COUNTY_APPROVED_BUILDING_CALCS.pdf

PDF 822 KB Posted Feb 4, 2025

Attached to: Groveland Modular Bathroom Project
Solicitation number: IFB (NPW)-2025-0015
Issued by: Tuolumne County, Glendale City, California

About this file

Written by GovTribe AI · May 13, 2025

This document is a comprehensive structural engineering and design approval report for the Cortez CR-1802 modular building, issued by PFS Corporation and approved by the State of California's Certified Design Approval Agency (DAA). The report provides detailed structural calculations and design specifications for a precast concrete modular structure, covering wind load resistance (up to 150 mph), seismic design (Category E), snow load requirements, and various structural components including roof panels, wall panels, and floor panels. The approval is valid from April 4, 2024, to July 31, 2025, and is specifically limited to the factory-built portion of the modular structure.

The design calculations demonstrate compliance with multiple building codes and standards, including the 2022 California Building Code, ASCE 7-16, ACI 318-19, and UL-752 Bullet Resistance standards. The modular structure is designed to withstand significant environmental loads, with a ground snow load of 160 psf, wind speeds of 150 mph, and seismic considerations for Category E zones. The report includes detailed analyses of structural components, reinforcement requirements, load-bearing capacities, and performance under various loading conditions, ensuring the structure meets stringent California building and safety regulations for commercial modular buildings.

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THIS REPORT CONTAINS 23 PAGES, INCLUDING THIS COVER AND THE TABLE OF CONTENTS. ANY ADDITIONS TO, ALTERATIONS OF, OR UNAUTHORIZED USE OF EXCERPTS FROM THIS REPORT ARE EXPRESSLY FORBIDDEN.

Wind Speed – 150 mph Exp. C

Design Standards

UL-752 Bullet Resistance

ASCE 7-16/ ACI 318-19

Classification: Level IV Report #: 2012-647

2022 California Building Code (2021 IBC)

CXT Inc. (Precast Division)

Calculations

Seismic Design Category: E

400 psf Live Floor Load

CORTEZ CR-1802

Structural Analysis

Design Loads

160 psf Ground Snow Load

March 15, 2024

Date: Expires:

Approval # PFS:

PFS CORPORATION - Cottage Grove, WI

A P P R O V E D Based on the requirements of title 25 California code of regulations Chapter 3 subchapter 2 Commerical coaches/recreation vehicles

APPLICABLE LOCAL ORDINANCES

THIS APPROVAL DOES NOT AUTHORIZE OR APPROVE ANY OMISSION

OR DEVIATION FROM THE REQUIREMENTS OF STATE LAWS OR

MODULAR

PFS CORPORATION - Cottage Grove, WI

This approval is limited to the factory-built portion only

APPROVED: STATE OF CA - CERTIFIED DAA

Commercial Modular

. THIS APPROVAL IS LIMITED TO

FACTORY-BUILT PORTION ONLY.

PFS CORPORATION - Cottage Grove, WI

2/19/18 5/31/19

021812432021812506 04/04/2024 07/31/2025

24-002133

This set of plans and specifications MUST be kept on the job at all times and it is unlawful to make any changes or altera-tions on the same without written permission from the Tuolumne County Community Development Department Division of Building and Safety.

APPROVED by _____________ Date _____________

The stamping of this plan and specifications SHALL NOT be held to permit or to be an approval to the violation of any provisions of any Ordinance or Law. Occupancy of structure not permitted until after final approval.

Jehiah DeMattei 12/19/2024

Page(s)

3-4 5-6 7-18 19-20

THIS REPORT CONTAINS 23 PAGES, INCLUDING THE COVER AND THIS TABLE OF CONTENTS. ANY ADDITIONS TO, ALTERATIONS OF, OR UNAUTHORIZED USE OF EXCERPTS FROM THIS REPORT ARE EXPRESSLY FORBIDDEN.

All attached documents are for reference only and designed or approved by others.

Building Analysis

Appendix: (Provided Upon Request) UL-752 Bullet Resistance Testing

Table of Contents

Description 2021 International Building Code

Roof Panel Analysis Wall Panel Analysis

ASCE 7-16 MWFRS and C&C Wind Loads ASCE 7-16 Snow Loads

ASCE 7-16 Seismic Loads

Floor Analysis

March 15, 2024

Date: Expires:

Approval # PFS:

PFS CORPORATION - Cottage Grove, WI

A P P R O V E D Based on the requirements of title 25 California code of regulations Chapter 3 subchapter 2 Commerical coaches/recreation vehicles

APPLICABLE LOCAL ORDINANCES

THIS APPROVAL DOES NOT AUTHORIZE OR APPROVE ANY OMISSION

OR DEVIATION FROM THE REQUIREMENTS OF STATE LAWS OR

MODULAR

PFS CORPORATION - Cottage Grove, WI

This approval is limited to the factory-built portion only

APPROVED: STATE OF CA - CERTIFIED DAA

Commercial Modular

. THIS APPROVAL IS LIMITED TO

FACTORY-BUILT PORTION ONLY.

PFS CORPORATION - Cottage Grove, WI

2/19/18 5/31/19

021812432021812506 04/04/2024 07/31/2025

24-002133

Category II Exposure C Velocity 150 mph h.wind 7.21 ft h.lee 7.21 ft W.building 17 ft L.building 9.42 ft H.building 9.37 ft Roof Rise 2.5625

12.05 deg Kd 0.85 K1 0.00 K2 0.00 K3 0.00

Kzt 1 h 8.289 ft na 9.05 Flexibility Rigid

9.5 zg 900 ft

K(z) 0.849 qz 41.56 psf Gable

Opening Area Gross Area Agi Aoi Condition 1 Condition 2 Condition 3 Condition 4 0 sq ft 67.9 sq ft 509.9 sq ft 0 sq ft 0.00 0.00 0.00 0.00 0 sq ft 140.9 sq ft 436.9 sq ft 0 sq ft 0.00 0.00 0.00 0.00 0 sq ft 67.9 sq ft 509.9 sq ft 0 sq ft 0.00 0.00 0.00 0.00 0 sq ft 140.9 sq ft 436.9 sq ft 0 sq ft 0.00 0.00 0.00 0.00 0 sq ft 160.1 sq ft 417.6 sq ft 0 sq ft 0.00 0.00 0.00 0.00

G = 0.85

Cpo 0.8

0.8 Negative: -7.48 psf

-0.339 L/B = 1.80 Positive: 7.48 psf -0.500 L/B = 0.55

-0.7

Pos. Windward Neg. Windward Leeward

-0.176 -0.808 -0.494

1.25 psf 0 to h/2 h/2 to h h to 2h > 2h -36.02 psf

-0.90 -0.90 -0.50 -0.30

-1.20 -0.75 -0.65 -0.60 w/ Negative w/ Positive Internal

35.74 psf 20.78 psf -16.00 psf -19.46 psf Location w/ Positive Internal -16.00 psf -25.14 psf 0 to h/2 -50.01 psf Location w/ Positive Internal -17.25 psf -32.21 psf h/2 to h -33.91 psf 0 to h/2 0.00 psf h to 2h -30.51 psf h/2 to h 0.00 psf

28.26 psf Over 2h -28.82 psf h to 2h 0.00 psf

Over 2h 0.00 psf

Wind Speed: 150 mph Roof Slope: 2.56 : 12

Exposure: C Mean Roof Height: 8.29 ft

1 -38.21 psf 19.98 psf -34.05 psf 11.67 psf -34.05 psf 11.67 psf 2 -71.45 psf 19.98 psf -50.67 psf 11.67 psf -50.67 psf 11.67 psf

2oh -91.44 psf - -91.44 psf - -91.44 psf - 3 -108.86 psf 19.98 psf -83.92 psf 11.67 psf -83.92 psf 11.67 psf

3oh -153.78 psf - -103.90 psf - -103.90 psf - 4 -46.52 psf 40.76 psf -38.21 psf 33.70 psf -34.05 psf 28.29 psf 5 -58.99 psf 40.76 psf -46.52 psf 33.70 psf -34.05 psf 28.29 psf a: 3.00 ft

Enclosed Gust Factor - (26.9)

External Pressure Coefficients See 27.3.3 Roof Overhangs Internal Pressures:

Roof Pressures Wind Perpendicular to Ridge w/ >= 10 deg

Roof Pressure Coefficients (Fig 27.3-1) Normal to Ridge when Theta >= 10degrees

Higher pressures at the ridge line only applies to roof pitches > 7 degrees

Side Wall

Additional Overhang Pressure:

COMPONENTS

& CLADDING

Zone Effective Area

10.0 sq ft 100.0 sq ft 500.0 sq ft

Roof Pressure Coefficients (Fig 27.3-1) PARALLEL to Ridge

Windward Leeward (wind normal) Leeward (wind parallel)

Roof Pressure Coefficients (Fig 27.3-1) Normal to Ridge when Theta < 10 deg.

*WORST CASE LOADING

Wall Pressures: Roof Pressures: Wind Parallel to ridge for all roof slopes:

Roof Pressures: Wind Perpendicular to ridge for < 10 deg:

w/ Positive Internal

Windward wall (Use with qz) Fig. 27.3-1 Leeward wall (wind normal to ridge) (Use with qh) Leeward wall (wind parallel to ridge) (Use with qh) Sidewalls (Use with qh) Fig. 27.4-1 w/ Negative Internal

Leeward endwall Enclosed Roof Enclosed

Windward sidewall Enclosed Windward endwall Enclosed Leeward sidewall Enclosed

Velocity Pressure (27.3.2) Type of Roof - Gable or Hip?

Partially Enclosed if the building meets both of the following conditions:

1. Total area of openings in one wall exceeds area of openings in the balance of the building by more than 10%.

2 Total area of openings in one wall exceeds 4 sq. ft. or 1% of area of that wall and the total area of openings in the balance of the building does not exceed 20% of the area in the balance of the building.

Zone Type:

Terrain factor Terrain factor

Building flexibility

Velocity Pressure Exposure Coefficient at windward eave

Mean roof height Natural frequency

Height of the building (to the ridge). Enter 0 if unknown.

Roof pitch (per foot) Roof Angle Wind directionality factor. 0.85 when using load combinations, 1.0 otherwise.

See Figure 26.8-1: Multipliers for Obtaining Topographical Factor Kzt

Topographic factor

Leeward wall height Width of the building Length of the building

Main Wind Force Resisting System Loads (ASCE 7-16)

CORTEZ CR-1802

IBC TABLE 1604.5: Risk Category of Buildings and Other Structures.

See § 26.7.3: Exposure Categories, General.

See Figure 26.5-1A thru 26.5-2D: Basic Wind Speed (3 second Gust) Windward wall height

12 2

3 3

33 2 a a aa a a a a h

O h

CXT, Inc. (Precast Div.) CORTEZ CR-1802 Page 1 of 21 Date: 02/19/2024

Date: Expires:

Approval # PFS:

PFS CORPORATION - Cottage Grove, WI

A P P R O V E D Based on the requirements of title 25 California code of regulations Chapter 3 subchapter 2 Commerical coaches/recreation vehicles

APPLICABLE LOCAL ORDINANCES

THIS APPROVAL DOES NOT AUTHORIZE OR APPROVE ANY OMISSION

OR DEVIATION FROM THE REQUIREMENTS OF STATE LAWS OR

MODULAR

PFS CORPORATION - Cottage Grove, WI

This approval is limited to the factory-built portion only

APPROVED: STATE OF CA - CERTIFIED DAA

Commercial Modular

. THIS APPROVAL IS LIMITED TO

FACTORY-BUILT PORTION ONLY.

PFS CORPORATION - Cottage Grove, WI

2/19/18 5/31/19

021812432021812506

Exposure C

Pg 160 psf W.building 17 ft L.building 9.42 ft H.building 9.37 ft

Roof Rise (per foot) 2.5625

12.05 deg

1.0

1.1 1.2 1.3

0.85

Ct 1.2 Is 1

Surface Unobstructed Roof type Gable

Hor. Eave to Ridge Distance

- windward 8.5 ft

Roof Exposure Partially exposed Ce 1 Cs 1

Low Sloped?: Yes Pf 134.40 psf Ps 134.40 psf

Use unbalanced? Yes Pwindward 0.00 psf Pleeward_1 160.00 psf Pleeward_2 160.00 psf

Distance from Ridge to Edge of Pleeward1 loading 8.5 ft

30.00 pcf Snow density Eq. 7.7-1 of ASCE 7 S 4.682926829 Run per rise of 1 ASCE § 7.1 hd 7.19 ft hb 4.48 ft

ASCE § 7.6.1

ASCE § 7.3.4

Flat Roof Snow Load

Sloped Roof Snow Load

ASCE § 7.6.1

ASCE Figure 7.6-2

Height of balanced snow

ASCE § 7.6.1

Height of drifting snow on leeward side

Roof Angle

ASCE Table 7.3-2 - Thermal Condition:

Slope Factor from Figure 7.4-1

Structures kept just above freezing and others with cold, ventilated roofs in which the thermal resistance (R-value) between the ventilated space and the heated space exceeds 25*h (deg*sq ft/BTU).

Unheated and open air structures Structures intentionally kept below freezing

(Choose from table above) ASCE Table 1.5-2

ASCE § 7.4

ASCE Table 7.3-1 ASCE Table 7.3-1

All structures except as indicated below:

Continuously heated greenhouses with a roof having a thermal resistance value (R-value) less than 2.0*h (deg*sq ft/BTU).

Width of the building Height of the building (to the ridge). Enter 0 if unknown.

Roof pitch

ASCE 7-16 SNOW LOAD CALCULATION

IBC TABLE 1604.5: Risk Category of Buildings and Other Structures.

See § 26.7.3: Exposure Categories, General.

See ASCE Figure 7.2-1: Ground Snow Load

Length of the building

0 2 4 6 8 10 12 14

Sn ow d ep th

Structure Cross Section

Snow Load on Gable Structure

STRUCTURE

Balanced Snow

Unblanced Snow

CXT, Inc. (Precast Div.) CORTEZ CR-1802 Page 2 of 21 Date: 02/19/2024

Date: Expires:

Approval # PFS:

PFS CORPORATION - Cottage Grove, WI

A P P R O V E D Based on the requirements of title 25 California code of regulations Chapter 3 subchapter 2 Commerical coaches/recreation vehicles

APPLICABLE LOCAL ORDINANCES

THIS APPROVAL DOES NOT AUTHORIZE OR APPROVE ANY OMISSION

OR DEVIATION FROM THE REQUIREMENTS OF STATE LAWS OR

MODULAR

PFS CORPORATION - Cottage Grove, WI

This approval is limited to the factory-built portion only

APPROVED: STATE OF CA - CERTIFIED DAA

Commercial Modular

. THIS APPROVAL IS LIMITED TO

FACTORY-BUILT PORTION ONLY.

PFS CORPORATION - Cottage Grove, WI

2/19/18 5/31/19

021812432021812506

Ss 1.714 g ASCE Figure 22-1 S1 1.389 g ASCE Figure 22-2 Site Class D (Default) ASCE 20.1 TL 16.0 sec ASCE Figure 22-14 Seismic Force Resisting System A.5 R 4.00

0 2.5 Ct 0.02 ASCE Table 12.8-2 x 0.75 ASCE Table 12.8-2 hn 8.50 ft

Value 1* Value 2* *=Used for interpolation Fa 1.2 ASCE Table 11.4-1 1 1 ***1.2 used per ASCE 11.4-2 Fv 1.7 ASCE Table 11.4-2 1.7 1.7

Sms = Fa * SS 2.057 g ASCE 11.4-1 Sm1 = Fv * S1 2.361 g ASCE 11.4-2

SDS = 2/3 Sms 1.371 g ASCE 11.4-3 SD1 = 2/3 Sm1 1.574 g ASCE 11.4-4

IE 1 ASCE Table 1.5-2

E Based on SDS D Table 11.6-1

Based on SD1 E Table 11.6-2

Ta = Ct * hnx 0.10 sec ASCE 12.8-7 Ts = SD1/SDS 1.15 sec T 0.10 sec Fundamental period of the structure (can be taken as Ta per ASCE 12.8.2)

Cs = SDS/(R/I) 0.343 ASCE 12.8-2 Cs.min 0.174 ASCE 12.8-5 & 12.8-6 Cs.max 3.954 ASCE 12.8-3 & 12.8-4 Cs 0.343 k 1.000 ASCE 12.8.3 W 49.36 kip V = Cs * W 42.30 kip ASCE 12.8-1 Shear with snow load Mo = 353.3 k-ft Overturning Moment with snow load V = Cs * W 37.77 kip Shear without snow load Mo = 314.3 k-ft Overturning Moment without snow load

12.8-12 12.8-11;11.7 12.10-1

Level Story Height hi or hx

Pf (flat roof snow load) wi wi*hi k Cvx Fx

Vx (Story shear) Mx

Fpx (diaphragm force)

Roof 8.29 ft 8.50 ft 134.4 psf 28.55 kip 242.6 k-ft 0.982 41.56 kip 41.56 kip 0.0 k-ft 15.66 kip Walls 0.00 ft 0.00 ft Floor 0.21 ft 0.21 ft 20.81 kip 4.3 k-ft 0.018 0.74 kip 42.30 kip 344.5 k-ft 11.41 kip Base 0 ft 0.00 ft W= 49.36 kip 246.9 k-ft Mo = 353.3 k-ft

12.8-12 12.8-11;11.7 12.10-1

Level Story Height hi or hx

Pf (flat roof snow load) wi wi*hi k Cvx Fx

Vx (Story shear) Mx

Fpx (diaphragm force)

Roof 8.29 ft 8.50 ft 0 psf 23.27 kip 197.7 k-ft 0.979 36.96 kip 36.96 kip 0.0 k-ft 12.76 kip Walls 0.00 ft 0.00 ft Floor 0.21 ft 0.21 ft 20.81 kip 4.3 k-ft 0.021 0.81 kip 37.77 kip 306.4 k-ft 11.41 kip Base 0 ft 0.00 ft W= 44.08 kip 202.0 k-ft Mo = 314.3 k-ft

WITHOUT SNOW LOAD

Seismic Design Category

Geotechnical Investigation Report Required? Yes per ASCE 11.8.2 and 11.8.3, IBC 1803

EQUIVALENT LATERAL FORCE PROCEDURE

Approximate fundamental period

WITH SNOW LOAD

Importance Factor

Approximate period parameter Approximate period parameter Height in feet from base to highest level of structure

Interpolated Value Interpolated Value

Adjusted MCE Spectral Response Acceleration at short periods Adjusted MCE Spectral Response Acceleration at 1 sec period (MCE = Maximum considered earthquake)

Design Spectral Acceleration Parameters Design Spectral Acceleration Parameters

Site classification (Use D if unknown unless jurisdiction, or geotechnical data determines Site Class E or F.)

Long Period Transition Period

Intermediate precast shear walls ASCE Table 12.2-1 Response Modification Factor System Over strength Factor

Max. Earthquake Ground Motion of 1.0 sec Spectral Response Acceleration

Seismic Loads (ASCE 7-16)

CORTEZ CR-1802

IBC TABLE 1604.5: Risk Category of Buildings and Other Structures.

Max. Earthquake Ground Motion of 0.2 sec Spectral Response Acceleration

CXT, Inc. (Precast Div.) CORTEZ CR-1802 Page 3 of 21 Date: 02/19/2024

Date: Expires:

Approval # PFS:

PFS CORPORATION - Cottage Grove, WI

A P P R O V E D Based on the requirements of title 25 California code of regulations Chapter 3 subchapter 2 Commerical coaches/recreation vehicles

APPLICABLE LOCAL ORDINANCES

THIS APPROVAL DOES NOT AUTHORIZE OR APPROVE ANY OMISSION

OR DEVIATION FROM THE REQUIREMENTS OF STATE LAWS OR

MODULAR

PFS CORPORATION - Cottage Grove, WI

This approval is limited to the factory-built portion only

APPROVED: STATE OF CA - CERTIFIED DAA

Commercial Modular

. THIS APPROVAL IS LIMITED TO

FACTORY-BUILT PORTION ONLY.

PFS CORPORATION - Cottage Grove, WI

2/19/18 5/31/19

021812432021812506

X Y Lower Right 230 123

X Relative Y Relative Dist to CoRx Dist to CoRy Stiffness Stiffness lbs plf dx (IN) dy (IN)

W1 0.00% 51.18% 5,008 307 0.021 48.333 W2 0.00% 48.82% 4,777 292 0.057 50.667 W3 33.78% 0.00% 3,305 351 100.000 6.800 W4 33.78% 0.00% 3,305 351 100.000 6.800 W5 16.22% 0.00% 1,587 201 22.500 1.167 W6 16.22% 0.00% 1,587 201 22.500 1.167

Left Edge Top Edge Right Edge Bottom Edge Live Live Slab Thickness Weight X Y X Y X Y w snow w/o snow R1 4.5 6277 0 0 115 123 134.4 57.5 61.5 8917 6277 R2 4.5 6286 115 0 230 123 134.4 172.5 61.5 8926 6286 F1 5 10108 13 5 217 123 400 115.0 64.0 10108 0

Totals 21405 115.0 59.4 ex ey

0.02 4.11 49,357 44,076 roof 28,546 23,266 floor 20,811 X Y

115.0 59.4

X Y

115.0 55.3

Moment Moment Wall (kip-ft) check (kip-ft) check

W1 129.43 OK 129.43 OK

W2 129.43 OK 129.43 OK

W3 30.44 Need More 38.93 Need More W4 30.44 Need More 38.93 Need More

W5 24.24 OK 24.24 OK

W6 24.24 OK 24.24 OK

Moment Moment Wall (kip-ft) check (kip-ft) check

W1 58.78 91.63 OK 91.63 OK OK

W2 56.99 89.40 OK 89.40 OK OK

W3 45.20 39.55 Try Both 40.74 Try Both OK W4 45.20 39.55 Try Both 40.74 Try Both OK

W5 24.12 25.74 OK 25.74 OK OK

W6 24.12 25.74 OK 25.74 OK OK

Base Anchor Base Anchor Shear Tension

Required Available Wall (% Capacity) (% Capacity) Lower Right Upper Left Lower Right Upper Left

W1 0.0% 100.0% 221.05 221.05 OK OK

W2 0.0% 100.0% 218.83 218.83 OK OK

W3 0.0% 100.0% 69.99 79.66 OK OK

W4 0.0% 100.0% 69.99 79.66 OK OK

W5 0.0% 100.0% 49.98 49.98 OK OK

W6 0.0% 100.0% 49.98 49.98 OK OK

From Base Anchors Base Anchors

Wall Overturning Checks Using Base Anchors and Connection to Adjacent Walls Must investigate ONLY if both base anchor alone and adjacent walls alone are insufficient

Available Overturning Overturning Resistance (kip-ft) Unity Check of

(15) (15)

Anchor Resistance Anchor Resistance

(2163) (2217)

Overturning resistance considers only the weight of the wall, the weight of the roof supported by the wall, and connection to adjacent walls. Roof weight supported by other walls has not been considered. Connection to adjacent walls is taken as the connection capacity, not to exceed that portion of the adjacent wall weight that can be reasonably attributed to the connection.

Wall Overturning Checks Using Base Anchors Only Must investigate ONLY if connection to adjacent walls is insufficient

Design Moment (kip-ft)

Toward Lower Right Toward Upper Left Combined Loading

Unity Check

Required Tension Capacity per

Base Anchor (lb)

45.20 TRY BASE ANCHORS

24.12 None Required

58.78 None Required

56.99 None Required

45.20 TRY BASE ANCHORS

Overturning status using just connection to adjacent walls to Resist Overturning Anchor Resistance Anchor Resistance From Design Moment

(kip-ft)

Force Transferred by Connections Between Walls Anchorage Required Toward Lower Right Toward Upper Left

Torsional Eccentricity Wgt (w snow)

Wgt (w/o snow) wgt (w snow) wgt (w/o snow)

Wall Shear Force

Center of Gravity

Center of Rigidty

Wall Overturning Checks Using Weight of Adjacent Walls

Snow/Live (psf)

Center of Gravity

Center of Mass & Rigidity

CORTEZ CR-1802

Upper Left = 0,0

CXT, Inc. (Precast Div.) CORTEZ CR-1802 Page 4 of 21 Date: 02/19/2024

Date: Expires:

Approval # PFS:

PFS CORPORATION - Cottage Grove, WI

A P P R O V E D Based on the requirements of title 25 California code of regulations Chapter 3 subchapter 2 Commerical coaches/recreation vehicles

APPLICABLE LOCAL ORDINANCES

THIS APPROVAL DOES NOT AUTHORIZE OR APPROVE ANY OMISSION

OR DEVIATION FROM THE REQUIREMENTS OF STATE LAWS OR

MODULAR

PFS CORPORATION - Cottage Grove, WI

This approval is limited to the factory-built portion only

APPROVED: STATE OF CA - CERTIFIED DAA

Commercial Modular

. THIS APPROVAL IS LIMITED TO

FACTORY-BUILT PORTION ONLY.

PFS CORPORATION - Cottage Grove, WI

2/19/18 5/31/19

021812432021812506

ID: Notes:

Material Properties 5000 psi

Plain WWF Grade 80 80000 psi

No 150 pcf O.K.

1 ACI 19.2.4.1(a) 29000000 psi ACI 20.2.2.2 fr (rupture modulus) 530.3 psi ACI 19.2.3.1 4286826 psi ACI 19.2.2.1(a) Ig = (b*h^3)/12 91.125 in^4

6.76 Ag = (b*h) 54 in^2

Yt = h/2 2.3 in

Geometric Properties Mcr 21.478 kip in ACI 24.2.3.5

10.25 ft β1 0.8 ACI Table 22.2.2.4.3

9.79 ft ∆ initial 360 ACI Table 24.2.2

Two-way slab ∆ long-term 480 ACI Table 24.2.2

0.375 in B 8.830 in

12 in kd 0.463 in

4.5 in I.cr 1.61 in^4

1 1/4 in a 0.32 in 3/4 in

0.319 in

1.410 in

3.431 in 0.0049 0.0784 psi

13 in 1 {qty of overhangs in Bs direction} 0.0119 0.1904 psi 10 in 2 {qty of overhangs in ls direction} 0.0138 0.2208 psi 0.343

0.0166 Wire Size W6.7 Wire Size W6.7

0.0018 spacing 4 in spacing 4 in

0.0027 ACI 9.6.1.2 Mesh Area 0.20 in^2 = As' Mesh Area 0.20 in^2 = As

Loading Pressure on Section Pressure on Section Factored Loading per ACI equation indicated Factored Pressure on

Slab W wB =

W*(L^4 / B^4 + L^4)*be wL =

W*(B^4 / B^4 + L^4)*be Factored Loading per ACI Factored Pressure on Slab W

60.938 psf ACI 318-19 5.3.1c 383.555 psf 0.19 klf 0.2 klf ASCE 7-16 2.4.1 6 252.4245 psf

160 psf 0 psf

30 psf

108.86 psf

20.89 psf 8.707 ft

8.583333333 ft Pressure on Section Pressure on Section

W Factored Loading per ACI equation indicated Factored Pressure on

Slab W wB =

W*(L^4 / B^4 + L^4)*be wL =

W*(B^4 / B^4 + L^4)*be

60.938 psf ASCE 7-16 CC.2-1b 140.938 psf 0.07 klf 0.072 klf

160 psf 30 psf

CORTEZ CR-1802

DESIGN OF ROOF PANELS MARK R1 & R2

f ' c

Fy Lightweight?

Bs (overall width of slab) Design will be performed as :

tfr (roof finish thickness) b (section width)

Steel Reinforcement

Cd (Concrete density)

E (Steel) E (Concrete) n (modular ratio)

Ls (overall length of slab) λ rd (assumed reinf. diameter) (if centered enter 0) (reinforcement ratio provided)

(typically 12 inches) h (section thickness) ct (cover top) cb (cover bottom) provided (bottom mesh) dt (effective depth top) db (effective depth bottom) oh1 (overhang length and qty for Bs) oh2 (overhang length and qty for ls) provided (top mesh) provided (both layers)

Wire Mesh (Bottom)Wire Mesh (Top)Reinforcement Limits

ACI 7.6.1.1 and 8.6.1.1

Nls (qty of walls in ls direction) {walls that support one or more roof panels in the long direction} s,min temp (min. temperature reinforcement)

NBs (qty of walls in Bs direction) {walls that support one or more roof panels in the short direction} Cs (% of DL used for Seismic) {from seismic analysis}

Design Loads Factored Design Loads Pressure on Slab t (maximum tensile reinforcement) s,min t (minimum tensile reinforcement)

B (Span in the short direction) L (Span in the long direction)

Sustained Loading Factored Sustained Loads

Pressure on slab

D (Dead load) S (Snow Load)

Pressure on Section

Lr (Live Roof Load) Use 1 Layer of Wire Mesh on Bottom: W6.7 x W6.7 x 4 x 4

SUMMARY

Use 1 Layer of Wire Mesh on Top: W6.7 x W6.7 x 4 x 4

Pressure on Section wB =

W*(L^4 / B^4 + L^4)*be wL =

W*(B^4 / B^4 + L^4)*be D (Dead load)) 0.12 klf 0.13 klf

Unfactored Design Loads

E (Earthquake Load) W (Wind Load) Lr (Live Roof Load) L (Live Load) S (Snow Load) b h

SECTION PROPERTIES

ct cb rd dt db steel top steel bottom w

Bs wB wL

TWO-WAY SLAB

Bs wB

ONE-WAY SLAB

1.03 kip 1.03 kip

0.34 kip 0.34 kip 0.37 kip 0.37 kip

0.93 kip 0.93 kip

8.707 ft 8.583333

0.59 kip 0.59 kip 0.67 kip 0.67 kip

8.5833338.707 ft

, Inc. (Precast D iv.)

T E

Z CR

-1802

D ate: 02/19/2024

Date: Expires:

Approval # PFS:

PFS CORPORATION - Cottage Grove, WI

A P P R O V E D Based on the requirements of title 25 California code of regulations Chapter 3 subchapter 2 Commerical coaches/recreation vehicles

APPLICABLE LOCAL ORDINANCES

THIS APPROVAL DOES NOT AUTHORIZE OR APPROVE ANY OMISSION

OR DEVIATION FROM THE REQUIREMENTS OF STATE LAWS OR

MODULAR

PFS CORPORATION - Cottage Grove, WI

This approval is limited to the factory-built portion only

APPROVED: STATE OF CA - CERTIFIED DAA

Commercial Modular

. THIS APPROVAL IS LIMITED TO

FACTORY-BUILT PORTION ONLY.

PFS CORPORATION - Cottage Grove, WI

2/19/18 5/31/19

021812432021812506

Material Properties 5000 psi

Plain WWF Grade 80 80000 psi

No 150 pcf O.K.

1 ACI 19.2.4.1(a) 29000000 psi ACI 20.2.2.2 fr (rupture modulus) 530.3 psi ACI 19.2.3.1 4286826 psi ACI 19.2.2.1(a) Ig = (b*h^3)/12 91.125 in^4

6.76 Ag = (b*h) 54 in^2

Yt = h/2 2.3 in

Geometric Properties Mcr 21.478 kip in ACI 24.2.3.5

10.25 ft β1 0.8 ACI Table 22.2.2.4.3

9.79 ft ∆ initial 360 ACI Table 24.2.2

Two-way slab ∆ long-term 480 ACI Table 24.2.2

0.375 in B 8.830 in

12 in kd 0.463 in

4.5 in I.cr 1.61 in^4

1 1/4 in a 0.32 in 3/4 in

0.319 in

1.410 in

3.431 in 0.0049 0.0784 psi

13 in 1 {qty of overhangs in Bs direction} 0.0119 0.1904 psi 10 in 2 {qty of overhangs in ls direction} 0.0138 0.2208 psi 0.343

CORTEZ CR-1802

DESIGN OF ROOF PANELS MARK R1 & R2

f ' c

Fy Lightweight?

Bs (overall width of slab) Design will be performed as :

tfr (roof finish thickness) b (section width)

Steel Reinforcement

Cd (Concrete density)

E (Steel) E (Concrete) n (modular ratio)

Ls (overall length of slab) λ rd (assumed reinf. diameter) (if centered enter 0) (reinforcement ratio provided)

Nls (qty of walls in ls direction) {walls that support one or more roof panels in the long direction} NBs (qty of walls in Bs direction) {walls that support one or more roof panels in the short direction} Cs (% of DL used for Seismic) {from seismic analysis} b h

SECTION PROPERTIES

ct cb rd dt db steel top steel bottom w

Bs wB wL

TWO-WAY SLAB

Bs wB

ONE-WAY SLAB

Flexure

Mu εt εty Per ACI 21.2.2.1

Status Check Per ACI 11.8.1.1(b) ϕb Per ACI Table 21.2.2

Mn trial = f'cbd^2 (1-0.59 )

DM =

Mu - ϕM ϕMn = Check ϕMn > Mu % allowed

1.8 kip-ft 0.023 0.003 Tension 0.9 3.96 kip-ft 0 kip-ft 3.96 kip-ft O.K. 45.45%

Mu εt εty Per ACI 21.2.2.1

Status Check Per ACI 11.8.1.1(b) ϕb Per ACI Table 21.2.2

Mn trial = f'cbd^2 (1-0.59 )

DM =

Mu - ϕM ϕMn = Check ϕMn > Mu % allowed

1.842 kip-ft 0.023 0.003 Tension 0.9 3.96 kip-ft 0 kip-ft 3.96 kip-ft O.K. 46.51%

Mu εt εty Per ACI 21.2.2.1

Status Check Per ACI 11.8.1.1(b) ϕb Per ACI Table 21.2.2

S Elastic Section Modulus

Mn Per ACI 14.5.2.1a

Mn Per ACI 14.5.2.1b ϕMn Per ACI 14.5.2.1

Check ϕMn > Mu

% allowed

0.111 kip-ft 0.008 0.003 Tension 0.6 40.500 in^3 1.193 kip-ft 14.344 kip-ft 0.716 kip-ft O.K. 15.57%

0.066 kip-ft 0.008 0.003 Tension 0.6 40.500 in^3 1.193 kip-ft 14.344 kip-ft 0.716 kip-ft O.K. 9.21%

0.117 kip-ft 0.008 0.003 Tension 0.6 40.500 in^3 1.193 kip-ft 14.344 kip-ft 0.716 kip-ft O.K. 16.39%

0.069 kip-ft 0.008 0.003 Tension 0.6 40.500 in^3 1.193 kip-ft 14.344 kip-ft 0.716 kip-ft O.K. 9.70%

Shear

Vu v per Table ACI 21.2.1

Vc per ACI 22.5.5.1 ϕVc Check ϕVc > Vu % allowed

0.83 kip 0.85 5.82 kip 4.95 kip O.K. 16.71%

0.21 kip 0.85 2.39 kip 2.03 kip O.K. 10.12%

0.16 kip 0.85 2.39 kip 2.03 kip O.K. 7.79%

Vu v per Table ACI 21.2.1

Vc per ACI 22.5.5.1 ϕVc Check ϕVc > Vu % allowed

0.31 kip 0.85 5.82 kip 4.95 kip O.K. 6.24% Months Epsilon

0.08 kip 0.85 2.39 kip 2.03 kip O.K. 3.84% 6 1.2

0.06 kip 0.85 2.39 kip 2.03 kip O.K. 2.95%

Span type: Simple span 1 Deflection

Service Loads

Span Ma.serv Ma.sus I.eff.serv Per Table 24.2.3.5

I.eff.sustained Per Table 24.2.3.5

Immediate Deflection i AISC 15th Edition

Table 3-23 ρ′ λΔ per ACI 24.2.4.1.1 Long-Term Deflection l-t total long-term deflection ( i + l-t) allow (immediate) allow (long term)

Check short term deflection

Check total long term deflection

% allowed

- short term

% allowed -total long term B 1.8 kip-ft 0.663 kip-ft 2.84 in^4 91.13 in^4 0.023 in 0.0049 0.9639 0.022 in 0.046 in 0.2902 in 0.2177 in O.K. O.K. 7.98% 20.90% L 1.842 kip-ft 0.663 kip-ft 2.75 in^4 91.13 in^4 0.000 in 0.0049 0.9639 0.022 in 0.046 in 0.2861 in 0.2146 in O.K. O.K. 0.00% 21.20%

Maximum Shear for Bs

Vu = wB (B/2)

Sustained Load Duration Per Table 24.2.4.1.3

Shear for Ls

Vu = wL (L/2) Vu for end overhang 2 = wL*oh1 Vu for end overhang 2 = wL*oh2

Vu for side overhang 1 = wB*oh1 Vu for side overhang 1 = wB*oh2

Mpos (positive Moment) = (wL*L^2) / 8

Mpos (positive Moment) = (wB*B^2) / 8

Flexural Moments for ls

Flexural Moments for Bs

Mneg (negative Moment) = (wB*oh1^2) / 2 Mneg (negative Moment) = (wB*oh2^2) / 2 Mneg (negative Moment) = (wL*oh1^2) / 2 Mneg (negative Moment) = (wL*oh2^2) / 2

, Inc. (Precast D iv.)

T E

Z CR

-1802

D ate: 02/19/2024

Date: Expires:

Approval # PFS:

PFS CORPORATION - Cottage Grove, WI

A P P R O V E D Based on the requirements of title 25 California code of regulations Chapter 3 subchapter 2 Commerical coaches/recreation vehicles

APPLICABLE LOCAL ORDINANCES

THIS APPROVAL DOES NOT AUTHORIZE OR APPROVE ANY OMISSION

OR DEVIATION FROM THE REQUIREMENTS OF STATE LAWS OR

MODULAR

PFS CORPORATION - Cottage Grove, WI

This approval is limited to the factory-built portion only

APPROVED: STATE OF CA - CERTIFIED DAA

Commercial Modular

. THIS APPROVAL IS LIMITED TO

FACTORY-BUILT PORTION ONLY.

PFS CORPORATION - Cottage Grove, WI

2/19/18 5/31/19

021812432021812506

O.K.

ACI 19.2.4.1(a)

ACI 20.2.2.2

ACI 19.2.2.1(a)

ACI Table ACI 21.2.1

ACI 22.5.5.1

ACI Table 11.6.1 ACI Table 11.6.1

ACI 11.7.2.2

= As

ACI 14-9

ACI 14-8

ACI 21.2.2.1

ACI 11.8.1.1(b)

ACI 24.2.3.5 ACI Table 21.2.2 ACI Table 22.2.2.4.3

ACI 11.8.3.1d

ACI Table 24.2.2 a 0.32 in rmin (minimum tensile reinforcement) 0.0027 rtrial (trial reinforcement ratio bottom) 0.0033 provided (reinforcement ratio provided) 0.0080 rt (maximum tensile reinforcement) 0.0166 Check ϕMn > Mu O.K. O.K.

rtemp (min. temperature reinforcement) 0.0018 % allowed 36.22% 36.22%

Ie 64.00 in^4 Ast = As + As add'l 0.20 in^2 0.20 in^2 delta 360 ϕMn = ϕAsFy(db - a/2) 2.209 kip-ft 2.209 kip-ft

Ase 0.22 in^2 or spacing of: 0 0 Icrdeflection 4.19 in^4 As add'l = 0.000 kip-ft 0.000 kip-ft a = As * fy / (0.85 * f`c *b) 0.33483 psi Add'l bar size: 3 3 c 0.419 in qty req`d 0 0

I.cr 3.52 in^4 As Add'l req'd 0.00 in^2 0.00 in^2 kd 0.569 in ∆M =Mu - ϕM 0.000 kip-ft 0.000 kip-ft B 8.829624606 ϕMn trial = ϕAsFy(dt - a/2) 2.210 kip-ft 2.210 kip-ft

Trial Ast req'd 0.079 in^2 Mu 0.800 kip-ft 0.800 kip-ft B1 0.8 Mua 0.796 kip-ft fr (rupture modulus) 530.330 psi Check Tension Tension

Mcr 16.971 kip-in ϕb 0.9 0.9

Ag = (b*h) 48 in^2 εt 0.012 0.012 Yt = h/2 2 εty 0.003 0.003

Flexure Allowable Capacity Assumption check

Ig = (b*h^3)/12 64 in^4 Span Hw Lw

Check Shear O.K. Δs 0.002 in Check deflection O.K.

Vu = wuB*(Bw-2db) / 2 0 kip Msa 0.485 kip-in ϕVc/2 1.44 kip M 0.487 kip-in

Shear Lateral 0 klf Factored Loading per ACI ACI 318-19 5.3.1c Allowed service deflection 0.27 in

Axial Pressure on Section Deflection PB 0.97 kip Service Loads

Axial 0.97 kip

Lateral Pressure on Section Unfactored Axially Applied Loads Lw = W*(L^4 / H^4 + L^4) 0 klf

Unfactored Pressure on Roof uWr 252.4245 psf Hw = W*(L^4 / H^4 + L^4) 0.06 klf

Assumption check 0.06*f`c*Ag 14.4 kip

ACI 11.8.1.1(d) Unfactored Laterally Applied Loads

Check O.K. Unfactored Pressure on Wall uWw 58.99 psf

PuB 1.35 kip Lw = W*(L^4 / H^4 + L^4) 0 klf Hw = W*(L^4 / H^4 + L^4) 0.09 klf

Factored Pressure on Roof Wr 383.555 Factored Pressure on Wall Ww 94.38 psf

Axial Pressure on Section Lateral Pressure on Section

Factored Axially Applied Loads Factored Laterally Applied Loads Factored Loading per ACI ACI 318-19 5.3.1c Factored Loading per ACI ACI 5.3.1d & 5.3.5

E (Earthquake Load) 20.89 psf Earthquake Load (EL.lat) 9.78 psf Mesh Area 0.20 in^2 W (Wind Load) 108.86 psf Wind Load (WL.lat) 58.99 psf spacing 4 in

Wire Mesh Lr (Live Roof Load) 30 psf Live Roof Load (LLr.lat) 0 psf Wire Size W6.7

S (Snow Load) 160 psf Snow Load (SL.lat) 0 psf L (Live Load) 0 psf Live Load (LL.lat) 0 psf

D (Dead load) + Ww ( Wall weight) 110.94 psf Dead Load (DL.lat) 0 psf

Loading Eccentricity - Axial Load 1 in Axial Design Loads (pressure from roof) Lateral Design Loads (pressure on wall) Is wall Split No

Max Horizontal spacing 12 in db (effective depth bottom) 2 in Cs (% of DL used for Seismic) 0.196 ρmin.hor 0.0025 rd (assumed reinf. diameter) 0.292 in Max Vertical spacing 12 in dt (effective depth top) 2 in h (section thickness) 4 in Minimum Wall Reinforcement Requirements ct (cover top) 1.708 in ρmin.vert 0.0025 cb (cover bottom) 1.708 in

Vc 3.394 kip Analyisis will be performed as : One-way slab ϕVc 2.885 kip b (section width) 12 in

Shear Parameters H (height of wall) 97.37 in ϕv 0.85 Lh (length of wall) 16.333 ft n (modular ratio) 6.76 Wall that supports 2 roof panels? Yes lop (length of opening on wall) 0 ft

E (Steel) 29000000 psi Wall Weight 5470.000 lbs.

E (Concrete) 4286826 psi Central wall? Yes

Concrete density 150 pcf Center of gravity X 115.021 λ 1 Center of gravity Y 7.000

Fy rebar 60000 pcf Y Corridinate 7 Lightweight? No Direction of Wall X

Fy wire mesh 80000 psi X Corridinate 17

Wall panel shall be simply supported, axially loaded, and subject to out-of-plane uniform lateral loading where maximum moments and ACI 11.8.2.1

Material Properties Concentrated gravity loads are distributed over the wall length ACI 11.8.2.2 f`c 5000 psi

Notes Wall is tension-controlled for out-of-plane moment effect ACI 11.8.1.1 (b) ϕMn is at least Mcr, where Mcr is calculated using fr as provided in 19.2.3 ACI 11.8.1.1 (c)

Pu at mid-height shall not exceed 0.06*f'c*Ag ACI 11.8.1.1 (d)

Steel Reinforcement Plain WWF Grade 80 Geometric Properties

ID: CORTEZ CR-1802 ACI's Alternate Design of Slender Walls ACI 11.8.1 & 11.8.2

DESIGN OF WALL MARKED Assumptions from this methodology:

Cross section is constant over the height of the wall ACI 11.8.1.1 (a)

CXT, Inc. (Precast Div.) CORTEZ CR-1802 Page 7 of 21 Date: 02/19/2024

Date: Expires:

Approval # PFS:

PFS CORPORATION - Cottage Grove, WI

A P P R O V E D Based on the requirements of title 25 California code of regulations Chapter 3 subchapter 2 Commerical coaches/recreation vehicles

APPLICABLE LOCAL ORDINANCES

THIS APPROVAL DOES NOT AUTHORIZE OR APPROVE ANY OMISSION

OR DEVIATION FROM THE REQUIREMENTS OF STATE LAWS OR

MODULAR

PFS CORPORATION - Cottage Grove, WI

This approval is limited to the factory-built portion only

APPROVED: STATE OF CA - CERTIFIED DAA

Commercial Modular

. THIS APPROVAL IS LIMITED TO

FACTORY-BUILT PORTION ONLY.

PFS CORPORATION - Cottage Grove, WI

2/19/18 5/31/19

021812432021812506

0.2 klf

0.05 ksf

Opening Horizontal Location Vertical Location L length of opening H height above opening

(-) Weight of Opening

(LBS)

Pw total factorized panel load wu total factorized load Mu

(wu*L^2)/12 DOOR 6.49 ft 0 ft 3.34 ft 1.26 ft 1144.65 0.06 klf 0.26 klf 0.24 kip-ft

Flexure b As req'd Bar size qty req'd: Mn = AsFy(db - a/2)

Check Mn > Mu

0.9 0.004 in^2 No. 3 1 6.69 kip-ft O.K.

Lateral Quantity Maximum Maximum Shear Moment + Moment - Moment + Moment -in Shear R - Distance L - Distance kip kip - ft kip - ft kip - ft kip - ft

4 187 187 42.920 91.63 91.63 129.43 129.43

Total Tension

14.392 Dist Tension (kip) Shear L - Dist Moment + Moment -

Base Anchor 1 9 in 3.56 9.25 187 in 0.128 kip*ft 55.399 kip*ft Base Anchor 2 59 in 3.64 12.21 137 in 5.648 kip*ft 30.454 kip*ft Base Anchor 3 137 in 3.64 12.21 59 in 30.454 kip*ft 5.648 kip*ft Base Anchor 4 187 in 3.56 9.25 9 in 55.399 kip*ft 0.128 kip*ft

Up Left Low Right Wall Connection 1 2 1.531 6.457 45.58% W3 0 196.000 3.062 0.000 50.013 Wall Connection 2 2 2.703 4.862 50.00% W5 75.5 120.500 4.862 30.590 48.823 Wall Connection 3 2 2.703 4.862 50.00% W6 120.5 75.500 4.862 48.823 30.590 Wall Connection 4 2 1.531 6.457 45.58% W4 196 0.000 3.062 50.013 0.000

Design Capacity Reserve Design Resistance Reserve

Force (lb) (lb) Capacity (PLF) (PLF) check Capacity

14864 42920 28056 767 13408 OK (28056) OK

66% Final 8.163784318

Pier Length Height Fixed Top? Useable? Stiffness (k) Deflection Label (inches) (inches) (Y/N) (Y/N) (1000 kip / IN) (in / 1000 kip)

Entire Wall 196 97.37 Y Y 12.400 0.081

DOOR A' 196 82.25 Y Y 15.006 0.067

A 77.88 82.25 Y Y 4.602 0.217 B 78.04 82.25 Y Y 4.616 0.217

First Segment Second Segment Re-Name Combine/Subtract Method Combined

DOOR Entire Wall A' A'a - Deflection 0.014 A B AB + Stiffness 9.218

A'a AB Final + Deflection 0.122

RIGIDITY

CALCULATED VALUES

Combine Logic

L - Dist Allowable Force

Overturning Moment Resistance (kip-ft)

Wall Shear Checks Shear Connections at Base Wall Shear Capacity

Required Shear Capacity (lb) per Base Connector

Quantity of Anchors

Capacity of each Anchor

Countering Dead Load from

Adjoining Wall

% of wall to use

Adjoining Wall

Dist (inches)

Base Anchors

Wall Connections

Overturning Base Anchors Base Anchors Wall-Wall Connection

CONNECTIONS

Full Resistance Value

Ww (weight of panel per sq ft)

Factorized Moment

Opening

DOOR

REINFORCEMENT AT OPENINGS

Loading Material Properties Pu (factorized load from roof) db (effective depth bottom) 2 in

Entire Wall DOOR

CXT, Inc. (Precast Div.) CORTEZ CR-1802 Page 8 of 21 Date: 02/19/2024

Date: Expires:

Approval # PFS:

PFS CORPORATION - Cottage Grove, WI

A P P R O V E D Based on the requirements of title 25 California code of regulations Chapter 3 subchapter 2 Commerical coaches/recreation vehicles

APPLICABLE LOCAL ORDINANCES

THIS APPROVAL DOES NOT AUTHORIZE OR APPROVE ANY OMISSION

OR DEVIATION FROM THE REQUIREMENTS OF STATE LAWS OR

MODULAR

PFS CORPORATION - Cottage Grove, WI

This approval is limited to the factory-built portion only

APPROVED: STATE OF CA - CERTIFIED DAA

Commercial Modular

. THIS APPROVAL IS LIMITED TO

FACTORY-BUILT PORTION ONLY.

PFS CORPORATION - Cottage Grove, WI

2/19/18 5/31/19

021812432021812506

ACI 19.2.4.1(a)

ACI 20.2.2.2

ACI 19.2.2.1(a)

ACI Table ACI 21.2.1

ACI 22.5.5.1

ACI Table 11.6.1 ACI Table 11.6.1

ACI 11.7.2.2

= As

ACI 14-9

ACI 14-8

ACI 21.2.2.1

ACI 11.8.1.1(b)

ACI 24.2.3.5 ACI Table 21.2.2 ACI Table 22.2.2.4.3

ACI 11.8.3.1d

rtemp (min. temperature reinforcement) 0.0018 % allowed 35.76% 35.76%

Ie 64.00 in^4 Ast = As + As add'l 0.20 in^2 0.20 in^2 delta 360 ϕMn = ϕAsFy(db - a/2) 2.209 kip-ft 2.209 kip-ft

Ase 0.22 in^2 or spacing of: 0 0 Icrdeflection 4.19 in^4 As add'l = 0.000 kip-ft 0.000 kip-ft a = As * fy / (0.85 * f`c *b) 0.33483 psi Add'l bar size: 3 3 c 0.419 in qty req`d 0 0

I.cr 3.52 in^4 As Add'l req'd 0.00 in^2 0.00 in^2 kd 0.569 in ∆M =Mu - ϕM 0.000 kip-ft 0.000 kip-ft B 8.829624606 ϕMn trial = ϕAsFy(dt - a/2) 2.210 kip-ft 2.210 kip-ft

Trial Ast req'd 0.079 in^2 Mu 0.790 kip-ft 0.790 kip-ft B1 0.8 Mua 0.794 kip-ft fr (rupture modulus) 530.330 psi Check Tension Tension

Mcr 16.971 kip-in ϕb 0.9 0.9

Ag = (b*h) 48 in^2 εt 0.012 0.012 Yt = h/2 2 εty 0.003 0.003

Flexure Allowable Capacity Assumption check

Ig = (b*h^3)/12 64 in^4 Span Hw Lw

Check Shear O.K. Δs 0.002 in Check deflection O.K.

Vu = wuB*(Bw-2db) / 2 0 kip Msa 0.460 kip-in ϕVc/2 1.44 kip M 0.462 kip-in

Shear Lateral 0 klf Factored Loading per ACI ACI 318-19 5.3.1c Allowed service deflection 0.27 in

Axial Pressure on Section Deflection PB 0.92 kip Service Loads

Axial 0.92 kip

Lateral Pressure on Section Unfactored Axially Applied Loads Lw = W*(L^4 / H^4 + L^4) 0 klf

Unfactored Pressure on Roof uWr 252.4245 psf Hw = W*(L^4 / H^4 + L^4) 0.06 klf

Assumption check 0.06*f`c*Ag 14.4 kip

ACI 11.8.1.1(d) Unfactored Laterally Applied Loads

Check O.K. Unfactored Pressure on Wall uWw 58.99 psf

PuB 1.3 kip Lw = W*(L^4 / H^4 + L^4) 0 klf Hw = W*(L^4 / H^4 + L^4) 0.09 klf