psu porch project - portland, oregon

519 SW Park Avenue, Suite 410, Portland, OR 97205 | Tel (503) 287-4100

PSU Porch Project SW 12th Avenue and SW Market Street, Portland, OR

9 June 2016 Structural Calculations Prepared by RSE Associates 419 SW Park Ave Suite 410 Portland, OR 97205

1

Kris

New OR Stamp


Table of Contents:

Lateral Loads…..……………………………………........…… 3 Canopy Members……..…………..…………..…….…….… 12 Wood Post.………..……………………………….........….... 16 Canopy Connections..............................................20 Base Calculations…..…………..…………………….……… 23

LIMITATIONS: The engineer was retained in a limited capacity for this project. The design is based on information provided by the client, who is solely responsible for accuracy of the same. No responsibility and / or liability is assumed by, or is to be assigned to, the engineer for items beyond the scope of these sheets.

2


Lateral Loads

3

519 SW Park Avenue, Suite 410, Portland, OR | Tel (503) 287-4100

PSU Porch Project ‐ Lateral Loads

Wind Load

ASCE 7‐10, Chapter 29

1 Risk Category II T.1.5‐1

2 V 120 mph City of Portland

3 Kd 0.85 Open sign, lattice framework T.26.6‐1

Exposure Cat. B 26.7.3

Kzt 1 26.8.2

G 0.85 26.9.1

4 Kz 0.57 T.29.3‐1

5 qz 17.86 psf Eq.29.3‐1

6 Є 0.7 F.29.5‐2

Cf 1.6 F.29.5‐2

7 Af 31 sf

F 753 lbs Eq.29.5‐1

Seismic Base Shear

ASCE 7‐10, Chapters 12 and 15

SDS 0.729 usgs.gov

R 3.0 Sign T.15.4‐2

Ie 1.0 T.1.5‐2

CS 0.243 Eq.12.8‐2

CS,min 0.032 Eq.15.4‐1

W 600 lbs

V 146 lbs Eq.12.8‐1

F > V → Wind governs!

B o s t o n L o n d o n L o s A n g e l e s N e w Y o r k P o r t l a n d4

Report Title

Building Code Reference Document

Site Coordinates

Site Soil Classification

Risk Category

Design Maps Summary ReportUser–Specified Input

PSU Porch ProjectThu April 28, 2016 19:28:12 UTC

ASCE 710 Standard(which utilizes USGS hazard data available in 2008)

45.51169°N, 122.68378°W

Site Class D – “Stiff Soil”

I/II/III

USGS–Provided Output

SS = 0.990 g SMS = 1.093 g SDS = 0.729 g

S1 = 0.426 g SM1 = 0.670 g SD1 = 0.447 g

For information on how the SS and S1 values above have been calculated from probabilistic (risktargeted) anddeterministic ground motions in the direction of maximum horizontal response, please return to the application andselect the “2009 NEHRP” building code reference document.

For PGAM, TL, CRS, and CR1 values, please view the detailed report.5

http://www.usgs.gov/

http://ehp2-earthquake.wr.usgs.gov/designmaps/us/report.php?template=minimal&latitude=45.511686047117266&longitude=-122.68378083750346&siteclass=3&riskcategory=0&edition=asce-2010&variant=0&pe50=&resultid=single.5722644b7bac20.60375974&reportTitle=PSU+Porch+Project

From Figure 221 [1]

From Figure 222 [2]

Design Maps Detailed ReportASCE 710 Standard (45.51169°N, 122.68378°W)

Site Class D – “Stiff Soil”, Risk Category I/II/III

Section 11.4.1 — Mapped Acceleration Parameters

Note: Ground motion values provided below are for the direction of maximum horizontalspectral response acceleration. They have been converted from corresponding geometricmean ground motions computed by the USGS by applying factors of 1.1 (to obtain SS) and1.3 (to obtain S1). Maps in the 2010 ASCE7 Standard are provided for Site Class B.Adjustments for other Site Classes are made, as needed, in Section 11.4.3.

SS = 0.990 g

S1 = 0.426 g

Section 11.4.2 — Site Class

The authority having jurisdiction (not the USGS), sitespecific geotechnical data, and/or thedefault has classified the site as Site Class D, based on the site soil properties in accordancewith Chapter 20.

Table 20.3–1 Site Classification

Site Class vS N or Nch suA. Hard Rock >5,000 ft/s N/A N/A

B. Rock 2,500 to 5,000 ft/s N/A N/A

C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf

D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf

E. Soft clay soil <600 ft/s <15 <1,000 psf

Any profile with more than 10 ft of soil having thecharacteristics:

Plasticity index PI > 20,Moisture content w ≥ 40%, andUndrained shear strength su < 500 psf

F. Soils requiring site responseanalysis in accordance with Section21.1

See Section 20.3.1

For SI: 1ft/s = 0.3048 m/s 1lb/ft² = 0.0479 kN/m²

6

http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf


http://www.usgs.gov/

Section 11.4.3 — Site Coefficients and Risk–Targeted Maximum Considered Earthquake(MCER) Spectral Response Acceleration Parameters

Table 11.4–1: Site Coefficient Fa

Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period

SS ≤ 0.25 SS = 0.50 SS = 0.75 SS = 1.00 SS ≥ 1.25

A 0.8 0.8 0.8 0.8 0.8

B 1.0 1.0 1.0 1.0 1.0

C 1.2 1.2 1.1 1.0 1.0

D 1.6 1.4 1.2 1.1 1.0

E 2.5 1.7 1.2 0.9 0.9

F See Section 11.4.7 of ASCE 7

Note: Use straight–line interpolation for intermediate values of SS

For Site Class = D and SS = 0.990 g, Fa = 1.104

Table 11.4–2: Site Coefficient Fv

Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1–s Period

S1 ≤ 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S1 ≥ 0.50

A 0.8 0.8 0.8 0.8 0.8

B 1.0 1.0 1.0 1.0 1.0

C 1.7 1.6 1.5 1.4 1.3

D 2.4 2.0 1.8 1.6 1.5

E 3.5 3.2 2.8 2.4 2.4


Note: Use straight–line interpolation for intermediate values of S1

For Site Class = D and S1 = 0.426 g, Fv = 1.574

7

Equation (11.4–1):




From Figure 2212 [3]

SMS = FaSS = 1.104 x 0.990 = 1.093 g

SM1 = FvS1 = 1.574 x 0.426 = 0.670 g

Section 11.4.4 — Design Spectral Acceleration Parameters

SDS = ⅔ SMS = ⅔ x 1.093 = 0.729 g

SD1 = ⅔ SM1 = ⅔ x 0.670 = 0.447 g

Section 11.4.5 — Design Response Spectrum

TL = 16 seconds

Figure 11.4–1: Design Response Spectrum

8


Section 11.4.6 — RiskTargeted Maximum Considered Earthquake (MCER) ResponseSpectrum

The MCER Response Spectrum is determined by multiplying the design response spectrum aboveby 1.5.

9

From Figure 227 [4]




Section 11.8.3 — Additional Geotechnical Investigation Report Requirements for SeismicDesign Categories D through F

PGA = 0.428

PGAM = FPGAPGA = 1.072 x 0.428 = 0.459 g

Table 11.8–1: Site Coefficient FPGA

SiteClass

Mapped MCE Geometric Mean Peak Ground Acceleration, PGA

PGA ≤ 0.10 PGA = 0.20 PGA = 0.30 PGA = 0.40 PGA ≥ 0.50

A 0.8 0.8 0.8 0.8 0.8

B 1.0 1.0 1.0 1.0 1.0

C 1.2 1.2 1.1 1.0 1.0

D 1.6 1.4 1.2 1.1 1.0

E 2.5 1.7 1.2 0.9 0.9


Note: Use straight–line interpolation for intermediate values of PGA

For Site Class = D and PGA = 0.428 g, FPGA = 1.072

Section 21.2.1.1 — Method 1 (from Chapter 21 – SiteSpecific Ground Motion Procedures forSeismic Design)

CRS = 0.902

CR1 = 0.875

10




Section 11.6 — Seismic Design Category

Table 11.61 Seismic Design Category Based on Short Period Response Acceleration Parameter

VALUE OF SDSRISK CATEGORY

I or II III IV

SDS < 0.167g A A A

0.167g ≤ SDS < 0.33g B B C

0.33g ≤ SDS < 0.50g C C D

0.50g ≤ SDS D D D

For Risk Category = I and SDS = 0.729 g, Seismic Design Category = D

Table 11.62 Seismic Design Category Based on 1S Period Response Acceleration Parameter

VALUE OF SD1RISK CATEGORY

I or II III IV

SD1 < 0.067g A A A

0.067g ≤ SD1 < 0.133g B B C

0.133g ≤ SD1 < 0.20g C C D

0.20g ≤ SD1 D D D

For Risk Category = I and SD1 = 0.447 g, Seismic Design Category = D

Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E forbuildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective ofthe above.

Seismic Design Category ≡ “the more severe design category in accordance withTable 11.61 or 11.62” = D

Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category.

References

1. Figure 221: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE7_Figure_221.pdf2. Figure 222: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE7_Figure_222.pdf3. Figure 2212: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE7_Figure_2212.pdf

4. Figure 227: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE7_Figure_227.pdf5. Figure 2217: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE7_Figure_2217.pdf

6. Figure 2218: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE7_Figure_2218.pdf

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Canopy Members

12

1 piece(s) 2 x 4 Douglas Fir-Larch No. 2

• 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 Wind Total Accessories1 - Beam - DF 1.50" 1.50" 1.50" 4 528 532 Blocking

2 - Beam - DF 1.50" 1.50" 1.50" 3 -289 3/-289 None

3 - Beam - DF 1.50" 1.50" 1.50" 4 77 81 None

4 - Beam - DF 1.50" 1.50" 1.50" 3 -19 3/-19 None

5 - Beam - DF 1.50" 1.50" 1.50" 4 3 7 Blocking

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

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

Member Reaction (lbs) 532 @ 1 6 0 1406 (1.50") Passed (38%) -- 1.0 D + 1.0 W (All Spans) Shear (lbs) 302 @ 1 1 12 1008 Passed (30%) 1.60 1.0 D + 1.0 W (All Spans) Moment (Ft-lbs) -451 @ 1 6 0 551 Passed (82%) 1.60 1.0 D + 1.0 W (All Spans) Live Load Defl. (in) 0.166 @ 0 0 0 0.200 Passed (2L/216) -- 1.0 D + 1.0 W (All Spans) Total Load Defl. (in) 0.167 @ 0 0 0 0.200 Passed (2L/216) -- 1.0 D + 1.0 W (All Spans)

System : FloorMember Type : Flush BeamBuilding Use : ResidentialBuilding Code : IBCDesign Methodology : ASD

• Deflection criteria: LL (L/480) and TL (L/240).• Overhang deflection criteria: LL (0.2") and TL (0.2").• Bracing (Lu): All compression edges (top and bottom) must be braced at 9 4 1 o/c unless detailed otherwise. Proper attachment and positioning of lateral

bracing is required to achieve member stability.• -287 lbs uplift at support 4 0 0. Strapping or other restraint may be required.• Applicable calculations are based on NDS.

Canopy, 13' SpanMEMBER REPORT PASSED

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. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this 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. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx.

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

Weyerhaeuser Notes

Tributary Dead WindLoads Location Width (0.90) (1.60) Comments1 - Point (lb) 0 0 0 N/A - 300 Misc Human Load

6/9/2016 1:20:12 PMForte v5.0, Design Engine: V6.4.0.40

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PSUSTU~1.4TE

Forte Software Operator

Pia SendersRSE Associates, Inc(503) [email protected]

Job Notes

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2 - Beam - DF 1.50" 1.50" 1.50" 2 -549 2/-549 None

3 - Beam - DF 1.50" 1.50" 1.50" 109 127 236 None

4 - Beam - DF 1.50" 1.50" 1.50" 2 -33 2/-33 None

5 - Beam - DF 1.50" 1.50" 1.50" 128 6 134 Blocking










Weyerhaeuser Notes

Tributary Dead WindLoads Location Width (0.90) (1.60) Comments1 - Point (lb) 0 0 0 N/A - 300 Misc Human Load2 - Point (lb) 1 0 0 N/A 57 - DL from abv3 - Point (lb) 2 6 0 N/A 57 - DL from abv4 - Point (lb) 4 6 0 N/A 57 - DL from abv5 - Point (lb) 5 6 0 N/A 57 - DL from abv6 - Point (lb) 7 6 0 N/A 57 - DL from abv7 - Point (lb) 9 0 0 N/A 57 - DL from abv


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Job Notes

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2 - Beam - DF 1.50" 1.50" 1.50" 33 -240 33/-240 None

3 - Beam - DF 1.50" 1.50" 1.50" 33 60 93 None

4 - Beam - DF 1.50" 1.50" 1.50" 26 -10 26/-10 Blocking










Weyerhaeuser Notes

Tributary Dead WindLoads Location Width (0.90) (1.60) Comments1 - Point (lb) 0 0 0 N/A - 300 Misc Human Load2 - Point (lb) 0 9 0 N/A 18 - DL from above3 - Point (lb) 2 3 0 N/A 18 - DL from above4 - Point (lb) 3 9 0 N/A 18 - DL from above5 - Point (lb) 4 3 0 N/A 18 - DL from above6 - Point (lb) 5 9 0 N/A 18 - DL from above7 - Point (lb) 7 3 0 N/A 18 - DL from above


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Job Notes

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Wood Post

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Wood Column ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver:6.15.1.19Licensee : Richmond So EngineersLic. # : KW-06009269

File = C:\Users\Greg\Desktop\PSUPOR~1\Calcs\PSUPOR~1.EC6

Description : Post (w/dead+wind+300lbs misc human load)

RSE Associates, Inc519 SW Park Ave, Ste 410Portland, OR 97205

(503) 287-4100

Project Title: PSU Porch ProjectEngineer: Project ID:

Printed: 9 JUN 2016, 1:25PM

Project Descr:

.Code ReferencesCalculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10Load Combinations Used : ASCE 7-10General Information

Wood Section Name 8x8Analysis Method :

13.0Overall Column Height ft

Allowable Stress Design

( Used for non-slender calculations ) Allow Stress Modification Factors

End Fixities Top Free, Bottom Fixed

Wood Species Douglas Fir - LarchWood Grade No.2Fb - Tension 750

750 psi700625

170475

32.21

psi Fv psiFb - Compr Ft psiFc - Prll psi

psiDensity pcf

Fc - PerpE : Modulus of Elasticity . . .

1300470

1300470

Cfu : Flat Use Factor 1.0

Cf or Cv for Tension 1.0

Use Cr : Repetitive ?Kf : Built-up columns 1.0

(non-glb only)NDS 15.3.2

Exact Width 7.50 inExact Depth 7.50 in

Area 56.250 in^2Ix 263.672 in^4Iy 263.672 in^4

Wood Grading/Manuf. Graded LumberWood Member Type Sawn

Ct : Temperature Factor 1.0

Cf or Cv for Compression 1.0

1300Axial

Cm : Wet Use Factor 1.0

Cf or Cv for Bending 1.0

x-x Bending y-y Bendingksi No

MinimumBasic

Y-Y (depth) axis :X-X (width) axis :

Unbraced Length for X-X Axis buckling = 13.0 ft, K = 2.1Unbraced Length for X-X Axis buckling = 13.0 ft, K = 2.1

Brace condition for deflection (buckling) along columns :

.Service loads entered. Load Factors will be applied for calculations.Applied LoadsColumn self weight included : 163.566 lbs * Dead Load FactorAXIAL LOADS . . . DL: Axial Load at 13.0 ft, D = 0.60 k Misc human load: Axial Load at 13.0 ft, Xecc = 78.0 in, L = 0.30 kBENDING LOADS . . . WL: Lat. Point Load at 12.0 ft creating My-y, W = 0.7530 k

.DESIGN SUMMARY

PASS

PASS

Max. Axial+Bending Stress Ratio = 0.8692

Location of max.above base 0.0 ft

Applied Axial 0.9886 kApplied Mx 0.0 k-ft

Load Combination +D+0.750Lr+0.750L+0.450W+H

Load Combination +D+0.60W+H

Bending & Shear Check Results

Maximum Shear Stress Ratio =

Applied Design Shear 12.048 psi272.0Allowable Shear

1.000 1.000

psi

0.02953 : 1 Bending Compression TensionCf or Cv : Size based factors

Location of max.above base 11.953 ft

: 1

At maximum location values are . . .

Applied My -5.529 k-ft

Maximum SERVICE Lateral Load Reactions . .Top along Y-Y 0.0 k Bottom along Y-Y 0.0 kTop along X-X 0.0 k Bottom along X-X 0.7530 kGoverning NDS Forumla Comp + Myy, NDS Eq. 3.9-3

Maximum SERVICE Load Lateral Deflections . . .Along Y-Y 0.0 in at 0.0 ft above base

for load combination : n/aAlong X-X 2.448 in at 13.0 ft above base

Fc : Allowable 194.331 psiOther Factors used to calculate allowable stresses . . .

for load combination : W Only

.

Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationP Status

Load Combination Results

+D+H 0.900 PASS PASS0.0 0.0 13.0 ft 0.174 ft0.07269+D+L+H 1.000 PASS PASS0.0 0.0 13.0 ft 0.174 ft0.4995+D+Lr+H 1.250 PASS PASS0.0 0.0 13.0 ft 0.174 ft0.07080+D+S+H 1.150 PASS PASS0.0 0.0 13.0 ft 0.174 ft0.07120+D+0.750Lr+0.750L+H 1.250 PASS PASS0.0 0.0 13.0 ft 0.174 ft0.2999+D+0.750L+0.750S+H 1.150 PASS PASS0.0 0.0 13.0 ft 0.174 ft0.3254+D+0.60W+H 1.600 PASS PASS0.0 0.02953 11.953 ft 0.174 ft0.8314+D+0.70E+H 1.600 PASS PASS0.0 0.0 13.0 ft 0.174 ft0.06985

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(503) 287-4100



Project Descr:

Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationP Status

Load Combination Results

+D+0.750Lr+0.750L+0.450W+H 1.600 PASS PASS0.0 0.02215 11.953 ft 0.174 ft0.8692+D+0.750L+0.750S+0.450W+H 1.600 PASS PASS0.0 0.02215 11.953 ft 0.174 ft0.8692+D+0.750L+0.750S+0.5250E+H 1.600 PASS PASS0.0 0.0 13.0 ft 0.174 ft0.2359+0.60D+0.60W+0.60H 1.600 PASS PASS0.0 0.02953 11.953 ft 0.174 ft0.8051+0.60D+0.70E+0.60H 1.600 PASS PASS0.0 0.0 13.0 ft 0.174 ft0.04191

.Note: Only non-zero reactions are listed.

Load CombinationX-X Axis Reaction Y-Y Axis Reaction Axial Reaction

@ Base @ Top @ Base @ Base @ Top

Maximum Reactions

k+D+H k 0.764 kk+D+L+H k 1.064 kk+D+Lr+H k 0.764 kk+D+S+H k 0.764 kk+D+0.750Lr+0.750L+H k 0.989 kk+D+0.750L+0.750S+H k 0.989 kk+D+0.60W+H k 0.764 k 0.452k+D+0.70E+H k 0.764 kk+D+0.750Lr+0.750L+0.450W+H k 0.989 k 0.339k+D+0.750L+0.750S+0.450W+H k 0.989 k 0.339k+D+0.750L+0.750S+0.5250E+H k 0.989 kk+0.60D+0.60W+0.60H k 0.458 k 0.452k+0.60D+0.70E+0.60H k 0.458 kkD Only k 0.764 kkLr Only k kkL Only k 0.300 kkS Only k kkW Only k k 0.753kE Only k kkH Only k k

.Maximum Deflections for Load CombinationsMax. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance

+D+H 0.0000 0.000 0.000 ftft inin 0.000+D+L+H 0.8251 0.000 0.000 ftft inin 13.000+D+Lr+H 0.0000 0.000 0.000 ftft inin 0.000+D+S+H 0.0000 0.000 0.000 ftft inin 0.000+D+0.750Lr+0.750L+H 0.6188 0.000 0.000 ftft inin 13.000+D+0.750L+0.750S+H 0.6188 0.000 0.000 ftft inin 13.000+D+0.60W+H 1.4687 0.000 0.000 ftft inin 13.000+D+0.70E+H 0.0000 0.000 0.000 ftft inin 0.000+D+0.750Lr+0.750L+0.450W+H 1.7204 0.000 0.000 ftft inin 13.000+D+0.750L+0.750S+0.450W+H 1.7204 0.000 0.000 ftft inin 13.000+D+0.750L+0.750S+0.5250E+H 0.6188 0.000 0.000 ftft inin 13.000+0.60D+0.60W+0.60H 1.4687 0.000 0.000 ftft inin 13.000+0.60D+0.70E+0.60H 0.0000 0.000 0.000 ftft inin 0.000D Only 0.0000 0.000 0.000 ftft inin 0.000Lr Only 0.0000 0.000 0.000 ftft inin 0.000L Only 0.8251 0.000 0.000 ftft inin 13.000S Only 0.0000 0.000 0.000 ftft inin 0.000W Only 2.4479 0.000 0.000 ftft inin 13.000E Only 0.0000 0.000 0.000 ftft inin 0.000H Only 0.0000 0.000 0.000 ftft inin 0.000

.

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(503) 287-4100



Project Descr:

Sketches

7.50

in

7.50 in

Y

XX

8x8

Load 1 Load 2

Hei

ght =

13.

0 ft

0.60k0.30k

0.75k

M-y Loads

Loads are total entered value. Arrows do not reflect absolute direction.

19


Canopy Connections

20

Design Method Allowable Stress Design (ASD)

Connection Type Lateral loading

Fastener Type Bolt

Loading Scenario Double Shear Wood Main Member

Main Member Type Douglas FirLarch

Main Member Thickness 7.5 in.

Main Member: Angle ofLoad to Grain 0

Side Member Type Douglas FirLarch

Side Member Thickness Other (in inches)

3

Side Member: Angle of Loadto Grain 90

Fastener Diameter 3/4 in.

Load Duration Factor C_D = 1.6

Wet Service Factor C_M = 1.0

Temperature Factor C_t = 1.0

Connection Yield Modes

Im 10080 lbs.

Is 3744 lbs.

IIIs 2617 lbs.

IV 3284 lbs.

Adjusted ASD Capacity 2617 lbs.

Bolt bending yield strength of 45,000 psi is assumed.The Adjusted ASD Capacity is only applicable for bolts with adequate enddistance, edge distance and spacing per NDS chapter 11.

While every effort has been made to insure the accuracy of the information presented, andspecial effort has been made to assure that the information reflects the stateoftheart,neither the American Wood Council nor its members assume any responsibility for anyparticular design prepared from this online Connection Calculator. Those using this online Connection Calculator assume all liability from its use.

The Connection Calculator was designed and created by Cameron Knudson, MichaelDodson and David Pollock at Washington State University. Support for development ofthe Connection Calculator was provided by American Wood Council.

22

mailto:[email protected]


Base Calculations

23

Wood Beam ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver:6.15.1.19Licensee : Richmond So EngineersLic. # : KW-06009269


Description : foundation bm analysis


(503) 287-4100


Printed: 6 JUN 2016, 10:20AM

Project Descr:

CODE REFERENCESCalculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10Load Combination Set : ASCE 7-10Material Properties

Beam Bracing : Completely Unbraced

Allowable Stress Design 1,000.01,000.01,000.01,000.0

1,300.01,300.0

65.065.0 34.0

Analysis Method :

Eminbend - xx ksiWood Species :Wood Grade :

Fb - Tensionpsipsi

Fv psi

Fb - Compr

Ft psi

Fc - Prll psipsiFc - Perp

E : Modulus of ElasticityEbend- xx ksi

Density pcf

Load Combination :ASCE 7-10

4x8

Span = 3.50 ft

4x8

Span = 3.50 ft

D(1.356)

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

Load for Span Number 1Moment : W = 9.036 k-ft, Location = 3.50 ft from left end of this spanPoint Load : D = 1.356 k @ 3.50 ft

.DESIGN SUMMARY Design OKMaximum Bending Stress Ratio 0.830: 1


Span # where maximum occurs Span # 1Location of maximum on span 3.500ft

45.78 psi=

=

FB : Allowable 1,278.67psi Fv : Allowable

4x8Section used for this span

Span # where maximum occursLocation of maximum on span

Span # 1=

Load Combination +D+0.60W+H=

=

=

83.20 psi==

Section used for this span 4x8fb : Actual

Maximum Shear Stress Ratio 0.550 : 1

3.500 ft==

1,060.93psi fv : Actual

Maximum Deflection

9321543

Ratio = 1554

Max Downward Transient Deflection 0.045 in 926Ratio =Max Upward Transient Deflection -0.045 in Ratio =Max Downward Total Deflection 0.027 in Ratio =Max Upward Total Deflection -0.027 in

.Maximum Forces & Stresses for Load Combinations

Span #Moment ValuesLoad Combination

C i C LC CCC F/V mr tdShear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length+D+H 0.00 0.00 0.00 0.00

1.00 Length = 3.50 ft 1 0.90 1.000 1.00 1.00 1.00 719.58 0.00 46.80 0.80 0.00 1.00 Length = 3.50 ft 2 0.90 1.000 1.00 1.00 1.00 719.58 0.00 46.80 0.80 0.00 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 0.80 0.00 1.00 Length = 3.50 ft 1 0.830 0.550 1.60 1.000 1.00 1.00 1.00 2.71 1,060.93 1278.67 0.77 83.20 0.80 45.78 1.00 Length = 3.50 ft 2 0.830 0.550 1.60 1.000 1.00 1.00 1.00 2.71 1,060.93 1278.67 0.77 83.20 0.80 45.78 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 0.80 0.00 1.00 Length = 3.50 ft 1 0.830 0.550 1.60 1.000 1.00 1.00 1.00 2.71 1,060.93 1278.67 0.77 83.20 0.80 45.78 1.00 Length = 3.50 ft 2 0.830 0.550 1.60 1.000 1.00 1.00 1.00 2.71 1,060.93 1278.67 0.77 83.20 0.80 45.78

.

31





(503) 287-4100



Project Descr:

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

W Only 1 0.0000 0.000 -0.0450 2.034W Only 2 0.0453 1.486 0.0000 2.034

.Load Combination Support 1 Support 2 Support 3Vertical Reactions Support notation : Far left is #1 Values in KIPS

Overall MAXimum -1.291 1.291 1.356Overall MINimum 0.000 0.000 -0.000+D+H 0.000 0.000 1.356+D+L+H 0.000 0.000 1.356+D+Lr+H 0.000 0.000 1.356+D+S+H 0.000 0.000 1.356+D+0.750Lr+0.750L+H 0.000 0.000 1.356+D+0.750L+0.750S+H 0.000 0.000 1.356+D+0.60W+H -0.775 0.775 1.356+D+0.70E+H 0.000 0.000 1.356+D+0.750Lr+0.750L+0.450W+H -0.581 0.581 1.356+D+0.750L+0.750S+0.450W+H -0.581 0.581 1.356+D+0.750L+0.750S+0.5250E+H 0.000 0.000 1.356+0.60D+0.60W+0.60H -0.775 0.775 0.814+0.60D+0.70E+0.60H 0.000 0.000 0.814D Only 0.000 0.000 1.356Lr OnlyL OnlyS OnlyW Only -1.291 1.291 -0.000E OnlyH Only

32





(503) 287-4100



Project Descr:

CODE REFERENCESCalculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10Load Combination Set : ASCE 7-10Material Properties

Beam Bracing : Completely Unbraced

Allowable Stress Design 1,000.01,000.01,000.01,000.0

1,300.01,300.0

65.065.0 34.0

Analysis Method :

Eminbend - xx ksiWood Species :Wood Grade :

Fb - Tensionpsipsi

Fv psi

Fb - Compr

Ft psi

Fc - Prll psipsiFc - Perp

E : Modulus of ElasticityEbend- xx ksi

Density pcf

Load Combination :ASCE 7-10

4x10

Span = 7.0 ft

D(1.356)

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

Load for Span Number 1Moment : W = 9.036 k-ft, Location = 3.50 ft from left end of this spanPoint Load : D = 1.356 k @ 3.50 ft

.DESIGN SUMMARY Design OKMaximum Bending Stress Ratio 0.767: 1



67.30 psi=

=

FB : Allowable 1,594.47psi Fv : Allowable

4x10Section used for this span


Span # 1=

Load Combination +D+0.60W+H=

=

=

104.00 psi==

Section used for this span 4x10fb : Actual

Maximum Shear Stress Ratio 0.647 : 1

3.500 ft==

1,222.28psi fv : Actual

Maximum Deflection

40701359

Ratio = 81752

Max Downward Transient Deflection 0.019 in 4357Ratio =Max Upward Transient Deflection -0.021 in Ratio =Max Downward Total Deflection 0.062 in Ratio =Max Upward Total Deflection -0.001 in


Span #Moment ValuesLoad Combination

C i C LC CCC F/V mr tdShear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length+D+H 0.00 0.00 0.00 0.00

1.00 Length = 7.0 ft 1 0.635 0.537 0.90 1.000 1.00 1.00 1.00 2.37 570.53 898.30 0.68 58.50 1.00 31.41 1.00+D+0.60W+H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 7.0 ft 1 0.767 0.647 1.60 1.000 1.00 1.00 1.00 5.08 1,222.28 1594.47 1.45 104.00 1.00 67.30 1.00+0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 7.0 ft 1 0.623 0.526 1.60 1.000 1.00 1.00 1.00 4.13 994.06 1594.47 1.18 104.00 1.00 54.73

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

Overall Maximum Deflections

W Only+D+0.60W+H 1 0.0618 4.190 -0.0023 7.000

33





(503) 287-4100



Project Descr:

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

Overall MAXimum -1.291 1.453Overall MINimum -0.097 0.407+D+H 0.678 0.678+D+L+H 0.678 0.678+D+Lr+H 0.678 0.678+D+S+H 0.678 0.678+D+0.750Lr+0.750L+H 0.678 0.678+D+0.750L+0.750S+H 0.678 0.678+D+0.60W+H -0.097 1.453+D+0.70E+H 0.678 0.678+D+0.750Lr+0.750L+0.450W+H 0.097 1.259+D+0.750L+0.750S+0.450W+H 0.097 1.259+D+0.750L+0.750S+0.5250E+H 0.678 0.678+0.60D+0.60W+0.60H -0.368 1.181+0.60D+0.70E+0.60H 0.407 0.407D Only 0.678 0.678Lr OnlyL OnlyS OnlyW Only -1.291 1.291E OnlyH Only

34

General Beam Analysis ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver:6.15.1.19Licensee : Richmond So EngineersLic. # : KW-06009269




(503) 287-4100



Project Descr:

General Beam PropertiesElastic Modulus ksi29,000.0

100.0Span #1 in^4Area = in^2 Moment of Inertia =Span Length = 10.07.0 ft

Span = 7.0 ft

D(1.356)

.Service loads entered. Load Factors will be applied for calculations.Applied LoadsLoad(s) for Span Number 1

Moment : W = 9.036 k-ft, Loc = 3.50 ft in spanPoint Load : D = 1.356 k @ 3.50 ft

.DESIGN SUMMARYMaximum Bending =



1.453 k


Span # 1

Load Combination +D+0.60W+HMaximum Shear =

3.500 ft

5.084 k-ft

Maximum DeflectionMax Downward Transient Deflection 0.002 in 43065Max Upward Transient Deflection -0.002 in 39196Max Downward Total Deflection 0.006 in 13149Max Upward Total Deflection -0.000 in 577017


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

M V Mmax -Mmax + Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment LengthOverall MAXimum Envelope Dsgn. L = 7.00 ft 1 5.08 5.08 1.45+D+H Dsgn. L = 7.00 ft 1 2.37 2.37 0.68+D+0.60W+H Dsgn. L = 7.00 ft 1 5.08 -0.33 5.08 1.45+0.60D+0.60W+0.60H Dsgn. L = 7.00 ft 1 4.13 -1.27 4.13 1.18

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

Overall Maximum Deflections

W Only+D+0.60W+H 1 0.0064 4.200 -0.0003 7.000.

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

Overall MAXimum -1.291 1.453Overall MINimum -0.097 0.407+D+H 0.678 0.678+D+L+H 0.678 0.678+D+Lr+H 0.678 0.678+D+S+H 0.678 0.678+D+0.750Lr+0.750L+H 0.678 0.678+D+0.750L+0.750S+H 0.678 0.678+D+0.60W+H -0.097 1.453+D+0.70E+H 0.678 0.678+D+0.750Lr+0.750L+0.450W+H 0.097 1.259+D+0.750L+0.750S+0.450W+H 0.097 1.259+D+0.750L+0.750S+0.5250E+H 0.678 0.678+0.60D+0.60W+0.60H -0.368 1.181+0.60D+0.70E+0.60H 0.407 0.407D Only 0.678 0.678

35

General Beam Analysis ENERCALC, INC. 1983-2015, Build:6.15.1.19, Ver:6.15.1.19Licensee : Richmond So EngineersLic. # : KW-06009269




(503) 287-4100



Project Descr:

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

Lr OnlyL OnlyS OnlyW Only -1.291 1.291E OnlyH Only

36

psu porch project - portland, oregon

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