B01 Attachment J04 - Monacan Structural Calculations.pdf

NCE Job #: 21-191

Date: 6/15/2021

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

Monacan Health Clinic

Madison Heights, Virginia

Northland Consulting Engineers L.L.P.

Structural, Civil and Forensic Engineering Services

Attachment J04

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 Consulting Engineers L.L.P.

Project # 21-191 Date: 6/3/21 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 = 25.0 psf

Is = 1.0

Ce = 1.0

Ct = 1.1 (building)

1.2 (exterior, unheated sttuctures)

Pm = 19 psf (building)

21 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.

Roof - Zone 3 = +17 PSF/ -68 PSF (Edge) / -95 psf (Overhang)

Wall - Zone 4 (Interior) = +27 PSF/ -29 PSF

Wall - Zone 5 (Corner) = +27 PSF / -36 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.

Roof - Zone 2 = +17 PSF/ -46 PSF (Edge) / -58 psf (Overhang)

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) = +17 PSF/ -27 PSF

Basic Wind Speed:

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:

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

MAT - Monacan Health Clinic

Madison Heights, VA

BASIS FOR STRUCTURAL DESIGN

Building Codes:

International Building Code (IBC), 2015 Edition

Northland Consulting Engineers L.L.P.

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Monacan Health Clinic

#REF!

Snow Loading - ASCE 7- 10

#REF!

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

Flat Balanced Snow, ps = 20 psf

0.25 :12 Unbalanced, I*pg = 25 psf, W <= 20ft with roof rafter system

= 1.19 ° hd = 2.077

S = 48.00 Unbalanced, hd γ sqrt(S) = 5 psf w/ 8/3 hd sqrt(S) = 38.37 ft

40 ft Unbalanced, 0.3 ps = 6 psf

1.00

1.10

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

17.25 pcf but not greater than 30 pcf

Height of Balanced Snow Load, hb = 1.16 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)

Adj. to Barrel Roof (sides) R 4.17 3.011 2.597 25.830 1.592 29.000 1.285 1.592 6.367 1.592 27 18 NA NA 47.46 20.00 Y 13.78

Adj. to Barrel Roof (F-B) R 15 13.841 11.938 75.000 2.911 25.000 1.169 2.911 11.643 2.911 50 33 NA NA 70.21 20.00 n NA

Adj. to Gable Roof R 13.17 12.011 10.359 68.000 2.769 24.670 1.169 2.769 11.076 2.769 48 32 NA NA 67.76 20.00 n NA

-1.159 -1.000 1.558 1.169 1.558 NA NA NA 0 NA NA 20.00 20.00 n NA

Canopy Drift C 12.83 11.671 10.066 81.000 3.025 3.340 1.169 3.025 12.101 3.025 52 35 3.340 38 72.19 57.78 n NA

-1.159 -1.000 1.558 1.169 1.558 NA NA NA 0 NA NA 20.00 20.00 n NA

-1.159 -1.000 1.558 1.169 1.558 NA NA NA 0 NA NA 20.00 20.00 n NA

-1.159 -1.000 1.558 1.169 1.558 NA NA NA 0 NA NA 20.00 20.00 n NA

-1.159 -1.000 1.558 1.169 1.558 NA NA NA 0 NA NA 20.00 20.00 n NA

-1.159 -1.000 1.558 1.169 1.558 NA NA NA 0 NA NA 20.00 20.00 n NA

-1.159 -1.000 1.558 1.169 1.558 NA NA NA 0 NA NA 20.00 20.00 n NA

-1.159 -1.000 1.558 1.169 1.558 NA NA NA 0 NA NA 20.00 20.00 n NA

-1.159 -1.000 1.558 1.169 1.558 NA NA NA 0 NA NA 20.00 20.00 n NA

-1.159 -1.000 1.558 1.169 1.558 NA NA NA 0 NA NA 20.00 20.00 n NA

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Drift Truncated Drift Total Load = hb + hd Sliding LoadLeeward Windward

#REF!

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 = 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: Monacan Health Clinic 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 = 24.67 ft. (hr >= he)

Eave Height, he = 12.00 ft. (he <= hr)

Building Width = 164.50 ft. (Normal to Building Ridge)

Building Length = 173.25 ft. (Parallel to Building Ridge)

Roof Type = Gable (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 = 8.76 deg.

Mean Roof Ht., h = 12.00 ft. (h = he, for roof angle <=10 deg.) L = 164.5 ft.

Windward Wall Cp = 0.80 (Fig. 27.4-1) B = 173.25 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 = 0.85 (Kh = Kz evaluated at z = h)

Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2*I (Eq. 27.3-1) qh = 24.43 psf qh = 0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z = h)

Ratio h/L = 0.073 freq., f = 4.431 hz. (f >= 1, Rigid structure)

Gust Factor, G = 0.848 (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 12.18 20.97

15.00 0.85 24.43 0.80 12.18 20.97

20.00 0.90 25.95 0.80 13.21 22.00

For z = hr: 24.67 0.94 27.13 0.80 14.01 22.80

For z = he: 12.00 0.85 24.43 0.80 12.18 20.97

For z = h: 12.00 0.85 24.43 0.80 12.18 20.97

Leeward Wall All - - -0.50 -14.76 -5.96

Side Walls All - - -0.70 -18.90 -10.10

Roof (zone #1) cond. 1 - - - -0.90 -23.04 -14.25

Roof (zone #1) cond. 2 - - - -0.18 -8.13 0.67

Roof (zone #2) cond. 1 - - - -0.90 -23.04 -14.25

Roof (zone #2) cond. 2 - - - -0.18 -8.13 0.67

Roof (zone #3) cond. 1 - - - -0.50 -14.76 -5.96

Roof (zone #3) cond. 2 - - - -0.18 -8.13 0.67

Roof (zone #4) cond. 1 - - - -0.30 -10.61 -1.82

Roof (zone #4) cond. 2 - - - -0.18 -8.13 0.67

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 = 4.531 = (2*(LN(3600*f)))^(1/2)+0.577/(2*LN(3600*f))^(1/2) , Eq. 26.9-11

Q = 0.854 = (1/(1+0.63*((B+h)/Lz(bar))^0.63))^(1/2) , Eq. 26.9-8

2: Calculation of G for Rigid Building

G = 0.848 = 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 = 0.226 = Ct*h^(3/4) , sec. (Approximate fundamental period) f = 4.431 = 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 = 0.848 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: Monacan Health Clinic 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 = 24.67 ft. (hr >= he)

Eave Height, he = 12.00 ft. (he <= hr)

Building Width = 164.50 ft. (Normal to Building Ridge)

Building Length = 173.25 ft. (Parallel to Building Ridge)

Roof Type = Gable (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 = 8.76 deg.

Mean Roof Ht., h = 12.00 ft. (h = he, for roof angle <=10 deg.) L = 173.25 ft.

Windward Wall Cp = 0.80 (Fig. 27.4-1) B = 164.5 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 = 0.85 (Kh = Kz evaluated at z = h)

Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2*I (Eq. 27.3-1) qh = 24.43 psf qh = 0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z = h)

Ratio h/L = 0.069 freq., f = 4.431 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

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 12.21 21.01

15.00 0.85 24.43 0.80 12.21 21.01

20.00 0.90 25.95 0.80 13.25 22.04

For z = hr: 24.67 0.94 27.13 0.80 14.05 22.84

For z = he: 12.00 0.85 24.43 0.80 12.21 21.01

For z = h: 12.00 0.85 24.43 0.80 12.21 21.01

Leeward Wall All - - -0.49 -14.56 -5.76

Side Walls All - - -0.70 -18.93 -10.14

Roof (zone #1) cond. 1 - - - -0.90 -23.08 -14.29

Roof (zone #1) cond. 2 - - - -0.18 -8.13 0.66

Roof (zone #2) cond. 1 - - - -0.90 -23.08 -14.29

Roof (zone #2) cond. 2 - - - -0.18 -8.13 0.66

Roof (zone #3) cond. 1 - - - -0.50 -14.78 -5.98

Roof (zone #3) cond. 2 - - - -0.18 -8.13 0.66

Roof (zone #4) cond. 1 - - - -0.30 -10.63 -1.83

Roof (zone #4) cond. 2 - - - -0.18 -8.13 0.66

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 = 4.531 = (2*(LN(3600*f)))^(1/2)+0.577/(2*LN(3600*f))^(1/2) , Eq. 26.9-11

Q = 0.857 = (1/(1+0.63*((B+h)/Lz(bar))^0.63))^(1/2) , Eq. 26.9-8

2: Calculation of G for Rigid Building

G = 0.850 = 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 = 0.226 = Ct*h^(3/4) , sec. (Approximate fundamental period) f = 4.431 = 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 - 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: Monacan Health Clinic 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 = 24.67 ft. (hr >= he)

Eave Height, he = 12.00 ft. (he <= hr)

Building Width = 164.50 ft. (Normal to Building Ridge)

Building Length = 173.25 ft. (Parallel to Building Ridge)

Roof Type = Gable (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) N (if used, overhangs on all sides)

Resulting Parameters and Coefficients:

Roof Angle, θ = 8.76 deg.

Mean Roof Ht., h = 12.00 ft. (h = he, for roof angle <=10 deg.)

Roof External Pressure Coefficients, GCp:

GCp Zone 1-3 Pos. = 0.50 (Fig. 30.4-2A, 30.4-2B, and 30.4-2C)

GCp Zone 1 Neg. = -0.90 (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. = -2.60 (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 = 0.85 (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 = 24.43 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 0.85 24.43 16.61 -26.38 -45.93 -67.91

15.00 0.85 24.43 16.61 -26.38 -45.93 -67.91

20.00 0.85 24.43 16.61 -26.38 -45.93 -67.91

For z = hr: 24.67 0.85 24.43 16.61 -26.38 -45.93 -67.91

For z = he: 12.00 0.85 24.43 16.61 -26.38 -45.93 -67.91

For z = h: 12.00 0.85 24.43 16.61 -26.38 -45.93 -67.91

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

2. Width of Zone 2 (edge), 'a' = 6.58 ft.

3. Width of Zone 3 (corner), 'a' = 6.58 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 - 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: Monacan Health Clinic 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 = 24.67 ft. (hr >= he)

Eave Height, he = 12.00 ft. (he <= hr)

Building Width = 164.50 ft. (Normal to Building Ridge)

Building Length = 173.25 ft. (Parallel to Building Ridge)

Roof Type = Gable (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 = 8.76 deg.

Mean Roof Ht., h = 12.00 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 = 0.85 (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 = 24.43 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 0.85 24.43 26.38 -28.58 26.38 -35.18

15.00 0.85 24.43 26.38 -28.58 26.38 -35.18

20.00 0.85 24.43 26.38 -28.58 26.38 -35.18

For z = hr: 24.67 0.85 24.43 26.38 -28.58 26.38 -35.18

For z = he: 12.00 0.85 24.43 26.38 -28.58 26.38 -35.18

For z = h: 12.00 0.85 24.43 26.38 -28.58 26.38 -35.18

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

2. Width of Zone 5 (end zones), 'a' = 6.58 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.

Siesmic Loads (ASCE 7, Chapter 11):

Lat:

Long:

Site Class: D (default)

II

Importance Factor: IE = 1.00

Mapped Spectral Acceleration Perameters: SS = 0.157g

S1 = 0.057g

SDS=

SD1=

Seismic Design Category: B

Geotechnical Information:

Minimum Frost Depth: hfrost = 3'-0" Heated

Geotechnical Consultant:

Report Number:

Report Date:

ECS Mid-Atlantic, LLC

12:19292

10-Jun-21

79.118° W

Spectral Response Coefficients: 0.167g

0.091g

Allowable Soil Bearing Pressure: Psoil = 2,000 psf

Risk Category:

Site Coordinates: 37.478° N

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FOUNDATION

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

Northland

NCE

ZKS

21-191

Monacan Health Clinic

SK - 2

June 15, 2021 at 1:44 PM

Barrel Roof Structure - MOD. ROO...

X

Z

Results for LC 1, D+S (w/ Drift)

Company : NCE June 15, 2021 1:47 PMDes igner : ZKS

Job Number : 21-191 Checked By: TDR Model Name : Monacan Health Clinic

Concrete Properties Label E [ksi] G [ksi] Nu Therm (/1E ...Density[k/ft... f'c[ksi] Lambda Flex Steel[... Shear S tee...

1 Conc4000NW 3644 1584 0.15 0.6 0.145 4 1 60 60

Masonry Properties Label E [ksi] G [ksi] Nu Therm (/1E5...Self Weight[... f'm[ks i] Flex Steel[ksi]Shear S teel[...

1 Concrete Matl 1350 540 0.25 0.6 Custom 1.5 60 60 2 C lay Matl 1050 420 0.25 0.6 Custom 1.5 60 60 3 G en Masonry 1050 420 0.25 0.6 0.08 1.5 60 60

Wall Footing Code Check Label Top Flex...Top Flex...Bot Flex ...Bot Flex ...Heel She... Heel She... Toe She...Toe She...Phi * Mn...Phi * Vn...Phi * Mn...Phi * Vn...

1 WF1 0(Toe) NC 0.005(T... 3 0.032 4 0 3 3.691 9.89 10.052 9.89 2 WF2 0(Toe) NC 0.014(H... 4 0.031 3 0 4 3.691 9.89 10.052 9.89 3 WF3 0(Toe) NC 0.023(T... 3 0.03 4 0.002 3 3.691 9.89 10.052 9.89 4 WF4 0(Toe) NC 0.007(T... 3 0.032 4 0 3 3.691 9.89 10.052 9.89 5 WF5 0(Toe) NC 0.008(T... 3 0.032 4 0 3 3.691 9.89 10.052 9.89 6 WF6 0(Toe) NC 0.033(H... 3 0.029 4 0.003 3 3.691 9.89 10.052 9.89 7 WF7 0(Toe) NC 0.033(H... 4 0.029 3 0.002 4 3.691 9.89 10.052 9.89 8 WF8 0(Toe) NC 0.003(T... 3 0.032 4 0 3 3.691 9.89 10.052 9.89 9 WF11 0(Toe) NC 0.007(H... 3 0.032 4 0 3 3.691 9.89 10.052 9.89 10 WF12 0(Toe) NC 0.011(H... 3 0.031 4 0 3 3.691 9.89 10.052 9.89 11 WF13 0(Toe) NC 0.007(T... 3 0.032 4 0 3 3.691 9.89 10.052 9.89 12 WF14 0(Toe) NC 0.052(H... 3 0.028 4 0.005 3 3.691 9.89 10.052 9.89 13 WF15 0(Toe) NC 0.017(T... 4 0.031 3 0.002 4 3.691 9.89 10.052 9.89 14 WF16 0(Toe) NC 0.016(T... 4 0.031 3 0.002 4 3.691 9.89 10.052 9.89

Wall Footing Steel Label Int Wall Verts Ext Wall Verts Wall Horz Bars Foot Top Bars Foot Bot Bars Foot Long Bars Dowel Bars

1 WF1 #5@ 32"in #5@ 14in #5@ 12in #5@ 32in 2 WF2 #5@ 32"in #5@ 14in #5@ 12in #5@ 32in 3 WF3 #5@ 32"in #5@ 14in #5@ 12in #5@ 32in 4 WF4 #5@ 32"in #5@ 14in #5@ 12in #5@ 32in 5 WF5 #5@ 32"in #5@ 14in #5@ 12in #5@ 32in 6 WF6 #5@ 32"in #5@ 14in #5@ 12in #5@ 32in 7 WF7 #5@ 32"in #5@ 14in #5@ 12in #5@ 32in 8 WF8 #5@ 32"in #5@ 14in #5@ 12in #5@ 32in 9 WF11 #5@ 32"in #5@ 14in #5@ 12in #5@ 32in 10 WF12 #5@ 32"in #5@ 14in #5@ 12in #5@ 32in 11 WF13 #5@ 32"in #5@ 14in #5@ 12in #5@ 32in 12 WF14 #5@ 32"in #5@ 14in #5@ 12in #5@ 32in 13 WF15 #5@ 32"in #5@ 14in #5@ 12in #5@ 32in 14 WF16 #5@ 32"in #5@ 14in #5@ 12in #5@ 32in

Masonry Wall Code C heck (TMS 402-16: ASD) Wall Panel Combined ... LC Shear UC LC UC Max Dowel Fa[ks i] Fb[ksi] Fv[ksi]

1 WF1 0.04 2 0.003 2 0.004 0.366 0.675 0.044

2 WF2 0.175 1 0.011 1 0.016 0.366 0.675 0.044

3 WF3 0.068 1 0.001 1 0.001 0.366 0.675 0.044

4 WF4 0.075 1 0.005 1 0.008 0.366 0.675 0.044

5 WF5 0.129 1 0.008 1 0.014 0.366 0.675 0.044

6 WF6 0.102 2 0.005 2 0.006 0.366 0.675 0.044

RISAFoundation Version 13.0.1 Page 1 [S:\...\...\...\...\...\Barrel Roof Structure - MOD. ROOF HEIGHTS.rfl]

1:47 PMDes igner : ZKS

Job Number : 21-191 Checked By: TDR Model Name : Monacan Health Clinic

Masonry Wall Code C heck (TMS 402-16: ASD) (C ontinued) Wall Panel Combined ... LC Shear UC LC UC Max Dowel Fa[ks i] Fb[ksi] Fv[ksi]

7 WF7 0.385 1 0.028 1 0.034 0.366 0.675 0.044

8 WF8 0.043 2 0.003 2 0.005 0.366 0.675 0.044

9 WF11 0.034 1 0.002 1 0.003 0.366 0.675 0.044

10 WF12 0.068 1 0.004 1 0.006 0.366 0.675 0.044

11 WF13 0.033 1 0.001 1 0.002 0.366 0.675 0.044

12 WF14 0.126 1 0 1 0 0.366 0.675 0.044

13 WF15 0.048 2 0 N/A 0 0.366 0.675 0.039

14 WF16 0.044 2 0 1 0.001 0.366 0.675 0.044

Designer : ZKS

Footing 1 - R3D_N54Job Number : 21-191 Checked By:_____

Sketch

4 ft f t

1.333 ft

.3 f t

16 in i n

A B

CD

x z i n i n

CD

Details x z

A B

CD

#6@15 in

4 ft f t

#6@15 in x Dir. Steel: 1.77 in

(4 #6) z Dir. Steel: 1.77 in

(4 #6)

Bottom Rebar Plan i n i n

.5 i n

#4@12 in

CD

Footing Elevation

.5 i n

16 in i n

4#6

Pedestal Rebar Plan

RISAFoundation Version 12.0.2 [S:\...\...\...\...\...\Barrel Roof Structure - MOD. ROOF HEIGHTS.rfl] Page 1

Footing 1 - R3D_N54Job Number : 21-191 Checked By:_____

Geometry, Materials and Criteria

Length : eX : Net Allowable Bearing : Steel fy :

Width : eZ : Concrete Weight : Minimum Steel :

Thickness : pX : Concrete f'c : Maximum Steel :

Height : pZ : Design Code :

Rot. Angle :

Footing Top Bar Cover : Overturning / Sliding SF : Phi for Flexure :

Footing Bottom Bar Cover : Coefficient of Friction : Phi for Shear :

Pedestal Longitudinal Bar Cover : Passive Resistance of Soil :

4 ft 0 in 2 ksf (net) 60 ksi

4 ft 0 in 0.145 k/ft^3 .0018 12 in 16 in 4 ksi .0075 36 in 16 in ACI 318-14 45 deg

1.5 in 1 0.9

1.5 in 0.3 0.75

1.5 in 0 k 0.65

Loads

P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) Overburden (ksf)

DL

SL

SLN

OL1

0.110.591 7.985 1.131 1.165

+P +Vx

A D

+Vz

D C

+Mx

D C

+Mz

A D

+Over

Soil Bearing

Description Categories and Factors Gross Allow.(ksf) Max Bearing (ksf) Max/Allowable Ratio

D+S (w/ Drift.. 1DL+1SL+1OL1+1HL 2.282 1.516 (A) 0.664

D+S (w/ Slidi.. 1DL+1SL+1SLN+1HL 2.282 1.514 (A) 0.663

A B

CD

1DL+1SL+1OL1+..

QA:

QB:

QC:

QD:

NAZ:

NAX:

1.516 ksf

1.516 ksf

1.516 ksf

1.516 ksf -1 in -1 in

A B

CD

1DL+1SL+1SLN+..

QA:

QB:

QC:

QD:

NAZ:

NAX:

1.514 ksf

1.514 ksf

1.514 ksf

1.514 ksf -1 in -1 in

Footing Flexure Design (Bottom Bars)

As-min x-dir (Top Flexure): 0 in^2 As-min z-dir (Top Flexure): 0 in^2

As-min x-dir (T & S) : 1.037 in^2 As-min z-dir (T & S) : 1.037 in^2

As-min x-dir (Bot Flexure) : 1.037 in^2 As-min z-dir (Bot Flexure) : 1.037 in^2 z-Dir As z-Dir As x-Dir As x-Dir As Mu-xx Mu-xx Required Provided Mu-zz Mu-zz Required Provided

Description Categories and Factors UC Max (k-ft) (in^2) (in^2) UC Max (k-ft) (in^2) (in^2)

1.2D+1.6S (.. 1.2DL+1.6SL+1.6O.. 0.08321 6.24 0.143 1.767 0.08321 6.24 0.143 1.767 1.2D+1.6S (.. 1.2DL+1.6SL+1.6S.. 0.08305 6.22 0.142 1.767 0.08305 6.22 0.142 1.767

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Footing 1 - R3D_N54Job Number : 21-191 Checked By:_____

Footing Shear Check

Two Way (Punching) Vc: One Way (x Dir. Cut) Vc One Way (z Dir. Cut) Vc:254.057 k 59.198 k 59.198 k

Punching x Dir. Cut z Dir. Cut Description Categories and Factors Vu(k) Vu/ Vc Vu(k) Vu/ Vc Vu(k) Vu/ Vc

1.2D+1.6S (w/.. 1.2DL+1.6SL+1.6OL1+1.6HL 19.987 0.105 3.654 0.082 3.654 0.082 1.2D+1.6S (w/.. 1.2DL+1.6SL+1.6SLN+1.6HL 19.949 0.105 3.647 0.082 3.647 0.082

Pedestal Design

Shear Check Results (Envelope):

Vc (k) Vs (k) Vu (k) Vu/phi*Vn phi Gov LC

Shear Along x Direction: 27.575 26.753 0 0 0.75 NC Shear Along z Direction: 27.575 26.753 0 0 0.75 NC Pedestal Ties : #4 @ 12 in

Bending Check Results (Envelope): PCA Load Contour Method (for biaxial) Unity Check : 0.056 Pu : 28.277 k Pn : 776.336 k Governing LC : 3 Pedestal Bars : 4 #6

Phi : 0.65 Mux : 0 k-ft Mnx : NC Mnox : NC % Steel : 0.6903

Parme Beta : 0.65 Muz : 0 k-ft Mnz : NC Mnoz : NC

Concrete Bearing Check (Vertical Loads Only)

Bearing Bc : 1740.8 k

Description Categories and Factors Bearing Bu (k) Bearing Bu/ Bc

1.2D+1.6S (w/.. 1.2DL+1.6SL+1.6OL1+1.6HL 28.277 0.025

1.2D+1.6S (w/.. 1.2DL+1.6SL+1.6SLN+1.6HL 28.223 0.025

Overturning Check (Service)

Description Categories and Factors Mo-xx (k-ft) Ms-xx (k-ft) Mo-zz (k-ft) Ms-zz (k-ft) OSF-xx OSF-zz

D+S (w/ Drift.. 1DL+1SL+1OL1+1HL 0 48.512 0 48.512 NA NA D+S (w/ Slidi.. 1DL+1SL+1SLN+1HL 0 48.446 0 48.446 NA NA

Mo-xx: Governing Overturning Moment about AD or BC

Ms-xx: Governing Stablizing Moment about AD or BC

OSF-xx: Ratio of Ms-xx to Mo-xx

Sliding Check (Service)

Description Categories and Factors Va-xx (k) Vr-xx (k) Va-zz (k) Vr-zz (k) SR-xx SR-zz

D+S (w/ Drift.. 1DL+1SL+1OL1+1HL 0 7.277 0 7.277 NA NA

D+S (w/ Slidi.. 1DL+1SL+1SLN+1HL 0 7.267 0 7.267 NA NA

Va-xx: Applied Lateral Force to Cause Sliding Along xx Axis

Vr-xx: Resisting Lateral Force Against Sliding Along xx Axis

SR-xx: Ratio of Vr-xx to Va-xx

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Footing 2 - FLR_1_N324Job Number : 21-191 Checked By:_____

Sketch

5 ft f t

1.833 ft

.8 f t

16 in i n

A B

CD

x z i n i n

CD

Details x z

A B

CD

#6@14 in

5 ft f t

#6@14 in x Dir. Steel: 2.21 in

(5 #6) z Dir. Steel: 2.21 in

(5 #6)

Bottom Rebar Plan i n i n

.5 i n

#4@12 in

CD

Footing Elevation

.5 i n

16 in i n

4#6

Pedestal Rebar Plan

RISAFoundation Version 12.0.2 [S:\...\...\...\...\...\Barrel Roof Structure - MOD. ROOF HEIGHTS.rfl] Page 1

Footing 2 - FLR_1_N324Job Number : 21-191 Checked By:_____

Geometry, Materials and Criteria

Length : eX : Net Allowable Bearing : Steel fy :

Width : eZ : Concrete Weight : Minimum Steel :

Thickness : pX : Concrete f'c : Maximum Steel :

Height : pZ : Design Code :

Rot. Angle :

Footing Top Bar Cover : Overturning / Sliding SF : Phi for Flexure :

Footing Bottom Bar Cover : Coefficient of Friction : Phi for Shear :

Pedestal Longitudinal Bar Cover : Passive Resistance of Soil :

5 ft 0 in 2 ksf (net) 60 ksi

5 ft 0 in 0.145 k/ft^3 .0018 12 in 16 in 4 ksi .0075 36 in 16 in ACI 318-14 45 deg

1.5 in 1 0.9

1.5 in 0.3 0.75

1.5 in 0 k 0.65

Loads

P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft) Overburden (ksf)

DL

SL

SLN

OL1

0.115.094 11.364 1.445 1.805

+P +Vx

A D

+Vz

D C

+Mx

D C

+Mz

A D

+Over

Soil Bearing

Description Categories and Factors Gross Allow.(ksf) Max Bearing (ksf) Max/Allowable Ratio

D+S (w/ Drift.. 1DL+1SL+1OL1+1HL 2.269 1.399 (A) 0.617

D+S (w/ Slidi.. 1DL+1SL+1SLN+1HL 2.269 1.385 (A) 0.61

A B

CD

1DL+1SL+1OL1+..

QA:

QB:

QC:

QD:

NAZ:

NAX:

1.399 ksf

1.399 ksf

1.399 ksf

1.399 ksf -1 in -1 in

A B

CD

1DL+1SL+1SLN+..

QA:

QB:

QC:

QD:

NAZ:

NAX:

1.385 ksf

1.385 ksf

1.385 ksf

1.385 ksf -1 in -1 in

Footing Flexure Design (Bottom Bars)

As-min x-dir (Top Flexure): 0 in^2 As-min z-dir (Top Flexure): 0 in^2

As-min x-dir (T & S) : 1.296 in^2 As-min z-dir (T & S) : 1.296 in^2

As-min x-dir (Bot Flexure) : 1.296 in^2 As-min z-dir (Bot Flexure) : 1.296 in^2 z-Dir As z-Dir As x-Dir As x-Dir As Mu-xx Mu-xx Required Provided Mu-zz Mu-zz Required Provided

Description Categories and Factors UC Max (k-ft) (in^2) (in^2) UC Max (k-ft) (in^2) (in^2)

1.2D+1.6S (.. 1.2DL+1.6SL+1.6O.. 0.14313 13.41 0.307 2.209 0.14313 13.41 0.307 2.209 1.2D+1.6S (.. 1.2DL+1.6SL+1.6S.. 0.14107 13.22 0.303 2.209 0.14107 13.22 0.303 2.209

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Footing 2 - FLR_1_N324Job Number : 21-191 Checked By:_____

Footing Shear Check

Two Way (Punching) Vc: One Way (x Dir. Cut) Vc One Way (z Dir. Cut) Vc:254.057 k 73.997 k 73.997 k

Punching x Dir. Cut z Dir. Cut Description Categories and Factors Vu(k) Vu/ Vc Vu(k) Vu/ Vc Vu(k) Vu/ Vc

1.2D+1.6S (w/.. 1.2DL+1.6SL+1.6OL1+1.6HL 32.548 0.171 8.145 0.147 8.145 0.147 1.2D+1.6S (w/.. 1.2DL+1.6SL+1.6SLN+1.6HL 32.079 0.168 8.028 0.145 8.028 0.145

Pedestal Design

Shear Check Results (Envelope):

Vc (k) Vs (k) Vu (k) Vu/phi*Vn phi Gov LC

Shear Along x Direction: 27.575 26.753 0 0 0.75 NC Shear Along z Direction: 27.575 26.753 0 0 0.75 NC Pedestal Ties : #4 @ 12 in

Bending Check Results (Envelope): PCA Load Contour Method (for biaxial) Unity Check : 0.079 Pu : 40.109 k Pn : 776.336 k Governing LC : 3 Pedestal Bars : 4 #6

Phi : 0.65 Mux : 0 k-ft Mnx : NC Mnox : NC % Steel : 0.6903

Parme Beta : 0.65 Muz : 0 k-ft Mnz : NC Mnoz : NC

Concrete Bearing Check (Vertical Loads Only)

Bearing Bc : 1740.8 k

Description Categories and Factors Bearing Bu (k) Bearing Bu/ Bc

1.2D+1.6S (w/.. 1.2DL+1.6SL+1.6OL1+1.6HL 40.109 0.035

1.2D+1.6S (w/.. 1.2DL+1.6SL+1.6SLN+1.6HL 39.534 0.035

Overturning Check (Service)

Description Categories and Factors Mo-xx (k-ft) Ms-xx (k-ft) Mo-zz (k-ft) Ms-zz (k-ft) OSF-xx OSF-zz

D+S (w/ Drift.. 1DL+1SL+1OL1+1HL 0 87.456 0 87.456 NA NA D+S (w/ Slidi.. 1DL+1SL+1SLN+1HL 0 86.557 0 86.557 NA NA

Mo-xx: Governing Overturning Moment about AD or BC

Ms-xx: Governing Stablizing Moment about AD or BC

OSF-xx: Ratio of Ms-xx to Mo-xx

Sliding Check (Service)

Description Categories and Factors Va-xx (k) Vr-xx (k) Va-zz (k) Vr-zz (k) SR-xx SR-zz

D+S (w/ Drift.. 1DL+1SL+1OL1+1HL 0 10.495 0 10.495 NA NA

D+S (w/ Slidi.. 1DL+1SL+1SLN+1HL 0 10.387 0 10.387 NA NA

Va-xx: Applied Lateral Force to Cause Sliding Along xx Axis

Vr-xx: Resisting Lateral Force Against Sliding Along xx Axis

SR-xx: Ratio of Vr-xx to Va-xx

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Company : June 15, 2021 Designer :

Wall Footing : WF1Job Number : Checked By:_____

Sketch

6 in i n

.3 f t

.3 f t

1.3 ft

1.3 ft

.3 f t

3 in

2.69 in

#5 @ 12in oc

#5 @ 12in oc

#5 @ 24" oc

RISAFoundation Version 13.0.1 Page 1 [S:\...\...\Monacan Clinic\Eng\retaining wall.fnd]

Loading Diagram

0.4 k/ft

0.68 ksf

0.26 ksf

0.44 ksf

1.04 ksf

0.01 ksf

0.2 ksf

0.24 ksf0.46 ksf

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Geometry, Materials and Criteria

General/Geometry

Start Point : N1 End Point : N2

Wall Length : 22 ft Wall Height : 5.34 ft Wall Propped ? : NO

Footing Criteria

Concrete Code : ACI 318-14 Foot Toe Len. : 1.25 ft Foot Heel Len. : 1.25 ft Foot Thickness : 12 in Foot Top Cover : 3 in Foot Bot Cover : 3 in

Foot Bot Bar : #5@12 in Foot Long Bar : #5@12 in Foot bar Location : Single Layer

Shear Key ? : NO

Wall Materials & Criteria

Design Code : ACI 530-13: ASD Material : Masonry Reinforced : Yes

Blk Nom Width : 6" Blk Grouting : Fully Grouted Wall Vert Bar : #5 Wall Bar Location : Center Wall Grt/Bar Spacing: 24" Cover : 2.5 in Eq Sld Thickness: 5.625 in An c/c of reinf : 135 in2

Masonry f'm : 1.5 ksi Masonry Em : 1350 ksi Steel fy : 60 ksi Steel E : 29000 ksi

Blk Material : Conc 115 pcf Grt Weight : 140 pcf Wall Dead Wt : 0.058 ksf Mortar Type : Type M or S Cement Type : Portland, Lime/Mortar Wall Area : NCMA

Soil Criteria

Heel Soil Height : 5.34 ft Toe Soil Height : 2.34 ft θBackfill Angle( ): 0 deg Water Height : 0 ft Heel Surcharge : 0.04 ksf γ Heel : 0.12 k/ft^3

Φ ' Heel : 30 deg

Lat HeelK : 0.3 (Active)

Wall Design

LC 1 DIAGRAMS

Max: 0.71 at 0 ft

Min: 0.4 at 5.34 ft

P k/ft

Max: 0.267 at 1.068 ft

Min: 0 at 5.34 ft

V k/ft

Max: 0 at 5.073 ft

Min: -0.79 at 0 ft

M k-ft/ft

ACI 530-13: ASD Code Check

COMBINED CHECKS

(fa + fb) / Fb : 0.961 fa/Fa : 0.03 fs/Fs : 0.778

AXIAL SUMMARY

fa : 0.011 ksi

Fa : 0.345 ksi

BENDING SUMMARY

fb : 0.638 ksi

Fb : 0.675 ksi fs : 24.907 ksi

Fs : 32 ksi

SHEAR CHECKS

fv/Fv : 0.091

SHEAR SUMMARY

fv : 0.004 ksi

Fv : 0.044 ksi

Fv max : 0.077 ksi

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Company : June 15, 2021 3:39 PMDesigner :

Job Number : Checked By:_____ Model Name :

DESIGN DETAILS

AXIAL DETAILS

Max Axial : 0.71 k/ft

Location : 0 ft

Load Comb : 1

Rad gyration r : 1.62 in h'/r : 39.556

BENDING DETAILS

Max Moment : 0.79 k-ft/ft

Location : 0 ft

Load Comb : 1 k : 0.355 d : 2.813 in j : 0.882

SHEAR DETAILS

Max Shear : 0.268 k/ft

Location : 1.068 ft

Load Comb : 1

Width for Shear : 24 in

Corresponding M: 0.53 k-ft/ft

Corresponding P : 0.648 k/ft

M / (V*d) : 1

Gammag : 1

UC Max Dowel : 0.039 µ : 1 vfA : 0.153 in^2/ft

Dowel Bars : #5@24in

ENVELOPED WALL FORCES (NOT USED FOR DESIGN)

M in Plane : 0 k-ft (LC : 1) V in Plane : 0 k (LC : 1)

Footing Design

As-min z-dir (Top Flexure): 0.259 in^2/ft As-min z-dir (Bot Flexure) : 0.259 in^2/ft z-dir (T & S) : 0.259 in^2/ft x-dir Long. (T & S) : 0.778 in^2

Bottom Bar Design (Toe) : Shear (Toe) Mu UC Gov Mu Max Mu Phi*Mn As Req'd As Prov'd Vu UC Gov Vu Vu Phi*Vn

Max LC (k-ft/ft) (k-ft/ft) (in^2/ft) (in^2/ft) Max LC (k/ft) (k/ft)

0.056 2 0.655 11.682 0.017 0.307 0.048 2 0.473 9.89

Top Bar Design (Heel) : Shear (Heel) Mu UC Gov Mu Max Mu Phi*Mn As Req'd As Prov'd Vu UC Gov Vu Vu Phi*Vn

Max LC (k-ft/ft) (k-ft/ft) (in^2/ft) (in^2/ft) Max LC (k/ft) (k/ft)

0.099 2 0.421 4.262 0.028 0.307 0.151 2 0.57 3.771

Overturning Check (Service)

Moverturn Mresist Description Categories and Factors (k-ft/ft) (k-ft/ft) SF SF Min SF Min/SF

Service 1DL+1LL+1HL 1.77 4.655 2.629 1.5 0.57

Sliding Check (Service)

Vsliding Vresist Description Categories and Factors (k/ft) (k/ft) SF SF Min SF Min/SF

Service 1DL+1LL+1HL 0.8 1.883 2.354 1.5 0.637

Soil Bearing Check (Service)

Max Bearing Bearing Allowed Bearing Description Categories and Factors (ksf) (ksf) UC

Service 1DL+1LL+1HL 1.041 3 0.347

RISAFoundation Version 13.0.1 Page 4 [S:\...\...\Monacan Clinic\Eng\retaining wall.fnd]

FRAMING

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

Northland

NCE

ZKS

21-191

Monacan Health Clinic

Floor Plan 1 SK - 1

June 15, 2021 at 1:15 PM

Barrel Roof Structure - MOD. ROO...

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Lateral Gravity

Member Camber and Reactions

1:26 PMDes igner : ZKS

Job Number : 21-191 Checked By: TDR Model Name : Monacan Health Clinic

Deck Loads Label Two W ay Self Wt [ksf] Super DL [ksf] Const DL [ksf] Const LL [ksf]

1 Wood 0.003 0 0 0.02

Uniform Area Loads Label Additive P reDL[ksf] PostDL[ksf] LL[ksf] LL Type VL[ksf] Dyn Load[ksf]

1 Roof 0.02 0.02 SL 0.011 0.01 2 Mech #1 Yes 0.05 LL-Non 0.011 3 SLIDING SNOW Yes 0.014 SLN 0.011

Line Loads : Floor Plan 1 S tart P oint End Point S tart P re... End PreD...S tart P ost...End Pos t... S tart LL[k...End LL[k/ft] LL Type S t Dyn Load[k/...End Dyn Load[...

1 N32 N2 0.048 0.048 LL-Non 2 N33 N25 0.048 0.048 LL-Non 3 N5 N12 0.024 0.024 LL-Non 4 N10 N7 0.036 0.036 LL-Non 5 N9 N8 0.036 0.036 LL-Non 6 N19 N20 0.024 0.024 LL-Non 7 N6 N21 0.04 0.04 LL-Non 8 N11 N27 0.04 0.04 LL-Non

9 N11 N27 0.05 0.05 SL

10 N6 N21 0.05 0.05 SL

Line Loads : Floor Plan 2 S tart P oint End Point S tart P re... End PreD...S tart P ost...End Pos t... S tart LL[k...End LL[k/ft] LL Type S t Dyn Load[k/...End Dyn Load[...

No Data to Print ...

Tapered Area Loads : Floor Plan 1 A Point B Point C Point D Point Base Mag[ksf] Peak Mag[ksf] Category Direction

1 N35 N36 N25 N33 0 0.027 OL1 Y

2 N37 N38 N2 N32 0 0.027 OL1 Y

3 N39 N40 N20 N19 0 0.05 OL1 Y

4 N41 N42 N43 N8 0 0.05 OL1 Y

5 N42 N33 N12 N43 0 0.05 OL1 Y

6 N44 N45 N46 N7 0 0.05 OL1 Y

7 N45 N32 N5 N46 0 0.05 OL1 Y

8 N37 N47 N21 N32 0 0.048 OL1 Y

9 N35 N48 N27 N33 0 0.048 OL1 Y

10 N41 N44 N7 N8 0 0.05 OL1 Y

Tapered Area Loads : Floor…