ITB-25-02 (Rebid) Cultural Plaza - Addendum 1.pdf

PDF 9 MB Posted Jan 13, 2025

Attached to: GBOM: Roswell Market Place identified as Cultural Plaza
Solicitation number: ITB-25-02 (Rebid)
Issued by: Catron County, Rowe CDP, New Mexico

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Written by GovTribe AI · Apr 12, 2025

The document is Addendum #1 for ITB-25-02 (Rebid) Cultural Plaza, issued by Pland Collaborative for Chaves County, New Mexico, relating to the Roswell Market Place Cultural Plaza construction project. The addendum provides additional documentation including a geotechnical investigation report, site AutoCAD files, and technical design specifications. The project involves constructing a cultural plaza with multiple components such as demolition, earthwork, electrical systems, lighting, restroom facilities, plumbing, shade structures, masonry walls, ornamental fencing and gates, a water tower monument feature, concrete paving, retaining walls, steps, ramps, pavers, irrigation, and landscape materials.

The technical documentation includes comprehensive structural analysis calculations, design loads, seismic design parameters, wind speed specifications (150 mph), bullet resistance standards (UL-752), and detailed wall and roof panel specifications. The structural design follows 2021 International Building Code standards, with specific attention to exposure category, wind loads, snow loads, and seismic considerations. The project utilizes precast concrete components with a concrete compressive strength of 5000 psi, and incorporates detailed engineering calculations for wall panels, roof panels, and floor panels to ensure structural integrity and compliance with American Concrete Institute (ACI) guidelines.

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File	Type	Posted
ITB-25-02 (Rebid) Cultural Plaza - Bid Book.pdf	PDF	Jan 13, 2025
ITB-25-02 (Rebid) Cultural Plaza - Plans.pdf	PDF	Jan 13, 2025
ITB-25-02 (Rebid) Cultural Plaza - Addendum 2.pdf	PDF	Jan 13, 2025

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Pla n d C ol la b orat iv e , 5 15 Broa dw ay , L u bb o ck , T X 79 401

PHO NE 5 05. 268 .22 66 p la nd c ol la b. c om

ADDENDUM #1 TRANSMITTAL

To: Ana Nieto From: Jeff Stuart

Chaves County

Date: 01/29/2025

Re: GBOM: Market Place Walk identified as

Cultural Plaza

CC: Alex

Palomino

Urgent For Review Please Comment Please Reply As Requested

Various sheets included, as requested, to give bidders additional information. These items are to be added to the

Bidding and Construction Documents as indicated. Bidders are required to acknowledge receipt of this addendum.

Failure to acknowledge all addenda may cause the bid to be considered not responsive to the invitation, which would require rejection of the Bid. The Contract Documents for solicitation of Bids for the construction of the project are hereby changed as follows:

Clarifications:

• A Geotechnical Investigation Report has been conducted and will be available to prospective bidders.

• The site AutoCAD files can be made available to prospective bidders.

Included Files:

GBOM – Schematic Perspective

TA-391 DWG - Stamped Restroom Drawings

TA-391 CALCS

TA-391 COMcheck

Thank you, Jeff Stuart

Pland Collaborative

Roswell Cultural Plaza | March 2024 Current Design - Perspective View

August 18, 2024

THIS REPORT CONTAINS 43 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

2021 International Building Code

CXT Inc. (Precast Division)

Calculations

Seismic Design Category: D

400 psf Live Floor Load

TAOS TA-391

Structural Analysis

Design Loads

120 psf Ground Snow Load

August 18, 2024A t 18 2024

Page(s)

3-4 5-6 7-38 39-40

THIS REPORT CONTAINS 43 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

August 18, 2024A t 18 2024

Category II Exposure C Velocity 150 mph h.wind 7.96 ft h.lee 7.96 ft W.building 26 ft L.building 20 ft H.building 11.58 ft Roof Rise 3

14.04 deg Kd 0.85 K1 0.00 K2 0.00 K3 0.00

Kzt 1 h 9.769 ft na 7.68 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 159.2 sq ft 1187.2 sq ft 0 sq ft 0.00 0.00 0.00 0.00 0 sq ft 254.0 sq ft 1092.3 sq ft 0 sq ft 0.00 0.00 0.00 0.00 0 sq ft 159.2 sq ft 1187.2 sq ft 0 sq ft 0.00 0.00 0.00 0.00 0 sq ft 254.0 sq ft 1092.3 sq ft 0 sq ft 0.00 0.00 0.00 0.00 0 sq ft 520.0 sq ft 826.3 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

-0.440 L/B = 1.30 Positive: 7.48 psf -0.500 L/B = 0.77

-0.7

Pos. Windward Neg. Windward Leeward

-0.108 -0.639 -0.481

3.67 psf 0 to h/2 h/2 to h h to 2h > 2h -30.06 psf

-0.90 -0.90 -0.50 -0.30

-0.90 -0.90 -0.50 -0.30 w/ Negative w/ Positive Internal

35.74 psf 20.78 psf -16.00 psf -23.02 psf Location w/ Positive Internal -16.00 psf -25.14 psf 0 to h/2 -39.28 psf Location w/ Positive Internal -17.25 psf -32.21 psf h/2 to h -39.28 psf 0 to h/2 0.00 psf h to 2h -25.14 psf h/2 to h 0.00 psf

28.26 psf Over 2h -18.08 psf h to 2h 0.00 psf

Over 2h 0.00 psf

Wind Speed: 150 mph Roof Slope: 3.00 : 12

Exposure: C Mean Roof Height: 9.77 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)

TAOS TA-391

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.) TAOS TA-391 Page 1 of 41 Date: 08/09/2024

Exposure C

Pg 120 psf W.building 26 ft L.building 20 ft H.building 11.58 ft

Roof Rise (per foot) 3

14.04 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 13 ft

Roof Exposure Partially exposed Ce 1 Cs 1

Low Sloped?: Yes Pf 100.80 psf Ps 100.80 psf

Use unbalanced? Yes Pwindward 0.00 psf Pleeward_1 120.00 psf Pleeward_2 120.00 psf

Distance from Ridge to Edge of Pleeward1 loading 13.0 ft

29.60 pcf Snow density Eq. 7.7-1 of ASCE 7 S 4 Run per rise of 1 10 hd 5.85 ft hb 3.41 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 5 10 15 20 25

Sn ow d ep th

Structure Cross Section

Snow Load on Gable Structure

STRUCTURE

Balanced Snow

Unblanced Snow

CXT, Inc. (Precast Div.) TAOS TA-391 Page 2 of 41

Ss 0.625 g ASCE Figure 22-1 S1 0.183 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 9.98 ft

Value 1* Value 2* *=Used for interpolation Fa 1.3 ASCE Table 11.4-1 1.4 1.2 Fv 2.2 ASCE Table 11.4-2 2.2 2.2

Sms = Fa * SS 0.813 g ASCE 11.4-1 Sm1 = Fv * S1 0.403 g ASCE 11.4-2

SDS = 2/3 Sms 0.542 g ASCE 11.4-3 SD1 = 2/3 Sm1 0.268 g ASCE 11.4-4

IE 1 ASCE Table 1.5-2

D Based on SDS D Table 11.6-1

Based on SD1 D Table 11.6-2

Ta = Ct * hnx 0.11 sec ASCE 12.8-7 Ts = SD1/SDS 0.50 sec T 0.11 sec Fundamental period of the structure (can be taken as Ta per ASCE 12.8.2)

Cs = SDS/(R/I) 0.135 ASCE 12.8-2 Cs.min 0.024 ASCE 12.8-5 & 12.8-6 Cs.max 0.598 ASCE 12.8-3 & 12.8-4 Cs 0.135 k 1.000 ASCE 12.8.3 W 163.39 kip V = Cs * W 55.32 kip ASCE 12.8-1 Shear with snow load Mo = 543.7 k-ft Overturning Moment with snow load V = Cs * W 50.76 kip Shear without snow load Mo = 497.7 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 9.77 ft 9.98 ft 100.8 psf 93.94 kip 937.3 k-ft 0.985 54.47 kip 54.47 kip 0.0 k-ft 20.35 kip Walls 0.00 ft 0.00 ft Floor 0.21 ft 0.21 ft 69.45 kip 14.5 k-ft 0.015 0.84 kip 55.32 kip 532.2 k-ft 15.05 kip Base 0 ft 0.00 ft W= 163.39 kip 951.8 k-ft Mo = 543.7 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 9.77 ft 9.98 ft 0 psf 80.50 kip 803.2 k-ft 0.982 49.86 kip 49.86 kip 0.0 k-ft 17.44 kip Walls 0.00 ft 0.00 ft Floor 0.21 ft 0.21 ft 69.45 kip 14.5 k-ft 0.018 0.90 kip 50.76 kip 487.1 k-ft 15.05 kip Base 0 ft 0.00 ft W= 149.95 kip 817.6 k-ft Mo = 497.7 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)

TAOS TA-391

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.) TAOS TA-391 Page 3 of 41

X Y Lower Right 276 348

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

W1 29.61% 0.00% 3,767 149 113.568 0.010 W2 0.00% 15.44% 1,965 196 55.179 154.000 W3 0.00% 15.44% 1,965 196 55.179 154.000 W4 0.00% 9.56% 1,216 130 55.568 26.000 W5 0.00% 9.56% 1,216 130 55.568 26.000 W6 22.27% 0.00% 2,833 112 2.432 0.001 W7 22.27% 0.00% 2,833 112 6.432 0.001 W8 0.00% 15.44% 1,964 196 64.042 154.000 W9 0.00% 15.44% 1,964 196 64.042 154.000

W10 0.00% 9.56% 1,216 130 64.432 26.000 W11 0.00% 9.56% 1,216 130 64.432 26.000 W12 25.85% 0.00% 3,289 130 122.432 0.005 P1-1 0.00% 0.00% - - 34.068 64.759 P1-2 0.00% 0.00% - - 34.068 64.751 P2 0.00% 0.00% - - 42.932 59.640 P3 0.00% 0.00% - - 42.932 40.000

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 10700 138 174 276 348 100.8 207.0 261.0 14062 10700 R2 4.5 10700 138 0 276 174 100.8 207.0 87.0 14062 10700 R3 4.5 10700 0 174 138 348 100.8 69.0 261.0 14062 10700 R4 4.5 10700 0 0 138 174 100.8 69.0 87.0 14062 10700 F1 5 15875 138 18 258 330 400 198.0 174.0 15875 0 F2 5 15875 18 18 138 330 400 78.0 174.0 15875 0

Totals 75396 138.9 173.7 ex ey

3.55 0.26 163,393 149,946 roof 93,945 80,498 floor 69,448 X Y

138.9 173.7

X Y

142.4 174.0

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

W1 186.93 OK 186.93 OK

W2 54.06 OK 54.06 OK

W3 54.06 OK 54.06 OK

W4 41.12 OK 58.59 OK

W5 41.12 OK 58.59 OK

W6 123.25 OK 123.25 OK

W7 127.40 OK 127.40 OK

W8 54.06 OK 54.06 OK

W9 54.06 OK 54.06 OK

W10 30.88 OK 29.67 OK

W11 56.62 OK 41.86 OK

W12 182.08 OK 183.47 OK

P1-1 0.00 OK 18.24 OK

P1-2 18.24 OK 0.00 OK

P2 15.57 OK 0.00 OK

P3 0.00 OK 0.00 OK

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

W1 -67.13 193.51 OK 193.51 OK OK

W2 15.25 41.72 OK 43.05 OK OK

W3 15.25 41.72 OK 43.05 OK OK

W4 9.10 28.48 OK 28.48 OK OK

W5 9.10 28.48 OK 28.48 OK OK

W6 -75.04 193.51 OK 193.51 OK OK

W7 -75.04 193.51 OK 193.51 OK OK

W8 15.23 45.41 OK 39.93 OK OK

W9 15.23 45.41 OK 39.93 OK OK

W10 9.10 28.48 OK 28.48 OK OK

W11 9.10 28.48 OK 28.48 OK OK

W12 -74.06 193.51 OK 193.51 OK OK

P1-1 -7.08 19.19 OK 1.14 OK OK

P1-2 -7.08 1.14 OK 19.19 OK OK

P2 -5.13 1.73 OK 15.90 OK OK

P3 -0.79 0.00 OK 0.00 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% 380.44 380.44 OK OK

W2 0.0% 100.0% 95.78 97.11 OK OK

W3 0.0% 100.0% 95.78 97.11 OK OK

W4 0.0% 100.0% 69.59 87.07 OK OK

W5 0.0% 100.0% 69.59 87.07 OK OK

W6 0.0% 100.0% 316.77 316.77 OK OK

W7 0.0% 100.0% 320.92 320.92 OK OK

W8 0.0% 100.0% 99.47 93.99 OK OK

W9 0.0% 100.0% 99.47 93.99 OK OK

W10 0.0% 100.0% 59.36 58.15 OK OK

W11 0.0% 100.0% 85.10 70.34 OK OK

W12 0.0% 100.0% 375.60 376.98 OK OK

P1-1 0.0% 100.0% 19.19 19.38 OK OK

P1-2 0.0% 100.0% 19.38 19.19 OK OK

P2 0.0% 100.0% 17.30 15.90 OK OK

P3 0.0% 100.0% 0.00 0.00 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

(3510) (3370) (1258) (1258) (1119)

(3430) (2609) (2664) (2353) (2353) (2203)

Anchor Resistance Anchor Resistance

(3343) (2531) (2531) (3430)

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)

-0.79 None Required

-7.08 None Required -7.08 None Required -5.13 None Required

9.10 None Required

-74.06 None Required

-75.04 None Required

15.23 None Required

9.10 None Required

-75.04 None Required

-67.13 None Required

15.25 None Required

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

TAOS TA-391

Upper Left = 0,0

CXT, Inc. (Precast Div.) TAOS TA-391 Page 4 of 41

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Pr es su re o n

Sl ab t ( m ax im um te ns ile re in fo rc em en t) s,m in t ( m in im um te ns ile re in fo rc em en t)

B (S pa n in th e sh or t d ire ct io n)

L (S pa n in th e lo ng d ire ct io n)

Su st ai ne d L oa di ng Fa ct or ed S us ta in ed

L oa ds

Pr es su re o n sla b

D (D ea d lo ad

(S no w L oa d)

Pr es su re o n

Se ct io n

L r

(L iv e R oo f L oa d)

U se

L ay er o f W ire M es h on B ot to m

W 6.

x x

M A

R Y

U se

L ay er o f W ire M es h on T op

W 6.

x x

Pr es su re o n

Se ct io n w B

/ B

L ^4 be w L

B ^4

^4 be D

(D ea d lo ad

k lf

U nf ac to re d

D es ig n

L oa ds

E (E ar th qu ak e Lo ad

W (W in d

Lo ad

L r (L iv e

R oo f L oa

d) L

(L iv e Lo ad

S (S no w

L oa d) b h

S ct cb rd dt db ste el to p ste el b ot to m w

B s w B w L

-W A

Y S

Bs w

O N

E- W

A Y

k ip

.0 ft

.5 ft

.0 ft

.5 ft

k ip

.5 ft

.0 ft

CXT, Inc. (Precast Div.) TAOS TA-391 Page 5 of 41

N ot es

M at er ia l P ro pe rt ie s p si

Pl ai n W

W F

G ra de ps i

N o pc f

O .K

I 1

1( a) p si

I 2 0.

(r up tu re m od ul us

ps i

I 1

ps i

I 1

a) Ig

*h ^3

)/1

.1 in

^4 6.

A g

(b *h in ^2

Y t = h /2

in G eo m et ri c Pr op er tie s

M cr

.4 k ip in

I 2

.0 ft β1 0.

I T ab le

.5 ft in iti al

I T ab le

T w o-w ay sl ab lo ng

-te rm

I T ab le

B 8.

in in kd

in I.c r 1.

1/ in a

in 3/ in

p si in

{q ty o f o ve rh an gs in

B s d ir ec tio n}

p si in

{q ty o f o ve rh an gs in ls d ir ec tio n}

p si

2 2

T A

O S

T A

-3

D E

N O

F R

O O

N E

L S

M A

R K

R 1, R 2, R 3, R f ' c

Fy Li gh tw ei gh t?

B s ( ov er al l w id th o f s la b)

D es ig n w ill b e pe rfo rm ed a s :

tf r

(r oo f f in ish th ic kn es s) b (s ec tio n w id th

St ee l R ei nf or ce m en t

C d (

C on cr et e de ns ity

E (S te el

(C on cr et

e) n

(m od ul ar ra tio

L s ( ov er al l l en gt h of sl ab λ rd (a ss um ed re in f.

di am et er

(if c en te re d en te r 0

(r ei nf or ce m en t r at io p ro vi de d)

(ty pi ca lly in ch es h (s ec tio n th ic kn es s) ct

(c ov er to

p) cb

(c ov er b ot to m pr ov id ed bo tto m m es

h) dt

(e ffe ct iv e de pt h to p) db (e ffe ct iv e de pt h bo tto m oh

(o ve rh an g le ng th a nd q ty fo r B s) oh

(o ve rh an g le ng th a nd q ty fo r l

s) pr ov id ed (t op m es h) pr ov id ed

(b ot h la ye rs

N ls

(q ty o f w al ls in ls d ire ct io

n) {w al ls th at su pp or t o ne o r m or e ro of p an el s in th e lo ng d ir ec tio n} N

B s ( qt y of w al ls in B s d ire ct io

n) {w al ls th at su pp or t o ne o r m or e ro of p an el s in th e sh or t d ir ec tio n} C s ( o f D

L us ed fo r S ei sm ic

{fr om se is m ic a na ly si s} b h

S ct cb rd dt db ste el to p ste el b ot to m w

B s w B w L

-W A

Y S

Bs w

O N

E- W

A Y

Fl ex ur e

M u εt εty

Pe r A

C I 2

St at us C he ck

Pe r A

C I 1

b) ϕb

Pe r A

C I T ab le

M n tri al f'c bd

^2 (1

-0 .5

D M

M u

- ϕ

M ϕM n

C he ck ϕM n

M u a llo w ed

k ip

-ft 0.

Te ns io n 0.

k ip -ft ki p-ft

k ip

-ft O

M u εt εty

Pe r A

C I 2

St at us C he ck

Pe r A

C I 1

b) ϕb

Pe r A

C I T ab le

M n tri al f'c bd

^2 (1

-0 .5

D M

M u

- ϕ

M ϕM n

C he ck ϕM n

M u a llo w ed

ki p-ft

Te ns io n

k ip

-ft ki p-ft 3.

k ip -ft

O .K

.5 1%

M u εt εty

Pe r A

C I 2

St at us C he ck

Pe r A

C I 1

b) ϕb

Pe r A

C I T ab le

S El as tic

S ec tio n

M od ul us

M n

Pe r A

C I 1

M n

Pe r A

C I 1

1b ϕM n

Pe r A

C I 1

C he ck ϕM n

M u a llo w ed

ki p-ft

Te ns io n

.5 in

^3 1.

ki p-ft

.3 k ip

-ft 0.

ki p-ft O

8% 0.

ki p-ft 0.

Te ns io n 0.

.5 in ^3

ki p-ft

.3 k ip -ft

ki p-ft

O .K

.2 8%

ki p-ft

Te ns io n

.5 in

^3 1.

ki p-ft

.3 k ip

-ft 0.

ki p-ft O

0% 0.

ki p-ft 0.

Te ns io n 0.

.5 in ^3

ki p-ft

.3 k ip -ft

ki p-ft

O .K

.0 0%

Sh ea r

V u v pe r T ab le A

C I 2

V c pe r A C

I 2 2.

ϕV c C he ck ϕV c

V u a llo w ed

k ip

O .K

.2 6%

k ip

O .K

.4 4%

k ip

O .K

.4 4%

V u v pe r T ab le A

C I 2

V c pe r A C

I 2 2.

ϕV c C he ck ϕV c

V u a llo w ed

k ip

O .K

M on th s

Ep sil on 0.

k ip 0.

k ip 2.

k ip O

k ip

O .K

Sp an ty pe

Si m pl e sp an

D ef le ct io n

Se rv ic e

Lo ad s

Sp an

M a.

se rv

M a.

su s

I.e ff.

se rv

Pe r T ab le

I.e ff.

su sta in ed Pe r T ab le

Im m ed ia te D ef le ct io n i

5t h

Ed iti on Ta bl e

3-ρ′ λΔ pe r A

C I 2

Lo ng -T er m

D ef le ct io n l-t to ta l l on g-te rm de fle ct io n i + l-t) a llo w (im m ed ia te a llo w

(lo ng te rm

C he ck sh or t t er m de fle ct io n

C he ck to ta l lo ng te rm de fle ct io n a llo w ed

- s ho rt te rm a llo w ed to ta l l on g te rm B

k ip

-ft 1.

ki p-ft 1.

.1 in ^4

O .K

.7 2%

L 1.

ki p-ft 0.

ki p-ft 3.

.1 in ^4

O .K

.0 7%

M ax im um

S he ar fo r B s

V u w

B (B

Su sta in ed

L oa d D ur at io n

Pe r T ab le

Sh ea r f or

L s

V u w

L (L

V u fo r e nd o ve rh an g w L* oh

V u fo r s id e ov er ha ng w B

*o h1

V u fo r s id e ov er ha ng w B

*o h2

M po s ( po sit iv e M om en t)

(w L*

L^ 2)

M po s ( po sit iv e M om en t)

(w B

*B ^2

Fl ex ur al

M om en ts fo r l s

Fl ex ur al

M om en ts fo r B s

M ne g (n eg at iv e

M om en t)

B *o h1 ^2

M ne g (n eg at iv e

M om en t)

B *o h2 ^2

M ne g (n eg at iv e

M om en t)

L* oh

1^ 2)

M ne g (n eg at iv e

M om en t)

L* oh

2^ 2)

CXT, Inc. (Precast Div.) TAOS TA-391 Page 6 of 41

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 49.34% 49.34%

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 1.090 kip-ft 1.090 kip-ft B1 0.8 Mua 1.092 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 0.003 in Check deflection O.K.

Vu = wuB*(Bw-2db) / 2 0 kip Msa 0.565 kip-in ϕVc/2 1.44 kip M 0.568 kip-in

Shear Lateral 0 klf Factored Loading per ACI ACI 318-19 5.3.1c Allowed service deflection 0.32 in

Axial Pressure on Section Deflection PB 1.13 kip Service Loads

Axial 1.13 kip

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

Unfactored Pressure on Roof uWr 222.4245 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 1.49 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 319.555 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) 8.25 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) 120 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) 115 in ϕv 0.85 Lh (length of wall) 25.333 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 10755.000 lbs.

E (Concrete) 4286826 psi Central wall? Yes

Concrete density 150 pcf Center of gravity X 256.000 λ 1 Center of gravity Y 174.010

Fy rebar 60000 pcf Y Corridinate 22 Lightweight? No Direction of Wall Y

Fy wire mesh 80000 psi X Corridinate 256

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: TAOS TA-391 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.) TAOS TA-391 Page 7 of 41

0.25 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 1 10.99 ft 0 ft 3.34 ft 2.73 ft 1144.51 0.14 klf 0.39 klf 0.36 kip-ft

WINDOW 1 2.46 ft 6.04 ft 2.08 ft 2.96 ft 60.67 0.15 klf 0.4 klf 0.14 kip-ft WINDOW 2 6.79 ft 6.04 ft 2.08 ft 2.96 ft 60.67 0.15 klf 0.4 klf 0.14 kip-ft WINDOW 3 16.46 ft 6.04 ft 2.08 ft 2.96 ft 60.67 0.15 klf 0.4 klf 0.14 kip-ft WINDOW 4 20.79 ft 6.04 ft 2.08 ft 2.96 ft 60.67 0.15 klf 0.4 klf 0.14 kip-ft

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

Check Mn > Mu

0.9 0.003 in^2 No. 3 1 15.45 kip-ft O.K.

0.9 0.001 in^2 No. 3 1 16.83 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

6 298 298 61.420 193.51 193.51 186.93 186.93

Total Tension

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

Base Anchor 1 6 in 3.47 6.29 298 in 0.035 kip*ft 86.147 kip*ft Base Anchor 2 78 in 3.64 12.21 226 in 6.195 kip*ft 52.004 kip*ft Base Anchor 3 120 in 3.64 12.21 184 in 14.662 kip*ft 34.471 kip*ft Base Anchor 4 184 in 3.64 12.21 120 in 34.471 kip*ft 14.662 kip*ft Base Anchor 5 226 in 3.64 12.21 78 in 52.004 kip*ft 6.195 kip*ft Base Anchor 6 298 in 3.47 6.29 6 in 86.147 kip*ft 0.035 kip*ft

Up Left Low Right Wall Connection 1 2 1.531 7.412 50.00% W3 0 304.000 3.062 0.000 77.571 Wall Connection 2 2 2.703 4.317 35.27% W5 126 178.000 4.317 45.326 64.032 Wall Connection 3 2 2.703 4.317 35.27% W4 178 126.000 4.317 64.032 45.326 Wall Connection 4 2 1.531 7.412 50.00% W2 304 0.000 3.062 77.571 0.000

Design Capacity Reserve Design Resistance Reserve

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

11238 61420 50182 372 16831 OK (50182) OK

83% Final 13.90208716

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

Entire Wall 304 115 Y Y 16.821 0.059

DOOR 1 A' 304 82.24 Y Y 24.056 0.042

A 131.88 82.24 Y Y 9.464 0.106 B 132.04 82.24 Y Y 9.478 0.106

WINDOW 1 B' 304 7 Y Y 289.473 0.003

C 29.52 7 Y Y 27.597 0.036 D 249.52 7 Y Y 237.576 0.004

WINDOW 2 C' 304 7 Y Y 289.473 0.003

E 81.48 7 Y Y 77.410 0.013 F 197.56 7 Y Y 188.074 0.005

WINDOW 3 D' 304 7 Y Y 289.473 0.003

G 197.52 7 Y Y 188.036 0.005 H 81.52 7 Y Y 77.448 0.013

WINDOW 4 E' 304 7 Y Y 289.473 0.003

I 249.48 7 Y Y 237.538 0.004 J 29.56 7 Y Y 27.636 0.036

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

DOOR 1 Entire Wall A' A'a - Deflection 0.018 A B AB + Stiffness 18.942

A'a AB A'b + Deflection 0.071 WINDOW 1 A'b B' B'a - Deflection 0.067

C D CD + Stiffness 265.173 B'a CD B'b + Deflection 0.071

WINDOW 2 B'b C' C'a - Deflection 0.068 E F EF + Stiffness 265.483

C'a EF C'b + Deflection 0.071 WINDOW 3 C'b D' D'a - Deflection 0.068

G H GH + Stiffness 265.483 D'a GH D'b + Deflection 0.072

WINDOW 4 D'b E' E'a - Deflection 0.068 I J IJ + Stiffness 265.173

E'a IJ Final + Deflection 0.072

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

WINDOW 2

WINDOW 3

WINDOW 4

Ww (weight of panel per sq ft)

Factorized Moment

Opening

DOOR 1

WINDOW 1

REINFORCEMENT AT OPENINGS

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

Entire Wall DOOR 1

WINDOW 1 WINDOW 2

WINDOW 3 WINDOW 4

CXT, Inc. (Precast Div.) TAOS TA-391 Page 8 of 41

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 27.61% 27.61%

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 0.610 kip-ft 0.610 kip-ft B1 0.8 Mua 0.611 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 0.009 in Check deflection O.K.

Vu = wuB*(Bw-2db) / 2 0.09 kip Msa 2.450 kip-in ϕVc/2 1.44 kip M 2.459 kip-in

Shear Lateral 0.02 klf Factored Loading per ACI ACI 318-19 5.3.1c Allowed service deflection 0.27 in

Axial Pressure on Section Deflection PB 1.1 kip Service Loads

Axial 1.10 kip

Lateral Pressure on Section Unfactored Axially Applied Loads Lw = W*(L^4 / L^4 + H^4) 0.02 klf

Unfactored Pressure on Roof uWr 222.4245 psf Hw = W*(H^4 / H^4 + L^4) 0.04 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 1.47 kip Lw = W*(L^4 / L^4 + H^4) 0.03 klf Hw = W*(H^4 / H^4 + L^4) 0.07 klf

Factored Pressure on Roof Wr 319.555 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) 8.25 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) 120 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

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

Shear Parameters H (height of wall) 95.5 in ϕv 0.85 Lh (length of wall) 10.000 ft n (modular ratio) 6.76 Wall that supports 2 roof panels? No lop (length of opening on wall) 0 ft

E (Steel) 29000000 psi Wall Weight 3900.000 lbs.

E (Concrete) 4286826 psi Central wall? Yes

Concrete density 150 pcf Center of gravity X 197.611 λ 1 Center of gravity Y 328.000

Fy rebar 60000 pcf Y Corridinate 328 Lightweight? No Direction of Wall X

Fy wire mesh 80000 psi X Corridinate 138

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: TAOS TA-391 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.) TAOS TA-391 Page 9 of 41

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 WINDOW 1 1.46 ft 6.04 ft 2.08 ft 1.34 ft 60.15 0.07 klf 0.32 klf 0.12 kip-ft WINDIW 2 6.46 ft 6.04 ft 2.08 ft 1.34 ft 60.15 0.07 klf 0.32 klf 0.12 kip-ft

VENT 7 ft 1 ft 1 ft 5.96 ft 49.92 0.3 klf 0.55 klf 0.05 kip-ft

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

Check Mn > Mu

0.9 0.002 in^2 No. 3 1 7.16 kip-ft O.K.

0.9 0 in^2 No. 3 0 0 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

3 90 94 36.627 41.72 43.05 54.06 54.06

Total Tension

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

Base Anchor 1 26 in 3.64 12.21 94 in 2.279 kip*ft 28.521 kip*ft Base Anchor 2 60 in 3.64 12.21 60 in 12.137 kip*ft 11.620 kip*ft Base Anchor 3 90 in 3.64 12.21 30 in 27.308 kip*ft 2.905 kip*ft

Up Left Low Right Wall Connection 1 2 2.703 6.087 20.72% W6 2 118.000 5.406 0.901 53.159 Wall Connection 2 2 2.703 6.685 20.72% W1 118 2.000 5.406 53.159 0.901

Design Capacity Reserve Design Resistance Reserve

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

5572 36627 31055 491 19452 OK (31055) OK

96% Final 6.606819131

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

Entire Wall 120 95.5 Y Y 6.917 0.145

WINDOW 1 A' 120 6.94 Y Y 115.145 0.009

A 17.52 6.94 Y Y 15.993 0.063 B 77.52 6.94 Y Y 74.268 0.013

WINDIW 2 B' 120 6.94 Y Y 115.145 0.009

C 77.52 6.94 Y Y 74.268 0.013 D 17.52 6.94 Y Y 15.993 0.063

VENT C' 120 11.98 Y Y 66.557 0.015

E 84 11.98 Y Y 46.430 0.022 F 24 11.98 Y Y 12.331 0.081

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

WINDOW 1 Entire Wall A' A'a - Deflection 0.136 A B AB + Stiffness 90.262

A'a AB A'b + Deflection 0.147 WINDIW 2 A'b B' B'a - Deflection 0.138

C D CD + Stiffness 90.262 B'a CD B'b + Deflection 0.149

VENT B'b C' C'a - Deflection 0.134 E F EF + Stiffness 58.761

C'a EF Final + Deflection 0.151

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

VENT

Ww (weight of panel per sq ft)

Factorized Moment

Opening

WINDOW 1

WINDIW 2

REINFORCEMENT AT OPENINGS

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

Entire Wall WINDOW 1

WINDIW 2 VENT

CXT, Inc. (Precast Div.) TAOS TA-391 Page 10 of 41