.96 27.65 13.27 -51.98 -51.98 -82.39

20.00 0.96 27.65 13.27 -51.98 -51.98 -82.39

25.00 0.96 27.65 13.27 -51.98 -51.98 -82.39

For z = hr: 27.00 0.96 27.65 13.27 -51.98 -51.98 -82.39

For z = he: 27.00 0.96 27.65 13.27 -51.98 -51.98 -82.39

For z = h: 27.00 0.96 27.65 13.27 -51.98 -51.98 -82.39

Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.

2. Width of Zone 2 (edge), 'a' = 10.80 ft.

3. Width of Zone 3 (corner), 'a' = 10.80 ft.

4. For monoslope roofs with θ <= 3 degrees, use Fig. 30.4-2A for 'GCp' values with 'qh'.

5. For buildings with h > 60' and θ > 10 degrees, use Fig. 30.6-1 for 'GCpi' values with 'qh'.

6. For all buildings with overhangs, use Fig. 30.4-2B for 'GCp' values per Sect. 30.10.

7. If a parapet >= 3' in height is provided around perimeter of roof with θ <= 10 degrees, Zone 3 shall be treated as Zone 2.

8. Per Code Section 30.2.2, the minimum wind load for C&C shall not be less than 16 psf.

9. References : a. ASCE 7-02, "Minimum Design Loads for Buildings and Other Structures".

b. "Guide to the Use of the Wind Load Provisions of ASCE 7-02" by: Kishor C. Mehta and James M. Delahay (2004).

Roof Components and Cladding:

θ <= 7 deg. 7 deg. < θ <= 27 deg. 27 deg. < θ <= 45 deg.

Roof Zones for Buildings with h <= 60 ft.

(for Gable Roofs <= 45 o and Monoslope Roofs <= 3 o

Roof Zones for Buildings with h > 60 ft.

(for Gable Roofs <= 10 o and Monoslope Roofs <= 3 o

WIND LOADING ANALYSIS - Main Wind-Force Resisting System Per ASCE 7-10 Code for Enclosed or Partially Enclosed Buildings

Using Method 2: Analytical Procedure (Section 27) for Buildings of Any Height

Job Name: Chickahominy Clinic- VA Subject:

Job Number: 21-191 Originator: ZKS Checker:

Input Data:

Wind Direction = Parallel (Normal or Parallel to building ridge)

Wind Speed, V = 115 mph (Wind Map, Figure 26.5-1A-C)

Bldg. Classification = II (Table 1.4-1 Risk Cat.)

Exposure Category = C (Sect. 26.7)

Ridge Height, hr = 22.00 ft. (hr >= he)

Eave Height, he = 22.00 ft. (he <= hr)

Building Width = 59.67 ft. (Normal to Building Ridge)

Building Length = 53.67 ft. (Parallel to Building Ridge)

Roof Type = Monoslope (Gable or Monoslope)

Topo. Factor, Kzt = 1.00 (Sect. 26.8 & Table 26.8-1)

Direct. Factor, Kd = 0.85 (Table 26.6-1)

Enclosed? (Y/N) Y (Sect. 6.2 & Figure 6-5)

Hurricane Region? N

Damping Ratio, β = 0.050 (Suggested Range = 0.010-0.070)

Period Coef., Ct = 0.0350 (Suggested Range = 0.020-0.035)

(Assume: T = Ct*h^(3/4) , and f = 1/T)

Resulting Parameters and Coefficients:

Roof Angle, θ = 0.00 deg.

Mean Roof Ht., h = 22.00 ft. (h = he, for roof angle <=10 deg.) L = 53.67 ft.

Windward Wall Cp = 0.80 (Fig. 27.4-1) B = 59.67 ft.

Leeward Wall Cp = -0.50 (Fig. 27.4-1)

Side Walls Cp = -0.70 (Fig. 27-4.1)

Roof Cp (zone #1) = -0.90 -0.18 (Fig. 27-4.1) (zone #1 for 0 to h/2)

Roof Cp (zone #2) = -0.90 -0.18 (Fig. 27-4.1) (zone #2 for h/2 to h)

Roof Cp (zone #3) = -0.50 -0.18 (Fig. 27-4.1) (zone #3 for h to 2*h)

Roof Cp (zone #4) = -0.30 -0.18 (Fig. 27-4.1) (zone #4 for > 2*h)

+GCpi Coef. = 0.18 (Table 26.11-1)(positive internal pressure)

-GCpi Coef. = -0.18 (Table 26.11-1)(negative internal pressure)

If z <= 15 then: Kz = 2.01*(15/zg)^(2/α) , If z > 15 then: Kz = 2.01*(z/zg)^(2/α) (Table 27.3-1) α = 9.50 zg = 900 (Table 26.9-1)

Kh = 0.92 (Kh = Kz evaluated at z = h)

Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2*I (Eq. 27.3-1) qh = 26.48 psf qh = 0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z = h)

Ratio h/B = 0.410 freq., f = 2.813 hz. (f >= 1, Rigid structure)

Gust Factor, G = 0.850 (Sect. 26.9)

Design Net External Wind Pressures (Sect. 27.4):

p = qz*G*Cp - qi*(+/-GCpi) for windward wall (psf), where: qi =qh (Eq. 27.4-1) p = qh*G*Cp - qi*(+/-GCpi) for leeward wall, sidewalls, and roof (psf), where: qi = qh (Eq. 27.4-1) θ o

L

B hr he h

Plan

Elevation

L

Wind

GARAGE DESIGN

Parallel to Ridge Wind Load Tabulation for MWFRS - Buildings of Any Height

Surface z Kz qz Cp p = Net Design Press. (psf)

(ft.) (psf) (w/ +GCpi) (w/ -GCpi)

Windward Wall 0 0.85 24.43 0.80 11.85 21.38

15.00 0.85 24.43 0.80 11.85 21.38

20.00 0.90 25.95 0.80 12.88 22.42

For z = hr: 22.00 0.92 26.48 0.80 13.24 22.77

For z = he: 22.00 0.92 26.48 0.80 13.24 22.77

For z = h: 22.00 0.92 26.48 0.80 13.24 22.77

Leeward Wall All - - -0.50 -16.02 -6.49

Side Walls All - - -0.70 -20.52 -10.99

Roof (zone #1) cond. 1 - - - -0.90 -25.02 -15.49

Roof (zone #1) cond. 2 - - - -0.18 -8.82 0.71

Roof (zone #2) cond. 1 - - - -0.90 -25.02 -15.49

Roof (zone #2) cond. 2 - - - -0.18 -8.82 0.71

Roof (zone #3) cond. 1 - - - -0.50 -16.02 -6.49

Roof (zone #3) cond. 2 - - - -0.18 -8.82 0.71

Roof (zone #4) cond. 1 - - - -0.30 -11.52 -1.99

Roof (zone #4) cond. 2 - - - -0.18 -8.82 0.71

Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.

2. Per Code Section 27.4.7, the minimum wind load for MWFRS shall not be less than 16 psf.

4. Roof zone #1 is applied for horizontal distance of 0 to h/2 from windward edge.

5. Roof zone #2 is applied for horizontal distance of h/2 to h from windward edge.

6. Roof zone #3 is applied for horizontal distance of h to 2*h from windward edge.

7. Roof zone #4 is applied for horizontal distance of > 2*h from windward edge.

Determination of Gust Effect Factor, G:

Is Building Flexible? No f >=1 Hz.

1: Simplified Method for Rigid Building

G = 0.850

Parameters Used in Both Item #2 and Item #3 Calculations (from Table 26.9-1):

α^ = 0.105 b^ = 1.00 α(bar) = 0.154 b(bar) = 0.65 c = 0.20 l = 500 ft.

ε(bar) = 0.200 z(min) = 15 ft.

Calculated Parameters Used in Both Rigid and/or Flexible Building Calculations:

z(bar) = 15.00 = 0.6*h , but not < z(min) , ft. Table 26.9-1

Iz(bar) = 0.228 = c*(33/z(bar))^(1/6) , Eq. 26.9-7

Lz(bar) = 427.06 = l*(z(bar)/33)^(ε(bar)) , Eq. 26.9-9 gq = 3.4 (3.4, per Sect. 26.9.4) gv = 3.4 (3.4, per Sect. 26.9.4) gr = 4.429 = (2*(LN(3600*f)))^(1/2)+0.577/(2*LN(3600*f))^(1/2) , Eq. 26.9-11

Q = 0.905 = (1/(1+0.63*((B+h)/Lz(bar))^0.63))^(1/2) , Eq. 26.9-8

2: Calculation of G for Rigid Building

G = 0.875 = 0.925*((1+1.7*gq*Iz(bar)*Q)/(1+1.7*gv*Iz(bar))) , Eq. 26.9-6

3: Calculation of Gf for Flexible Building β = 0.050 Damping Ratio

Ct = 0.035 Period Coefficient

T = 0.356 = Ct*h^(3/4) , sec. (Approximate fundamental period) f = 2.813 = 1/T , Hz. (Natural Frequency)

V(fps) = N.A. = V(mph)*(88/60) , ft./sec.

V(bar,zbar) = N.A. = b(bar)*(z(bar)/33)^(α(bar))*V*(88/60) , ft./sec. , Eq. 26.9-16

N1 = N.A. = f*Lz(bar)/(V(bar,zbar)) , Eq. 26.9-14

Rn = N.A. = 7.47*N1/(1+10.3*N1)^(5/3) , Eq. 26.9-13 ηh = N.A. = 4.6*f*h/(V(bar,zbar))

Rh = N.A. = (1/ηh)-1/(2*ηh^2)*(1-e^(-2*ηh)) for ηh>0, or = 1 for ηh=0 ,Eq. 26.9-15a, b ηb = N.A. = 4.6*f*B/(V(bar,zbar))

RB = N.A. = (1/ηb)-1/(2*ηb^2)*(1-e^(-2*ηb)) for ηb>0, or = 1 for ηb=0,Eq. 26.9-15a, b ηd = N.A. = 15.4*f*L/(V(bar,zbar))

RL = N.A. = (1/ηd)-1/(2*ηd^2)*(1-e^(-2*ηd)) for ηd>0, or = 1 for ηd=0 ,Eq. 26.9-15a, b

R = N.A. = ((1/β)*Rn*Rh*RB*(0.53+0.47*RL))^(1/2) , Eq. 26.9-12

Gf = N.A. = 0.925*(1+1.7*Iz(bar)*(gq^2*Q^2+gr^2*R^2)^(1/2))/(1+1.7*gv*Iz(bar)) , Use: G = 0.850 Eq. 26.9-10

Figure 27.4-1 - Design Wind Load Cases of MWFRS for Buildings of All Heights

Case 1: Full design wind pressure acting on the projected area perpendicular to each principal axis of the structure, considered separately along each principal axis.

Case 2: Three quarters of the design wind pressure acting on the projected area perpendicular to each principal axis of the structure in conjunction with a torsional moment as shown, considered separately for each principal axis.

Case 3: Wind pressure as defined in Case 1, but considered to act simultaneously at 75% of the specified value.

Case 4: Wind pressure as defined in Case 2, but considered to act simultaneously at 75% of the specified value.

Notes: 1. Design wind pressures for windward (Pw) and leeward (PL) faces shall be determined in accordance with the provisions of Section 27.4.1 and 27.4.2 as applicable for buildings of all heights.

2. Above diagrams show plan views of building.

3. Notation:

Pwx, Pwy = Windward face pressure acting in the X, Y principal axis, respectively.

PLx, PLy = Leeward face pressure acting in the X, Y principal axis, respectively.

e (ex, ey) = Eccentricity for the X, Y principal axis of the structure, respectively.

MT = Torsional moment per unit height acting about a vertical axis of the building.

WIND LOADING ANALYSIS - Main Wind-Force Resisting System Per ASCE 7-10 Code for Enclosed or Partially Enclosed Buildings

Using Method 2: Analytical Procedure (Section 27) for Buildings of Any Height

Job Name: Chickahominy Clinic- VA Subject:

Job Number: 21-191 Originator: ZKS Checker:

Input Data:

Wind Direction = Normal (Normal or Parallel to building ridge)

Wind Speed, V = 115 mph (Wind Map, Figure 26.5-1A-C)

Bldg. Classification = II (Table 1.4-1 Risk Cat.)

Exposure Category = C (Sect. 26.7)

Ridge Height, hr = 22.00 ft. (hr >= he)

Eave Height, he = 22.00 ft. (he <= hr)

Building Width = 59.67 ft. (Normal to Building Ridge)

Building Length = 53.67 ft. (Parallel to Building Ridge)

Roof Type = Monoslope (Gable or Monoslope)

Topo. Factor, Kzt = 1.00 (Sect. 26.8 & Table 26.8-1)

Direct. Factor, Kd = 0.85 (Table 26.6-1)

Enclosed? (Y/N) Y (Sect. 6.2 & Figure 6-5)

Hurricane Region? N

Damping Ratio, β = 0.050 (Suggested Range = 0.010-0.070)

Period Coef., Ct = 0.0350 (Suggested Range = 0.020-0.035)

(Assume: T = Ct*h^(3/4) , and f = 1/T)

Resulting Parameters and Coefficients:

Roof Angle, θ = 0.00 deg.

Mean Roof Ht., h = 22.00 ft. (h = he, for roof angle <=10 deg.) L = 59.67 ft.

Windward Wall Cp = 0.80 (Fig. 27.4-1) B = 53.67 ft.

Leeward Wall Cp = -0.48 (Fig. 27.4-1)

Side Walls Cp = -0.70 (Fig. 27-4.1)

Roof Cp (zone #1) = -0.90 -0.18 (Fig. 27-4.1) (zone #1 for 0 to h/2)

Roof Cp (zone #2) = -0.90 -0.18 (Fig. 27-4.1) (zone #2 for h/2 to h)

Roof Cp (zone #3) = -0.50 -0.18 (Fig. 27-4.1) (zone #3 for h to 2*h)

Roof Cp (zone #4) = -0.30 -0.18 (Fig. 27-4.1) (zone #4 for > 2*h)

+GCpi Coef. = 0.18 (Table 26.11-1)(positive internal pressure)

-GCpi Coef. = -0.18 (Table 26.11-1)(negative internal pressure)

If z <= 15 then: Kz = 2.01*(15/zg)^(2/α) , If z > 15 then: Kz = 2.01*(z/zg)^(2/α) (Table 27.3-1) α = 9.50 zg = 900 (Table 26.9-1)

Kh = 0.92 (Kh = Kz evaluated at z = h)

Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2*I (Eq. 27.3-1) qh = 26.48 psf qh = 0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z = h)

Ratio h/B = 0.369 freq., f = 2.813 hz. (f >= 1, Rigid structure)

Gust Factor, G = 0.850 (Sect. 26.9)

Design Net External Wind Pressures (Sect. 27.4):

p = qz*G*Cp - qi*(+/-GCpi) for windward wall (psf), where: qi =qh (Eq. 27.4-1) p = qh*G*Cp - qi*(+/-GCpi) for leeward wall, sidewalls, and roof (psf), where: qi = qh (Eq. 27.4-1) θ o

L

B hr he h

Plan

Elevation

L

Wind

Normal to Ridge Wind Load Tabulation for MWFRS - Buildings of Any Height

Surface z Kz qz Cp p = Net Design Press. (psf)

(ft.) (psf) (w/ +GCpi) (w/ -GCpi)

Windward Wall 0 0.85 24.43 0.80 11.85 21.38

15.00 0.85 24.43 0.80 11.85 21.38

20.00 0.90 25.95 0.80 12.88 22.42

For z = hr: 22.00 0.92 26.48 0.80 13.24 22.77

For z = he: 22.00 0.92 26.48 0.80 13.24 22.77

For z = h: 22.00 0.92 26.48 0.80 13.24 22.77

Leeward Wall All - - -0.48 -15.52 -5.98

Side Walls All - - -0.70 -20.52 -10.99

Roof (zone #1) cond. 1 - - - -0.90 -25.02 -15.49

Roof (zone #1) cond. 2 - - - -0.18 -8.82 0.71

Roof (zone #2) cond. 1 - - - -0.90 -25.02 -15.49

Roof (zone #2) cond. 2 - - - -0.18 -8.82 0.71

Roof (zone #3) cond. 1 - - - -0.50 -16.02 -6.49

Roof (zone #3) cond. 2 - - - -0.18 -8.82 0.71

Roof (zone #4) cond. 1 - - - -0.30 -11.52 -1.99

Roof (zone #4) cond. 2 - - - -0.18 -8.82 0.71

Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.

2. Per Code Section 27.4.7, the minimum wind load for MWFRS shall not be less than 16 psf.

4. Roof zone #1 is applied for horizontal distance of 0 to h/2 from windward edge.

5. Roof zone #2 is applied for horizontal distance of h/2 to h from windward edge.

6. Roof zone #3 is applied for horizontal distance of h to 2*h from windward edge.

7. Roof zone #4 is applied for horizontal distance of > 2*h from windward edge.

Determination of Gust Effect Factor, G:

Is Building Flexible? No f >=1 Hz.

1: Simplified Method for Rigid Building

G = 0.850

Parameters Used in Both Item #2 and Item #3 Calculations (from Table 26.9-1):

α^ = 0.105 b^ = 1.00 α(bar) = 0.154 b(bar) = 0.65 c = 0.20 l = 500 ft.

ε(bar) = 0.200 z(min) = 15 ft.

Calculated Parameters Used in Both Rigid and/or Flexible Building Calculations:

z(bar) = 15.00 = 0.6*h , but not < z(min) , ft. Table 26.9-1

Iz(bar) = 0.228 = c*(33/z(bar))^(1/6) , Eq. 26.9-7

Lz(bar) = 427.06 = l*(z(bar)/33)^(ε(bar)) , Eq. 26.9-9 gq = 3.4 (3.4, per Sect. 26.9.4) gv = 3.4 (3.4, per Sect. 26.9.4) gr = 4.429 = (2*(LN(3600*f)))^(1/2)+0.577/(2*LN(3600*f))^(1/2) , Eq. 26.9-11

Q = 0.908 = (1/(1+0.63*((B+h)/Lz(bar))^0.63))^(1/2) , Eq. 26.9-8

2: Calculation of G for Rigid Building

G = 0.877 = 0.925*((1+1.7*gq*Iz(bar)*Q)/(1+1.7*gv*Iz(bar))) , Eq. 26.9-6

3: Calculation of Gf for Flexible Building β = 0.050 Damping Ratio

Ct = 0.035 Period Coefficient

T = 0.356 = Ct*h^(3/4) , sec. (Approximate fundamental period) f = 2.813 = 1/T , Hz. (Natural Frequency)

V(fps) = N.A. = V(mph)*(88/60) , ft./sec.

V(bar,zbar) = N.A. = b(bar)*(z(bar)/33)^(α(bar))*V*(88/60) , ft./sec. , Eq. 26.9-16

N1 = N.A. = f*Lz(bar)/(V(bar,zbar)) , Eq. 26.9-14

Rn = N.A. = 7.47*N1/(1+10.3*N1)^(5/3) , Eq. 26.9-13 ηh = N.A. = 4.6*f*h/(V(bar,zbar))

Rh = N.A. = (1/ηh)-1/(2*ηh^2)*(1-e^(-2*ηh)) for ηh>0, or = 1 for ηh=0 ,Eq. 26.9-15a, b ηb = N.A. = 4.6*f*B/(V(bar,zbar))

RB = N.A. = (1/ηb)-1/(2*ηb^2)*(1-e^(-2*ηb)) for ηb>0, or = 1 for ηb=0,Eq. 26.9-15a, b ηd = N.A. = 15.4*f*L/(V(bar,zbar))

RL = N.A. = (1/ηd)-1/(2*ηd^2)*(1-e^(-2*ηd)) for ηd>0, or = 1 for ηd=0 ,Eq. 26.9-15a, b

R = N.A. = ((1/β)*Rn*Rh*RB*(0.53+0.47*RL))^(1/2) , Eq. 26.9-12

Gf = N.A. = 0.925*(1+1.7*Iz(bar)*(gq^2*Q^2+gr^2*R^2)^(1/2))/(1+1.7*gv*Iz(bar)) , Use: G = 0.850 Eq. 26.9-10

Figure 27.4-1 - Design Wind Load Cases of MWFRS for Buildings of All Heights

Case 1: Full design wind pressure acting on the projected area perpendicular to each principal axis of the structure, considered separately along each principal axis.

Case 2: Three quarters of the design wind pressure acting on the projected area perpendicular to each principal axis of the structure in conjunction with a torsional moment as shown, considered separately for each principal axis.

Case 3: Wind pressure as defined in Case 1, but considered to act simultaneously at 75% of the specified value.

Case 4: Wind pressure as defined in Case 2, but considered to act simultaneously at 75% of the specified value.

Notes: 1. Design wind pressures for windward (Pw) and leeward (PL) faces shall be determined in accordance with the provisions of Section 27.4.1 and 27.4.2 as applicable for buildings of all heights.

2. Above diagrams show plan views of building.

3. Notation:

Pwx, Pwy = Windward face pressure acting in the X, Y principal axis, respectively.

PLx, PLy = Leeward face pressure acting in the X, Y principal axis, respectively.

e (ex, ey) = Eccentricity for the X, Y principal axis of the structure, respectively.

MT = Torsional moment per unit height acting about a vertical axis of the building.

WIND LOADING ANALYSIS - Wall Components and Cladding Per ASCE 7-10 Code for Buildings of Any Height

Using Part 1 & 3: Analytical Procedure (Section 30.4 & 30.6)

Job Name: Chickahominy Clinic - VA Subject:

Job Number: 21-191 Originator: ZKS Checker:

Input Data:

Wind Speed, V = 115 mph (Wind Map, Figure 26.5-1A-C)

Bldg. Classification = II (Table 1.5-1 Risk Category)

Exposure Category = C (Sect. 26.7)

Ridge Height, hr = 22.00 ft. (hr >= he)

Eave Height, he = 22.00 ft. (he <= hr)

Building Width = 59.67 ft. (Normal to Building Ridge)

Building Length = 53.67 ft. (Parallel to Building Ridge)

Roof Type = Monoslope (Gable or Monoslope)

Topo. Factor, Kzt = 1.00 (Sect. 26.8 & Figure 26.8-1)

Direct. Factor, Kd = 0.85 (Table 26.6)

Enclosed? (Y/N) Y (Sect. 28.6-1 & Figure 26.11-1)

Hurricane Region? N

Component Name = Wall (Girt, Siding, Wall, or Fastener)

Effective Area, Ae = 10 ft.^2 (Area Tributary to C&C)

Resulting Parameters and Coefficients:

Roof Angle, θ = 0.00 deg.

Mean Roof Ht., h = 22.00 ft. (h = he, for roof angle <=10 deg.)

Wall External Pressure Coefficients, GCp:

GCp Zone 4 Pos. = 0.90 (Fig. 30.4-1, GCp is reduced by 10% for roof angle <=10 deg. )

GCp Zone 5 Pos. = 0.90 (Fig. 30.4-1, GCp is reduced by 10% for roof angle <=10 deg. )

GCp Zone 4 Neg. = -0.99 (Fig. 30.4-1, GCp is reduced by 10% for roof angle <=10 deg. )

GCp Zone 5 Neg. = -1.26 (Fig. 30.4-1, GCp is reduced by 10% for roof angle <=10 deg. )

Positive & Negative Internal Pressure Coefficients, GCpi (Figure 26.11-1):

+GCpi Coef. = 0.18 (positive internal pressure)

-GCpi Coef. = -0.18 (negative internal pressure)

If z <= 15 then: Kz = 2.01*(15/zg)^(2/α) , If z > 15 then: Kz = 2.01*(z/zg)^(2/α) (Table 30.3-1) α = 9.50 (Table 26.9-1) zg = 900 (Table 26.9-1)

Kh = 0.92 (Kh = Kz evaluated at z = h)

Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2 (Sect. 30.3.2, Eq. 30.3-1) qh = 26.48 psf qh = 0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z = h)

Design Net External Wind Pressures (Sect. 30.4 & 30.6):

For h <= 60 ft.: p = qh*((GCp) - (+/-GCpi)) (psf)

For h > 60 ft.: p = q*(GCp) - qi*(+/-GCpi) (psf) where: q = qz for windward walls, q = qh for leeward walls and side walls qi = qh for all walls (conservatively assumed per Sect. 30.6) θ o

L

B hr he h

Plan

Elevation

L

Wind Load Tabulation for Wall Components & Cladding

Component z Kh qh p = Net Design Pressures (psf)

(ft.) (psf) Zone 4 (+) Zone 4 (-) Zone 5 (+) Zone 5 (-)

Wall 0 0.92 26.48 28.60 -30.98 28.60 -38.13

15.00 0.92 26.48 28.60 -30.98 28.60 -38.13

20.00 0.92 26.48 28.60 -30.98 28.60 -38.13

For z = hr: 22.00 0.92 26.48 28.60 -30.98 28.60 -38.13

For z = he: 22.00 0.92 26.48 28.60 -30.98 28.60 -38.13

For z = h: 22.00 0.92 26.48 28.60 -30.98 28.60 -38.13

Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.

2. Width of Zone 5 (end zones), 'a' = 5.37 ft.

3. Per Code Section 30.2.2, the minimum wind load for C&C shall not be less than 16 psf.

4. References : a. ASCE 7-10, "Minimum Design Loads for Buildings and Other Structures".

b. "Guide to the Use of the Wind Load Provisions of ASCE 7-02" by: Kishor C. Mehta and James M. Delahay (2004).

Wall Components and Cladding:

Wall Zones for Buildings with h <= 60 ft.

Wall Zones for Buildings with h > 60 ft.

WIND LOADING ANALYSIS - Roof Components and Cladding Per ASCE 7-10 Code for Bldgs. of Any Height with Gable Roof θ <= 45 o or Monoslope Roof θ <= 3 o

Using Part 1 & 3: Analytical Procedure (Section 30.4 & 30.6)

Job Name: Chickahominy Clinic - VA Subject:

Job Number: 21-191 Originator: ZKS Checker:

Input Data:

Wind Speed, V = 115 mph (Wind Map, Figure 26.5-1A-C)

Bldg. Classification = II (Table 1.5-1 Risk Category)

Exposure Category = C (Sect. 26.7)

Ridge Height, hr = 22.00 ft. (hr >= he)

Eave Height, he = 22.00 ft. (he <= hr)

Building Width = 59.67 ft. (Normal to Building Ridge)

Building Length = 53.67 ft. (Parallel to Building Ridge)

Roof Type = Monoslope (Gable or Monoslope)

Topo. Factor, Kzt = 1.00 (Sect. 26.8 & Figure 26.8-1)

Direct. Factor, Kd = 0.85 (Table 26.6)

Enclosed? (Y/N) Y (Sect. 28.6-1 & Figure 26.11-1)

Hurricane Region? N

Component Name = Joist (Purlin, Joist, Decking, or Fastener)

Effective Area, Ae = 10 ft.^2 (Area Tributary to C&C)

Overhangs? (Y/N) Y (if used, overhangs on all sides)

Resulting Parameters and Coefficients:

Roof Angle, θ = 0.00 deg.

Mean Roof Ht., h = 22.00 ft. (h = he, for roof angle <=10 deg.)

Roof External Pressure Coefficients, GCp:

GCp Zone 1-3 Pos. = 0.30 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)

GCp Zone 1 Neg. = -1.70 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)

GCp Zone 2 Neg. = -1.70 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)

GCp Zone 3 Neg. = -2.80 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)

Positive & Negative Internal Pressure Coefficients, GCpi (Figure 26.11-1):

+GCpi Coef. = 0.18 (positive internal pressure)

-GCpi Coef. = -0.18 (negative internal pressure)

If z <= 15 then: Kz = 2.01*(15/zg)^(2/α) , If z > 15 then: Kz = 2.01*(z/zg)^(2/α) (Table 30.3-1) α = 9.50 (Table 26.9-1) zg = 900 (Table 26.9-1)

Kh = 0.92 (Kh = Kz evaluated at z = h)

Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2 (Sect. 30.3.2, Eq. 30.3-1) qh = 26.48 psf qh = 0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z = h)

Design Net External Wind Pressures (Sect. 30.4 & 30.6):

For h <= 60 ft.: p = qh*((GCp) - (+/-GCpi)) (psf)

For h > 60 ft.: p = q*(GCp) - qi*(+/-GCpi) (psf) where: q = qh for roof qi = qh for roof (conservatively assumed per Sect. 30.6) θ o

L

B hr he h

Plan

Elevation

L

Wind Load Tabulation for Roof Components & Cladding

Component z Kh qh p = Net Design Pressures (psf)

(ft.) (psf) Zone 1,2,3 (+) Zone 1 (-) Zone 2 (-) Zone 3 (-)

Joist 0 0.92 26.48 12.71 -49.78 -49.78 -78.91

15.00 0.92 26.48 12.71 -49.78 -49.78 -78.91

20.00 0.92 26.48 12.71 -49.78 -49.78 -78.91

For z = hr: 22.00 0.92 26.48 12.71 -49.78 -49.78 -78.91

For z = he: 22.00 0.92 26.48 12.71 -49.78 -49.78 -78.91

For z = h: 22.00 0.92 26.48 12.71 -49.78 -49.78 -78.91

Notes: 1. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.

2. Width of Zone 2 (edge), 'a' = 5.37 ft.

3. Width of Zone 3 (corner), 'a' = 5.37 ft.

4. For monoslope roofs with θ <= 3 degrees, use Fig. 30.4-2A for 'GCp' values with 'qh'.

5. For buildings with h > 60' and θ > 10 degrees, use Fig. 30.6-1 for 'GCpi' values with 'qh'.

6. For all buildings with overhangs, use Fig. 30.4-2B for 'GCp' values per Sect. 30.10.

7. If a parapet >= 3' in height is provided around perimeter of roof with θ <= 10 degrees, Zone 3 shall be treated as Zone 2.

8. Per Code Section 30.2.2, the minimum wind load for C&C shall not be less than 16 psf.

9. References : a. ASCE 7-02, "Minimum Design Loads for Buildings and Other Structures".

b. "Guide to the Use of the Wind Load Provisions of ASCE 7-02" by: Kishor C. Mehta and James M. Delahay (2004).

Roof Components and Cladding:

θ <= 7 deg. 7 deg. < θ <= 27 deg. 27 deg. < θ <= 45 deg.

Roof Zones for Buildings with h <= 60 ft.

(for Gable Roofs <= 45 o and Monoslope Roofs <= 3 o

Roof Zones for Buildings with h > 60 ft.

(for Gable Roofs <= 10 o and Monoslope Roofs <= 3 o

Siesmic Loads (ASCE 7, Chapter 11):

Lat:

Long:

Site Class: D (default)

II

Importance Factor: IE = 1.00

Mapped Spectral Acceleration Perameters: SS = 0.166g

S1 = 0.049g

SDS=

SD1=

Seismic Design Category: B

Geotechnical Information:

Site Coordinates: 37.458° N

77.150° W

Spectral Response Coefficients: 0.177g

0.078g

Allowable Soil Bearing Pressure: Psoil = 2,500 psf

Risk Category:

Minimum Frost Depth: hfrost = 2'-0" Heated

Geotechnical Consultant:

Report Number:

Report Date:

ECS Mid-Atlantic, LLC

03:13692

July 12, 2021

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