Marquam_Bid_Pack.pdf

NORTH

SITE PLAN

SCALE 1" = 30'-0"

S. WILDCAT ROAD

EXISTING

BUILDING

EXISTING

MATERIAL

BUNKER

PROPERTY

LINE

PROPERTY

LINE

PROPERTY

LINE

PROPERTY

LINE

APPROXIMATE

EDGE OF

PAVEMENT

RIGHT OF WAY

RIGHT OF WAY

EXISTING

UTILITY

ENCLOSURE

EXISTING

FENCE

EXISTING

FENCE

EXISTING

FENCE

EXISTING

FENCE

EXISTING

FENCE

EXISTING

FENCE

EXISTING

GATE

EXISTING

GATE

EXISTING

GRAVEL

SURFACE

EXISTING

ASPHALT

SURFACE

EDGE OF

GRAVEL

EDGE OF

GRAVEL

EDGE OF

GRAVEL

471.46'

APPROXIMATE

ELEV.: 344'

APPROXIMATE

ELEV.: 365'

APPROXIMATE

ELEV.: 335'

APPROXIMATE

ELEV.: 319'

57'-4

52'-7"

134'-8"

129'-5"

210'-0"

24'-0"

36'-0"

SITE DATA:

ADDRESS: 9324 S. WILDCAT ROAD

MOLALLA, OREGON

PARCEL #: 01126524

TAX LOT #: 61E10 00800

AREA: 217,815 SF (5.0 ACRES)

EXISTING

DRIVEWAY

EXISTING

DRIVEWAY

EXISTING ADJACENT

PROPERTY DRIVEWAY

EXISTING ADJACENT

PROPERTY STRUCTURE

61'-9"

60'-0"

PROPOSED

SAND SHED

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REVISIONS:

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DRAWN BY:

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CHECKED BY:

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DATE:

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PH: (503) 557- 6414

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FAX: (503) 655-8658

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FACILITIES MANAGEMENT

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1710 RED SOILS CT #200 OREGON CITY, OR 97045

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FM#

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SCALE:

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APPROVAL SIGNATURE

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DATE

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APPROVAL SIGNATURE

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DATE

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FRN/FPN:

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MARQUAM SAND SHED

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SITE PLAN

AutoCAD SHX Text 21-030

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23-DEC-2020

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AS NOTED

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P. KOLB

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Property of Alliance Engineering of Oregon, Inc. Unauthorized duplication prohibited.

Copyright ; Alliance Engineering of Oregon, Inc.

2700 Market Street N.E. Alliance Engineering of Oregon, Inc. Phone: (503) 589-1727 Salem, OR 97301 www.aeOregon.com Fax: (503) 589-1728

POST FRAME BUILDING

STRUCTURAL CALCULATION

(This structure has been analyzed and designed for structural adequacy only.)

PROJECT No.

2100820 Revision 1

BUILDING OWNER / LOCATION:

Clackamas County Facilities Management

9324 S Wildcat Rd Molalla, OR 97038

CLIENT:

Clackamas County Facilities Management

9324 S Wildcat Rd Molalla, OR 97038

ENGINEER:

DocuSign Envelope ID: B605E505-F788-48CE-8CA5-2FB270F72408

12/12/2023

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 1

POST FRAME BUILDING

REFERENCES:

1. 2022 Edition of the Oregon Structural Specialty Code / 2021 Edition of the International Building Code

2. ASCE 7-16 - Minimum Design Loads and Associated Criteria for Buildings and Other Structures, American Society of Civil Engineers, 2017

3. 2018 Edition, National Design Specification (NDS) For Wood Construction with 2018 Edition NDS Supplement, American Wood Council, 2018

4. 2021 Edition, Special Design Provisions for Wind and Seismic (SDPWS) American Wood Council, 2020

5. ASABE EP486.3 - Shallow Post and Pier Foundation Design American Society of Agricultural and Biological Engineers, 2017

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 2

DESIGN INPUT VALUES:

Building Dimensions

Wmonitor 21 ft:= Width of Main Building Wshed 19.5 ft:= Width of Eave Sheds

Hmonitor 22 ft:= Height of Main Building Hshed 9.0 ft:= Height of Eave Sheds

Lbldg 100 ft:= Length of Building Wbldg 60 ft= Total Width of Building

RpitchM 8:= / 12 Roof pitch of building RpitchS 8:= / 12 Roof pitch of sheds

GOverhang 0 in:= Length of gable overhang OverhangS 0 in:= Length of shed eave overhang

Bay 20 ft:= Greatest tributary spacing between eave wall posts

HMGapron 2.50 ft= Height of main building gable wall apron below roof line (right gable end)

HSEapron 1.12 ft= Height of shed eave wall apron below shed roof line (at support beam)

HSGapron 2.5 ft= Height of shed gable wall apron below roof line (typical ea. end of ea. shed)

Design Loads for Building:

Risk_Category :=

Wind Design Values: Sand Design Values: (moist conditions)

Wind Speed: Wind Exposure: DWsand 120 pcf:= Density of sand

Vwind 98= mph Exposure := θsand 30 deg:= Angle of Repose

Hsand 19 ft:= Max. Height of sand

Seismic Design Values:

Site_class :=

Ss 0.770:= Mapped spectral acceleration for short period

S1 0.363:= Mapped spectral acceleration for 1 second period

Ra 1.5:= Response modification factor

Roof Load Design Values:

pg 25 psf:= Ground snow load pLr 20 psf= Roof live load pd 5 psf= Roof dead load Roof_type_is "metal over wood sheathing"= pd2 0 psf= Additional truss bottom chord dead load (if applicable) pLa 0 psf= Ceiling live load at storage areas (if applicable, where 24" wide x 42" tall object will fit between (2) or more truss members. The width of the storage_area_is 0 ft= )

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 3

Structural Members for Building:

Shed Eave Post Properties: (Solid-sawn post unless otherwise specified)

Spost := Post Species := Post Grade :=

Postis :=

Alternative Shed Eave Post Properties: (Solid-sawn post unless otherwise specified)

Spost1A := Post Species1A := Post Grade1A :=

Post1Ais :=

Spost1B := Post Species1B := Post Grade1B :=

Post1Bis :=

Main Interior Post Properties: (Solid-sawn post unless otherwise specified)

Spost2 := Post Species2 := Post Grade2 :=

Post2is :=

Alternative Main Interior Post Properties: (Solid-sawn post unless otherwise specified)

Spost2A := Post Species2A := Post Grade2A :=

Post2Ais :=

Spost2B := Post Species2B := Post Grade2B :=

Post2Bis :=

Note for Alternative Post Use:

If one of the two alternate post size and grades is chosen, then the contractor / owner shall ensure that the same alternative post grade is chosen for both shed eave and main Interior posts.

Mixing of post grades between locations is prohibited.

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 4

Structural Members for Building (Continued):

Shed Rafter Properties:

Rafter_style :=

Srafter := Rafterspecies :=

Raftergrade := Rafterspacing 16 in:= on center

Wall Girt Properties:

Sgirt :=

Girtspecies :=

Girtgrade := Girtspacing 24 in:= on center

Soil and Footing Design Values:

qsoil 1500 psf:= Assumed soil vertical bearing capacity

Ssoil 100 psf= / ft Assumed soil lateral bearing capacity dia_Sfooting 2.0 ft:= Shed eave post footing diameter dia_Mfooting 2.5 ft:= Main interior post footing diameter

Posthole Backfill information

Backfill_type := Posthole backfill, typical all posts

(GO TO LAST PAGE FOR SUMMARY OF RESULTS)

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 5

SNOW LOAD ANALYSIS:

For roof slopes greater than 5 degrees, and less than 70 degrees.

pg 25 psf= Ground Snow Load (from above)

Rangle 33.69 deg= Angle of roof

Ce 1.00= Exposure factor

Ct 1.20= Thermal Factor

Cs 0.66= Roof slope factor

Is 1.00= Importance factor

1. Determine Roof Snow Loads:

pf 0.7 Ce Ct Is pg:= Equation 1 pf 21 psf= Flat roof snow load; Roof_slope 5deg ps Cs pf:= Equation 2 ps 13.9 psf= Sloped roof (balanced) snow load

2. Determine final snow load, psu psu 25 psf= Final roof snow load

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 6

WIND ANALYSIS:

Vwind 98= mph Wind Speed kd 0.85= Wind Directionality Factor kzt 1.0= Topographic Factor kz 0.920= Wind Exposure Factor (windward) kz_cc 0.920= Wind Exposure Factor (components & cladding)

Iw 1.00= Importance factor qz 0.00256 kz kzt kd Vwind

:= qz_cc 0.00256 kz_cc kzt kd Vwind qz 19.23 psf= Velocity Pressure qz_cc 19.23 psf= Velocity Pressure (Components & Cladding)

Calculated Wind Pressures:

Roof Wind: Roof Uplift:

qroof qz G CNrw:= quplift qz G CNuplift:= qroof 21.25 psf= quplift 16.37- psf=

Windward Eave Wall: Leeward Eave Wall:

qwwe qz G Cpwwe:= qlwe qz G Cplwe:= qwwe 13.08 psf= qlwe 8.17- psf=

Windward Gable Wall: Leeward Gable Wall:

qwwg qz G Cpwwg:= qlwg qz G Cplwg:= qwwg 13.08 psf= qlwg 5.99- psf=

Wall Elements: Roof Elements:

qwe qz_cc GCpwall:= qr qz_cc G CNre:= qwe 15.38- psf= qr 20.44- psf=

Internal Wind Pressure (+/-):

qi qz_cc GCpi:= qi 10.58 psf=

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 7

SEISMIC CALCULATIONS:

Ss 0.770= Mapped spectral acceleration for short periods (from above)

S1 0.363= Mapped spectral acceleration for 1-second period (from above)

Ie 1.00= Importance factor

Ra 1.5= Response modification factor (from above)

1. Determine the Seismic Design Category

a. Calculate SDS and SD1

For SDS: For SD1:

For Ss 0.770= For S1 0.363=

Fa 1.200= Fv 1.674=

SMS Ss Fa:= SMS 0.924= SM1 S1 Fv:= SM1 0.608=

SDS

SMS:= SDS 0.616= SD1

SM1:= SD1 0.405=

Seismic_Design_Category "D"=

2. Determine the building parameters

Building dead load weight, Wt: Wall Load Design Values:

pf_s if pf 30 psf> pf, 0, ( ):= pf_s 0 psf= pDw 5.00 psf= Wall dead load (mean) pLa2 0 psf= Bottom chord live load outside of storage areas (if applicable) depthM_GLB 16.50 in= Depth of truss header

Roof Heights:

HroofM 7.00 ft= Height of monitor roof

HroofS 13.00 ft= Height of shed roof

WtM Wmonitor Lbldg 2 GOverhang( )+ pf_s 0.20( ) pd+ Wattic Lbldg pd2 0.25 pLa( )+ + Wmonitor Wattic-( ) Lbldg pd2 0.25 pLa2( )+ +

2 Lbldg depthM_GLB( ) Wmonitor 1 ft( )+ Wmonitor Hmonitor Hshed HSGapron-( )- + Wmonitor HroofM( )+ pDw+

WtM 14342 lb= weight of main building

WtS Wshed OverhangS+( ) Lbldg 2 GOverhang( )+ pf_s 0.20( ) pd+ Lbldg HSEapron( ) 2 Wshed max HSGapron 1ft, ( )( )+ Wshed HroofS( )+ pDw+

WtS 12067 lb= weight of each shed

Building area, Ab:

Ab Lbldg Wbldg:= Ab 6000 ft2=

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 8

3. Determine the shear force to be applied

a. Determine the fundamental period, T

Cu 1.4= sec Coefficient for Upper Limit on Calculated Period

Ta 0.02 Hmonitor

HroofM ft

0.75

:= Ta 0.227= sec

T if Ta Cu> Cu, Ta, ( ):= T 0.227= sec Fundamental period

b. Determine the Seismic Response Coefficient, Cs:

TL 16= Long-period transition period

Cs is calculated as: but Cs need not exceed:

Cs1

SDS

Ra

Ie

:= Cs2 if T TL

SD1

T Ra

Ie

SD1 TL

T2 Ra

Cs1 0.411= Cs2 1.190= and Cs shall not be less than:

Cs3 max max 0.044 SDS Ie 0.01, ( ) if S1 0.6

0.55 S1

Ra

, 0, Cs3 0.027=

Cs if Cs1 Cs2> Cs2, if Cs1 Cs3< Cs3, Cs1, ( ), ( ):=

Cs 0.411= Seismic Response Coefficient to used in determination of seismic base shear

c. Determine the Seismic Base Shear:

VSbase_shear Cs WtS:= VSbase_shear 4956 lb= Base shear of each shed

VMbase_shear Cs WtM:= VMbase_shear 5890 lb= Base shear of main building

4. Determine the seismic load on the building:

Since Seismic_Design_Category "D"= , ρ 1.30= Ω0 1.5:= Overstrength Factor

ES max ρ Ω0, ( ) VSbase_shear:= ES 7434 lb= Seismic load on each shed

EM max ρ Ω0, ( ) VMbase_shear:= EM 8835 lb= Seismic load on main building

E 2 ES( ) EM+:= E 23702 lb= Total combined seismic load

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 9

Determine the sand load on the posts:

θsand 30 deg= μsand 0.55:= Friction coefficient of sand DWsand 120 pcf=

Hsand 19 ft= Total fill height of applied sand weight

HsandS 2.083ft:= Total fill height of applied sand weight (At shed) k 1 sin θsand( )-

1 sin θsand( )+ := k 0.333= constant ρLsand k DWsand Hsand( ):= ρLsand 760 psf= Lateral weight of sand at base of post

Pwidth2 10 in= Width of Main Eave Post Face

Psand ρLsand Pwidth Hsand

:= Psand 2407 lb= Equivalent point load applied to post for sand load

LocPsand 0.423 Hsand:= LocPsand 8.04 ft= Location of applied equivalent sand point load; from bottom of post

Pwidth 8 in= Width of Shed Eave Post Face

PsandS ρLsand Pwidth HsandS

:= PsandS 264 lb= Equivalent point load applied to post for sand load

LocPsandS 0.423 HsandS:= LocPsandS 0.88 ft= Location of applied equivalent sand point load; from bottom of post

Vertical Sand Loads:

μFsand μsand ρLsand:= μFsand 418 psf= Vertical friction weight of sand

Wlivepost_E 3309 lb= Total vertical friction weight (main)

Wlivepost_ES 290 lb= Total vertical friction weight (Shed)

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BUILDING MODEL:

HroofM 7.00 ft= Upper roof height ΘM 33.7 deg= Upper roof angle from horizontal a 240 in= Bay spacing in inches ΘS 33.7 deg= Lower roof angle from horizontal

1. Determine wind loads:

Apply wind loads to the roof and wall aprons to determine moments and fiber stresses in the post

Roof wind pressure:

qe_roof 21.2 psf= Roof wind pressure qr_tot qe_roof a:= qr_tot 35.4 pli=

Eave wall wind pressure: Gable wall wind pressure:

qe_wall 21.2 psf= Eave wall wind pressure qg_wall 19.1 psf= Gable wall wind pressure qe_tot qe_wall a:= qe_tot 35.4 pli=

2. Calculate equivalent post system stiffness:

Shed eave post: (parallel to frames)

Rafter_heel 11.25 in= Depth of shed rafter heel HSEapron 13.5 in= Height of shed eave wall apron depthS_GLB 13.5 in= Depth of rafter support header

Lxshedpost Hshed Rafter_heel-:= Lxshedpost 96.75 in=

Lyshedpost Hshed Rafter_heel HSEapron+( )-:= Lyshedpost 83.25 in=

K1x Ixpost

Lxshedpost

K1x 0.000736=

Main interior post: (parallel to frames)

Truss_heel 6 in= Depth of main truss heel HroofS 13 ft= Height of shed roof depthM_GLB 16.5 in= Depth of main truss support header

Lxmainpost Hshed HroofS+( ) Rafter_heel-:= Lxmainpost 252.75 in=

Lymainpost Hmonitor Truss_heel depthM_GLB+( )-:= Lymainpost 241.5 in=

K2x Ixpost2

Lxmainpost

K2x 0.000089=

Equivalent post system stiffness αx K1x

K1x K2x+ := δx

K2x

K1x K2x+ := η

Lxmainpost

Lxshedpost αx 0.892= δx 0.108= η 2.612=

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 11

3. Determine loads applied to posts:

Sesismic Loads:

nEFrames 6= Total number of frames running parallel to width of building

SPost_numberGW 6= number of shed posts resisting applied gable loads

MPost_numberGW 12= number of main interior posts resisting applied gable loads

Pxseis_Frame E nEFrames := Pxseis_Frame 3950 lb= Total eave seismic load applied to each parallel frame

Pyshedseismic

ES

SPost_numberGW := Pyshedseismic 1239 lb= Total gable seismic load applied to each shed eave post

Pymainseismic

ES EM+

MPost_numberGW := Pymainseismic 1356 lb= Total gable seismic load applied to each main interior post

Eave Wind Load (applied to frame):

qe_roof 21.2 psf= Roof wind pressure qe_wall 21.2 psf= Eave wall wind pressure

Eave wind load applied to frame:

HSEapron 1.125 ft= Height of wall apron below shed roof line

Lint_wind Hmonitor Hshed-:= Lint_wind 156 in=

Lb_post Hmonitor Lint_wind

-:= Lb_post 186.0 in=

PR max qr_tot qe_tot, ( ) HroofS HSwall+ HSEapron+( ) qr_tot HroofM( )+:= PR 8978 lb=

Mxwind_post PR Lb_post:= Mxwind_post 1669854 in lb=

Pxwindpost Mxwind_post

Lb_post

Pxwindpost 8978 lb= Total resultant eave wind load applied to each frame at a location of Lb_post 15.5 ft=

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 12

3. Determine loads applied to posts: - cont'd

Gable Wind Loads:

qg_wall 19.07 psf= Gable wall wind pressure

Gable wind load on each shed eave posts:

SPost_numberGW 6= Total number of shed posts along one shed eave resisting gable wind loads

AGshedpost 56.06 ft2= Total area of shed gable wall for gable wind loads applied to shed posts

Pyshedwindpost AGshedpost qg_wall

SPost_numberGW := Pyshedwindpost 178 lb= Total gable wind load applied to each shed eave post

Gable wind load on main interior posts:

MPost_numberGW 12= Total number of main interior posts resisting gable wind loads

AGmainpost 637.87 ft2= Total area of main and shed gable walls for gable wind load applied to main post

Pymainwindpost AGmainpost qg_wall

MPost_numberGW := Pymainwindpost 1014 lb= Total gable wind load applied to each main interior post

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 13

Calculate loads applied ot posts:

Apply seismic and wind loads to post to determine moment and fiber stresses in the posts

1. Calculate loads on the shed eave post:

Lxshedpost 96.8 in= Bending length of shed posts for applied eave loads

Lyshedpost 83.3 in= Bending length of shed posts for applied gable loads

Seismic loads:

Mx_seis_post1 Pxseis_Frame- αx( ) Lxshedpost:= Mx_seis_post1 340896- in lb= fbx_seis_post1 Mx_seis_post1

2 Sxpost := fbx_seis_post1 1278 psi= This is the eave seismic bending stress on one shed post

My_seis_post1 Pyshedseismic Lyshedpost( ):= My_seis_post1 103141 in lb= fby_seis_post1 My_seis_post1

Sypost fby_seis_post1 967 psi= This is the gable seismic bending stress on one shed post

Wind loads:

Mx_wind_post1 Pxwindpost- αx Hshed( ):= Mx_wind_post1 864818- in lb= fbx_wind_post1 Mx_wind_post1

2 Sxpost := fbx_wind_post1 3243 psi= This is the total eave wind bending stress on one shed post

My_wind_post1 Pyshedwindpost Hshed( ):= My_wind_post1 19244 in lb= fby_wind_post1 My_wind_post1

Sypost := fby_wind_post1 180 psi= This is the total gable wind bending stress on one shed post

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 14

Calculate loads applied to posts: cont'd

1. Calculate loads on the main interior posts:

Lxmainpost 252.8 in= Bending length of main interior posts for applied eave loads

Lymainpost 241.5 in= Bending length of main interior posts for applied gable loads

Seismic loads:

Mx_seis_post2 Pxseis_Frame- δx( ) Lxmainpost:= Mx_seis_post2 107894- in lb= fbx_seis_post2 Mx_seis_post2

2 Sxpost2 := fbx_seis_post2 225 psi= This is the eave seismic bending stress on one main interior post

My_seis_post2 Pymainseismic Lymainpost( ):= My_seis_post2 327405 in lb= fby_seis_post2 My_seis_post2

Sypost2 fby_seis_post2 1637 psi= This is the gable seismic bending stress on one main interior post

Wind loads:

Mx_wind_post2 Pxwindpost- δx( ) Hmonitor:= Mx_wind_post2 256117- in lb= fbx_wind_post2 Mx_wind_post2

2 Sxpost2 := fbx_wind_post2 534 psi= This is the total eave wind bending stress on one main interior post

My_wind_post2 Pymainwindpost Hmonitor( ):= My_wind_post2 267609 in lb= fby_wind_post2 My_wind_post2

Sypost2 := fby_wind_post2 1338 psi= This is the total gable wind bending stress on one main interior post

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 15

SHED EAVE POST DESIGN: (Loads applied parallel to frames, without sand loads)

Calculate allowable unit compression stress, Fcc.

Fc1 1150 psi= Fc Fc1 CMcpost Ctpost CFcpost Cipost CdASCE:=

Fc 1380 psi= Allowable compression stress including load factors

Lxshedpost 96.8 in= Bending length of post dpost 8 in= Minimum unbraced dimension of post

Ke 1.2:= c 0.8:= Emin_wood 580000 psi= E'min Emin_wood CMEpost CtpostE CipostE:=

E'min 580000 psi=Ie Ke Lxshedpost:= Ie 116.10 in=

Load duration factors (CD):

FcE

0.822 E'min

dpost

:= FcE 2264 psi= CDconst 1.25= CDwind 1.60=

CDsnow 1.15= CDseismic 1.60=

CDlive 1.00=Calculate Column Stability Factor, Cp:

Cp_Lr 0.78= Cp_L 0.83=

Cp

FcE

Fc CD

2 c

FcE

Fc CD

2 FcE

Fc CD c --:= Cp_S 0.8= Cp_WorE 0.7=

Fcc_L Fc Cp_L:= Fcc_L 1145 psi= Allowable compression stress on the post; load case 1

Fcc_Lr Fc Cp_Lr:= Fcc_Lr 1070 psi= Allowable compression stress on the post; load case 2

Fcc_S Fc Cp_S:= Fcc_S 1101 psi= Allowable compression stress on the post; load case 3b & 4b

Fcc_WorE Fc Cp_WorE:= Fcc_WorE 965 psi= Allowable compression stress on the post; all load cases except as note above

Pdeadpost 1087 lb= Axial loading per post due to roof dead load

Plivepost 0 lb= Axial loading per post due to live load

PLroofpost 3900 lb= Axial loading per post due to live roof load

Psnowpost 4875 lb= Axial loading per post due to roof snow load (load case 3b & 4b)

Psnowpost_fs 4095 lb= Axial loading per post due to roof snow load (load cases except as noted above)

Fb1 1500 psi= Fb Fb1 CDwind CMbpost Ctpost CLxpost CFbpost Cfupost Cipost CdASCE:=

Fb 2866 psi= Allowable bending stress per post including load factors

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 16

Check Eave Load Cases:

Load Case 1: Dead Load fc Pdeadpost

Apost := fc 14 psi= Actual compression stress per post

CCFALI1

fc

Fcc_L

:= CCFALI1 0.01=

Load Case 2: Dead Load + Live Load fc Pdeadpost Plivepost+

Apost := fc 14 psi= Actual compression stress per post

CCFALI2

:= CCFALI2 0.01=

Load Case 3a: Dead Load + Live Roof Load fc Pdeadpost PLroofpost+

Apost := fc 62 psi= Actual compression stress per post

CCFALI3a

Fcc_Lr

:= CCFALI3a 0.06=

Load Case 3b: Dead Load + Snow Load fc Pdeadpost Psnowpost+

Apost := fc 75 psi= Actual compression stress per post

CCFALI3b

Fcc_S

:= CCFALI3b 0.07=

Load Case 4a: Dead Load + 0.75 * Live load + 0.75 * Live Roof Load fc Pdeadpost 0.75 Plivepost+ 0.75 PLroofpost+

Apost := fc 50 psi= Actual compression stress per post

CCFALI4a

:= CCFALI4a 0.05=

Load Case 4b: Dead Load + 0.75 * Live load + 0.75 * Snow Load fc Pdeadpost 0.75 Plivepost+ 0.75 Psnowpost+

Apost := fc 59 psi= Actual compression stress per post

CCFALI4b

:= CCFALI4b 0.05=

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 17

Check Eave Load Cases - cont'd:

Load Case 5: Dead Load + 0.6 * Wind Load fb1 0.6 fbx_wind_post1:= fb1 1946 psi= Actual bending stress on post fc Pdeadpost

Apost := fc 14 psi= Actual compression stress per post

CCFALI5

Fcc_WorE

2 fb1

Fb 1 fc

CCFALI5 0.68=

Load Case 6a: Dead Load + 0.75 * Live Load + 0.75 * (0.6 * Wind Load) + 0.75 * Live Roof Load fb1 0.75 0.6 fbx_wind_post1( ):= fb1 1459 psi= Actual bending stress on post fc Pdeadpost 0.75 Plivepost+ 0.75 PLroofpost+

Apost := fc 50 psi= Actual compression stress per post

CCFALI6a fc

CCFALI6a 0.52=

Load Case 6a: Dead Load + 0.75 * Live Load + 0.75 * (0.6 * Wind Load) + 0.75 * Snow Load fb1 0.75 0.6 fbx_wind_post1( ):= fb1 1459 psi= Actual bending stress on post fc Pdeadpost 0.75 Plivepost+ 0.75 Psnowpost_fs+

Apost := fc 52 psi= Actual compression stress per post

CCFALI6b fc

CCFALI6b 0.52=

Load Case 7: 0.6 * Dead Load + 0.6 * Wind Load fb1 0.6 fbx_wind_post1:= fb1 1946 psi= Actual bending stress on post fc

0.6 Pdeadpost

Apost fc 8 psi= Actual compression stress per post

CCFALI7

fc

CCFALI7 0.68=

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 18

Evpost 0.2 SDS Pdeadpost:= Evpost 134 lb= Vertical seismic load

Load Case 8: Dead Load + 0.7 * Vertical Seismic Load + 0.7 * Horizontal Seismic Load fb1 0.7 fbx_seis_post1:= fb1 895 psi= Actual bending stress on post fc Pdeadpost 0.7 Evpost+

Apost := fc 15 psi= Actual compression stress per post

CCFALI8

fc

CCFALI8 0.31=

Load Case 9: Dead Load + 0.525 * Vertical Seismic Load + 0.525 * Horizontal Seismic Load +

0.75 * Live Load + 0.75 * Snow Load fb1 0.525 fbx_seis_post1:= fb1 671 psi= Actual bending stress on post fc Pdeadpost 0.525 Evpost+ 0.75 Plivepost+ 0.75 Psnowpost_fs+

Apost fc 53 psi= Actual compression stress per post

CCFALI9

fc

CCFALI9 0.24=

Load Case 10: Dead Load - 0.7 * Vertical Seismic Load + 0.7 * Horizontal Seismic Load fb1 0.7 fbx_seis_post1:= fb1 895 psi= Actual bending stress on post fc Pdeadpost 0.7 Evpost-

Apost fc 12 psi= Actual compression stress per post

CCFALI10

fc

CCFALI10 0.31=

CCFALIeave 0.68= Less than or equal to 1.00 thus OK

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 19

SHED EAVE POST DESIGN: (Loads applied perpendicular to frames, without sand loads)

Calculate allowable unit compression stress, Fcc.

Fc1 1150 psi= Fc Fc1 CMcpost Ctpost CFcpost Cipost CdASCE:=

Fc 1380 psi= Allowable compression stress including load factors

Lyshedpost 83.3 in= Bending length of post dpost 8 in= Minimum unbraced dimension of post

Ke 1.2:= c 0.8:= Emin_wood 580000 psi= E'min Emin_wood CMEpost CtpostE CipostE:=

E'min 580000 psi=Ie Ke Lyshedpost:= Ie 99.9 in=

Load duration factors (CD):

FcE

0.822 E'min

:= FcE 3057 psi= CDconst 1.25= CDwind 1.60=

CDsnow 1.15= CDseismic 1.60=

CDlive 1.00=Calculate Column Stability Factor, Cp:

Cp_Lr 0.85= Cp_L 0.88=

Cp

FcE

Fc CD

Fc CD c --:= Cp_S 0.86= Cp_WorE 0.79=

Fcc_L Fc Cp_L:= Fcc_L 1219 psi= Allowable compression stress on the post; load case 1

Fcc_Lr Fc Cp_Lr:= Fcc_Lr 1167 psi= Allowable compression stress on the post; load case 2

Fcc_S Fc Cp_S:= Fcc_S 1188 psi= Allowable compression stress on the post; load case 3b & 4b

Fcc_WorE Fc Cp_WorE:= Fcc_WorE 1090 psi= Allowable compression stress on the post; all load cases except as note above

Pdeadpost 1087 lb= Axial loading per post due to roof dead load

Plivepost 0 lb= Axial loading per post due to live load

PLroofpost 3900 lb= Axial loading per post due to live roof load

Psnowpost 4875 lb= Axial loading per post due to roof snow load (load case 3b & 4b)

Psnowpost_fs 4095 lb= Axial loading per post due to roof snow load (load cases except as noted above)

Fb1 1500 psi= Fb Fb1 CDwind CMbpost Ctpost CLypost CFbpost Cfupost Cipost CdASCE:=

Fb 2878 psi= Allowable bending stress per post including load factors

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 20

Check Gable Load Cases:

Load Case 1: Dead Load fc Pdeadpost

Apost := fc 14 psi= Actual compression stress per post

CCFALI1

fc Pdeadpost Plivepost+

Apost := fc 14 psi= Actual compression stress per post

CCFALI2

fc Pdeadpost PLroofpost+

Apost := fc 62 psi= Actual compression stress per post

CCFALI3a

:= CCFALI3a 0.05= fc Pdeadpost Psnowpost+

Apost := fc 75 psi= Actual compression stress per post

CCFALI3b

:= CCFALI3b 0.06= fc Pdeadpost 0.75 Plivepost+ 0.75 PLroofpost+

Apost := fc 50 psi= Actual compression stress per post

CCFALI4a

:= CCFALI4a 0.04= fc Pdeadpost 0.75 Plivepost+ 0.75 Psnowpost+

Apost := fc 59 psi= Actual compression stress per post

CCFALI4b

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 21

Check Gable Load Cases - cont'd:

Load Case 5: Dead Load + 0.6 * Wind Load fb1 0.6 fby_wind_post1:= fb1 108 psi= Actual bending stress on post fc Pdeadpost

Apost := fc 14 psi= Actual compression stress per post

CCFALI5

fc

CCFALI5 0.04=

Load Case 6a: Dead Load + 0.75 * Live Load + 0.75 * (0.6 * Wind Load) + 0.75 * Live Roof Load fb1 0.75 0.6 fby_wind_post1( ):= fb1 81 psi= Actual bending stress on post fc Pdeadpost 0.75 Plivepost+ 0.75 PLroofpost+

Apost := fc 50 psi= Actual compression stress per post

CCFALI6a fc

CCFALI6a 0.03=

Load Case 6a: Dead Load + 0.75 * Live Load + 0.75 * (0.6 * Wind Load) + 0.75 * Snow Load fb1 0.75 0.6 fby_wind_post1( ):= fb1 81 psi= Actual bending stress on post fc Pdeadpost 0.75 Plivepost+ 0.75 Psnowpost_fs+

Apost := fc 52 psi= Actual compression stress per post

CCFALI6b fc

CCFALI6b 0.03=

Load Case 7: 0.6 * Dead Load + 0.6 * Wind Load fb1 0.6 fby_wind_post1:= fb1 108 psi= Actual bending stress on post fc

0.6 Pdeadpost

Apost fc 8 psi= Actual compression stress per post

CCFALI7

fc

CCFALI7 0.04=

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 22

Evpost 0.2 SDS Pdeadpost:= Evpost 134 lb= Vertical seismic load

Load Case 8: Dead Load + 0.7 * Vertical Seismic Load + 0.7 * Horizontal Seismic Load fb1 0.7 fby_seis_post1:= fb1 677 psi= Actual bending stress on post fc Pdeadpost 0.7 Evpost+

Apost := fc 15 psi= Actual compression stress per post

CCFALI8

fc

CCFALI8 0.24=

Load Case 9: Dead Load + 0.525 * Vertical Seismic Load + 0.525 * Horizontal Seismic Load +

0.75 * Live Load + 0.75 * Snow Load fb1 0.525 fby_seis_post1:= fb1 508 psi= Actual bending stress on post fc Pdeadpost 0.525 Evpost+ 0.75 Plivepost+ 0.75 Psnowpost_fs+

Apost fc 53 psi= Actual compression stress per post

CCFALI9

fc

CCFALI9 0.18=

Load Case 10: Dead Load - 0.7 * Vertical Seismic Load + 0.7 * Horizontal Seismic Load fb1 0.7 fby_seis_post1:= fb1 677 psi= Actual bending stress on post fc Pdeadpost 0.7 Evpost-

Apost fc 12 psi= Actual compression stress per post

CCFALI10

fc

CCFALI10 0.24=

CCFALIgable 0.24= Less than or equal to 1.00 thus OK

DESCRIPTION: Shed Eave Post, With Sand Loads (worst case loading)

Alliance Engineering of Oregon, Inc 2700 Market Street NE Salem, OR 97301 Ph (503) 589-1727 Fx (503) 589-1728 Sales@aeOregon.com Designer: Mark Barclay

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 2100820 R1 (Clackamas Co.) Framing Details.ec6

Code References

General Information

Wood Section Name !"��Analysis Method :

�-'�%Overall Column Height ft

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

End Fixities �! /���� &����* /�0��

Fb + $����-�

$����-� psi psi Fv psi Fb - Ft psi Fc - Prll psi psi Density pcf

Fc - Perp E : Modulus of Elasticity . . .

Cfu : Flat Use Factor $-�

Cf or Cv for Tension $-�

Use Cr : Repetitive ?

Kf : Built-up columns $-� NDS 15.3.2

Exact Width !�� in Exact Depth ���� in

Area %�-� in^2 Ix ���-�� in^4 Iy 4��-��� in^4

Wood Grading/Manuf. 5����� ) *+�� Wood Member Type #�.�

Ct : Temperature Factor $-�

Cf or Cv for Compression $-�

Axial

Cm : Wet Use Factor $-�

Cf or Cv for Bending $-� x-x Bending y-y Bending ksi "�

Minimum Basic

Y-Y (depth) axis :

X-X (width) axis :

Unbraced Length for buckling ABOUT X-X Axis = 6.056 ft, K = 1 Unbraced Length for buckling ABOUT Y-Y Axis = 6.056 ft, K = 1

Brace condition for deflection (buckling) along columns :

#��6��� ����� �������- )��� /������ .��� +� �!!���� 7�� ���� �������-Applied Loads Column self weight included : 117.907 lbs * Dead Load Factor

AXIAL LOADS . . .

Roof Loads: Axial Load at 6.938 ft, D = 1.087, Lr = 3.90, S = 4.875, W = 1.149, E = 0.1340 k Sand Friction Load: Axial Load at 2.083 ft, Yecc = 9.0 in, H = 0.290 k

BENDING LOADS . . .

Wind & Seismic Loads: Lat. Point Load at 6.938 ft creating Mx-x, W = 4.004, E = 1.762 k Sand Load: Lat. Point Load at 0.880 ft creating Mx-x, H = 0.290 k

DESIGN SUMMARY

PASS

PASS

Max. Axial+Bending Stress Ratio = ����!

Location of max.above base �-� ft

Applied Axial �-$%4 k Applied Mx ($�-$4$ k-ft

Load Combination +D+0.60W+H

Load Combination +D+0.60W+H

&������ 8 #1��� �1��9 :�� ���

Maximum Shear Stress Ratio =

Applied Design Shear ��-4%� psi ���-�Allowable Shear psi

���!#� : 1 Bending Compression Tension

Location of max.above base �-%�%$ ft

: 1

At maximum location values are . . .

Applied My �-� k-ft

Top along Y-Y �-� k Bottom along Y-Y 4-��4 k Top along X-X �-� k Bottom along X-X �-� kGoverning NDS Forumla$$��*! ; �00� "�# �<- �-'(�

Maximum SERVICE Load Lateral Deflections . . .

Along Y-Y �-�$%4 in at �-'�% ft above base for load combination : W Only Along X-X �-� in at �-� ft above base

Fc : Allowable $����-4� psi Other Factors used to calculate allowable stresses . . .

for load combination : n/a

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

Load Combination Results

+D+H �-'�� ��## ��##�-� �-����4 �-%�%$ ft�-'4� ft�-����� +D+Lr+H $-��� ��## ��##�-� �-����' �-%�%$ ft�-'$� ft�-��$4� +D+S+H $-$�� ��## ��##�-� �-���%$ �-%�%$ ft�-'�� ft�-���4� +D+0.750Lr+H $-��� ��## ��##�-� �-����' �-%�%$ ft�-'$� ft�-�4�$� +D+0.750S+H $-$�� ��## ��##�-� �-���%$ �-%�%$ ft�-'�� ft�-���'� +D+0.60W+H $-��� ��## ��##�-� �-$%�� �-%�%$ ft�-%%$ ft�-�4%� +D+0.70E+H $-��� ��## ��##�-� �-$��� �-%�%$ ft�-%%$ ft�-�4$�

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 23

Project Title: Clackamas County Facilities Engineer: James Loughrey Project ID: 2100820 Project Descr: Framing Members

DESCRIPTION: Shed Eave Post, With Sand Loads (worst case loading)

Alliance Engineering of Oregon, Inc 2700 Market Street NE Salem, OR 97301 Ph (503) 589-1727 Fx (503) 589-1728 Sales@aeOregon.com Designer: Mark Barclay

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 2100820 R1 (Clackamas Co.) Framing Details.ec6

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

Load Combination Results

+D+0.750Lr+0.450W+H $-��� ��## ��##�-� �-$44� �-%�%$ ft�-%%$ ft�-4'4' +D+0.750S+0.450W+H $-��� ��## ��##�-� �-$44� �-%�%$ ft�-%%$ ft�-4'�$ +D+0.750S+0.5250E+H $-��� ��## ��##�-� �-�%��� �-%�%$ ft�-%%$ ft�-���' +0.60D+0.60W+0.60H $-��� ��## ��##�-� �-$��� �-%�%$ ft�-%%$ ft�-�4�� +0.60D+0.70E+0.60H $-��� ��## ��##�-� �-�'��� �-%�%$ ft�-%%$ ft�-���� k k-ft V��W ���(X��� ��������� ��� ������-

X-X Axis Reaction Y-Y Axis Reaction Axial Reaction

@ Base @ Top @ Base@ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top My - End Moments Mx - End Moments

+D+H 1.4950.290 0.473 +D+Lr+H 5.3950.290 0.473 +D+S+H 6.3700.290 0.473 +D+0.750Lr+H 4.4200.290 0.473 +D+0.750S+H 5.1510.290 0.473 +D+0.60W+H 2.1842.692 17.141 +D+0.70E+H 1.5891.523 9.030 +D+0.750Lr+0.450W+H 4.9372.092 12.974 +D+0.750S+0.450W+H 5.6682.092 12.974 +D+0.750S+0.5250E+H 5.2221.215 6.891 +0.60D+0.60W+0.60H 1.5862.576 16.951 +0.60D+0.70E+0.60H 0.9911.407 8.841 D Only 1.205 Lr Only 3.900 S Only 4.875 W Only 1.1494.004 27.780 E Only 0.1341.762 12.225 H Only 0.2900.290 0.473

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

+D+H 0.0000 0.0055 6.938 ftft inin 0.000 +D+Lr+H 0.0000 0.0055 6.938 ftft inin 0.000 +D+S+H 0.0000 0.0055 6.938 ftft inin 0.000 +D+0.750Lr+H 0.0000 0.0055 6.938 ftft inin 0.000 +D+0.750S+H 0.0000 0.0055 6.938 ftft inin 0.000 +D+0.60W+H 0.0000 0.4366 6.938 ftft inin 0.000 +D+0.70E+H 0.0000 0.2268 6.938 ftft inin 0.000 +D+0.750Lr+0.450W+H 0.0000 0.3288 6.938 ftft inin 0.000 +D+0.750S+0.450W+H 0.0000 0.3288 6.938 ftft inin 0.000 +D+0.750S+0.5250E+H 0.0000 0.1715 6.938 ftft inin 0.000 +0.60D+0.60W+0.60H 0.0000 0.4344 6.938 ftft inin 0.000 +0.60D+0.70E+0.60H 0.0000 0.2246 6.938 ftft inin 0.000 D Only 0.0000 0.0000 0.000 ftft inin 0.000 Lr Only 0.0000 0.0000 0.000 ftft inin 0.000 S Only 0.0000 0.0000 0.000 ftft inin 0.000 W Only 0.0000 0.7184 6.938 ftft inin 0.000 E Only 0.0000 0.3162 6.938 ftft inin 0.000 H Only 0.0000 0.0055 6.891 ftft inin 0.000

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 24

Project Title: Clackamas County Facilities Engineer: James Loughrey Project ID: 2100820

DESCRIPTION: Shed Eave Post, With Sand Loads (worst case loading)

Alliance Engineering of Oregon, Inc 2700 Market Street NE Salem, OR 97301 Ph (503) 589-1727 Fx (503) 589-1728 Sales@aeOregon.com Designer: Mark Barclay

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 2100820 R1 (Clackamas Co.) Framing Details.ec6

Sketches

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 25

Project Title: Clackamas County Facilities Engineer: James Loughrey Project ID: 2100820

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 26

EMBEDMENT FOR SHED EAVE POST:

Calculate the minimum required post embedment depth for lateral loading for the shed posts.

Post_is "not constrained by a concrete slab"=

Va 2692 lb= Lateral shear load at the ground line

Ma 21620 lb ft= Moment at the ground line dia_Sfooting 2.00 ft= Shed posthole diameter

Ssoil 100 psf= Lateral capacity of soil

Trial depth = 1.5 ft.- The starting depth of the post hole depth. The final post hole depth is determined by iterating to a final depth.

depth_post 4.66 ft= This is the minimum required post embedment depth for lateral loading

FOOTING DESIGN FOR SHED EAVE POST:

Determine the footing size and depth for vertical bearing for the shed posts.

qsoil 1500 psf= Soil bearing capacity for footing dia_Sfooting 2.0 ft= Footing diameter

ASfooting π dia_Sfooting

:= ASfooting 3.14 ft2= Footing area

SPost_depth 5.5 ft= Minimum required post embedment depth

PSftg_allow ASfooting qsoil dfactor:= PSftg_allow 9425 lb= Allowable end bearing capacity of footing pSftg_applied 5962 lb= Total applied footing load

Note that the end bearing capacity (PSftg_allow) is greater than the combined footing load (pSftg_applied). This is OK.

Next, check main eave post uplift:

SPul Wshed

OverhangS+

Bay 0.6 quplift( ):= SPul 1915 lb= This is the uplift on one shed post

Assume a total weight of roof area to be 0.6*Dead Load (pd). The area of the roof that will tend to keep the shed post in the ground will be as follows:

SEpost_hole 150 pcf SPost_depth π dia_Sfooting

Apost-

:= SEpost_hole 2133 lb= Weight of concrete in post hole

SWulr Wshed

Bay 0.6 pd( ) SEpost_hole+:=

SWulr 2718 lb= Total uplift resistance

Note that the total uplift resistance (SWulr) is greater than the uplift load (SPul). This is OK.

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 27

MAIN POST DESIGN: (Loads applied parallel to frames) Calculate allowable unit compression stress, Fcc.

Fc2 1150 psi= Fc Fc2 CMcpost2 Ctpost2 CFcpost2 Cipost2 CdASCE:=

Fc 1380 psi= Allowable compression stress including load factors

Lxmainpost 252.8 in= Bending length of post dpost 10 in= Minimum unbraced dimension of post

Ke 1.2:= c 0.8:= Emin_wood2 580000 psi= E'min Emin_wood2 CMEpost2 CtpostE2 CipostE2:=

E'min 580000 psi=Ie Ke Lxmainpost:= Ie 303.30 in=

Load duration factors (CD):

FcE

0.822 E'min

:= FcE 518 psi= CDconst 1.25= CDwind 1.60=

CDsnow 1.15= CDseismic 1.60=

CDlive 1.00=Calculate Column Stability Factor, Cp:

Cp_Lr 0.28= Cp_L 0.34=

Cp

FcE

Fc CD

Fc CD c --:= Cp_S 0.3= Cp_WorE 0.22=

Fcc_L Fc Cp_L:= Fcc_L 470 psi= Allowable compression stress on the post; load case 1

Fcc_Lr Fc Cp_Lr:= Fcc_Lr 385 psi= Allowable compression stress on the post; load case 2

Fcc_S Fc Cp_S:= Fcc_S 415 psi= Allowable compression stress on the post; load case 3b & 4b

Fcc_WorE Fc Cp_WorE:= Fcc_WorE 306 psi= Allowable compression stress on the post; all load cases except as note above

Pdeadpost 2162 lb= Axial loading per post due to roof dead load

Plivepost 0 lb= Axial loading per post due to live load

PLroofpost 8100 lb= Axial loading per post due to live roof load

Psnowpost 10125 lb= Axial loading per post due to roof snow load (load case 3b & 4b)

Psnowpost_fs 8505 lb= Axial loading per post due to roof snow load (load cases except as noted above)

Fb2 1500 psi= Fb Fb2 CDwind CMbpost2 Ctpost2 CLxpost2 CFbpost2 Cfupost2 Cipost2 CdASCE:=

Fb 2851 psi= Allowable bending stress per post including load factors

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 28

Load Case 1: Dead Load fc Pdeadpost

Apost2 := fc 18 psi= Actual compression stress per post

CCFALI1

:= CCFALI1 0.04=

fc Pdeadpost Plivepost+

Apost2 := fc 18 psi= Actual compression stress per post

CCFALI2

:= CCFALI2 0.04=

fc Pdeadpost PLroofpost+

Apost2 := fc 86 psi= Actual compression stress per post

CCFALI3a

:= CCFALI3a 0.22= fc Pdeadpost Psnowpost+

Apost2 := fc 102 psi= Actual compression stress per post

CCFALI3b

:= CCFALI3b 0.25= fc Pdeadpost 0.75 Plivepost+ 0.75 PLroofpost+

Apost2 := fc 69 psi= Actual compression stress per post

CCFALI4a

:= CCFALI4a 0.18= fc Pdeadpost 0.75 Plivepost+ 0.75 Psnowpost+

Apost2 := fc 81 psi= Actual compression stress per post

CCFALI4b

:= CCFALI4b 0.20=

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 29

Load Case 5: Dead Load + 0.6 * Wind Load fb1 0.6 fbx_wind_post2:= fb1 320 psi= Actual bending stress on post fc Pdeadpost

Apost2 := fc 18 psi= Actual compression stress per post

CCFALI5

fc

CCFALI5 0.12=

Load Case 6a: Dead Load + 0.75 * Live Load + 0.75 * (0.6 * Wind Load) + 0.75 * Live Roof Load fb1 0.75 0.6 fbx_wind_post2( ):= fb1 240 psi= Actual bending stress on post fc Pdeadpost 0.75 Plivepost+ 0.75 PLroofpost+

Apost2 := fc 69 psi= Actual compression stress per post

CCFALI6a fc

CCFALI6a 0.15=

Load Case 6a: Dead Load + 0.75 * Live Load + 0.75 * (0.6 * Wind Load) + 0.75 * Snow Load fb1 0.75 0.6 fbx_wind_post2( ):= fb1 240 psi= Actual bending stress on post fc Pdeadpost 0.75 Plivepost+ 0.75 Psnowpost_fs+

Apost2 := fc 71 psi= Actual compression stress per post

CCFALI6b fc

CCFALI6b 0.15=

Load Case 7: 0.6 * Dead Load + 0.6 * Wind Load fb1 0.6 fbx_wind_post2:= fb1 320 psi= Actual bending stress on post fc

0.6 Pdeadpost

Apost2 fc 11 psi= Actual compression stress per post

CCFALI7

fc

CCFALI7 0.12=

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 30

Evpost 0.2 SDS Pdeadpost:= Evpost 266 lb= Vertical seismic load

Load Case 8: Dead Load + 0.7 * Vertical Seismic Load + 0.7 * Horizontal Seismic Load fb1 0.7 fbx_seis_post2:= fb1 157 psi= Actual bending stress on post fc Pdeadpost 0.7 Evpost+

Apost2 := fc 20 psi= Actual compression stress per post

CCFALI8

fc

CCFALI8 0.06=

Load Case 9: Dead Load + 0.525 * Vertical Seismic Load + 0.525 * Horizontal Seismic Load +

0.75 * Live Load + 0.75 * Snow Load fb1 0.525 fbx_seis_post2:= fb1 118 psi= Actual bending stress on post fc Pdeadpost 0.525 Evpost+ 0.75 Plivepost+ 0.75 Psnowpost_fs+

Apost2 fc 72 psi= Actual compression stress per post

CCFALI9

fc

CCFALI9 0.10=

Load Case 10: Dead Load - 0.7 * Vertical Seismic Load + 0.7 * Horizontal Seismic Load fb1 0.7 fbx_seis_post2:= fb1 157 psi= Actual bending stress on post fc Pdeadpost 0.7 Evpost-

Apost2 fc 16 psi= Actual compression stress per post

CCFALI10

fc

CCFALI10 0.06=

CCFALIeave 0.25= Less than or equal to 1.00 thus OK

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 31

MAIN POST DESIGN: (Loads applied perpendicular to frames) Calculate allowable unit compression stress, Fcc.

Fc2 1150 psi= Fc Fc2 CMcpost2 Ctpost2 CFcpost2 Cipost2 CdASCE:=

Fc 1380 psi= Allowable compression stress including load factors

Lymainpost 241.5 in= Bending length of post dpost 10 in= Minimum unbraced dimension of post

Ke 1.2:= c 0.8:= Emin_wood2 580000 psi= E'min Emin_wood2 CMEpost2 CtpostE2 CipostE2:=

E'min 580000 psi=Ie Ke Lymainpost:= Ie 289.8 in=

Load duration factors (CD):

FcE

0.822 E'min

:= FcE 568 psi= CDconst 1.25= CDwind 1.60=

CDsnow 1.15= CDseismic 1.60=

CDlive 1.00=Calculate Column Stability Factor, Cp:

Cp_Lr 0.30= Cp_L 0.37=

Cp

FcE

Fc CD

Fc CD c --:= Cp_S 0.33= Cp_WorE 0.24=

Fcc_L Fc Cp_L:= Fcc_L 508 psi= Allowable compression stress on the post; load case 1

Fcc_Lr Fc Cp_Lr:= Fcc_Lr 418 psi= Allowable compression stress on the post; load case 2

Fcc_S Fc Cp_S:= Fcc_S 450 psi= Allowable compression stress on the post; load case 3b & 4b

Fcc_WorE Fc Cp_WorE:= Fcc_WorE 334 psi= Allowable compression stress on the post; all load cases except as note above

Pdeadpost 2162 lb= Axial loading per post due to roof dead load

Plivepost 0 lb= Axial loading per post due to live load

PLroofpost 8100 lb= Axial loading per post due to live roof load

Psnowpost 10125 lb= Axial loading per post due to roof snow load (load case 3b & 4b)

Psnowpost_fs 8505 lb= Axial loading per post due to roof snow load (load cases except as noted above)

Fb2 1500 psi= Fb Fb2 CDwind CMbpost2 Ctpost2 CLypost2 CFbpost2 Cfupost2 Cipost2 CdASCE:=

Fb 2878 psi= Allowable bending stress per post including load factors

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 32

Load Case 1: Dead Load fc Pdeadpost

Apost2 := fc 18 psi= Actual compression stress per post

CCFALI1

:= CCFALI1 0.04=

fc Pdeadpost Plivepost+

Apost2 := fc 18 psi= Actual compression stress per post

CCFALI2

:= CCFALI2 0.04=

fc Pdeadpost PLroofpost+

Apost2 := fc 86 psi= Actual compression stress per post

CCFALI3a

:= CCFALI3a 0.20= fc Pdeadpost Psnowpost+

Apost2 := fc 102 psi= Actual compression stress per post

CCFALI3b

:= CCFALI3b 0.23= fc Pdeadpost 0.75 Plivepost+ 0.75 PLroofpost+

Apost2 := fc 69 psi= Actual compression stress per post

CCFALI4a

:= CCFALI4a 0.16= fc Pdeadpost 0.75 Plivepost+ 0.75 Psnowpost+

Apost2 := fc 81 psi= Actual compression stress per post

CCFALI4b

:= CCFALI4b 0.18=

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 33

Load Case 5: Dead Load + 0.6 * Wind Load fb1 0.6 fby_wind_post2:= fb1 803 psi= Actual bending stress on post fc Pdeadpost

Apost2 := fc 18 psi= Actual compression stress per post

CCFALI5

fc

CCFALI5 0.29=

Load Case 6a: Dead Load + 0.75 * Live Load + 0.75 * (0.6 * Wind Load) + 0.75 * Live Roof Load fb1 0.75 0.6 fby_wind_post2( ):= fb1 602 psi= Actual bending stress on post fc Pdeadpost 0.75 Plivepost+ 0.75 PLroofpost+

Apost2 := fc 69 psi= Actual compression stress per post

CCFALI6a fc

CCFALI6a 0.28=

Load Case 6a: Dead Load + 0.75 * Live Load + 0.75 * (0.6 * Wind Load) + 0.75 * Snow Load fb1 0.75 0.6 fby_wind_post2( ):= fb1 602 psi= Actual bending stress on post fc Pdeadpost 0.75 Plivepost+ 0.75 Psnowpost_fs+

Apost2 := fc 71 psi= Actual compression stress per post

CCFALI6b fc

CCFALI6b 0.28=

Load Case 7: 0.6 * Dead Load + 0.6 * Wind Load fb1 0.6 fby_wind_post2:= fb1 803 psi= Actual bending stress on post fc

0.6 Pdeadpost

Apost2 fc 11 psi= Actual compression stress per post

CCFALI7

fc

CCFALI7 0.29=

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 34

Evpost 0.2 SDS Pdeadpost:= Evpost 266 lb= Vertical seismic load

Load Case 8: Dead Load + 0.7 * Vertical Seismic Load + 0.7 * Horizontal Seismic Load fb1 0.7 fby_seis_post2:= fb1 1146 psi= Actual bending stress on post fc Pdeadpost 0.7 Evpost+

Apost2 := fc 20 psi= Actual compression stress per post

CCFALI8

fc

CCFALI8 0.42=

Load Case 9: Dead Load + 0.525 * Vertical Seismic Load + 0.525 * Horizontal Seismic Load +

0.75 * Live Load + 0.75 * Snow Load fb1 0.525 fby_seis_post2:= fb1 859 psi= Actual bending stress on post fc Pdeadpost 0.525 Evpost+ 0.75 Plivepost+ 0.75 Psnowpost_fs+

Apost2 fc 72 psi= Actual compression stress per post

CCFALI9

fc

CCFALI9 0.39=

Load Case 10: Dead Load - 0.7 * Vertical Seismic Load + 0.7 * Horizontal Seismic Load fb1 0.7 fby_seis_post2:= fb1 1146 psi= Actual bending stress on post fc Pdeadpost 0.7 Evpost-

Apost2 fc 16 psi= Actual compression stress per post

CCFALI10

fc

CCFALI10 0.41=

CCFALIgable 0.42= Less than or equal to 1.00 thus OK

DESCRIPTION: Main Interior Post, With Sand Loads (worst case loading)

Alliance Engineering of Oregon, Inc 2700 Market Street NE Salem, OR 97301 Ph (503) 589-1727 Fx (503) 589-1728 Sales@aeOregon.com Designer: Mark Barclay

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 2100820 R1 (Clackamas Co.) Framing Details.ec6

Code References

General Information

Wood Section Name ��"��Analysis Method :

��-$��Overall Column Height ft

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

End Fixities �! /���� &����* /�0��

Fb + $���

$��� psi psi Fv psi Fb - Ft psi Fc - Prll psi psi Density pcf

Fc - Perp E : Modulus of Elasticity . . .

Cfu : Flat Use Factor $-�

Cf or Cv for Tension $-�

Use Cr : Repetitive ?

Kf : Built-up columns $-� NDS 15.3.2

Exact Width �� in Exact Depth �� in

Area $��-� in^2 Ix $�44�-� in^4 Iy $����-� in^4

Wood Grading/Manuf. 5����� ) *+�� Wood Member Type #�.�

Ct : Temperature Factor $-�

Cf or Cv for Compression $-�

Axial

Cm : Wet Use Factor $-�

Cf or Cv for Bending $-� x-x Bending y-y Bending ksi "�

Minimum Basic

Y-Y (depth) axis :

X-X (width) axis :

Unbraced Length for buckling ABOUT X-X Axis = 12.088 ft, K = Unbraced Length for buckling ABOUT Y-Y Axis = 12.088 ft, K =

Brace condition for deflection (buckling) along columns :

#��6��� ����� �������- )��� /������ .��� +� �!!���� 7�� ���� �������-Applied Loads Column self weight included : 513.02 lbs * Dead Load Factor

AXIAL LOADS . . .

Roof Loads: Axial Load at 20.125 ft, D = 2.162, Lr = 8.10, S = 10.125, W = 2.386, E = 2.660 k Sand Friction Load: Axial Load at 13.350 ft, Yecc = 12.0 in, H = 3.309 k

BENDING LOADS . . .

Wind & Seismic Load: Lat. Point Load at 20.125 ft creating Mx-x, W = 0.4850, E = 0.2130 k Sand Load: Lat. Point Load at 8.040 ft creating Mx-x, H = 2.407 k

DESIGN SUMMARY

PASS

PASS

Max. Axial+Bending Stress Ratio = ��!���

Location of max.above base �-� ft

Applied Axial �-'%4 k Applied Mx (��-��$ k-ft

Load Combination +D+H

Load Combination +D+H

&������ 8 #1��� �1��9 :�� ���

Maximum Shear Stress Ratio =

Applied Design Shear ��-�%% psi $��-�Allowable Shear psi

���+� : 1 Bending Compression Tension

Location of max.above base �-'�' ft

: 1

At maximum location values are . . .

Applied My �-� k-ft

Top along Y-Y �-� k Bottom along Y-Y �-�'% k Top along X-X �-� k Bottom along X-X �-� kGoverning NDS Forumla$$��*! ; �00� "�# �<- �-'(�

Maximum SERVICE Load Lateral Deflections . . .

Along Y-Y �-�4� in at ��-$�� ft above base for load combination : +D+0.60W+H Along X-X �-� in at �-� ft above base

Fc : Allowable %4$-�$ psi Other Factors used to calculate allowable stresses . . .

for load combination : n/a

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

Load Combination Results

+D+H �-'�� ��## ��##�-� �-$'�� �-'�' ft�-%$� ft�-%�4� +D+Lr+H $-��� ��## ��##�-� �-$4$� �-'�' ft�-��$ ft�-���� +D+S+H $-$�� ��## ��##�-� �-$��' �-'�' ft�-�4� ft�-�$'� +D+0.750Lr+H $-��� ��## ��##�-� �-$4$� �-'�' ft�-��$ ft�-�44% +D+0.750S+H $-$�� ��## ��##�-� �-$��' �-'�' ft�-�4� ft�-���� +D+0.60W+H $-��� ��## ��##�-� �-$�4� �-'�' ft�-��� ft�-�$�4 +D+0.70E+H $-��� ��## ��##�-� �-$$�� �-'�' ft�-��� ft�-���$

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 35

Project Title: Clackamas County Facilities Engineer: James Loughrey Project ID: 2100820

DESCRIPTION: Main Interior Post, With Sand Loads (worst case loading)

Alliance Engineering of Oregon, Inc 2700 Market Street NE Salem, OR 97301 Ph (503) 589-1727 Fx (503) 589-1728 Sales@aeOregon.com Designer: Mark Barclay

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 2100820 R1 (Clackamas Co.) Framing Details.ec6

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

Load Combination Results

+D+0.750Lr+0.450W+H $-��� ��## ��##�-� �-$��� �-'�' ft�-��� ft�-��4� +D+0.750S+0.450W+H $-��� ��## ��##�-� �-$��� �-'�' ft�-��� ft�-�$�4 +D+0.750S+0.5250E+H $-��� ��## ��##�-� �-$$�% �-'�' ft�-��� ft�-��4$ +0.60D+0.60W+0.60H $-��� ��## ��##�-� �-��'�4 �-'�' ft�-��� ft�-4$�% +0.60D+0.70E+0.60H $-��� ��## ��##�-� �-����� �-'�' ft�-��� ft�-���� k k-ft V��W ���(X��� ��������� ��� ������-

X-X Axis Reaction Y-Y Axis Reaction Axial Reaction

@ Base @ Top @ Base@ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top My - End Moments Mx - End Moments

+D+H 5.9842.407 22.661 +D+Lr+H 14.0842.407 22.661 +D+S+H 16.1092.407 22.661 +D+0.750Lr+H 12.0592.407 22.661 +D+0.750S+H 13.5782.407 22.661 +D+0.60W+H 7.4162.698 28.518 +D+0.70E+H 7.8462.556 25.662 +D+0.750Lr+0.450W+H 13.1332.625 27.054 +D+0.750S+0.450W+H 14.6512.625 27.054 +D+0.750S+0.5250E+H 14.9742.519 24.912 +0.60D+0.60W+0.60H 5.0221.735 19.453 +0.60D+0.70E+0.60H 5.4521.593 16.597 D Only 2.675 Lr Only 8.100 S Only 10.125 W Only 2.3860.485 9.761 E Only 2.6600.213 4.287 H Only 3.3092.407 22.661

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

+D+H 0.0000 1.4566 20.125 ftft inin 0.000 +D+Lr+H 0.0000 1.4566 20.125 ftft inin 0.000 +D+S+H 0.0000 1.4566 20.125 ftft inin 0.000 +D+0.750Lr+H 0.0000 1.4566 20.125 ftft inin 0.000 +D+0.750S+H 0.0000 1.4566 20.125 ftft inin 0.000 +D+0.60W+H 0.0000 2.0465 20.125 ftft inin 0.000 +D+0.70E+H 0.0000 1.7589 20.125 ftft inin 0.000 +D+0.750Lr+0.450W+H 0.0000 1.8991 20.125 ftft inin 0.000 +D+0.750S+0.450W+H 0.0000 1.8991 20.125 ftft inin 0.000 +D+0.750S+0.5250E+H 0.0000 1.6833 20.125 ftft inin 0.000 +0.60D+0.60W+0.60H 0.0000 1.4639 20.125 ftft inin 0.000 +0.60D+0.70E+0.60H 0.0000 1.1762 20.125 ftft inin 0.000 D Only 0.0000 0.0000 0.000 ftft inin 0.000 Lr Only 0.0000 0.0000 0.000 ftft inin 0.000 S Only 0.0000 0.0000 0.000 ftft inin 0.000 W Only 0.0000 0.9833 20.125 ftft inin 0.000 E Only 0.0000 0.4318 20.125 ftft inin 0.000 H Only 0.0000 1.4442 19.990 ftft inin 0.000

12/7/2023 2100820 R1 (Clackamas County) 60x100x9.xmcd 36

Project Title: Clackamas County Facilities Engineer: James Loughrey Project ID: 2100820

DESCRIPTION: Main Interior Post, With Sand Loads (worst case loading)

Alliance Engineering of Oregon, Inc 2700 Market Street NE Salem, OR 97301 Ph (503) 589-1727 Fx (503) 589-1728 Sales@aeOregon.com Designer: Mark Barclay

Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 2100820 R1…