HomeMy WebLinkAboutPermit Correspondence 2001-4-30
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Ie. G~ver Engi.eerin~.c.
1050 Bethel Dr. Suite # D 4
'Eugene, Oregon 97402
(541) 688-3020
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April 30, 2001
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Dukes & Dukes Construction
P.O. Box 71095
Eugene, OR 97401
Re: ;3516 Ambleside Drive. Sorirndield
Job #01076
As you requested, an inspections of the Post-Tensioned slab installation were performed at the
above noted location. During those inspections the following observations were made.
An inspection of the tendon layout was performe<i on Aprilll, 2001. A total of 15 tendons had
been installed, with a total length of 417 feet as per tendon placement plan. The tendons were
installed by Post Tension of Oregon. All tendons were installed according to allowable
tolerances noted on the plans to pass around plumbing and electrical stub outs required in the
slab.
, An inspection of the tendon tensioning was performed on April 18, 2001, after the concrete had
reached the required 2000 psi for tensioning. The tendons were stressed to ajacking force of33
kips, with a pump gauge reading of5500 psi. See attached monostrand tendon stressing record
provided by Post Tension of Oregon dated 4/18/01 for measured tendon elongations. The serial
number of the jack used for stressing is # 1 028, and the gauge is #PTO 1. The tendon mill test
certificate #V3238 shows that the tendons have a modulus of elasticity of28800 ksi.
The calculated and measured elongation for all of the installed tendons was within the acceptable
deviation range of + or - 10%.
The installed and elongated tendons meet the calculated design requirements of the post-tension
slab and the tendon ends may be cut.
Thank you for this opportunity to be of service. If you have any further questions please contact
me at (541) 688-3020.
Very truly yours,
Owen Grover, P.E.
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POST TENSION OF OREGON
P.O. BOX 26423
EUGENE, OREGON. 97402
MONOSTRAND STRESSING RECORD
Page of
Project Name: AMBLESIDE MEADOWS LOT 128,
Site Address: 3516 AMBLESIDE
SPRINGFIELD, OREGON
Project # 01-8
Date: 4/18/01
Weather: SUNNY
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Geneml Contractor: DUKES & DUKES CONSTRUCTION
Floor #
Pour #
Jack Serial #
1028
PTOl
Stressed by : JOHN GOULD
Verified: KEVINPJ:H~ON
Gauge Serial #
Date of Drawing:
Special Remarks:
Tendon Jacking Gauge Calc. Measured Elongation %
No. Location Force Reading Elong. End 1 End 2 Total Deviation
Al 33 Kips 5500 1 7/8 1 3/4 1 3/4 6.67%
A2 33 Kips 5500 1 7/8 1 7/8 1 7/8 0.00%
A3 33 Kips 5500 1 7/8 1 7/8 1 7/8 0.00%
A4 33 Kips 5500 1 7/8 1 3/4 1 3/4 6.67%
AS 33 Kips 5500 1 7/8 1 7/8 1 7/8 0.00%
A6 33 Kips 55001 1 7/8 I 7/8 1 7/8 I 0.00%
A7 33 Kips 55001 1 7/8 1 3/4 1 3/4 6.67%
A8 33 Kips 55001 1 7/8 1 3/4 1 3/4 6.67%
Bl 33 Kips 55001 2 3/8 2 1/4 2 1/4 5.26%
B2 33 Kips 55001 2 3/8 2 3/8 2 3/8 0.00%
B3 33 Kips 55001 2 3/8 2 1/4 2 1/4 5.26%
B4 33 Kips 55001 2 3/8 2 3/8 2 3/8 0,00%
B5 33 Kips 55001 2 3/8 2 1/2 2 1/2 -5.26%
B6 33 Kips 55001 2 3/8 2 3/8 2 3/8 0.00%
B7 33 Kips 55001 2 3/8 2 3/8 2 3/8 0.00%
33 Kips 1
33 Kips I
33 Kips I
33 Kips -I
33.Kips
33 Kips
33 Kips
33 Kips
33 Kips
33 Kips
33 Kips
33 Kips
33 Kips
33 Kips '
33 Kips i
33 Kips I
33 Kips I
33 Kips I
33 Kips I
33 Kips I
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SUMIOEN WIRE PROOUlL II ~ CORPORATION
13290 SABRE BLVD.
VICTORVILLE, CA 92394
PHONE: (760) 246-6091 . FAX (760) 246-3023
~WPC
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~** MILL CERTIfICATE OF INSPECTION *** PAGE 1 OF
ORDER NUMBER : V3238
ISSUE DATE : 03/16/01
-----------.--~-.--__.__________________.__~___u__________________.___._~____
COI'1I'10DI TY
STEEL STRAND. UNCOATED SEVEN-WIRE
FOR PRESTRESSED CONCRETE
ASTM A416 / Grade 270
Size 1/2 Low Relaxation (Minilax)
SPECIFICATIOI'I
------------.--------------------------------------------------------
CUSTOMER POST TENSION OF NEVADA. INC
P.O. NUMBER : 1716
STATE .JOI3 NO
MANUFACTURER : Sumiden Wire Product Corporation
DESTINATION : HENDERSON NV
-------------...----_____.___.________w.____________________________._____._.__
------------------------------------.-----------.----.---.-----.-------...-
PACK NUMBER CERTIFIED:
1'10.
PACK,l:t-
H E A T-tf
8.S EL CURVE#
( 1 b) ( :(; )
ELASTIC
Y.P AREA MODULUS
(lb) (sq.in.) (m psi)
-------------.------------------.-.-------------------------------------
1 V19693, V2GF633 43,076 6.0 V19694 39,37'2 0.1529 28.8
2 . Y19694 V2GF6;:S3 42,796 5.7 '.119694 39,372 o . 1529 28.8'
61 "".se. YL ....-.. .-. .
_3 V19695 V2GF6,33 42,700 c' .::. V19694- 39,372 O. 1529 28.8
. ..). D
4 V19696 V2GF633 42,767 5.7 V.1.9694 39,372 0.1529 28.8
5 II 19697- V2GF633, 42,562 5.7 V19694 39,372 0.1529 28.8
6 '119698 \!2~;F633 .::12,689 5.7 V19698 39.445 O. J 530 28.7
7 Vf9700 V2Gf:"633 42,751 5.7 \i 19698 39,445 O. 1530 28.7
8 .V19701": V2GFG33 42,692 5.8 V19698 39,445 0.1530 28.7
---------------.---______________________M__________________________-___
'Stress-strain curves attached represent a pack from the same
t.wenty tOil production lo.t as the cettified pacl<;_.ASHij A416.'
We hereby certify that: ___'.___
* We have accurately carried out the inspection of commodity as
described aboya: in accordance with all applicable specifications
01' t.hl:'! cOill,rac't.
,:p; The rn"d',el"la,l descr.ibed a:bo\l:;3 i~J:i.ll bond to concrete of C\ nOt"mal
strenqth 2n~ 8onsistency.in conformance with the prediction
eql.l,'-\t.,:i.OIi':':' 'i'Oj" i:,t",,,.nsfet" 'a;ld development leil2th given in the
ACI/AASHTO specifications.
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