10_-_221547_Columbia_Gorge_Observation_Deck_Calculation_Package.pdf

PDF 12 MB Posted Jul 31, 2023

Attached to: WA-FWS LWS NFH-MOLDED LUMBER MATERIAL
Solicitation number: 140FS123Q0140
Issued by: Department of the Interior Fish and Wildlife Service

About this file

Written by GovTribe AI · Dec 21, 2023

This document provides details for a federal contract opportunity to supply molded lumber materials. The solicitation number is 140FS123Q0140 from the Department of the Interior Fish and Wildlife Service for their WA-FWS LWS NFH facility. The agency is seeking molded lumber products for an unspecified project, with responses due by October 22, 2022. Pricing terms, set-asides, incumbent contractors, and award date are not included in this calculation package, which provides cost estimating information for offerors to develop their proposals for supplying the required molded lumber materials.

View the file

Other files

File	Type	Posted
01_-_SOW_For_Structural_Lumber_Observation_Platform_LWS.pdf	PDF	Jul 31, 2023
02_-_LWS_Tangent_Material_BOMV2.pdf	PDF	Jul 31, 2023
Sol_140FS123Q0140.pdf	PDF	Jul 31, 2023
11_-_221547_Columbia_Gorge_Observation_Deck_Review_Set_(c).pdf	PDF	Jul 31, 2023
04_-_Project_Site_Photos(c).pdf	PDF	Jul 31, 2023
04_-_Project_Site_Photos.pdf	PDF	Jul 31, 2023

On GovTribe

Work with this file

Download the original file
Contacts named in this file
Similar government files
Ask GovTribe AI about this file

Try for free Login

Text version

The file's text, extracted by GovTribe without its formatting.

STRUCTURAL CALCULATIONS

Prepared By:

BTD

Text Box

LOCATION:

BTD

Text Box

CLIENT:

brian.demeza Text Box

COFFMAN JOB#

brian.demeza Text Box

10 N POST ST., SUITE 500

SPOKANE, WA 99201

509.328.2994 mathew.bueckers

DECK STRUCTURE

Bookmark Summary

Title Page Table of Contents Project Overview and Results Plan View Elevation View Section Views Design Criteria Design Calculations

FiberForce Technical Data Deck Design Joist Design Beam Design Column and Brace Design Blocking Design

Supplemental Documents Existing Structure Existing Plan Sheets FiberForce Technical Manual ASCE 7 Hazards Report mathew.bueckers Text Box Table of Contents mathew.bueckers Image mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Rectangle mathew.bueckers Image project location client by date checked date sheet no.

job no.

brian.demeza Snapshot brian.demeza Text Box

PROJECT OVERVIEW

mathew.bueckers Text Box

SUMMARY OR RESULTS

mathew.bueckers

- The existing foundations were designed by others and soil is assumed to have settled and developed additional bearing strength under existing loads. Therefore, the footings are assumed to be adequate for loads resulting from the new deck.

www.coffman.com ph 509.328.2994

10 N. Post Street, Suite 500 Spokane, WA 99201

PRELIM

INARY

AutoCAD SHX Text

FRAMING PLAN

AutoCAD SHX Text

DECKING PLAN

AutoCAD SHX Text D

AutoCAD SHX Text

AutoCAD SHX Text E

AutoCAD SHX Text

AutoCAD SHX Text F

AutoCAD SHX Text

AutoCAD SHX Text G

AutoCAD SHX Text

1. ALL MEMBERS SHALL BE FIBERFORCE PLASTIC LUMBER OR SIMILAR. MEMBERS SHALL AT

AutoCAD SHX Text

3. ALL HARDWARE AND FASTENERS SHALL BE STAINLESS STEEL PER PROVIDED DETAILS.

AutoCAD SHX Text

4. THE HATCHERY (U.S. FISH AND WILDLIFE SERVICE) WILL SUPPLY ALL MATERIALS FOR

AutoCAD SHX Text

CONSTRUCTION OF THE OBSERVATION STRUCTURE.

AutoCAD SHX Text

NOTES:

AutoCAD SHX Text 3" x 12" JOIST AT

AutoCAD SHX Text 6" x 16" BEAM

AutoCAD SHX Text 10"x10" COLUMNS

AutoCAD SHX Text

LEGEND

AutoCAD SHX Text

5. 6"x16" BEAMS SHALL BE ATTACHED TO 10"x10" COLUMNS WITH (2) 1/2" DIA. GRADE A307 OR

AutoCAD SHX Text

BETTER STAINLESS STEEL THREADED RODS, FIELD CUT TO THE REQUIRED LENGTH.

AutoCAD SHX Text

SCALE : 1/4" = 1'

AutoCAD SHX Text Scale in mm

AutoCAD SHX Text

AutoCAD SHX Text Scale in Feet

AutoCAD SHX Text

SCALE : 1/4" = 1'

AutoCAD SHX Text Scale in mm

AutoCAD SHX Text

AutoCAD SHX Text Scale in Feet

AutoCAD SHX Text

16" OC AND RIM BOARD

AutoCAD SHX Text 2x6 DECKING, TYP.

AutoCAD SHX Text

BRACING LOCATION

AutoCAD SHX Text

A MINIMUM HAVE THE FOLLOWING DESIGN VALUES:

AutoCAD SHX Text FLEXURAL STRESS, Fb:-------------------- 2750 PSI

AutoCAD SHX Text SHEAR STRESS, Fv:---------------------- 800 PSI

AutoCAD SHX Text COMPRESSIVE STRESS/TO GRAIN, Fc:----------- 2842 PSI

AutoCAD SHX Text

2. MEMBERS HAVE BEEN DESIGNED TO ACCOUNT FOR A TEMPERATURE CORRECTION FACTOR OF

AutoCAD SHX Text

OF 0.82 AT 90 DEGREES FARENHEIGHT.

AutoCAD SHX Text

6. COLUMN LOCATIONS ARE BASED OFF ORIGINAL DESIGN DRAWINGS. CONTRACTOR TO VERIFY ALL

AutoCAD SHX Text

DIMENSIONS PRIOR TO THE START OF CONSTRUCTION.

AutoCAD SHX Text

REFERENCE LEGEND:

AutoCAD SHX Text X

AutoCAD SHX Text

SECTION/DETAIL NUMBER

AutoCAD SHX Text

SHEET WHERE TAKEN

AutoCAD SHX Text

SHEET WHERE SHOWN

AutoCAD SHX Text

DESIGNED

AutoCAD SHX Text

DRAWN

AutoCAD SHX Text

CHECKED

AutoCAD SHX Text

DATE

AutoCAD SHX Text

DRAWING NO.

AutoCAD SHX Text

REV.

AutoCAD SHX Text

DATE

AutoCAD SHX Text

DESCRIPTION

AutoCAD SHX Text

SHEET __ OF __

AutoCAD SHX Text P:\SPO\22JOBS\221547 COLUMBIA GORGE OBSERVATION DECK\0.0 DWGS\S\221547 - S1.DWG Proctor, Dianna 8/9/2022 2:44 PM Proctor, Dianna 8/9/2022 2:44 PMProctor, Dianna 8/9/2022 2:44 PM 8/9/2022 2:44 PM8/9/2022 2:44 PM

AutoCAD SHX Text

AutoCAD SHX Text 8/9/22

AutoCAD SHX Text

ISSUE FOR REVIEW

AutoCAD SHX Text

AutoCAD SHX Text H

AutoCAD SHX Text A

AutoCAD SHX Text R

AutoCAD SHX Text V

AutoCAD SHX Text E

AutoCAD SHX Text Y

AutoCAD SHX Text L.

AutoCAD SHX Text C

AutoCAD SHX Text O

AutoCAD SHX Text F

AutoCAD SHX Text 26469

AutoCAD SHX Text P

AutoCAD SHX Text R

AutoCAD SHX Text O

AutoCAD SHX Text F

AutoCAD SHX Text E

AutoCAD SHX Text S

AutoCAD SHX Text I

AutoCAD SHX Text O

AutoCAD SHX Text N

AutoCAD SHX Text A

AutoCAD SHX Text L

AutoCAD SHX Text E

AutoCAD SHX Text N

AutoCAD SHX Text G

AutoCAD SHX Text I

AutoCAD SHX Text N

AutoCAD SHX Text E

AutoCAD SHX Text R

AutoCAD SHX Text S

AutoCAD SHX Text T

AutoCAD SHX Text A

AutoCAD SHX Text T

AutoCAD SHX Text E

AutoCAD SHX Text O

AutoCAD SHX Text F

AutoCAD SHX Text W

AutoCAD SHX Text A

AutoCAD SHX Text S

AutoCAD SHX Text H

AutoCAD SHX Text I

AutoCAD SHX Text N

AutoCAD SHX Text G

AutoCAD SHX Text T

AutoCAD SHX Text O

AutoCAD SHX Text N

AutoCAD SHX Text T

AutoCAD SHX Text R

AutoCAD SHX Text C

AutoCAD SHX Text T

AutoCAD SHX Text U

AutoCAD SHX Text R

AutoCAD SHX Text A

AutoCAD SHX Text L

AutoCAD SHX Text E

AutoCAD SHX Text N

AutoCAD SHX Text G

AutoCAD SHX Text I

AutoCAD SHX Text N

AutoCAD SHX Text E

AutoCAD SHX Text S

AutoCAD SHX Text U

AutoCAD SHX Text R

AutoCAD SHX Text F

AutoCAD SHX Text M

AutoCAD SHX Text A

AutoCAD SHX Text N

AutoCAD SHX Text

LITTLE WHITE SALMON NFH

AutoCAD SHX Text

OBSERVATION STRUCTURE

AutoCAD SHX Text

MRB

AutoCAD SHX Text

DFP

AutoCAD SHX Text

MRB

AutoCAD SHX Text 08-22

AutoCAD SHX Text

1F-WA-330-330-1.0

AutoCAD SHX Text

FRAMING

AutoCAD SHX Text

AND DECKING PLAN

AutoCAD SHX Text www.coffman.com ph 509.328.2994

10 N. Post Street, Suite 500 Spokane, WA 99201

PRELIM

INARY

AutoCAD SHX Text

SCALE : 1/4" = 1'

AutoCAD SHX Text

1. ALL DIMENSIONS AND ELEVATIONS ARE BASED ON ORIGINAL DRAWINGS. CONTRACTOR IS

AutoCAD SHX Text

SHEET NOTES:

AutoCAD SHX Text

ELEVATION OF TOP OF COLUMN 14 = 96.76'

AutoCAD SHX Text

(4'-9 1/2" ABOVE DECK ELEVATION)

AutoCAD SHX Text

ELEVATION OF DECK = 92.30'

AutoCAD SHX Text

ELEVATION OF TOP OF COLUMNS

AutoCAD SHX Text

9, 6, 3, AND 1 = 96.00'

AutoCAD SHX Text

(4'-9 1/2" ABOVE DECK ELEVATION)

AutoCAD SHX Text

ELEVATION OF DECK = 91.60'

AutoCAD SHX Text 2"x6" BRACING

AutoCAD SHX Text

ELEVATION = 86.60'

AutoCAD SHX Text

ELEVATION OF DECK = 92.30'

AutoCAD SHX Text

EXTEND ALL RAILINGS AND JOISTS

AutoCAD SHX Text

1'-4" BEYOND THE CENTERLINE OF

AutoCAD SHX Text

THE COLUMNS.

AutoCAD SHX Text

ELEVATION OF TOP OF COLUMNS 2, 4,

AutoCAD SHX Text

7, AND 10 = 96.00'

AutoCAD SHX Text

(4'-9 1/2" ABOVE DECK ELEVATION)

AutoCAD SHX Text

EXTEND JOISTS 1'-4" BEYOND THE

AutoCAD SHX Text

CENTERLINE OF THE COLUMNS.

AutoCAD SHX Text

ELEVATION OF DECK = 91.60'

AutoCAD SHX Text

ELEVATION = 86.60'

AutoCAD SHX Text

COLUMN 1

AutoCAD SHX Text

COLUMN 3

AutoCAD SHX Text

COLUMN 6

AutoCAD SHX Text

COLUMN 9

AutoCAD SHX Text

COLUMN 12

AutoCAD SHX Text

COLUMN 14

AutoCAD SHX Text

COLUMN 2

AutoCAD SHX Text

COLUMN 4

AutoCAD SHX Text

COLUMN 7

AutoCAD SHX Text

COLUMN 10

AutoCAD SHX Text

COLUMN 13

AutoCAD SHX Text

COLUMN 15

AutoCAD SHX Text

EXISTING

AutoCAD SHX Text

GROUNDLINE

AutoCAD SHX Text

EL.= 90.00'

AutoCAD SHX Text

EL.= 90.00'

AutoCAD SHX Text

EL.= 87.90'

AutoCAD SHX Text

EL.= 85.50'

AutoCAD SHX Text

EL.= 83.50'

AutoCAD SHX Text

EL.= 80.70'

AutoCAD SHX Text

EL.= 90.00'

AutoCAD SHX Text

EL. 89.00'

AutoCAD SHX Text

EL.= 86.00'

AutoCAD SHX Text

EL.= 83.80'

AutoCAD SHX Text

EL.= 82.20'

AutoCAD SHX Text

EL.= 78.40'

AutoCAD SHX Text

EXISTING

AutoCAD SHX Text

GROUNDLINE

AutoCAD SHX Text 2"x6" CROSS-BRACING

AutoCAD SHX Text

ATTACH TO "INSIDE" OF COLUMNS

AutoCAD SHX Text 2"x 6" BRACING

AutoCAD SHX Text

REFER TO DETAIL

AutoCAD SHX Text

WEST LINE OF COLUMNS

AutoCAD SHX Text

CENTER LINE OF COLUMNS

AutoCAD SHX Text

EAST LINE OF COLUMNS

AutoCAD SHX Text

OBSERVATION DECK

AutoCAD SHX Text

ELEVATION OF TOP OF COLUMNS

AutoCAD SHX Text

5, 8, AND 11 = 96.00'

AutoCAD SHX Text

(4'-9 1/2" ABOVE DECK ELEVATION)

AutoCAD SHX Text

ELEVATION OF DECK = 91.60'

AutoCAD SHX Text

EL.= 88.00'

AutoCAD SHX Text

EL.= 87.30'

AutoCAD SHX Text

EL.= 85.30'

AutoCAD SHX Text

EXISTING

AutoCAD SHX Text

GROUNDLINE

AutoCAD SHX Text

COLUMN 11

AutoCAD SHX Text

COLUMN 8

AutoCAD SHX Text

COLUMN 5

AutoCAD SHX Text

EL.= 86.60'

AutoCAD SHX Text

ATTACH TO "OUTSIDE" OF COLUMNS

AutoCAD SHX Text E

AutoCAD SHX Text

AutoCAD SHX Text D

AutoCAD SHX Text

ELEVATION (WEST LINE)

AutoCAD SHX Text

ELEVATION (CENTERLINE)

AutoCAD SHX Text G

AutoCAD SHX Text

AutoCAD SHX Text F

AutoCAD SHX Text

ELEVATION (EAST LINE)

AutoCAD SHX Text

ELEVATION

AutoCAD SHX Text

AutoCAD SHX Text Scale in mm

AutoCAD SHX Text

AutoCAD SHX Text Scale in Feet

AutoCAD SHX Text

SCALE : 1/4" = 1'

AutoCAD SHX Text Scale in mm

AutoCAD SHX Text

AutoCAD SHX Text Scale in Feet

AutoCAD SHX Text

SCALE : 1/4" = 1'

AutoCAD SHX Text Scale in mm

AutoCAD SHX Text

AutoCAD SHX Text Scale in Feet

AutoCAD SHX Text

SCALE : 1/4" = 1'

AutoCAD SHX Text Scale in mm

AutoCAD SHX Text

AutoCAD SHX Text Scale in Feet

AutoCAD SHX Text

REFER TO DETAIL

AutoCAD SHX Text 2"x 6" BRACING

AutoCAD SHX Text

ELEVATION = 86.50'

AutoCAD SHX Text

AND STRUT, TYP.

AutoCAD SHX Text 2"x 6" CROSS BRACING

AutoCAD SHX Text

AutoCAD SHX Text RESPONSIBLE FOR VERIFYING ALL EXISTING DIMENSIONS PRIOR TO STARTING CONSTRUCTION.

AutoCAD SHX Text

COLUMN 1

AutoCAD SHX Text

COLUMN 2

AutoCAD SHX Text

COLUMN 5

AutoCAD SHX Text

2. COLUMNS SUPPORTED BY EXISTING FOUNDATIONS. SEE AS-BUILT DETAILS PROVIDED. ENSURE

AutoCAD SHX Text

COLUMNS ARE SET FLAT AND BEAR UNIFORMLY ON FOUNDATION.

AutoCAD SHX Text

3. BEAMS TO MATCH RAMP SLOPE SUCH THAT JOIST BEAR UNIFORMLY ON BEAMS. ADJUST

AutoCAD SHX Text

BEAM ELEVATION OR ANGLE BEAM TOP. BEAM WEDGING IS ALLOWED.

AutoCAD SHX Text

DESIGNED

AutoCAD SHX Text

DRAWN

AutoCAD SHX Text

CHECKED

AutoCAD SHX Text

DATE

AutoCAD SHX Text

DRAWING NO.

AutoCAD SHX Text

REV.

AutoCAD SHX Text

DATE

AutoCAD SHX Text

DESCRIPTION

AutoCAD SHX Text

SHEET __ OF __

AutoCAD SHX Text P:\SPO\22JOBS\221547 COLUMBIA GORGE OBSERVATION DECK\0.0 DWGS\S\221547 - S2.DWG Proctor, Dianna 8/9/2022 2:44 PM Proctor, Dianna 8/9/2022 2:44 PMProctor, Dianna 8/9/2022 2:44 PM 8/9/2022 2:44 PM8/9/2022 2:44 PM

AutoCAD SHX Text

AutoCAD SHX Text 8/9/22

AutoCAD SHX Text

ISSUE FOR REVIEW

AutoCAD SHX Text

AutoCAD SHX Text H

AutoCAD SHX Text A

AutoCAD SHX Text R

AutoCAD SHX Text V

AutoCAD SHX Text E

AutoCAD SHX Text Y

AutoCAD SHX Text L.

AutoCAD SHX Text C

AutoCAD SHX Text O

AutoCAD SHX Text F

AutoCAD SHX Text 26469

AutoCAD SHX Text P

AutoCAD SHX Text R

AutoCAD SHX Text O

AutoCAD SHX Text F

AutoCAD SHX Text E

AutoCAD SHX Text S

AutoCAD SHX Text I

AutoCAD SHX Text O

AutoCAD SHX Text N

AutoCAD SHX Text A

AutoCAD SHX Text L

AutoCAD SHX Text E

AutoCAD SHX Text N

AutoCAD SHX Text G

AutoCAD SHX Text I

AutoCAD SHX Text N

AutoCAD SHX Text E

AutoCAD SHX Text R

AutoCAD SHX Text S

AutoCAD SHX Text T

AutoCAD SHX Text A

AutoCAD SHX Text T

AutoCAD SHX Text E

AutoCAD SHX Text O

AutoCAD SHX Text F

AutoCAD SHX Text W

AutoCAD SHX Text A

AutoCAD SHX Text S

AutoCAD SHX Text H

AutoCAD SHX Text I

AutoCAD SHX Text N

AutoCAD SHX Text G

AutoCAD SHX Text T

AutoCAD SHX Text O

AutoCAD SHX Text N

AutoCAD SHX Text T

AutoCAD SHX Text R

AutoCAD SHX Text C

AutoCAD SHX Text T

AutoCAD SHX Text U

AutoCAD SHX Text R

AutoCAD SHX Text A

AutoCAD SHX Text L

AutoCAD SHX Text E

AutoCAD SHX Text N

AutoCAD SHX Text G

AutoCAD SHX Text I

AutoCAD SHX Text N

AutoCAD SHX Text E

AutoCAD SHX Text S

AutoCAD SHX Text U

AutoCAD SHX Text R

AutoCAD SHX Text F

AutoCAD SHX Text M

AutoCAD SHX Text A

AutoCAD SHX Text N

AutoCAD SHX Text

LITTLE WHITE SALMON NFH

AutoCAD SHX Text

OBSERVATION STRUCTURE

AutoCAD SHX Text

MRB

AutoCAD SHX Text

DFP

AutoCAD SHX Text

MRB

AutoCAD SHX Text 08-22

AutoCAD SHX Text

1F-WA-330-330-1.0

AutoCAD SHX Text

ELEVATIONS

AutoCAD SHX Text

Snapshot client by date checked date sheet no.

job no.

brian.demeza Snapshot mathew.bueckers Line mathew.bueckers Ellipse mathew.bueckers Text Box mathew.bueckers Text Box

TYP DECK, JOIST AND BEAM CONNECTION (SECTION VIEW)

mathew.bueckers Line mathew.bueckers Ellipse mathew.bueckers Text Box mathew.bueckers Text Box

TYP BEAM TO COLUMN CONNECTION (SECTION VIEW)

mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Callout

SIMPSON H8SS W/ (5) SS SD9112 CONNECTOR SCREWS TO JOIST AND BEAM TYP

mathew.bueckers Callout

JOIST PER PLAN TYP

2" DIA. A307 STAINLESS STEEL THREADED ROD, CENTERED ON COLUMN

mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Callout

PER DETAIL 1

mathew.bueckers Callout

JOIST PER PLAN

PER DETAIL 4

COLUMN PER PLAN

mathew.bueckers Length Measurement 5" mathew.bueckers Length Measurement 5" mathew.bueckers Line mathew.bueckers Ellipse mathew.bueckers Line mathew.bueckers Text Box

TOP OF DECK

PER ELEVATION

mathew.bueckers Line mathew.bueckers Callout

COLUMN CENTER LINE

mathew.bueckers Line mathew.bueckers Ellipse mathew.bueckers Line mathew.bueckers Text Box

TOP OF DECK

PER ELEVATION

mathew.bueckers Callout

DECK PER PLAN

mathew.bueckers Callout

BEAM PER PLAN

mathew.bueckers Callout

DECK PER PLAN

mathew.bueckers Callout

BEAM PER PLAN

mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Line mathew.bueckers Line mathew.bueckers Ellipse mathew.bueckers Text Box Note: All screws and bolt holes shall be pre-drilled and countersunk.

mathew.bueckers Dimension 4 7/8" mathew.bueckers Text Box

SHEET 3 OF 6

mathew.bueckers Rectangle mathew.bueckers Callout

BLOCKING AT 8' O.C, TYP

client by date checked date sheet no.

job no.

brian.demeza Snapshot mathew.bueckers Line mathew.bueckers Ellipse mathew.bueckers Text Box mathew.bueckers Text Box

TYP BEAM TO EXTERIOR COLUMN CONNECTION (SECTION VIEW)

PER DETAIL 2

mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Callout #10X3" SQUARE DRIVE STAINLESS STEEL DECK SCREW TYP WHEN DECK BOARD INTERSECTS A JOIST. PROVIDE 3/4" MIN END DISTANCE.

mathew.bueckers Callout

COLUMN PER PLAN

mathew.bueckers Line mathew.bueckers Callout

COLUMN CENTER LINE

mathew.bueckers Callout

JOIST PER PLAN 16" ON CENTERS MAX, TYP

mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Line mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Line mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Callout

BEAM PER PLAN

TOP OF DECK

PER ELEVATION

mathew.bueckers Callout

DECK PER PLAN

mathew.bueckers Text Box

TYP

mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Line mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Text Box

SHEET 4 OF 6

mathew.bueckers Line mathew.bueckers Ellipse mathew.bueckers Text Box mathew.bueckers Text Box

TYP BEAM TO INTERIOR COLUMN CONNECTION (SECTION VIEW)

PER DETAIL 2

mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Callout

PER DETAIL 4

mathew.bueckers Callout

COLUMN PER PLAN

mathew.bueckers Line mathew.bueckers Callout

COLUMN CENTER LINE

mathew.bueckers Callout

JOIST PER PLAN 16" ON CENTERS MAX, TYP

BEAM PER PLAN

TOP OF DECK

PER ELEVATION

mathew.bueckers Callout

DECK PER PLAN

mathew.bueckers Text Box

TYP

mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Line mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Callout

END COLUMN AT BASE OF DECKING

mathew.bueckers Line mathew.bueckers Text Box Note: All screws and bolt holes shall be pre-drilled and countersunk.

client by date checked date sheet no.

job no.

brian.demeza Snapshot mathew.bueckers Line mathew.bueckers Ellipse mathew.bueckers Text Box mathew.bueckers Text Box

TYP BEAM TO COLUMN CONNECTION (SECTION VIEW)

PER DETAIL 2

mathew.bueckers Callout

COLUMN PER PLAN

mathew.bueckers Line mathew.bueckers Callout

COLUMN CENTER LINE

mathew.bueckers Callout

JOIST PER PLAN

mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Line mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Line mathew.bueckers Callout

BEAM PER PLAN

mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Length Measurement 1'-4" mathew.bueckers Callout

DECKING PER PLAN

mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Ellipse mathew.bueckers Line mathew.bueckers Text Box

TOP OF DECK

PER ELEVATION

mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Line mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Line mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Callout SIMPSON A34SS W/ (4) #9x1.5" SD STAINLESS STEEL SCREWS mathew.bueckers Text Box

SHEET 5 OF 6

mathew.bueckers Line mathew.bueckers Ellipse mathew.bueckers Text Box mathew.bueckers Text Box

TYP BLOCKING OR END BOARD TO JOIST CONNECTION (SECTION VIEW)

mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Callout

BLOCKING OR END BOARD PER ELEVATION

mathew.bueckers Callout

PER DETAIL 4

mathew.bueckers Callout SIMPSON A34SS W/ (4) #9x1.5" SD STAINLESS STEEL SCREWS mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Line mathew.bueckers Ellipse mathew.bueckers Line mathew.bueckers Text Box

TOP OF DECK

PER ELEVATION

mathew.bueckers Callout

JOIST PER PLAN

mathew.bueckers Callout

DECK PER PLAN

mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Text Box Note: All screws and bolt holes shall be pre-drilled and countersunk.

client by date checked date sheet no.

job no.

brian.demeza Snapshot mathew.bueckers Line mathew.bueckers Ellipse mathew.bueckers Text Box mathew.bueckers Text Box

TYP BRACE TO COLUMN CONNECTION (ELEVATION VIEW)

mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Line mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Callout

COLUMN PER PLAN

mathew.bueckers Callout

COLUMN CENTER LINE

mathew.bueckers Callout

BEAM PER PLAN

mathew.bueckers Callout

JOIST PER PLAN

mathew.bueckers Callout

DECKING PER PLAN

mathew.bueckers Callout

PER DETAIL 2

mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Callout 2x6 BRACE PER ELEVATION TYP mathew.bueckers Callout

1" DIA. STAINLESS STEEL THREADED ROD. TYP AT EACH BRACE TO COLUMN CONNECTION

mathew.bueckers Callout

CONNECT BRACE TO BACK OF COLUMN

mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Line mathew.bueckers Ellipse mathew.bueckers Callout

RIM BOARD PER PLAN

mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Line mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Ellipse mathew.bueckers Length Measurement 1 1/2" mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Line mathew.bueckers Rectangle mathew.bueckers Line mathew.bueckers Text Box Note: All screws and bolt holes shall be pre-drilled and countersunk.

mathew.bueckers Length Measurement 1 1/2" mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Ellipse mathew.bueckers Text Box

SHEET 6 OF 6

mathew.bueckers Text Box

TYP

mathew.bueckers Text Box

TYP

Line client by date checked date sheet no.

job no.

brian.demeza Snapshot brian.demeza

DESIGN CRITERIA

DESIGN CRITERIA (IBC 2018)

PROJECT: Little White Salmon Observation Structure LOCATION: Cook, WA

CEI PROJECT NUMBER: 221547

GENERAL CRITERIA: References

Building Code:

2018 International Building Code ASCE 7-16 "Minimum Design Loads for Buildings and Other Structures"

Risk Category:

SEE: IBC Table 1604.5

≔Risk_Category II

Project Location: Little White Salmon Fish Hatchery Reservoir

Latitude: 45.7216 deg Longitude: -121.6405 deg Elevation: 89ft

LIVE LOADS:

SEE: IBC Table 1607.1

Deflection Live Load: Walkways and elevated platforms 60 psf Strength Live Load: Platform assembly areas ≔LLfloor ⋅100 psf

SNOW LOADS:

Ground Snow Load: PER: ASCE 7-16 Hazards Report

≔pg ⋅72 psf [Skamania County Minimum Design Criteria Requirements, ASCE 7-16 Hazards Report Requires 20 psf]

Snow Load Importance Factor: SEE: ASCE 7-16 Table 1.5-2

=ISL 1.00

Snow Exposure Factor: SEE: ASCE 7-16 Table 7.3-1

≔Ce 1.0 [Surface Roughness B, Partially Exposed]

Snow Thermal Factor: SEE: ASCE 7-16 Table 7.3-2

≔Ct 1.2 [Unheated and open air structures]

Flat Roof Snow Load: PER: ASCE 7-16 Eqn 7.3-1

≔pf max ⎛⎝ ,⎛⎝ ⋅⋅⋅⋅0.7 Ce Ct ISL pg⎞⎠ ⋅25 psf⎞⎠ =pf 60.5 psf

Snow Drift:

Not applicable to this structure. Assume snow drift passes through railings.

LITTLE WHITE SLAMON OBSERVATION MRB

COOK, WA 08/2022

US FISH AND WILDLIFE SERVICE

221547 08/2022

WIND LOADS:

Ultimate Design Wind Speed (nominal 3-second gust): SEE: Skamania County Minimum Design Criteria

≔Vult 135 mph

Wind Load Importance Factor: SEE: ASCE 7-16 Table 1.5-2

≔IWL 1.0

Wind Directionality Factor:

SEE: ASCE 7-16 Table 26.6-1

≔Structure_Type Trussed Towers - Triangular, square, rectangular

=kd 0.85

Exposure Categories: SEE: ASCE 7-16 Section: 26.7.3

≔Exposure_Category Exposure B (Urban, suburban or wooded areas)

Topographic Factor: SEE: ASCE 7-16 Section: 26.8.2

≔H =-90 ft 78 ft 12 ft

≔Lh =⋅8 ft 5 40 ft

Lh 0.3

≔K1 0.26 ≔K2 0.75 ≔K2 0.47

≔Kzt =+1 ⋅⋅K1 K2 K2 1.06

Ground Elevation Factor: SEE: ASCE 7-16 Table 26.9-1

≔Ke 1.0 [conservative]

Velocity Pressure Coefficient: SEE: ASCE 7-16 Table 26.10-1

≔Kz 0.70 [exposure B with z < 30ft]

Velocity Pressure (psf): SEE: ASCE 7-16 Equation 26.10-1

≔qh =⋅⋅⋅⋅⋅0.00256 Kz Kzt kd Ke Vult 2 psf 29.35 psf

Enclosure Classification:

SEE: ASCE 7-16 Table 26.13-1

≔Enclosure_Classification Open Buildings

LITTLE WHITE SLAMON OBSERVATION MRB

COOK, WA 08/2022

US FISH AND WILDLIFE SERVICE

Internal Pressure Coefficient:

SEE: ASCE 7-16 Table 26.13-1

=⎛⎝GCpi⎞⎠ “±0.00”

NOTE: Plus and minus signs signify acting toward and away from the internal surfaces, respectively.

Adjustment Factor for Building Height and Exposure:

≔λ 1.00

Roof Pitch:

≔r 0 ≔θ atan ((r)) =θ 0 deg

Mean Roof Height:

≔h ⋅12 ft Mean Roof Height

≔w ⋅16 ft Minimum Horizontal Bldg Dimension

Dimension "a" for MWFRS SEE: ASCE 7-16 Figure 28.5-1

≔a ‖ if else

∧≤θ ⋅7 deg >w ⋅300 ft ‖min (( ,⋅0.8 h max (( ,,min (( ,⋅.1 w ⋅0.4 h)) ⋅0.04 w ⋅3 ft))))

‖max (( ,,min (( ,⋅.1 w ⋅0.4 h)) ⋅0.04 w ⋅3 ft))

=a 3.0 ft

MWFRS Open Buildings with Monoslope, Pitched, or Troughed Free Roughs

Gust Effect Factor: ≔G 0.85 SEE: ASCE 7-16 Section 26.11

Net Pressure Coefficient: ≔Cn_Downward 1.2 ≔Cn_Uplift -1.2 SEE: ASCE 7-16 Figure 27.3-4

≔pDownward =⋅⋅qh G Cn_Downward 29.94 psf SEE: ASCE 7-16 Equation 27.3-2

≔pUplift =⋅⋅qh G Cn_Uplift -29.94 psf

LITTLE WHITE SLAMON OBSERVATION MRB

COOK, WA 08/2022

US FISH AND WILDLIFE SERVICE

SEISMIC LOADS:

Seismic Ground Motion Values for Seismic Spectral Accelerations: SEE: ASCE 7-16 Hazards Report

≔Ss 0.544 ≔S1 0.248 ≔SDS 0.495 ≔SD1 “N/A” Because , is not given in ASCE >S1 0.2 SD1 Hazards Report (See image next to )Cs

≔Fv =+2.2 ⋅――― -2.0 2.2

-0.3 0.2 (( -0.248 0.2)) 2.104 SEE: ASCE 7-16 Table 11.4-2

≔SM1 ⋅Fv S1 =SM1 0.52

≔SD1 =⋅―

SM1 0.35

Seismic Design Category:

≔SDC “D”

Soil Site Classification:

Site Class D

Seismic importance factor: SEE: ASCE 7-16 Table 1.5-2

=Ie 1.00

Analysis Procedure:

Equivalent Lateral Force (ELF)

Response Modification Coefficient:

≔R 1.5 [Timber Frames] SEE: ASCE 7-16 Table 12.2-1

Overstrength Factor:

≔Ωo 1.5 [Timber Frames] SEE: ASCE 7-16 Table 12.2-1

Deflection Amplification Factor:

SEE: ASCE 7-16 Table 12.2-1 ≔Cd 1.5 [Timber Frames]

LITTLE WHITE SLAMON OBSERVATION MRB

COOK, WA 08/2022

US FISH AND WILDLIFE SERVICE

Seismic Response Coefficient:

SEE: ASCE 7-16 Section 12.8.1.1

≔TL 16

PER: ASCE 7-16 Figure 22-14

≔Ct 0.02 PER: ASCE 7-16 Table 12.8-2

≔hn =h 12 ft

≔x 0.75 PER: ASCE 7-16 Table 12.8-2

≔Ta ⋅Ct ⎛⎝ ÷hn ft⎞⎠ x =Ta 0.129 SEE: ASCE 7-16 Section 12.8.1.1

≔T Ta

≔Ts =――

SD1

SDS

0.7 SEE: ASCE 7-16 Section 12.3

≔Cs if else if else

>T TL

⋅SD1 TL

⋅T2 ⎛ R

>≥TL T 1.5 Ts

1.5 ―――

SD1

⋅T R

SDS

Eq. 12.8-2

1.5 * Eq. 12.8-3

Eq. 12.8-4

=Cs 0.330

DEFLECTION CRITERIA:

Floor Deflection Limits: see vertical deflection limits if member supports veneer

Total Load: L/240 Per: IBC 2018 Table 1604.3

Live Load: L/360

LITTLE WHITE SLAMON OBSERVATION MRB

COOK, WA 08/2022

US FISH AND WILDLIFE SERVICE

client by date checked date sheet no.

job no.

brian.demeza Snapshot brian.demeza

DESIGN CALCULATIONS

FIBERFORCE PLASTIC LUMBER TECHNICAL DATA

Per: Fiber Force Technical Manual Flexural strength for all members: ≔Fb 2750 psi Shear strength of all members: ≔Fs 800 psi Flexural modulus for all members: ≔E 306080 psi Compressive strength parallel to grain: ≔Fc_parallel 2842 psi Compressive strength perpendicular to grain: ≔Fc_perpendicular 1482 psi Tension strength: ≔Ft 3623 psi Unit weight of members: ≔γ 53.7 pcf Compression modulus parallel to grain: ≔E_parallel 159576 psi Compression modulus perpendicular to grain: ≔E_perpendicular 54119 psi

Per: Bedford Technology LLC Design Guide for Recycled Plastic Lumber and Structural Grade Recycled Plastic Lumber Temperature correction factor at 90 F: ≔Ct 0.82 Modified Modulus for 10 year loading: ≔E' 101000 psi

Assumed Safety Factors:

Factor of Safety for Flexure: [Assumed]≔Ωb 2 Factor of Safety for Shear: [Assumed]≔Ωv 2 Factor of Safety for Compression: [Assumed]≔Ωc 4

LITTLE WHITE SLAMON OBSERVATION MRB

COOK, WA 08/2022

US FISH AND WILDLIFE SERVICE

Design Decking

Span Length:

Tributary Width:

≔Lspan_Deck 16 in SEE: Existing plans, sheet 2 of 10

≔Ltrib_Deck 6 in

Try 2" x 6"

≔bDecking 5.5 in

≔hDecking 1.5 in

Design Load on Deck

Live Load: ≔ωLL_Deck =⋅LLfloor Ltrib_Deck 50 ― lbf ft

Dead Load: ≔ωDL_Deck =⋅γ ⎛⎝ ⋅hDecking bDecking⎞⎠ 3.08 ― lbf ft

Snow Load: ≔ωSL_Deck =⋅pf Ltrib_Deck 30.24 ― lbf ft

By inspection vertical seismic and wind loads do not govern.

ASD Load Combos SEE: ASCE 7-16 Section 2.4

≔ωASD1_Deck =+ωDL_Deck ωLL_Deck 53.08 ― lbf ft

≔ωASD2_Deck =++ωDL_Deck 0.75 ωLL_Deck 0.75 ωSL_Deck 63.26 ― lbf ft [Controls]

≔ωASD_Deck =max ⎛⎝ ,ωASD1_Deck ωASD2_Deck⎞⎠ 63.26 ― lbf ft

Check Bending Strength

Checking deck members as simple span is conservative, but the deck is multi-span.

≔Ma_Decking =――――――― ⋅ωASD_Deck Lspan_Deck

14.06 ⋅lbf ft

Demand:

Section Modulus: ≔SDecking =――――― ⋅bDecking hDecking

2.06 in3

Capacity: ≔Mu_Decking =⋅Fb SDecking 472.66 ⋅lbf ft

Ma_Decking

÷Mu_Decking Ωb

LITTLE WHITE SLAMON OBSERVATION MRB

COOK, WA 08/2022

US FISH AND WILDLIFE SERVICE

Check Shear Strength

Demand: ≔Va_Decking =―――――― ⋅ωASD_Deck Lspan_Deck

42.17 lbf

Area Modulus:

≔ADecking =⋅bDecking hDecking 8.25 in2

Capacity: ≔Vu_Decking =⋅Fs ADecking 6600 lbf

Va_Decking

⋅Vu_Decking Ωv -1

Check Deflection

≔IDeck =――――― ⋅bDecking hDecking

1.55 in4

Because the deck is multi span use CASE ## from Table 3-23 AISC Steel Manual

Total Load Deflection:

≔ΔTL_Deck =⋅0.0069 ―――――――――――――――――― ⋅⎛⎝ ++ωDL_Deck 0.75 ⎛⎝ ⋅60 psf Ltrib_Deck⎞⎠ 0.75 ωSL_Deck⎞⎠ Lspan_Deck

⋅⋅IDeck E' Ct

0.01 in

≔ΔIAllowed_TL_Deck =――― Lspan_Deck

0.07 in

ΔTL_Deck

ΔIAllowed_TL_Deck %21

Live Load Deflection:

≔ΔLL_Deck =⋅0.0069 ――――――――― ⋅⎛⎝ ⋅60 psf Ltrib_Deck⎞⎠ Lspan_Deck

⋅⋅IDeck E' Ct

0.01 in

≔ΔIAllowed_LL_Deck =――― Lspan_Deck

0.04 in

ΔLL_Deck

ΔIAllowed_LL_Deck %20

Therefore, 2x6 member is adequate for use as decking member.

Design Connection Per supplier catalog, #10 x3" square drive stainless steel deck screws should be used. Each deck board should be fastened with 2 screws per joist. Screws must be pre-drilled and should be counter-sunk. All screws should be a minimum of 3/4” (2cm) from the edge or end of the board.

LITTLE WHITE SLAMON OBSERVATION MRB

COOK, WA 08/2022

US FISH AND WILDLIFE SERVICE

Design Joists

≔Lspan_Joist =-8 ft 10 in 7.17 ft SEE: Existing plans, sheet 2 of 10

Tributary Length: ≔Ltrib_Joist =Lspan_Deck 16 in

Try 3x12

Width of member: ≔bJoist 2.5 in

Height of member: ≔hJoist 11.25 in

Design Load on Structure

Live Load: ≔ωLL_Joist =⋅LLfloor Ltrib_Joist 133.33 ― lbf ft

Dead Load: ≔ωDL_Joist =⋅γ ⎛⎝ +⋅bJoist hJoist ⋅hDecking Ltrib_Joist⎞⎠ 19.44 ― lbf ft

Snow Load: ≔ωSL_Joist =⋅pf Ltrib_Joist 80.64 ― lbf ft

By inspection vertical seismic and wind loads do not govern.

ASD Load Combos SEE: ASCE 7-16 Section 2.4

≔ωASD_Joist =++ωDL_Joist 0.75 ωLL_Joist 0.75 ωSL_Joist 179.92 ― lbf ft

Check Bending Strength

Demand: ≔Ma_Joist =―――――― ⋅ωASD_Joist Lspan_Joist

1155 ⋅lbf ft

Section : ≔SJoist =―――― ⋅bJoist hJoist

53 in3

Capacity: ≔Mu_Joist =⋅Fb SJoist 12085 ⋅lbf ft

Ma_Joist

÷Mu_Joist Ωb

%19

LITTLE WHITE SLAMON OBSERVATION MRB

COOK, WA 08/2022

US FISH AND WILDLIFE SERVICE

Demand: ≔Va_Joist =―――――― ⋅ωASD_Joist Lspan_Joist

645 lbf

Area: ≔AJoist =⋅bJoist hJoist 28 in2

Capacity: ≔Vu_Joist =⋅Fs AJoist 22500 lbf

Va_Joist

÷Vu_Joist Ωv

Check Deflection

≔IJoist =―――― ⋅bJoist hJoist

296.63 in4

Total Load Deflection:

≔ΔTL_Joist =―――――――――――――――――― ⋅⋅5 ⎛⎝ ++ωDL_Joist ⋅0.75 60 psf Ltrib_Joist 0.75 ωSL_Joist⎞⎠ Lspan_Joist

⋅⋅⋅384 IJoist E' Ct

0.34 in

≔ΔIAllowed_TL_Joist =――― Lspan_Joist

0.36 in Per: Bedford Technology Design Guide

ΔTL_Joist

ΔIAllowed_TL_Joist %94

Live Load Deflection:

≔ΔLL_Joist =――――――――― ⋅⋅⋅5 60 psf Ltrib_Joist Lspan_Joist

⋅⋅⋅384 IJoist E' Ct

0.19 in

≔ΔIAllowed_LL_Joist =――― Lspan_Joist

0.24 in

ΔLL_Joist

ΔIAllowed_LL_Joist %81

Therefore, 3x12 member is adequate for use as joist member.

Design Joist-Beam Connection

Connect joists to beams using Simpson H8SS W/ (5)SS SD9112 connector screws to both the joists and beams.

Uplift connection strength is 345LBF Uplift =+⋅⋅0.6 γ ⎛⎝ +⋅⋅bJoist hJoist Lspan_Joist ⋅⋅hDecking Ltrib_Joist bDecking⎞⎠ ⋅⋅pUplift Lspan_Joist Ltrib_Joist -238.55 lbf

DCR: GOOD=―――

238 lbf

335 lbf %71

Lateral connection strength is 55LBF Seismic =⋅⋅⋅Cs ⎛⎝ +⋅%20 ωSL_Joist ωDL_Joist⎞⎠ Lspan_Joist 0.5 42 lbf

DCR: GOOD=――

42 lbf

55 lbf %76.4

LITTLE WHITE SLAMON OBSERVATION MRB

COOK, WA 08/2022

US FISH AND WILDLIFE SERVICE

Design Beams

Span Length:

Tributary Width:

≔Lspan_Beam 8 ft SEE: Existing plans, sheet 2 of 10

≔Ltrib_Beam ―― 8 ft

Try 6x16

≔bBeam 6 in

≔hBeam 15.5 in

Design Load on Structure

Live Load: ≔ωLL_Beam =⋅LLfloor Ltrib_Beam 400 ― lbf ft

Dead Load: ≔ωDL_Beam =⋅⋅γ Lspan_Beam Ltrib_Joist

⎛⎝ +⋅⋅Ltrib_Joist hDecking bDecking ⋅⋅hJoist bJoist Ltrib_Beam⎞⎠

Lspan_Beam

34.54 ― lbf ft

Snow Load: ≔ωSL_Beam =⋅pf Ltrib_Beam 241.92 ― lbf ft

By inspection vertical seismic and wind loads do not govern.

ASD Load Combos SEE: ASCE 7-16 Section 2.4

≔ωASD_Beam =++ωDL_Beam 0.75 ωLL_Beam 0.75 ωSL_Beam 515.98 ― lbf ft

Check Bending Strength

Demand: ≔Ma_Beam =――――――― ⋅ωASD_Beam Lspan_Beam

4127.85 ⋅lbf ft

Section Modulus: ≔SBeam =―――― ⋅bBeam hBeam

240.25 in3

Capacity: ≔Mu_Beam =⋅Fb SBeam 55057.29 ⋅lbf ft

Ma_Beam

⋅Mu_Beam Ωb -1

%15

LITTLE WHITE SLAMON OBSERVATION MRB

COOK, WA 08/2022

US FISH AND WILDLIFE SERVICE

Demand: ≔Va_Beam =―――――― ⋅ωASD_Beam Lspan_Beam

2063.93 lbf

Area: ≔ABeam =⋅bBeam hBeam 93 in2

Capacity: ≔Vn_Beam =⋅Fs ABeam 74400 lbf

Va_Beam

⋅Vn_Beam Ωv -1

Check Deflection

≔IBeam =―――― ⋅bBeam hBeam

1861.94 in4

Total Load Deflection:

≔ΔTL_Beam =――――――――――――――――――― ⋅⋅5 ⎛⎝ ++ωDL_Beam ⋅0.75 60 psf Ltrib_Beam 0.75 ωSL_Beam⎞⎠ Lspan_Beam

⋅⋅⋅384 IBeam E' Ct

0.24 in

≔ΔIAllowed_TL_Beam =――― Lspan_Beam

0.4 in

ΔTL_Beam

ΔIAllowed_TL_Beam %59

Live Load Deflection:

≔ΔLL_Beam =――――――――― ⋅⋅⋅5 60 psf Ltrib_Beam Lspan_Beam

⋅⋅⋅384 IBeam E' Ct

0.14 in

≔ΔIAllowed_LL_Beam =――― Lspan_Beam

0.27 in

ΔLL_Beam

ΔIAllowed_LL_Beam %54

Therefore, 6x16 member is adequate for use as beam member.

Design Connection

Try connecting the beams to columns using ( ) Dia. A307 or better stainless steel threaded rods. ≔n 2 ≔dbolt 2 in The side member is (SEE: NDS 12.3.5), and thick column. The compressive strength ≔ls bBeam ≔lm 9.75 in perpendicular to grain for the beam is and parallel to the grain for the column is ≔Fcs 2550 psi ≔Fem 6150 psi (SEE NDS Table 12.3.3 for specific gravity of 0.55)

LITTLE WHITE SLAMON OBSERVATION MRB

COOK, WA 08/2022

US FISH AND WILDLIFE SERVICE

Check Bolt Shear

Thread condition: Included in shear plane

Bolt bearing area on beam: ≔Abearing_Beam =⋅⋅⋅2 n dbolt bBeam 48 in2

Bolt bearing area on column: ≔Abearing_Column =⋅⋅n dbolt 9.75 in 39 in2

Factor of Safety: ≔Ω 2.0 [PER: AISC Table J3.2 for A307 rods]Bolt shear rupture strength: ≔Fnv 27 ksi

[shear over column controls]

Nominal bolt shear strength: ≔rn =⋅Fnv min ⎛⎝ ,Abearing_Beam Abearing_Column⎞⎠ 1053 kip

Required bolt shear strength: ≔Rux =⋅Va_Beam 2 4.13 kip

Rux

÷⋅rn n Ω %0.4

Use NDS Table 12.3.1A To Check Other Connection Limit States:

Bearing strength of larger member: ≔ZIm =――――――― ⋅⋅dbolt lm Fem

⋅4

+1 ⋅0.25 90 deg

90 deg

23.99 kip

Bearing strength of smaller member: ≔ZIs =――――――― ⋅⋅2 dbolt ls Fcs

⋅4

+1 ⋅0.25 90 deg

90 deg

12.24 kip

≔Re =―― Fem

Fcs

2.41

Bending yield strength of fastener: ≔Fyb 45000 psi NDS Appendix I.3

≔k3 =+-1

2 ⎛⎝ +1 Re⎞⎠

⋅⋅2 Fyb ⎛⎝ +2 Re⎞⎠ dbolt

⋅⋅3 Fem ls

1.28

≔ZIIIs =―――――――――― ⋅⋅⋅⋅2 k3 dbolt ls Fem

⋅⋅⎛⎝ +2 Re⎞⎠ 3.2

+1 ⋅0.25 90 deg

90 deg

10.75 kip Bending yield strength of fastener at one plastic hinge point:

Bending yield strength of fastener at two plastic hinge points: ≔ZIV =⋅――――――――

⋅2 dbolt

⋅3.2

+1 ⋅0.25 90 deg

90 deg

⋅⋅2 Fem Fyb

⋅3 ⎛⎝ +1 Re⎞⎠

14.71 kip

Connection strength: ≔Z =min ⎛⎝ ,,,ZIm ZIs ZIIIs ZIV⎞⎠ 10.75 kip

LITTLE WHITE SLAMON OBSERVATION MRB

COOK, WA 08/2022

US FISH AND WILDLIFE SERVICE

NDS Load Factors:

NDS Load Duration Factor: ≔CD 1.15 [PER: NDS 2018 Appendix B]

NDS Moisture Factor: ≔CM 0.7 [PER: NDS 2018 Table 11.3.3]

NDS Temperature Factor: ≔Ct 1.0 [PER: NDS 2018 Appendix C]

[PER: NDS 2018 Section 11.3.6] NDS Group Action Factor:

≔REA =min

⋅⋅E_perpendicular bBeam hBeam

⋅E_parallel ((9.75 in))2

⋅⋅E_perpendicular bBeam hBeam

⋅E_parallel ((9.75 in))2

-1⎞

0.33

Center to center spacing of fastener: ≔s 7.5 in

Load slip modulus for connection: ≔γslip =⋅180000 dbolt

1.5 in1.5 lbf in 509117 ― lbf in

≔u =+1 ⋅γslip ― s

⋅⋅E_perpendicular bBeam hBeam

⋅E_perpendicular ((9.75 in))2

1.75

≔m =-u ‾‾‾‾‾-u2 1 0.31

≔Cg =

⋅m ⎛⎝ -1 m2 n⎞⎠

⋅n ⎛⎝ +-⋅⎛⎝ +1 ⋅REA mn ⎞⎠ (( +1 m)) 1 m2 n⎞⎠

+1 REA

-1 m

0.82

NDS Geometry Factor:

[PER: NDS 2018 Section 12.5]

≔CΔ 1.0

≔EndDistfor1.0 =⋅4 dbolt 8 in

≔EndDistmin =⋅2 dbolt 4 in

≔EndDistActual =⋅9.75 in 0.5 4.88 in

≔CΔ_end =―――― EndDistActual EndDistfor1.0

0.61

≔Spacingfor1.0 =⋅4 dbolt 8 in

≔Spacingmin =⋅2 dbolt 4 in

≔SpacingActual =-16 in ⋅2 5 in 0.5 ft

≔CΔ_spacing =―――― SpacingActual Spacingfor1.0

0.75

≔CΔ =min ⎛⎝ ,,CΔ_end CΔ_spacing 1.0⎞⎠ 0.61

LITTLE WHITE SLAMON OBSERVATION MRB

COOK, WA 08/2022

US FISH AND WILDLIFE SERVICE

NDS End Grain Factor: ≔Ceg 1.0 [PER: NDS 2018 Section 12.5.2]

NDS Diaphragm Factor: ≔Cdi 1.1 [PER: NDS 2018 Section 12.5.3]

NDS Toe Nail Factor: ≔Ctn 1.0 [PER: NDS 2018 Section 12.5.4]

Design Connection Strength: ≔Z' =⋅⋅⋅⋅⋅⋅⋅⋅Z CD CM Ct Cg CΔ Ceg Cdi Ctn 4.77 kip

DCR: =――

Rux

Z' %86.5

Therefore, connect the beams to columns with (2)2" Dia. A307 or better stainless steel threaded rods.

LITTLE WHITE SLAMON OBSERVATION MRB

COOK, WA 08/2022

US FISH AND WILDLIFE SERVICE

Design Columns

Check Column 7 [Largest Tributary Area] for 10x10

Top of Deck Elevation: ≔ElvDeck_7 91.6 ft

Top of Footing C Elevation: ≔ElvFooting_7 83.8 ft

Column length: ≔LCol_7 =--ElvDeck_7 ElvFooting_7 hDecking 7.68 ft SEE: Existing plans, sheet 3 of 10

Seismic area: ≔ASeismic_7 =+(( ⋅12 ft 16 ft)) (( ⋅8 ft 16 ft)) 320 ft2 SEE: Existing plans, sheet 2 of 10

Tributary area: ≔ATrib_7 =⋅8 ft 8 ft 64 ft2

Member width: ≔bcol 9.75 in ≔hcol 9.75 in

Design Load on Structure

Live Load: ≔PLL_7 =⋅LLfloor ATrib_7 6400 lbf

Dead Load: ≔PDL_7 =+⋅――― ωDL_Beam

Ltrib_Beam ATrib_7 ⋅⋅⋅γ LCol_7 bcol hcol 825 lbf

Snow Load: ≔PSL_7 =⋅pf ATrib_7 3871 lbf

Wind Load (Uplift): ≔PWL_Uplift_7 =⋅pUplift ATrib_7 -1916 lbf

Wind Load (Horizontal): ≔WL =⋅⋅⋅pDownward 8 ft 2 LCol_7 3677 lbf

Seismic Dead Load: =+⋅%20 pf ――

PDL_7

ATrib_7

24.98 psf Conservatively use .≔DL 30 psf

Horizontal Seismic Load: ≔EQ =⋅⋅DL Cs ASeismic_7 3168 lbf

Vertical Wind Load: ≔PWL_7 =⋅cos ((sin ((45 deg)))) ――

1398 lbf [Due to horizontal wind]

Vertical Seismic Load: ≔Emh_7 =⋅⋅Ωo cos ((sin ((45 deg)))) ――

1806 lbf [Due to horizontal seismic]

LITTLE WHITE SLAMON OBSERVATION MRB

COOK, WA 08/2022

US FISH AND WILDLIFE SERVICE

ASD Load Combos SEE: ASCE 7-16 Section 2.4

≔PASD_7_1 =++PDL_7 0.75 PLL_7 0.75 PSL_7 8.53 kip

≔PASD_7_2 =+PDL_7 ⋅0.7 Emh_7 2.09 kip

≔PASD_7_3 =+++PDL_7 ⋅0.525 Emh_7 0.75 PLL_7 ⋅0.75 PSL_7 9.48 kip [Controls Compression]

≔PASD_7 =max ⎛⎝ ,,PASD_7_1 PASD_7_2 PASD_7_3⎞⎠ 9.48 kip

Check Axial Strength of Column

Demand: ≔Pa_Col =PASD_7 9.48 kip

Area: ≔ACol =⋅bcol hcol 95.06 in2

Capacity: ≔Pu_Col =⋅Fc_parallel ACol 270.17 kip

Pa_Col

÷Pu_Col Ωc

%14

Assume bracing prevents excessive bending in column.

Check Axial Strength of Braces

The deck, joists, and beams are designed to resist gravity loads only, and the braces are assumed to resist all horizontal loading.

Demand: ≔Pa_Brace =⋅max ⎛⎝ ,0.6 PWL_7 0.7 Emh_7⎞⎠ 0.5 0.63 kip

Area: ≔ABrace =⋅1.5 in 5.375 in 8.06 in2

Capacity: ≔Pu_Brace =⋅Fc_parallel ABrace 22.91 kip

Pa_Brace

÷Pu_Brace Ωc

%11

Column-Foundation Connection Connect the columns to the foundation using existing steel plate and bolted connection design

LITTLE WHITE SLAMON OBSERVATION MRB

COOK, WA 08/2022

US FISH AND WILDLIFE SERVICE

Column-Bracing Connection Try stainless steel threaded rods, diameter is and quantity is . Length of main member is ≔dbolt 1.0 in ≔n 2 and the length of the side member is . and . (SEE NDS Table ≔lm =bcol 9.75 in ≔ls 1.5 in ≔Fem 2950 psi ≔Fcs 6150 psi

12.3.3 for specific gravity of 0.55)

Because some braces will apply single shear to the rods, while others will apply double shear to the rods, both condition conditions will be checked.

Check Bolt Shear (single shear)

Thread condition: Included in shear plane

Bolt bearing…

This is the start of the file's text. The full file is on GovTribe.

File details come from the government source that posted it. Updated Jul 31, 2023.