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5401 Ridgeline Drive, Suite 160, Kennewick, Washington 99338 | 509.222.0959 PHONE.com
knutzenengineering.com
100% Structural Calculations Pioneer Packaging 5818 Industrial Way, Pasco, WA 99301
April 12, 2021
Pioneer Packaging Project #: 20061
i April 12, 2021
Table of Contents
Design Criteria and Materials ...................................................................................... 1001 to 1005
Gravity Calculations .................................................................................................... 2001 to 2018
Lateral Calculations ..................................................................................................... 3001 to 3009
Pioneer Packaging Project #: 20061
1001 April 12, 2021
DESIGN CRITERIA AND MATERIALS STRUCTURAL DESIGN CRITERIA
Project Locat ion
The new commercial construction of an approximately 50,600 square foot single-story Pre-engineered Metal Building and approximately 5,300 square foot single-story office building located at 5818 Industrial Way, in Pasco, Washington.
Codes and Standards
All construction shall be in accordance with the 2015 International Building Code (IBC 2015) and the 2010 American Society of Civil Engineers Minimum Design Loads for Buildings and Other Structures (ASCE 7-10). The publications listed below are the governing codes and standards and are referenced by the basic designation. In case of conflicting requirements, the IBC shall govern.
Code/Standard Description
IBC 2015 International Building Code, 2015
ASCE 7-10 American Society of Civil Engineers Minimum Design Loads for Buildings and Other Structures, 2010
ACI 318-14 American Concrete Institute Building Code Requirements for Structural Concrete, 2014 Edition
AISI S100-16 North American Specification for the Design of Cold-formed Steel Structural Members, 2016 Edition
AISC 15th Ed. American Institute of Steel Construction, Fifteenth Edition
DESIGN CRITERIA FACTORS
Probable Dead Loads ( IBC Sect ion 1606)
In-place flooring, cladding, walls, weights of permanent elements probable dead loads in addition to the self-weight of the structure beams and columns are as follows:
Pioneer Packaging Project #: 20061
1002 April 12, 2021
Roof Assembly 15 psf
Interior walls 8 psf
Light Frame Exterior Walls 14 psf
L ive Loads ( IBC Sect ion 1607)
Office 50 psf
Roof Live Load, where snow & wind do not govern 20 psf-Not reduced
Warehouse 125 psf
Snow Loads ( IBC Section 1608)
ASCE 7-2010: (Section 7.0)
Constants used in determination of design snow loads are:
pg (Ground Snow Load) – 20.0 psf
Ce (Exposure Factor) – 0.9 per Table 7-2 for fully exposed roof and Terrain Category C
Cs (Roof Slope Factor) – 1.0 per Figure 7-2a for 3/8 on 12 roofs
Ct (Thermal Factor) – 1.0 per Table 7-3
Is (Snow Importance Factor) – 1.0 per Table 1.5-2
pf (Flat-Roof Snow Load) – 20.0 psf
Maximum of: pf = 0.7 Ce Ct Is pg = 12.6 psf
pf = 20(Is) = 20.0 psf
Rain-On-Snow Surcharge – 5.0 psf
Partial Loading, Unbalanced Roof Snow Loading, Sliding Snow and Snow Drifting will also be taken into account. These calculations will be done on specific areas based on the roof profiles developed during the architectural design. ASCE 7-10, Sections 7.4 through 7.12 will be used for these calculations.
Constants used for Snow Drifting Calculations:
D or (Snow Density) – 16.6 pcf
Pioneer Packaging Project #: 20061
1003 April 12, 2021
Wind Loads ( IBC Sect ion 1609)
Wind design loads per IBC 2015 reference ASCE 7-10, Minimum Design Loads for Buildings and Other Structures. The building is considered to be fully enclosed per the definitions in ASCE 7-10. The roofs are sloped at 3/8 on 12.
ASCE 7-10: Envelope Procedure - Part 2: Enclosed Simple Diaphragm Low-Rise Building (Section 28.5 and 28.6)
This method will be used due to the structure being a regular-shaped low-rise building. The design procedure of Section 28.5 requires the determination of a number of constants. The values for these constants are:
Risk Category – II from Table 1.5-1
V (Basic Wind Speed) – 110 mph from Figure 26.5-1A
Exposure Category – C from Section 26.7.3
Kzt (Topographic Factor) – 1.0 per Section 26.8.2 (Since not located in upper half of hill) h (Mean Roof Height) – 18 feet
Enclosure Classification – Enclosed per Section 26.2
λ (Adjustment Factor due to Building Height and Exposure) – 1.26 per Figure 28.6-1
Ps30 (Simplified Design Wind Pressure) – per Figure 28.6-1
Seismic Loads ( IBC Sect ion 1613 and ASCE 7-10 Sect ion 11 through 23)
Risk Category – II per Table 1.5-1
Ie (Seismic Importance Factors) – 1.0 per Table 1.5-2
Site Class D per Section 20.1
SS (Spectral Response Acceleration at Short Period) = 0.384g per Geotech
S1 (Spectral Response Acceleration at 1-second Period) = 0.148g per Geotech
Fa (Short Period Site Coefficient) = 1.493 per Table 11.4-1
Fv (Long Period Site Coefficient) = 2.206 per Table 11.4-2
SMS = Fa SS = 0.574 per Eqn. 11.4-1
SM1 = Fv S1 = 0.327 per Eqn. 11.4-2
SDS (Spectral Response Coefficient at Short Period) = 0.382g per Eqn. 11.4-3
SD1 (Spectral Response Coefficient at 1-second Period) = 0.218g per Eqn. 11.4-4
Seismic Design Category (Table 11.6-1and 11.6-2): Category D
Pioneer Packaging Project #: 20061
1004 April 12, 2021
Seismic Force Resisting System (Table 12.2-1):
Bearing Wall Systems:
Light-Framed Walls with Shear Panels of All Other Systems
R=2, Ωo=2.5, Cd=2
ASCE 7-10: Method 2 – Equivalent Lateral Force Procedure (Section 12.8)
Cs = SDS / (R/Ie) = 0.191 per Eqn. 12.8-2
V = Cs W = 0.191 W
W per Eqn. 12.8-1
Ev = 0.2 SDS D per Eqn. 12.4-4
MATERIALS
Concrete
f’C = 2,500 psi for all concrete unless otherwise noted
Normal Weight = 145 pcf typical
Concrete Reinforcing Steel
ASTM A615 Grade 60 fY = 60,000 psi
FOUNDATIONS
CONVENTIONAL SPREAD FOOTINGS
Allowable soil bearing capacity of 2,000 psf will be used per Geotechnical Engineering Study by Baer Testing, Inc. dated January 27, 2020. Isolated spread footings will need to be a minimum of 24 inches wide and continuous footings will be 16 inches wide minimum. Footing frost depth shall be 24 inches. For frictional capacity, a coefficient of friction value of 0.45 will be used and the passive earth pressure of 260 psf/f will also be used per Geotechnical Engineering Study.
Pioneer Packaging Project #: 20061
1005 April 12, 2021
FRAMING
ROOF FRAMING
Roof framing will consist of metal over pre-engineered open web steel trusses.
MAIN FLOOR FRAMING
Main floor framing will consist of concrete slab on grade.
WAREHOUSE FLOOR
Warehouse floor will consist of concrete slab on grade.
LATERAL SYSTEMS
The roof with its metal deck is considered a flexible diaphragm and distributes its lateral forces uniformly to the vertical shear elements.
LIGHT-FRAMED WALLS WITH SHEAR PANELS OF ALL OTHER SYSTEMS
This system utilizes vertical structural panels connected to steel studs to resist both gravity and lateral forces. Resistance is provided by means of horizontal shear resistance of the sheathing panels. Members are proportioned to limit the horizontal movements for the structure under horizontal forces. Such systems are considered more flexible than other systems.
Pioneer Packaging Project #: 20061
2001 April 12, 2021
GRAVITY CALCULATIONS
2.4.1.1 D
2.4.1.2 D + L
2.4.1.3 D + (Lr or S or R)
2.4.1.4 D + 0.75L + .75(Lr or S or R)
2.4.1.5a D + 0.6W
2.4.1.5b D + 0.7E
2.4.1.6a D + 0.75L + 0.75(0.6W) + 0.75(Lr or S or R)
2.4.1.6b D + 0.75L + 0.75(0.7E) + 0.75S
2.4.1.7 0.6D + 0.6W
2.4.1.8 0.6D + 0.7E
Column COL 1 COL 2 COL 3 COL 1 COL 2 COL 3
Load Group Y Y Y 2.4.1.1 4 5 5
Dead 3 3 3 2.4.1.2 4 5 5
Collateral 1 2 2 2.4.1.3 14 20 17
Roof Live 3 5 5 2.4.1.4 11.5 16.25 14
Snow 10 15 12 2.4.1.5a 2.2 3.2 8.6
Roof Snow 5 5 5 2.4.1.5b 4.7 5.7 13.4
W C1 R ‐4 ‐6 ‐13 2.4.1.6a 10.15 14.9 16.7
W C1 L ‐3 ‐3 6 2.4.1.6b 12.025 16.775 20.3
W C2 R ‐5 ‐9 ‐15 2.4.1.7 ‐0.6 ‐2.4 ‐6
W C2 L ‐4 ‐5 3 2.4.1.8 1.7 2.3 ‐5.4
L W1 B ‐5 ‐9 ‐8
L W1 F ‐5 ‐9 ‐8 Min Ftg Width (ft) 2.6 3.2 3.2
L W2 B Uplift Ftg Width (ft) 3 4 6
L W2 F
S R 1 1 ‐12
S L ‐1 ‐1 12
Alt Snow 1 2 4 4
Alt Snow 2 3 1 1
Load Combinations
Load Combinations
Frame Line 1
Column COL 4 COL 5 COL 6 COL 4 COL 5 COL 6
Load Group Y Y Y 2.4.1.1 5 5 5
Dead 3 3 3 2.4.1.2 5 5 5
Collateral 2 2 2 2.4.1.3 19 21 18
Roof Live 5 5 5 2.4.1.4 15.5 17 14.75
Snow 14 16 13 2.4.1.5a 6.2 2.6 3.8
Roof Snow 5 5 5 2.4.1.5b 13.4 5.7 5.7
W C1 R 2 ‐4 ‐2 2.4.1.6a 16.4 15.2 13.85
W C1 L ‐9 ‐5 ‐6 2.4.1.6b 21.8 17.525 15.275
W C2 R ‐1 ‐6 ‐5 2.4.1.7 ‐4.2 ‐1.8 ‐1.8
W C2 L ‐12 ‐7 ‐8 2.4.1.8 ‐5.4 2.3 2.3
L W1 B ‐8 ‐8 ‐8
L W1 F ‐8 ‐8 ‐8 Min Ftg Width (ft) 3.3 3.2 3.0
L W2 B Uplift Ftg Width (ft) 6 4 4
L W2 F
S R 12 1 ‐1
S L ‐12 ‐1 1
Alt Snow 1 6 3 1
Alt Snow 2 1 4 6
Column COL 7 COL 8 COL 9 COL 7 COL 8 COL 9
Load Group Y Y Y 2.4.1.1 4 5 4
Dead 3 3 3 2.4.1.2 4 5 4
Collateral 1 2 1 2.4.1.3 16 17 11
Roof Live 3 5 5 2.4.1.4 13 14 9.25
Snow 12 12 7 2.4.1.5a 2.2 3.8 2.8
Roof Snow 5 5 4 2.4.1.5b 4.7 5.7 4.7
W C1 R ‐3 ‐2 ‐2 2.4.1.6a 11.65 13.1 8.35
W C1 L ‐5 ‐5 ‐3 2.4.1.6b 13.525 14.525 9.775
W C2 R ‐5 ‐4 ‐3 2.4.1.7 ‐2.4 ‐1.8 ‐0.6
W C2 L ‐7 ‐7 ‐4 2.4.1.8 1.7 2.3 1.7
L W1 B ‐8 ‐8 ‐5
L W1 F ‐8 ‐8 ‐5 Min Ftg Width (ft) 2.8 2.9 2.3
L W2 B Uplift Ftg Width (ft) 5 4 3
L W2 F
S R ‐1 ‐1 ‐1
S L 1 1 1
Alt Snow 1 1 1 1
Alt Snow 2 3 3 4
Load Combinations
Load Combinations
Frame Line 1
Frame Line 1
Column COL 1 COL 2 COL 1 COL 2
Load Group Y Y 2.4.1.1 42 40
Dead 29 27 2.4.1.2 42 40
Collateral 13 13 2.4.1.3 112 110
Roof Live 28 28 2.4.1.4 94.5 92.5
Snow 70 70 2.4.1.5a 33 31
Roof Snow 48 48 2.4.1.5b 43.4 41.4
W C1 R ‐32 ‐15 2.4.1.6a 87.75 85.75
W C1 L ‐15 ‐32 2.4.1.6b 95.55 93.55
W C2 R ‐53 ‐36 2.4.1.7 ‐6.6 ‐7.8
W C2 L ‐36 ‐53 2.4.1.8 23.8 22.6
L W1 B ‐28 ‐19
L W1 F ‐19 ‐28 Min Ftg Width (ft) 7.5 7.4
L W2 B ‐49 ‐40 Uplift Ftg Width (ft) 6 6
L W2 F ‐40 ‐49
S R ‐2 2
S L 2 ‐2
Alt Snow 1 33 20
Alt Snow 2 23 36
Column COL 1 COL 2 COL 1 COL 2
Load Group Y Y 2.4.1.1 50 59
Dead 32 34 2.4.1.2 50 59
Collateral 18 25 2.4.1.3 114 139
Roof Live 38 40 2.4.1.4 98 119
Snow 47 80 2.4.1.5a 39.2 47
Roof Snow 64 68 2.4.1.5b 52.1 61.1
W C1 R ‐43 ‐20 2.4.1.6a 89.9 110
W C1 L ‐18 ‐45 2.4.1.6b 99.575 120.575
W C2 R ‐74 ‐52 2.4.1.7 ‐14.4 ‐10.2
W C2 L ‐49 ‐76 2.4.1.8 27.9 33.3
L W1 B ‐37 ‐26
L W1 F ‐24 ‐40 Min Ftg Width (ft) 7.5 8.3
L W2 B ‐68 ‐57 Uplift Ftg Width (ft) 8 7
L W2 F ‐55 ‐71
S R ‐3 3
S L 3 ‐3
Alt Snow 1 46 28
Alt Snow 2 27 50
Load CombinationsFrame Line 2
Load CombinationsFrame Line 4‐8
Column COL 1 COL 2 COL 1 COL 2
Load Group Y Y 2.4.1.1 35 52
Dead 21 24 2.4.1.2 35 52
Collateral 14 28 2.4.1.3 84 106
Roof Live 30 31 2.4.1.4 71.75 92.5
Snow 38 45 2.4.1.5a 29 39.4
Roof Snow 49 54 2.4.1.5b 37.1 54.1
W C1 R ‐37 ‐21 2.4.1.6a 67.25 83.05
W C1 L ‐10 ‐33 2.4.1.6b 73.325 94.075
W C2 R ‐61 ‐45 2.4.1.7 ‐15.6 ‐3
W C2 L ‐34 ‐57 2.4.1.8 18.9 29.1
L W1 B ‐34 ‐24
L W1 F ‐17 ‐26 Min Ftg Width (ft) 6.5 7.3
L W2 B ‐58 ‐48 Uplift Ftg Width (ft) 8 5
L W2 F ‐41 ‐50
S R ‐3 3
S L 3 ‐3
Alt Snow 1 35 27
Alt Snow 2 16 40
Column COL 1 COL 2 COL 1 COL 2
Load Group Y Y 2.4.1.1 31 48
Dead 19 22 2.4.1.2 31 48
Collateral 12 26 2.4.1.3 73 97
Roof Live 25 26 2.4.1.4 62.5 84.75
Snow 42 49 2.4.1.5a 26.2 37.2
Roof Snow 42 46 2.4.1.5b 33.1 50.1
W C1 R ‐31 ‐18 2.4.1.6a 58.9 76.65
W C1 L ‐8 ‐28 2.4.1.6b 64.075 86.325
W C2 R ‐52 ‐38 2.4.1.7 ‐12.6 ‐0.6
W C2 L ‐29 ‐49 2.4.1.8 16.5 26.7
L W1 B ‐28 ‐21
L W1 F ‐14 ‐22 Min Ftg Width (ft) 6.0 7.0
L W2 B ‐49 ‐41 Uplift Ftg Width (ft) 8 3
L W2 F ‐35 ‐42
S R ‐3 3
S L 3 ‐3
Alt Snow 1 30 23
Alt Snow 2 13 35
Frame Line 13 Load Combinations
Frame Line 9‐12 Load Combinations
Column COL 1 COL 2 COL 3 COL 1 COL 2 COL 3
Load Group Y Y Y 2.4.1.1 4 5 5
Dead 2 3 3 2.4.1.2 4 5 5
Collateral 2 2 2 2.4.1.3 11 23 19
Roof Live 3 8 6 2.4.1.4 9.25 18.5 15.5
Snow 7 18 14 2.4.1.5a 2.8 2.6 3.2
Roof Snow 3 8 6 2.4.1.5b 4.7 5.7 5.7
W C1 R ‐4 ‐10 ‐8 2.4.1.6a 8.35 16.7 14.15
W C1 L ‐2 ‐4 ‐3 2.4.1.6b 9.775 19.025 16.025
W C2 R ‐5 ‐13 ‐11 2.4.1.7 ‐0.6 ‐5.4 ‐3.6
W C2 L ‐3 ‐8 ‐6 2.4.1.8 2.4 2.3 3
L W1 B ‐5 ‐14 ‐11
L W1 F ‐5 ‐14 ‐11 Min Ftg Width (ft) 2.3 3.4 3.1
L W2 B Uplift Ftg Width (ft) 3 6 5
L W2 F
S R 1 1 1
S L 0 ‐1 0
Alt Snow 1 2 6 4
Alt Snow 2 1 2 2
Column COL 4 COL 5 COL 6 COL 4 COL 5 COL 6
Load Group Y Y Y 2.4.1.1 7 5 7
Dead 4 3 4 2.4.1.2 7 5 7
Collateral 3 2 3 2.4.1.3 28 19 28
Roof Live 9 6 9 2.4.1.4 22.75 15.5 22.75
Snow 21 14 21 2.4.1.5a 11.8 8 4
Roof Snow 9 6 9 2.4.1.5b 9.8 7.8 7.7
W C1 R ‐22 5 ‐5 2.4.1.6a 26.35 17.75 20.5
W C1 L 8 ‐18 ‐11 2.4.1.6b 24.85 17.6 23.275
W C2 R ‐26 3 ‐9 2.4.1.7 ‐11.4 ‐9 ‐5.4
W C2 L 4 ‐20 ‐15 2.4.1.8 1.4 0.2 3.5
L W1 B ‐15 ‐12 ‐16
L W1 F ‐15 ‐12 ‐16 Min Ftg Width (ft) 3.7 3.1 3.7
L W2 B Uplift Ftg Width (ft) 8 7 6
L W2 F
S R ‐4 4 ‐1
S L 4 ‐4 1
Alt Snow 1 9 5 2
Alt Snow 2 2 4 11
Frame Line 14 Load Combinations
Frame Line 14 Load Combinations
Column COL 7 COL 7
Load Group Y 2.4.1.1 12
Dead 3 2.4.1.2 12
Collateral 9 2.4.1.3 24
Roof Live 4 2.4.1.4 21
Snow 12 2.4.1.5a 10.2
Roof Snow 5 2.4.1.5b 12
W C1 R ‐3 2.4.1.6a 19.65
W C1 L ‐5 2.4.1.6b 21
W C2 R ‐4 2.4.1.7 3.6
W C2 L ‐6 2.4.1.8 6.5
L W1 B ‐6
L W1 F ‐6 Min Ftg Width (ft) 3.5
L W2 B Uplift Ftg Width (ft) NA
L W2 F
S R ‐1
S L 0
Alt Snow 1 2
Alt Snow 2 5
Frame Line 14 Load Combinations
Column COL 2 ‐ 5 COL 2 ‐ 6 COL 2 ‐ 5 COL 2 ‐ 6
Load Group Y Y 2.4.1.1 59 59
Dead 34 34 2.4.1.2 59 59
Collateral 25 25 2.4.1.3 139 139
Roof Live 40 40 2.4.1.4 119 119
Snow 80 80 2.4.1.5a 116 116
Roof Snow 68 68 2.4.1.5b 119.9 119.9
W C1 R ‐20 ‐20 2.4.1.6a 161.75 161.75
W C1 L ‐45 ‐45 2.4.1.6b 164.675 164.675
W C2 R ‐52 ‐52 2.4.1.7 ‐21.6 ‐21.6
W C2 L ‐76 ‐76 2.4.1.8 ‐25.5 ‐25.5
L W1 B ‐26 ‐26
L W1 F ‐40 ‐40 Min Ftg Width (ft) 9.1 9.1
L W2 B 95 ‐95 Uplift Ftg Width (ft) 10 10
L W2 F ‐95 95
S R 87 ‐87
S L ‐87 87
Alt Snow 1 28 28
Alt Snow 2 50 50
Column COL 2 ‐ 9 COL 2 ‐ 10 COL 2 ‐ 9 COL 2 ‐ 10
Load Group Y Y 2.4.1.1 52 52
Dead 24 24 2.4.1.2 52 52
Collateral 28 28 2.4.1.3 106 106
Roof Live 31 31 2.4.1.4 92.5 92.5
Snow 45 45 2.4.1.5a 69.4 69.4
Roof Snow 54 54 2.4.1.5b 70.9 70.9
W C1 R ‐21 ‐21 2.4.1.6a 105.55 105.55
W C1 L ‐33 ‐33 2.4.1.6b 106.675 106.675
W C2 R ‐45 ‐45 2.4.1.7 ‐3 ‐3
W C2 L ‐57 ‐57 2.4.1.8 12.3 12.3
L W1 B ‐29 29
L W1 F 29 ‐29 Min Ftg Width (ft) 7.3 7.3
L W2 B ‐48 ‐48 Uplift Ftg Width (ft) 5 5
L W2 F ‐50 ‐50
S R ‐27 27
S L 27 ‐27
Alt Snow 1 27 27
Alt Snow 2 40 40
Frame Line 5 & 6 Load Combinations
Frame Line 9 & 10 ‐ 11 & 12 Load Combinations
Column COL 1 ‐ 5 COL 1 ‐ 6 COL 1 ‐ 5 COL 1 ‐ 6
Load Group Y Y 2.4.1.1 50 50
Dead 32 32 2.4.1.2 50 50
Collateral 18 18 2.4.1.3 114 114
Roof Live 38 38 2.4.1.4 98 98
Snow 47 47 2.4.1.5a 39.2 39.2
Roof Snow 64 64 2.4.1.5b 87.1 87.1
W C1 R ‐43 ‐43 2.4.1.6a 89.9 89.9
W C1 L ‐18 ‐18 2.4.1.6b 125.825 125.825
W C2 R ‐74 ‐74 2.4.1.7 ‐44.4 ‐44.4
W C2 L ‐49 ‐49 2.4.1.8 ‐7.1 ‐7.1
L W1 B ‐37 ‐37
L W1 F ‐24 ‐24 Min Ftg Width (ft) 7.9 7.9
L W2 B ‐124 ‐124 Uplift Ftg Width (ft) 10 10
L W2 F ‐55 ‐55
S R ‐53 ‐53
S L 53 53
Alt Snow 1 46 46
Alt Snow 2 27 27
Column COL 1 ‐ 9 COL 1 ‐ 10 COL 1 ‐ 9 COL 1 ‐ 10
Load Group Y Y 2.4.1.1 35 35
Dead 21 21 2.4.1.2 35 35
Collateral 14 14 2.4.1.3 84 84
Roof Live 30 30 2.4.1.4 71.75 71.75
Snow 38 38 2.4.1.5a 29 29
Roof Snow 49 49 2.4.1.5b 72.1 72.1
W C1 R ‐37 ‐37 2.4.1.6a 67.25 67.25
W C1 L ‐10 ‐10 2.4.1.6b 99.575 99.575
W C2 R ‐61 ‐61 2.4.1.7 ‐47.4 ‐47.4
W C2 L ‐34 ‐34 2.4.1.8 ‐16.1 ‐16.1
L W1 B ‐34 ‐34
L W1 F ‐17 ‐17 Min Ftg Width (ft) 7.1 7.1
L W2 B ‐114 ‐114 Uplift Ftg Width (ft) 10 10
L W2 F ‐41 ‐41
S R ‐53 ‐53
S L 53 53
Alt Snow 1 35 35
Alt Snow 2 16 16
Load Combinations
Load Combinations
Frame Line 9&10
Frame Line 5 & 6
1/23/2021
CO
LUM
N S
PR
EA
D F
OO
TIN
G D
ES
IGN
:P
RO
JEC
TP
ioneer Packaging
DA
TE
:1-23-2021
EN
GIN
EE
R:
EA
A
AS
SU
MP
TIO
NS
:1.
Footings are designed for m
aximum
bearing pressure using global load factor.2.
Pedestal base w
idth is assumed for each footing. F
ooting calculations are based on this pedestal width. W
idth is computed as sqrt(bh)
3.D
istance d equals footing depth - 4 inches.4.
Factored one-w
ay shear is determined at a distance d from
face of pedestal.5.
Nom
inal one-way shear strength of concrete is determ
ined using AC
I 318, eq. (11-3).6.
Factored tw
o-way shear is determ
ined at a distance d/2 from face of pedestal.
7.N
ominal tw
o-way shear strength of concrete is determ
ined using AC
I 318, eq. (11-38).8.
Factored m
oment is determ
ined at face of pedestal.9.
Nom
inal flexural strength of footing is determined according to A
CI 318, sec. 10.3
10.5%
under for footing flexural strength is considered adequate since load factor is conservative and footing will never see full design load.
INP
UT
Fy
60ksi
F'c
2.5ksi
Allow
able Bearing
2000psf
Load Factor
1.55
DE
SIG
NF
LEX
UR
EA
LLOW
.F
TG
LEN
GT
HW
IDT
HT
HIC
KF
TG
WT
Pedestal
db
boLO
AD
Wu
Vu
0.85Vc
.85Vc
Vu
0.85Vc
.85Vc
Mu
As (req)
As (m
in)A
s (des)A
s Used
Bars U
sed0.9M
n M
nLd
LOA
DM
AR
K(ft)
(ft)(in)
(kips)W
idth (in)(in)
(in)(in)
(psf)(kips)
(kips)V
u(kips)
(kips)V
u(k-ft)
(in2)(in2)
(in2)B
AR
S(in^2)
#S
ize(k-ft)
Mu
(kips)
A4.0
4.012.0
2.48
8.048.0
64.03100
12.432.6
2.644.1
87.02.0
17.20.487
1.0371.037
(10) #31.24
4#
542.6
2.50.6
32B
5.05.0
16.05.0
812.0
60.080.0
310018.1
61.23.4
68.9163.2
2.436.4
0.6831.728
1.728(4) #6
1.866
#5
96.82.7
0.850
C6.0
6.018.0
8.18
14.072.0
88.03100
27.985.7
3.1101.2
209.42.1
66.11.066
2.3332.333
(3) #82.64
6#
6160.2
2.40.8
72D
7.07.0
18.011.0
814.0
84.088.0
310043.4
100.02.3
141.5209.4
1.5108.8
1.7642.722
2.722(9) #5
3.087
#6
186.91.7
1.098
E8.0
8.024.0
19.28
20.096.0
112.03100
49.6163.2
3.3181.5
380.82.1
166.71.878
4.1474.147
(7) #74.20
7#
7366.3
2.20.8
128F
9.09.0
24.024.3
820.0
108.0112.0
310069.8
183.62.6
234.2380.8
1.6242.2
2.7404.666
4.666(3) #11
4.808
#7
418.41.7
0.9162
G10.0
10.027.0
33.88
23.0120.0
124.03100
85.3234.6
2.8289.3
484.81.7
337.63.318
5.8325.832
(19) #56.00
10#
7601.9
1.81.0
200
0.9Mn
Fact
Unfact
Max
As U
seda
(k-ft)Load W
uLoad W
uLoad
A4.0
4.012.0
2.48
8.048.0
64.00.74
026
46893025
32B
5.05.0
16.05.0
812.0
60.080.0
1.491
786647
428850
C6.0
6.018.0
8.18
14.072.0
88.02.20
1134
62974062
72D
7.07.0
18.011.0
814.0
84.088.0
3.081
1875324
343598
E8.0
8.024.0
19.28
20.096.0
112.03.36
1295
54843538
128F
9.09.0
24.024.3
820.0
108.0112.0
4.391
3844911
3168162
G10.0
10.027.0
33.88
23.0120.0
124.06.00
1602
55283566
200
CO
LUM
N F
OO
TIN
G S
IZE
SE
CT
. PR
OP
.O
NE
-WA
Y S
HE
AR
TW
O-W
AY
SH
EA
R
Footing Design 2 (B)
Pioneer Packaging .
20061 .
EAA .
Design Parameters
Number of Stories 1 Deck No
Mean Roof 18 ft
Roof Pitch 0.375 /12
Concrete Slab‐On‐Grade Yes Tall Wall Yes
Main Floor Long Dimension 122 ft Main Floor Short Dimension 45.5 ft
Main Floor Area 5229 SF Main Floor Plate Height 16 ft
Main Floor Exterior Wall Length 335 ft Main Floor Interior Wall Length 1184 ft
Number of Roof Profiles 1
Main‐Truss Span 45.5 ft
Main‐Truss Area 5,229 SF
Interior Wall Loading 8 PSF Design Floor Loading 65 PSF
Exterior Wall Loading 14 PSF
Roof Dead Load 15 PSF Design Roof Load 40 PSF
Floor Dead Load 15 PSF Ground Snow & Rain Load 25 PSF
Floor Live Load 50 PSF
Seismic Wind
Risk Category II Risk Category II
Importance Factor 1.0 Importance Factor 1.0SDS 0.382 Kzt = 1.00
R‐Factor 2.0 λ = 1.26
CS 0.191
Pioneer Packaging .
20061 .
EAA .
20 PSF
25 PSF WT = (15 + 25)(22.75) = 910.0 PLF
WL = (25)(22.75) = 568.8 PLF
Framing Design
Roof Live Load =
Snow Load =
Main‐Truss Span
Main Roof
Knutzen Engineering
Eric Anderson
20061
Pioneer
SK - 1
Apr 14, 2021 at 5:29 PM
Post & Beam.r3d
N1
N2
N3 N4
N5 N6
N7 N8
N9
N10
N11
N12 N13
N14 N15
N16 N17
N18
N19
N20
N21
N22
N23
N24
N25
N26
N27
N28
N29
N30
P1
P2
P3
P4
P5
P6
P7 P
8
P9
B10
B11
B12
B13
B14
P15
P16
P17
P18
P19
P20
B21
B22
B23
B24
B25
Y
XZ
Knutzen Engineering
Eric Anderson
20061
Pioneer
SK - 2
Apr 14, 2021 at 5:32 PM
Post & Beam.r3d
N1
N2
N3 N4
N5 N6
N7 N8
N9
N10
N11
N12 N13
N14 N15
N16 N17
N18
N19
N20
N21
N22
N23
N24
N25
N26
N27
N28
N29
N30
P1
P2
P3
P4
P5
P6
P7 P
8
P9
B10
B11
B12
B13
B14
P15
P16
P17
P18
P19
P20
B21
B22
B23
B24
B25
-350lb/ft
-350lb/ft
-350lb/ft
-350lb/ft
-350lb/ft
-350lb/ft
-350lb/ft
-350lb/ft
-350lb/ft
-350lb/ft
Y
XZ
Loads: BLC 1, Dead
Knutzen Engineering
Eric Anderson
20061
Pioneer
SK - 3
Apr 14, 2021 at 5:33 PM
Post & Beam.r3d
N1
N2
N3 N4
N5 N6
N7 N8
N9
N10
N11
N12 N13
N14 N15
N16 N17
N18
N19
N20
N21
N22
N23
N24
N25
N26
N27
N28
N29
N30
P1
P2
P3
P4
P5
P6
P7 P
8
P9
B10
B11
B12
B13
B14
P15
P16
P17
P18
P19
P20
B21
B22
B23
B24
B25
-600lb/ft
-600lb/ft
-600lb/ft
-600lb/ft
-600lb/ft
-600lb/ft
-600lb/ft
-600lb/ft
-600lb/ft
-600lb/ft
Y
XZ
Loads: BLC 2, Snow
Company : Knutzen Engineering Apr 14, 20215:33 PMDesigner : Eric Anderson
Job Number : 20061 Checked By:_____Model Name : Pioneer
Member AISC 15th(360-16): ASD Steel Code Checks (By Combination)LC Member Shape UC Max Loc[ft] Shear ... Loc[ft] Dir Pnc/om...Pnt/om ...Mnyy/o... Mnzz/o... Cb Eqn
1 2 P1 HSS4X4X3 .531 0 .000 0 y 23809.0...77245.5...9156.6879156.687 1 H1-1a2 2 P2 HSS4X4X5 .720 0 .000 0 y 35042.6...122754....13947.1...13947.1... 1 H1-1a3 2 P3 HSS4X4X3 .531 0 .000 0 y 23809.0...77245.5...9156.6879156.687 1 H1-1a4 2 P4 HSS4X4X3 .416 0 .000 0 y 23809.0...77245.5...9156.6879156.687 1 H1-1a5 2 P5 HSS4X4X3 .416 0 .000 0 y 23809.0...77245.5...9156.6879156.687 1 H1-1a6 2 P6 HSS4X4X3 .521 0 .000 0 y 23809.0...77245.5...9156.6879156.687 1 H1-1a7 2 P7 HSS4X4X3 .521 0 .000 0 y 23809.0...77245.5...9156.6879156.687 1 H1-1a8 2 P8 HSS4X4X3 .409 0 .000 0 y 23809.0...77245.5...9156.6879156.687 1 H1-1a9 2 P9 HSS4X4X3 .409 0 .000 0 y 23809.0...77245.5...9156.6879156.687 1 H1-1a10 2 B10 W16X31 .592 12.75 .143 0 y 208036....273353....17539.92 134730.... 1 H1-1b11 2 B11 W16X31 .592 12.75 .143 0 y 208036....273353....17539.92 134730.... 1 H1-1b12 2 B12 W16X26 .443 10 .138 20 y 176481....229940....13672.6...110279.... 1 H1-1b13 2 B13 W16X31 .569 12.5 .140 25 y 209176....273353....17539.92 134730.... 1 H1-1b14 2 B14 W16X26 .427 9.823 .136 0 y 177036....229940....13672.6...110279.... 1 H1-1b15 2 P15 HSS4X4X3 .301 0 .000 0 y 20006.2...77245.5...9156.6879156.687 1 H1-1a16 2 P16 HSS4X4X5 .657 0 .000 0 y 29445.5...122754....13947.1...13947.1... 1 H1-1a17 2 P17 HSS4X4X5 .908 0 .000 0 y 29445.5...122754....13947.1...13947.1... 1 H1-1a18 2 P18 HSS4X4X5 .908 0 .000 0 y 29445.5...122754....13947.1...13947.1... 1 H1-1a19 2 P19 HSS4X4X5 .908 0 .000 0 y 29445.5...122754....13947.1...13947.1... 1 H1-1a20 2 P20 HSS4X4X3 .670 0 .000 0 y 20006.2...77245.5...9156.6879156.687 1 H1-1a21 2 B21 W16X26 .159 6 .083 0 y 181193....229940....13672.6...110279.... 1 H1-1b22 2 B22 W16X31 .664 13.5 .151 0 y 204522....273353....17539.92 134730.... 1 H1-1b23 2 B23 W16X31 .664 13.5 .151 0 y 204522....273353....17539.92 134730.... 1 H1-1b24 2 B24 W16X31 .664 13.5 .151 0 y 204522....273353....17539.92 134730.... 1 H1-1b25 2 B25 W16X31 .664 13.5 .151 0 y 204522....273353....17539.92 134730.... 1 H1-1b
RISA-3D Version 17.0.4 Page 1 [C:\Users\eanderson.KE\Desktop\Post & Beam.r3d]
Company : Knutzen Engineering Apr 14, 20215:34 PMDesigner : Eric Anderson
Job Number : 20061 Checked By:_____Model Name : Pioneer
Joint Reactions (By Combination)LC Joint Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft]
1 2 N1 0 12653.465 0 0 0 02 2 N2 0 25247.416 0 0 0 03 2 N3 0 12653.465 0 0 0 04 2 N4 0 9906.19 0 0 0 05 2 N5 0 9906.19 0 0 0 06 2 N6 0 12408.199 0 0 0 07 2 N7 0 12408.199 0 0 0 08 2 N8 0 9733.845 0 0 0 09 2 N9 0 9733.845 0 0 0 010 2 N10 0 0 0 0 0 011 2 N11 0 0 0 0 0 012 2 N12 0 0 0 0 0 013 2 N13 0 0 0 0 0 014 2 N14 0 0 0 0 0 015 2 N15 0 0 0 0 0 016 2 N16 0 0 0 0 0 017 2 N17 0 0 0 0 0 018 2 N18 0 0 0 0 0 019 2 N19 0 6014.825 0 0 0 020 2 N20 0 19352.335 0 0 0 021 2 N21 0 26739.944 0 0 0 022 2 N22 0 26739.944 0 0 0 023 2 N23 0 26739.944 0 0 0 024 2 N24 0 13402.435 0 0 0 025 2 N25 0 0 0 0 0 026 2 N26 0 0 0 0 0 027 2 N27 0 0 0 0 0 028 2 N28 0 0 0 0 0 029 2 N29 0 0 0 0 0 030 2 N30 0 0 0 0 0 031 2 Totals: 0 233640.243 032 2 COG (ft): X: 58.889 Y: 17.164 Z: 23.068
RISA-3D Version 17.0.4 Page 2 [C:\Users\eanderson.KE\Desktop\Post & Beam.r3d]
Pioneer Packaging .
20061 .
EAA .
Exterior Section 1312 PLF
0.87 ‐> use 16" Continous Footings
Type I 0 < P < 8000 lb
2.00 ‐> use 24" x 24" x 8" Spread Footings
Type II 8000 < P < 12500 lb
2.50 ‐> use 30" x 30" x 8" Spread Footings
Type III 12500 < P < 18000 lb
3.00 ‐> use 36" x 36" x 10" Spread Footings
Type IV 18000 < P < 24500 lb
3.50 ‐> use 42" x 42" x 10" Spread Footings
Type V 24500 < P < 32000 lb
4.00 ‐> use 48" x 48" x 12" Spread Footings
Foundation Design
Spread Footing
W= 910+(18)(14)+150 =
=> 1312 / 1500 =
Continous Footing
=> √(12500 / 2000) =
=> √(32000 / 2000) =
=> √(8000 / 2000) =
=> √(18000 / 2000) =
=> √(24500 / 2000) =
Pioneer Packaging Project #: 20061
3001 April 12, 2021
LATERAL CALCULATIONS
Pioneer Packaging .
20061 .
EAA .
Seismic Base Shear
Building Weight:
Roof: 78473.3 lb
Wall Trib: 113296.0 lb
Roof:Total = lb
V = (0.059)(191769.3) = 11270.1 lb
Vasd = (0.7)(11270.1) = 7889.1 lb
‐
‐
‐
‐
‐
(15)(5229)(12.01/12) =
(14)(335)(8) + (8)(1184)(8) =
191769.3
Pioneer Packaging .
20061 .
EAA .
Roof: 0 SF 0 SF
327.6 SF 36.4 SF
Roof: 0 SF 0 SF
903.2 SF 72.8 SF
Roofing Area:
Wall Area:
α Roofing Area:
α Wall Area:
L ‐ 2α 2α
2α Wall Area:Wall Area:
Wind Areas
2α Roofing Area:
W ‐ α α
Roofing Area:
Pioneer Packaging .
20061 .
EAA .
Kzt = 1.0 α =0.1)(45.5)= 4.55 ft <‐ Controls
P= (1.26)(1)Ps30 (0.4)(18)= 7.2 ft
2α = 9.1 ft
Ps30A = 23.32 => PsA = 29.38
Ps30B = 7.32 => PsB = 9.22
Ps30C = 17.34 => PsC = 21.85
Ps30D = 6.45 => PsD = 8.13
R ‐> L: 8,227.5 lb
F ‐> B: 21,873.8 lb
4,936.5 lb
13,124.3 lb
Roof: (ASD) R ‐> L: Seismic Governs
F ‐> B: Wind Governs
(29.38)(72.8) + (21.85)(903.2) + (9.22)(0) + (8.13)(0) =
(29.38)(36.4) +(9.22)(0)+ (21.85)(327.6) + (8.13)(0) =
Wind Base Shear
Roof: (ASD) (0.6)(8227.492) = R ‐> L:
(0.6)(21873.784) = F ‐> B:
Roof:
Notes:
1. Per 2015 SDPWS Table 4.3C, 5/8 sheathing with 6d cooler nails at 4" is 400 #/ft. With ASD reduction = 200#/ft.
2. DensGlass racking strength is 654 #/ft per technical guide.
SW7 Roof 11.00 16 1.45 1240 112.7 4/7
SW8 Roof 14.00 18 1.29 2483 177.4 4/7
8.00
4/7
4/7
112.7
198.8
16.00 16
17
4/7
4/7
SW5 Roof
SW6 Roof
Wall Shear
(lb/ft)
198.8
198.8
112.7
16
18
2.00
1.20
1803
1.55
2983
Page________ of _______
SW9 Roof
H/L Ratio
Lateral Tributary
Wall Force (lbs)Shearwall Mark Length (ft) Height (ft)
SW1 Roof
SW2 Roof
SW3 Roof
SW4 Roof
902
11.00 2187
1.00
Edge Nail
Spacing (in)
23.00 4/7
4/7
15.00
108.00 18
7.00
0.17 3945 36.5
4079
1392
4/7
0.74
2.43
177.417
17
5401 Ridgeline Drive Suite 160
Kennewick, WA 99338 509.222.0959
Customer Job Description
Proposal No Project No Date By Ck. By
Notes:
1. Holdown force resisted by the weight of stem wall & foundation by inspection.
SW7 Roof 19838 338 20401 0 NA
SW8 Roof 44693 338 34692 714 HDU4
5401 Ridgeline Drive Suite 160
Kennewick, WA 99338509.222.0959
NA
HDU4
HDU4
SW5 Roof 28855 338 43162 0 NA
SW9 Roof 53689 338 39825 924
HDU4
HDU4
SW6 Roof 14427 338 10790 455
SW4 Roof 37185 0 10303 2444 HDU4
SW1 Roof 71003 338 2064528 0
Moment Resisting
(#‐ft)
Holdown Force
(lbs)
SW3 Roof 23663 0 4557 2729
SW2 Roof 69344 0 41248 1222
Page________ of _______
Shearwall Mark
Overturning
Moment (#‐ft)
Weight of
Roof/Flr on
Wall (#/ft) Holdown/Strap
Ck. ByBy
Job Description
Date Project No
Customer
Proposal No
Pioneer Packaging .
20061 .
EAA .
Fpx = 11270.1 lb
Fpmin = 14651.17 lb
Fpmax = 29302.35 lb
FpASD = 10255.8 lb
Wind (ASD): R ‐> L: 4936.5 lb
F ‐> B: 13124.3 lb
Chord Forces:
R ‐> L: W = 40.46 PLF
M = 75275.8 lb‐ft
T/C = 1654.4 lb
F ‐> B: W = 288.45 PLF
M = 74645.45 lb‐ft
T/C = 611.9 lb74645.45 / 122 =
(288.45)(45.5)^2 / 8 =
13124.3 / 45.5 =
> Seismic Controls
Roof:
75275.83 / 45.5 =
(40.46)(122)^2 / 8 =
4936.5 / 122 =
(0.4)(1.0)(0.382)(191769.3) =
(0.2)(1.0)(0.382)(191769.3) =
(0.7)(14651.17) =
Roof:
Diaphragm Design
Pioneer Packaging .
20061 .
EAA .
198.8 PLF
707 PLF => Roof OK
Diaphragm Shear
Per Sheet 3006, Max Shear at Roof:
Roof Capacity per Verco Steel Roof Deck:
