Forest Glen Vault Restroom_Draw_Calc_RFQ_24LCP001.pdf

PDF 4 MB Posted Aug 1, 2024

Attached to: RFQ: CXT Vault Restroom Installation
Solicitation number: S-C00200-00011156
Issued by: Lane County, Oregon

About this file

Written by GovTribe AI · Aug 5, 2024

This document is a Request for Quotation (RFQ) issued by Lane County Parks in the state of Oregon for the installation of a prefabricated vault restroom at the Forest Glen Landing site along the McKenzie River. The County is seeking a qualified contractor to perform site preparation, excavation, and backfill/compaction work for the installation of the owner-provided CXT Tioga Special vault restroom. The RFQ provides details on the project scope, site location, and response due dates.

The RFQ does not include pricing terms, set-asides, incumbent contractors, funding sources, or other financial details. It focuses on the technical requirements for the vault restroom installation and the administrative process for responding to the RFQ.

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INDEX OF DRAWINGS

May 19, 2024 06/30/2025

1. ALL EXTERIOR DOORS AND WINDOWS TO BE LISTED

AND LABELED AS COMPLIANT WITH

AAMA/WDMA/CSA101/I.S.2/A440 OR TESTED PER

AASTM E330.

2. DOOR HARDWARE SHALL NOT REQUIRE TIGHT

GRASPING, TIGHT PINCHING OR TWISTING OF THE

WRIST OR SPECIAL KNOWLEDGE TO OPERATE.

3. UNLATCHING OF ANY DOOR SHALL NOT REQUIRE

MORE THAN ONE OPERATION.

WINDOW & VENT SCHEDULE

SYMBOL DESCRIPTION

A MS-4 WINDOW

LEXAN SELF-IGNITION > 1000, SMOKE DENSITY < 75, CLASS

CC1.

B MS-2 VENT

B B

A B

DISPENSER DETAILVENT PIPE DETAIL

SIGN SI-1 DETAIL

WALL JOINT DETAIL

RISER CAULKING DETAIL

SIGN SI-2 DETAIL

SHIPPING WEIGHTS AND DIMENSIONS

WEIGHT LENGTH WIDTH HEIGHT

40,750 16'-11" 11'-11" 9'-6 1/4"

CONDUIT

STRAP

C O

N D

U T

SOLAR LIGHT

ASSEMBLY DETAIL

(4x) SCALE

SOLAR LIGHT

EXPLODED ASSEMBLY

(6x) SCALE

SECTION VIEW A-A

1 1/212

1 1/16" DIA

(TYP 2 PLCS)

7 1/2DRILL "C" DIA

1 1/2

6 1/4

1 1/23

1 1/4

1 1/2

15/64 DIA

13+1/8

-0 DIA

14°

(TYP)

3 1/4

(TYP)

2" 6"

1'-10"

1'-5" 2'-10"

1/16" SHIM

2'-10"

1'-5"

2 1/4" (TYP)

5"5"

1' -1

2'-4"

1'-4"

2'-6"

1'-6"

2'-6"

1'-6"

3/8"

5/8"Ø

1 1/2"

2" 1/4"

5/8"

/1 6"

1'-2"

2'-4"

3/16"

2'-3 7/8"

3/16" 4 29/32" 4 29/32"

2'-3 13/16"

3/16"

5" 5"

2'-4"

2" (T

5/8" 2"

2" 9"

6" 6" 2'

7/32"

2" 2 1/32"

1'-11 15/16"

15/32" 1'-0 1/4"

1 15/32" 1 15/32" 1'-0 1/4"

15/32"

1 15/32" 8 5/8" 8 5/8"

1 15/32"

2 1/32"

(TYP)

2" (T

3/16"

5 7/8"

1'-11 3/4"

6 11/32"(TYP)

1'-0 1/4" (TYP)

5 7/8" 3/16" 6" 6"

6 3/8"(TYP)

1'-0 3/8" (TYP)

3/8"

1'-0 3/8"

1 5/32"

2" (T

1 1/2

3 1 1/2

6 3/8

(REF)

3 1/2

3 1 1/2

6 5/8

(REF)

1 3/4

1 1/2

3 1 1/2

(REF)

2 1/2" RAD

315/64 DIA

3 1 1/2

1/2

6 1/2

(REF)

90°

6'-7"

1'-8" 1'-1"

6'-11" 4'-6"

152°

104°

6'-7"

12'-6"

3" RAD

90°

8' - 5"

90° 90°

8' - 11"

90° 90°

COLOR SCHEME

PART NO. SYMBOL BACKGROUND

SI-1 WHITE BROWN

3/8

5/8 3/8

5/8

COLOR SCHEME

PART NO. SYMBOL BACKGROUND

SI2-U-BR WHITE BROWN

SI2-U-GR WHITE GREEN

SI2-U-CY WHITE CYAN

SI2-U-BK WHITE BLACK

90°

THIS REPORT CONTAINS 25 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 Oregon Structural Specialty Code (2021 IBC)

CXT Inc. (Precast Division)

Calculations

Seismic Design Category: E

400 psf Live Floor Load

TIOGA T-4891

Structural Analysis

Design Loads

250 psf Ground Snow Load

Page(s)

3-4 5-6 7-16 17-18

20-23

THIS REPORT CONTAINS 25 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

Standard Vault V1 & V2 Analysis

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

Category II Exposure C Velocity 150 mph h.wind 6.90 ft h.lee 6.90 ft W.building 14.33 ft L.building 9.42 ft H.building 9.1 ft Roof Rise 3

14.04 deg Kd 0.85 K1 0.00 K2 0.00 K3 0.00

Kzt 1 h 7.998 ft na 9.38 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 65.0 sq ft 429.2 sq ft 0 sq ft 0.00 0.00 0.00 0.00 0 sq ft 114.6 sq ft 379.5 sq ft 0 sq ft 0.00 0.00 0.00 0.00 0 sq ft 65.0 sq ft 429.2 sq ft 0 sq ft 0.00 0.00 0.00 0.00 0 sq ft 114.6 sq ft 379.5 sq ft 0 sq ft 0.00 0.00 0.00 0.00 0 sq ft 135.0 sq ft 359.1 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

-0.396 L/B = 1.52 Positive: 7.48 psf -0.500 L/B = 0.66

-0.7

Pos. Windward Neg. Windward Leeward

-0.180 -0.776 -0.514

1.12 psf 0 to h/2 h/2 to h h to 2h > 2h -34.88 psf

-0.95 -0.88 -0.52 -0.35

-1.18 -0.76 -0.64 -0.58 w/ Negative w/ Positive Internal

35.74 psf 20.78 psf -16.00 psf -21.46 psf Location w/ Positive Internal -16.00 psf -25.14 psf 0 to h/2 -49.14 psf Location w/ Positive Internal -17.25 psf -32.21 psf h/2 to h -34.34 psf 0 to h/2 0.00 psf h to 2h -30.08 psf h/2 to h 0.00 psf

28.26 psf Over 2h -27.94 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: 8.00 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)

TIOGA T-4891

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.) Tioga T-4891 (OR) Page 1 of 23 Date: 05/17/2024

Exposure C

Pg 250 psf W.building 14.33 ft L.building 9.42 ft H.building 9.1 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 7.165 ft

Roof Exposure Partially exposed Ce 1 Cs 1

Low Sloped?: Yes Pf 210.00 psf Ps 210.00 psf

Use unbalanced? Yes Pwindward 0.00 psf Pleeward_1 250.00 psf Pleeward_2 250.00 psf

Distance from Ridge to Edge of Pleeward1 loading 7.2 ft

30.00 pcf Snow density Eq. 7.7-1 of ASCE 7 S 4 Run per rise of 1 ASCE § 7.1 hd 10.19 ft hb 7.00 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.) Tioga T-4891 (OR) Page 2 of 23

Ss 1.534 g ASCE Figure 22-1 S1 1.068 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 8.21 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 1.841 g ASCE 11.4-1 Sm1 = Fv * S1 1.816 g ASCE 11.4-2

SDS = 2/3 Sms 1.227 g ASCE 11.4-3 SD1 = 2/3 Sm1 1.210 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 0.99 sec T 0.10 sec Fundamental period of the structure (can be taken as Ta per ASCE 12.8.2)

Cs = SDS/(R/I) 0.307 ASCE 12.8-2 Cs.min 0.134 ASCE 12.8-5 & 12.8-6 Cs.max 3.121 ASCE 12.8-3 & 12.8-4 Cs 0.307 k 1.000 ASCE 12.8.3 W 48.05 kip V = Cs * W 36.86 kip ASCE 12.8-1 Shear with snow load Mo = 297.7 k-ft Overturning Moment with snow load V = Cs * W 30.67 kip Shear without snow load Mo = 246.2 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 8.00 ft 8.21 ft 210 psf 29.15 kip 239.2 k-ft 0.984 36.26 kip 36.26 kip 0.0 k-ft 14.31 kip Walls 0.00 ft 0.00 ft Floor 0.21 ft 0.21 ft 18.91 kip 3.9 k-ft 0.016 0.60 kip 36.86 kip 290.0 k-ft 9.28 kip Base 0 ft 0.00 ft W= 48.05 kip 243.1 k-ft Mo = 297.7 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 8.00 ft 8.21 ft 0 psf 21.08 kip 173.0 k-ft 0.978 29.99 kip 29.99 kip 0.0 k-ft 10.35 kip Walls 0.00 ft 0.00 ft Floor 0.21 ft 0.21 ft 18.91 kip 3.9 k-ft 0.022 0.68 kip 30.67 kip 239.8 k-ft 9.28 kip Base 0 ft 0.00 ft W= 39.99 kip 176.9 k-ft Mo = 246.2 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 12.2-1Response Modification Factor System Over strength Factor

Max. Earthquake Ground Motion of 1.0 sec Spectral Response Acceleration

Seismic Loads (ASCE 7-16)

TIOGA T-4891

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.) Tioga T-4891 (OR) Page 3 of 23

X Y Lower Right 202.28 143

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

W1 39.88% 0.00% 3,566 379 84.000 22.412 W2 39.88% 0.00% 3,566 379 84.000 22.412 W3 20.24% 0.00% 1,810 251 0.000 12.868 W4 0.00% 64.22% 5,743 420 0.000 32.382 W5 0.00% 35.78% 3,200 234 0.022 58.118

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 6060 101.14 6.25 202.28 143 210 151.7 74.6 10094 6060 R2 4.5 6060 0 6.25 101.14 143 210 50.6 74.6 10094 6060 F1 5 9945 15.14 0 172 143 400 93.6 71.5 9945 0

Totals 17920 99.6 72.3 ex ey

1.57 12.90 48,053 39,985 roof 29,148 21,080 floor 18,905 X Y

99.6 72.3

X Y

101.1 59.4

Moment Moment Wall (kip-ft) check (kip-ft) check W1 33.91 Need More 53.32 OK W2 33.91 Need More 53.32 OK

W3 33.11 OK 33.11 OK

W4 76.79 OK 76.79 OK

W5 97.71 OK 97.71 OK

Moment Moment Wall (kip-ft) check (kip-ft) check W1 45.12 43.28 Try Both 37.62 Try Both OK W2 45.12 43.28 Try Both 37.62 Try Both OK W3 28.73 23.27 Try Both 23.27 Try Both OK

W4 75.82 76.56 OK 76.56 OK OK

W5 31.21 73.92 OK 73.92 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% 77.20 90.94 OK OK

W2 0.0% 100.0% 77.20 90.94 OK OK

W3 0.0% 100.0% 56.38 56.38 OK OK

W4 0.0% 100.0% 153.34 153.34 OK OK

W5 0.0% 100.0% 171.63 171.63 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

(2433)

Anchor Resistance Anchor Resistance

(608) (35)

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)

75.82 None Required

31.21 None Required

45.12 TRY BASE ANCHORS

28.73 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

TIOGA T-4891

Upper Left = 0,0

CXT, Inc. (Precast Div.) Tioga T-4891 (OR) Page 4 of 23

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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

N P

R O

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

B s w B

O N

E- W

A Y

k ip

ft 7.

CXT, Inc. (Precast Div.) Tioga T-4891 (OR) Page 5 of 23

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

.4 ft β1

I T ab le

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

.1 in

{q ty o f o ve rh an gs in

B s d ir ec tio n}

p si

.9 in

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

p si

2 2

G A

T -4

D E

N O

F R

O O

N E

L S

M A

R K

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 i n 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 i n 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

N P

R O

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

B s w B

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 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

.4 3%

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

5% 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

.8 0%

ki p-ft

Te ns io n

.5 in

^3 1.

ki p-ft

.3 k ip

-ft 0.

ki p-ft O

7% 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

.9 1%

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

.5 1%

k ip

O .K

.6 2%

k ip

O .K

.7 5%

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 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 0.

k ip -ft

in ^4

.1 in

^4 0.

in 0.

in O

O .K

5% L

ki p-ft

in ^4

.1 in

^4 0.

in 0.

in O

O .K

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.) Tioga T-4891 (OR) Page 6 of 23

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 23.09% 23.09%

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 0.23 in^2 or spacing of: 0 0 Icrdeflection 4.35 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 0.510 kip-ft 0.510 kip-ft B1 0.8 Mua 0.509 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 0.004 in Check deflection O.K.

Vu = wuB*(Bw-2db) / 2 0.05 kip Msa 1.408 kip-in ϕVc/2 1.44 kip M 1.413 kip-in

Shear Lateral 0.01 klf Factored Loading per ACI ACI 318-19 5.3.1c Allowed service deflection 0.23 in

Axial Pressure on Section Deflection PB 1.39 kip Service Loads

Axial 1.39 kip

Lateral Pressure on Section Unfactored Axially Applied Loads Lw = W*(L^4 / L^4 + H^4) 0.01 klf

Unfactored Pressure on Roof uWr 319.9245 psf Hw = W*(H^4 / H^4 + L^4) 0.05 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 2.14 kip Lw = W*(L^4 / L^4 + H^4) 0.02 klf Hw = W*(H^4 / H^4 + L^4) 0.07 klf

Factored Pressure on Roof Wr 527.555 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) 18.7 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) 250 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 : Two-way slab ϕVc 2.885 kip b (section width) 12 in

Shear Parameters H (height of wall) 82.75 in ϕv 0.85 Lh (length of wall) 9.417 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 3180.000 lbs.

E (Concrete) 4286826 psi Central wall? Yes

Concrete density 150 pcf Center of gravity X 185.140 λ 1 Center of gravity Y 81.794

Fy rebar 60000 pcf Y Corridinate 25 Lightweight? No Direction of Wall Y

Fy wire mesh 80000 psi X Corridinate 185.14

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: TIOGA T-4891 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.) Tioga T-4891 (OR) Page 7 of 23

0.3 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 WINDOW 1 0.83 ft 5.5 ft 2 ft 0.9 ft 49.58 0.05 klf 0.35 klf 0.12 kip-ft WINDOW 2 5.04 ft 5.5 ft 2 ft 0.9 ft 49.58 0.05 klf 0.35 klf 0.12 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 4.54 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

3 106 100 31.696 43.28 37.62 33.91 53.32

Total Tension

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

Base Anchor 1 13 in 3.64 12.21 100 in 0.484 kip*ft 30.342 kip*ft Base Anchor 2 64.5 in 3.64 12.21 48.5 in 11.908 kip*ft 7.137 kip*ft Base Anchor 3 106 in 3.50 7.28 7 in 30.890 kip*ft 0.143 kip*ft

Up Left Low Right Wall Connection 1 2 2.703 4.972 25.00% W4 2 111.000 4.972 0.829 45.991 Wall Connection 2 3 2.703 4.292 25.00% W5 92.5 20.500 4.292 33.084 7.332

Design Capacity Reserve Design Resistance Reserve Force (lb) (lb) Capacity (PLF) (PLF) check Capacity

10136 31696 21560 947 19521 OK (21560) OK

96% Final 7.403079185

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

Entire Wall 113 82.75 Y Y 7.723 0.129

WINDOW 1 A' 113 5.95 Y Y 126.494 0.008

A 9.96 5.95 Y N 0.000 0.000 B 79.04 5.95 Y Y 88.393 0.011

WINDOW 2 B' 113 5.95 Y Y 126.494 0.008

C 60.48 5.95 Y Y 67.547 0.015 D 28.52 5.95 Y Y 31.498 0.032

First Segment Second Segment Re-Name Combine/Subtract Method Combined WINDOW 1 Entire Wall A' A'a - Deflection 0.122

A B AB + Stiffness 88.393 A'a AB A'b + Deflection 0.133

WINDOW 2 A'b B' B'a - Deflection 0.125 C D CD + Stiffness 99.045

B'a CD Final + Deflection 0.135

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

WINDOW 1

WINDOW 2

REINFORCEMENT AT OPENINGS

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

Entire Wall WINDOW 1

WINDOW 2

CXT, Inc. (Precast Div.) Tioga T-4891 (OR) Page 8 of 23