Plans (75) • •
----K- PWU ENGINEERING INC. r '`ST-(9-0 (� - l4 (�
Email: pwuengineerinqcomcast.net l (2/ 7S a5l1T l C�
Ph: (503) 810-8309
Structural Memo:
Job #: SUN16120
Date: 7/11/17
Client: Suntel Design Inc.
Project: Avery C Home, Lot 3 Oak Woods, Tigard, OR
The floor diaphragm has been checked, and the unblocked diaphragm is
adequate to carry the diaphragm shear loads acting on the house. The legend
on the lateral plan has been revised to no longer require that the floor
diaphragms to blocked. Please see attached revised legend and attached
calculations.
The stem wall height at the garage piers was not poured high enough.
See attached revised detail 11/S2 for fix for the aspect ratio of the garage piers.
Additionally, the garage area was checked in rotation for added redundancy. All
of the existing shearwalls around the garage remained adequate to carry the
torsion loads. No revisions to the side or rear shearwalls at the garage are
required at this time.
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I1• P8d NAILS LYWD NA NG OTOP PRD.
AIM11�f AND HEADER
0 up, (2)-SIMP.MST48 STRAPS
51 � 'r STUDS PER HOLDOWN SCHEDULE
ADD CONT.x8 BLKG AGAINST BOTTOM OF HDR. !p- A
CLIP EACH B K TO HDR w/LTP4 FLAT CLIP.EDGE •4f I�'y' MINIMUM OR PER VERTICAL FRAMING
NAILS AR ALL SHTG TO BLKG AS SHOWN E PLAN,WHICHEVER IS MORE RESTRICTIVE.
.,IOWIM .^ VERTICAL FRAMING PLAN MAY BE DONE BY
����•..u_, . OTHER,REFER TO VERTICAL FRAMING FOR
MORE RESTRICTIVE POST REQUIREMENTS.
EDGE NAILING SEE IPLYWD.SHEATHING
SHEARWALL SCHEDULE li' OP v SIMPSON HOLDOWN PER
TO BE ONE SOLID— SCHEDULE
�) 16i6 �' P.T. M1 I EFL
PIECE.W/NO SPLICES
�q M= SEE SHEAR WALL 2XSTUDS PER SCHEDULE
a)4 DAM COM.
•
top cy r o SCHED.FOR NAIL OR 3z
CORii16/M61E�Nb WLL6 - = SPACING
SILL PER PLAN
cai a- r Ii. CCM„� ,II ii- I . • /P.T.2XPL.MIN.W/1/2"DIA.X10'A.B.
ATLICi1pLE „'k, � .II M II, 3x SILLS WHERE OCCURS PER PLAN
(2)LA ERS OF(2)#4 BARS MIN• •••".......1!,
•••II P 'II' +
4DAMCQR*10'OLMAX ` y AT TOP OF WALL a.il '�{ II. #OVIDE4 .@10"O.C.
PROVIDE V'NOOK6 0 .. . •'. N MIN G'THICK • •II •II•'./PROVIDE 12'HOOKS @ ALL
q�� =II= �P "�� CORNERS&INTERSECTING WALLS
CORM/M _01500_41.
1I6 MA ,n „'! • > STEM WALL
II*1I •
4 VERT•D'Oa MAX Y Y 1N=II-II=II CONC.FOOTING •' . .y>#4 VERT @ 12"O.C.FROM .. HORIZONTALWALL SHOWN BAR FROM RETURN
ALTENMAIE NM 11=-.II.Ii.II.i I a a WALL DASHED BEYOND
_ _ FOOTING,ALTERNATE BEND N
tV4 COO._�� I1.=II=II. a \, ;•. '' 1 ; '.••,•
, • ,•• AT FREE END OF GARAGE PORTAL )I� R
PROVIDE 6 macsTERU ALL I=IIS • e
CARER)/MER6ECTNC�WALLS _ y • e t WALL,AT ALL HORIZONTAL BARS irmiiimos
0111111
I. •• a _, 4 �. •• PROVIDE IRO°HOOKS K'
� � �' � j• • .� AT FOUNDATION WALL RETURN,AT
MOTHS IST it
ALL HORIZONTAL BARS PROVIDE
SECTION NOSE+ II. ELEVATION (2)LAYERS OF(2)#4 BARS MIN PLAN VIEW SECTION 12"90°HOOKS AT CORNER,
AT TOP OF WALL U WHERE GARAGE PIER OCCURS AT
ENOIEEINED CPC.M.NM F Wall --� W
INTERIOR CONDITION WITH FREE
AGA1 T LOLL MEM 4V N NEW
ENDS AT BOTH ENDS,PROVIDE
41111 GARAGE WING FRAMING 180°HOOKS AT BOTH ENDS.
SCALE:N.T.S.
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Check garage area in rotation
Torsion force equals 2.38k*21130'= 1.66k
Line 2
P = 3.10 k LTOTAL = 25.9 ft v = 3.10 k / 25.9 ft = 120 plf Type A Wall
h = 9.0 ft LWORST = 6.3 ft MOT = 120 plf * 9.0 ft * 6.3 ft = 6.79 kft
MR = (15 psf * 5.0 ft + 12 psf * 9.0 ft) * (6.3ft)2 / 2 * 0.6 = 2.18 kft
+ (0lb * 0.0 ft) + (0lb * 0.0 ft) = 0.00 kft + 2.18 kft = 2.18 kft
T = (6.79kft - 2.18kft) / 6.3 ft = 0.73 k + 0.00 k = 0.73 k No hd req'd
Line A
P = 1.66 k LTOTAL = 20.6 ft v = 1.66 k / 20.6 ft = 81 plf Type A Wall
h = 9.0 ft LWORST = 20.6 ft MOT = 81 plf * 9.0 ft * 20.6 ft = 14.94 kft
MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (20.6ft)2 / 2 * 0.6 = 17.57 kft
+ (0lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 17.57 kft = 17.57 kft
T = (14.94kft - 17.57kft) / 20.6 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd
Line C
P = 1.66 k LTOTAL = 16.5 ft v = 1.66 k / 16.5 ft = 101 plf Type A Wall
h = 9.0 ft LWORST = 16.5 ft M0T = 101 plf * 9.0 ft * 16.5 ft = 14.94 kft
MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (16.5ft)2 / 2 * 0.6 = 11.27 kft
+ (0lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 11.27 kft = 11.27 kft
T = (14.94kft - 11.27kft) / 16.5 ft = 0.22 k + 0.00 k = 0.22 k No hd req'd
PWU ENGINEERING INC
Ph: 503 810-8309, Email: pwuengineering@comcast.net
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STUDS PER HOLDOWN SCHEDUE ARE MINIMUM I
LEGEND
EXTENT OF SHEARWALL
SHEATHING SEGMENT
INDICATES SHEARWALL TYPE
LJ.
INDICATES HOLDOWN
TYPE. (1) ON EA END OF
:TN WALL SEGMENT
'Et
INDICATES EXTENT OF FLOOR
DIAPHRAGM ABOVE
FTAO INDICATES EXTENT OF FTAO
WALL SEGMENT. FTAO WALL
STANDS FOR FORCE TRANSFER
AROUND OPENING WALL.
ROOF SHTG NAILED OFF w/8d @ 6" O.C.
BOUNDARY AND EDGE, 12" O.C. FIELD
FLOOR SHTG UP TO%"THICK, GLUED AND NAILED OFF
w/10d @ 6" O.C. BOUNDARY AND EDGE, 10"O.C. FIELD.
FLOOR SHTG FROM 1)/8"-1Y2"THICK, GLUED AND NAILED OFF
w/16d @ 6"O.C. BOUNDARY AND EDGE, 10" O.C. FIELD.