BIL01- Billy Cordova 2024M, CO 240426- Calcs.pdf

PSE Consulting Engineers Inc.

250-A Main Street E-Mail: info@structure1.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.structure1.com fax (541) 850-6233

STRUCTURAL

ENGINEERING

CALCULATIONS

PROJECT: Billy Cordova Memorial Park Restroom

PROJECT LOCATION: 142 Raven Way Buena Vista, CO 81211

PSE PROJECT NUMBER: Romtec 224-032

DATE: April 26, 2024

BY: Ralph Hall, P.E.

Ex. 10-31-2025

4-26-2024 mailto:info@structure1.com

Project #: Romtec 224-032

250-A Main Street E-Mail: info@structure1.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.structure1.com fax (541) 850-6233

Table of Contents:

Subject: Page:

Page

1- References / Software: 10-99

2- Design Criteria: 100-199

3- Analysis & Design: 1,000 – 1,999

250-A Main Street E-Mail: info@structure1.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.structure1.com fax (541) 850-6233

References:

1- Literature:

a. 2021 International Building Code (IBC) with local amendments

b. Design of Wood Structures, Donald E. Breyer 4th ED.

c. Building Code Requirements for Masonry Structures, TMS 402

d. Building Code Requirements for Concrete, ACI 318

2- Software:

a. Wood Works Design Office, American Forest & Paper Association

b. Engineering International Spreadsheets Daniel T. Li

250-A Main Street E-Mail: info@structure1.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.structure1.com fax (541) 850-6233

Design Criteria:

1- Location: 142 Raven Way

Buena Vista, CO 81211 (Lat. 38o 49’ 54” Long. 106o 09’ 07”)

2- Seismic: RC II

SDC C

Site Class D

SS 0.359

S1 0.094

SDS 0.362

SD1 0.150

IE 1.0

R 5

3- Wind: Ultimate wind speed 115 mph (3 s. gust) Exposure C

RC II

4- Snow: 43 psf (ground) 36 psf (flat roof)

5- Soil Bearing Capacity: 3500 psf (presumptive value from IBC)

6- Gravity Loads: DL Floor: 15 psf LL Floor: 40 psf DL Roof: 15 psf CMU Walls: 81 psf

7- Deflection Criteria: Floor LL Deflection: L/480 Roof TL Deflection: L/180

**Other criteria assumed as stated in design calculations.

ASCE Hazards Report Address:

142 Raven Way Buena Vista, Colorado 81211

Standard: ASCE/SEI 7-16 Latitude: 38.831667

Risk Category: II Longitude: -106.153448

Soil Class: D - Default (see Section 11.4.3)

Elevation: 8061.221723621816 ft

(NAVD 88)

Wind

Results:

Wind Speed 105 Vmph

10-year MRI 76 Vmph

25-year MRI 83 Vmph

50-year MRI 87 Vmph

100-year MRI 92 Vmph

Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2

Date Accessed: Mon Apr 22 2024

Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years).

Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.

Page 1 of 4https://ascehazardtool.org/ Mon Apr 22 2024

115 mph per Buena Vista Municipal Code https://ascehazardtool.org/

SS : 0.359

S1 : 0.094

Fa : 1.513

Fv : 2.4

SMS : 0.543

SM1 : 0.225

SDS : 0.362

SD1 : 0.15

TL : 6

PGA : 0.196

PGA M : 0.276

FPGA : 1.409

Ie : 1

Cv : 0.939

Seismic Design Category: C Design Response Spectrum

S (g) vs T(s)a

MCE Response SpectrumR

S (g) vs T(s)a

Design Vertical Response Spectrum

S (g) vs T(s)a

MCE Vertical Response SpectrumR

S (g) vs T(s)a

Seismic

D - Default (see Section 11.4.3)Site Soil Class:

Results:

Data Accessed: Mon Apr 22 2024

Date Source:

USGS Seismic Design Maps based on ASCE/SEI 7-16 and ASCE/SEI 7-16 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-16 Ch. 21 are available from USGS.

Page 2 of 4https://ascehazardtool.org/ Mon Apr 22 2024

Snow

Results:

Mapped Elevation:

Data Source:

Date Accessed: Mon Apr 22 2024

In "Case Study" areas, site-specific case studies are required to establish ground snow loads. Extreme local variations in ground snow loads in these areas preclude mapping at this scale.

Ground snow load determination for such sites shall be based on an extreme value statistical analysis of data available in the vicinity of the site using a value with a 2 percent annual probability of being exceeded (50-year mean recurrence interval).

Site is outside ASCE/SEI 7-16, Table 7.2-2 boundaries. For ground snow loads in this area, see SEAC Snow Load Committee. (2016). Colorado Design Snow Loads, Structural Engineers Association of Colorado.

Statutory requirements of the Authority Having Jurisdiction are not included.

Snow load values are mapped to a 0.5 mile resolution. This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported ‘elevation’ and ‘mapped elevation’ differ significantly from each other.

Page 3 of 4https://ascehazardtool.org/ Mon Apr 22 2024 http://seacolorado.org/wp-content/uploads/2010/01/2016-Colorado-Design-Snow-Loads.pdf http://seacolorado.org/wp-content/uploads/2010/01/2016-Colorado-Design-Snow-Loads.pdf

The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE.

ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard.

In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool.

Page 4 of 4https://ascehazardtool.org/ Mon Apr 22 2024

JOB NUMBER

DESIGNER

Design Information

DATA VALUE

Site Class D-Default

Ss= 0.359

S1= 0.094

SMS= 0.543

SM1= 0.226

IE 1.0

Risk

Category 2 IE : Seismic importance factor

R 5 hn 11

Ct 0.02

TL 6

1) Design spectral response acceleration

SDS: 5% Damped spectral response acceleration at short periods

SD1: 5% Damped spectral response acceleration at 1 second period

SDS=2/3(Sms) SDS= 2/3 X 0.543095 SDS= 0.362 [ ASCE 7-16 Eq. 11.4-3 ]

SD1=2/3(Sm1) SD1= 2/3 X 0.2256 SD1= 0.150 [ ASCE 7-16 Eq. 11.4-4 ]

2) Seismic design category

From Table 11.6-1 ASCE 7-16 = C

From Table 11.6-2 ASCE 7-16 = C

3) Determine design base shear (V)

A. ASCE 7-16, 11.4.8 Exception

Ts= 0.4153968

Ta : Approximate Fundamental Period

0.75

T= 0.020 X11 T= 0.121

For Site Class D/D-Default: T is < 1.5 Ts

For site class D/-default Cs shall be calculated per Eq. 12.8-2

Equivalent Force Procedure Cs : Seismic Response Coefficient

[ ASCE 7-16, 12.8.1] V= Cs x W W : Total dead load and other applicable loads

SDS 0.362

R / I 5

C. Nor greater than

SD1 OR SD1*TL

T ( R / I ) T ( R / I )

0.150 X 1 0.150 X 6 X1

0.121 X 5 0.015 X 5

CS= 0.249 CS= 12.367

D. Nor less than [ ASCE 7-16, 12.8.1.1, Eq. 12.8-5]

CS = 0.044 (SDS) ( I ) CS = 0.044

X 0.362 X1

CS=

0.01593

Governing Cs = 0.072

V= Cs x W Refer to sheet two for W and Calculated V

T = Ta = Ct ( hn x

[ ASCE 7-16, 12.8.1.1, Eq. 12.8-3]

Site conditions, geotech report

Long-period Transition period (Software)

CS = [ ASCE 7-16, 12.8.1.1, Eq. 12.8-4]

CS= 0.072

Seismic Design Parameters (Calculated)

SMS: Max considered spectral response acceleration for short periods

B. [ ASCE 7-16, 12.8.1.1, Eq. 12.8-2 ]

[ ASCE 7-16, 12.8.2.1, Eq. 12.8-7]

ASCE 7-16 Table 1.5-1

CS =

Height per ASCE 7-16

ASCE 7-16 Table 12.8-2

SM1: Max considered spectral response acceleration for

1-second period

R: Response modification factor

Seismic Design Parameters (Software)

V = 0.072 X W

2018 IBC SEISMIC DESIGN

CS = CS =

Governing

Design

Category

CS =

1.0

CS =

EQUIVALENT LATERAL FORCE PROCEDURE

Seismic Design Parameters (Software)

C

ASCE 7-16 Table 12.2-1

Romtec 224-032

RMH

Seismic Design Parameters (Calculated)

ASCE 7-16 Table 1.5-2

SOURCE

JOB NUMBER Romtec 224-032

DESIGNER RMH

1. Determine dead load at each level of building.

DL (PSF) Area (SF) Length (FT) Height (FT)

a) Roof 8

Roof 15 775 NA NA

20% SL Misc. 35 775 0.2 1

Misc. (LBS) 0 NA NA NA

c) 5th floor 0

Ext. Walls 15 NA 0 0

Int. Walls 10 NA 0 0

Floor 15 0 NA NA

Misc. 0 0 0 0

Misc. (LBS) 0 NA NA NA

d) 4th floor 0

Ext. Walls 15 NA 0 0

Int. Walls 10 NA 0 0

Floor 15 0 NA NA

Misc. 0 0 0 0

Misc. (LBS) 0 NA NA NA

e) 3rd floor 0

Ext. Walls 15 NA 0 0

Int. Walls 10 NA 0 0

Floor 15 0 NA NA

Misc. 0 0 0 0

Misc. (LBS) 0 NA NA NA

f) 2nd floor 0

Ext. Walls 0 NA 0 0

Int. Walls 0 NA 0 0

Floor 0 0 NA NA

Misc. 0 0 0 0

Misc. (LBS) 0 NA NA NA

g) 1st floor CMU Walls 81 NA 88 10

Walls 10 NA 0 0

Misc. 0 0 0 0

TOTAL DEAD LOAD (LB) =

2) Determine verticle force distribution at each level ASCE 7-16 12.8.3

F x = C vx x V ASCE 7-16 Eq. 12.8-11 w x x h x k

S w i h i k

F x : Lateral seismic force at any level

V: Seismic base shear (Kips) w x & w i : The portion of the total gravity load of the structure (W) located or assigned to level i or x h x & h x : The height (ft) from the base to level i or x diaphram.

k : An exponent related to the structures period (T) as follows;

T < 0.5 sec k = 1 T > 2.5 sec k = 2 0.5 < T < 2.5 Interpolate between 1 & 2

Refer to sheet one for V (kips) T= 0.1208

V= 6.396 k= 1

Level (floor) Wall Height

(ft)

Diaphram

Height (Ft) Wx (kips) Wx*hx k C vx Fx (kips)

Allowable

Fx (kips)

Roof 10 8 52.690 422 1.000 6.40 4.57

5 0 0 0.000 0 0.000 0 0.00

4 0 0 0.000 0 0.000 0 0.00

3 0 0 0.000 0 0.000 0 0.00

2 0 0 0.000 0 0.000 0.00 0.00

52.690 422 1.000 6.40 4.6

Note: The Total Shear shown in the right hand column is an "allowable" load.

V = 0.072 X W V = 0.072 X 88330

Diaphram elevation from the base level in ft

C vx =

Diaphram elevation from the base level in ft

Total Weight (LB)

11625

Structural portion

Diaphram elevation from the base level in ft

Diaphram elevation from the base level in ft

71280

ASCE 7-16 Eq. 12.8-12

88330

IBC SEISMIC DESIGN

Diaphram elevation from the base level in ft

VERTICLE FORCE DISTRIBUTION EQUIVALENT LATERAL FORCE PROCEDURE

ProjectInformation

MecaWind v2470 Developed by Meca Enterprises Inc.,www.mecaenterprises.com, Copyright © 2024

Company/CustomerInfo

Calculations Prepared by:

Date: Apr 22, 2024

FileInformation

File Location: Current Project Not Saved

General

General:

Wind Load Standard = ASCE 7-16 Basic Wind Speed = 115.0 mph Exposure Classification = C Risk Category = II Structure Type = Building Design Basis for Wind Pressures = ASD MWFRS Analysis Method = Ch 27 Pt 1 C&C Analysis Method = None Dynamic Type of Structure = Rigid Show Advanced Options = False

Building

Building:

Roof = Roof Type = Monoslope Encl = Enclosure Classification = Enclosed Help = Help on Building Roof Type = Help Pitch = Pitch of Roof = 3.0 :12 θ = Slope of Roof = 14.04 Deg RHt = Ridge Height = 12.176 ft EHt = Eave Height = 8.000 ft W = Building Width = 16.700 ft L = Building Length = 16.700 ft OH = Type of Overhang = None Par = Parapet = None HTover = Override Mean Roof Height = False Htman = Mean Roof Height = 10.088 ft RAover = Override Roof Area = False GCpi_o = Override GCpivalue = False =

ExposureConstants

Exposure Constants [Tbl 26.11-1]:

α = 3-s Gust-speed exponent = 9.500 Zg= Nominal Ht of Boundary Layer = 900.000 ft â = Reciprocol of α = 0.105 b = 3 sec gust speed factor = 1.000 αm= Mean hourly Wind-Speed Exponent = 0.154 bm= Mean hourly Windspeed Exponent = 0.650 c = Turbulence Intensity Factor = 0.200 ε = Integral Length Scale Exponent = 0.2000

MWFRSWindCalculationsperCh27Pt1

Main Wind Force Resisting System (MWFRS) Wind Calculations per Ch 27 Pt1 h = Mean structure height = 10.088 ft hgrade = Elevation from Grade to Top of Structure = 10.088 ft Kh = 2.01•(15/Zg)2/α[Tbl 26.10-1] = 0.849 Kzt = No Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Tbl 26.6-1 = 0.85 +GCpi = Enclosed Positive Internal Pressure Tbl 26.13-1 = +0.18 -GCpi = Enclosed Negative Internal Pressure Tbl 26.13-1 = -0.18 LF = Load Factor based upon ASD Design = 0.60 Ke = Ground Elev Factor [Tbl 26.9-1] = 1.000 qh = 0.00256•Kh•Kzt•Kd•Ke•V2*LF [Eq 26.10-1] = 14.66 psf RA = Roof Area = 287.48 ft2 qh = 0.00256•Kh•Kzt•Kd•Ke•V2*LF [Eq 26.10-1] = 14.66 psf qin = Negative Internal Pressure: qh•LF = 14.66 psf qip = Positive Internal Pressure: qh•LF = 14.66 psf

MWFRSWindLoads[NormaltoRidge]

MWFRS Wind Loads [Normal to Ridge] h = Mean Roof Height Of Building = 10.088 ft

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RHt = Ridge Height Of Roof = 12.176 ft B = Horizontal Dimension Of Building Normal To Wind Direction = 16.700 ft L = Horizontal Dimension Of building Parallel To Wind Direction = 16.700 ft L/B = Ratio Of L/B used For Cp determination = 1.000 h/L = Ratio Of h/L used For Cp determination = 0.604 Slope = Slope Of Roof = 14.04 Deg

GustFactorforWind[NormaltoRidge]

Gust Factor Calculation for Wind: [Normal to Ridge] *Gust Factor Category I Rigid Structures - Simplified Method* G1 = Simplified: For Rigid Structures can use 0.85 = 0.85 *Gust Factor Category II Rigid Structures - Complete Analysis* Zm = Equiv Struc Height: Max(0.6•h, Zmin) = 15.000 ft Izm = Turbulence Intensity: c•(33/Zm)1/6[Eq 26.11-1] = 0.228 Lzm = Turbulence Integral Length Scale: ℓ•(Zm/33)ε[Eq 26.11-9] = 427.057 ft B = Building Width Width Normal to Wind Direction = 16.700 ft Q = [1/(1+0.63•[(B+h)/Lzm]0.63)]0.5[Eq 26.11-8] = 0.949 G2 = Detailed: 0.925•[(1+1.7•gq•Izm•Q)/(1+1.7•gv•Izm)] [Eq 26.11-6] = 0.898 *Gust Factor Used in Analysis* G = Gust Factor: Min(G1, G2) = 0.850

CpWW = Windward Wall Coefficient (All L/B Values) = 0.800 CpLW = Leeward Wall Coefficient using L/B = -0.500 CpSW = Side Wall Coefficient (All L/B values) = -0.700

WindPress[NormaltoRidge]

Wind Pressures [Normal to Ridge] All wind pressures include a Load Factor (LF) of 0.6

Elev ft

GCpi

Windward GCpi

Leeward qi psf

Kz Kzt qz psf

Windward Press psf

Leeward Press psf

Side Press psf

Total Press psf

Minimum Pressure* psf

12.176 +0.18 +0.18 14.66 0.849 1.000 14.66 7.33 -8.87 -11.36 16.20 9.60

10.088 +0.18 +0.18 14.66 0.849 1.000 14.66 7.33 -8.87 -11.36 16.20 9.60

8.000 +0.18 +0.18 14.66 0.849 1.000 14.66 7.33 -8.87 -11.36 16.20 9.60

12.176 -0.18 -0.18 14.66 0.849 1.000 14.66 12.61 -3.59 -6.08 16.20 9.60

10.088 -0.18 -0.18 14.66 0.849 1.000 14.66 12.61 -3.59 -6.08 16.20 9.60

8.000 -0.18 -0.18 14.66 0.849 1.000 14.66 12.61 -3.59 -6.08 16.20 9.60

Kz = 2.01•(15/Zg)2/α[Tbl 26.10-1] Kzt = No Topographic feature specified GCpi = Enclosed Internal Pressure Tbl

26.13-1 qz = 0.00256•Kz•Kzt•Kd•Ke•V2*LF [Eq 26.10-1] qip = Positive Internal Pressure: qh•LF qin = Negative Internal Pressure: qh•LF Side = qh•G•CpSW-qip•(+GCpi) [Eq 27.3-1] Leeward = qh•G•CpLW-qip•(+GCpi) [Eq 27.3-1] Windward = qz•G•CpWW-qip•(+GCpi) [Eq 27.3-1] Total = Windward - Leeward

• Minimum Pressure: § 27.1.5 no less than 9.60 psf (Incl LF) applied to Walls

• Positive Pressures Act TOWARD Surface and Negative Pressures Act AWAY from Surface

RoofWindPressures[NormaltoRidge]

Roof Wind Pressures [Normal to Ridge] All wind pressures include a Load Factor (LF) of 0.6

Component Description Location Start ft

End ft

GCpi CpMin CpMax PCpMin psf PCpMax psf Pmin psf Roof Roof Leeward 4 All All +0.18 -0.525 -0.525 -9.18 -9.18 4.80

Roof Roof Leeward 4 All All -0.18 -0.525 -0.525 -3.90 -3.90 4.80

Roof Pressures based upon Ch 27 Pt1:

Component = The building component for pressures Location = Reference Graphic in Output for Values

Start = Start Dist from Windward Edge End = End Dist from Windward Edge CpMin = Smallest Coefficient Magnitude CpMax = Largest Coefficient Magnitude PCpMin = qh•G•CpMin-qip•GCpi[Eq 27.3-1] PCpMax = qh•G•CpMax-qin•GCpi[Eq 27.3-1]

Pmin = Min Press projected on vertical plane [§ 27.1.5]

• 0.895 Reduction Factor applied for h/L>=1 & 10=Slope=15 Deg

• The smaller uplift pressures due to CpMincan become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7

• Positive Pressures Act TOWARD Surface and Negative Pressures Act AWAY from Surface

MWFRSWindLoads[NormaltoEave]

MWFRS Wind Loads [Normal to Eave] h = Mean Roof Height Of Building = 10.088 ft RHt = Ridge Height Of Roof = 12.176 ft B = Horizontal Dimension Of Building Normal To Wind Direction = 16.700 ft L = Horizontal Dimension Of building Parallel To Wind Direction = 16.700 ft L/B = Ratio Of L/B used For Cp determination = 1.000 h/L = Ratio Of h/L used For Cp determination = 0.604 Slope = Slope Of Roof = 14.04 Deg

GustFactorforWind[NormaltoEave]

Gust Factor Calculation for Wind: [Normal to Eave] *Gust Factor Category I Rigid Structures - Simplified Method* G1 = Simplified: For Rigid Structures can use 0.85 = 0.85 *Gust Factor Category II Rigid Structures - Complete Analysis*

Zm = Equiv Struc Height: Max(0.6•h, Zmin) = 15.000 ft Izm = Turbulence Intensity: c•(33/Zm)1/6[Eq 26.11-1] = 0.228 Lzm = Turbulence Integral Length Scale: ℓ•(Zm/33)ε[Eq 26.11-9] = 427.057 ft B = Building Width Width Normal to Wind Direction = 16.700 ft Q = [1/(1+0.63•[(B+h)/Lzm]0.63)]0.5[Eq 26.11-8] = 0.949 G2 = Detailed: 0.925•[(1+1.7•gq•Izm•Q)/(1+1.7•gv•Izm)] [Eq 26.11-6] = 0.898 *Gust Factor Used in Analysis* G = Gust Factor: Min(G1, G2) = 0.850

CpWW = Windward Wall Coefficient (All L/B Values) = 0.800 CpLW = Leeward Wall Coefficient using L/B = -0.500 CpSW = Side Wall Coefficient (All L/B values) = -0.700

WindPress[NormaltoEave]

Wind Pressures [Normal to Eave] All wind pressures include a Load Factor (LF) of 0.6

Elev ft

GCpi

Windward GCpi

Leeward qi psf

Kz Kzt qz psf

Windward Press psf

Leeward Press psf

Side Press psf

Total Press psf

Minimum Pressure* psf

8.000 +0.18 +0.18 14.66 0.849 1.000 14.66 7.33 -8.87 -11.36 16.20 9.60

8.000 -0.18 -0.18 14.66 0.849 1.000 14.66 12.61 -3.59 -6.08 16.20 9.60

Kz = 2.01•(15/Zg)2/α[Tbl 26.10-1] Kzt = No Topographic feature specified GCpi = Enclosed Internal Pressure Tbl

26.13-1 qz = 0.00256•Kz•Kzt•Kd•Ke•V2*LF [Eq 26.10-1] qip = Positive Internal Pressure: qh•LF qin = Negative Internal Pressure: qh•LF Side = qh•G•CpSW-qip•(+GCpi) [Eq 27.3-1] Leeward = qh•G•CpLW-qip•(+GCpi) [Eq 27.3-1] Windward = qz•G•CpWW-qip•(+GCpi) [Eq 27.3-1] Total = Windward - Leeward

• Minimum Pressure: § 27.1.5 no less than 9.60 psf (Incl LF) applied to Walls

• Positive Pressures Act TOWARD Surface and Negative Pressures Act AWAY from Surface

RoofWindPressures[NormaltoEave]

Roof Wind Pressures [Normal to Eave] All wind pressures include a Load Factor (LF) of 0.6

Component Description Location Start ft

End ft

GCpi CpMin CpMax PCpMin psf PCpMax psf Pmin psf Roof Roof Windward 3 All All +0.18 -0.180 -0.805 -4.88 -12.67 4.80

Roof Roof Windward 3 All All -0.18 -0.180 -0.805 0.40 -7.39 4.80

Roof Pressures based upon Ch 27 Pt1:

Component = The building component for pressures Location = Reference Graphic in Output for Values

Start = Start Dist from Windward Edge End = End Dist from Windward Edge CpMin = Smallest Coefficient Magnitude CpMax = Largest Coefficient Magnitude PCpMin = qh•G•CpMin-qip•GCpi[Eq 27.3-1] PCpMax = qh•G•CpMax-qin•GCpi[Eq 27.3-1]

Pmin = Min Press projected on vertical plane [§ 27.1.5]

• 0.895 Reduction Factor applied for h/L>=1 & (0 to h/2)

• The smaller uplift pressures due to CpMincan become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7

• Positive Pressures Act TOWARD Surface and Negative Pressures Act AWAY from Surface

MWFRSWindLoads[ParalleltoRidge]

MWFRS Wind Loads [Parallel to Ridge] h = Mean Roof Height Of Building = 10.088 ft RHt = Ridge Height Of Roof = 12.176 ft B = Horizontal Dimension Of Building Normal To Wind Direction = 16.700 ft L = Horizontal Dimension Of building Parallel To Wind Direction = 16.700 ft L/B = Ratio Of L/B used For Cp determination = 1.000 h/L = Ratio Of h/L used For Cp determination = 0.604 Slope = Slope Of Roof = 14.04 Deg

GustFactorforWind[ParalleltoRidge]

Gust Factor Calculation for Wind: [Parallel to Ridge] *Gust Factor Category I Rigid Structures - Simplified Method* G1 = Simplified: For Rigid Structures can use 0.85 = 0.85 *Gust Factor Category II Rigid Structures - Complete Analysis* Zm = Equiv Struc Height: Max(0.6•h, Zmin) = 15.000 ft Izm = Turbulence Intensity: c•(33/Zm)1/6[Eq 26.11-1] = 0.228 Lzm = Turbulence Integral Length Scale: ℓ•(Zm/33)ε[Eq 26.11-9] = 427.057 ft B = Building Width Width Normal to Wind Direction = 16.700 ft Q = [1/(1+0.63•[(B+h)/Lzm]0.63)]0.5[Eq 26.11-8] = 0.949 G2 = Detailed: 0.925•[(1+1.7•gq•Izm•Q)/(1+1.7•gv•Izm)] [Eq 26.11-6] = 0.898 *Gust Factor Used in Analysis* G = Gust Factor: Min(G1, G2) = 0.850

CpWW = Windward Wall Coefficient (All L/B Values) = 0.800 CpLW = Leeward Wall Coefficient using L/B = -0.500 CpSW = Side Wall Coefficient (All L/B values) = -0.700

WindPress[ParalleltoRidge]

Wind Pressures [Parallel to Ridge] All wind pressures include a Load Factor (LF) of 0.6

Elev ft

GCpi

Windward GCpi

Leeward qi psf

Kz Kzt qz psf

Windward Press psf

Leeward Press psf

Side Press psf

Total Press psf

Minimum Pressure* psf

12.176 +0.18 +0.18 14.66 0.849 1.000 14.66 7.33 -8.87 -11.36 16.20 9.60

10.088 +0.18 +0.18 14.66 0.849 1.000 14.66 7.33 -8.87 -11.36 16.20 9.60

8.000 +0.18 +0.18 14.66 0.849 1.000 14.66 7.33 -8.87 -11.36 16.20 9.60

12.176 -0.18 -0.18 14.66 0.849 1.000 14.66 12.61 -3.59 -6.08 16.20 9.60

10.088 -0.18 -0.18 14.66 0.849 1.000 14.66 12.61 -3.59 -6.08 16.20 9.60

8.000 -0.18 -0.18 14.66 0.849 1.000 14.66 12.61 -3.59 -6.08 16.20 9.60

Kz = 2.01•(15/Zg)2/α[Tbl 26.10-1] Kzt = No Topographic feature specified GCpi = Enclosed Internal Pressure Tbl

26.13-1 qz = 0.00256•Kz•Kzt•Kd•Ke•V2*LF [Eq 26.10-1] qip = Positive Internal Pressure: qh•LF qin = Negative Internal Pressure: qh•LF Side = qh•G•CpSW-qip•(+GCpi) [Eq 27.3-1] Leeward = qh•G•CpLW-qip•(+GCpi) [Eq 27.3-1] Windward = qz•G•CpWW-qip•(+GCpi) [Eq 27.3-1] Total = Windward - Leeward

• Minimum Pressure: § 27.1.5 no less than 9.60 psf (Incl LF) applied to Walls

• Positive Pressures Act TOWARD Surface and Negative Pressures Act AWAY from Surface

RoofWindPressures[ParalleltoRidge]

Roof Wind Pressures [Parallel to Ridge] All wind pressures include a Load Factor (LF) of 0.6

Component Description Location Start ft

End ft

GCpi CpMin CpMax PCpMin psf PCpMax psf Pmin psf Roof Roof (0 to h/2) All 0.000 5.044 +0.18 -0.955 -0.180 -14.53 -4.88 4.80 Roof Roof (h/2 to h) All 5.044 10.088 +0.18 -0.858 -0.180 -13.33 -4.88 4.80 Roof Roof (h to 2*h) All 10.088 16.700 +0.18 -0.542 -0.180 -9.39 -4.88 4.80

Roof Roof (0 to h/2) All 0.000 5.044 -0.18 -0.955 -0.180 -9.26 0.40 4.80 Roof Roof (h/2 to h) All 5.044 10.088 -0.18 -0.858 -0.180 -8.06 0.40 4.80 Roof Roof (h to 2*h) All 10.088 16.700 -0.18 -0.542 -0.180 -4.11 0.40 4.80

Roof Pressures based upon Ch 27 Pt1:

Component = The building component for pressures Location = Reference Graphic in Output for Values

Start = Start Dist from Windward Edge End = End Dist from Windward Edge CpMin = Smallest Coefficient Magnitude CpMax = Largest Coefficient Magnitude PCpMin = qh•G•CpMin-qip•GCpi[Eq 27.3-1] PCpMax = qh•G•CpMax-qin•GCpi[Eq 27.3-1]

Pmin = Min Press projected on vertical plane [§ 27.1.5]

• 0.895 Reduction Factor applied for h/L>=1 & (0 to h/2)

• The smaller uplift pressures due to CpMincan become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7

• Positive Pressures Act TOWARD Surface and Negative Pressures Act AWAY from Surface

Project Location

In no case shall the roof snow load be reduced to less than 35 psf

PROJECT NUMBER

DESIGNER

Ps : Sloped roof snow load (PSF)

CS : Slope factor [ ASCE-7, Fig 7.4-1 ]

Pf : Flat roof snow load (PSF)

Ce : Exposure factor [ ASCE-7, Table 7.3-1 ]

Ct : Thermal factor [ ASCE-7, Table 7.3-2 ] δ: Density of snow

I : Snow load importance factor [ ASCE-7, Table 1.5-1 ] hd: Drift Height [ASCE-7, Fig 7-8, lu=W from windward side]

Pg : Ground snow load S: roof slope for a rise of 1 =

1) Flat Roof Snow Load

Pf = 0.7 x Ce x Ct x I x Pg [ ASCE-7, Eq 7.3-1 ]

Cat., Exposure

Ce = I =

Ct = Pg =

Pf = .7 x 1 x 1.2 x 1 x 43 = 36 (PSF)

2) Sloped Roof Snow Load

Ps = CS x Pf [ ASCE-7, Eq 7.4-1 ]

Roof slope = 3 / 12 = 14 o

Cs = [ASCE-7 Fig 7.4-1]

Ps = 1.00 x 36

Ps = (PSF)

Enter values from Code Calculated Values

IBC SNOW LOAD

SLOPED ROOF

1.00

0.9

1.0 43

1.0

RMH

Romtec 224-032

250-A Main Street E-Mail: info@structure1.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.structure1.com fax (541) 850-6233

ANALYSIS & DESIGN:

Pages 1,000 - 1,999

Project Number

Project Name RMH Date

Subject Date

Spacing: 6 " O.C.

L: 5 ft

Distributed Load (D):

15 psf * 0.50 ft = 7.50 plf

36 psf * 0.50 ft = 18.00 plf

USE

Trib.: 5 ft.

Roof Slope: 3 to 12 L: 16 ft

Distributed Load (D):

15 psf * 5.00 ft = 75.00 plf

36 psf * 5.00 ft = 180.00 plf

USE

Trib.: 9.5 ft.

L: 20 ft

Distributed Load (D):

15 psf * 9.50 ft = 142.50 plf

36 psf * 9.50 ft = 342.00 plf

USE

Analysis Checked by

PSE Consulting Engineers Inc.

Romtec 224-032

Billy Cordova Memorial Park Restroom Designed by 4/22/2024

Snow Load =

Roof Extension Beams

Dead Load =

5 1/8" x 13 1/2" Glu-Lam 24F-1.8E WS

Dead Load =

Snow Load =

5 1/8" x 9" Glu-Lam 24F-1.8E WS

Roof Decking

Dead Load =

Snow Load =

Flat 2x6 DF-L #2 T&G

Rafters

COMPANY

Apr. 22, 2024 13:35

PROJECT

Roof Decking

Design Check Calculation Sheet WoodWorks Sizer 2023

Loads:

Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 10.00(6.0") psf Load2 Snow Full Area 36.00(6.0") psf Self-weight Dead Full UDL 2.0 plf

Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :

5'

4.958'0'

Unfactored:

Dead 17 17 Snow 45 45 Factored:

Total 62 62 Bearing:

Capacity Joist 469 469 Support 586 586 Des ratio Joist 0.13 0.13 Support 0.11 0.11 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625

*Minimum bearing length setting used: 1/2" for end supports

Lumber-soft, D.Fir-L, No.2, 2x6 (1-1/2"x5-1/2") Supports: All - Timber-soft Beam, D.Fir-L No.2

Roof joist spaced at 6.0" c/c; Total length: 5.0'; Clear span: 4.938'; Volume = 0.3 cu.ft.

Lateral support: top = continuous, bottom = continuous Oblique angle: 76.0 deg; Repetitive factor: applied where permitted (refer to online help);

This section PASSES the design code check.

WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN

WoodWorks® Sizer 2023Roof Decking Page 2

Analysis vs. Allowable Stress and Deflection using NDS 2018 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear x-x fv = 3 Fv' = 180 psi fv/Fv' = 0.01 y-y fv = 10 Fv' = 180 psi fv/Fv' = 0.06 Bending(+) x-x fb = 29 Fb' = 1345 psi fb/Fb' = 0.02 y-y fb = 433 Fb' = 1547 psi fb/Fb' = 0.28 Biaxial 3.9-3: fb1/Fb1'+fb2/Fb2'/(1-(fb1/FbE)^2) = 0.30 Live Defl'n 0.10 = L/619 0.33 = L/180 in 0.29 Total Defl'n 0.15 = L/392 0.50 = L/120 in 0.31

Additional Data:

FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fvy' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 - 1.15 1.00 1.00 2 Fby' 900 1.00 1.00 1.00 1.000 1.300 - 1.15 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 Ey' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 Custom duration factor for Snow load = 1.00

CRITICAL LOAD COMBINATIONS:

Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4

CALCULATIONS:

V max = 62, Vx design = 14, Vy design = 57 lbs; M(+) = 77 lbs-ft EI = 33.27e06 lb-in^2 EIy = 2.47e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live"

Design Notes:

1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.

2. Please verify that the default deflection limits are appropriate for your application.

3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.

4. Oblique angle: Shear is checked in planes perpendicular to the axes only, but maximum shear occurs at an angle.

Apr. 22, 2024 13:37

Roof Rafters

WoodWorks Sizer 2023

Loads:

Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(5.00') psf Load2 Snow Full Area 36.00(5.00') psf Self-weight Dead Full UDL 10.6 plf

Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :

16.492'

15.948'0'

Unfactored:

Dead 706 706 Snow 1440 1440 Factored:

Total 2146 2146 Bearing:

F'theta 674 674 Capacity Beam 2155 2155 Support 2146 2146 Des ratio Beam 1.00 1.00 Support 1.00 1.00 Load comb #2 #2 Length 0.62 0.62 Min req'd 0.62** 0.62** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625

**Minimum bearing length governed by the required width of the supporting member.

Glulam-Unbalan., West Species, 24F-1.8E WS, 5-1/8"x9" Supports: All - Timber-soft Beam, D.Fir-L No.2

Total length: 16.69'; Clear span(horz): 15.875'; Volume = 5.3 cu.ft.; Pitch: 3/12; 6 laminations, 5-1/8" maximum width, Lateral support: top = continuous, bottom = at supports;

This section PASSES the design code check.

WoodWorks® Sizer 2023Roof Rafters Page 2

Analysis vs. Allowable Stress and Deflection using NDS 2018 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 61 Fv' = 265 psi fv/Fv' = 0.23 Bending(+) fb = 1479 Fb' = 2400 psi fb/Fb' = 0.62 Live Defl'n 0.50 = L/397 0.82 = L/240 in 0.60 Total Defl'n 0.86 = L/228 1.10 = L/180 in 0.79

Additional Data:

FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Custom duration factor for Snow load = 1.00

CRITICAL LOAD COMBINATIONS:

Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4

CALCULATIONS:

V max = 2075, V design = 1879 (NDS 3.4.3.1(a)) lbs; M(+) = 8528 lbs-ft EI = 560.41e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3

Design Notes:

1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.

2. Please verify that the default deflection limits are appropriate for your application.

3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012

4. GLULAM: bxd = actual breadth x actual depth.

5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.

6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).

7. SLOPED BEAMS: level bearing is required for all sloped beams.

Apr. 22, 2024 13:40

Roof Extension Beams

WoodWorks Sizer 2023

Loads:

Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load1 Dead Full Area 15.00(9.50') psf Load2 Snow Full Area 36.00(9.50') psf Self-weight Dead Full UDL 15.9 plf

Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :

20.253'

20.127'0'

Unfactored:

Dead 1603 1603 Snow 3463 3463 Factored:

Total 5067 5067 Bearing:

Capacity Beam 5067 5067 Support 5228 5228 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb #2 #2 Length 1.52 1.52 Min req'd 1.52 1.52 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625

Glulam-Unbalan., West Species, 24F-1.8E WS, 5-1/8"x13-1/2" Supports: All - Timber-soft Beam, D.Fir-L No.2

Total length: 20.25'; Clear span: 20'; Volume = 9.7 cu.ft.; 9 laminations, 5-1/8" maximum width, Lateral support: top = 5'-0 bottom = at supports; (in);

This section PASSES the design code check.

Analysis vs. Allowable Stress and Deflection using NDS 2018 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 96 Fv' = 265 psi fv/Fv' = 0.36 Bending(+) fb = 1953 Fb' = 2379 psi fb/Fb' = 0.82 Live Defl'n 0.67 = L/361 1.01 = L/240 in 0.66 Total Defl'n 1.13 = L/213 1.34 = L/180 in 0.84

WoodWorks® Sizer 2023Roof Extension Beams Page 2

Additional Data:

FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 0.991 0.992 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Custom duration factor for Snow load = 1.00 Only the lesser of CL and CV is applied, as per NDS 5.3.6

CRITICAL LOAD COMBINATIONS:

Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 – LC #2 = D + S Support 2 – LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4

CALCULATIONS:

V max = 5036, V design = 4441 (NDS 3.4.3.1(a)) lbs; M(+) = 25340 lbs-ft EI = 1891.38e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 5.00' Le = 10.31' RB = 8.0

Design Notes:

1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.

2. Please verify that the default deflection limits are appropriate for your application.

3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012

4. GLULAM: bxd = actual breadth x actual depth.

5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.

6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).

Subject Date

L: 12 ft

Trib: 8 ft

15 psf * 8.00 ft = 120.00 plf

36 psf * 8.00 ft = 288.00 plf

Distributed Load(D):

Wind Load = 22.1 psf

USE

Continuous Wall Footing

Trib: 8 ft

15 psf * 8 = 120 plf

36 psf * 8 = 288 plf

Loads from: Wall Height: 12 ft

Dead Load = 81 psf * 12 = 972 plf

USE

Loads from: Roof

Cont. x 24" x 8" Footing W/ 3 - #5 Bars

Masonry Bearing Wall

Load (P):

Dead Load =

Snow Load =

6" CMU W/ #4 Vert Bars @ 32" O.C.

Dead Load =

Snow Load =

Analysis Checked by

PSE Consulting Engineers Inc.

Romtec 224-032

Billy Cordova Memorial Park Restroom Designed by 4/22/2024

PROJECT : PAGE :

CLIENT : DESIGN BY :

JOB NO. : DATE : REVIEW BY :

INPUT DATA

WALL THICKNESS t = 8 in, (203 mm)

PARAPET HEIGHT hp = 0 ft, (0.0 m)

WALL HEIGHT h = 12 ft, (3.7 m) ρ = 125 lbs/ft 3 ( 2001 kg/m

SEISMIC PARAMETER SDS = 0.362

SEISMIC DESIGN CATEGORY SDC = C

DIAPHRAGM FLEXIBLE ? (0=no, 1=yes) 1 Yes

Ie = 1

Iw = 1.0 (ASCE 7 Tab 1.5-2)

BASIC WIND SPEED V = 115 mph, (185 kph), (ASCE 7 Sec 26.5.1)

EXPOSURE CATEGORY (B, C, D) = C

TOPOGRAPHIC FACTOR KZt = 1

DESIGN SUMMARY

Out-of-plane force for wall design w1 = 22.1 psf (Wind governs) N/m

Out-of-plane force for parapet design w2 = 52.5 psf (Wind governs) N/m

Out-of-plane force for anchorage design Fanch = 196 plf (Horizontal direction) N/m )

(The governing seismic & wind forces have been reduced by 0.7 & 0.6 for ASD)

WIND ANALYSIS

Out-of-plane wind force for wall design (ASCE 7-22 Eq. 30.3-1)

= 22.1 psf

Where : Kh = 0.85 , Kd = 0.85 , GCp = -1.33 , GCpi = 0.18

(mean roof h = 12 ft, changeable) Ke = 1.00 (corner ? Yes , TA = 16 ft ) (ASCE 7-22 Tab. 26.13-1)

(ASCE 7-22 26.10-1) (ASCE 7-22 30.3.2)

Out-of-plane wind force for parapet design (ASCE 7-22 Eq. 30.8-1)

= 52.5

Where : Kh = 0.85 , Kd = 0.85 , GCp = -1.40 , GCp = -2.40 GCpi = 0.18

(ASCE 7-22 26.10-1) (ASCE 7-22 26.10-1) = 1.00 roof, (ASCE 7-22 30.3.2) ( ASCE 7-22 Tab. 26.13-1)

(TA = 0 ft wall, (ASCE 7-22 30.3.2)

Out-of-plane wind force for anchorage design

= 133 plf (Horizontal)

SEISMIC ANALYSIS

Out-of-plane seismic force for wall design (ASCE 7, Sec.12.11.1)

= 0.14 Wp = 12.1 psf

Where : Wp = 83.3 psf , Ie = 1.0

(CBC/IBC Tab 1604.5 & ASCE 7 Tab 1.5-2)

Out-of-plane seismic force for parapet design (ASCE 7, Sec. 13.3.1)

= 0.45 Wp = 37.2 psf

Where : CAR = 2.2 , Ip = 1.0 , Rpo = 2.5

(ASCE 7 Tab. 13.5-1) (ASCE 7 Sec. 13.1.3) (ASCE 7 Tab. 13.5-1)

Out-of-plane seismic force for anchorage design

For masonry or concrete under seismic design category A & B, both flexible & rigid diaphragm (ASCE 7 Sec. 12.11.2)

3.36 Wp =

280 plf (Horizontal)

(Not applicable)

Where : Fmin = 280 plf

(ASCE 7 Sec. 12.11.2 & 11.7.3)

For seismic design category C and above, flexible diaphragm (ASCE 7 Sec. 12.11.2.1)

3.36 Wp =

280 plf (Horizontal)

(Applicable)

For seismic design category C and above, rigid diaphragm (ASCE 7 Sec. 12.11.2 & Sec. 13.3.1)

= 3.48 Wp = 290 plf (Horizontal) (Not applicable)

Where : CAR = 2.2 Rpo = 1.5

(ASCE 7 Tab. 13.5-1) (1.5, ASCE 7 13.4.2 or 2.5, ASCE 7 Tab 13.5-1)

Flat, (ASCE 7 Tab 26.8-1) psf, (ASCE 7-22 30.8)

WIND IMPORTANCE FACTOR

SEISMIC IMPORTANCE FACTOR

(ASCE 7 Sec 11.4)

(ASCE 7 Tab 11.5-1)

Lateral Force for One-Story Wall Based on ASCE 7-22 & 2021 IBC

TOTAL WALL DENSITY

, ( 1060

, ( 2516

, ( 2858

( )1, 0.4 ,0.1seismic DS p pMAX Iw S W W=

, 1, 2,1 2 2 p anch wind wind p wind h h w h wF h

2 2

, min0.4 , 0.1 , 400 , 2 2 anch seismic DS p p DS h hh hp p

MAX I IS W W SF F

h h

2 2

, min0.8 , 0.1 , 400 , 2 2 anch seismic DS p p DS h hh hp p

MAX I IS W W SF F

h h

( ) ( ) ( ) ( ) ( )2 1, 0.6 0.00256d h Zt e dwind P Pi P Pih

G G G Gqw C C V C CK K K K K= − = −

( ) ( ) ( ) ( ) ( )2 2, 0.6 0.00256d h Zt e dwind P Pi P Pip

G G G Gqw C C V C CK K K K K= − = −

2, 1.4

0.3 , , 1.6 pAR DS p p pseismic DS p DS p po

C S WI

MAX MINw S W S WI I

R

, min

1.4

0.4 , , 1.6 , 400 , pp DS anch seismic p pDS DS p DS po h h pa S I

MAX MAX MIN IS S W SF I I F

hR

JOB NO. : DATE : REVIEW BY :

INPUT DATA & DESIGN SUMMARY

SPECIAL INSPECTION ( 0=NO, 1=YES ) 1 Yes

TYPE OF MASONRY ( 1=CMU, 2=BRICK ) 1 CMU

MASONRY STRENGTH fm' = 1.5 ksi

REBAR YIELD STRESS fy = 60 ksi

No

SERVICE GRAVITY LOAD P = 408 lbs / ft

SERVICE LATERAL LOAD w1 = 22.1 plf / ft

SERVICE PARAPET LOAD w2 = 0 plf / ft

THICKNESS OF WALL t = 6 in

PARAPET HEIGHT hp = 0 ft

WALL HEIGHT h = 12 ft

ECCENTRICITY e = 0 in γm = 125 pcf [THE WALL DESIGN IS ADEQUATE.]

WALL HORIZ. REINF. 1 # 4 @ 32 in o.c. (at middle)

WALL VERT. REINF. 1 # 4 @ 32 in o.c. (at middle)

ANALYSIS

VERT. REINF. AREA AT EACH SIDE As = 0.08 in

MODULAR RATIO n = 21.48 d = 2.82 in REINFORCEMENT RATIO ρ = 0.0022

WIDTH OF SECTION bw = 12.00 in ALLOWABLE STRESS FACTOR SF = 1.000

EFFECTIVE THICKNESS te = 5.63 in THE NEUTRAL AXIS DEPTH FACTOR IS

MASONRY ELASTICITY MODULUS Em = 1350 ksi

STEEL ELASTICITY MODULUS Es = 29000 ksi

THE ALLOWABLE STRESS DUE TO FLEXURE IS THE ALLOWABLE REINF. STRESS DUE TO FLEXURE IS psi 32000 psi

THE DISTANCE FROM BOTTOM TO M1 IS THE GOVERNING MOMENTS AND AXIAL FORCES ARE

= 6.0 ft = 418 ft-lbs/ft

= lbs / ft

THE GOVERNING SHEAR FORCES ARE

= 0 ft-lbs/ft

= 133 lbs / ft

= lbs / ft

= 133 lbs / ft THE GOVERNING SHEAR STRESS IN MASONRY IS

= 0 lbs / ft = 1.96 psi

DETERMINE THE REGION FOR FLEXURE AND AXIAL LOAD (MDG-3 Tab 12.2.1, Fig 12.2-12 & 13, page 12-25).

1. Wall is in compression and not cracked. 2. Wall is cracked but steel is in compression. 3. Wall is cracked and steel is in tension.

REGION 3 APPLICABLE FOR (M1, P1)

REGION 1 APPLICABLE FOR (M2, P2)

Allowable Stress Design of Masonry Bearing Wall Based on TMS 402-16/13 & 2021 IBC

ALLOWABLE INCREASING ? (IBC/CBC 1605.2)

MASONRY SPECIFIC WEIGHT

= 0.26482

EFFECTIVE DEPTH (TMS 402 6.1.3.5)

( )1.33 1.0 (20) 32S or orF = =

( )1 2 3, , v e w

MAX V V V

f t b

( ) ( )'0.33b m SF fF = =

2k n n nρ ρ ρ= + − eM t

Pd d

2 3 eM t

Pd d

2 3 eM t

Pd d

1 2 2 1 2

1.05 p w Pe h hM w h p p h h Pe S h h h hw

( )1 P wall weightP = + pw h M =

( )2 P wall weightP = +

1 1 p p h h w Pe hV h w h h

2 1 1hV w V= −

3 2pV h w=

(cont'd)

CHECK REGION 1 CAPACITY

2554 ft-lbs / ft > M1 [Not applicable]

2583 ft-lbs / ft > M2 [Satisfactory]

CHECK REGION 2 CAPACITY

178 ft-lbs / ft < M1 [Not applicable]

94 ft-lbs / ft > M2 [Not applicable]

CHECK REGION 3 CAPACITY (The moment maybe limited by either the masonry compression or steel tension, MDG-3 page 12-25).

474 ft-lbs / ft > M1 [Satisfactory]

474 ft-lbs / ft > M2 [Not applicable]

THE ALLOWABLE SHEAR STRESS IS GIVEN BY (TMS 402 8.2.6)

= 43.571 psi > fv [Satisfactory]

Technical References:

1. "Masonry Designers' Guide, Third Edition" (MDG-3), The Masonry Society, 2001.

6 6 w e e m b b t t

PM F

2 3 e m bw t P

PM

b F

2 3 2 3 2 3 e e m b s sw kd kd kdt t MIN kd d P d d PbM F A F

( ) ( )'1.125v m SF fF =

JOB NO. : DATE : REVIEW BY :

INPUT DATA & DESIGN SUMMARY

FOOTING SIZE A = 30 in

B = 8 in

C = 24 in

D = 8 in

E = 8 in

FOOTING CONCRETE STRENGTH fc' = 2.5 ksi

PDL = 1.092 k / ft

PLL = 0.288 k / ft

= 0 Wind,SD

PLAT = 1 k / ft, SD

(holdown force converted to load per linear foot)

SURCHARGE qs = 0.1 ksf

SOIL WEIGHT ws = 0.11 kcf

THE FOOTING DESIGN IS ADEQUATE.

ALLOWABLE SOIL PRESSURE Qa = 3.5 ksf

ANALYSIS

DESIGN LOADS (IBC 1605.2 & ACI 318 5.3)

CASE 1: DL + LL P = 1.38 k / ft 1.2 DL + 1.6 LL Pu = 1.77 k / ft

CASE 2: P = 2.16 k / ft 1.2 DL + LL + 1.0 W Pu = 2.60 k / ft

CASE 3: P = 1.77 k / ft 0.9 DL+ 1.0 W Pu = 1.98 k / ft

CHECK SOIL BEARING CAPACITY (ACI 318 13.3.1.1)

Service Loads CASE 1 CASE 2 CASE 3

P 1.38 2.16 1.77 k / ft e 0.0 0.0 0.0 in (from center of footing) qs C 0.20 0.20 0.20 k / ft, (surcharge load)

(0.15-ws) Area 0.12 0.12 0.12 k / ft, (footing increased)

Σ P 1.7 2.5 2.1 k / ft e 0.0 0.0 0.0 in qmax 0.85 1.24 1.04 ksf

Qa 3.50 3.50 3.50 ksf

Where [Satisfactory]

DESIGN FOR FLEXURE (ACI 318 14.5)

= 1.60 ft-kips / ft where λ = 1.0 (ACI 318 19.2.4) φ = 0.6 (ACI 318 21.2)

S = elastic section modulus of section

= 128 in / ft

DL + LL + 0.6(1.3) W

DL + LL + 0.6(0.65) W

AXIAL DEAD LOAD (per linear foot)

AXIAL LIVE LOAD (per linear foot)

LATERAL LOAD (per linear foot)

LATERAL LOAD (0=WIND, 1=SEISMIC)

Footing Design for Stud Bearing Wall Based on 2021 IBC / ACI 318-19

5 , 0.85n c c

MIN S Sf fMφ λφ φ= max

3(0.5 ) 6 e P

CC

for e

Cq

P C for e

C e

Σ +

Σ

FACTORED SOIL PRESSURE

Factored Loads CASE 1 CASE 2 CASE 3 Pu 1.8 2.6 2.0 k / ft eu 0.0 0.0 0.0 in (from center of footing) γ qs C 0.32 0.32 0.32 k / ft, (factored surcharge load)

0.78 0.78 0.59 Σ Pu 2.87 3.70 2.89 k / ft eu 0.0 0.0 0.0 in

E 8.0 8.0 8.0 in qu, max 1.44 1.85 1.44 ksf qu, VL 1.44 1.85 1.44 ksf qu, ML 1.44 1.85 1.44 ksf qu, MR 1.44 1.85 1.44 ksf qu, VR 1.44 1.85 1.44 ksf qu, min 1.44 1.85 1.44 ksf

M u, L 0.22 0.31 0.22 ft-k / ft

M u, R 0.22 0.31 0.22 ft-k / ft

V u, L 0.00 0.00 0.00 k / ft

V u, R 0.00 0.00 0.00 k / ft

M u, max = 0.31 ft-k / ft < φ M n [Satisfactory]

CHECK FLEXURE SHEAR (ACI 318 14.5)

= 3.84 k / ft where φ = 0.6 (ACI 318 21.2)

V u, max = 0.00 k / ft < φ V n [Satisfactory] k / ft, (factored footing & backfill loads)γ[0.15AC - (0.15-Ws) (C-D) (A-B) ]

'4 n c

BfVφ λφ=

Subject Date

L: 12 ft

Point Load (P):

Dead Load = 1,603 lb

Snow Load = 3,463 lb

USE

Point Load (P):

Dead Load = 1,603 lb

Snow Load = 3,463 lb

USE

PSE Consulting Engineers Inc.

Romtec 224-032

Billy Cordova Memorial Park Restroom Designed by 4/22/2024

Analysis Checked by

Porch Column

24" x 24" x 12" Footing W/ 3 - #5 Bars

6x6 DF-L #2

Porch Column Footing

Apr. 22, 2024 14:05

Porch Posts

WoodWorks Sizer 2023

Loads:

Load Type Distribution Location [ft] Magnitude Unit Start End Start End Load1 Dead Axial (Ecc. = 0.92") 1603 lbs Load3 Snow Axial (Ecc. = 0.92") 3463 lbs Self-weight Dead Axial 86 lbs

Reactions (lbs):

12'

12' 0'

B a s e

T o p

Unfactored:

Lateral:

Dead 10 -10 Snow 22 -22 Axial:

Dead 1689 1689 Snow 3463 3463 Factored:

R->L -32 Load comb #2 L->R 32 Load comb #2 #1

Timber-soft, D.Fir-L, No.2, 6x6 (5-1/2"x5-1/2") Support: Non-wood

Total length: 12.0'; Volume = 2.5 cu.ft.; Post or timber

Pinned base; Load face = width(b); Ke x Lb: 1.0 x 12.0 = 12.0 ft; Ke x Ld: 1.0 x 12.0 = 12.0 ft;

This section PASSES the design code check.

Analysis vs. Allowable Stress and Deflection using NDS 2018 :

Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 2 Fv' = 170 psi fv/Fv' = 0.01 Bending(+) fb = 167 Fb' = 750 psi fb/Fb' = 0.22 Axial fc = 170 Fc' = 428 psi fc/Fc' = 0.40 Combined (axial + eccentric moment) Eq.15.4-3 = 0.50 Axial Bearing fc = 170 Fc* = 700 psi fc/Fc* = 0.24 Live Defl'n 0.04 = < L/999 0.80 = L/180 in 0.05 Total Defl'n 0.07 = < L/999 0.80 = L/180 in 0.09

WoodWorks® Sizer 2023Porch Posts Page 2

Additional Data:

FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 750 1.00 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2 Fc' 700 1.00 1.00 1.00 0.612 1.000 - - 1.00 1.00 2 E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 Eminy' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 Fc* 700 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 Custom duration factor for Snow load = 1.00

CRITICAL LOAD COMBINATIONS:

Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Axial : LC #2 = D + S Combined : LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4

CALCULATIONS:

V = 32 lbs; M(+) = 387 lbs-ft; P = 5152 lbs EI = 99.13e06 lb-in^2 Combined: Fb' = 750 psi; fb = 0 psi; fbe = (P x e)/S = fc(6e/d) = 167 psi;

FcE = 564 psi "Live" deflection is due to all non-dead loads (live, wind, snow…) Total deflection = 1.50 permanent + "live" Axial b used, l/b = 26.2, l/d = 26.2

Design Notes:

1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.

2. Please verify that the default deflection limits are appropriate for your application.

3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction.

JOB NO. : DATE : REVIEW BY :

INPUT DATA DESIGN SUMMARY

COLUMN WIDTH c1 = 6 in FOOTING WIDTH B = 2.00 ft

COLUMN DEPTH c2 = 6 in FOOTING LENGTH L = 2.00 ft

BASE PLATE WIDTH b1 = 6 in FOOTING THICKNESS T = 12 in

BASE PLATE DEPTH b2 = 6 in LONGITUDINAL REINF. 3 # 4 @ 9 in o.c.

FOOTING CONCRETE STRENGTH fc' = 2.5 ksi TRANSVERSE REINF. 3 # 4 @ 9 in o.c.

REBAR YIELD STRESS fy = 60 ksi

AXIAL DEAD LOAD PDL = 1.603 k

AXIAL LIVE LOAD PLL = 3.463 k

LATERAL LOAD (0=WIND, 1=SEISMIC) = 0 Wind,SD

WIND AXIAL LOAD PLAT = 0 k, SD

SURCHARGE qs = 0 ksf

SOIL WEIGHT ws = 0.11 kcf

FOOTING EMBEDMENT DEPTH Df = 2.5 ft

FOOTING THICKNESS T = 12 in

ALLOW SOIL PRESSURE Qa = 3.5 ksf

FOOTING WIDTH B = 2 ft

FOOTING LENGTH L = 2 ft

BOTTOM REINFORCING # 4

THE PAD DESIGN IS ADEQUATE.

ANALYSIS

DESIGN LOADS (IBC 1605.2 & ACI 318 5.3)

CASE 1: DL + LL P = 5 kips 1.2 DL + 1.6 LL Pu = 7 kips

CASE 2: P = 5 kips 1.2 DL + LL + 1.0 W Pu = 5 kips

CASE 3: P = 5 kips 0.9 DL+ 1.0 W Pu = 1 kips

CHECK SOIL BEARING CAPACITY (ACI 318 13.3.1.1)

CASE 1 CASE 2 CASE 3

1.31 ksf, 1.31 ksf, 1.31 ksf q MAX < k Q a , [Satisfactory] where k = 1 for gravity loads, 4/3 for lateral loads.

DESIGN FOR FLEXURE (ACI 318 13.2.7, 21, & 22)

LONGITUDINAL TRANSVERSE

d 8.75 8.50 b 24 24 q u,max 1.87 1.87

Mu 1.05 1.05 ρ 0.000 0.000 ρmin 0.000 0.000

As 0.04 0.04

ReqD 1 # 4 1 # 4

Max. Spacing 18 in o.c. 18 in o.c.

USE 3 # 4 @ 9 in o.c. 3 # 4 @ 9 in o.c.

ρmax 0.013 0.013

Check ρprod < ρmax [Satisfactory] [Satisfactory]

DL + LL +0.6( 1.3) W

DL + LL + 0.6(0.65) W

Porch FootingPad Footing Design Based on ACI 318-19

(0.15 )SMAX S

P Tq q w

BL

'2

0.85 1 1

0.383

Muf c b fd c f y ρ

0.85

MAX

f c u f u ty β ε ρ ε ε

0.0018 , MIN

T

MIN

d ρρ

CHECK FLEXURE SHEAR (ACI 318 13.2.7.2 & 22.5)

LONGITUDINAL TRANSVERSE

Vu 0.08 0.16 φ 0.75 0.75 φVn 15.8 15.3

Check Vu < φVn [Satisfactory] [Satisfactory]

CHECK PUNCHING SHEAR (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3)

= 75.68 kips where φ = 0.75 (ACI 318 21.2) βc = ratio of long side to short side of concentrated load = 1.00 b0 = c1 + c2 + b1 + b2 + 4d = 58.5 in

Ap = b0 d = 504.6 in y = MIN(2 , 4 / βc , 40 d / b0) = 2.0

4.6928 kips < φ V n [Satisfactory]

2 y fV Apn cφ φ= +

1 1 2 21 1,max

2 2 b c b c d dV Puu

BL

2 bd fV n cφ φ=

Subject Date

P: Dead Load = 83 plf H: 12 ft.

Snow Load = 198 plf L: 6 ft.

V: Wind

Roof Load: 0 psf

Pitch: 14 Degrees

Load Area: 0.00 Sq.Ft.

Wall Load: 16 psf

Load Area: 90.00 Sq.Ft.

Seismic

Total: 4570 Lbs

16.7

8.4

WL = 1458 Lbs

EL = 3428 Lbs

USE

PSE Consulting Engineers Inc.

Romtec 224-032

Billy Cordova Memorial Park Restroom Designed by 4/22/2024

Analysis Checked by

Masonry Shearwalls

6" CMU W/ #4 Vert Bars @ 32" O.C. & #4 Horz Bars @ 32" O.C.

Building Length:

Trib. Width

# of Wall Panels:

JOB NO. : DATE : REVIEW BY :

INPUT DATA & DESIGN SUMMARY

SPECIAL INSPECTION ( 0=NO, 1=YES ) 1 Yes

(This option only for local jurisdiction amendments to the code, not part of TMS.)

TYPE OF MASONRY ( 1=CMU, 2=BRICK ) 1 CMU

MASONRY STRENGTH fm' = 1.5 ksi

REBAR YIELD STRESS fy = 60 ksi

ALLOWABLE 30% INCREASING ? (Yes or No, IBC 1605.2) No

SEISMIC PERFORMANCE CATEGORY C Seismic C

( C,D,E, 0=WIND, 5=GRAVITY)

MASONRY LAID IN RUNNING BOND ? (TMS 402 7.3.2.6) Yes

SERVICE AXIAL LOAD P = 1.69 kips, at middle of Lw

SERVICE SHEAR LOAD Vx = 3.43 kips, (in-plane force)

SERVICE MOMENT LOAD Mx = 27.44 ft-kips, (top flange, bf1, compression)

My = 0.2 ft-kips, (out-of-plane, left b11 & b21, compression)

EFFECTIVE HEIGHT OF WALL hw = 12 ft

LENGTH OF SHEAR WALL Lw = 6 ft, (within vertical control joints)

THE WALL DESIGN IS ADEQUATE.

THICKNESS…