Report (15) ei tc , 1 rat gva EL,6.474/Ak . 6:44
JUN 0 3 2016 Bend Office (541)330-9155
Geotechnical Office (503)601-8250
Eugene Office (541)345-0289
ar son Testing, In : Salem Office (503)589-1252
Tigard Office (503)684-3460
Daily Report of Proprietary Anchors
Project: On,: -/e ,£7T z., /1‘(' '/ P/
Address: _ I 7 AIWA J CTI Job#: A% ,•2(10;41A1 i
CTI representative r 2 �• 0/ /' ^' - was on site this date ‘''.71/1/ to perform
(Inspector Na a 8,Cert.No.)
Special Inspection for IN permit ❑ DFS#(s) AS 2`'I oo24to — jurisdiction 7-464144)4�j .
In some cases more than one box may be checked for a given item.
SCOPE OF INSPECTION Location of proprietary anchors inspected[to include grid
line),elevations(floors)and drawing details : -
1.Checked in with superi tendent or client ep sentative. A C f /911'(.1 r l`g��„7/ 14 J.L. i
Name: J /JG�,r .eV �1� -----_ M.. ,E.'pole' , '(/ /.r�. iNi,4 '°-fci4/J., •
Company: (.4"(Z-- ,in /"? ,eyi & ekfla ieJ',-
2.Inspection was"IBC" it Continuous ❑ Periodic '
PROPRIETARY ANCHORS / ,dyo g ,�-', /) LEs�"6.f,•,r,-- "ii'•
Yes No N/A a ' / r .
1.Reviewed previous inspection reports? `t >01 2 ` Mr/ y 4-
2.Reviewed evaluation report? ,
REPORT SUMMARY
Verified following items meet manufacturer's •
published installation instructions. 1.Work inspected was: 0 Completed ❑ In progress
3.Verified minimum embedment depth of the
anchors. ` 2.Completed work inspected was ❑ was not
4.Verified installation of the anchors. in compliance with
5.Verified anchor diameter. A ❑ Approved plans and specifications ❑ Shop drawings
6.Verified steel grade. 0 RFI Ali Design change ❑ Submittal N/A
7.Verified hole diameter. Document#(s) f+ftf� ' , Dated; "' Al -
8.Verified type of drill bit used. � '� a
3.Noncompliance item(s)were no :: this date,details on
9.Verified hole cleaning method. following page(s). ❑ Yes El �-�!No N/A
10.Verified adhesive application.
11.Verified edge distance. 4.Noncompliance item(s)were reinspected this date,details
12.Verified spacing. on following page(s). ❑ Yes. ❑ No 4N/A
13.Verified installation torque. i)( 0 Conform ❑ Remain in progress
Evaluation report number&date: Report(s)findings were discussed and left with
2. -6 --- — CA04,i
Name of product being installed Sir-i"L, Z.,
Batch Number • ) Er x 1, .d–_ � ___ r� •
Expiration Date ----- �--1 ' ..4±7_
Based on the Code,approval is required from the Building Official before the SPECIAL INSPECTED items noted above can be
covered.Carlson Testing no au! o rest work of contractors or subcontractors.
Inspector Signature: X'I/: ' / i
❑ See additional report page(s). ❑ Distribute attachments. Page
PropAnchors Vext 2/12/2009
'-- .% PWU ENGINEERING INC.
Email: pwuengineerinqacomcast.net
Ph: (503) 810-8309
Structural Memo:
Job # LEN15423
Date: 5/05/16
Project: Marquam E Master Reuse
Garage Right
Lot 16, Oak Crest, Tigard, OR
Lennar Homes
The stemwalls at the front garage piers were not poured high enough, and
as a result the aspect ratio of the garage wall piers at line 3 exceed the maximum
ratio. The garage walls at Line 3 cannot be used as legal shearwalls due to the
aspect ratio. The garage area was checked in rotation to carry the load from the
front of the garage. The shearwalls at the sides of the garage, lines B and C, are
adequate to carry the torsion load. The shearwall at the rear of the garage is
adequate to carry the increased load. New type 1 HDs are to be added at the
FTAO wall at line 3 due to the increased load on the wall. Add the new type 1
HDs with 5/8" diameter threaded rods with Simpson SET Adhesive Epoxy, 12"
minimum embed. Special Inspection is required for all epoxy. The shearwalls
and holdowns at the garage piers are to remain as originally installed for added
redundancy and safety. See attached plan and calculations.
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BE SI-IEATI-IED 'W&.�1g-‘-/ALL AT C-4RAC-1E PIERS CAj..4T 8E c..sw
522 COIL STRAP " A5 LK,AL S+�ER 5 Doe'-1c Q
SER DET 10/392 13 6 R >�6 ECf 1214T10.
2 FTAO METUOD URGE P4i jED (IV 7tATbni '77 ChRity GRAD
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Due 'TNc�.AseD LOAD TYPE ( HD, I8 -O" R t�UANcr
ME �Cc'D A-'T) t 1-'SFT-L rNE 3. AND SI1Ft- .
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c!oM ter.
Line 3
( P = 3.99 k I I LTOTAL = 7.5 ft I v = 3.99 k / 7.5 ft = 533 plf (Type C Wall
See FTAO Calc Use type 1 hd
Line 3 at garage cannot be used as legal shearwalls due to aspect ratio of the wall piers
Check garage area in rotation:
Torsion force equals: (168plf)*(24')(24'/2)/(21') =2.30k
Line B Torsion
P = 2.30 k LTOTAi. = 18.0 ft v = 2.30 k / 18.0 ft = 128 plf Type B Wall
h = 9.0 ft LWORST = 18.0 ft MOT = 128 plf * 9.0 ft * 18.0 ft = 20.70 kft
MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (18.0ft)2 / 2 0.6 = 13.41 kft
+ (O lb * 0.0 ft) + (500lb * 12.0 ft) = 6.00 kft + 13.41 kft = 19.41 kft
T = (20.70kft - 19.41 kft) / 18.0 ft = 0.07 k + 0.00 k = 0.07 k Use type 1 hd
Line C Torsion
P = 2.30 k LTOTAL = 25.0 ft v = 2.30 k / 25.0 ft = 92 plf Type A Wall
h = 9.0 ft LWORST = 25.0 ft MOT = 92 plf * 9.0 ft * 25.0 ft = 20.70 kft
MR = (15 psf * 2.0 ft + 12 psf * 9.0 ft) * (25.0ft)2 / 2 * 0.6 = 25.88 kft
+ (0 lb * 0.0 ft) + (0 lb * 0.0 ft) = 0.00 kft + 25.88 kft = 25.88 kft
T = (20.70kft - 25.88kft) / 25.0 ft = 0.00 k + 0.00 k = 0.00 k No hd req'd
Line 2
P = 10.53 k LTOTAL = 20.0 ft v = 10.53 k / 20.0 ft = 527 plf Type B Wall
h = 9.0 ft LWORST = 20.0 ft MOT = 527 plf * 9.0 ft * 20.0 ft = 94.77 kft
MR = (15 psf * 8.0 ft + 12 psf * 9.0 ft) * (20.0ft)2 / 2 * 0.6 = 27.36 kft
+ (0 lb * 0.0 ft) + (1000 lb * 20.0 ft) = 20.00 kft + 27.36 kft = 47.36 kft
T = (94.77kft - 47.36kft) / 20.0 ft = 2.37 k + 0.00 k = 2.37 k Use type 1 hd
Force Transfer Around Opening (FTAO) IPWU ENGINEERING INC.
Diekmann Technique @ Main Floor Line 3
L, = 3.8 ft L0 = 6.0 ft L2 = 3.8 ft
V= 3.99k
vA= 0 plf vp = 665 plf vF = 0 plf hu= 1.0 ft
F� = 2.00k F2 = 2.00k
VB= 532 plf v0 = 532 plf h0= 5.0 ft
F1 = 2.00 k F2= 2.00 k
ht_= 3.0 ft
VD = 0 plf vE = 665 plf vH = 0 plf
T
H = 2.66k H = 2.66k
H= ( 3.99k * 9.0ft) / 13.5ft = 2.66 k) H:W Ratios
5.0 ft : 3.8 ft = 1.3 : 1
vh= 3.99 k/ 7.5 ft= 532 plf 5.0 ft : 3.8 ft = 1.3 : 1
v„= 2.66 k/ 4.0 ft = 665 plf Use: Type C Wall
F= 665 plf* 6.00 ft= I 3.99 k
F1 = (3.99k* 3.8 ft )/ 7.5 ft= 2.00 k
F2= (3.99 k" 3.8 ft )/ 7.5 ft= 2.00 k Use: (3) Bays BLKG
T+C Couple after Dead Load is applied for holdown requirements
MR= [( 15psf* 6 ft + 12psf* 9.0 ft)*
(13.5 ft)^2 *0.6/2] +( 13.5 ft *5001b) . 17.58 kft
T= 2.66 kft- ( 17.58kft /13.5ft ) = 1.36 k +0.00k 1.36 k1
Use type 1 hd
HOLDOWN SCHEDULE
MARK Boundary Tension of DF Tension of HF Anchor Anchor Anchor Tension
NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour End Corner CL Dim.
1 HDU2-SDS2.5 (2)2x 3075 2215 SSTB16 SSTB2OL S=2550, S=2550, 1 54s"
w=3610 w=3610
2 HDU4-SDS2.5 (2)2x 4565 3285 SB5/8X24 SB5/8X24 W=ss70, S 57 0, 1 546" _
3 HDU5-SDS2.5 (2)2x 5645 4065 SB5M24 SB5/8X24 w=6670 Sw=6675 1546"
4 HDU8-SDS2.5 (3)2x 7870 5665 8 SSTB28MINS(NOTETEMWALL 8 6.) SSTB3MIN ST4(NOTEEMWALL 6.) S=w=63957615, Sw==73158710 8, 134„
8 HDU11-SDS2.5 (1)6x 9535 6865 PAB8-36, 10"min PAB8-36, 10" min S=16435, S=16435, 1 3/„
embed into bottom embed into bottom w=17080 w=17080 8
9 HDU14-SDS2.5 (1)6x 14445 10350of 32"min width of 32"min width S=16435, S=16435, 1 iiffooting. If at retainingfooting. If at retaining w=17080 w=1 7080 16
wall lap anchor with wall lap anchor with
vert reinf bar hooked vert reinf bar hooked
to Ftg. to Ftg.
5 MST37 (2)2x 2710 2345 N/A N/A N/A
6 MST48 (2)2x 4205 3640 N/A N/A N/A
7 MST60 (2)2x 6235 5405 N/A N/A N/A
Notes:
1 . Install all holdowns per manufacturer specification per C-C-2015 Simpson Strong Tie catalog.
2. Match studs on schedule for walls below on all wall to wall holdowns.
3. (2)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. Trimmer stud may be used as
part of boundary member.
4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations.
5. Refer to Simpson catalog for minimum embed of anchors into concrete.
6. Increase footing depth or stemwal I height as required for 287/8" minimum embedment depth.
S H E A R WA L L SCHEDULE (a-n) SEE NOTE(n)BELOW
FOR CUP REQUIREMENTS
MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRANSFER CAPACITY CAPACITY
NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION.Note: (c) CONNECTION. Note (g) CLIPS (h) Lb/Ft(SEISMIC;Lb/Ft(WIND)
A 6' OSB (1) SIDE 8d 6" 12" i" Dia. A.B. @ 30"o/c 16d @ 4"o/c A35 @ 24"o/c 255 357
B OSB (1) SIDE (f) 8d 4" 12" 2' Dia. A.B. @ 18"0/c(m) 16d @ 22" o/c A35 @ 15"o/c 395 553
C 6' OSB (1) SIDE (e,f) 8d 3" 12" 2' Dia. A.B. @ 12"o/c(m) 16d @ 2"o/c A35 @ 12"o/c 505 707
D 16" OSB (1) SIDE (e,f) 8d 2" 12" 2" Dia. A.B. @ 11"o/c (m) 16d @ 2"o/c A35 @ 9"o/c 670 938
E 6' OSB (2) SIDE (d,e,f) 8d 6" 12" 2' Dia. A.B. @ 12"o/c(m) 16d @ 2"o/c A35 @ 12"o/c 510 714
F 6' OSB(2) SIDE (d,e,f) 8d 4"Staggered 12" z" Dia. A.B. @ 8"o/c (m) 16d @ 3"o/c (2) rows staggered A35 @ 6"o/c 790 1106
G 6' OSB (2) SIDE (d,e,f) 8d 3"Staggered 12" 2" Dia. A.B. @ 7"o/c (m) 16d @ 2"o/c (2)rows staggered HGA1 OKT @ 8"o/c 1010 1414
H 6' OSB (2) SIDE (d,e,f) 8d 2"Staggered 12" 2' Dia. A.B. @ 52"o/c (m) 16d @ 1z" o/c (2)rows staggered HGA1OKT @ 6"o/c 1340 1876
Notes:
a) All wall construction to conform to SDPWS Table 4.3A.
b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing.
c) A.B.minimum 7"embed into concrete.3"x3"x/"plate washers req'd at all shear wall A.B. in seismic zone D, E, and F; not req'd in seismic zone A, B, or C.
d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered.
e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered.
f) All edges blocked.
g) Common Wire Nails.
h) Clip to be attached from continuous blocking to top of continuous top plates.
Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule.
i) See attached typical shearwall details.
j) Sheathing to be Structrual I Sheathing.
k) Values are for framing of H-F.
m) 3x, Dbl 2x,or 2x Flat at panel edges. Stagger nails.
See note C for plate washers and details for plate washer edge distance.
On sill plates of all walls use a single 2x sill and 2x blocking in between the studs for plywood edge nailing surface.
n) Clips are only required on interior shearwalls unless otherwise noted on plans and details.