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Consulting Engineers
September 4, 2009
Mr. Clint Alp
J. R. Johnson, Inc.
P.O. Box 17196
Portland, OR 97217
RE: 10695 SW Murdock Street, Portland, OR
Exterior Deck Replacement
Dear Clint:
Attached please find calculation sheets S1 through S7, dated September 4, 2009, which verify the structural
adequacy of the replacement of nine (9) elevated exterior decks, as shown on drawings S -01 through S -05,
dated September 4, 2009. Design is based on the requirements of the 2007 Oregon Structural Specialty Code,
based on the 2006 International Building Code.
If you have any questions or need further information, please call me.
Sincerely,
4
r'
• . Thompson, P.E., S.E., LEED® AP .�
Associate t ° Ni
ef° ,' .
Attachments _ 40 - =�
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1 XP1RE : 12,331- /0
111 SW Filth Avenue, Suite 2500 Portland, Oregon 97204 -3628 (503) 227 -3251 Fax (503) 227 -7980
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New Text Document (3).txt
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 45.414
Longitude = - 122.79
Spectral Response Accelerations 5s and 51
Ss and 51 = Mapped Spectral Acceleration values
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.05 deg grid spacing
Period Sa
(sec) (g)
0.2 0.922 (Ss, Site Class B)
1.0 0.334 (S1, Site class B)
Conterminous 48 States
2005 ASCE 7 standard
Latitude = 45.414
Longitude = - 122.79
Spectral Response Accelerations SMs and SM1
SMs = Fa x 5s and SM1 = Fv x S1
Site Class D - Fa = 1.131 ,Fv = 1.731
Period Sa
(sec) ) g
1.043 (SMs, site Class D)
1.0 0.579 (SM1, Site Class D)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 45.414
Longitude = - 122.79
Design Spectral Response Accelerations SDs and SD1
SDs = 2/3 x SMs and SD1 = 2/3 x SM1
Site Class D - Fa = 1.131 ,Fv = 1.731
Period sa
(sec) .69
0.2 0 5 (SDs, Site Class D)
1.0 0.38 (SDI, Site Class D)
Page 1
16 LATERAL FORCE- RESISTING SYSTEMS
I S CA
?-.ol040oi
b. 10d nails having penetration into fram- seismic and wind forces. Double diagonally sheathed
ing of more than 1 -5/8" are spaced 3" on lumber diaphragms shall be constructed of two layers 4
center or less at adjoining panel edges. of diagonal sheathing boards laid perpendicular to each
4. Wood structural panels shall conform to other on the same face of the supporting members.
the requirements for its type in DOC PS 1 Each chord shall be considered as a beam with uniform
I or PS 2. load per foot equal to 50% of the unit shear due to dia-
4.2.7.2 Diaphragms Diagonally Sheathed with Sin- phragm action. The load shall be assumed as acting
gle -Layer of Lumber: Single diagonally sheathed lum- normal to the chord in the plane of the diaphragm in
I ber diaphragms are permitted to be used to resist seis- either direction. Nailing of diagonally sheathed lumber
mic and wind forces. Single diagonally sheathed lum- diaphragms shall be in accordance with Table 42C.
ber diaphragms shall be constructed of minimum 1" 4.2.7.4 Diaphragms Horizontally Sheathed with
thick nominal sheathing boards or 2" thick nominal Single -Layer of Lumber: Horizontally sheathed lumber
•
lumber laid at an angle of approximately 45° to the diaphragms are permitted to be used to resist seismic
supports. End joints in adjacent boards shall be sepa- and wind forces. Horizontally sheathed lumber dia-
rated by at least one joist space and there shall be at phragms shall be constructed of minimum 1" thick
least two boards between joints on the same support. nominal sheathing boards or minimum 2" thick nominal
Nailing of diagonally sheathed lumber diaphragms shall lumber laid perpendicular to the supports. End joints in
be in accordance with Table 4.2C. Single diagonally adjacent boards shall be separated by at least one joist
sheathed lumber diaphragms shall be permitted to con- space and there shall be at least two boards between
sist of 2" nominal lumber (1 -V2" thick) where the sup- joints on the same support. Nailing of horizontally
ports are not less than 3" nominal (2 -1/2" thick) in width sheathed lumber diaphragms shall be in accordance
or 4" nominal (3 -'/" deep) in depth. with Table 4.2C.
4.2.7.3 Diaphragms Diagonally Sheathed with —
Double -Layer of Lumber: Double diagonally sheathed
lumber diaphragms are permitted to be used to resist
41
0
AMERICAN WOOD COUNCIL
A -
Table 4.2C Nominal Unit Shear Capacities for Wood -Frame Diaphragms .
Lumber Diaphragms'
A B .
Type, Size, and Number of Nails per Board SEISMIC WIND
Nailing at Intermediate and End Nailing Members v. G. v •
Sheathing Sheathing Bearing Supports 9 at Boundary
Material Nominal
Dimensions (Nails /board /support) (Nails /board /end) (pif) (kips /in.) (pif)
1x6 2 -8d common nails (3 -8d box nails) 3 -8d common nails (5 -8d box nails)
Horizontal 1x8 3 -8d common nails (4 -8d box nails) 4 -8d common nails (6 -8d box nails)
Lumber 100 1.5 140 .
Sheathing 2x6 2 -16d common nails (3 -16d box nails) 3 -16d common nails (5 -16d box nails)
2x8 3 -16d common nails (4 -16d box nails) 4 -16d common nails (6-16d box nails) -
1x6 2 -8d common nails (3 -8d box nails) 3 -8d common nails (5 -8d box nails) -
Diagonal 1x8 3 -8d common nails (4 -8d box nails) 4 -8d common nails (6 -8d box nails)
Lumber 600 6 640
Sheathing 2x6 2 -16d common nails (3 -16d box nails) 3 -16d common nails (5 -16d box nails)
z 2x8 3 -16d common nails (4 -16d box nails) 4 -164 common nails (6 -16d box nails) •
z
0 1x6 2 -8d common nails (3 -8d box nails) 3 -8d common nails (5 -8d box nails)
rn Double
cn
Diagonal 1x8 3-8d common nails (4 -8d box nails) 4 -8d common nails (6 -8d box nails)
1200 9.5 1660 -
czo Lumber 2x6 2 -16d common nails (3 -16d box nails) 3 -16d common nails (5 -16d box nails)
v Sheathing '
2x8 3 -16d common nails (4 -16d box nails) 4 -16d common nails (6 -16d box nails) _
w .-0- I . Nominal unit shear capacities shall be adjusted in accordance with 4.2.3 to determine ASD allowable unit shear capacity and LRFD factored unit resistance. For general construction
co o regwrements see 4.2.61or sperific requirements, see 4.2.7 2 for diaphragms diagonally sheathed with a single -layer of lumber. sec 4 2.7.3 for diaphragms diagonally sheathed with
r? a double -layer of lumber, and see 4.2.7.4 fnr diaphragms horizontally sheathed with a single -layer of lumber.
n
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I
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Consulting Engineers .
Chem Joa Nc
J.{z • 300%►sa -► Remed
rsroola aeiir
j Date 00400 I
GENERAL STRUCTURAL NOTES:
WHERE CONFLICTING INFORMATION OCCURS, NOTES AND DETAILS ON THE SUBSEQUENT STRUCTURAL
DRAWINGS SHALL TAKE PRECEDENCE OVER THESE GENERAL STRUCTURAL NOTES. WHERE NO DETAILS
ARE GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.
CODE REQUIREMENTS:
CONFORM TO THE 2007 OREGON STRUCTURAL SPECIALTY CODE (OSSC), BASED ON THE 2006
INTERNATIONAL BIULDING CODE (IBC),
TEMPORARY CONDITIONS:
THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS
RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND /OR SUPPORT THAT MAY BE REQUIRED
AS THE RESULT OF THE CONTRACTOR'S CONSTRUCTION METHODS AND /OR SEQUENCES.
EXISTING CONDITIONS:
ALL EXISTING CONDITIONS, DIMENSIONS AND ELEVATIONS SHALL BE FIELD VERIFIED. THE CONTRACTOR
SHALL NOTIFY THE STRUCTURAL ENGINEER OF RECORD (SER) OF ANY SIGNIFICANT DISCREP - t_ T U,
FROM CONDITIONS SHOWN ON THE DRAWINGS. CS PROT
ASSUMED FUTURE CONSTRUCTION:
& Psi I 0542
VERTICAL: NONE
HORIZONTAL: NONE • 5,
111).
DESIGN CRITERIA: .,�
DESIGN WAS BASED ON THE STRENGTH AND DEFLECTION CRITERIA OF THE OSSC. IN A y00.1'0 1- �O
DEAD LOADS, THE FOLLOWING LOADS AND ALLOWABLES WERE USED FOR DESIGN:
GRAVITY SYSTEM CRITERIA
UNIFORM LOAD CONCENTRATED LOAD
DECK LIVE LOAD: 60 PSF L.L. _-
VERTICAL DEFLECTION: PER OSSC TABLE 1604.3:
L/360 LIVE LOAD
L/240 DEAD LOAD PLUS LIVE LOAD
NOTES: 1. LIVE LOADS REDUCED PER OSSC.
2. MEMBER DESIGNED FOR MORE CRITICAL OF UNIFORM
OR CONCENTRATED LOAD.
G eNic.a -nom StTz-ov Mot,.s
n1 D sta+ -G `
A
•
• •
Sheet No
Project l�� . By
wcolion Io(,gS SVJ Muacoui. Sr. Dote
o�
� Cunsulling Engineers' _ I
Job Flo
j Cent J , r L L� Revised
PCrtYa+tl.Oregon Dole e°Ccslao.1
SNOW CRITERIA
GROUND SNOW LOAD: P = 10 PSF IN ACCORDANCE WITH 2007 SNOW
LOAD ANALYSIS FOR OREGON
FLAT ROOF SNOW LOAD: P1 = Pt MIN = 20 PSF
RAIN -ON -SNOW SURCHARGE: 5 PSF
SNOW EXPOSURE FACTOR: C = 1.0
SNOW LOAD IMPORTANCE FACTOR: I = 1.0
THERMAL FACTOR: C = 1.2
SNOW DRIFT: PER ASCE 7 -05, CHAPTER 7
WIND CRITERIA
BASIC WIND SPEED
MAIN WIND FORCE RESISTING SYSTEM: 80 MPH (FASTEST MILE) PER 1998 OSSC
EXPOSURE: B L,� = D /b.
IMPORTANCE FACTOR: I = 1.0'�� /O
PRESSURE COEFFICIENT: C. = 2.3 + 0.5 = 2.8 UPWARD ,e ,
- - -- -- — mi l'' �
SEISMIC CRITERIA
I j OCCUPANCY CATEGORY:
•
SEISMIC DESIGN CATEGORY: D �`�•��
�4/_•rr i
SITE CLASS: D
MCE SPECTRAL ACCELERATION: S, = 0.922 S, = 0.334,EES: 1231 /o j
SITE COEFFICIENT: F = 1.131 F„ = 1.731
DESIGN SPECTRAL ACCELERATION: SDS = 0.695 SDI = 0.386
ANALYSIS PROCEDURE: COMPONENTS PROCEDURE PER ASCE 7 -05,
SECTION 13.3
IMPORTANCE FACTOR: I = 1.0
AMPLIFICATION FACTOR: a 1.0
RESPONSE MODIFICATION FACTOR: R = 2.5
{ STRUCTURAL OBSERVATION:
THE STRUCTURAL ENGINEER OF RECORD (SER) WILL PERFORM STRUCTURAL OBSERVATION BASED ON
THE REQUIREMENTS OF THE OSSC AT STAGES OF CONSTRUCTION LISTED BELOW. CONTRACTOR SHALL
PROVIDE SUFFICIENT NOTICE AND ACCESS FOR THE SER TO PERFORM THESE OBSERVATIONS.
STRUCTURAL OBSERVATION PROGRAM
ITEM COMMENTS
AS REQUIRED TO ADDRESS 1. A FIELD REPORT WILL BE SUBMITTED AS REQUIRED
STRUCTURAL ISSUES FOLLOWING EACH SITE VISIT.
2. THE PURPOSE OF STRUCTURAL OBSERVATION IS TO
ASSESS THE GENERAL CONFORMANCE WITH THE
STRUCTURAL DRAWINGS.
Notes
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SAWN LUMBER:
SAWN LUMBER SHALL CONFORM TO WEST COAST LUMBER INSPECTION BUREAU OR WESTERN WOOD
PRODUCTS ASSOCIATION GRADING RULES. LUMBER SHALL BE KILN DRIED AND BE THE SPECIES AND
GRADE NOTED BELOW:
USE SPECIES /GRADE Fb (PSI) (BASE VALUE)
DIM. LUMBER 2" TO 4" THICK DOUGLAS FIR -LARCH NO. 2 900
BEAMS 5 "X5" AND GREATER DOUGLAS FIR -LARCH NO. 1 1350
POSTS DOUGLAS FIR -LARCH NO. 1 1200
T &G DECKING , DOUGLAS FIR -LARCH COMMERCIAL DEX 1450
ALL LUMBER IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED, UNLESS AN APPROVED
MOISTURE BARRIER IS PROVIDED. FRAMING ACCESSORIES AND STRUCTURAL FASTENERS SHALL BE
MANUFACTURED BY SIMPSON STRONG TIE (OR APPROVED EQUAL) AND OF THE SIZE AND TYPE SHOWN
ON THE DRAWINGS. ALL NAIL HOLES SHALL BE FILLED WITH STRUCTURAL FASTENERS, UNLESS NOTED
OTHERWISE ON THE DRAWINGS AND FASTENERS SHALL BE INSTALLED FOLLOWING ALL
MANUFACTURER REQUIREMENTS. IF A SUBSTITUTION IS MADE, A DOCUMENT SHALL BE SUBMITTED
TO THE STRUCTURAL ENGINEER OF RECORD (SER) FOR APPROVAL OUTLINING THE FARMING
! ACCESSORIES BEING REPLACED AND THE SUBSTITUTED ACCESSORIES HAVING AN EQUAL OR GREATER
CAPACITY. HANGERS NOT SHOWN SHALL BE SIMPSON U -TYPE OR B -TYPE OF SIZE RECOMMENDED FOR
THE MEMBER.
ALL FRAMING NAILS SHALL BE OF THE SIZE AND NUMBER INDICATED ON THE DRAWINGS AND
CONFORM TO ASTM F1667, "STANDARD SPECIFICATION OF DRIVEN FASTENERS: NAILS, SPIKES, AND
STAPLES" AND NER -272 "POWER- DRIVEN STAPLES AND NAILS FOR USE IN ALL TYPES OF BUILDING
CONSTRUCTION." NAILS SHALL BE IDENTIFIED BY LABELS (ATTACHED TO THEIR CONTAINERS) THAT
SHOW THE MANUFACTURER'S NAME AND NES REPORT NUMBER, NAIL SHANK DIAMETER, AND LENGTH.
NAILING NOT SHOWN SHALL BE AS INDICATED ON OSSC TABLE 2304.9.1 OR NER -272. THE FOLLOWING
NAIL SIZES SHALL BE USED:
NAIL TYPE SHANK DIAMETER (IN.) MINIMUM PENETRATION INTO
FRAMING MEMBER (IN.)
6d 0.113 1.25
8d 0.131 1.50
10d 0.148 1.625
12d 0.148 1.625
16d 0.148 1.625
' 9
CUTTING AND NOTCHING OF JOISTS SHALL CONFORM TO OSSC SECTION 2308.8.2. is P O f[
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SALVAGED LUMBER SHALL BE GRADED BY AN APPROVED GRADING AGENCY PRIOR Ti 1 ND ! rf p L
MEET THE MINIMUM BENDING STRESSES SHOWN ABOVE. .4 tr
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