15-Special Inspection Certificate.pdf

CARUSO

TURLEY

SCOTT

structural engineers

1215 W. Rio Salado Pkwy.

Suite 200 Tempe, AZ 85281 480.774.1700 www.ctsaz.com

Job No. 25-883 Sheet No. Cover

By AMK Date 4/26

CLIENT:

PROJECT:

GENERAL INFORMATION:

BUILDING CODE: 2024 INTERNATIONAL BUILDING CODE

4/30/2026

YOUR VISION IS OUR MISSION

Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701

Job Name: MCC Vet Tech

Job No. : 25-0883 Sheet No.:

By: AKM Date: 4/24

BASIS OF DESIGN

BUILDING CODE:

2024 EDITION OF THE INTERNATIONAL BUILDING CODE AND STANDARDS REFERENCED THEREIN, WITH

CITY OF MESA AMENDMENTS.

LOADS:

ROOFS:

ROOF LIVE LOAD = 20 PSF (REDUCIBLE).

ROOF DEAD LOAD = 20 PSF.

LATERAL:

WIND:

BASIC DESIGN WIND SPEED (3-SECOND GUST), V(ult) = 102 MPH.

RISK CATEGORY, II.

EXPOSURE C.

INTERNAL PRESSURE COEFFICIENT = +0.18/ -0.18.

COMPONENTS AND CLADDING WIND LOADS:

ROOF ZONE 1 = -38.2 PSF.

ROOF ZONE 2 = -50.5 PSF.

ROOF ZONE 3 = -67.4 PSF.

WALL ZONE 4 = 24.1 PSF.

PARAPET WALL ZONE 4 = 54.1 PSF.

WALL ZONE 5 = 29.2 PSF.

PARAPET WALL ZONE 5 = 70.6 PSF.

SEISMIC:

RISK CATEGORY, II

SEISMIC IMPORTANCE FACTOR, I = 1.0.

MAPPED SHORT PERIOD SPECTRAL ACCELERATION, Ss = 0.183g.

MAPPED ONE SECOND SPECTRAL ACCELERATION, S1 = 0.066g.

SOIL SITE CLASS, C.

DESIGN SHORT PERIOD SPECTRAL ACCELERATION, Sds = 0.159g.

DESIGN ONE SECOND SPECTRAL ACCELERATION, Sd1 = 0.066g.

SEISMIC DESIGN CATEGORY, A.

BASIC SEISMIC-FORCE-RESISTING SYSTEM = ORDINARY REINFORCED MASONRY SHEAR WALLS.

DESIGN BASE SHEAR = 10.1k.

SEISMIC RESPONSE COEFFICIENT, Cs = 0.01.

RESPONSE MODIFICATION FACTOR (R) = 2.0.

ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE PROCEDURE

FOR DEFLECTION/CAMBER CRITERIA OF STRUCTURAL MEMBERS ENGINEERED BY OTHERS, SEE

SPECIFIC MEMBER'S SECTION BELOW.

FOUNDATIONS:

GEOTECHNICAL REPORT BY ACS SERVICES LLC; JOB NO. 2501453. ISOLATED AND CONTINUOUS

FOOTINGS SHALL BEAR ON CONTROLLED COMPACTED FILL 1'-6" MINIMUM BELOW ADJACENT

FINISHED GRADE, PAD GRADE OR EXISTING GRADE AS STATED IN GEOTECHNICAL REPORT. FINISHED

GRADE (PAD GRADE) IS DEFINED AS TOP OF SLAB FOR INTERIOR FOOTINGS AND LOWEST

ADJACENT GRADE WITHIN 5 FEET FOR PERIMETER FOOTINGS. DESIGN SOIL BEARING VALUE =

1,500 PSF. REFER TO GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION PRIOR TO

YOUR VISION IS OUR MISSION

Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701

Job Name: MCC Vet Tech

Job No. : 25-0883 Sheet No.:

By: AKM Date: 4/24

BASIS OF DESIGN

COMMENCEMENT OF EARTHWORK. GEOTECHNICAL ENGINEER SHALL INSPECT FOUNDATION

EXCAVATIONS PRIOR TO PLACEMENT OF CONCRETE.

CONCRETE:

SPECIFIED 28 DAY COMPRESSIVE STRENGTH F'c:

FOUNDATIONS (DESIGN BASED ON 2,500 PSI) --------------------------------------------------------------------- 3,000 PSI

MASONRY:

HOLLOW CONCRETE MASONRY UNITS: F’m = 2,000

REINFORCING:

BARS #5 AND LARGER: Fy = 60,000 PSI BARS #4 AND SMALLER: Fy = 40,000 PSI

STRUCTURAL STEEL:

MISC. STRUCTURAL STEEL (A36): Fy = 36,000 PSI.

PIPE STEEL (A53 Gr.B or A500 Gr. B): Fy = 36,000 PSI.

WIDE FLANGE STEEL SECTIONS (A992): Fy = 50,000 PSI.

TUBULAR STEEL (A500 Gr. B): Fy = 46,000 PSI.

BOLTS: A307

Job Name

Job No. Sheet No.

By Date

1215 W. Rio Salado Pkwy

Tempe, AZ 85281 T: (480) 774-1700 F: (480) 774-1701

Job Name

Job No. 25-0883 Sheet No.

By AKM Date 04.23.2025

DESIGN ROOF LOADS

ROOF LOADS:

ROOFING

METAL DECK

STEEL JOISTS

INSULATION

MPE

SPRINKLERS

MISC

2.0 PSF

2.3 4.5 2.0 1.5 1.5 1.2

DL = 15.0 PSF

RL = 20.0 PSF (REDUCIBLE)

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[eq

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[in ter na l p res su res ca nc el ou t -n o b uil din g e xp an sio n joi nt s p res en t]

1.

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K zh

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1/

ASCE 7-16 WIND LOAD CALCULATION

By: AMK Date: Apr-26

Job No.: 25-0883 Sheet No.:

Job Name: MCC Vet Tech

D es ig n

Eq ua tio ns ft

T al l P ar ap et ft

T al l P ar ap et

M W

FR

S

W al l L oa di ng

(S in gl e

St or y)

[1 m ph

E xp os ur e

C]

AS

CE

-1

Se ct io n

.3

.1 R ig id

B ui ld in gs

S ec tio n

.3

.4 P ar ap et s ft

T al l P ar ap et ft

T al l P ar ap et ft

T al l P ar ap et ft

T al l P ar ap et

V3s = 102 [mph - wind speed - 3 sec gust] zg = 900 [Table 26.11-1 ASCE 7-16, page 269] Exposure = C [B, C, D - Section 26.7.3 ASCE 7-16, page 266] = 9.5 [Table 26.11-1 ASCE 7-16, page 269]

Kzt= 1.00 [Figure 26.8-1 ASCE 7-16, page 267] h = 19 [ft - mean roof height] Kd= 0.85 [Table 26.6-1 ASCE 7-16, page 266 (for all buildings, Kd = 0.85)] Kh= 0.89 [Table 26.10-1 ASCE 7-16, page 268, (K h = K z evaluated at h)] Ke= 0.96 [Section 26.9 and Table 26.9-1 ASCE 7-16, page 268]

0 10 20 30 40 60 80 100 140 180 220 260 300 400 10 Zone 5 GCp GCpi 1.58 1.58 1.47 1.41 1.37 1.31 1.26 1.23 1.18 1.14 1.11 1.08 1.06 1.01 1.58

Pressure [psf] 30.6 30.6 28.5 27.3 26.4 25.2 24.4 23.7 22.7 22.0 21.4 20.9 20.5 19.6 30.6 Zone 4 GCp GCpi 1.28 1.28 1.23 1.20 1.17 1.14 1.12 1.10 1.08 1.06 1.04 1.03 1.02 1.00 1.28

Pressure [psf] 24.8 24.8 23.7 23.1 22.7 22.1 21.7 21.3 20.8 20.5 20.2 19.9 19.7 19.3 24.8 p C&C h<60 = q h (GC pGC pi ) [eq 30.3-1] p C&C h>60 = q(GC p ) q i (GC pi ) [eq 30.5-1] (note: it is conservativly assumed q and q i equal q h therefore the two equations above can be combined into one equation.)

p C&C = q h (GC pGC pi ) q h = 0.00256*K h *K zt *K d *V 2 [eq 30.3-1]

GC pi = 0.18 [enclosed building] [table 26.13-1] p C&C = 19.339 * (GC pGC pi ) a = max[a 1 ; a 2 ] a 1 = min[(0.1)(LHD); (0.4)(h)] a 2 = max[(0.04)(LHD); 3 ft]

LHD = least horizontal dimension

Tributary Area [sq ft]

Design Equations

Job Name: MCC Vet Tech

Job No.: 25-0883 Sheet No.:

By: Date: 46138

Components & Cladding Wall Loading [eave / mean roof height = 19 ft - 102 mph - Exposure C] ASCE 7-16 Sections 30.3 (h 60) & 30.5 (h>60)

4/30/2026Chart Printed:

Figure 30.5-1 Components and Cladding, Part 3 [h>60 ft]Figure 30.3-1 Components and Cladding [h<=60 ft]

V3s = 102 [mph - wind speed - 3 sec gust] zg = 900 [Table 26.11-1 ASCE 7-16, page 269] Exposure = C [B, C, D - Section 26.7.3 ASCE 7-10] = 9.5 [Table 26.11-1 ASCE 7-16, page 269]

Kzt= 1.00 [Figure 26.8-1 ASCE 7-16, page 267] hparapet = 26 [height to top of parapet] Kd= 0.85 [Table 26.6-1 ASCE 7-16, page 266 (for all buildings, Kd = 0.85)] Kp= 0.95 [Table 30.3-1 ASCE 7-16, page 335 (K p = K z evaluated at top of parapet)] Ke= 0.96 [Section 26.9 and Table 26.9-1 ASCE 7-16, page 268]

0 10 20 30 40 60 80 100 140 180 220 260 300 400 10 Zone 5 GCp (L.C. A Governs) 3.80 3.80 3.24 2.90 2.67 2.34 2.11 1.92 1.90 1.88 1.86 1.85 1.84 1.82 3.80

Pressure [psf] 78.5 78.5 66.8 60.0 55.2 48.3 43.5 39.7 39.2 38.8 38.5 38.2 38.0 37.5 78.5 Zone 4 GCp (L.C. A Governs) 2.80 2.80 2.54 2.38 2.27 2.12 2.01 1.92 1.90 1.88 1.86 1.85 1.84 1.82 2.80

Pressure [psf] 57.8 57.8 52.4 49.2 46.9 43.8 41.5 39.7 39.2 38.8 38.5 38.2 38.0 37.5 57.8 p C&C parapet = q h (GC pGC pi ) [eq 30.8-1] q p = 0.00256*K p *K zt *K d *V 2 [eq 26.10-1]

GC pi = 0 [internal parapet pressues cancel out] p C&C parapet = 20.659 * (GC pGC pi ) a = max[a 1 ; a 2 ] a 1 = min[(0.1)(LHD); (0.4)(h)] a 2 = max[(0.04)(LHD); 3 ft]

LHD = least horizontal dimension

Figure 30.5-1 Components and Cladding, Part 3 [h>60 ft]Figure 30.3-1 Components and Cladding [h<=60 ft]

By: Date: 46138

Job No.: 25-0883 Sheet No.:

ASCE 7-16 Sections 30.8

Tributary Area [sq ft]

Components & Cladding Parapet Loading [top of parapet = 26 ft - 102 mph - Exposure C]

Chart Printed: 4/30/2026

Parapet Pressure Design Equations

Job Name: MCC Vet Tech

ASCE Hazards Report Address:

1833 W Southern Ave Mesa, Arizona 85202

Standard: ASCE/SEI 7-16 Latitude: 33.390461

Risk Category: II Longitude: -111.870617

Soil Class: C - Very Dense Soil and Soft Rock

Elevation: 1202.2177012137472 ft

(NAVD 88)

Wind

Results:

Wind Speed 102 Vmph

10-year MRI 71 Vmph

25-year MRI 77 Vmph

50-year MRI 82 Vmph

100-year MRI 87 Vmph

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

Date Accessed: Thu Nov 06 2025

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

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

Page 1 of 3https://ascehazardtool.org/ Thu Nov 06 2025 https://ascehazardtool.org/

SS : 0.183

S1 : 0.066

Fa : 1.3

Fv : 1.5

SMS : 0.238

SM1 : 0.098

SDS : 0.159

SD1 : 0.066

TL : 6

PGA : 0.08

PGA M : 0.105

FPGA : 1.3

Ie : 1

Cv : 0.7

Seismic Design Category: A Design Response Spectrum

S (g) vs T(s)a

MCE Response SpectrumR

S (g) vs T(s)a

Design Vertical Response Spectrum

S (g) vs T(s)a

MCE Vertical Response SpectrumR

S (g) vs T(s)a

Seismic

C - Very Dense Soil and Soft RockSite Soil Class:

Results:

Data Accessed: Thu Nov 06 2025

Date Source:

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

Page 2 of 3https://ascehazardtool.org/ Thu Nov 06 2025

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

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

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

Page 3 of 3https://ascehazardtool.org/ Thu Nov 06 2025

4/30/2026 6:18 PM EST Bare Deck Uniform Load Summary 1 of 2

20 ga PLB™-36 Grade 50

Bare Deck Inward and Outward Uniform Load

Calculated in accordance with IAPMO ER-2018, AISI S100-16 (2020) w/S2-20

5/8" Visible Dia. Arc Spot Weld Connections to Supports End Bearing Length of 2 in.

36 / 4 Perpendicular Connection Pattern to Supports Interior Bearing Length of 4 in.

A572 GR50 Support Member or Equivalent L/240 Deflection Limit

0.1 ≤ Support Thickness (in.) ≤ ∞ Sheet lengths are limited to 42 ft

End Connection Pattern Interior Connection Pattern

Inward Uniform LRFD Design Load Table (psf)

No. of Spans

Span

6'-0'' 6'-6'' 7'-0'' 7'-6'' 8'-0'' 8'-6'' 9'-0'' 9'-6'' 10'-0''

1 192 163 141 123 108 95 85 76 69

2 195 167 144 126 110 98 87 78 71

3 243 208 179 156 138 122 109 98 88

Inward Uniform ASD Design Load Table (psf)

No. of Spans

Span

6'-0'' 6'-6'' 7'-0'' 7'-6'' 8'-0'' 8'-6'' 9'-0'' 9'-6'' 10'-0''

1 128 109 94 82 72 64 57 51 46

2 130 111 96 84 74 65 58 52 47

3 162 138 119 104 92 81 73 65 59

Inward Uniform SERVICE Design Load Table, L/240 (psf)

No. of Spans

Span

6'-0'' 6'-6'' 7'-0'' 7'-6'' 8'-0'' 8'-6'' 9'-0'' 9'-6'' 10'-0''

1 66 52 42 34 28 23 20 17 14

2 169 133 106 86 71 59 50 43 36

3 132 104 83 68 56 47 39 33 29

4/30/2026 6:18 PM EST Bare Deck Uniform Load Summary 2 of 2

Outward Uniform LRFD Design Load Table (psf)

No. of Spans

Span

6'-0'' 6'-6'' 7'-0'' 7'-6'' 8'-0'' 8'-6'' 9'-0'' 9'-6'' 10'-0''

1 195 168 145 126 111 98 88 79 71

2 156 144 134 122 107 95 85 76 69

3 177 164 152 142 133 118 106 95 86

Outward Uniform SERVICE Design Load Table, L/240 (psf)

No. of Spans

Span

6'-0'' 6'-6'' 7'-0'' 7'-6'' 8'-0'' 8'-6'' 9'-0'' 9'-6'' 10'-0''

1 70 55 44 36 30 25 21 18 15

2 160 126 101 82 68 56 47 40 35

3 125 99 79 64 53 44 37 32 27

SDI Construction Span

Point Load Uniform Load Span Condition

(lb) (psf) 1 Span 2 Span 3 Span

200.0 20.0 11'-8'' 14'-3'' 14'-5''

Strength Properties

Property LRFD ASD

Positive Bending Strength ϕb ∙ Mₙ+ = 0.862 k-ft/ft Mₙ+ / Ωb = 0.574 k-ft/ft

Negative Bending Strength ϕb ∙ Mₙ- = 0.889 k-ft/ft Mₙ- / Ωb= 0.592 k-ft/ft

Vertical Web Shear Strength Φv ∙ Vn = 4.894 kips/ft Vn/ Ωv = 3.220 kips/ft

Vertical Shear, Normal Position (Cell Deck only) ϕ ∙ Vnn = - kips/ft Vnn/ Ω = - kips/ft

Vertical Shear, Inverted Position (Cell Deck only) ϕ ∙ Vni = - kips/ft Vni / Ω = - kips/ft

End Web Crippling Strength (2 in. bearing) ϕw∙ Pₙₑ₁ = 1.991 kips/ft Pₙₑ₁ / Ωw= 1.301 kips/ft

Interior Web Crippling Strength (4 in. bearing) ϕw ∙ Pₙᵢ₁ = 3.480 kips/ft Pₙᵢ₁/ Ωw= 2.339 kips/ft

Version: V1.0.0 Beta

NOTICE: Design defects that could cause injury or death may result from relying on the information in this document without independent verification by a qualified professional.

The information in this document is provided “AS IS”. Nucor Corporation and its affiliates expressly disclaim: (i) any and all representations, warranties and conditions and (ii) all liability arising out of or related to this document and the information in it.

4/30/2026 6:18 PM EST Bare Deck Diaphragm Summary 1 of 2

20 ga PLB™-36 Grade 50

Bare Deck Diaphragm Strength Shear Strength and Stiffness

Calculated in accordance with IAPMO ER-2018, AISI S100-16 (2020) w/S2-20, AISI S310-20 w/S1-22

5/8" Visible Dia. Arc Spot Weld Connections to Supports A572 GR50 Support Member or Equivalent

36 / 4 Perpendicular Connection Pattern to Supports 0.1 ≤ Support Thickness (in.) ≤ ∞

PunchLok II (VSC2) Sidelap Connection End Bearing Length of 2 in.

End Condition: Both Ends Lapped Sheet lengths are limited to 42 ft

End Connection Pattern Interior Connection Pattern

LRFD Design Seismic Diaphragm Shear Strength ϕ∙Sn (plf) 3 Span Condition

Sidelap Connection

Spacing (in.)

Span

6'-0'' 6'-6'' 7'-0'' 7'-6'' 8'-0'' 8'-6'' 9'-0'' 9'-6'' 10'-0''

4 1663 1663 1663 1663 1663 1658 1479 1327 1198

6 1663 1663 1663 1663 1663 1658 1479 1327 1198

8 1663 1663 1663 1663 1663 1658 1479 1327 1198

12 1485 1522 1461 1497 1443 1476 1429 1327 1198

18 1221 1296 1233 1175 1242 1191 1142 1203 1159

24 1052 1153 1092 1035 983 1070 1024 981 941

36 855 988 930 878 831 789 750 853 816

LRFD Design Wind Diaphragm Shear Strength ϕ∙Snt (plf)

MWFRS Design Net Wind Uplift (LRFD) = 0 psf 3 Span Condition

Sidelap Connection

Spacing (in.)

Span

6'-0'' 6'-6'' 7'-0'' 7'-6'' 8'-0'' 8'-6'' 9'-0'' 9'-6'' 10'-0''

4 2268 2268 2268 2130 1872 1658 1479 1327 1198

6 2268 2268 2268 2130 1872 1658 1479 1327 1198

8 2268 2268 2268 2130 1872 1658 1479 1327 1198

12 2025 2075 1993 2041 1872 1658 1479 1327 1198

18 1665 1768 1682 1602 1694 1624 1479 1327 1198

24 1435 1573 1489 1412 1341 1460 1396 1327 1198

36 1166 1347 1268 1197 1133 1076 1022 1163 1113

4/30/2026 6:18 PM EST Bare Deck Diaphragm Summary 2 of 2

Seismic or Wind Diaphragm Shear Stiffness, G' (kip/in.) 3 Span Condition

Sidelap Connection

Spacing (in.)

Span

6'-0'' 6'-6'' 7'-0'' 7'-6'' 8'-0'' 8'-6'' 9'-0'' 9'-6'' 10'-0''

4 228.5 229.4 228.1 228.9 227.7 228.4 227.4 228.1 227.1

6 207.9 207.5 207.1 206.7 206.4 206.1 205.9 205.7 205.5

8 191.8 192.6 193.3 193.9 189.6 190.4 191.1 191.7 188.2

12 168.0 171.4 166.1 169.3 164.7 167.7 163.5 166.3 162.6

18 144.8 151.6 146.1 141.1 147.1 142.7 138.5 143.9 140.1

24 129.7 139.0 133.6 128.6 123.9 132.0 127.8 124.0 120.3

36 111.1 123.9 118.6 113.8 109.4 105.2 101.4 111.8 108.3

Average Connection Spacing to Supports at Parallel Chords & Collectors (in.)

Sidelap Connection

Spacing (in.)

Span

6'-0'' 6'-6'' 7'-0'' 7'-6'' 8'-0'' 8'-6'' 9'-0'' 9'-6'' 10'-0''

4 6 5 6 5 6 5 6 5 6

6 8 8 8 8 8 8 8 8 8

8 10 10 9 10 11 10 10 10 11

12 12 13 14 13 14 13 14 13 13

18 14 16 17 18 16 17 18 16 17

24 18 16 17 18 19 17 18 19 20

36 24 20 21 23 24 26 27 23 24

Number of Sidelap Connections per Span

Sidelap Connection

Spacing (in.)

Span

6'-0'' 6'-6'' 7'-0'' 7'-6'' 8'-0'' 8'-6'' 9'-0'' 9'-6'' 10'-0''

4 18 20 21 23 24 26 27 29 30

6 12 13 14 15 16 17 18 19 20

8 9 10 11 12 12 13 14 15 15

12 6 7 7 8 8 9 9 10 10

18 4 5 5 5 6 6 6 7 7

24 3 4 4 4 4 5 5 5 5

36 2 3 3 3 3 3 3 4 4

Note: MWFRS Design Net Wind Uplift (LRFD) = 0 psf

Tables may be limited by fastener tension strength capacity

Version: V1.0.0 Beta

NOTICE: Design defects that could cause injury or death may result from relying on the information in this document without independent verification by a qualified professional.

The information in this document is provided “AS IS”. Nucor Corporation and its affiliates expressly disclaim: (i) any and all representations, warranties and conditions and (ii) all liability arising out of or related to this document and the information in it.

I (in4)****

*Designation loads are unfactored

**Negative value indicates TCXL location

***Ensure joist self weight has been included in specified dead load

****Minimum moment of inertia should be provided to Vulcraft if required for structural performance

*****Calculated deflections have been increased by 15% to account for shear deformation

******Actual duct sizes and locations should be provided to Vulcraft to ensure clearance during final design

RECORD KEY

ESTIMATED PROPERTIES

All provided properties are accurate for comparison. Contact Vulcraft if exact values are required.

Self Weight (psf)*** LL Deflection (L/X)***** TC Width (in) Bridging (T/X/EX/B) Seat Depth (in) Max Duct Sizes (Rd | Sq | H x W)******

1.8 376 [1.4 ] 5.00 2/0/0/3 2.50 11" | 9" | 8" x 9"

UPLIFT ZONES

Type Magnitude (psf) Start Location (ft)** Length (ft)

Gross (0.6W) 10 0 42.67

20 0 0 20 0 0 0

UNIFORM LOADS

All uniform loads are included in designation loading for non-SP joists.

Dead (psf) Dead Collateral (psf) Live (psf) Live Roof (psf) Rain (psf) Snow [0.7S] (psf) Downward Wind [0.6W] (psf)

Designation* Span (ft) Tributary Width (ft) TCXL (ft) TCXR (ft) Slope (in/ft) LL Deflection Limit (L/X) Min I (in4)

24K320/160 42.67 8 0 0 0 240 0

25-0883 MCC Vet Tech J1 - ASD Service Level ASCE 7-22 04/30/2026

SPECIFICATIONS

PROJECT INFO

Project Number Project Name Design Mark Engineer Design Method Load Type Design Code Date

Ron Kuklish Typewriter J1

I (in4)****

*Designation loads are unfactored

**Negative value indicates TCXL location

***Ensure joist self weight has been included in specified dead load

****Minimum moment of inertia should be provided to Vulcraft if required for structural performance

*****Calculated deflections have been increased by 15% to account for shear deformation

******Actual duct sizes and locations should be provided to Vulcraft to ensure clearance during final design

RECORD KEY

ESTIMATED PROPERTIES

All provided properties are accurate for comparison. Contact Vulcraft if exact values are required.

Self Weight (psf)*** LL Deflection (L/X)***** TC Width (in) Bridging (T/X/EX/B) Seat Depth (in) Max Duct Sizes (Rd | Sq | H x W)******

2.6 314 [2.3 ] 6.00 3/0/0/3 5.00 17" | 14" | 11" x 19"

UPLIFT ZONES

Type Magnitude (psf) Start Location (ft)** Length (ft)

Gross (0.6W) 10 0 60

20 0 0 20 0 0 0

UNIFORM LOADS

All uniform loads are included in designation loading for non-SP joists.

Dead (psf) Dead Collateral (psf) Live (psf) Live Roof (psf) Rain (psf) Snow [0.7S] (psf) Downward Wind [0.6W] (psf)

Designation* Span (ft) Tributary Width (ft) TCXL (ft) TCXR (ft) Slope (in/ft) LL Deflection Limit (L/X) Min I (in4)

30LH320/160 60 8 0 0 0 240 0

25-0883 MCC Vet Tech J2 - ASD Service Level ASCE 7-22 04/30/2026

SPECIFICATIONS

PROJECT INFO

Project Number Project Name Design Mark Engineer Design Method Load Type Design Code Date

Ron Kuklish Typewriter J2

Tempe, AZ 85281 480.774.1700 www.ctsaz.com

CARUSO

TURLEY

SCOTT

structural engineers

Job name Job no.

By Date

Page no.

AKM

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Tempe, AZ 85281 480.774.1700 www.ctsaz.com

CARUSO

TURLEY

SCOTT

structural engineers

Job name Job no.

By Date

Page no.

AKM

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Tempe, AZ 85281 480.774.1700 www.ctsaz.com

CARUSO

TURLEY

SCOTT

structural engineers

Job name Job no.

By Date

Page no.Page 61

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5 PSF

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79.7 PSF

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34.6 PSF

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MASONRY JAMB MJ2

ROOF LOAD FROM JOISTS = 4.7k DL + 3.4k Lr WALL WIND LOAD = 34.6x (4.5' + 2')/2' = 123 PSF PARAPET WIND LOAD = 79.7 x (4.5' + 2')/2' = 260 PSF

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Steel Beam LIC# : KW-06016452, Build:20.26.02.06 CARUSO TURLEY SCOTT (c) ENERCALC, LLC 1982-2026

DESCRIPTION: FOLDING PARTITION BEAM

CARSUO TURLEY SCOTT, INC.

1215 W. Rio Salado Pkwy, Suite 200 Tempe, AZ 85281

Project File: 250883 MCC Vet Tech - Mesa, AZ.ec6

Project Title: MCC Vet Tech Engineer: AKM Project ID: 25-0883 Project Descr:

Referenced Design Standard(s) : AISC 360-22 Load Combination Set : IBC 2018

Code References Governing Code : IBC 2024

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

Span = 40.660 ft

W21x57 1 2

D(0.180)

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading

Uniform Load : D = 0.0150 ksf, Tributary Width = 12.0 ft .Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.152 : 1

Load Combination D Only

Span # where maximum occurs Span # 1

4.818 k Mn / Omega : Allowable 321.856 k-ft Vn/Omega : Allowable

W21x57Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination D Only

170.910 k

Section used for this span W21x57 Ma : Applied

Maximum Shear Stress Ratio = 0.028 : 1

0.000 ft

48.977 k-ft Va : Applied

0 <360

Ratio = 0 <180

Maximum Deflection Max Downward Transient Deflection 0 in 0Ratio = <360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.432 in Ratio = >=180 Max Upward Total Deflection 0 in n/a n/a Span: 1 : D Only n/a

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only

Dsgn. L = 40.66 ft 1 0.152 0.028 48.98 48.98 537.50 321.86 1.00 1.00 4.82 256.37 170.91 +0.60D

Dsgn. L = 40.66 ft 1 0.091 0.017 29.39 29.39 537.50 321.86 1.00 1.00 2.89 256.37 170.91

LocationLoad CombinationMax. LocationLoad CombinationSpan Max.

Overall Maximum Deflections in Span"+" Deflin Span"-" Defl D Only1 0.4315 20.446 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 4.818 4.818 Max Upward from Load Combinations 2.891 2.891 Max Upward from Load Cases 4.818 4.818 D Only 4.818 4.818 +0.60D 2.891 2.891

ASCE 7-22 Seismic Base Shear

DESCRIPTION: Seismic analysis

CARSUO TURLEY SCOTT, INC.

1215 W. Rio Salado Pkwy, Suite 200 Tempe, AZ 85281

Project File: 250883 MCC Vet Tech - Mesa, AZ.ec6

Project Title: MCC Vet Tech Engineer: AKM Project ID: 25-0883 Project Descr:

Risk Category ASCE 7-22, Table 1.5-1

Calculations per ASCE 7-22

"II" : All Buildings and other structures except those listed as Category I, III, and IV

Risk Category of Building or Other Structure :

Seismic Importance Factor = 1.00 ASCE 7-22, Table 1.5-2

Ground Motion ASCE 7-22 Section 11.4 Max. Ground Motions, 5% Damping :

S = 0.1830S g, 0.2 sec response S 0.06601 g, 1.0 sec response=

S = 0.2380MS g S 0.0980M1 g=

Site Class & Seismic Design Category Classification: ASCE 7-22 Table 20.2-1"C" : Very Dense Sand/Hard Clay : Shear Wave Velocity 1= C

Design Spectral Acceleration ASCE 7-22 Eq. 11.4-1S = S * 2/3 = 0.159DS MS

= 0.065 ASCE 7-22 Eq. 11.4-2S = S * 2/3D1 M1

Seismic Design Category ASCE 7-22 Table 11.6-1 & -2= A

Seismic Base Shear ASCE 7-22 Section 12.8.1

W ( see Sum Wi below ) = 0.00 kCs = 0.0100 from 12.8.1.1 Seismic Base Shear V = Cs * W = 0.00 k

Load Path Connections : Seismic Design Category "A" ASCE 7-22 Section 11.7 Connections used to form a continuous path of the load resisting system should be capable of transmitting the seismic force " Fp " indiced by the parts being connected. See full text of ASCE 7-22 section 11.7 for all details.

Cantilevered Retaining Wall

DESCRIPTION: MAS WALL AT DOG WALK

CARSUO TURLEY SCOTT, INC.

1215 W. Rio Salado Pkwy, Suite 200 Tempe, AZ 85281

Project File: 250883 MCC Vet Tech - Mesa, AZ.ec6

Project Title: MCC Vet Tech Engineer: AKM Project ID: 25-0883 Project Descr:

Referenced Design Standard(s) : ACI 318-19 , TMS 402-22

Code References Governing Code : IBC 2024

0.00 4.00 0.00 6.00

2,000.0

35.0

0.0 0.0

Criteria Soil Data

Retained Height = ft Wall height above soil = ft

Active Heel Pressure = psf/ftSlope Behind Wall Height of Soil over Toe in Water table above

= ft

110.00= pcf

Soil Density, Heel

Passive Pressure = psf/ft

Allow Soil Bearing = psf

Soil Density, Toe 110.00 pcf Footing||Soil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in

Equivalent Fluid Pressure Method bottom of footing

Surcharge Loads Adjacent Footing Load

Load Type

0.0 Lateral Load = 150.0 #/ft

0.0

100.0 0.0 0.0

Axial Load Applied to Stem Wall to Ftg CL Dist = 0.00 ft

Wind on Exposed Stem psf30.0=

Lateral Load Applied to Stem Surcharge Over Heel = psf Adjacent Footing Load = 0.0 lbs

Axial Dead Load (Service Level)

= lbs

Footing Type Line Load

Surcharge Over Toe Footing Width = 0.00 ft...Height to Top = 4.00 ft Eccentricity = 0.00 in...Height to Bottom = 3.00 ft

Used To Resist Sliding & Overturning

Used for Sliding & Overturning

== 0.000 ft Axial Live Load =

Base Above/Below Soil lbs

Axial Load Eccentricity = =Poisson's Ratio 0.300 at Back of Wall in (Strength Level)

Wind (W)=

Design Summary

Wall Stability Ratios Overturning = 1.63

Global Stability = 13.26

OK

Sliding = 1.45 Ratio < 1.5!

Total Bearing Load = 930 lbs ...resultant ecc. = 13.99 in

Eccentricity outside middle third Soil Pressure @ Toe = 913 psf OK Soil Pressure @ Heel = 0 psf OK

Allowable = 2,000 psf Soil Pressure Less Than Allowable

ACI Factored @ Toe = 1,278 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 4.7 psi OK Footing Shear @ Heel = 2.2 psi OK

Allowable = 82.2 psi

Sliding Calcs Lateral Sliding Force = 253.1 lbs

Masonry Block Type =

Stem Construction Bottom Stem OK

Shear.....Actual

Design Height Above Ftg = 0.00ft Wall Material Above "Ht" = Masonry

Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 24.00 Rebar Placed at = Center

Design Data fb/FB + fa/Fa = 0.761 Total Force @ Section

= 222.0lbs

Moment....Actual = 669.0ft-#

Moment.....Allowable = 881.3

= 2.4psi

Shear.....Allowable = 43.9psi

Wall Weight = 0.0psf Rebar Depth 'd' = 3.81in

Masonry Data f'm = 1,500psi Fs =psi 20,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 Equiv. Solid Thick. = 7.63in

Concrete Data f'c =psi Fy =

Masonry Design Method ASD=

Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi

Service Level =lbsStrength Level

Service Level Strength Level =ft-#

Service Level Strength Level =psi

Design Method = ASD SD SD

Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures.

Anet (Masonry) = 91.50in2

DESCRIPTION: MAS WALL AT DOG WALK

CARSUO TURLEY SCOTT, INC.

1215 W. Rio Salado Pkwy, Suite 200 Tempe, AZ 85281

Project File: 250883 MCC Vet Tech - Mesa, AZ.ec6

Project Title: MCC Vet Tech Engineer: AKM Project ID: 25-0883 Project Descr:

Summary of Sliding Forces

FS = 1.0 FS = 1.5

Lateral Force @ Base of Footing 253.11 lbs 379.67 lbs less 100% Passive Force - 0.0 lbs - 0.0 lbs less 100% Friction Force - 366.60 lbs - 366.60 lbs

Added Resisting Force Required 0.0 lbs

Added Resisting Force Required for 1.5 Factor of Safety 13.07 lbs

Sliding Factor of Safety = 1.448: 1.00

DESCRIPTION: MAS WALL AT DOG WALK

CARSUO TURLEY SCOTT, INC.

1215 W. Rio Salado Pkwy, Suite 200 Tempe, AZ 85281

Project File: 250883 MCC Vet Tech - Mesa, AZ.ec6

Project Title: MCC Vet Tech Engineer: AKM Project ID: 25-0883 Project Descr:

1.50 2.17

16.00

Footing Torsion, Tu = ft-lbs0.00 Min. As %

Footing Allow. Torsion, Tn

0.0018

= ft-lbs

Footing Data

If torsion exceeds allowable, provide f'c

0.00

= 3,000 psi

Toe Width = ft Heel Width =

Footing Thickness = in 3.67=

Cover @ Top =2.00 in@ Btm.= 3.00 in

Total Footing Width

= 150.00 pcfFooting Concrete Density Fy = 60,000 psi

Footing Design Results

Key:

No key defined

Factored Pressure Mu' : Upward Mu' : Downward Mu: Design

Actual 1-Way Shear Allow 1-Way Shear

Toe: #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 18 in, #8@ 18 in, #9@ 18 in, #10@ 18 in

#4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 18 in, #8@ 18 in, #9@ 18 in, #10@ 18 in

= None Spec'd

1,278 1,080

4.73 47.68

Heel:

2.23 46.49

HeelToe psf ft-# ft-# ft-# psi psi

Heel Reinforcing = # 5 @ 8.00 in

Other Acceptable Sizes & Spacings

Key Reinforcing

Toe Reinforcing = # 5 @ 8.00 in

Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars:

1.27 0.35

#4@ 6.94 in #5@ 10.76 in #6@ 15.28 in in2 in2 /ft

If two layers of horizontal bars:

#4@ 13.89 in #5@ 21.53 in #6@ 30.56 in supplemental design for footing torsion.

Mn 27,68725,595= ft-#

Summary of Overturning & Resisting Forces & Moments

.....RESISTING..........OVERTURNING

Force Distance Moment Distance Moment Item

Force ft-# lbs ftft ft-#lbs

Sloped Soil Over Heel =Surcharge over Heel

Surcharge Over Heel

Adjacent Footing Load =Adjacent Footing Load

Axial Dead Load on Stem = 100.0 1.83 183.3 =* Axial Live Load on Stem

Soil Over Toe Surcharge Over Toe

Surcharge Over Toe

Load @ Stem Above Soil

72.0 3.33 240.0

82.5 0.75 61.9=

Stem Weight(s) =Earth @ Stem Transitions =Footing Weight

734.0 1.84 1,346.9 Key Weight

1.50

Added Lateral Load lbs

= 978.8

Vert. Component

Total

916.5

150.0 4.83 725.0

1,592.1

* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.

Total = R.M.

=253.1 O.T.M.

Resisting/Overturning Ratio = 1.63

Vertical Loads used for Soil Pressure = 930.2 lbs

Soil Over HL (ab. water tbl) 0.0 2.92 0.0HL Act Pres (ab water tbl) 31.1 0.44 13.8 Soil Over HL (bel. water tbl) 2.92HL Act Pres (be water tbl) Water TableHydrostatic Force

Buoyant Force =

Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance.

Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance.

DESCRIPTION: MAS WALL AT DOG WALK

CARSUO TURLEY SCOTT, INC.

1215 W. Rio Salado Pkwy, Suite 200 Tempe, AZ 85281

Project File: 250883 MCC Vet Tech - Mesa, AZ.ec6

Project Title: MCC Vet Tech Engineer: AKM Project ID: 25-0883 Project Descr:

Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered)

Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.028 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil.

DESCRIPTION: MAS WALL AT DOG WALK

CARSUO TURLEY SCOTT, INC.

1215 W. Rio Salado Pkwy, Suite 200 Tempe, AZ 85281

Project File: 250883 MCC Vet Tech - Mesa, AZ.ec6

Project Title: MCC Vet Tech Engineer: AKM Project ID: 25-0883 Project Descr:

Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 15182.50 psi

K_cover=3.5, K_spacing=24, K_diam=5.625, and K_min=3.5 Lap Splice length for #5 bar specified in this stem design segment (25.4.2.4a) = 25.00 in Development length for #5 bar specified in this stem design segment = 22.48 in

Hooked embedment length into footing for #5 bar specified in this stem design segment = 7.87 in As Provided = 0.1550 in2/ft As Required = 0.0394 in2/ft r: Confining Reinforcement Factor = 1.00 o: Location Factor = 1.00 c: Concrete Strength Factor = 0.80

DESCRIPTION: MAS WALL AT DOG WALK

CARSUO TURLEY SCOTT, INC.

1215 W. Rio Salado Pkwy, Suite 200 Tempe, AZ 85281

Project File: 250883 MCC Vet Tech - Mesa, AZ.ec6

Project Title: MCC Vet Tech Engineer: AKM Project ID: 25-0883 Project Descr:

DESCRIPTION: MAS WALL AT DOG WALK

CARSUO TURLEY SCOTT, INC.

1215 W. Rio Salado Pkwy, Suite 200 Tempe, AZ 85281

Project File: 250883 MCC Vet Tech - Mesa, AZ.ec6

Project Title: MCC Vet Tech Engineer: AKM Project ID: 25-0883

DESCRIPTION: HORSE CANOPY GIRDER

CARSUO TURLEY SCOTT, INC.

1215 W. Rio Salado Pkwy, Suite 200 Tempe, AZ 85281

Project File: 250883 MCC Vet Tech - Mesa, AZ.ec6

Project Title: MCC Vet Tech Engineer: AKM Project ID: 25-0883 Project Descr:

Referenced Design Standard(s) : AISC 360-22 Load Combination Set : IBC 2018

Code References Governing Code : IBC 2024

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

Span = 26.0 ft

W16x40 1 2

D(0.240) Lr(0.320) W(0.560)

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading

Uniform Load : D = 0.0150, Lr = 0.020, W = 0.0350 ksf, Tributary Width = 16.0 ft .Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.358 : 1

Load Combination +D+0.750Lr+0.450W

Span # where maximum occurs Span # 1

10.036 k Mn / Omega : Allowable 182.136 k-ft Vn/Omega : Allowable

W16x40Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +D+0.750Lr+0.450W

97.60 k

Section used for this span W16x40 Ma : Applied

Maximum Shear Stress Ratio = 0.103 : 1

0.000 ft

65.234 k-ft Va : Applied

0 <360

Ratio = 0 <180

Maximum Deflection Max Downward Transient Deflection 0.385 in 810Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.531 in Ratio = >=180 Max Upward Total Deflection 0 in

Span: 1 : W Only n/a Span: 1 : +D+0.750Lr+0.450W n/a

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only

Dsgn. L = 26.00 ft 1 0.130 0.037 23.66 23.66 304.17 182.14 1.00 1.00 3.64 146.40 97.60 +D+Lr

Dsgn. L = 26.00 ft 1 0.278 0.080 50.70 50.70 304.17 182.14 1.00 1.00 7.80 146.40 97.60 +D+0.750Lr

Dsgn. L = 26.00 ft 1 0.241 0.069 43.94 43.94 304.17 182.14 1.00 1.00 6.76 146.40 97.60 +D+0.60W

Dsgn. L = 26.00 ft 1 0.286 0.082 52.05 52.05 304.17 182.14 1.00 1.00 8.01 146.40 97.60 +D+0.750Lr+0.450W

Dsgn. L = 26.00 ft 1 0.358 0.103 65.23 65.23 304.17 182.14 1.00 1.00 10.04 146.40 97.60 +D+0.450W

Dsgn. L = 26.00 ft 1 0.247 0.071 44.95 44.95 304.17 182.14 1.00 1.00 6.92 146.40 97.60 +0.60D+0.60W

Dsgn. L = 26.00 ft 1 0.234 0.067 42.59 42.59 304.17 182.14 1.00 1.00 6.55 146.40 97.60 +0.60D

Dsgn. L = 26.00 ft 1 0.078 0.022 14.20 14.20 304.17 182.14 1.00 1.00 2.18 146.40 97.60

LocationLoad CombinationMax. LocationLoad CombinationSpan Max.

Overall Maximum Deflections in Span"+" Deflin Span"-" Defl +D+0.750Lr+0.450W1 0.5308 13.074 0.0000 0.000

DESCRIPTION: HORSE CANOPY GIRDER

CARSUO TURLEY SCOTT, INC.

1215 W. Rio Salado Pkwy, Suite 200 Tempe, AZ 85281

Project File: 250883 MCC Vet Tech - Mesa, AZ.ec6

Project Title: MCC Vet Tech Engineer: AKM Project ID: 25-0883 Project Descr:

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 10.036 10.036 Max Upward from Load Combinations 10.036 10.036 Max Upward from Load Cases 7.280 7.280 D Only 3.640 3.640 +D+Lr 7.800 7.800 +D+0.750Lr 6.760 6.760 +D+0.60W 8.008 8.008 +D+0.750Lr+0.450W 10.036 10.036 +D+0.450W 6.916 6.916 +0.60D+0.60W 6.552 6.552 +0.60D 2.184 2.184 Lr Only 4.160 4.160 W Only 7.280 7.280

DESCRIPTION: HORSE CANOPY PURLIN

CARSUO TURLEY SCOTT, INC.

1215 W. Rio Salado Pkwy, Suite 200 Tempe, AZ 85281

Project File: 250883 MCC Vet Tech - Mesa, AZ.ec6

Project Title: MCC Vet Tech Engineer: AKM Project ID: 25-0883 Project Descr:

Referenced Design Standard(s) : AISC 360-22 Load Combination Set : IBC 2018

Code References Governing Code : IBC 2024

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

Span = 32.0 ft

W16x36 1 2

D(0.120) Lr(0.160) W(0.280)

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading

Uniform Load : D = 0.0150, Lr = 0.020, W = 0.0350 ksf, Tributary Width = 8.0 ft .Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.322 : 1

Load Combination +D+0.750Lr+0.450W

Span # where maximum occurs Span # 1

6.432 k Mn / Omega : Allowable 159.681 k-ft Vn/Omega : Allowable

W16x36Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +D+0.750Lr+0.450W

93.810 k

Section used for this span W16x36 Ma : Applied

Maximum Shear Stress Ratio = 0.069 : 1

0.000 ft

51.456 k-ft Va : Applied

0 <360

Ratio = 0 <180

Maximum Deflection Max Downward Transient Deflection 0.511 in 751Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.733 in Ratio = >=180 Max Upward Total Deflection 0 in

Span: 1 : W Only n/a Span: 1 : +D+0.750Lr+0.450W n/a

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only

Dsgn. L = 32.00 ft 1 0.125 0.027 19.97 19.97 266.67 159.68 1.00 1.00 2.50 140.72 93.81 +D+Lr

Dsgn. L = 32.00 ft 1 0.253 0.054 40.45 40.45 266.67 159.68 1.00 1.00 5.06 140.72 93.81 +D+0.750Lr

Dsgn. L = 32.00 ft 1 0.221 0.047 35.33 35.33 266.67 159.68 1.00 1.00 4.42 140.72 93.81 +D+0.60W

Dsgn. L = 32.00 ft 1 0.260 0.055 41.47 41.47 266.67 159.68 1.00 1.00 5.18 140.72 93.81 +D+0.750Lr+0.450W

Dsgn. L = 32.00 ft 1 0.322 0.069 51.46 51.46 266.67 159.68 1.00 1.00 6.43 140.72 93.81 +D+0.450W

Dsgn. L = 32.00 ft 1 0.226 0.048 36.10 36.10 266.67 159.68 1.00 1.00 4.51 140.72 93.81 +0.60D+0.60W

Dsgn. L = 32.00 ft 1 0.210 0.045 33.48 33.48 266.67 159.68 1.00 1.00 4.19 140.72 93.81 +0.60D

Dsgn. L = 32.00 ft 1 0.075 0.016 11.98 11.98 266.67 159.68 1.00 1.00 1.50 140.72 93.81

LocationLoad CombinationMax. LocationLoad CombinationSpan Max.

Overall Maximum Deflections in Span"+" Deflin Span"-" Defl +D+0.750Lr+0.450W1 0.7334 16.091 0.0000 0.000

DESCRIPTION: HORSE CANOPY PURLIN

CARSUO TURLEY SCOTT, INC.

1215 W. Rio Salado Pkwy, Suite 200 Tempe, AZ 85281

Project File: 250883 MCC Vet Tech - Mesa, AZ.ec6

Project Title: MCC Vet Tech Engineer: AKM Project ID: 25-0883 Project Descr:

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 6.432 6.432 Max Upward from Load Combinations 6.432 6.432 Max Upward from Load Cases 4.480 4.480 D Only 2.496 2.496 +D+Lr 5.056 5.056 +D+0.750Lr 4.416 4.416 +D+0.60W 5.184 5.184 +D+0.750Lr+0.450W 6.432 6.432 +D+0.450W 4.512 4.512 +0.60D+0.60W 4.186 4.186 +0.60D 1.498 1.498 Lr Only 2.560 2.560 W Only 4.480 4.480

DESCRIPTION: OFFICE CANOPY GIRDER

CARSUO TURLEY SCOTT, INC.

1215 W. Rio Salado Pkwy, Suite 200 Tempe, AZ 85281

Project File: 250883 MCC Vet Tech - Mesa, AZ.ec6

Project Title: MCC Vet Tech Engineer: AKM Project ID: 25-0883 Project Descr:

Referenced Design Standard(s) : AISC 360-22 Load Combination Set : IBC 2018

Code References Governing Code : IBC 2024

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

Span = 34.0 ft

W18x46 1 2

D(0.330) Lr(0.440) W(0.770)

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading

Uniform Load : D = 0.0150, Lr = 0.020, W = 0.0350 ksf, Tributary Width = 22.0 ft .Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.672 : 1

Load Combination +D+0.750Lr+0.450W

Span # where maximum occurs Span # 1

17.893 k Mn / Omega : Allowable 226.297 k-ft Vn/Omega : Allowable

W18x46Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +D+0.750Lr+0.450W

130.320 k

Section used for this span W18x46 Ma : Applied

Maximum Shear Stress Ratio = 0.137 : 1

0.000 ft

152.086 k-ft Va : Applied

0 <360

Ratio = 0 <180

Maximum Deflection Max Downward Transient Deflection 1.125 in 362Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 1.540 in Ratio = >=180 Max Upward Total Deflection 0 in

Span: 1 : W Only n/a Span: 1 : +D+0.750Lr+0.450W n/a

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only

Dsgn. L = 34.00 ft 1 0.240 0.049 54.33 54.33 377.92 226.30 1.00 1.00 6.39 195.48 130.32 +D+Lr

Dsgn. L = 34.00 ft 1 0.521 0.106 117.91 117.91 377.92 226.30 1.00 1.00 13.87 195.48 130.32 +D+0.750Lr

Dsgn. L = 34.00 ft 1 0.451 0.092 102.02 102.02 377.92 226.30 1.00 1.00 12.00 195.48 130.32 +D+0.60W

Dsgn. L = 34.00 ft 1 0.535 0.109 121.09 121.09 377.92 226.30 1.00 1.00 14.25 195.48 130.32 +D+0.750Lr+0.450W

Dsgn. L = 34.00 ft 1 0.672 0.137 152.09 152.09 377.92 226.30 1.00 1.00 17.89 195.48 130.32 +D+0.450W

Dsgn. L = 34.00 ft 1 0.461 0.094 104.40 104.40 377.92 226.30 1.00 1.00 12.28 195.48 130.32 +0.60D+0.60W

Dsgn. L = 34.00 ft 1 0.439 0.090 99.36 99.36 377.92 226.30 1.00 1.00 11.69 195.48 130.32 +0.60D

Dsgn. L = 34.00 ft 1 0.144 0.029 32.60 32.60 377.92 226.30 1.00 1.00 3.84 195.48 130.32

LocationLoad CombinationMax. LocationLoad CombinationSpan Max.

Overall Maximum Deflections in Span"+" Deflin Span"-" Defl +D+0.750Lr+0.450W1 1.5397 17.097 0.0000 0.000

DESCRIPTION: OFFICE CANOPY GIRDER

CARSUO TURLEY SCOTT, INC.

1215 W. Rio Salado Pkwy, Suite 200 Tempe, AZ 85281

Project File: 250883 MCC Vet Tech - Mesa, AZ.ec6

Project Title: MCC Vet Tech Engineer: AKM Project ID: 25-0883 Project Descr:

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 17.893 17.893 Max Upward from Load Combinations 17.893 17.893 Max Upward from Load Cases 13.090 13.090 D Only 6.392 6.392 +D+Lr 13.872 13.872 +D+0.750Lr 12.002 12.002 +D+0.60W 14.246 14.246 +D+0.750Lr+0.450W 17.893 17.893 +D+0.450W 12.283 12.283 +0.60D+0.60W 11.689 11.689 +0.60D 3.835 3.835 Lr Only 7.480 7.480 W Only 13.090 13.090

DESCRIPTION: MISC

CARSUO TURLEY SCOTT, INC.

1215 W. Rio Salado Pkwy, Suite 200 Tempe, AZ 85281

Project File: 250883 MCC Vet Tech - Mesa, AZ.ec6

Project Title: MCC Vet Tech Engineer: AKM Project ID: 25-0883 Project Descr:

Referenced Design Standard(s) : AISC 360-22 Load Combination Set : IBC 2018

Code References Governing Code : IBC 2024

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 50.0 ksi

Beam Bracing : E: Modulus : 29,000.0

Span = 20.0 ft

HSS6x4x1/4 1 2

D(0.060) Lr(0.080) W(0.140)

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading

Uniform Load : D = 0.0150, Lr = 0.020, W = 0.0350 ksf, Tributary Width = 4.0 ft .Design N.G.DESIGN SUMMARY

Maximum Bending Stress Ratio = 0.467 : 1

Load Combination +D+0.750Lr+0.450W

Span # where maximum occurs Span # 1

1.986 k Mn / Omega : Allowable 21.282 k-ft Vn/Omega : Allowable

HSS6x4x1/4Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +D+0.750Lr+0.450W

44.376 k

Section used for this span HSS6x4x1/4 Ma : Applied

Maximum Shear Stress Ratio = 0.045 : 1

0.000 ft

9.931 k-ft Va : Applied

0 <360

Ratio = 0 <180

Maximum Deflection Max Downward Transient Deflection 0.834 in 287Ratio = <360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 1.185 in Ratio = >=180 Max Upward Total Deflection 0 in

Span: 1 : W Only n/a Span: 1 : +D+0.750Lr+0.450W n/a

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only

Dsgn. L = 20.00 ft 1 0.178 0.017 3.78 3.78 35.54 21.28 1.00 1.00 0.76 74.11 44.38 +D+Lr

Dsgn. L = 20.00 ft 1 0.366 0.035 7.78 7.78 35.54 21.28 1.00 1.00 1.56 74.11 44.38 +D+0.750Lr

Dsgn. L = 20.00 ft 1 0.319 0.031 6.78 6.78 35.54 21.28 1.00 1.00 1.36 74.11 44.38 +D+0.60W

Dsgn. L = 20.00 ft 1 0.375 0.036 7.98 7.98 35.54 21.28 1.00 1.00 1.60 74.11 44.38 +D+0.750Lr+0.450W

Dsgn. L = 20.00 ft 1 0.467 0.045 9.93 9.93 35.54 21.28 1.00 1.00 1.99 74.11 44.38 +D+0.450W

Dsgn. L = 20.00 ft 1 0.326 0.031 6.93 6.93 35.54 21.28 1.00 1.00 1.39 74.11 44.38 +0.60D+0.60W

Dsgn. L = 20.00 ft 1 0.304 0.029 6.47 6.47 35.54 21.28 1.00 1.00 1.29 74.11 44.38 +0.60D

Dsgn. L = 20.00 ft 1 0.107 0.010 2.27 2.27 35.54 21.28 1.00 1.00 0.45 74.11 44.38

LocationLoad CombinationMax. LocationLoad CombinationSpan Max.

Overall Maximum Deflections in Span"+" Deflin Span"-" Defl +D+0.750Lr+0.450W1 1.1851 10.057 0.0000 0.000

DESCRIPTION: MISC

CARSUO TURLEY SCOTT, INC.

1215 W. Rio Salado Pkwy, Suite 200 Tempe, AZ 85281

Project File: 250883 MCC Vet Tech - Mesa, AZ.ec6

Project Title: MCC Vet Tech Engineer: AKM Project ID: 25-0883 Project Descr:

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 1.986 1.986 Max Upward from Load Combinations 1.986 1.986 Max Upward from Load Cases 1.400 1.400 D Only 0.756 0.756 +D+Lr 1.556 1.556 +D+0.750Lr 1.356 1.356 +D+0.60W 1.596 1.596 +D+0.750Lr+0.450W 1.986 1.986 +D+0.450W 1.386 1.386 +0.60D+0.60W 1.294 1.294 +0.60D 0.454 0.454 Lr Only 0.800 0.800 W Only 1.400 1.400

General Beam Analysis

DESCRIPTION: Wind analysis

CARSUO TURLEY SCOTT, INC.

1215 W. Rio Salado Pkwy, Suite 200 Tempe, AZ 85281

Project File: 250883 MCC Vet Tech - Mesa, AZ.ec6

Project Title: MCC Vet Tech Engineer: AKM Project ID: 25-0883 Project Descr:

Load Combinations Used : IBC 2018

Code References Governing Code : IBC 2024

General Beam Properties Elastic Modulus ksi29,000.0

100.0Span #1 in^4Area = in2 Moment of Inertia =Span Length = 10.019.0 ft 100.0Span #2 in^4Area = in2 Moment of Inertia =Span Length = 10.06.333 ft

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Load for Span Number 1

Uniform Load : D = 0.02090 k/ft, Tributary Width = 1.0 ft

Load for Span Number 2 Uniform Load : D = 0.05160 k/ft, Tributary Width = 1.0 ft

.DESIGN SUMMARY

Maximum Bending =

Load Combination D Only Span # where maximum occurs Span # 1 Location of maximum on span 19.000 ft

0.3268 k

Span # where maximum occurs Location of maximum on span

Span # 1 Load Combination D Only

Maximum Shear =

19.000 ft

1.035 k-ft

Maximum Deflection Max Downward Transient Deflection 0.000 in 0 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.008 in 18222 Max Upward Total Deflection 0.000 in 0

Span #2 D Only N/A

N/A N/A

Deflection Ratio Span Load Combo

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios

M V Mmax -Mmax + Rm…