DEVA_CowCreek_CC50_100__Final_CD_Structural_Calcs_2020-07-27.pdf

Structural Calculations

Death Valley National Park Repair Wind Damage and Install Fire Suppression

System in Cow Creek Admin Bldg (CC-50)

Cow Creek Admin. Bldg.

Inyo County, California

July 2, 2020

100% CONSTRUCTION DOCUMENTS

Prepared by:

48 Colin P. Kelly Street, San Francisco, CA 94107

T 415 989 9900 F 415 989 9909 www.soha.com

Prepared for:

ARCHITECTURAL RESOURCES GROUP

SOHA Job Number: 191203.00

PMIS: 248603 & 251928

48 Colin P. Kelly Street San Francisco, CA 94107 Tel: (415) 989 - 9900 Fax: (415) 989 - 9909

Project: DEVA Job No. 191203.00

Date: May 29, 2020 By: GWC

Table of Contents

Contents Page No.

Narrative N1 – N3

Loading -Load Table LD1 -Seismic Parameters LD2 -Wind Parameters LD3 – LD5

Roof Framing G1 – G46

Wall Out-of-Plane Anchorage L1 – L8

Tel: (415) 989 - 9900 Fax: (415) 989 - 9909

Project: DEVA Job No. 191203.00

Date: May 29, 2020 By: GWC

Roof Framing

Structural Narrative

The existing roof framing consists of alternating carpenter’s trusses and wood rafter pairs aligned with ceiling joists. The roof cantilevers past the gable end walls and consists of two rafter pairs forming the roof rake supported on cantilevered 6x rake support beams. The southern portion of the roof blew off in a high wind event. The roof framing there is to be rebuilt with new 2x6 top chords and strengthened double 1x6 web elements to resemble the existing trusses; the rake is to be rebuilt. The existing trusses at the northern portion are to be strengthened with newly sistered 1x6 web elements and added collar ties. The existing rafter pairs at the northern portion are to be built into trusses by connecting to the existing ceiling joists, adding double 1x6 web elements, and adding a collar tie.

The wood trusses and overhang rafter pair are modeled in RISA with dead, roof live, and wind loads applied. Based on the requirements for historic buildings in the International Existing Building Code, 75% of code level wind forces may be used to design the roof framing members and internal truss connections; full code level wind forces are to be used to design the wind uplift anchorage for wood roof framing. For simplicity, the full wind forces are applied to the structural elements in the model.

The 2x6 truss top and bottom chords are adequate. Although the existing 1x6 web elements are slender, these elements and their connections have withstood the test of time; new 1x6 will be sistered to the existing, where occurs, to reduce slenderness. Similarly, the bottom chord is spliced with 1x splice plates that have withstood the test of time. The connection is likely not adequate alone under current code level forces. As such, it will be strengthened with a new light gauge steel strap to transfer the entire tensile force in the chord. Additionally, a new collar tie is added to near the top of the truss.

To resist uplift, the truss ends are attached through the existing concrete bond beam along the top of the adobe wall with new framing hardware and epoxy anchors into the adobe wall. The intent is to engage the weight of the adobe wall to resist the uplift. The additional installation of Helifix into the adobe ties the adobe blocks together, leaving the epoxy bond strength as the controlling failure mode.

At the rake, the overhanging 1x tongue and groove sheathing with new ½” plywood are to be fastened using screws into a new sill plate installed in the new concrete

Tel: (415) 989 - 9900 Fax: (415) 989 - 9909

Project: DEVA Job No. 191203.00

Date: May 29, 2020 By: GWC bond beam. The combined section is checked to cantilever to the sill plate with the objective of reducing the load on the rafter pair and reactions to the cantilevered 6x.

Helifix installed at the adobe wall supporting the 6x rake beams improves the wall’s ability to resist concentrated tensile reaction forces. As with the truss uplift connections, the cantilevered 6x rake beams are anchored to the adobe with deep epoxy anchors. Epoxy bond strength controls the connection capacity.

Tel: (415) 989 - 9900 Fax: (415) 989 - 9909

Project: DEVA Job No. 191203.00

Date: May 29, 2020 By: GWC

WALL OUT-OF-PLANE ANCHORAGE

Structural Narrative

Along the top of the wall at the bottom of truss elevation, there is an existing concrete bond beam that braces the top of the adobe wall against out-of-plane seismic forces. The wall is adequate based on the height-to-thickness ratio and the test of time.

The gable end wall adobe is cantilevered above the concrete bond beam. Based on the height-to-thickness ratio and the test of time, this portion of wall is also likely adequate. However, in order to improve performance, a new concrete bond beam is installed at the top of the gable wall to be anchored into the adobe and tied into the wood diaphragm.

LD1

Latitude, Longitude: 36.502807, -116.869048

Date 2/3/2020, 9:39:32 AM

Design Code Reference Document ASCE7-16

Risk Category II

Site Class D - Default (See Section 11.4.3)

Type Value Description

SS 1.113 MCER ground motion. (for 0.2 second period)

S1 0.433 MCER ground motion. (for 1.0s period)

SMS 1.336 Site-modified spectral acceleration value

SM1 null -See Section 11.4.8 Site-modified spectral acceleration value

SDS 0.89 Numeric seismic design value at 0.2 second SA

SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA

Type Value Description

SDC null -See Section 11.4.8 Seismic design category

Fa 1.2 Site amplification factor at 0.2 second

Fv null -See Section 11.4.8 Site amplification factor at 1.0 second

PGA 0.518 MCEG peak ground acceleration

FPGA 1.2 Site amplification factor at PGA

PGAM 0.622 Site modified peak ground acceleration

TL 8 Long-period transition period in seconds

SsRT 1.113 Probabilistic risk-targeted ground motion. (0.2 second)

SsUH 1.251 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration

SsD 2.26 Factored deterministic acceleration value. (0.2 second)

S1RT 0.433 Probabilistic risk-targeted ground motion. (1.0 second)

S1UH 0.472 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.

S1D 0.827 Factored deterministic acceleration value. (1.0 second)

PGAd 0.941 Factored deterministic acceleration value. (Peak Ground Acceleration)

CRS 0.89 Mapped value of the risk coefficient at short periods

CR1 0.918 Mapped value of the risk coefficient at a period of 1 s

U.S. Seismic Design Maps https://seismicmaps.org/

1 of 2 2/3/2020, 9:45 AM

LD2

FOR REFERENCE ONLY

Search Information

Coordinates: 36.502807, -116.869048

Elevation: -121 ft

Timestamp: 2020-05-14T17:05:17.101Z

Hazard Type: Wind

ASCE 7-16

MRI 10-Year 68 mph

MRI 25-Year 73 mph

MRI 50-Year 79 mph

MRI 100-Year 83 mph

Risk Category I 91 mph

Risk Category II 97 mph

Risk Category III 103 mph

Risk Category IV 108 mph

ASCE 7-10

MRI 10-Year 72 mph

MRI 25-Year 79 mph

MRI 50-Year 85 mph

MRI 100-Year 91 mph

Risk Category I 100 mph

Risk Category II 110 mph

Risk Category III-IV 115 mph

ASCE 7-05

ASCE 7-05 Wind Speed 85 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.

ATC Hazards by Location https://hazards.atcouncil.org/#/wind?lat=36.502807&lng=-116.869048&a...

2 of 2 5/14/2020, 10:06 AM

LD3FOR REFERENCE ONLY

LD4

Typ Truss Conn. @ 24" (approx 32 s.f.)

ZONE λ pnet30 p [psf] w [plf]

3e 1.21 -54 -65.3 -130.68

3r 1.21 -61.7 -74.7 -149.314

2e 1.21 -38.1 -46.1 -92.202

2r 1.21 -46.5 -56.3 -112.53

2n 1.21 -46.5 -56.3 -112.53

1 1.21 -33.2 -40.2 -80.344

Rake - end connection (10 s.f. max)

ZONE λ pnet30 p [psf] w [plf]

3e 1.21 -62.5 -75.6 -75.625

3r 1.21 -73.2 -88.6 -88.572

2e 1.21 -38.1 -46.1 -46.101

2r 1.21 -53.4 -64.6 -64.614

2n 1.21 -53.4 -64.6 -64.614

1 1.21 -33.2 -40.2 -40.172

LD5

G1

G2

G3

G4

SOHA Engineers

GC

SK - 1

May 14, 2020 at 9:38 AM

191203.00 MODIFIED TRUSS 202...

N1

N2

N3

N4

N5

N6

N7 N8

N9 N10

N21

N22

N23

N24

N25

N11

N12

N13

N14

N15

N16

N17 N18

N19 N20

M1

M2 M3

M4 M5 M6

M

M8 M9

M10

M15

M16 M17

M18 M19 M20

M

M22 M23

M24

M25

M26 M27

M28

Y

XZ

G5

SK - 2

May 14, 2020 at 9:06 AM

191203.00 MODIFIED TRUSS 202...

N1

N2

N3

N4

N5

N6

N7 N8

N9 N10

N21

N22

N23

N24

N25

N11

N12

N13

N14

N15

N16

N17 N18

N19 N20

-.014k/ft

-.014k/ft

-.014k/ft

-.014k/ft -.011k/ft -.011k/ft

-.014k/ft

-.014k/ft

-.014k/ft

-.014k/ft -.011k/ft -.011k/ft

-.007k/ft

-.007k/ft

-.007k/ft

-.007k/ft

.15k

Y

XZ

Loads: BLC 1, DEAD

G6

SK - 3

May 14, 2020 at 9:07 AM

191203.00 MODIFIED TRUSS 202...

N1

N2

N3

N4

N5

N6

N7 N8

N9 N10

N21

N22

N23

N24

N25

N11

N12

N13

N14

N15

N16

N17 N18

N19 N20

-.04k/ft

-.04k/ft

-.04k/ft

-.04k/ft

-.04k/ft

-.04k/ft

-.04k/ft

-.04k/ft

-.02k/ft

-.02k/ft

-.02k/ft

-.02k/ft

.24k

Y

XZ

Loads: BLC 2, ROOF LIVE

G7

SK - 4

May 14, 2020 at 9:08 AM

191203.00 MODIFIED TRUSS 202...

N1

N2

N3

N4

N5

N6

N7 N8

N9 N10

N21

N22

N23

N24

N25

N11

N12

N13

N14

N15

N16

N17 N18

N19 N20

-.04k/ft

-.04k/ft

-.04k/ft

-.04k/ft

-.02k/ft

-.02k/ft

.24k

Y

XZ

Loads: BLC 4, ROOF LIVE (PATTERN 1)

G8

SK - 5

May 14, 2020 at 9:09 AM

191203.00 MODIFIED TRUSS 202...

N1

N2

N3

N4

N5

N6

N7 N8

N9 N10

N21

N22

N23

N24

N25

N11

N12

N13

N14

N15

N16

N17 N18

N19 N20

-.04k/ft -.04k/ft

-.04k/ft -.04k/ft

-.02k/ft

-.02k/ft

.24k

Y

XZ

Loads: BLC 5, ROOF LIVE (PATTERN 2)

G9

SK - 6

May 14, 2020 at 9:10 AM

191203.00 MODIFIED TRUSS 202...

N1

N2

N3

N4

N5

N6

N7 N8

N9 N10

N21

N22

N23

N24

N25

N11

N12

N13

N14

N15

N16

N17 N18

N19 N20

-.04k/ft

-.04k/ft

-.04k/ft

-.04k/ft

-.02k/ft

-.02k/ft

.24k

Y

XZ

Loads: BLC 6, ROOF LIVE (PATTERN 3)

G10

SK - 7

May 14, 2020 at 9:11 AM

191203.00 MODIFIED TRUSS 202...

N1

N2

N3

N4

N5

N6

N7 N8

N9 N10

N21

N22

N23

N24

N25

N11

N12

N13

N14

N15

N16

N17 N18

N19 N20

.092k/ft

.092k/ft.08k/ft

.113k/ft

.113k/ft .08k/ft

.092k/ft.092k/ft

.092k/ft

.092k/ft.08k/ft

.113k/ft

.113k/ft .08k/ft

.092k/ft.092k/ft

.076k/ft

.089k/ft

.089k/ft

.076k/ft

-1.04k

Y

XZ

Loads: BLC 3, WIND

G11

SOHA Engineers May 14, 2020

Joint Coordinates and Temperatures

Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap...

1 N1 -3 -0.971154 0 0 2 N2 0 0 0 0 3 N3 13 4.208333 0 0 4 N4 26 0 0 0 5 N5 29 -0.971154 0 0 6 N6 13 0 0 0 7 N7 7 2.266026 0 0 8 N8 19 2.266026 0 0 9 N9 10.683168 3.458333 0 0 10 N10 15.316832 3.458333 0 0 11 N21 -3 29.028846 0 0 12 N22 0 30 0 0 13 N23 13 34.208333 0 0 14 N24 26 30 0 0 15 N25 29 29.028846 0 0 16 N11 -3 9.028846 0 0 17 N12 0 10 0 0 18 N13 13 14.208333 0 0 19 N14 26 10 0 0 20 N15 29 9.028846 0 0 21 N16 13 10 0 0 22 N17 7 12.266026 0 0 23 N18 19 12.266026 0 0 24 N19 10.683168 13.458333 0 0 25 N20 15.316832 13.458333 0 0

Joint Boundary Conditions

Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad]

1 ALL Reaction 2 N2 Reaction Reaction Reaction 3 N4 Reaction Reaction 4 N3 5 N22 Reaction Reaction Reaction 6 N24 Reaction Reaction Reaction 7 N23 Reaction Reaction 8 N12 Reaction Reaction Reaction 9 N14 Reaction

Member Primary Data

Label I Joint J Joint K Joint Rotate(... Section/Shape Type Design List Material Design Rules

1 M1 N1 N2 2X6 Beam Rectangular DF Typical 2 M2 N2 N3 2X6 Beam Rectangular DF Typical 3 M3 N3 N4 2X6 Beam Rectangular DF Typical 4 M4 N4 N5 2X6 Beam Rectangular DF Typical 5 M5 N2 N6 2X6 Beam Rectangular DF Typical 6 M6 N6 N4 2X6 Beam Rectangular DF Typical 7 M7 N6 N3 2X6 Beam Rectangular DF Typical 8 M8 N6 N7 2X6 Beam Rectangular DF Typical 9 M9 N6 N8 2X6 Beam Rectangular DF Typical 10 M10 N9 N10 2X6 Beam Rectangular DF Typical 11 M15 N11 N12 2X6 Beam Rectangular DF Typical 12 M16 N12 N13 2X6 Beam Rectangular DF Typical 13 M17 N13 N14 2X6 Beam Rectangular DF Typical 14 M18 N14 N15 2X6 Beam Rectangular DF Typical 15 M19 N12 N16 2X6 Beam Rectangular DF Typical

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G12

Member Primary Data (Continued)

Label I Joint J Joint K Joint Rotate(... Section/Shape Type Design List Material Design Rules

16 M20 N16 N14 2X6 Beam Rectangular DF Typical 17 M21 N16 N13 2X6 Beam Rectangular DF Typical 18 M22 N17 N16 2X6 Beam Rectangular DF Typical 19 M23 N16 N18 2X6 Beam Rectangular DF Typical 20 M24 N19 N20 2X6 Beam Rectangular DF Typical 21 M25 N21 N22 2X6 Beam Rectangular DF Typical 22 M26 N22 N23 2X6 Beam Rectangular DF Typical 23 M27 N23 N24 2X6 Beam Rectangular DF Typical 24 M28 N24 N25 2X6 Beam Rectangular DF Typical

Member Advanced Data

Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical Analysis ... Inactive Seismic Design ...

1 M1 Yes None 2 M2 Yes None 3 M3 BenPIN Yes None 4 M4 Yes None 5 M5 BenPIN Yes None 6 M6 BenPIN BenPIN Yes None 7 M7 BenPIN BenPIN Yes None 8 M8 BenPIN BenPIN Yes None 9 M9 BenPIN BenPIN Yes None 10 M10 BenPIN BenPIN Yes None 11 M15 Yes None 12 M16 Yes None 13 M17 BenPIN Yes None 14 M18 Yes None 15 M19 BenPIN Yes None 16 M20 BenPIN BenPIN Yes None 17 M21 BenPIN BenPIN Yes None 18 M22 BenPIN BenPIN Yes None 19 M23 BenPIN BenPIN Yes None 20 M24 BenPIN BenPIN Yes None 21 M25 Yes None 22 M26 Yes None 23 M27 BenPIN Yes None 24 M28 Yes None

Basic Load Cases

BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distribut...Area(Me...Surface(...

1 DEAD DL -1 1 16

2 ROOF LIVE RLL 1 12

3 WIND WL 1 24

4 ROOF LIVE (PATTERN 1) RLL 1 12

5 ROOF LIVE (PATTERN 2) RLL 1 12

6 ROOF LIVE (PATTERN 3) RLL 1 12

Load Combinations

Description So...P... SR...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...

1 D 1 1 2 Lr 2 1 3 Lr (P1) 4 1 4 Lr (P2) 5 1 5 Lr (P3) 6 1 6 W 3 1 7 D+Lr Yes 1 1 2 1

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G13

Load Combinations (Continued)

Description So...P... SR...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...BLCFac...

8 D+Lr (P1) Yes 1 1 4 1 9 D+Lr (P2) Yes 1 1 5 1 10 D+Lr (P3) Yes 1 1 6 1 11 D+0.6W Yes 1 1 3 .6 12 D+0.45W+0.75Lr Yes 1 1 2 .75 3 .45 13 D+0.45W+0.75Lr (P1) Yes 1 1 4 .75 3 .45 14 D+0.45W+0.75Lr (P2) Yes 1 1 5 .75 3 .45 15 D+0.45W+0.75Lr (P3) Yes 1 1 6 .75 3 .45 16 0.6D+0.6W Yes 1 .6 3 .6 17 0.9D+W 1 .9 3 1

Member Distributed Loads (BLC 1 : DEAD)

Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/ft,F,ksf] Start Location[ft,%] End Location[ft,%]

1 M1 Y -.014 -.014 0 0 2 M2 Y -.014 -.014 0 0 3 M3 Y -.014 -.014 0 0 4 M4 Y -.014 -.014 0 0 5 M5 Y -.011 -.011 0 0 6 M6 Y -.011 -.011 0 0 7 M25 Y -.007 -.007 0 0 8 M26 Y -.007 -.007 %76.2 0 9 M27 Y -.007 -.007 0 %23.8 10 M28 Y -.007 -.007 0 0 11 M15 Y -.014 -.014 0 0 12 M16 Y -.014 -.014 0 0 13 M17 Y -.014 -.014 0 0 14 M18 Y -.014 -.014 0 0 15 M19 Y -.011 -.011 0 0 16 M20 Y -.011 -.011 0 0

Member Distributed Loads (BLC 2 : ROOF LIVE)

Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/ft,F,ksf] Start Location[ft,%] End Location[ft,%]

1 M1 Y -.04 -.04 0 0 2 M2 Y -.04 -.04 0 0 3 M3 Y -.04 -.04 0 0 4 M4 Y -.04 -.04 0 0 5 M25 Y -.02 -.02 0 0 6 M26 Y -.02 -.02 %76.2 0 7 M27 Y -.02 -.02 0 %23.8 8 M28 Y -.02 -.02 0 0 9 M15 Y -.04 -.04 0 0 10 M16 Y -.04 -.04 0 0 11 M17 Y -.04 -.04 0 0 12 M18 Y -.04 -.04 0 0

Member Distributed Loads (BLC 3 : WIND)

Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/ft,F,ksf] Start Location[ft,%] End Location[ft,%]

1 M1 y .092 .092 0 0 2 M2 y .092 .092 0 .2 3 M2 y .08 .08 .2 10.612 4 M2 y .113 .113 10.612 0 5 M3 y .113 .113 0 3.2 6 M3 y .08 .08 3.2 13.612 7 M3 y .092 .092 13.612 0 8 M4 y .092 .092 0 0 9 M25 y .076 .076 0 0 10 M26 y 0 0 0 .2

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G14

Member Distributed Loads (BLC 3 : WIND) (Continued)

Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/ft,F,ksf] Start Location[ft,%] End Location[ft,%]

11 M26 y 0 0 .2 10.612 12 M26 y .089 .089 10.414 0 13 M27 y .089 .089 0 3.25 14 M27 y 0 0 3.25 13.612 15 M27 y 0 0 13.612 0 16 M28 y .076 .076 0 0 17 M15 y .092 .092 0 0 18 M16 y .092 .092 0 .2 19 M16 y .08 .08 .2 10.612 20 M16 y .113 .113 10.612 0 21 M17 y .113 .113 0 3.2 22 M17 y .08 .08 3.2 13.612 23 M17 y .092 .092 13.612 0 24 M18 y .092 .092 0 0

Member Distributed Loads (BLC 4 : ROOF LIVE (PATTERN 1))

Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/ft,F,ksf] Start Location[ft,%] End Location[ft,%]

1 M1 Y -.04 -.04 0 0 2 M2 Y 0 0 0 0 3 M3 Y -.04 -.04 0 0 4 M4 Y 0 0 0 0 5 M25 Y -.02 -.02 0 0 6 M26 Y 0 0 0 0 7 M27 Y -.02 -.02 0 %23.8 8 M28 Y 0 0 0 0 9 M15 Y -.04 -.04 0 0 10 M16 Y 0 0 0 0 11 M17 Y -.04 -.04 0 0 12 M18 Y 0 0 0 0

Member Distributed Loads (BLC 5 : ROOF LIVE (PATTERN 2))

Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/ft,F,ksf] Start Location[ft,%] End Location[ft,%]

1 M1 Y 0 0 0 0 2 M2 Y -.04 -.04 0 0 3 M3 Y 0 0 0 0 4 M4 Y -.04 -.04 0 0 5 M25 Y 0 0 0 0 6 M26 Y -.02 -.02 %76.2 0 7 M27 Y 0 0 0 0 8 M28 Y -.02 -.02 0 0 9 M15 Y 0 0 0 0 10 M16 Y -.04 -.04 0 0 11 M17 Y 0 0 0 0 12 M18 Y -.04 -.04 0 0

Member Distributed Loads (BLC 6 : ROOF LIVE (PATTERN 3))

Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/ft,F,ksf] Start Location[ft,%] End Location[ft,%]

1 M1 Y 0 0 0 0 2 M2 Y -.04 -.04 0 0 3 M3 Y -.04 -.04 0 0 4 M4 Y 0 0 0 0 5 M25 Y 0 0 0 0 6 M26 Y -.02 -.02 %76.2 0 7 M27 Y -.02 -.02 0 %23.8 8 M28 Y 0 0 0 0 9 M15 Y 0 0 0 0 10 M16 Y -.04 -.04 0 0 11 M17 Y -.04 -.04 0 0

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G15

Member Distributed Loads (BLC 6 : ROOF LIVE (PATTERN 3)) (Continued)

Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/ft,F,ksf] Start Location[ft,%] End Location[ft,%]

12 M18 Y 0 0 0 0

Joint Loads and Enforced Displacements (BLC 1 : DEAD)

Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft...

1 N13 L Y .15

Joint Loads and Enforced Displacements (BLC 2 : ROOF LIVE)

Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft...

1 N13 L Y .24

Joint Loads and Enforced Displacements (BLC 3 : WIND)

Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft...

1 N13 L Y -1.04

Joint Loads and Enforced Displacements (BLC 4 : ROOF LIVE (PATTERN 1))

Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft...

1 N13 L Y .24

Joint Loads and Enforced Displacements (BLC 5 : ROOF LIVE (PATTERN 2))

Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft...

1 N13 L Y .24

Joint Loads and Enforced Displacements (BLC 6 : ROOF LIVE (PATTERN 3))

Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft...

1 N13 L Y .24

Envelope Member Section Forces

Member Sec Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-ft] LC y-y Mom... LC z-z Mom... LC

1 M1 1 max 0 7 0 7 0 7 0 7 0 7 0 7 2 min 0 7 0 7 0 7 0 7 0 7 0 7 3 2 max -.002 16 .036 16 0 7 0 7 0 7 .017 8 4 min -.014 7 -.042 8 0 7 0 7 0 7 -.014 16 5 3 max -.005 16 .073 16 0 7 0 7 0 7 .066 8 6 min -.027 7 -.084 8 0 7 0 7 0 7 -.057 16 7 4 max -.007 16 .109 16 0 7 0 7 0 7 .149 8 8 min -.041 7 -.126 8 0 7 0 7 0 7 -.129 16 9 5 max -.009 16 .145 16 0 7 0 7 0 7 .265 8 10 min -.054 7 -.168 8 0 7 0 7 0 7 -.229 16 11 M2 1 max 2.249 10 .221 7 0 7 0 7 0 7 .265 8 12 min -1.076 16 -.166 16 0 7 0 7 0 7 -.229 16 13 2 max 2.19 10 .051 8 0 7 0 7 0 7 .105 16 14 min -1.086 16 -.031 16 0 7 0 7 0 7 -.255 10 15 3 max 2.131 10 .101 16 0 7 0 7 0 7 .068 9 16 min -1.097 16 -.181 9 0 7 0 7 0 7 -.083 8 17 4 max 1.65 10 .026 16 0 7 0 7 0 7 .025 13 18 min -.852 16 -.056 8 0 7 0 7 0 7 -.033 9 19 5 max 1.066 10 .058 16 0 7 0 7 0 7 0 7 20 min -.372 16 -.065 9 0 7 0 7 0 7 0 7 21 M3 1 max 1.066 10 .065 8 0 7 0 7 0 7 0 7 22 min -.372 16 -.059 16 0 7 0 7 0 7 0 7 23 2 max 1.65 10 .056 9 0 7 0 7 0 7 .028 14 24 min -.852 16 -.024 16 0 7 0 7 0 7 -.033 8 25 3 max 2.131 10 .181 8 0 7 0 7 0 7 .068 8 26 min -1.098 16 -.102 16 0 7 0 7 0 7 -.083 9

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G16

Envelope Member Section Forces (Continued)

Member Sec Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-ft] LC y-y Mom... LC z-z Mom... LC

27 4 max 2.19 10 .031 16 0 7 0 7 0 7 .104 16 28 min -1.088 16 -.051 9 0 7 0 7 0 7 -.255 10 29 5 max 2.249 10 .164 16 0 7 0 7 0 7 .265 9 30 min -1.078 16 -.221 7 0 7 0 7 0 7 -.229 16 31 M4 1 max -.009 16 .168 9 0 7 0 7 0 7 .265 9 32 min -.054 7 -.145 16 0 7 0 7 0 7 -.229 16 33 2 max -.007 16 .126 9 0 7 0 7 0 7 .149 9 34 min -.041 7 -.109 16 0 7 0 7 0 7 -.129 16 35 3 max -.005 16 .084 9 0 7 0 7 0 7 .066 9 36 min -.027 7 -.073 16 0 7 0 7 0 7 -.057 16 37 4 max -.002 16 .042 9 0 7 0 7 0 7 .017 7 38 min -.014 7 -.036 16 0 7 0 7 0 7 -.014 16 39 5 max 0 7 0 7 0 7 0 7 0 7 0 7 40 min 0 7 0 7 0 7 0 7 0 7 0 7 41 M5 1 max .919 16 .085 7 0 7 0 7 0 7 0 7 42 min -2.082 10 .051 16 0 7 0 7 0 7 0 7 43 2 max .919 16 .042 7 0 7 0 7 0 7 -.124 16 44 min -2.082 10 .025 16 0 7 0 7 0 7 -.206 7 45 3 max .919 16 0 7 0 7 0 7 0 7 -.165 16 46 min -2.082 10 0 7 0 7 0 7 0 7 -.275 7 47 4 max .919 16 -.025 16 0 7 0 7 0 7 -.124 16 48 min -2.082 10 -.042 7 0 7 0 7 0 7 -.206 7 49 5 max .919 16 -.051 16 0 7 0 7 0 7 0 7 50 min -2.082 10 -.085 7 0 7 0 7 0 7 0 7 51 M6 1 max .922 16 .085 7 0 7 0 7 0 7 0 7 52 min -2.082 10 .051 16 0 7 0 7 0 7 0 7 53 2 max .922 16 .042 7 0 7 0 7 0 7 -.124 16 54 min -2.082 10 .025 16 0 7 0 7 0 7 -.206 7 55 3 max .922 16 0 7 0 7 0 7 0 7 -.165 16 56 min -2.082 10 0 7 0 7 0 7 0 7 -.275 7 57 4 max .922 16 -.025 16 0 7 0 7 0 7 -.124 16 58 min -2.082 10 -.042 7 0 7 0 7 0 7 -.206 7 59 5 max .922 16 -.051 16 0 7 0 7 0 7 0 7 60 min -2.082 10 -.085 7 0 7 0 7 0 7 0 7 61 M7 1 max .123 16 0 7 0 7 0 7 0 7 0 7 62 min -.562 10 0 7 0 7 0 7 0 7 0 7 63 2 max .122 16 0 7 0 7 0 7 0 7 0 7 64 min -.564 10 0 7 0 7 0 7 0 7 0 7 65 3 max .121 16 0 7 0 7 0 7 0 7 0 7 66 min -.566 10 0 7 0 7 0 7 0 7 0 7 67 4 max .119 16 0 7 0 7 0 7 0 7 0 7 68 min -.568 10 0 7 0 7 0 7 0 7 0 7 69 5 max .118 16 0 7 0 7 0 7 0 7 0 7 70 min -.571 10 0 7 0 7 0 7 0 7 0 7 71 M8 1 max .583 9 .006 7 0 7 0 7 0 7 0 7 72 min -.326 16 .004 16 0 7 0 7 0 7 0 7 73 2 max .582 9 .003 7 0 7 0 7 0 7 -.004 16 74 min -.327 16 .002 16 0 7 0 7 0 7 -.007 7 75 3 max .581 9 0 7 0 7 0 7 0 7 -.006 16 76 min -.327 16 0 7 0 7 0 7 0 7 -.01 7 77 4 max .58 9 -.002 16 0 7 0 7 0 7 -.004 16 78 min -.328 16 -.003 8 0 7 0 7 0 7 -.007 7 79 5 max .579 9 -.004 16 0 7 0 7 0 7 0 7 80 min -.329 16 -.006 8 0 7 0 7 0 7 0 7 81 M9 1 max .583 8 .006 7 0 7 0 7 0 7 0 7 82 min -.329 16 .004 16 0 7 0 7 0 7 0 7 83 2 max .582 8 .003 7 0 7 0 7 0 7 -.004 16 84 min -.33 16 .002 16 0 7 0 7 0 7 -.007 7 85 3 max .581 8 0 7 0 7 0 7 0 7 -.006 16

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G17

Member Sec Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-ft] LC y-y Mom... LC z-z Mom... LC

86 min -.33 16 0 7 0 7 0 7 0 7 -.01 7 87 4 max .58 8 -.002 16 0 7 0 7 0 7 -.004 16 88 min -.331 16 -.003 10 0 7 0 7 0 7 -.007 7 89 5 max .579 8 -.004 16 0 7 0 7 0 7 0 7 90 min -.332 16 -.006 10 0 7 0 7 0 7 0 7 91 M10 1 max .616 7 .005 7 0 7 0 7 0 7 0 7 92 min -.516 16 .003 16 0 7 0 7 0 7 0 7 93 2 max .616 7 .002 7 0 7 0 7 0 7 -.002 16 94 min -.516 16 .001 16 0 7 0 7 0 7 -.004 7 95 3 max .616 7 0 7 0 7 0 7 0 7 -.003 16 96 min -.516 16 0 7 0 7 0 7 0 7 -.005 7 97 4 max .616 7 -.001 16 0 7 0 7 0 7 -.002 16 98 min -.516 16 -.002 7 0 7 0 7 0 7 -.004 7 99 5 max .616 7 -.003 16 0 7 0 7 0 7 0 7 100 min -.516 16 -.005 7 0 7 0 7 0 7 0 7 101 M15 1 max 0 7 0 7 0 7 0 7 0 7 0 7 102 min 0 7 0 7 0 7 0 7 0 7 0 7 103 2 max -.002 16 .036 16 0 7 0 7 0 7 .017 8 104 min -.014 7 -.042 8 0 7 0 7 0 7 -.014 16 105 3 max -.005 16 .073 16 0 7 0 7 0 7 .066 8 106 min -.027 7 -.084 8 0 7 0 7 0 7 -.057 16 107 4 max -.007 16 .109 16 0 7 0 7 0 7 .149 8 108 min -.041 7 -.126 8 0 7 0 7 0 7 -.129 16 109 5 max -.009 16 .145 16 0 7 0 7 0 7 .265 8 110 min -.054 7 -.168 8 0 7 0 7 0 7 -.229 16 111 M16 1 max 1.629 10 .217 7 0 7 0 7 0 7 .265 8 112 min -.227 16 -.16 16 0 7 0 7 0 7 -.229 16 113 2 max 1.57 10 .047 8 0 7 0 7 0 7 .087 13 114 min -.237 16 -.026 16 0 7 0 7 0 7 -.241 10 115 3 max 1.511 10 .107 16 0 7 0 7 0 7 .097 9 116 min -.247 16 -.185 9 0 7 0 7 0 7 -.08 13 117 4 max 1.009 10 .014 14 0 7 0 7 0 7 .028 13 118 min .026 16 -.043 8 0 7 0 7 0 7 -.04 9 119 5 max .628 15 .068 16 0 7 0 7 0 7 0 7 120 min .132 9 -.073 9 0 7 0 7 0 7 0 7 121 M17 1 max .629 15 .073 8 0 7 0 7 0 7 0 7 122 min .132 8 -.07 16 0 7 0 7 0 7 0 7 123 2 max 1.009 10 .043 9 0 7 0 7 0 7 .03 14 124 min .027 16 -.012 13 0 7 0 7 0 7 -.04 8 125 3 max 1.511 10 .185 8 0 7 0 7 0 7 .097 8 126 min -.249 16 -.107 16 0 7 0 7 0 7 -.081 14 127 4 max 1.57 10 .026 16 0 7 0 7 0 7 .086 14 128 min -.239 16 -.047 9 0 7 0 7 0 7 -.241 10 129 5 max 1.629 10 .159 16 0 7 0 7 0 7 .265 9 130 min -.229 16 -.217 7 0 7 0 7 0 7 -.229 16 131 M18 1 max -.009 16 .168 9 0 7 0 7 0 7 .265 9 132 min -.054 7 -.145 16 0 7 0 7 0 7 -.229 16 133 2 max -.007 16 .126 9 0 7 0 7 0 7 .149 9 134 min -.041 7 -.109 16 0 7 0 7 0 7 -.129 16 135 3 max -.005 16 .084 9 0 7 0 7 0 7 .066 9 136 min -.027 7 -.073 16 0 7 0 7 0 7 -.057 16 137 4 max -.002 16 .042 9 0 7 0 7 0 7 .017 9 138 min -.014 7 -.036 16 0 7 0 7 0 7 -.014 16 139 5 max 0 7 0 7 0 7 0 7 0 7 0 7 140 min 0 7 0 7 0 7 0 7 0 7 0 7 141 M19 1 max .112 16 .085 7 0 7 0 7 0 7 0 7 142 min -1.493 10 .051 16 0 7 0 7 0 7 0 7 143 2 max .112 16 .042 7 0 7 0 7 0 7 -.124 16 144 min -1.493 10 .025 16 0 7 0 7 0 7 -.206 7

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G18

Member Sec Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-ft] LC y-y Mom... LC z-z Mom... LC

145 3 max .112 16 0 7 0 7 0 7 0 7 -.165 16 146 min -1.493 10 0 7 0 7 0 7 0 7 -.275 7 147 4 max .112 16 -.025 16 0 7 0 7 0 7 -.124 16 148 min -1.493 10 -.042 7 0 7 0 7 0 7 -.206 7 149 5 max .112 16 -.051 16 0 7 0 7 0 7 0 7 150 min -1.493 10 -.085 7 0 7 0 7 0 7 0 7 151 M20 1 max .115 16 .085 7 0 7 0 7 0 7 0 7 152 min -1.493 10 .051 16 0 7 0 7 0 7 0 7 153 2 max .115 16 .042 7 0 7 0 7 0 7 -.124 16 154 min -1.493 10 .025 16 0 7 0 7 0 7 -.206 7 155 3 max .115 16 0 7 0 7 0 7 0 7 -.165 16 156 min -1.493 10 0 7 0 7 0 7 0 7 -.275 7 157 4 max .115 16 -.025 16 0 7 0 7 0 7 -.124 16 158 min -1.493 10 -.042 7 0 7 0 7 0 7 -.206 7 159 5 max .115 16 -.051 16 0 7 0 7 0 7 0 7 160 min -1.493 10 -.085 7 0 7 0 7 0 7 0 7 161 M21 1 max .15 16 0 7 0 7 0 7 0 7 0 7 162 min -.581 10 0 7 0 7 0 7 0 7 0 7 163 2 max .148 16 0 7 0 7 0 7 0 7 0 7 164 min -.583 10 0 7 0 7 0 7 0 7 0 7 165 3 max .147 16 0 7 0 7 0 7 0 7 0 7 166 min -.586 10 0 7 0 7 0 7 0 7 0 7 167 4 max .146 16 0 7 0 7 0 7 0 7 0 7 168 min -.588 10 0 7 0 7 0 7 0 7 0 7 169 5 max .144 16 0 7 0 7 0 7 0 7 0 7 170 min -.59 10 0 7 0 7 0 7 0 7 0 7 171 M22 1 max .606 9 .006 15 0 7 0 7 0 7 0 7 172 min -.366 16 .004 16 0 7 0 7 0 7 0 7 173 2 max .607 9 .003 15 0 7 0 7 0 7 -.004 16 174 min -.365 16 .002 16 0 7 0 7 0 7 -.007 15 175 3 max .608 9 0 7 0 7 0 7 0 7 -.006 16 176 min -.365 16 0 7 0 7 0 7 0 7 -.01 15 177 4 max .609 9 -.002 16 0 7 0 7 0 7 -.004 16 178 min -.364 16 -.003 7 0 7 0 7 0 7 -.007 15 179 5 max .61 9 -.004 16 0 7 0 7 0 7 0 7 180 min -.363 16 -.006 7 0 7 0 7 0 7 0 7 181 M23 1 max .61 8 .006 10 0 7 0 7 0 7 0 7 182 min -.366 16 .004 16 0 7 0 7 0 7 0 7 183 2 max .609 8 .003 10 0 7 0 7 0 7 -.004 16 184 min -.367 16 .002 16 0 7 0 7 0 7 -.007 10 185 3 max .608 8 0 7 0 7 0 7 0 7 -.006 16 186 min -.368 16 0 7 0 7 0 7 0 7 -.01 10 187 4 max .607 8 -.002 16 0 7 0 7 0 7 -.004 16 188 min -.368 16 -.003 7 0 7 0 7 0 7 -.007 10 189 5 max .606 8 -.004 16 0 7 0 7 0 7 0 7 190 min -.369 16 -.006 7 0 7 0 7 0 7 0 7 191 M24 1 max .549 7 .005 9 0 7 0 7 0 7 0 7 192 min -.424 16 .003 16 0 7 0 7 0 7 0 7 193 2 max .549 7 .002 9 0 7 0 7 0 7 -.002 16 194 min -.424 16 .001 16 0 7 0 7 0 7 -.004 9 195 3 max .549 7 0 7 0 7 0 7 0 7 -.003 16 196 min -.424 16 0 7 0 7 0 7 0 7 -.005 9 197 4 max .549 7 -.001 16 0 7 0 7 0 7 -.002 16 198 min -.424 16 -.002 8 0 7 0 7 0 7 -.004 9 199 5 max .549 7 -.003 16 0 7 0 7 0 7 0 7 200 min -.424 16 -.005 8 0 7 0 7 0 7 0 7 201 M25 1 max 0 7 0 7 0 7 0 7 0 7 0 7 202 min 0 7 0 7 0 7 0 7 0 7 0 7 203 2 max -.001 16 .032 16 0 7 0 7 0 7 .009 8

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G19

Member Sec Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k-ft] LC y-y Mom... LC z-z Mom... LC

204 min -.007 7 -.022 8 0 7 0 7 0 7 -.013 16 205 3 max -.003 16 .064 16 0 7 0 7 0 7 .034 8 206 min -.014 7 -.044 8 0 7 0 7 0 7 -.05 16 207 4 max -.004 16 .096 16 0 7 0 7 0 7 .077 8 208 min -.021 7 -.065 8 0 7 0 7 0 7 -.113 16 209 5 max -.005 16 .128 16 0 7 0 7 0 7 .137 8 210 min -.028 7 -.087 8 0 7 0 7 0 7 -.201 16 211 M26 1 max .007 7 .033 7 0 7 0 7 0 7 .137 8 212 min .003 16 -.026 16 0 7 0 7 0 7 -.201 16 213 2 max .005 7 .026 7 0 7 0 7 0 7 .061 8 214 min .002 16 -.03 16 0 7 0 7 0 7 -.11 11 215 3 max .003 7 .02 7 0 7 0 7 0 7 .015 13 216 min 0 16 -.034 16 0 7 0 7 0 7 -.091 9 217 4 max .001 7 .013 7 0 7 0 7 0 7 .125 16 218 min -.001 11 -.038 11 0 7 0 7 0 7 -.125 9 219 5 max -.006 16 .119 16 0 7 0 7 0 7 0 7 220 min -.029 9 -.084 9 0 7 0 7 0 7 0 7 221 M27 1 max -.006 16 .084 8 0 7 0 7 0 7 0 7 222 min -.029 8 -.119 16 0 7 0 7 0 7 0 7 223 2 max .001 10 .038 11 0 7 0 7 0 7 .125 16 224 min -.001 11 -.013 7 0 7 0 7 0 7 -.125 8 225 3 max .003 10 .034 16 0 7 0 7 0 7 .015 14 226 min 0 16 -.02 7 0 7 0 7 0 7 -.091 8 227 4 max .005 10 .03 16 0 7 0 7 0 7 .061 9 228 min .002 16 -.026 7 0 7 0 7 0 7 -.11 11 229 5 max .007 10 .026 16 0 7 0 7 0 7 .137 7 230 min .003 16 -.033 7 0 7 0 7 0 7 -.201 16 231 M28 1 max -.005 16 .087 7 0 7 0 7 0 7 .137 7 232 min -.028 9 -.128 16 0 7 0 7 0 7 -.201 16 233 2 max -.004 16 .065 7 0 7 0 7 0 7 .077 9 234 min -.021 9 -.096 16 0 7 0 7 0 7 -.113 16 235 3 max -.003 16 .044 7 0 7 0 7 0 7 .034 9 236 min -.014 9 -.064 16 0 7 0 7 0 7 -.05 16 237 4 max -.001 16 .022 7 0 7 0 7 0 7 .009 9 238 min -.007 9 -.032 16 0 7 0 7 0 7 -.013 16 239 5 max 0 7 0 7 0 7 0 7 0 7 0 7 240 min 0 7 0 7 0 7 0 7 0 7 0 7

Envelope Wood Code Checks

Member Shape Code Check Loc... LC Shea...Loc...... LC Fc' [k...Ft' [ksi]Fb1' [...Fb2' [...Fv' [k... RB CL CP Eqn

1 M1 2X6 .265 3.153 8 .136 3.153 y 8 .724 1.097 1.605 1.869 .225 9.617 .988 .351 3.9-1 2 M2 2X6 .781 0 7 .179 0 y 7 .537 1.097 1.407 1.869 .225 20.02 .866 .26 3.9-3 3 M3 2X6 .782 13.... 7 .179 13.... y 7 .537 1.097 1.407 1.869 .225 20.02 .866 .26 3.9-3 4 M4 2X6 .265 0 9 .136 0 y 9 .724 1.097 1.605 1.869 .225 9.617 .988 .351 3.9-1 5 M5 2X6 .512 0 16 .068 0 y 7 .218 1.404 1.644 2.392 .225 19.528 .79 .082 3.6.3 6 M6 2X6 .513 0 16 .068 0 y 7 .218 1.404 1.644 2.392 .225 19.528 .79 .082 3.6.3 7 M7 2X6 .063 4.208 10 .000 0 z 7 .428 1.097 1.596 1.869 .225 11.111 .982 .208 3.9-1 8 M8 2X6 .326 0 9 .005 6.414 y 8 .216 1.097 1.573 1.869 .225 13.716 .968 .105 3.6.3 9 M9 2X6 .326 0 8 .005 0 y 7 .216 1.097 1.573 1.869 .225 13.716 .968 .105 3.6.3 10 M10 2X6 .209 0 7 .004 4.634 y 7 .357 1.097 1.592 1.869 .225 11.659 .98 .173 3.6.3 11 M15 2X6 .265 3.153 8 .136 3.153 y 8 .724 1.097 1.605 1.869 .225 9.617 .988 .351 3.9-1 12 M16 2X6 .560 0 7 .175 0 y 7 .537 1.097 1.407 1.869 .225 20.02 .866 .26 3.9-3 13 M17 2X6 .560 13.... 7 .175 13.... y 7 .537 1.097 1.407 1.869 .225 20.02 .866 .26 3.9-3 14 M18 2X6 .265 0 9 .136 0 y 9 .724 1.097 1.605 1.869 .225 9.617 .988 .351 3.9-1 15 M19 2X6 .433 6.5 10 .068 0 y 7 .216 1.097 1.578 1.869 .225 13.266 .971 .105 3.9-1 16 M20 2X6 .433 6.5 10 .068 0 y 7 .216 1.097 1.578 1.869 .225 13.266 .971 .105 3.9-1 17 M21 2X6 .065 4.208 10 .000 0 z 7 .428 1.097 1.596 1.869 .225 11.111 .982 .208 3.9-1 18 M22 2X6 .342 6.414 9 .005 6.414 y 7 .216 1.097 1.573 1.869 .225 13.716 .968 .105 3.6.3

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G20

Envelope Wood Code Checks (Continued)

Member Shape Code Check Loc... LC Shea...Loc...... LC Fc' [k...Ft' [ksi]Fb1' [...Fb2' [...Fv' [k... RB CL CP Eqn

19 M23 2X6 .342 0 8 .005 0 y 10 .216 1.097 1.573 1.869 .225 13.716 .968 .105 3.6.3 20 M24 2X6 .186 0 7 .004 4.634 y 8 .357 1.097 1.592 1.869 .225 11.659 .98 .173 3.6.3 21 M25 2X6 .156 3.153 16 .081 3.153 y 16 .744 1.404 2.045 2.392 .288 9.617 .983 .282 3.9-3 22 M26 2X6 .155 0 7 .075 13.... y 16 .537 1.097 1.407 1.869 .288 20.02 .866 .26 3.9-3 23 M27 2X6 .155 13.... 7 .075 0 y 16 .537 1.097 1.407 1.869 .288 20.02 .866 .26 3.9-3 24 M28 2X6 .156 0 16 .081 0 y 16 .744 1.404 2.045 2.392 .288 9.617 .983 .282 3.9-3

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G21

SK - 8

May 14, 2020 at 9:39 AM

191203.00 MODIFIED TRUSS 202...

0.46 0.46

0.05

0.06

0.05

0.38 0.38

Y

XZ

Results for LC 1, D Y-direction Reaction Units are k and k-ft

G22

SK - 9

May 14, 2020 at 9:44 AM

191203.00 MODIFIED TRUSS 202...

0.67 / 0.27 0.67 / 0.27

0.08 / 0.01

0.11 / 0.05

0.08 / 0.01

0.55 / 0.15 0.55 / 0.15

Y

XZ

Envelope Only Solution Y-direction Reaction Units are k and k-ft (Enveloped)

G23

SK - 10

May 14, 2020 at 9:45 AM

191203.00 MODIFIED TRUSS 202...

-1.42 -1.42

-.29

-.43

-.29

-.9 -.9

Y

XZ

Y-direction Reaction Units are k and k-ft

G24

G25

Wood Beam Soha EngineersLic. # : KW-06013087

DESCRIPTION: Cantilevered Eave Only

Title Block Line 1

You can change this area using the "Settings" menu item and then using the "Printing &

Title Block" selection.

Title Block Line 6

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25

File: 191203.00.ec6

Project Title:

Engineer:

Project ID:

Printed: 29 MAY 2020, 11:15PM

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16

Load Combination Set : ASCE 7-16

Material Properties

Beam Bracing : Completely Unbraced Repetitive Member Stress Increase

Allowable Stress Design

Douglas Fir-Larch No.1

1,000.0 1,000.0 1,500.0

625.0

1,700.0 620.0

180.0

675.0 31.210

Analysis Method :

Eminbend - xx ksi

Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination :ASCE 7-16

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

Beam self weight calculated and added to loads Loads on all spans...

Uniform Load on ALL spans : D = 0.0140, Lr = 0.040 k/ft Uniform Load : W = -0.0920 , Tributary Width = 1.0 ft

.DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.402: 1

Load Combination +D+Lr+H

Span # where maximum occurs Span # 1 Location of maximum on span 4.000ft

35.98 psi=

1,761.78psi

2x6Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+Lr+H

225.00 psi==

Section used for this span 2x6

Maximum Shear Stress Ratio 0.160 : 1

3.547 ft=

708.19psi

Maximum Deflection

664 >=360

Ratio = 1338 >=180

Max Downward Transient Deflection 0.063 in 1530Ratio = >=360 Max Upward Transient Deflection -0.144 in Ratio =

Max Downward Total Deflection 0.087 in Ratio = >=180 Max Upward Total Deflection -0.072 in

.Maximum Forces & Stresses for Load Combinations

Span #

Moment ValuesLoad Combination C i C LC CCC F/V mr td

Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length

+D+H 0.00 0.00 0.000.00 0.97Length = 4.0 ft 1 0.154 0.063 0.90 1.300 1.15 1.00 1.00 0.13 200.42 1301.21 0.06 162.001.00 10.18 0.97+D+L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 0.96Length = 4.0 ft 1 0.139 0.057 1.00 1.300 1.15 1.00 1.00 0.13 200.42 1436.87 0.06 180.001.00 10.18 0.96+D+Lr+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 0.94Length = 4.0 ft 1 0.402 0.160 1.25 1.300 1.15 1.00 1.00 0.45 708.19 1761.78 0.20 225.001.00 35.98 0.94+D+S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 0.95Length = 4.0 ft 1 0.123 0.049 1.15 1.300 1.15 1.00 1.00 0.13 200.42 1634.59 0.06 207.001.00 10.18 0.95+D+0.750Lr+0.750L+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 0.94Length = 4.0 ft 1 0.330 0.131 1.25 1.300 1.15 1.00 1.00 0.37 581.24 1761.78 0.16 225.001.00 29.53 0.94+D+0.750L+0.750S+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00

G26

DESCRIPTION: Cantilevered Eave Only

Title Block Line 1

You can change this area using the "Settings" menu item and then using the "Printing &

Title Block" selection.

Title Block Line 6

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25

File: 191203.00.ec6

Project Title:

Engineer:

Project ID:

Printed: 29 MAY 2020, 11:15PM

Project Descr:

Span #

Moment ValuesLoad Combination C i C LC CCC F/V mr td

Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length

0.95Length = 4.0 ft 1 0.123 0.049 1.15 1.300 1.15 1.00 1.00 0.13 200.42 1634.59 0.06 207.001.00 10.18 0.95+D+0.60W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 0.91Length = 4.0 ft 1 0.231 0.088 1.60 1.300 1.15 1.00 1.00 0.32 500.30 2167.32 0.14 288.001.00 25.42 0.91+D+0.750Lr+0.750L+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 0.91Length = 4.0 ft 1 0.026 0.010 1.60 1.300 1.15 1.00 1.00 0.04 55.70 2167.32 0.02 288.001.00 2.83 0.91+D+0.750L+0.750S+0.450W+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 0.91Length = 4.0 ft 1 0.150 0.057 1.60 1.300 1.15 1.00 1.00 0.20 325.12 2167.32 0.09 288.001.00 16.52 0.91+0.60D+0.60W+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 0.91Length = 4.0 ft 1 0.268 0.102 1.60 1.300 1.15 1.00 1.00 0.37 580.47 2167.32 0.16 288.001.00 29.49 0.91+D+0.70E+0.60H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 0.91Length = 4.0 ft 1 0.092 0.035 1.60 1.300 1.15 1.00 1.00 0.13 200.42 2167.32 0.06 288.001.00 10.18 0.91+D+0.750L+0.750S+0.5250E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 0.91Length = 4.0 ft 1 0.092 0.035 1.60 1.300 1.15 1.00 1.00 0.13 200.42 2167.32 0.06 288.001.00 10.18 0.91+0.60D+0.70E+H 1.300 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 0.91Length = 4.0 ft 1 0.055 0.021 1.60 1.300 1.15 1.00 1.00 0.08 120.25 2167.32 0.03 288.001.00 6.11

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl

Overall Maximum Deflections

W Only1 0.0000 0.000 -0.1442 0.000

Load Combination Support 1 Support 2

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

Overall MAXimum -0.368

Overall MINimum 0.160

+D+H 0.063

+D+L+H 0.063

+D+Lr+H 0.223

+D+S+H 0.063

+D+0.750Lr+0.750L+H 0.183

+D+0.750L+0.750S+H 0.063

+D+0.60W+H -0.158

+D+0.750Lr+0.750L+0.450W+H 0.018

+D+0.750L+0.750S+0.450W+H -0.102

+0.60D+0.60W+0.60H -0.183

+D+0.70E+0.60H 0.063

+D+0.750L+0.750S+0.5250E+H 0.063

+0.60D+0.70E+H 0.038

D Only 0.063

Lr Only 0.160

W Only -0.368

H Only

G27

G28

CMSTC16 4.585k x 1.25/1.6 = 3.58k)

G29

G30

G31

RIDGE CANTILEVER

RAKE CANTILEVER

DESCRIPTION: Rake - Center Cantilever (Reduced Loading)

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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25

File: 191203.00.ec6

Project Title:

Engineer:

Project ID:

Printed: 14 MAY 2020, 9:51AM

Project Descr:

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16

Load Combination Set : ASCE 7-16

Material Properties

Beam Bracing : Completely Unbraced

Allowable Stress Design

Douglas Fir-Larch No.1

825 31.21

Analysis Method :

Eminbend - xx ksi

Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination :ASCE 7-16

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

Beam self weight calculated and added to loads Load for Span Number 2

Point Load : D = 0.120, Lr = 0.20, W = -0.860 k @ 1.417 ft Point Load : D = 0.060, Lr = 0.10, W = -0.430 k @ 3.417 ft

.DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.308: 1

Load Combination +0.60D+0.60W+0.60H

Span # where maximum occurs Span # 1 Location of maximum on span 2.583ft

32.63 psi=

1,920.00psi

6x6Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 2=

Load Combination +0.60D+0.60W+0.60H

272.00 psi==

Section used for this span 6x6

Maximum Shear Stress Ratio 0.120 : 1

1.413 ft=

590.61psi

Maximum Deflection

358 >=100.

Ratio = 704 >=180

Max Downward Transient Deflection 0.053 in 1542Ratio = >=100.

Max Upward Transient Deflection -0.229 in Ratio =

Max Downward Total Deflection 0.088 in Ratio = >=180 Max Upward Total Deflection -0.116 in

.Maximum Forces & Stresses for Load Combinations

Span #

Moment ValuesLoad Combination C i C LC CCC F/V mr td

Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length

+D+H 0.00 0.00 0.000.00 1.00Length = 2.583 ft 1 0.166 0.065 0.90 1.000 1.00 1.00 1.00 0.41 178.87 1080.00 0.20 153.001.00 9.89 1.00Length = 3.417 ft 2 0.166 0.065 0.90 1.000 1.00 1.00 1.00 0.41 178.87 1080.00 0.20 153.001.00 9.89 1.00+D+L+H, LL Comb Run (*L) 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.149 0.058 1.00 1.000 1.00 1.00 1.00 0.41 178.87 1200.00 0.20 170.001.00 9.89 1.00Length = 3.417 ft 2 0.149 0.058 1.00 1.000 1.00 1.00 1.00 0.41 178.87 1200.00 0.20 170.001.00 9.89 1.00+D+L+H, LL Comb Run (L*) 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.149 0.058 1.00 1.000 1.00 1.00 1.00 0.41 178.87 1200.00 0.20 170.001.00 9.89 1.00Length = 3.417 ft 2 0.149 0.058 1.00 1.000 1.00 1.00 1.00 0.41 178.87 1200.00 0.20 170.001.00 9.89 1.00+D+L+H, LL Comb Run (LL) 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.149 0.058 1.00 1.000 1.00 1.00 1.00 0.41 178.87 1200.00 0.20 170.001.00 9.89

G32

DESCRIPTION: Rake - Center Cantilever (Reduced Loading)

Title Block Line 1

You can change this area using the "Settings" menu item and then using the "Printing &

Title Block" selection.

Title Block Line 6

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25

File: 191203.00.ec6

Project Title:

Engineer:

Project ID:

Printed: 14 MAY 2020, 9:51AM

Project Descr:

Span #

Moment ValuesLoad Combination C i C LC CCC F/V mr td

Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length

1.00Length = 3.417 ft 2 0.149 0.058 1.00 1.000 1.00 1.00 1.00 0.41 178.87 1200.00 0.20 170.001.00 9.89 1.00+D+Lr+H, LL Comb Run (*L) 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.300 0.117 1.25 1.000 1.00 1.00 1.00 1.04 449.39 1500.00 0.50 212.501.00 24.76 1.00Length = 3.417 ft 2 0.300 0.117 1.25 1.000 1.00 1.00 1.00 1.04 449.39 1500.00 0.50 212.501.00 24.76 1.00+D+Lr+H, LL Comb Run (L*) 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.119 0.047 1.25 1.000 1.00 1.00 1.00 0.41 178.87 1500.00 0.20 212.501.00 9.89 1.00Length = 3.417 ft 2 0.119 0.047 1.25 1.000 1.00 1.00 1.00 0.41 178.87 1500.00 0.20 212.501.00 9.89 1.00+D+Lr+H, LL Comb Run (LL) 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.300 0.117 1.25 1.000 1.00 1.00 1.00 1.04 449.39 1500.00 0.50 212.501.00 24.76 1.00Length = 3.417 ft 2 0.300 0.117 1.25 1.000 1.00 1.00 1.00 1.04 449.39 1500.00 0.50 212.501.00 24.76 1.00+D+S+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.130 0.051 1.15 1.000 1.00 1.00 1.00 0.41 178.87 1380.00 0.20 195.501.00 9.89 1.00Length = 3.417 ft 2 0.130 0.051 1.15 1.000 1.00 1.00 1.00 0.41 178.87 1380.00 0.20 195.501.00 9.89 1.00+D+0.750Lr+0.750L+H, LL Comb Run (* 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.255 0.099 1.25 1.000 1.00 1.00 1.00 0.88 381.76 1500.00 0.42 212.501.00 21.04 1.00Length = 3.417 ft 2 0.255 0.099 1.25 1.000 1.00 1.00 1.00 0.88 381.76 1500.00 0.42 212.501.00 21.04 1.00+D+0.750Lr+0.750L+H, LL Comb Run (L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.119 0.047 1.25 1.000 1.00 1.00 1.00 0.41 178.87 1500.00 0.20 212.501.00 9.89 1.00Length = 3.417 ft 2 0.119 0.047 1.25 1.000 1.00 1.00 1.00 0.41 178.87 1500.00 0.20 212.501.00 9.89 1.00+D+0.750Lr+0.750L+H, LL Comb Run (L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.255 0.099 1.25 1.000 1.00 1.00 1.00 0.88 381.76 1500.00 0.42 212.501.00 21.04 1.00Length = 3.417 ft 2 0.255 0.099 1.25 1.000 1.00 1.00 1.00 0.88 381.76 1500.00 0.42 212.501.00 21.04 1.00+D+0.750L+0.750S+H, LL Comb Run (*L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.130 0.051 1.15 1.000 1.00 1.00 1.00 0.41 178.87 1380.00 0.20 195.501.00 9.89 1.00Length = 3.417 ft 2 0.130 0.051 1.15 1.000 1.00 1.00 1.00 0.41 178.87 1380.00 0.20 195.501.00 9.89 1.00+D+0.750L+0.750S+H, LL Comb Run (L* 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.130 0.051 1.15 1.000 1.00 1.00 1.00 0.41 178.87 1380.00 0.20 195.501.00 9.89 1.00Length = 3.417 ft 2 0.130 0.051 1.15 1.000 1.00 1.00 1.00 0.41 178.87 1380.00 0.20 195.501.00 9.89 1.00+D+0.750L+0.750S+H, LL Comb Run (LL 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.130 0.051 1.15 1.000 1.00 1.00 1.00 0.41 178.87 1380.00 0.20 195.501.00 9.89 1.00Length = 3.417 ft 2 0.130 0.051 1.15 1.000 1.00 1.00 1.00 0.41 178.87 1380.00 0.20 195.501.00 9.89 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.270 0.104 1.60 1.000 1.00 1.00 1.00 1.20 519.06 1920.00 0.57 272.001.00 28.34 1.00Length = 3.417 ft 2 0.270 0.106 1.60 1.000 1.00 1.00 1.00 1.20 519.06 1920.00 0.58 272.001.00 28.80 1.00+D+0.750Lr+0.450W+H, LL Comb Run (* 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.074 0.028 1.60 1.000 1.00 1.00 1.00 0.33 141.69 1920.00 0.15 272.001.00 7.59 1.00Length = 3.417 ft 2 0.074 0.030 1.60 1.000 1.00 1.00 1.00 0.33 141.69 1920.00 0.16 272.001.00 8.05 1.00+D+0.750Lr+0.450W+H, LL Comb Run (L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.179 0.069 1.60 1.000 1.00 1.00 1.00 0.80 344.58 1920.00 0.38 272.001.00 18.75 1.00Length = 3.417 ft 2 0.179 0.071 1.60 1.000 1.00 1.00 1.00 0.80 344.58 1920.00 0.39 272.001.00 19.21 1.00+D+0.750Lr+0.450W+H, LL Comb Run (L 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.074 0.028 1.60 1.000 1.00 1.00 1.00 0.33 141.69 1920.00 0.15 272.001.00 7.59 1.00Length = 3.417 ft 2 0.074 0.030 1.60 1.000 1.00 1.00 1.00 0.33 141.69 1920.00 0.16 272.001.00 8.05 1.00+D+0.750S+0.450W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.179 0.069 1.60 1.000 1.00 1.00 1.00 0.80 344.58 1920.00 0.38 272.001.00 18.75 1.00Length = 3.417 ft 2 0.179 0.071 1.60 1.000 1.00 1.00 1.00 0.80 344.58 1920.00 0.39 272.001.00 19.21 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.308 0.119 1.60 1.000 1.00 1.00 1.00 1.36 590.61 1920.00 0.65 272.001.00 32.36 1.00Length = 3.417 ft 2 0.308 0.120 1.60 1.000 1.00 1.00 1.00 1.36 590.61 1920.00 0.66 272.001.00 32.63 1.00+D+0.70E+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.093 0.036 1.60 1.000 1.00 1.00 1.00 0.41 178.87 1920.00 0.20 272.001.00 9.89 1.00Length = 3.417 ft 2 0.093 0.036 1.60 1.000 1.00 1.00 1.00 0.41 178.87 1920.00 0.20 272.001.00 9.89 1.00+D+0.750L+0.750S+0.5250E+H, LL Comb 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.093 0.036 1.60 1.000 1.00 1.00 1.00 0.41 178.87 1920.00 0.20 272.001.00 9.89 1.00Length = 3.417 ft 2 0.093 0.036 1.60 1.000 1.00 1.00 1.00 0.41 178.87 1920.00 0.20 272.001.00 9.89 1.00+D+0.750L+0.750S+0.5250E+H, LL Comb 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.093 0.036 1.60 1.000 1.00 1.00 1.00 0.41 178.87 1920.00 0.20 272.001.00 9.89 1.00Length = 3.417 ft 2 0.093 0.036 1.60 1.000 1.00 1.00 1.00 0.41 178.87 1920.00 0.20 272.001.00 9.89 1.00+D+0.750L+0.750S+0.5250E+H, LL Comb 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.093 0.036 1.60 1.000 1.00 1.00 1.00 0.41 178.87 1920.00 0.20 272.001.00 9.89

G33

DESCRIPTION: Rake - Center Cantilever (Reduced Loading)

Title Block Line 1

You can change this area using the "Settings" menu item and then using the "Printing &

Title Block" selection.

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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25

File: 191203.00.ec6

Project Title:

Engineer:

Project ID:

Printed: 14 MAY 2020, 9:51AM

Project Descr:

Span #

Moment ValuesLoad Combination C i C LC CCC F/V mr td

Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length

1.00Length = 3.417 ft 2 0.093 0.036 1.60 1.000 1.00 1.00 1.00 0.41 178.87 1920.00 0.20 272.001.00 9.89 1.00+0.60D+0.70E+H 1.000 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 2.583 ft 1 0.056 0.022 1.60 1.000 1.00 1.00 1.00 0.25 107.32 1920.00 0.12 272.001.00 5.93 1.00Length = 3.417 ft 2 0.056 0.022 1.60 1.000 1.00 1.00 1.00 0.25 107.32 1920.00 0.12 272.001.00 5.93

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl

Overall Maximum Deflections

W Only 1 0.0164 1.501 0.0000 0.000 W Only2 0.0000 1.501 -0.2285 3.417

Load Combination Support 1 Support 2 Support 3

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

Overall MAXimum 1.041 -2.331

Overall MINimum 1.041 0.542

+D+H -0.152 0.371

+D+L+H, LL Comb Run (*L) -0.152 0.371

+D+L+H, LL Comb Run (L*) -0.152 0.371

+D+L+H, LL Comb Run (LL) -0.152 0.371

+D+Lr+H, LL Comb Run (*L) -0.394 0.913

+D+Lr+H, LL Comb Run (L*) -0.152 0.371

+D+Lr+H, LL Comb Run (LL) -0.394 0.913

+D+S+H -0.152 0.371

+D+0.750Lr+0.750L+H, LL Comb Run (* -0.333 0.777

+D+0.750Lr+0.750L+H, LL Comb Run (L -0.152 0.371

+D+0.750Lr+0.750L+H, LL Comb Run (L -0.333 0.777

+D+0.750L+0.750S+H, LL Comb Run (*L -0.152 0.371

+D+0.750L+0.750S+H, LL Comb Run (L* -0.152 0.371

+D+0.750L+0.750S+H, LL Comb Run (LL -0.152 0.371

+D+0.60W+H 0.473 -1.027

+D+0.750Lr+0.450W+H, LL Comb Run…