CHYO_BidSet-ProjectCalculations.pdf

REHABILITATE CHARLES YOUNG HOUSE

CHARLES YOUNG BUFFALO SOLDIERS

NATIONAL MONUMENT

CHYO

PMIS NO. 219518

PROJECT FORMS

NATIONAL PARK SERVICE

DENVER SERVICE CENTER

MAY 24, 2021

REHABILITATE CHARLES YOUNG HOUSE

CHARLES YOUNG BUFFALO SOLDIERS

NATIONAL MONUMENT

CHYO

PMIS NO. 219518

STRUCTURAL

DESIGN CALCULATIONS

NATIONAL PARK SERVICE

DENVER SERVICE CENTER

MAY 24, 2021

JVA JOB NO. 19989

STRUCTURAL CALCULATIONS

NPS Charles Young Buffalo Soldiers

National Monument

Xenia, Greene County, Ohio

May 2021

SECTION 1 - CODE AND LOAD INFORMATION

Current Building Codes

Commercial Codes

Building 2017 OBC (Ohio Building Code)

Mechanical 2017 OMC (Ohio Mechanical Code) and OBC Chapter 28

Gas 2015 IFGC (International Fuel Gas Code)

Electrical 2017 NEC (National Electrical Code) and OBC Chapter 27

Plumbing 2017 OPC (Ohio Plumbing Code) Greene County Plumbing Department

Suppression NFPA 13 (2016)

Fire Alarm NFPA 72 (2016)

KHS NFPA 17A (2017)

Accessibility 2011 OBC Chapter 11 / ICC/ANSI A117.1- 2009

Energy 2012 IECC or ANSI/ASHRAE/IES 90.1-2010

Fire 2017 OFC

Residential Codes

2019 RCO Residential Code of Ohio for 1, 2, and 3 Family Dwellings

2017 NEC National Electrical Code

Useful Information

Wind Speed Risk Category 1 Buildings: 105 mph

Risk Category 2 Buildings: 115 mph

Risk Category 3 & 4 Buildings: 120 mph

Snow Load Ground - 20 pounds per square foot

Roof Load - 20 pounds per square foot

Seismic Design Category “B”

NPS CHYO Buffalo Soliders National Monument:

Greene County Ohio County Code

Weather Probability Severe

Frost Line Depth 32 inches for Greene County

Termite Damage Moderate to Heavy

Decay Slight to Moderate

Winter Design Temperature 5 degrees

Ice Shield Underlayment Required Yes

Flood Hazards See Local Flood Plain Administrator

Air Freezing Index Less than 1,500

Mean Annual Temperature 50 degrees

Hazards by Location

Search Information

Address: charles young buffalo soldiers museum

Coordinates: 39.7072222, -83.89027779999999

Elevation: 1005 ft

Timestamp: 2020-02-19T19:02:29.705Z

Hazard Type: Snow

ASCE 7-16

Ground Snow Load 20 lb/sqft

ASCE 7-10

Ground Snow Load 20 lb/sqft

ASCE 7-05

Ground Snow Load 20 lb/sqft

The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.

Disclaimer

Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer.

While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report.

1005 ft

Map data ©2020 GoogleReport a map error

Address: charles young buffalo soldiers museum

Coordinates: 39.7072222, -83.89027779999999

Elevation: 1005 ft

Timestamp: 2020-02-19T18:57:55.732Z

Hazard Type: Wind

ASCE 7-16

MRI 10-Year 74 mph

MRI 25-Year 80 mph

MRI 50-Year 85 mph

MRI 100-Year 91 mph

Risk Category I 100 mph

Risk Category II 106 mph

Risk Category III 113 mph

Risk Category IV 118 mph

ASCE 7-10

MRI 10-Year 76 mph

MRI 25-Year 84 mph

MRI 50-Year 90 mph

MRI 100-Year 96 mph

Risk Category I 105 mph

Risk Category II 115 mph

Risk Category III-IV 120 mph

ASCE 7-05

ASCE 7-05 Wind Speed 90 mph

The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.

Disclaimer

Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area – in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE:

For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region.

Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions.

While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report.

1005 ft

Map data ©2020 GoogleReport a map error

Address: charles young buffalo soldiers museum

Coordinates: 39.7072222, -83.89027779999999

Elevation: 1005 ft

Timestamp: 2020-02-19T19:01:15.496Z

Hazard Type: Seismic

Reference Document: ASCE7-16

Risk Category: II

Site Class: D-default

MCER Horizontal Response Spectrum Design Horizontal Response Spectrum

Basic Parameters

Name Value Description

SS 0.136 MCER ground motion (period=0.2s)

S1 0.068 MCER ground motion (period=1.0s)

SMS 0.218 Site-modified spectral acceleration value

SM1 0.164 Site-modified spectral acceleration value

SDS 0.145 Numeric seismic design value at 0.2s SA

SD1 0.109 Numeric seismic design value at 1.0s SA

�Additional Information

Name Value Description

SDC B Seismic design category

Fa 1.6 Site amplification factor at 0.2s

Fv 2.4 Site amplification factor at 1.0s

CRS 0.937 Coefficient of risk (0.2s)

CR1 0.895 Coefficient of risk (1.0s)

PGA 0.07 MCEG peak ground acceleration

FPGA 1.6 Site amplification factor at PGA

PGAM 0.111 Site modified peak ground acceleration

TL 12 Long-period transition period (s)

SsRT 0.136 Probabilistic risk-targeted ground motion (0.2s)

SsUH 0.145 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

SsD 1.5 Factored deterministic acceleration value (0.2s)

S1RT 0.068 Probabilistic risk-targeted ground motion (1.0s)

S1UH 0.076 Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years)

S1D 0.6 Factored deterministic acceleration value (1.0s)

PGAd 0.5 Factored deterministic acceleration value (PGA)

The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.

Disclaimer

Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services.

While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of

1005 ft

Map data ©2020 GoogleReport a map error

0 2 4 6 8 10 12 Period (s)

0.00

0.05

0.10

0.15

0.20

Sa(g)

0 2 4 6 8 10 12 Period (s)

0.00

0.02

0.04

0.06

0.08

0.10

0.12

0.14

Sa(g)

Date: Job No.:

By: Sheet:

GCpi = ± 0.18

1.00

45 ft x 70 ft

24 ft 18 ft

Parapet Elevation 18 ft

106 mph Type of Hill

H 0 ft Lh 0 ft

1,005 ft 0.97 x 0 ft Lb

7.5 :12 θ = 32.0 °

Type of Roof 6

0-15 15-20 20-25 25-30 30-40 40-50 50-60 60-70 70-80 80-90 90-100

17.7 18.6 19.3 19.9 20.9 21.7 22.4 23.0 23.5 24.0 24.5

-5.5 -3.4

-9.2

31.4 -20.9

-7.3

0 to 12 12 to 24 24 to 48 48 +

Windward Roof 0.1 +8.5 0.1 +8.5 0.1 +8.5 0.1 +8.5

-13.0 -13.0 -5.5 -1.7

5 x 1.67 5 x 1.67 5 x 1.67 Elev. 18 ft

4&5 26.3

4 -28.5

5 -35.2

Roof

24.0

-30.7 46.0 -50.2

24.0

-30.7 46.0 -43.9

24.0

-26.3

-48.5

Ultimate Wind Speed

Hurricane Prone Region?

within 4.5 ft of edges & ridges

Leeward Roof

Effective Wind Area (ft

Leeward Wall

Side Wall wind normal to ridge wind normal to ridge

Component

Roof wind parallel to ridge

Windward

Distance from Windward Edge (ft)

Parapet

(for all h)

Roof Slope

Altitude Adjustment

Mean Roof Elevation

Exposure Category within 4.5 ft of edges internally

Parapet

Normal to Ridge

Roof Zone: See ASCE 7, Fig. 6-11D

Parapet

Components & Cladding internally

Main Wind Force Resisting System Wind Pressures (psf)

Minimum Projected Area Design Pressure (Windward + Leeward) allowed by code = 16psf, see 6.1.4.1

Height (ft)

Windward Wall within 4.5 ft of corners

Wall

Overhang 2,3 within 4.5 x 4.5 sq ft of corners within 4.5 x 4.5 sq ft of corners

Components & Cladding Wind Pressures (psf)

Wall Zone: See Fig.

6-11A within 4.5 ft of edges & ridges internally

1998902/26/21NPS CHYO

Anderson Hallas JSS

Parallel to Ridge

Site Elevation

Risk Category

Parallel to Ridge

3 second gust

Leeward

Project:

Normal to Ridge

ASCE 7-16 Wind Calculation Sheet

Client:

Enclosure Classification

Parapet >= 3ft?

Eave Elevation

Building Dimensions

Wind Loads - 2016 ASCE 7

Input & Results

NPS CHYO Date: Job No.:

Anderson Hallas By: JSS Sheet:

C

106 mph 1,005 ft

24 ft

7.5 :12

Effective Wind Area (ft

) 17 x 5.67 9 x 1.67 5 x 1.67 Elev. 18 ft

4&5 25.6

4 -27.8

5 -33.8

Roof

21.8

-26.3 46.0 -50.2

21.8

-26.3 46.0 -43.9

21.8

-21.9

-44.1

Effective Wind Area (ft

) 5 x 1.67 5 x 1.67 5 x 1.67 Elev. 18 ft

4&5 26.3

4 -28.5

5 -35.2

Roof

24.0

-30.7 46.0 -50.2

24.0

-30.7 46.0 -43.9

24.0

-26.3

-48.5

Mean Roof HeightRisk Category within 4.5 x 4.5 sq ft of corners within 4.5 ft of corners internally

II - Typical Occupancy within 4.5 x 4.5 sq ft of corners

Basic Wind Speed Site Elevation

Roof SlopeType of Roof Gable

Component

Orig Roof Typ Wall

Components & Cladding Wind Pressures (psf)

Roof Zone: See ASCE 7, Fig. 6-11D

02/26/21 19989Project:

Client:

Wall Zone: See Fig.

6-11A

ASCE 7-16 Wind Calculation Sheet Exposure CategoryEnclosure Classification Enclosed within 4.5 ft of edges & ridges

ParapetWallRoof internally within 4.5 ft of edges within 4.5 x 4.5 sq ft of corners

Parapet

Overhang 2,3

Component

Wall Zone: See Fig.

6-11A

Components & Cladding Wind Pressures (psf)

Roof Zone: See ASCE 7, Fig. 6-11D

Overhang 2,3 within 4.5 ft of edges within 4.5 ft of corners

WallRoof within 4.5 x 4.5 sq ft of corners internally

Wind Loads - 2016 ASCE 7

Add'l C&C

SECTION 2 - FLOOR FRAMING

1ST FLOOR FRAMING PLAN

1J-1 1J-1 1J-1

1B -1

1B -1

1J -2

1J -2

1J -2

1B-2 1B-3

1B-3

1J-3

1J-3

1B-4

1B-5 1J-41B -6

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1B-1

Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)

Member Reaction (lbs) 531 @ 3" 1271 (1.50") Passed (42%) -- 1.0 D + 1.0 L (Alt Spans) Shear (lbs) 609 @ 7' 3 3/4" 1619 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) -1180 @ 8' 4" 1640 Passed (72%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.064 @ 4' 1" 0.202 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.070 @ 4' 5/8" 0.404 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating N/A N/A N/A -- N/A

System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD

• Deflection criteria: LL (L/480) and TL (L/240).

• Allowed moment does not reflect the adjustment for the beam stability factor.

• A 15% increase in the moment capacity has been added to account for repetitive member usage.

• Applicable calculations are based on NDS.

• No composite action between deck and joist was considered in analysis.

• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger

• ¹ See Connector grid below for additional information and/or requirements.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Total Accessories

1 - Hanger on 9 1/4" SYP beam 3.00" Hanger¹ 1.50" 67 503/-24 570/-24 See note ¹

2 - Beam - SYP 6.00" 6.00" 1.77" 196 1307 1503 None

3 - Hanger on 9 1/4" SYP beam 3.00" Hanger¹ 1.50" 61 478/-41 539/-41 See note ¹

•Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 12' 3" o/c

Bottom Edge (Lu) 8' 9" o/c

Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories

1 - Face Mount Hanger LUS28 1.75" N/A 6-10dx1.5 3-10d

3 - Face Mount Hanger LUS28 1.75" N/A 6-10dx1.5 3-10d

• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Floor Live

Vertical Load Location (Side) Spacing (0.90) (1.00) Comments

1 - Uniform (PSF) 0 to 16' 2" 16" 15.0 100.0 Default Load

Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.

The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

Weyerhaeuser Notes

All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.

MEMBER REPORT PASSED

1st Floor, Room 101: Typ Joist

1 piece(s) 2 x 10 Southern Pine No. 2 @ 16" OC

ForteWEB Software Operator Job Notes 2/26/2021 7:08:14 PM UTC Jeff JVA Inc

(303) 565-4917 jschalk@jvajva.com

ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: 19989 NPS CHYO

Page 2 / 11

1J-2

Member Reaction (lbs) 3020 @ 3" 5085 (1.50") Passed (59%) -- 1.0 D + 1.0 L (Alt Spans) Shear (lbs) 3006 @ 5' 2 3/4" 7875 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) -5161 @ 6' 5" 7910 Passed (65%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.022 @ 3' 1 13/16" 0.206 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.025 @ 3' 1 7/16" 0.308 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans)

System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD

• Deflection criteria: LL (L/360) and TL (L/240).

• Allowed moment does not reflect the adjustment for the beam stability factor.

• Applicable calculations are based on NDS.

• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger

• ¹ See Connector grid below for additional information and/or requirements.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Total Accessories

1 - Hanger on 11 1/4" SYP ledgerOnMasonry 3.00" Hanger¹ 1.50" 423 2879/-84 3302/- 84 See note ¹

2 - Column Cap - steel 6.00" 6.00" 2.53" 1232 7356 8588 Blocking

3 - Hanger on 11 1/4" SYP ledgerOnMasonry 3.00" Hanger¹ 1.50" 388 2757/-165 3145/- 165 See note ¹

•Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 12' o/c

Bottom Edge (Lu) 12' o/c

Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories

1 - Face Mount Hanger HHUS210-4 3.00" N/A 30-10d 10-10d

3 - Face Mount Hanger HHUS210-4 3.00" N/A 30-10d 10-10d

• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Floor Live

Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments

0 - Self Weight (PLF) 3" to 12' 3" N/A 17.1 --

1 - Uniform (PLF) 0 to 12' 6" (Top) N/A 147.0 980.3 Linked from: Room 101: Typ Joist, Support 2

All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.

MEMBER REPORT PASSED

1st Floor, Room 101: Drop Beam

4 piece(s) 2 x 12 Southern Pine No. 2

ForteWEB Software Operator Job Notes 2/26/2021 7:08:14 PM UTC Jeff JVA Inc

(303) 565-4917 jschalk@jvajva.com

ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: 19989 NPS CHYO

Page 3 / 11

1B-2

Member Reaction (lbs) 10412 @ 12' 20340 (6.00") Passed (51%) -- 1.0 D + 1.0 L (Adj Spans) Shear (lbs) 4473 @ 10' 9 3/4" 7875 Passed (57%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-lbs) -8088 @ 12' 7910 Passed (102%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.107 @ 0 0.217 Passed (2L/732) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.107 @ 0 0.325 Passed (2L/730) -- 1.0 D + 1.0 L (Alt Spans)

System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD

• Deflection criteria: LL (L/360) and TL (L/240).

• Overhang deflection criteria: LL (2L/360) and TL (2L/240).

• Allowed moment does not reflect the adjustment for the beam stability factor.

• -793 lbs uplift at support located at 17' 4 1/2". Strapping or other restraint may be required.

• Applicable calculations are based on NDS.

• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Total Accessories

1 - Stud wall - SYP 6.00" 6.00" 2.60" 1244 7585 8829 None

2 - Stud wall - SYP 6.00" 6.00" 3.07" 1339 9073 10412 Blocking

3 - Stud wall - SYP 3.00" 3.00" 1.50" 289 2805/-1081 3094/- 1081 None

•Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 12' o/c

Bottom Edge (Lu) 6" o/c

Dead Floor Live

Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments

0 - Self Weight (PLF) 0 to 17' 6" N/A 17.1 --

1 - Uniform (PLF) 0 to 17' 6" (Top) N/A 147.0 980.3 Linked from: Room 101: Typ Joist, Support 2

Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.

The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

Weyerhaeuser Notes

All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.

MEMBER REPORT PASSED

1st Floor, Room 102&104: Drop Beam

4 piece(s) 2 x 12 Southern Pine No. 2

ForteWEB Software Operator Job Notes 3/22/2021 10:24:38 PM UTC Jeff JVA Inc

(303) 565-4917 jschalk@jvajva.com

ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: 19989 NPS CHYO

Page 1 / 1

1B-3

Member Reaction (lbs) 690 @ 3" 1271 (1.50") Passed (54%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 572 @ 1' 1/4" 1619 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 1553 @ 4' 9" 1640 Passed (95%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.142 @ 4' 9" 0.225 Passed (L/760) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.163 @ 4' 9" 0.450 Passed (L/661) -- 1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A -- N/A

System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD

• Deflection criteria: LL (L/480) and TL (L/240).

• Allowed moment does not reflect the adjustment for the beam stability factor.

• A 15% increase in the moment capacity has been added to account for repetitive member usage.

• Applicable calculations are based on NDS.

• No composite action between deck and joist was considered in analysis.

• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger

• ¹ See Connector grid below for additional information and/or requirements.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Total Accessories

1 - Hanger on 9 1/4" SYP beam 3.00" Hanger¹ 1.50" 95 633 728 See note ¹

2 - Hanger on 9 1/4" SYP beam 3.00" Hanger¹ 1.50" 95 633 728 See note ¹

•Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 3' 8" o/c

Bottom Edge (Lu) 9' o/c

Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories

1 - Face Mount Hanger LUS28 1.75" N/A 6-10dx1.5 3-10d

2 - Face Mount Hanger LUS28 1.75" N/A 6-10dx1.5 3-10d

• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Floor Live

Vertical Load Location (Side) Spacing (0.90) (1.00) Comments

1 - Uniform (PSF) 0 to 9' 6" 16" 15.0 100.0 Default Load

Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.

The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

Weyerhaeuser Notes

All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.

MEMBER REPORT PASSED

1st Floor, Room 100: Typ Joist

1 piece(s) 2 x 10 Southern Pine No. 2 @ 16" OC

ForteWEB Software Operator Job Notes 2/26/2021 7:08:14 PM UTC Jeff JVA Inc

(303) 565-4917 jschalk@jvajva.com

ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: 19989 NPS CHYO

Page 5 / 11

1J-3

Member Reaction (lbs) 850 @ 3" 2543 (1.50") Passed (33%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 732 @ 1' 1/4" 3238 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 1802 @ 4' 4 13/16" 3281 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.071 @ 4' 9 1/16" 0.225 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.096 @ 4' 8 1/4" 0.450 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A -- N/A

System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD

• Deflection criteria: LL (L/480) and TL (L/240).

• Allowed moment does not reflect the adjustment for the beam stability factor.

• A 15% increase in the moment capacity has been added to account for repetitive member usage.

• Applicable calculations are based on NDS.

• No composite action between deck and joist was considered in analysis.

• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger

• ¹ See Connector grid below for additional information and/or requirements.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Total Accessories

1 - Hanger on 9 1/4" SYP beam 3.00" Hanger¹ 1.50" 255 633 888 See note ¹

2 - Hanger on 9 1/4" SYP beam 3.00" Hanger¹ 1.50" 148 633 781 See note ¹

•Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 9' o/c

Bottom Edge (Lu) 9' o/c

Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories

1 - Face Mount Hanger LUS28-2 2.00" N/A 6-10dx1.5 3-10d

2 - Face Mount Hanger LUS28-2 2.00" N/A 6-10dx1.5 3-10d

• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Floor Live

Vertical Loads Location (Side) Spacing (0.90) (1.00) Comments

1 - Uniform (PSF) 0 to 9' 6" 16" 15.0 100.0 Default Load

2 - Point (PLF) 2' 6" 16" 160.0 - Hung Mech Unit

Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.

The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

Weyerhaeuser Notes

All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.

MEMBER REPORT PASSED

1st Floor, Room 100: Joist at Hung Unit

2 piece(s) 2 x 10 Southern Pine No. 2 @ 16" OC

ForteWEB Software Operator Job Notes 3/22/2021 10:30:56 PM UTC Jeff JVA Inc

(303) 565-4917 jschalk@jvajva.com

ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: 19989 NPS CHYO

1B-4

Member Reaction (lbs) 510 @ 3" 1271 (1.50") Passed (40%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 454 @ 10 1/4" 1269 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 1081 @ 4' 4 13/16" 1165 Passed (93%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.177 @ 4' 9 1/16" 0.225 Passed (L/610) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.238 @ 4' 8 1/4" 0.450 Passed (L/453) -- 1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A -- N/A

System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD

• Deflection criteria: LL (L/480) and TL (L/240).

• Allowed moment does not reflect the adjustment for the beam stability factor.

• A 15% increase in the moment capacity has been added to account for repetitive member usage.

• Applicable calculations are based on NDS.

• No composite action between deck and joist was considered in analysis.

• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger

• ¹ See Connector grid below for additional information and/or requirements.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Total Accessories

1 - Hanger on 7 1/4" SYP beam 3.00" Hanger¹ 1.50" 153 380 533 See note ¹

2 - Hanger on 7 1/4" SYP beam 3.00" Hanger¹ 1.50" 89 380 469 See note ¹

•Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 4' 10" o/c

Bottom Edge (Lu) 9' o/c

Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories

1 - Face Mount Hanger LU26 1.50" N/A 6-10dx1.5 4-10dx1.5

2 - Face Mount Hanger LU26 1.50" N/A 6-10dx1.5 4-10dx1.5

• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Floor Live

Vertical Loads Location (Side) Spacing (0.90) (1.00) Comments

1 - Uniform (PSF) 0 to 9' 6" 24" 6.0 40.0 40% Floor by Stiffness

2 - Point (PLF) 2' 6" 24" 64.0 - 40% Hung Mech Unit by Stiffness

All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.

MEMBER REPORT PASSED

1st Floor, Room 105: Orig Joist

1 piece(s) 2 x 8 Southern Pine No. 2 @ 24" OC

ForteWEB Software Operator Job Notes 3/22/2021 10:39:37 PM UTC Jeff JVA Inc

(303) 565-4917 jschalk@jvajva.com

ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: 19989 NPS CHYO

Page 1 / 2

1B-5

Member Reaction (lbs) 756 @ 3" 1969 (1.50") Passed (38%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 674 @ 10 1/4" 2411 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 1601 @ 4' 4 3/4" 3700 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.140 @ 4' 9 1/16" 0.225 Passed (L/772) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.186 @ 4' 8 1/4" 0.450 Passed (L/582) -- 1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 47 40 Passed -- --

System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD

• Deflection criteria: LL (L/480) and TL (L/240).

• Allowed moment does not reflect the adjustment for the beam stability factor.

• A 4% increase in the moment capacity has been added to account for repetitive member usage.

• A structural analysis of the deck has not been performed.

• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down.

• Additional considerations for the TJ-Pro™ Rating include: None.

• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger

• ¹ See Connector grid below for additional information and/or requirements.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Total Accessories

1 - Hanger on 7 1/4" SYP beam 3.00" Hanger¹ 1.50" 220 570 790 See note ¹

2 - Hanger on 7 1/4" SYP beam 3.00" Hanger¹ 1.50" 124 570 694 See note ¹

•Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 9' o/c

Bottom Edge (Lu) 9' o/c

Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories

1 - Face Mount Hanger HU1.81/5 2.50" N/A 12-10dx1.5 4-10dx1.5

2 - Face Mount Hanger HU1.81/5 2.50" N/A 12-10dx1.5 4-10dx1.5

• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Floor Live

Vertical Loads Location (Side) Spacing (0.90) (1.00) Comments

1 - Uniform (PSF) 0 to 9' 6" 24" 8.0 60.0 60% Floor by Stiffness

2 - Point (PLF) 2' 6" 24" 96.0 - 60% Hung Mech Unit by Stiffness

All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.

MEMBER REPORT PASSED

1st Floor, Room 105: Joist Sisters

1 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL @ 24" OC

ForteWEB Software Operator Job Notes 3/22/2021 10:40:02 PM UTC Jeff JVA Inc

(303) 565-4917 jschalk@jvajva.com

ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: 19989 NPS CHYO

Page 1 / 2

1B-5

Member Reaction (lbs) 713 @ 3" 1913 (1.50") Passed (37%) -- 1.0 D + 1.0 L (Alt Spans) Shear (lbs) 866 @ 9' 4 1/4" 1958 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) -1712 @ 8' 6" 2645 Passed (65%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.096 @ 4' 2 1/16" 0.206 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.105 @ 12' 10 7/16" 0.412 Passed (L/947) -- 1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating N/A N/A N/A -- N/A

System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD

• Deflection criteria: LL (L/480) and TL (L/240).

• Allowed moment does not reflect the adjustment for the beam stability factor.

• A 15% increase in the moment capacity has been added to account for repetitive member usage.

• Applicable calculations are based on NDS.

• No composite action between deck and joist was considered in analysis.

• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger

• ¹ See Connector grid below for additional information and/or requirements.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Total Accessories

1 - Hanger on 7 1/4" SYP beam 3.00" Hanger¹ 1.50" 88 675/-46 763/-46 See note ¹

2 - Plate on steel - SYP 6.00" 6.00" 1.63" 271 1805 2076 None

3 - Hanger on 7 1/4" SYP beam 3.00" Hanger¹ 1.50" 88 675/-46 763/-46 See note ¹

•Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 16' 6" o/c

Bottom Edge (Lu) 16' o/c

Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories

1 - Face Mount Hanger LUS26-2 2.00" N/A 4-10dx1.5 4-10d

3 - Face Mount Hanger LUS26-2 2.00" N/A 4-10dx1.5 4-10d

• Refer to manufacturer notes and instructions for proper installation and use of all connectors.

Dead Floor Live

Vertical Load Location (Side) Spacing (0.90) (1.00) Comments

1 - Uniform (PSF) 0 to 17' 21" 15.0 100.0 Default Load

Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.

The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

Weyerhaeuser Notes

All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.

MEMBER REPORT PASSED

1st Floor, Room 106: Joist

2 piece(s) 2 x 8 Spruce-Pine-Fir No. 1 / No. 2 @ 21" OC

ForteWEB Software Operator Job Notes 3/22/2021 10:49:00 PM UTC Jeff JVA Inc

(303) 565-4917 jschalk@jvajva.com

ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: 19989 NPS CHYO

1J-4

Member Reaction (lbs) 3695 @ 2" 5020 (2.25") Passed (74%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 2844 @ 10 3/4" 7232 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 6122 @ 3' 6 1/2" 10672 Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.146 @ 3' 6 1/2" 0.169 Passed (L/557) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.169 @ 3' 6 1/2" 0.338 Passed (L/479) -- 1.0 D + 1.0 L (All Spans)

System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD

• Deflection criteria: LL (L/480) and TL (L/240).

• Allowed moment does not reflect the adjustment for the beam stability factor.

• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Total Accessories

1 - Stud wall - SPF 3.50" 2.25" 1.66" 530 3276 3806 1 1/4" Rim Board

2 - Stud wall - SPF 3.50" 2.25" 1.66" 530 3276 3806 1 1/4" Rim Board

•Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 6' 11" o/c

Bottom Edge (Lu) 6' 11" o/c

Dead Floor Live

Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments

0 - Self Weight (PLF) 1 1/4" to 6' 11 3/4" N/A 11.1 --

1 - Uniform (PSF) 0 to 7' 1" (Front) 9' 3" 15.0 100.0 Default Load

Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.

The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

Weyerhaeuser Notes

All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.

MEMBER REPORT PASSED

1st Floor, Room 106: Drop Beam

3 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL

ForteWEB Software Operator Job Notes 3/22/2021 10:52:30 PM UTC Jeff JVA Inc

(303) 565-4917 jschalk@jvajva.com

ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: 19989 NPS CHYO

1B-6

2ND FLOOR FRAMING PLAN

1J-1 1J-1

1B -1

2B -3

2B -1

2B -1

2B -2

2B-1

1J-3

1B-4

(SIM)

1B-5

(SIM)

2J-1

2B -4

2B-5

2B-5

2B -6

2B-7

2B -8

Member Reaction (lbs) 1116 @ 2" 5085 (3.00") Passed (22%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 960 @ 1' 2 1/4" 3938 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 4557 @ 8' 6" 4548 Passed (100%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.366 @ 8' 6" 0.417 Passed (L/547) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.457 @ 8' 6" 0.833 Passed (L/437) -- 1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A -- N/A

System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD

• Deflection criteria: LL (L/480) and TL (L/240).

• Allowed moment does not reflect the adjustment for the beam stability factor.

• A 15% increase in the moment capacity has been added to account for repetitive member usage.

• Applicable calculations are based on NDS.

• No composite action between deck and joist was considered in analysis.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Total Accessories

1 - Pocket in masonry - concrete 3.00" 3.00" 1.50" 223 892 1115 None

2 - Pocket in masonry - concrete 3.00" 3.00" 1.50" 223 892 1115 None

•Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 6" o/c

Bottom Edge (Lu) 17' o/c

Dead Floor Live

Vertical Load Location (Side) Spacing (0.90) (1.00) Comments

1 - Uniform (PSF) 0 to 17' 21" 15.0 60.0 75% Floor by Stiffness

Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.

The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator

Weyerhaeuser Notes

All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.

MEMBER REPORT PASSED

2nd Floor, Room 201: Joist Sisters

2 piece(s) 2 x 12 Southern Pine No. 2 @ 21" OC

ForteWEB Software Operator Job Notes 2/26/2021 7:08:14 PM UTC Jeff JVA Inc

(303) 565-4917 jschalk@jvajva.com

ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 File Name: 19989 NPS CHYO

Page 7 / 11

2B-1

Member Reaction (lbs) 372 @ 2" 5085 (3.00") Passed (7%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 335 @ 10 1/4" 2538 Passed (13%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 1519 @ 8' 6" 2329 Passed (65%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.456 @ 8' 6" 0.417 Failed (L/439) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.569 @ 8' 6" 0.833 Passed (L/351) -- 1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A N/A -- N/A

System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD

• Deflection criteria: LL (L/480) and TL (L/240).

• Allowed moment does not reflect the adjustment for the beam stability factor.

• A 15% increase in the moment capacity has been added to account for repetitive member usage.

• Applicable calculations are based on NDS.

• No composite action between deck and joist was considered in analysis.

Bearing Length Loads to Supports (lbs)

Supports Total Available Required Dead Floor Live Total Accessories

1 - Pocket in masonry - concrete 3.00" 3.00" 1.50" 74 298 372 None

2 - Pocket in masonry - concrete 3.00" 3.00" 1.50" 74 298 372 None

•Maximum allowable bracing intervals based on applied load.

Lateral Bracing Bracing Intervals Comments

Top Edge (Lu) 17' o/c

Bottom…