Specifications (29) 1
•
11:31, REMITS)
MADDEN&BAUGHMAN MAY 132014
= v 1 f, F F R I IJ C; I N C
IGARD
May 13, 2014 CITY(BUILDING
DIVISION
Mr. Ryan Austin
Polyphon Architecture and Design
412 NW Couch Street, Suite 309 PERMIT# ADDRESS
Portland, OR 97209 BUP2014-00105 8376 SW PFAFFLE ST
BUP2014-00106 8364 SW PFAFFLE ST
BUP2014-00107 8388 SW PFAFFLE ST
RE: Courtside Apartments BUP2014-00108 8410 SW PFAFFLE ST
8376 SW Pfaffle Street BUP2014-00109 8286 SW PFAFFLE ST
Tigard, Oregon 97223 BUP2014-00110 8294 SW PFAFFLE ST
BUP2014-00111 8332 SW PFAFFLE ST
Dear Ryan, BUP2014-00112 8356 SW PFAFFLE ST
Attached please find structural calculations for the Carriage House Apartments located at 8376 SW
Pfaffle Street in Tigard, Oregon, design was made to the requirements of the 2010 Oregon
Structural Specialty Code.
If you have any questions please call me.
Sincerely, '\c-,o PROFFS
. �cSAO
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Jerome Madden, P.E., S.E., Principal
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Madden & Baughman Engineering, Inc.
EXPIRES 12—31 —1 4
615 SW 2'Avenue,Suite 350.Portland,OR 97204/1e1503 236 7611 /WWW.maddenbaughman.cern
® Pmje° Carriage House Apartments 9y TM Shoot No.
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Portland,OR Client Polyphon Archtecture & Design Revised J°°"°
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Pitied Carriage House Apartments By-r" # Sheol No.
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MADDEN&BAUGHMAN Location Tigard, OR
Date 1 6-7-S`( 3
B ENG I N E E R I N G , I N C .
Portland,OR Chant Polyphon Archtecture & Design Revised Job No
tel 503.236.761 I
www.maddenbaughman.com
Data
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4x6 post embedded in wing walls,
ganged studs embedded in storage room wall.
4
COMPANY PROJECT
Works®
SOFT H ARF FOR WOOD DESIGN
Oct.29,2013 08:12 Typical Balcony Beam.wwb
Design Check Calculation Sheet
Sizer 7.1
LOADS (lbs,psf,or plf)
Load Type Distribution Magnitude Location [ft) Units
Start End Start End
Dead Dead Full UDL 67.5 plf
Live Live Full UDL 180.0 plf
Snow Snow Full UDL 90.0 plf
MAXIMUM REACTIONS(lbs) and BEARING LENGTHS (in) :
IO' 13t
Dead 509 509
Live 1316 1316
Total 1825 1825
Bearing:
Load Comb #3 #3
Length 0.82 0.82
Timber-soft, Hem-Fir, No.1, 6x10"
Self-weight of 10.79 plf included in loads;
Lateral support:top=at supports,bottom=at supports;
Analysis vs.Allowable Stress(psi) and Deflection (in) using NDS 2005:
Criterion Analysis Value Design Value Analysis/Design
Shear fv = 42 Fv' = 140 fv/Fv' = 0.30
Bending(+) fb = 791 Fb' = 1050 fb/Fb' = 0.75
Live Defl'n 0.25 = L/612 0.43 = L/360 0.59
Total Defl'n 0.40 = L/387 0.65 = L/240 0.62
ADDITIONAL DATA:
FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC#
Fv' 140 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 1050 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2
Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3
Emin' 0.00 million 1.00 1.00 - - - - 1.00 1.00 - 3
Shear : LC #2 = D+L, V = 1679, V design = 1474 lbs
Bending(+) : LC #2 = D+L, M = 5456 lbs-ft
Deflection: LC #3 = D+.75(L+S) EI= 511e06 lb-int
Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.
(D=dead L=live S=snow W=wind 1-impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
Load combinations: ICC-IBC
DESIGN NOTES:
1.Please verify that the default deflection limits are appropriate for your application.
2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
Typical second story balcony support beam.
J
COMPANY PROJECT
g114.
Warks®
,111
SOFTWARE'FOR IMOD DESIGN
Oct.29,2013 08:17 Post.wwc
Design Check Calculation Sheet
Sizer 7.1
LOADS (ibs,psf,or plf)
Load Type Distribution Magnitude Location [ft] Units
Start End Start End
Dead Dead Axial 439 (Eccentricity = 0.00 in)
Live Live Axial 1170 (Eccentricity = 0.00 in)
Snow Snow Axial 585 (Eccentricity = 0.00 in)
MAXIMUM REACTIONS(lbs):
0' 8'
Lumber Post, D.Fir-L, No.2, 4x6"
Self-weight of 4.57 pit included in loads;
Pinned base; Loadface=width(b); Ke x Lb: 1.00 x 8.00=8.00[ft];Ke x Ld: 1.00 x 8.00=8.00 111];
Analysis vs. Allowable Stress (psi)and Deflection (in) using NOS 2005:
Criterion Analysis Value Design Value Analysis/Design
Axial fc = 93 Fc' = 575 fc/Fc' = 0.16
Axial Bearing fc = 93 Fc* = 1708 fc/Fc* = 0.05
ADDITIONAL DATA:
FACTORS: F/E CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC#
Fc' 1350 1.15 1.00 1.00 0.337 1.100 - - 1.00 1.00 3
Fc* 1350 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 3
Axial : LC #3 = D+.75(L+S) , P = 1792 lbs
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
Load combinations: ICC-IBC
DESIGN NOTES:
1.Please verify that the default deflection limits are appropriate for your application.
Typical second story balcony support post in wing wall.
6
COMPANY PROJECT
'', 'i Wood Works®
541F714 ARE FOti WOOD OFSICN
Oct.29,2013 08:25 Ganged Studs.wwc
Design Check Calculation Sheet
Sizer 7.1
LOADS (lbs,psf,or plf)
Load Type Distribution Magnitude Location [ft] Units
Start End Start End
Dead Dead Axial 439 (Ecce tricity = 0.00 in)
Live Live Axial 1170 (Ecce tricity = 0.00 in)
Snow Snow Axial 585 (Ecce tricity = 0.09 in)
MAXIMUM REACTIONS (lbs):
D.
a
0' 8'
Lumber n-ply, D.Fir-L, No.2, 2x4", 3-Plys
Self-weight of 3.74 plf included in loads;
Pinned base;Loadface=width(b);Built-up fastener:nails;Ke x Lb:1.00 x 8.00=8.00[ft];Ke x Ld: 1.00 x 8,00=8.00[ft];
Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005:
Criterion Analysis Value Design Value Analysis/Design
Axial fc = 113 Fc' = 527 fc/Fc' = 0.22
Axial Bearing fc = 113 Fc* = 1785 fc/Fc* = 0.06
ADDITIONAL DATA:
FACTORS: F/E CD CM Ct CL/CP CF Cfu Cr Cf rt Ci LC#
Fc' 1350 1.15 1.00 1.00 0.295 1.150 - - 1.00 1.00 3
Fc* 1350 1.15 1.00 1.00 - 1.150 - - 1.00 1.00 3
Axial : LC #3 = D+.75(L+S) , P = 1785 lbs Kf = 0.60
(D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated)
(All LC's are listed in the Analysis output)
Load combinations: ICC-IBC
DESIGN NOTES:
1.Please verify that the default deflection limits are appropriate for your application.
2.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NOS Clause 15.3.
Typical second story balcony support post in storage area wall.
Carriage House Apartments ay7M y SheetNc.
Protect 7
lek MADDEN&BAUGHMAN Lecabon Tigard, OR
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E N G I N E E R t N G I N C . Dale (0 7 9,-15
Portland,OR Cent Polyphon Archtecture & DesignRevseC Jab Na.
tel 503.236.761 1
www.maddenbaughman.com
Date
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The fastening table below is based on test data from an ICC-IAS h*
accredited test lab.Testing was performed using established methods
DECK( WAL
which are the basis for the deck ledger connection provisions in
R502.2.2.1 of the 2009 IRC and R507.2 of the 2012 IRC. spacer
Deck Ledger Fastening Table for Deck2wall SpacerTM Model #D2W58.
Deck ledger shall be minimum 2 x 8 nominal sawn lumber, pressure preservative treated Hem-Fir, Douglas Fir or
Southern Pine.Band joist shall be nominal 2x solid sawn SPF, Hem-Fir, Douglas Fir or Southern Pine.
40 PSF Live Load and 10 PSF Dead Load 60 PSF Live Load and 10 PSF Dead Load
Joist Span Up to Up to Up to Up to Up to Up to Up to
P Eft. 8ft. 10 ft. 12 ft. 14 ft. 16 ft. 18 ft.
Connection Details Loading Maximum on center spacing of fasteners(inches)
Condition
5/8 inch Deck2wall Spacers1 40/10 36* 36* 36* 32 27 24 21
19/32 inch maximum sheathing2
1/2 inch lag screw3 4 5 6 60/10 36* 34 27 22 19 17 15
5/8 inch Deck2wall Spacers1 40/10 36* 36* 36* 36* 35 30 27
19/32 inch maximum sheathing2
1/2 inch bolts 6 60/10 36' 36* 35 29 25 21 19
5/8 inch Deck2wall Spacers1 40/10 36* 36* 36* 35 30 26 23
19/32 inch maximum sheathing2
5/8 inch lag screw3 4 5 6 60/10 36* 36' 30 25 21 19 17
5/8 inch Deck2wall Spacers1 40/10 36* 36* 36* 36* 36 32 28
19/32 inch maximum sheathing2
5/8 inch bolts 6 60/10 36* 36* 36= 30 26 23 20
1. Deck2wall Spacers Model D2W58 shall be installed to ledger with 3-#8 x 1 5/8"Deck Mate®or GuardDog®
screws or equal.Use only premium hardened or 300 series stainless steel, 1 5/8"minimum length,#8 or larger.
Screws must provide suitable corrosion resistance for the preservative treated lumber and environmental conditions.
2. Maximum 5/8"nominal structural sheathing shall be fastened per code.
3. The tip of the lag screw shall fully extend beyond the inside face of the band joist.
4. Lag screw connections require a washer under the lag screw head.
5. Lag screws and bolts shall be hot dipped galvanized or stainless steel.
6. Lag screws and bolts shall be placed 4 diameters in from the top or bottom of the deck ledgers,and between 2 1/2
and 5 inches from the ends.The lag screws or bolts shall be staggered from the top to the bottom along the
horizontal run of the deck ledger,similar to Section R502.2.2.1.1.See figure below.
Exterior cladding&water
proofing not shown for clarity
Structural Sheathing
2 1/2-5"From End of Ledger
19/32"Max.
On Center Spacing of Fasteners
tirZA 2x Band Joist See Table
Deck Ledger
t 2x8 Minimum =
kyr AttiAZX
191 Stagger Fasteners
Vertically
x-5/8"Deck2wall 4x Fastener Diameter Minimum
Spacers each to be From Ledger Top&Bottom
attached with three
77, #8 x 1 5/8"exterior
wood screws
Tested at ICC-IAS accredited Composite Materials and Engineering Center(CMEC) at Washington State University.
Deck Mate®and GuardDog®are registered trademarks of their respective companies.
Visit www.deck2wallspacer.com for more information.
August 8,2013
Decks Unlimited-Rohnert Park, California
Toll Free 888 577-2237 www.deck2wallspacer.com
Deck2wall SpacerTM US Patents 6,945,004 and 8,087,207
Sheet No.
Project Carriage House Apartments By h 9
Ark MADDEN&BAUGHMAN Location Tigard, OR Data
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g ENG I N E E R I N G . I N C .
Portland,OR mem Polyphon Archtecture & Design Revised Job No.
cel 563130611
www.maddenbaughman.com Date
LacER_ —t—o R7 M gp (Q WE.(7-10\0 (connection at typ. balconies)
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Aelk MADDEN&BAUGHMAN Lacallon Tigard, OR Data ((/-� _r2
B ENGINEERINGINC //
Portland.OR Ghent
Polyphon Archtecture & Design Revised Joe No.
tel 503.236.7611
www.maddenbaughman.com Date
r � RAIL- (Qd s1L(77 du DETAIL (typ. hand rail)
( dtJTfot_LTNG LOA114 clEP leh7IOJJ
-G
1- 100
5,75_ q31
SAlwsOL b7T2-
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C."_1 = 72.73r>; (0fr )
1-1111\V PAIL I \ i. G (2o0xs0) = 1640-0"--7- I, 3 3
MADDEN&BAUGHMAN
P`°1 Carriage House Apartments By: Shea`"
ENGINEER N G N c . tetatiowi—iard, OR Date: tt -79_3 11
C"ent Polyphon Archtecture & Design Revised: Job No.
Subject: Date:
Loading Condition
Mu 1. 53 kip-ft
Lb' 48 in
Cb= 1.67
Material Properties
FY 36 ksi
E= 29000 ksi
0.08E/Fv= 64.4
1.9E/Fy= 1530.6
Bar Geometry
d= 2.5 in
t= 0.5 in
Lbd/t`= 480.0
Flexural Stength
Yielding
For rectangular bars with Lbd/t`<_0.08E/Fy bent about their major axis and bars bent about their minor axis,
Mo=FyZ51.6My
= kip-in
•
Lateral Torsional Buckling
For rectangular bars with 0.08E/Fy<Lbd/t`51.9E/Fy bent about their major axis,
Mn=Cb[1.52-0.274(Lbd/t`)(Fy/E))My<Mp
= 28.1 kip-in
For rectangular bars with Lbd/t`>1.9E/Fy bent about their major axis,
Mn=F,,SOSMp
F« 1.9ECb/(Lbd/t1
ksi
Mri= kip-in
Controlling Strength
cl3= 0.9
sMn= 2.11 kip-ft
ve
Sheol No.
Pmloct Carriage House Apartments By Tui.
MADDEN&BAUGHMAN ...Tigard, OR �2
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E N G I N EER 1 N G , I N C
Portland,OR Client Polyphon Archtecture & Design fleeced JOB No
tel 503236.7611
www.maddenbaughman.com
Date
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