HomeMy WebLinkAboutPermit D06-260 - Upland Distribution Center - Building 368 - Seismic RetrofitUPLAND DISTRIBUTION
CENTER - BLDG 368
1251 ANDOVER PK W
D06 -260
City tn{ Tukwila
Parcel No.: 3523049103
Address: 1251 ANDOVER PK W TUKW
Suite No:
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206431 -3670
Fax: 206431 -3665
Web site: el.tukwila.wa.us
Tenant:
Name: UPLAND DISTRIBUTION CENTER - BLDG 368
Address: 1251 ANDOVER PK W, TUKWILA WA
Owner:
Name: TRI -LAND CORPORATION
Address: 1325 4TH AVE SUITE #1940, SEATTLE WA, 98101
Phone:
Contact Person:
Name: GREGG PERCICH
Address: 603 STEWART ST, #707, SEATTLE WA, 98101
Phone: 206 - 624 -3210
DEVELOPMENT PERMIT
Contractor:
Name: R MILLER CONSTRUCTION
Address: 146 THIRD AVENUE SOUTH, EDMONDS WA 98020
Phone: 206 583 -0238
Contractor License No: RMILLCI190L5
DESCRIPTION OF WORK:
VOLUNTARY SEISMIC RETROFIT TO EXISTING WAREHOUSE.
doc: IBC- PERMIT
"continued on next page"
Expiration Date:01 /02/2008
Steven M. Mullet, Mayor
Steve Lancaster, Director
Permit Number: D06 -260
Issue Date: 07/26/2006
Permit Expires On: 01/22/2007
Value of Construction: $72,573.00 Fees Collected: $1,650.57
Type of Fire Protection: SPRINKLERS International Building Code Edition: 2003
Type of Construction: III -B Occupancy per IBC: 0024
006 -260 Pdnted: 07 -26 -2006
Public Works Activities:
Channelization / Striping: N
Curb Cut / Access / Sidewalk / CSS: N
Sanitary Side Sewer: N
Sewer Main Extension: 14 Private:
Storm Drainage: 14
Street Use: 14 Profit: N
Water Main Extension: 14 Private:
Water Meter: N
I hereby certify that I have read and
ordinances governing this work will b
Signature:
doc: IBC - PERMIT
City tnr Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: ci.tukwila.wa.us
Permit Number: D06 -260
Issue Date: 07/26/2006
Permit Expires On: 01/22/2007
Fire Loop Hydrant: N Number: 0 Size (Inches): 0
Flood Control Zone: N
Hauling: N Start Time: End Time:
Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y.
Landscape Irrigation: N
Moving Oversize Load: 14 Start Time: End Time:
Public:
Non - Profit: 14
Public:
Steven M. Mullet, Mayor
Steve Lancaster, Director
Permit Center Authorized Signature: IT sag Date: ( ?,(. permit and know the same to be true and correct. All provisions of law and
ith, whether specified herein or not.
Date:
The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws
regulating cons j ction or tke p) Fformance of work. I am authorized to sign and obtain this development permit.
7 /zhld
Print Name: ' tJlofemey €
This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is
suspended or abandoned for a period of 180 days from the last inspection.
006 -260 Printed: 07 -26 -2006
CITY OF TUKVR' -
DEPT. C cc :.::.
6300 C - •UTHC N i ER 6LVD.
TUKWILA, WA 98188
Parcel No.: 3523049103 Permit Number: D06 -260
Address: 1251 ANDOVER PK W TUKW Status: ISSUED
Suite No: Applied Date: 07/07/2006
Tenant: UPLAND DISTRIBUTION CENTER - BLDG 368 Issue Date: 07/26/2006
1: "'BUILDING DEPARTMENT CONDITIONS "'
PERMIT CONDITIONS
3: All permits, Inspection records, and approved plans shall be at the job site and available to the inspectors prior to
start of any construction. These documents shall be maintained and made available until final inspection approval is
granted.
4: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications.
PERMIT CENTER
2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the
Building Official.
5: When special inspection is required, either the owner or the registered design professional in responsible charge,
shall employ a special inspection agency and notify the Building Official of the appointment prior to the first
building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner.
6: A final report documenting required special inspections and correction of any discrepancies noted in the inspections
shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special
inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection
approval.
7: All construction shall be done in conformance with the approved plans and the requirements of the International
Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code.
8: Structrual Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in
the permit, the structural observer shall submit to the Building Official a written statement that the site visits have
been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not
been resolved.
9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building
inspector. No exception.
10: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department
of Labor and Industries (206/248- 6630).
11: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of,
any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits
presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila
shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the
Building Official from requiring the correction of errors in the construction documents and other data.
12: ***FIRE DEPARTMENT CONDITIONS***
13: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the
following concerns:
doc: Conditions
006 -260 Printed: 07 -26 -2006
CITY f`i: Tl1;Y:11 A
DEFT. CF D'EV LCPMcNT
6300 SCUTFICENTER BLVD.
TUKWILA, WA 98188
PERMIT CENTER
14: Maintain existing sprinkler system piping, bracing and coverage. New brackets, beams, etc. must not obstruct sprinkler
head discharge in any way.
15: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and
approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler
systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk
Insurers Kemper or any other representative designated and /or recognized by the City of Tukwila, prior to submittal to
the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050)
16: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of
such condition or violation.
17: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at
(206)575 -4407.
**continued on next page **
doc: Conditions 006 -260 Printed: 07 -26 -2006
CITY r ..- TI n , . • .A
DEPT r- INT
6300 S L1'ft;.::Nlua LLVU.
TUKWILA, WA 98188
I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances
governing this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws
regulating construction or the performance of work.
Signature:
Print Name:
doc: Conditions
blikkkuv
DzOys mey. C
PERMIT CENTER
Date: 7/6 - 1°Z-C
D06 -260 Printed: 07 -26 -2006
SITE LOCATION
Site Address: 1251 Arvizec Pdc LUL A QC
Tenant Name:
Property Owners Name:
Mailing Address: 1St
CITY OF TUKWILA
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
httal/www.ci.tukwila.wa.us
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted hrough the mail or by fax.
* *Please Print **
CONTACT PERSON
Name. 31(Z P42! eh �, _- `, Da _ y Telephone: Mg lo? 32.16
Address:1063 r L t.X1 • '07 if' 5le. q W . � 'tS'Q I
City State Zip
Fax Number:) (alp 1,24 32113
E-Mail Address:
Mailing Address:
GENERAL CONTRACTOR INFORMATION —
(Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg S) )
Company Name: 751)
Mailing Address:
State Zip
City
Contact Person: Day Telephone:
E - Mail Address: Fax Number:
Contractor Registration Number: Expiration Date:
ARCHITECT OF RECORD — Am plans must be wet stamped by Architect of Record
Company Name:
Mailing Address:
city
Contact Person: Day Telephone:
E -Mail Address: Fax Number:
Company Name)•✓• D4C i a 1Q a INC.
City
Day Telephone
E -Mail Address: Fax Number:
Contact Person: . 1A Nett,
Q:tAppbwifnsTonn Applications On une3 -2006- Permit Appliwrion.doc
Revised 4-2006
bb
Building Permit No. 7v& --.2.4
Mechanical Permit No.
Plumbing/Gas Permit No.
Public Works Permit No.
Project No.
(For office use only)
Ki Co Assessor's Tax No.: 5523 3
Suite Number: Floor:
New Tenant: ❑ Yes %.No
cit
State
Zip
Zip
ENGINEER OF RECORD — All plans must be wet stamped by Engineer of Record
Page 1 of6
57
Valuation of Project (contractor's bid price): $ `'
Scope of Work (please provide detailed information): V(3
BUILDING PERMIT INFORMATION - 206 - 431 -3670
L Existing Boding Valuation: $
6QISTYIt t("lEw'.�lCt•(L4 k
Will there be new rack storage? D.. Yes ...No (If yes, a separate permit and plan submittal will be required)
Provide All Building Areas in Square Footage Below
PLANNING DIVISION:
Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard:
Compact: Handicap:
Will there be a change in use? ❑....Yes ❑..No If "yes ", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
Sprinklers 0 ..Automatic Fire Alarm ❑..None _Other (specify)
Will th e be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑..No
If "yes", attach list of materials and storage locations on a separate S - 1 /2x 11 paper indicating quantities and Material Safety Data Sheets.
SEPTIC SYSTEM:
❑ On - site Septic System - For on - site septic system, provide 2 copies of a current septic design approvedby King County Health
Department.
Q: Applicauas\'ams- Applications On Line\ -2006 - Remit Appliation.dee
Revised 4-2006
bi,
Page 2 of 6
Existing
Interior
Remodel
Addition to
Existing
Structure
New
_, of
onstruction
er IBC
Type of
Occupancy per
IBC
I Floor
' l o o 26
I
I oo 2Sc-
,
5 1.
Floor
-
- •
I
3' Floor
Floors thru
Basement
Accessory Structure*
Attached Garage
Detached Garage
Attached Carport
Detached Carport
Covered Deck
Uncovered Deck
57
Valuation of Project (contractor's bid price): $ `'
Scope of Work (please provide detailed information): V(3
BUILDING PERMIT INFORMATION - 206 - 431 -3670
L Existing Boding Valuation: $
6QISTYIt t("lEw'.�lCt•(L4 k
Will there be new rack storage? D.. Yes ...No (If yes, a separate permit and plan submittal will be required)
Provide All Building Areas in Square Footage Below
PLANNING DIVISION:
Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard:
Compact: Handicap:
Will there be a change in use? ❑....Yes ❑..No If "yes ", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
Sprinklers 0 ..Automatic Fire Alarm ❑..None _Other (specify)
Will th e be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑..No
If "yes", attach list of materials and storage locations on a separate S - 1 /2x 11 paper indicating quantities and Material Safety Data Sheets.
SEPTIC SYSTEM:
❑ On - site Septic System - For on - site septic system, provide 2 copies of a current septic design approvedby King County Health
Department.
Q: Applicauas\'ams- Applications On Line\ -2006 - Remit Appliation.dee
Revised 4-2006
bi,
Page 2 of 6
PERMIT APPLICATION NOTES — Applicable to all permits in this application
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review — Applications for which no permit is issued within 180 days following the dateof application shall expire by limitation.
Building and Mechanical Permit
The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be
requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition).
Plumbine Permit
The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested
in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing code (current edition).
1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING R Orib5HORIZ AGENT:
Signature: }l — RA Cat
Print Name: VF-X-6 Geed f 4-I
Mailing Address.• t 0P> 4U+) !Maid IL4L f la-0Ut P cr-ime \l'q 1b t 0 l
City State Zip
Cabs S�-aVAM SF -W'Iol
Date Application Expires:
I Date Application Accepted:
Q:UpplicatiaMFonns- Applications On Line 3-2005 Application doc
Revised 4-2006
bh
Date: 1•T•
Day Telephone: ea? l o7: S LI O
Staff rytra
Page 6 of 6
City of Tukwila
6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
Parcel No.: 3523049103 Permit Number: D06 -260
Address: 1251 ANDOVER PK W TUKW Status: APPROVED
Suite No: Applied Date: 07/07/2006
Applicant: UPLAND DISTRIBUTION CENTER - BLDG 368 Issue Date:
Receipt No.: R06 -01123 Payment Amount: 1,002.12
Initials: JEM Payment Date: 07/26/2006 03:16 PM
User ID: 1165 Balance: $0.00
Payee: TRI -LAND CORPORATION
TRANSACTION LIST:
Type Method Description
Amount
RECEIPT
Payment Check 2694 1,002.12
ACCOUNT ITEM LIST:
Description
Current Pmts
BUILDING - NONRES
STATE BUILDING SURCHARGE
Account Code
000/322.100 997.62
000/386.904 4.50
Total: 1,002.12
7209 07/26 7714 TOTAL. t002.0.7
doc: Receipt Printed: 07 -26 -2006
City of Tukwila
6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
Parcel No.: 3523049103 Permit Number: D06 -260
Address: 1251 ANDOVER PK W TUKW Status: PENDING
Suite No: Applied Date: 07/07/2006
Applicant: UPLAND DISTRIBUTION CENTER - BLDG 368 Issue Date:
Receipt No.: R06 -00989 Payment Amount: 648.45
Initials: BLH Payment Date: 07/07/2006 12:04 PM
User ID: ADMIN Balance: 51,002.12
Payee: TRI -LAND CORPORATION
TRANSACTION UST:
Type Method Description
Amount
RECEIPT
Payment Check 2689 648.45
ACCOUNT ITEM LIST:
Description
Current Pmts
PLAN CHECK - NONRES
Account Code
000/345.830 648.45
Total: 648.45
7163 07/07 9710 TOTAL_ 648.45
doc: Receipt Printed: 07-07 -2006
Project i .
...-/ fi (
Type of Inspection:
U
, 7
Addr
/7_5 / 4--P4 ,
Date Called:
Special Instructions:
x_ 3 -0306
Date Wanted: /y ,
a.m
Requester:
tTnct
i14. (>4,2 -4
Phone N . o � : , may
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
PERMIT NO.
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 - 6V0
Approved per applicable codes. Ej Corrections required prior to approval.
COMMENTS:
$58. . +T' INSPECTION FE REQUIRED. Prior to inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection.
Receipt No.:
'Date:
Project:
Type of Inspection:
Addres .
17 fu ,
-
Date Called:
Special Instfuctions: s:
VV
Date Wanted: -�. �� olp
I/27 a'�
Requester:
Phone No:
' +is -- 24s? — �i
eipt No.:
INSPECTION RECORD
Retain a copy with permit
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
((//^^//jj • 4 ' 4 I
(206)431 -36
1
Date:
.,,u/ // LZ oli
Approved per applicable codes. ❑ Corrections required prior to approval.
MENTS: 1e` ar / /! isttet rvrovm / -_LL
A ei y r4"‘ dI
fli�trfj ,c/A-A/ ea'-' ,trf
, 272G n t'9/
0 REINSPECT! FEE REQ RED. Prior to inspection, fee must be
at 6300 Southcen Blvd., uite 100. Call to sechedule reinspection.
(Date:
COMMENTS:
0 14 1 I - 71-1(2 A 0cc(S 2r4a 1
- 3 nnnr P1Ia ✓ wv I
Address: -
25 a, eloilet »k Ai
/b Pl( 7(4 -. cif m -
s
f
special Instructions:
/ cm
2 c tfr7 `O7 L/
G (J(i
Date Wanted:
// —g -o C
(a.m.
p.m.
Requester:
Phone No:
Z /75 - - 2.e/R' 9 /
Project:
? /PZ4N) , /Ai.S1 •
Type of Inspection:
Fi19miil/.G,
Address: -
25 a, eloilet »k Ai
Date Called:
_
f
special Instructions:
/ cm
2 c tfr7 `O7 L/
G (J(i
Date Wanted:
// —g -o C
(a.m.
p.m.
Requester:
Phone No:
Z /75 - - 2.e/R' 9 /
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
Approved per applicable codes.
Inspe
8.00 REINSPECTION FE$ REQUIRED. rior to inspection, fee must be
aid at 6300 Southcenter Blvd., Suite 00. Call to sechedule reinspection.
eceipt No.:
INSPECTION RECORD
Retain a copy with permit
PER
(20 • )431 -367
El Corrections required prior to approval.
Date:
Date:
•
Project:
N //J. ' ,"1,_
Type of Inspection: .
l --»4,
V
/ -- 7--e-e ",
Address:
Date Called:
��t,�yl -- `O �
Special ly Instructions: s: '
Date Wanted:
/
Requester:
Phone No:
? A 4
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
El Approved per applicable codes.
(206)431 - 6
El Corrections required prior to approval.
COMMENTS: J
1 0 A9 n
P n-7 s .1 rya PJ5 ter
Date: / 7 —g
c
ri $58.00 REINSPECTION FE REQUIRED. Prior to inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection.
Receipt No.:
Date:
Project:
J7 Ar A / S,I-N� O
Type of Inspection:
S°C, C
: ('Gnu -) e.
Address:
Suite #: (
r1 P. LI
Contact Person:
To P{. h e tJ I1
Q tc<
Special Instructions:
Phone No.:
1 /0 1 s - a - ).(
Needs Shift Inspection:
Sprinklers:
Fire Alarm:
Hood & Duct:
Monitor:
Pre -Fire:
Permits:
Occupancy Type:
INSPECTION NUMBER
INSPECTION RECORD
Retain a copy with permit
7)06 — aTh 0
PERMIT NUMBERS
CITY OF :TUKWILA FIRE DEPARTMENT
444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407
AE Approved per applicable codes.
n Corrections required prior to approval.
COMMENTS:
Inspector:
Date: "I /0 ,b
Hrs.:
�I n $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from
the City of Tukwila Finance Department. Call to schedule a reinspection.
Word /Inspection Record Form. Doc 1/13/06
T.F.D. Form F.P. 113
T
November 20, 2006
Cert No. 0609 -81
City of Tukwila Building Department
6300 Southcenter Boulevard, Suite 100
Tukwila, Washington 98188
Attention: Dave Larson
Reference:
Dear Mr. Larson:
Kenneth B. Foot
President
CASCADE TESTING LABORATORY, INC.
TESTING & INSPECTION
12919 N.E. 126TH PLACE KIRKLAND: (425) 823 -9800
KIRKLAND, WASHINGTON 98034
Dania
1251 And
Permit
1. Epoxy embeds of all thread rod
Our last report is dated 11 -14 -06 and is number 59156
Respectfully,
CASCADE TESTING LABORATORY, INC.
SEATTLE: (206) 525 -6700
FAX: (425) 823 -2203 EVERETT: (425) 259 -0817
RECEIVED
NOV 212006
COMMUNITY
DEVELOPMENT
This is to advise you that the following inspections were completed per our reports for the above
referenced project and permit. Please see our previously sent reports for actual details of the
inspections performed.
All inspections, only as inspected and reported, conformed to Tukwila Building and Land
Development approved plans, specifications, UBC/IBC and related codes and/or verbal or written
instructions from the Engineer of Record.
DATE '‘LV T. NO.
I (- 14- 06 609-81
PROJECT
.Dan ■ck
LOCATION
t251 0 -m doa' Pcef Ltlet4
BLDG . PERMIT NO
D06 -260
OWNER
- WEATHER
6Y(VS r 0 Q.
TEMP AT AM
C7 AT 12° PM
ENGINEER
TlPfff&ey Scott rixer
ARCHITECT
CONTRACTOR �
o
R !I
wr II
TO:
THE FOLLOWING WAS NOTED:
REVISED 1ro2
CASCADE TESTING LABORATORY, INC.
TESTING & INSPECTION
12919 N.E. 116TH PLACE
KIRKLAND.WASHINOTON 98034 (425) 823 -9800
EVERETT (425) 259-0517
FIELD REPORT
R Ave, c0,51.
3'°49Ayr S.
7140 4: /424 945 20
ATTN:
W A- Nes Epoxy & n,bod of .11 In Ro c6 par
(Q, ricb Q S ,54-11 9 4a uva w Abodded klu*o -F-he vxtt(5 cu+ I 'F" Lx,
I. ('Q-* 44 d nm6L -1$), att Rods aria st+a1- a dep f 3 /11 r
w t-4 5 - rn'5on1 t •o , 1 l Holes were_ (-lee-rid card wiry fir ca,w
to Emtpe6/04
TEST RESULTS APPLY ONLY TO THE ITEMS
HEREIN TESTED. THIS REPORT SHALL NOT
BE REPRODUCED EXCEPT IN FULL WITH-
OUT THE WRITTEN APPROVAL OF CASCADE
TESTING LABORATORY, INC
COPIES TO: PM Test it //6
INSPECTOR(S), NAME(S) PRINTED I\ 5c ht' e"
INSPECTOR SIGNATURE
SIGNED BY
PREVIOUS
REPORT No.
Receive
"V 1710061 59156
C QMAI / JA/IT.� No.
DATE
u -2- 06
CERT. NO.
OGOQm21
PROJECT
LOCATION
Izf5 ! Auckay
an/ic'u25?
BLDG. PERMIT NO.
tiO6 260
OWNER
WEATHER
� 1
NL/);zie
TEMP. AT
7Q AT
AM
PM
ENGINEER ' 't(��]� J/._
Ce SCO ()
ARCHITECT /
COfJTRACTOR� I
TO:
REVISED 1/02
CASCADE TESTING LABORATORY. INC.
TESTING & INSPECTION
11919 N.F. 126TH PLACE
KIRKLANO.WASHINGTON 98039 (425) 813 -9800
EVERETT (915) 159 -0817
FIELD REPORT RECEIVED
COlvlmuNJTy
„tG 3 ?vice. C DEVELOPMENT
edrur,,dc, &/ia 9/0 2-0
ATTN:
TEST RESULTS APPLY ONLY TO THE ITEMS
HEREIN TESTED. THIS REPORT SHALL NOT
BE REPRODUCED EXCEPT IN FULL WITH
OUT THE WRITTEN APPROVAL OF CASCADE
TESTING LABORATORY, INC.
COPIES TO: QM 7 Lk J- /1/1
INSPECTORIS), NAME(S) PRINT 3 w �.! 1 c.
INSPECTOR SIGNATURE
SIGNED BY
PREVIOUS
REPORT No.
No 59154
THE FOLLOWING WAS NOTED:
Vi&l 5 cL ep0A7 En, bQcl o 44” a 6t - thread Rod L,o
Ex(a't i) COratiele k A t e l ! 5 P o r ^ d e ' f u L (5 ON pc e 53. L, N8 I F (M - 0t
M (I- L8). CU( Rods tyre •SQ+ c + 3h" wit
5Cw ErE ply. a it kola. »Git cleow elvel dry poor 4-,o
C vboadniarA--
DATE /
11 I72-' -06
NO.
0609 -81
PROJECT
LOCATION
1 251 ceN doter Pa-r Ie u. s-t
BLDG. PERMIT NO. .
O - 2-6
nb
WEATHER
/051
TEMP. AT AM
70 AT WOO PM
ENGINE R
E � ((��
&4 5CD it r, er
��
ARCHITECT
CONTRACTOR
K ,/1
K. 04 i I lel
CASCADE TESTING LABORATORY, INC.
TESTING & INSPECTION
12919 N.E. 126TH PLACE
KIRKLAND.WASHINOTON 98034 (425) 023 -9000
EVERETT
FIELD REPORT Gepi
RE
TO: I I 4 ` .n I
I . LJ
) 4 G , 3'x"1 A ✓C S . p EVEL p�E
€cQ a s lLa ( �( ?t o 20
ATTN:
THE FOLLOWING WAS NOTED:
W Itl'NM55e, E QD/ t*, D f " all thread Cont.^c+e
waits Q P,�r defa.ils oo p a e453, !.ire, 9 -(Q - KO, S -IS)
(5 ^L5) ;1c l l k0•ars We✓e- SQk a ,�i' cx depth .p-p,.3 wik h
Epoq, ait Moles were CleAni c- a drr Prior -1-o e.nbedvne
TEST RESULTS APPLY ONLY TO THE ITEMS
HEREIN TESTED. THIS REPORT SHALL NOT
BE REPRODUCED EXCEPT IN FULL WITH
OUT THE WRITTEN APPROVAL OF CASCADE
TESTING LABORATORY. INC.
REVISED 002
COPIES TO: ffill r 1 v / /1/
INSPECTOR(S). NAME(S) PRINTED
INSPECTOR SIGNATURE
SIGNED BY
(425) 259 -0017
PREVIOUS
REPORT No.
No 59153
•
•
DATE
10 5 - 4%
CERT. NO.
Qh.Q9 -8/
PROJECT
LOCATION 1251 A 1o t/eit Perk k)
BLDG. PERMIT NO.
0 66-2k0
OWNER
WEATHER I
SA)L TEMP .
51 0 n /
AT MOO AM
6 � AT MOO PM
ENGINEER
Px
� (. / S�
Y
ARCHITECT
CONTRACTOR l lei
Tr.
�I
/I FIELD REPORT
RECEIVED
4
TO lie I A 4 1 1 I I I
I
CASCADE TESTING LABORATORY. INC.
TESTING & INSPECTION
12919 N.E. 126TH PLACE
KIRKLAND.WASHINGTON 98034 (425) 823 -9800
EVERETT
ATTN:
THE FOLLOWING WAS NOTED:
vd i'ivesjcA rpox Evnbed of Th`ead Bod r14o
wa ll� cc P.00f' Lc s A ( ) 8 (A -r1) ► t -s) I - ). Rods we e
cs - ui a Ae01 • o-F 3)/ wikil 3 v po SET Pixy. et l I f o its were,
c, kermi c.,., c6 cl'r r'or -o � Lace rvno,rr, a l I vv.,* wo, ao)'€ aCcorS1
cepprovea e IA-7 Cch { 63)
TEST RESULTS APPLY ONLY TO THE ITEMS
HEREIN TESTED. THIS REPORT SHALL NOT
BE REPRODUCED EXCEPT IN FULL WITH-
OUT THE WRITTEN APPROVAL OF CASCADE
TESTING LABORATORY. INC.
REVISED 1/02
COPIES TO: PA
'&i3 /4(6
INSPECTOR(S), NAME(S) PRIG
INSPECTOR SIGNATURE
SIGNED BY -
(925) 259 -0817
PREVIOUS
REPORT No.
4L
No 59144
FILE COPY
Permit M.
ran rev:: 'CD C77771 C.7.3 CMISSIOIS
•
e
STRUCTURAL ENGINEERS
_.J
J.J. Lt 1L1► ►7 LLJOVVILII VV IA I V.
Voluntary Seismic Retrofit
for
Upland Distribution Center
Project 295
Andover Park West
Tukwila, Washington
Ma 1 1, 2006
JSD # 2006.147.00
EXPIRE$ 8/19/ s 4
Prepared for
AMB Property Corporation
San Francisco, California
f�f�U Vde� 10 N
Ptl \\
I
RECEIVED
CITY OFTUKWILA
JUL 07 2006
PERMITCENTER
tt1r2ieO
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.1000
SHEET NO:
7..
ENGINEER:
J. Wale
DATE:
May-06
ANALYSIS:
Voluntary Seismic Retrofit
STRUCTURAL ENGINEERS
Site Information
This spreadsheet summartizes the site-specific information for the Voluntary Seismic Retrofit of a one-story rigid
wall / flexible diaphragm structure in accordance with the 2003 International Building Code (IBC).
Location
Upland Distribution Center
Project 295
Andover Park West
Tukwila, Washington 98188
IBC Sec. 1615 Site Ground Motion
Drawings
Latitude =
Longitude =
Soil Profile Type (Class) =
Mapped Spectral Acceleration = S =
Mapped Spectral Acceleration = S =
Adjusted Mapped Spectral Acceleration = S =
Adjusted Mapped Spectral Acceleration = Smi =L • g
Design Spectral Acceleration, Sp = 2S / 3 = 0.883 g
Design Spectral Acceleration, 5D1 = 2S / 3= 0.467 g
IBC Sec. 1616 Criteria Selection
Seismic Use Group =
Seismic Design Category =
Importance F actor = I = = 1.00
Alfred H. Croonquist A.I.A. & Associates, Architects
Date of last revision: 12/15/75
Uniform Building Code 1973
Project 295 (Simpson Only).xls1Site 2
ra-ACA e
Sec. 1616.2
Tables 1616.3(1) and (2)
Table 1604.5
Conterminous 4C atates
2003 International Building Code
Spectral Response Accelerations Ss and S1
Latitude = 47.442200
Longitude = - 122.254600
Ss and 81 = Mapped Spectral Acceleration Values
SiteClass B - Fa = 1.00, F■ = 1.00
Data are based on a 0.1 deg grid spacing.
Period Sa
(sec) (g)
0.2 1.325 Ss, SiteClass B
1.0 0.455 S1, SiteClass B
S S t I . - n-r
� = 1.00
F t 1. Sy
Sw-s = i, - o c. (1 •'325 = 1. "32 s'
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.141.00
SHEET NO:
t f
ENGINEER.
J. Wale
DATE:
May -06
ANALYSIS
Voluntary Seismic Retrofit
STRUCTURAL ENGINEERS
This spreadsheet calculates the roof loads for the Voluntary Seismic Retrofit of a one -story rigid wall / flexible
diaphragm structure in accordance with the 2003 International Building Code (IBC).
Roof Weight
For Flat Roofs
Roofing:
1/2" Plywood Sheathing:
Purlins: 4" x 16 "(12.4 # /ft) @ 8' oc:
Girders: GLB @ 24' -7" oc:
Mechanical / Electrical:
Sprinklers:
Suspended Ceiling System:
Miscellaneous:
TOTAL:
IBC Sec. 1607.11.2 Minimum Roof Live Load
Project 295 (Simpson Only).xls\Roof 3
J.,7. !/l lift t'r nOinadLllli.7 u W.
Roof Loads
psf
psf
psf
psf
psf
psf
psf
psf
psf
Tributary Area (A.) Live Load
0to20011 12
200 to 600 & 1.2 - 0.001 A
over 600 ft 20
JOB NAME:
Upland Distribution Center
Andover Park West
NO:
2006.1+100
SHEET NO:
S
IJOB
ENGINEER:
J. Wale -
DATE:
May -06
ANALYSIS:
Diaphragm Analysis (Roof)
This spreadsheet summarizes the development of anchorage Toads into the diaphragm for the Voluntary Seismic
Retrofit of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building
ASCE 7 Sec. 9.5.5 Equivalent Lateral Force Procedure
IBC Sec. 1617.4 requires that the Equivalent Lateral Force Procedure of ASCE 7 -02, Sec. 9.5.5 be used.
Soil Profile Type (Class) = D
Mapped Spectral Acceleration = S = 0.453
Design Spectral Acceleration = SDS = 0.883
Importance Factor = I = 1.00
Average Diaphragm Elevation = h = 24.0
Basic Seismic Force -
Resisting System
Response Modification Coefficient = R
System Overstrength Factor = S2,
C
redundancy factor = p =
T= C,(h,) /4=
C, = S / () =
C,0„v) = SDI / T(UI) _
CMminl) = 0.0 =
Cgmin - SDC E of = 0.5S / (R/I) =
Cgmin)=
Ca =
IBC Sec. 1620.4.3 Diaphragms
Transverse
0.221
0.353
0.177
0.221
0.158
Longitudinal
0.221
0.353
0.177
0.221
0.158
F =C,W
Fp(max) = 0.4S =
Fp(min) = 0.2SDSIEW =
F p =
FigASD) 1.4=
Seismic Lateral Loads For Diaphragm Design
I Transverse
1800
3556
561
5400
7156
1129
Tributary Wall Weight = W,,.,II=
Roof Length = L =
Roof Unit Weight = U =
Roof Weight = LU = W,,,
Total Weight = 2W,,,11+ Wmnr= Wp =
Roof Seismic Load = Fp(,rSD)Wp = V,,,t
Project 295 (Simpson Only).>eswiephragm 4
,p•y. Om/ ALS ,.,..., VI/ ..., _.....
S1Rl1CJURAI, ENGINEERS
Diaphragms
g
g
It
w
w
wp
wp
wp
#/ft
ft
psf
#/ft
#/ft
#/ft
linked from Slic
linked from Site
linked from a
linked from Site
Table 9.5.2.2
Table 9.5.2.2, footnote g
Table 9.5.5.3.2
code interpretation for diaphragms
Eq. 9.5.5.3.2 -1
Eq. 9.5.5.2 -1.1
Eq. 9.5.5.2 -1.2
Eq. 9.5.5.2 -1.3
Eq. 9.5.5.2 -1.4
Cgmin)= larger IC.(minI), C.(SDC E or F))
Cgmin) < C, < Ca(mu)
Eq. 16 -63
Fp(mio < F < Fp(maa)
previously calculated
previously calculated
JOB NAME:
Upland Distribution Center
Andover Park West
308 NO:
2006.4 }.00
SHEET NO:
(r
(ENGINEER:
J. Wale
DATE:
May-06
ANALYSIS:
Diaphragm Analysis (Roof)
Diaphragm Analysis
L
DIAPHRAGM PI AN
V Wm 2
1I11hav = V.0 /W
"4111111011
DIAPHRAGM SHFAR$
Mmm = V.e.L /8
.nIIIIIIIIIIhIII. M� /W
CHORD FORCES
SubDiaphragm Analysis
Vetoer
L
DIAPHRAGM PI AN
V VcaL /2
II IIIh °"" = V... /W
." IIijI1
DIAPHRAGM SHEARS
Mw, = Vmv0/8
.lIIIIIIIIIIIIr. = Mm /W
CHORD FORCES
Project 295 (Simpson Only)jds'Dlaphregm
Vmor=
L=
W=
V.=
Vmu =
M.=
T.=
L
W
Vmu =
T.=
Diaphragms
126225
842
14200313
94669
4
84675
188
3175313
7056
6732
274
40392
1643
13877
578
85285
3554
5
#/ft
ft
ft
pounds
#/ft
ft-#
pounds
#/ft
ft
ft
pounds
#/ft
ft-#
pounds
Seismic Lateral Load
Diaphragm Length
Diaphragm Depth
Maximum Shear
Maximum Shear
Maximum Moment
Maximum Chord Force
Seismic Lateral Load
Diaphragm Length
Diaphragm Depth
Maximum Shear
Maximum Shear
Maximum Moment
Maximum Chord Force
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.14 }.00
SHEET NO:
ENGINEER:
J. Wale
DATE:
May-06
ANALYSIS:
Diaphragm Analysis Mezzanine
ASCE 7 Sec. 9.5.5 Equivalent Lateral Force Procedure
Design Spectral Acceleration = Sos
Importance Factor = I =
Average Diaphragm Elevation = h, _
Basic Seismic Force
Resisting System
Response Modification Coefficient = R
System Overstrength Factor =11.=
C, _
redundancy factor = p =
T= C,(h.J' /4=
C, =S /(R/1)=
CNmu) = SDI / T(M)=
Cgmin) = 0.044SDSI
C - six E «r) = O.SS, /(R/I)=
IBC Sec. 1620.4.3 Diaphragms
Seismic Lateral Loads For Diaphragm Design
STRUCfURAI. ENGINEERS
Cs(min)
C
F =C,W
Fp(m..) = 0.4S
Fp(min) = 0.2S =
F =
Fp(eso) = F / 1.4 =
Diaphragms
This spreadsheet summarizes the development of anchorage loads into the diaphragm for the Voluntary Seismic
Retrofit of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building
IBC Sec. 1617.4 requires that the Equivalent Lateral Force Procedure of ASCE 7-02, Sec. 9.5.5 be used.
linked from Site
linked from Site
linked from Site
linked from Site
Soil Profile Type (Class) = D
Mapped Spectral Acceleration = S, = 0.455
0.883
1.00
24.0
1 Transverse
0.221
0.353
0.177
0.221
0.158
Longitudinal j
0.221
0.353
0.177
0.221
0.158
Transverse
Tributary Wall Weight =
Roof Length = L
Roof Unit Weight = U
Roof Weight - LU = W,
Total Weight = 2W„ W„,r Wp
Roof Seismic Load = Fp(AsD)Wp = Vmnt=
Project 295 (Simpson Only).xlsSDiephrapm (2) 1
g
g
ft
seconds
Wp
W
Wp
Wp
Wp
Longitudinal
/ft
ft
psf
#/ft
#/ft
#/ft
Table 9.5.2.2
Table 9.5.2.2, footnote g
Table 9.5.5.3.2
code interpretation for diaphragms
Eq. 9.5.5.3.2 -1
Eq. 9.5.5.2 -1.1
Eq. 9.5.5.2 -1.2
Eq. 9.5.5.2 -1.3
Eq. 9.5.5.2 -1.4
Cgmin)= larger [Cohn), Comm E w F))
Cgmin) < C < Como
Eq. 16 -63
Fp(min) < F < Fp(max)
previously calculated
previously calculated
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.14100
SHEET NO:
ENGINEER:
J. Wale
DATE:
May -06
ANALYSIS:
Diaphragm Analysis Mezzanine
Diaphragm Analysis
'49111
L
DIAPHRAGM PI AN
Vsv = Vmo.L /2
kith ?'" Vw. /w
DIAPHRAGM SHFAR$
= V.o,.L /8
AIIIIIIIIIIIIIIL'" = M“.. /W
CHORD FORCFS
SubDiaphragm Analysis
L
DIAPHRAGM PI AN
Vm = Shaer L/2
Iihhr =
DIAPHRAGM SHEARS
= Vm,.L /8
= Mw. /W
.eIIIIIIIIIIIA %.
CHORD FORCES
J.✓. Yaao, v .a ✓ ✓vvaa a/✓ a. ....
S IRl1CT ENG IN CURS
%2=
=
W=
Vmu =
Vmu =
Mm.x =
Tmu =
V
L=
W=
Vmn =
v ain =
Minx =
Tm,x =
18188
165
341016
3100
23045
307
633738
8450
5820
237
34920
1420
Project 295 (Simpson Only)adslDlaphraam (2) 2
Diaphragms
5150
322
31651
1978
6
q/ft Seismic Lateral Load
ft Diaphragm Length
ft Diaphragm Depth
pounds Maximum Shear
#/ft Maximum Shear
ft-# Maximum Moment
pounds Maximum Chord Force
#/ft Seismic Lateral Load
ft Diaphragm Length
ft Diaphragm Depth
pounds Maximum Shear
#/ft Maximum Shear
ft-# Maximum Moment
pounds Maximum Chord Force
JOB4LAME 64,96,4,/ 4,s3/4*
4s 44•-st
r a
ANALYSIS:
a
•
•
• • - , •
•
tazuziatitiorman
b/ P
toga. rowa. ZONE.
JOB NO 24,6, g100
ENGINEER J. Wale EMT. 4 1 1 . $171P4
lEXIST (no)
MAIL I MG KEY PLAN
SCALE
I SHEET NO
6-44 1-/Ner
ROOF KJAILI 1.1e 1.10TE5 .„
. , fl I, 1 10° NMI-5 AT 2" AT DiAPHRAM
....L.i..1...._ ; : fx;ONDRIEt As10 CoNTINJUOLIS PANEL , -
- s 00G', 10 NAILS @ S", 4 1 apleK pANEL
• . .
' . g..1)ee AND 10° ' @ le a C . AT ALL
INTERMEDIATE UPFORT5 4OR ZONe- r.
, - h-lAiL.Ii...161 (DLOcg.FLO Dtp•PHRAti , !
, 1 : .
, : 2 rigovive 0 'JAWS S Co" ALL l atNele Et"-E5 t
el 1 1 a 12" € ft-
1 F-or ZONE r HAIL INO (DLOCKEO . .
,
DIAN-IRAri)
: r ;-r , . - :
-1-Mt
IL:. .1 ;
i . ! HT-, -If!. ;-. ti-iFt's-• H!.. 't - ,__L
PLYWOOD NAILII•4 NOTE
r'041(-5 4 .4" AT DIAPHRAM WUNORIae
- ` -- 1 - ANO CONTINUOUS PANEL gc4E5 10° RAILS r
AT Co" AT 011-IER PANEL- eoc ANP Iota
f-,;-[•:
F- NAIL @ 12 AT ALL I N'TeRME.DIAT; 1.1PTS ,
LLJLL 62IAPHRAM SHALL ee bLot-Kao)
•
fa. UIGl( CIAJJUU1li1DJ line.
STRUCTURAL ENGINEERS
24 Executive Park, Suite 200, Irvine, Califomia 92614
(949) 296 -8858 Voice (949) 296 -0766 Fax
www.jsdyer.com
Structural Calculations
tor
Project 2006.147.00
Simpson Hardware
to
J.J. VILA 0VIJJUUIJILGJ IJVL'.
S T R U C T U R A L E N G I N E E R S
24 Executive Park, Suite 200, Irvine, California 92614
(949) 296 -8858 Voice (949) 296 -0766 Fax
www.jsdyer.com
Structural Calculations
for
Project 2006.147.00
Roof Level
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.141.00
SHEET NO:
/ 2-
ENGINEER
J. Wale
DATE:
May -06
ANALYSIS:
Voluntary Seismic Retrofit
Allowable Stress Design Basis
STRUCTURAL ENGINEERS
Wall Anchorage - Transverse Perimeter Walls (Walls 1 and 10)
This spreadsheet performs supporting calculations for out -of -plane wall anchorage for the Voluntary Seismic Retrofit
of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code
Tributary Wall Weight
Top -Of -Wall Elevation = h, = '' 26.4 ft
Average Diaphragm Elevation = h = 26.4 - ft
Bottom -Of -Wall Elevation = h = :'`O,t) ft
Wall Thickness = T = ;:5.5,, inch
Wall Unit Weight = W = 45j pcf
Tributary Wall Height = H = 13.209 ft
Tributary Wall Weight = W = 878 #/ft
IBC Sec. 16203.1 Anchorage Of Concrete Or Masonry Walls (Strength Design Basis)
Anchorage At Wall - Simpson Hardware
Importance Factor = IE = 1.00
0.883
280
88
620
620
Design Spectral Acceleration = Sps =
F =
F 0.10W
F = 0.8Sp =
F =
Anchor Spacing = s =
EASD Fp /
F = SEASD =
F „ =1.4F =
Paired Unit - Model =
Number Of Bolts =
Bolt Diameter =
Rod Diameter = d, =
Number of Paired Assemblies =N =
Wood Member Thickness =
Wood Capacity Each Pair = V
Steel Capacity Each Pair = V, =
F rog =F /2N=
Total Wood Capacity = NV = Fwood (aaow) =
Total Steel Capacity =NV, = F „,„, (allow) =
Wood Capacity Unity Check = F / Fwood (allow) =
Steel Capacity Unity Check = F / F ( =
Project 295 (Simpson Ony).xls\Walls Transverse 8
4001
5602
2001
8020
13600
0.50
0.41
#/ft
#/ft
#/ft
#/ft
j ft
443 #/ft
pounds
pounds
inches
inches
inches
pounds
pounds
pounds
pounds
pounds
OK
OK
H= (hwp- hp) +0.5(h,, + h ba )
W TWH / 12
linked from Site
linked from Site
Sec. 1604.8.2
Sec. 1620.2.7
Eq. 16 -62
largest [F F F
for non -steel elements
for steel elements
JOB NAME:
U pland Distribution Center
Andover Park West
JOB NO:
2006.'14 }.00
SHEET NO:
/3
ENGINEER:
J. Wale
DATE:
May -06
NALVSis:
Voluntary Seismic Retrofit
Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -150 Adhesive System
Based on ICBO ER -5193
Anchor Rod Data
Anchorage Purpose, ifaall
Threaded Rod Diameter,
Embedment Depth,
Concrete Thickness,
Embedment to Diameter Ratio,
Applied Service Tension Load',
Applied Service Shear Load,
'See last page F„ =[(F non- steel)/2]
Concrete Compressive Strength,
Rod Material,
Min Anchor Spacing,
Load Factors
Increase for Short-Term Loading, Inc =
Allowable Tension Loads from Table 6
Tension Capacity of Concrete,
Tension Capacity of Rod Steel,
Allowable Shear Loads from Table 7
Shear Capacity of Concrete,
Shear Capacity of Rod Steel,
Spacing Distance for Full Capacity,
Edge Distance for Full Capacity,
/.J. /left CIAJJlULIIIlDJEa,.
STRUCTURAL ENGINEERS
d = 3/4 In
f'c=
!`£)01#; psi
ASTM A36
S=
Tc =
Ts =
Vc =
Vs =
Project 295 (Simpson Only).xls\Hilti transverse
4.667
in
in
Ibs
Ibs
m
Min Shear Toward Edge Distance, c = ` 00 in
Min Shear Not Toward Edge Distance, c = DQ[Y in
3,078 lbs
8,455 Ibs
4,495 Ibs
4,355 Ibs
7.000 in
5.250 in
Edge Distance 8, Specin for Full Capacity from Table 6
Reduction Factors from Table 4
Min Anchor Spacing Distance Factor, 0.250
Min Anchor Spacing Distance, 1.750 in
Min Anchor Edge Distance Factor, 0.330
Min Anchor Edge Distance, 1.733 in
Tension Capacity Reduction Factors
Based on Anchor Spacing, fn = 0.700
Based on Anchor Edge Distance, fn = 0.600
Shear Capacity Toward Edge Reduction Factors
Based on Anchor Spacing, fv = 0.700
Based on Anchor Edge Distance, fv = 0.200
Shear Capacity Not Toward Edge Reduction Factors
Based on Anchor Spacing, tv = 0.700
Based on Anchor Edge Distance, fv = 0.600
Calculated Reductions for Concrete Capacity
Tension Capacity Reduction
Based on Spacing, Rt1 =
Based on Edge Distance, Rt2 =
Reduction, Rt = Rt1 • Rt2 =
Shear Toward Edge Capacity Reduction
Based on Spacing, Re1 =
Based on Edge Distance, Re2 =
Reduction, Re = Re1 • Re2 =
Shear Not Toward Edge Capacity Reduction
Based on Spacing, Rn1 =
Based on Edge Distance, Rn2 =
Reduction, Rn = Rn1 • Rn2 =
Adjusted Allowable Loads
Concrete Allowables
Tension,
V Toward Edge,
V Not Toward Edge,
Rod Steel Allowables
Tension,
Shear,
Ptc = Tc • Inc • Rt =
Vtc = Vc• Inc •Re=
Vnc = Vc • Inc • Rn =
1.000
0.744
0.744
1.000
0.488
0.488
1.000
0.744
0.744
3,053 Ibs
2,925 Ibs
4,458 lbs
Pts = Ts • Inc = 11,271 Ibs
Vts = Vs' Inc = 5,805 Ibs
Concrete Tension + Shear Toward Edge Interaction,
Uct = (Ps / Ptc) + (Vs / Vtc) = 0.655 OK
Concrete Tension + Shear Not Toward Edge Interaction,
Ucn = (Ps / Ptc) + (Vs / Vnc) = 0.655 OK
Rod Steel Tension + Shear Interaction,
Us = (Ps / Pts) + (Vs / Vts) = 0.032 OK
Concrete Thickness, Ut = t 1 e = 1.571 OK
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.14$.00
SHEET NO:
it/
ENGINEER:
J. Wale
DATE:
May -06
ANALYSIS
Voluntary Seismic Retrofit
Tributary Wall Weight
Steel Anchor Road Design
1. 167 111.717VVaAlLA7 ..1..v.
STRUCTURAL ENGINEERS
Wall Anchorage Transverse Perimeter Walls Steel Anchor Rods (Walls 1 and 10)
This spreadsheet performs supporting calculations for out -of -plane wall anchorage for the Voluntary Seismic Retrofit
of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code
(IBC).
Allowable Stress Design Basis
Top -Of -Wall Elevation = h, =
Average Diaphragm Elevation = h„ =
Bottom -Of -Wall Elevation = h =
Wall Thickness = T =
Wall Unit Weight = W =
Tributary Wall Height = H =
Tributary Wall Weight = W =
Design Spectral Acceleration = Sos =
F =
F 0.10W,,=
F = 0.8S W =
F =
Anchor Spacing = s =
EASO= Fp /
F = sE =
Fi sted =1.4F —
Anchor Rod Material =
Yield Strength, Fy =
Ultimate Tensile Strength, Fu =
Rod Diameter =
Gross Area of Rod, Ag =
Net Tensile Area of Road, An =
Allowable Stress Increase =
Rod Tension Capacity Based on Yield Stress, T =
nsion Capacity Based on Ultimate Tensile Stress, T =
Wall Anchorage Demand, F„ =
Rod Tension Capcity, T =
Steel Capacity Unity Check = F / F ,. 1 (allow) =
Project 295 (Simpson Only).xls\Rods trans 10
26A4 i ft
ft
ft
inch
r15- pcf
13.209 ft
878 #/ft
IBC Sec. 1620.3.1 Anchorage Of Concrete Or Masonry Walls (Strength Design Basis)
Importance Factor = I = 1.00
0.850
280
88
597
597
426
1.33
12.692
12.900
5.390
12.692
0.42
#/ft
#/ft
#/ft
#/ft
ft
ASTM A36
36 ksi
58 ksi
E" 3' - inches
0.442 id
0.334 in
#/ft
pounds
pounds
k
k
k
k
OK
H = (h, - h„) + 0.5(h„ +
W TWH /12
linked from Site
linked from Site
Sec. 1604.8.2
Sec. 1620.2.7
Eq. 16 -62
largest [F F Fp]
for non -steel elements
for steel elements
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.141.00
SHEET NO:
/3
ENGINEER:
J. Wale
DATE:
May-06
ANALYSIS:
Voluntary Seismic Retrofit (North Bu Iding)
Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -150 Adhesive System
Based on ICBO ER -5193
Anchor Rod Data
Anchorage Purpose, yWatt a.
imet
Threaded Rod Diameter,
Embedment Depth,
Concrete Thickness,
Embedment to Diameter Ratio,
Applied Service Tension Load",
Applied Service Shear Load,
'See last page
Concrete Compressive Strength,
Rod Material,
Min Anchor Spacing,
Min Shear Toward Edge Distance,
Min Shear Not Toward Edge Distance,
Load Factors
Increase for Short-Term Loading, Inc =
Allowable Tension Loads from Table 6
Tension Capacity of Concrete,
Tension Capacity of Rod Steel,
Allowable Shear Loads from Table 7
Shear Capacity of Concrete,
Shear Capacity of Rod Steel,
Spacing Distance for Full Capacity,
Edge Distance for Full Capacity,
Project 295 (Simpson Only).xlsUiilti Rods trans
).J. VIP,!( CrA3.X/UJAJCJ JJV1..
S T R U C T U R A L ENGINEERS
d = 3/4 in
Ps =
Vs =
f'c=
c = = 24000
c
=t..44:000
Tc =
Ts =
V c =
Vs =
4.667
Ibs
Ibs
QDI psi
ASTM A36
( in
in
in
3,078 Ibs
8,455 Ibs
4,495 Ibs
4,355 Ibs
Edge Distance & Spacing for Full Capacity from Table 8
7.000 In
5.250 in
Reduction Factors from Table 4
Min Anchor Spacing Distance Factor, 0.250
Min Anchor Spacing Distance, 1.750 in
Min Anchor Edge Distance Factor, 0.330
Min Anchor Edge Distance, 1.733 in
Tension Capacity Reduction Factors
Based on Anchor Spacing, fn = 0.700
Based on Anchor Edge Distance, fn = 0.600
Shear Capacity Toward Edae Reduction Factors
Based on Anchor Spacing, fv = 0.700
Based on Anchor Edge Distance, fv = 0.200
Shear Capacity Not Toward Edoe Reduction Factors
Based on Anchor Spacing, fv = 0.700
Based on Anchor Edge Distance, fv = 0.600
Calculated Reductions for Concrete Capacity
Tension Capacity Reduction
Based on Spacing, Rt1 =
Based on Edge Distance, Rt2 =
Reduction, Rt = Rt1 ' Rt2 =
Shear Toward Edge Capacity Reduction
Based on Spacing, Ref =
Based on Edge Distance, Re2 =
Reduction, Re = Re1 ' Re2 =
Shear Not Toward Edge Capacity Reduction
Based on Spacing, Rn1 =
Based on Edge Distance, Rn2 =
Reduction, Rn = Rn1 ' Rn2 =
Adjusted Allowable Loads
Concrete Allowables
Tension, Ptc = Tc • Inc' Rt =
V Toward Edge, Vtc = Vc • Inc Re =
V Not Toward Edge, Vnc = Vc • Inc' Rn =
Rod Steel Allowables
Tension,
Shear,
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
4,103 Ibs
5,991 Ibs
5,991 Ibs
Pts =Ts* Inc = 11,271 Ibs
Vts = Vs • Inc = 5,805 Ibs
Concrete Tension + Shear Toward Edge Interaction,
Uct = (Ps / Ptc) + (Vs / Vtc) = 0.938 OK
Concrete Tension + Shear Not Toward Edge Interaction,
Ucn = (Ps / Ptc) + (Vs / Vnc) = 0.938 OK
Rod Steel Tension + Shear Interaction,
Us = (Ps / Pts) + (Vs / Vts) = 0.117 OK
Concrete Thickness, Ut = t / e = 1.571 OK
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.14L00
SHEET NO:
f j
ENGINEER:
J. Wale
DATE:
May -06
ANALYSIS:
Voluntary Seismic Retrofit
STRUCTURAL ENGINEERS
J.J. VICIC Cr AJJLIUMICJ IIVU.
Wall Anchorage - Longitudinal Perimeter Walls (Walls A and G)
This spreadsheet performs supporting calculations for out -of -plane wall anchorage for the Voluntary Seismic Retrofit
of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code
Tributary Wall Weight
Allowable Stress Design Basis
Top -Of -Wall Elevation = h, = "264'' ft
Average Diaphragm Elevation = h„ = ft
Bottom -Of -Wall Elevation = h = 0.0 ft
Wall Thickness = T = inch
Wall Unit Weight = W = _ pcf
Tributary Wall Height = H = 13.209 ft
Tributary Wall Weight = W„ = 878 #/ft
IBC Sec. 1620.3.1 Anchorage Of Concrete Or Masonry Walls (Strength Design Basis)
Importance Factor = I = 1.00
Design Spectral Acceleration = SDS = 0.883
F = 280 #/ft
F = 0.10W„ = 88 #/ft
Fp3 = 0.8S = 620 1
F = 620 #/ft
Anchor Spacing = s =
EASD = Fp/ 1.4 =
F = sEASD =
F = 1.4F =
Continuity Tie At Wall - Simpson Hardware
Project 295 (Simpson Only).xls \Walls Long 12
8.00
Paired Unit - Model = E3L?S
Number Of Bolts =
Bolt Diameter /4; ; inches
Rod Diameter = d, = inches
Number of Paired Assemblies = N =
Wood Member Thickness = inches
Wood Capacity Each Pair = V„ = pounds
Steel Capacity Each Pair = V = 33 pounds
Frod = F / 2N = 1772 pounds
Total Wood Capacity = NV„ = Fwooa (allow) = 8020 pounds
Total Steel Capacity = NV F s , ee , (allow) = 13600 pounds
Wood Capacity Unity Check = F / Fwood (allow) = 0.44 OK
Steel Capacity Unity Check = F / Estee' (allow) = 0.36 OK
443 #/ft
pounds for non -steel elements
4963 pounds for steel elements
ft
H = (h, - h + 0.5(h, + h
W „ =TWFI/ 12
linked from Site
linked from Site
Sec. 1604.8.2
Sec. 1620.2.7
Eq. 16 -62
largest [F F Fp11
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.141.00
SHEET NO:
/9"
ENGINEER:
J. Wale
DATE:
May -06
ANALYSIS:
Voluntary Seismic Retrofit
-
Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -1S0 Adhesive System
Based on ICBO ER -5193
Anchor Rod Data
Anchorage Purpose,
Threaded Rod Diameter,
Embedment Depth,
Concrete Thickness,
Embedment to Diameter Ratio,
Applied Service Tension Load*,
Applied Service Shear Load,
'See last page F„ =[(F non- steel)/2]
Concrete Compressive Strength,
Rod Material,
Min Anchor Spacing,
Min Shear Toward Edge Distance, C=
Min Shear Not Toward Edge Distance, c =
Load Factors
Increase tor Short -Term Loading, Inc =
Allowable Tension Loads from Table 6
Tension Capacity of Concrete,
Tension Capacity of Rod Steel,
Allowable Shear Loads from Table 7
Shear Capacity of Concrete,
Shear Capacity of Rod Steel,
Spacing Distance for Full Capacity,
Edge Distance for Full Capacity,
Project 295 (Simpson Only).xlslHilti Long
J.J. 1/JGl1 (.111001./L4112 zo £LYt.a.
S T R U C T U R A L E N G I N E E R S
Eltddmal peTffnetat;
d = 3/4 in
e=
t=
Ps =
Vs =
f = '6'Of psi
S =
Tc =
Ts =
Vc =
Vs =
4.667
ASTM A36
in
in
Ibs
Ibs
in
in
in
3,078 Ibs
8,455 Ibs
4,495 Ibs
4,355 Ibs
Edge Distance & Spacing for Full Capacity from Table 6
7.000 in
5.250 in
Reduction Factors from Table 4
Min Anchor Spacing Distance Factor, 0.250
Min Anchor Spacing Distance, 1.750 in
Min Anchor Edge Distance Factor, 0.330
Min Anchor Edge Distance, 1.733 in
Tension Capacity Reduction Factors
Based on Anchor Spacing, fn = 0.700
Based on Anchor Edge Distance, fn = 0.600
Shear Capacity Toward Edge Reduction Factors
Based on Anchor Spacing, iv = 0.700
Based on Anchor Edge Distance, fv = 0.200
Shear Capacity Not Toward Edge Reduction Factors
Based on Anchor Spacing, fv = 0.700
Based on Anchor Edge Distance, fv = 0.600
Calculated Reductions for Concrete Capacity
Tension Capacity Reduction
Based on Spacing, Rt1 =
Based on Edge Distance, Rt2 =
Reduction, Rt = Rt1 • Rt2 =
Shear Toward Edge Capacity Reduction
Based on Spacing, Re1 =
Based on Edge Distance, Re2 =
Reduction, Re = Re1 • Re2 =
Shear Not Toward Edge Capacity Reduction
Based on Spacing, Rn1 =
Based on Edge Distance, Rn2 =
Reduction, Rn = Rnl • Rn2 =
Adjusted Allowable Loads
Concrete Allowables
Tension, Ptc = Tc • Inc • Rt =
V Toward Edge, Vtc = Vc • Inc • Re =
V Not Toward Edge, Vnc = Vc • Inc * Rn =
Rod Steel Allowables
Tension,
Shear,
1.000
0.744
0.744
1.000
0.488
0.488
1.000
0.744
0.744
3,053 Ibs
2,925 Ibs
4,458 Ibs
Pts = Ts * Inc = 11,271 Ibs
Vts = Vs • Inc = 5,805 Ibs
Concrete Tension + Shear Toward Edge Interaction,
Uct = (Ps / Ptc) + (Vs / Vtc) = 0.580 OK
Concrete Tension + Shear Not Toward Edge Interaction,
Ucn = (Ps / Ptc) + (Vs / Vnc) = 0.580 OK
Rod Steel Tension + Shear Interaction,
Us = (Ps / Pts) + (Vs / Vts) = 0.025 OK
Concrete Thickness, Ut = t / e = 1.571 OK
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.14}00
SI IEET NO:
It
ENGINEER:
J. Wale
DATE:
May -06
ANALYSIS:
Voluntary Seismic Retrofit
This spreadsheet performs supporting calculations for continuity ties for the Voluntary Seismic Retrofit of a one -story
rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code (IBC).
IBC Sec. 1616.4.2 Connections
Dead = D = 12.00 psi
Live = L = 12.20 psf
Area =A= 590 ft
F 0 05(D+L)A = 714 pounds
IBC Sec. 1620.2.4 Connections
Design Spectral Acceleration = Sus =
w = DA =
F = 0.133Soswp =
F = 0.05w =
Wall Force
Subdiaphragm Force
Number Subdiaphragms =N ='
Edge Reaction = V =- 6732= pounds
F NV,„„ „= 6732 pounds
Allowable Stress Design Basis
Continuity Tie - Simpson Hardware
Paired Unit - Model =
Number Of Bolts =
Bolt Diameter = e'f7/8 inches
Rod Diameter = d,„ 7/3 -- inches
Number of Paired Assemblies =N
Wood Member Thickness = '.;[6316” inches
Wood Capacity Each Pair = V„ .,14920 pounds
Steel Capacity Each Pair = V, 22400; pounds
F,„d = F /2N= 5997 pounds
Total Wood Capacity = NV, = F,wud(Nlo„ 1 = 14920 pounds
Total Steel Capacity = NV, = F „wl(wl„, „l= 22400 pounds
Wood Capacity Unity Check =F / F„ood(,IIow)= 0.80 OK
Steel Capacity Unity Check = F„ua / F,,,„, (yl„„ 1 = 0.75 OK
Project 295 (Simpson Only) xls \Tie Trans 14
J.). VIL1( V AJJVCIAICJ 11VC.
STRUCTURAL ENGINEERS
Continuity Ties - Transverse Direction (from Wall A to G)
0.883 g previously calculated
7080 pounds weight tributary to tie
832 pounds Eq. 16 -58
354 pounds Eq. 16 -59
Wall Anchorage Force =F,,=4
MAX Tie Spacing s= ?27.08 414 (24 typical)
F = F „s = 16791 pounds
F = 714 pounds
F 832 pounds
F 354 pounds
F 16791 pounds
F = 6732 pounds
F = 16791 pounds
F = F / 1.4 = 11994 pounds
F = 1 4F = 16791 pounds
ASD Basis
roof dead load
roof live load
area tributary to tie
strength level
previously calculated
strength level
previously calculated
strength level
largest [F F F F F
for non -steel elements
for steel elements
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO
2006.14800
SI IEET NO
ENGINEER:
.1. Wale
DATE:
May-06
ANALYSIS:
Voluntary Seismic Retrofit
J.S. DYER & ASSOCIATES INC.
SIRUCTLRAL. ENGINEERS
IBC Sec. 1616.4.2 Connections
Wall Force
Subdiaphragm Force
Allowable Stress Design Basis
Continuity Tie - Simpson Hardware
Project 295 (Simpson Only) xls \Tie Long 15
Continuity Ties - Longitudinal Direction (from Wall 1 to 10)
This spreadsheet performs supporting calculations for continuity ties for the Voluntary Seismic Retrofit ofa one -story
rigid wall / Flexible diaphragm structure in accordance with the 2003 International Building Code (IBC).
Dead =D= 12.00 psf
Live = L = 12.00 psf
Area = A = . 735- ft
Fr i = 0.05(DEL)A = 882 pounds
IBC Sec. 1620.2.4 Connections
Design Spectral Acceleration = Sos = 0.883 g previously calculated
w = DA = 8820 pounds weight tributary to tie
Fpi= 0 . 133 Suswp = 1036 pounds Eq. 16 -58
F 005w 441 pounds Eq. 16 -59
Wall Anchorage Force = F„.= `:.628:.' /1/ft
Tie Spacing = s =
F = F „s = 17008 pounds
Number Subdiaphragms =N =
Edge Reaction = V,,, = 13877 -, pounds
F = NV 13877 pounds
F = 882 pounds
F 1036 pounds
F = 441 pounds
F = 17008 pounds
F = 13877 pounds
F,= 17008 pounds
F= P /1.4= 12149 pounds
F „„ = 1.4F = 17008 pounds
Paired Unit - Model = HD8)k:
Number Of Bolts =
Bolt Diameter= .i °:2J$ inches
Rod Diameter = k = ;'. 7M:' inches
Number of Paired Assemblies = N =
Wood Member Thickness = ' 6"3i4' - inches
Wood Capacity Each Pair =V „= TOW pounds
Steel Capacity Each Pair = V, _ - 224001 pounds
F = F / 2N = 6074 pounds
Total Wood Capacity = NV„ = L (yl„„)= 14920 pounds
Total Steel Capacity =NV, = F,„ 22400 pounds
Wood Capacity Unity Check = F / „0](yl 0.81 OK
Steel Capacity Unity Check = F,,, /F „, = 0.76 OK
ASD Basis
roof dead load
roof live load
area tributary to tie
strength level
previously calculated
strength level
previously calculated
strength level
largest (F F F F F
for non -steel elements
for steel elements
J.S. DYER &ASSOCIATES INC.
STRUCTURAL ENGINEERS
24 Executive Park, Suite 200, Irvine, California 92614
(949) 296 -8858 Voice (949) 298 -0766 Fax
www.jsdyer.com
Structural Calculations
for
Project 2006.147.00
Mezzanine Level
20
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.144.00
SHEET NO:
Z1
ENGINEER:
J. Wale
DATE:
May-06
ANALYSIS:
Voluntary Seismic Retrofit
J.O. mien v LlJJVwnl. o ur...
This spreadsheet performs supporting calculations for out -of -plane wall anchorage for the Voluntary Seismic Retrofit
of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code
Tributary Wall Weight
STRUCTURAL ENGINEERS
Wall Anchorage - Transverse Perimeter Walls (Metz Wall 1)
Mid Height between Floors = h, = '.19.2:.' ft
Average Diaphragm Elevation = it, = 12:0 ft
Bottom -Of -Wall Elevation = h _ ' s0:0 :, ft
Wall Thickness = T =g5
Wall Unit Weight = W = -145'x pcf
Tributary Wall Height = H = 13.2 ft
Tributary Wall Weight = W = 877 #/ft
IBC Sec. 1620.3.1 Anchorage Of Concrete Or Masonry Walls (Strength Design Basis)
Allowable Stress Design Basis
Importance Factor = I = 1.00
Design Spectral Acceleration = SDS = 0.883
F = 280
F 0.10W,, = 88
620
F = 620
Anchorage At Wall - Simpson Hardware
F = 0 . 8 SDSIE Ww =
Anchor Spacing = s = 2.Q3 . ft
EASD = F / 1.4 = 443 #/ft
F = sE
F,,„ 1.4F =
Paired Unit - Model =
Number Of Bolts =
Bolt Diameter =
Rod Diameter = d,„
Number of Paired Assemblies = N
Wood Member Thickness =
Wood Capacity Each Pair = V =
Steel Capacity Each Pair = V, =
Fi =F /2N=
Total Wood Capacity = NV„ = Fwood (dlow) _
Total Steel Capacity = NV, = F ,,.) =
Wood Capacity Unity Check = F / Fwood (allow) =
Steel Capacity Unity Check = F / Fowl (avow) =
Project 295 (Simpson Ony).tds \Walls Transverse (2) 19
#/ft
#/ft
#/ft
#/ft
pounds
pounds
inches
3/4 ;inches
8`3/4 ;inches
8020 '3 pounds
113600`; pounds
1999 pounds
8020 pounds
13600 pounds
0.50 OK
0.41 OK
H= (h h +0.5(h +h
W TWH /12
linked from Site
linked from Site
Sec. 1604.8.2
Sec. 1620.2.7
Eq. 16-62
largest [F F
for non -steel elements
for steel elements
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.14} 00
SHEET NO:
St,
ENGINEER:
J. Wale
DATE:
May -06
ANALYSIS:
Voluntary Seismic Retrofit
Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -150 Adhesive System
Based on ICBO ER -5193
Anchor Rod Data
Anchorage Purpose,
Threaded Rod Diameter,
Embedment Depth,
Concrete Thickness,
Embedment to Diameter Ratio,
Applied Service Tension Load*, Ps
Applied Service Shear Load, Vs =
*See last page F„ =[(F non- steel)/2]
Concrete Compressive Strength, f'c =
Rod Material,
Min Anchor Spacing,
Min Shear Toward Edge Distance, c =
Min Shear Not Toward Edge Distance, c
Load Factors
Increase for Short-Term Loading, Inc =
Allowable Tension Loads from Table 8
Tension Capacity of Concrete,
Tension Capacity of Rod Steel,
Allowable Shear Loads from Table 7
Spacing Distance for Full Capacity,
Edge Distance for Full Capacity,
d = 3/4 in
ASTM A36
Tc
Ts =
Shear Capacity of Concrete, Vc = 4,495 Ibs
Shear Capacity of Rod Steel, Vs = 4,355 Ibs
Edge Distance & Spacing for Full Capacity from Table 6
Project 295 (Simpson Only).xls \Hilti transverse (2)
f.3. VLW( AINJUMI.co uvti.
STRUCTURAL ENGINEERS
4.667
ip
in
in
Ibs
Ibs
psi
in
In
3,078 Ibs
8,455 Ibs
7.000 in
5.250 in
Reduction Factors from Table 4
Min Anchor Spacing Distance Factor, 0.250
Min Anchor Spacing Distance, 1.750 in
Min Anchor Edge Distance Factor, 0.330
Min Anchor Edge Distance, 1.733 in
Tension Capacity Reduction Factors
Based on Anchor Spacing, fn = 0.700
Based on Anchor Edge Distance, fn = 0.600
Shear Capacity Toward Edge Reduction Factors
Based on Anchor Spacing, fv = 0.700
Based on Anchor Edge Distance, fv = 0.200
Shear Capacity Not Toward Edge Reduction Factors
Based on Anchor Spacing, N = 0.700
Based on Anchor Edge Distance, N = 0.600
Calculated Reductions for Concrete Capacity
Tension Capacity Reduction
Based on Spacing, Rt1 =
Based on Edge Distance, Rt2 =
Reduction, Rt = Rt1 • Rt2 =
Shear Toward Edge Capacity Reduction
Based on Spacing, Ref =
Based on Edge Distance, Re2 =
Reduction, Re = Re1 • Re2 =
Shear Not Toward Edge Capacity Reduction
Based on Spacing, Rn1 =
Based on Edge Distance, Rn2 =
Reduction, Rn = Rn1 " Rn2 =
Adjusted Allowable Loads
Concrete Allowables
Tension, Ptc = Tc • Inc • Rt =
V Toward Edge, Vtc = Vc • Inc " Re =
V Not Toward Edge, Vnc = Vc • Inc • Rn =
Rod Steel Allowables
Tension,
Shear,
1.000
0.744
0.744
1.000
0.488
0.488
1.000
0.744
0.744
3,053 Ibs
2,925 Ibs
4,458 Ibs
Pts = Ts • Inc = 11,271 Ibs
Vts = Vs • Inc = 5,805 Ibs
Concrete Tension + Shear Toward Edge Interaction,
Uct = (Ps / Ptc) + (Vs / Vtc) = 0.655 OK
Concrete Tension + Shear Not Toward Edge Interaction,
Ucn = (Ps 1 Ptc) + (Vs / Vnc) = 0.655 OK
Rod Steel Tension + Shear Interaction,
Us = (Ps / Pts) + (Vs / Vts) = 0.031 OK
Concrete Thickness, Ut = t / e = 1.571 OK
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.141.00
SHEET NO:
13
ENGINEER
J. Wale
DATE:
May -06
ANALYSIS:
Voluntary Seismic Retrofit
J.a. MLR Co A3DUCIA1M
STRUCTURAL ENGINEERS
Tributary Wall Weight
Wall Anchorage Transverse Perimeter Walls- Steel Anchor Rods (Metz Wall 1)
This spreadsheet performs supporting calculations for out -of -plane wall anchorage for the Voluntary Seismic Retrofit
of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code
(IBC).
Top -Of -Wall Elevation = h = :"19.2.; ft
Average Diaphragm Elevation = h„ _
Bottom -Of -Wall Elevation = h =
Wall Thickness = T = St5;4 °3 inch
Wall Unit Weight = W = (; 145 pcf
Tributary Wall Height = H = 13.2 ft H = (h - h,,) + 0.5(h„ +
Tributary Wall Weight = W = 877 #/ft W = TWH / 12
IBC Sec. 1620.3.1 Anchorage Of Concrete Or Masonry Walls (Strength Design Basis)
Allowable Stress Design Basis
Steel Anchor Road Design
Importance Factor = I = 1.00
Design Spectral Acceleration = SDS =
F =
F = 0.10W =
Fpi = 0.8SDSIEW =
F =
Anchor Spacing = s =
EAsD= Fp /1.4=
F = sEASD =
F ate = 1.4F =
Anchor Rod Material =
Yield Strength, Fy =
Ultimate Tensile Strength, Fu =
Rod Diameter =
Gross Area of Rod, Ag =
Net Tensile Area of Road, An =
Allowable Stress Increase =
Rod Tension Capacity Based on Yield Stress, T =
nsion Capacity Based on Ultimate Tensile Stress, T =
Wall Anchorage Demand, F ox] =
Rod Tension Capcity, T =
Steel Capacity Unity Check = F„ / F l w =
Project 295 (Simpson Onlypds Rods trans (2) 21
0.850
280 #/ft
88 #/ft
597 #/ft
597 #/ft
426 #/ft
3848
5387
ASTM A36
36 ksi
58 ksi
inches
0.442 in
0.334 in
pounds
pounds
1.33
12.692 k
12.900 k
5.387 k
12.692 k
0.42 OK
linked from Site
linked from Site
Sec. 1604.8.2
Sec. 1620.2.7
Eq. 16 -62
largest [F F F
for non -steel elements
for steel elements
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.141.00
SHEET NO:
/1-9
ENGINEER:
J. Wale
DATE:
May-06
ANALYSIS:
Voluntary Seismic Retrofit (North Bu Iding)
Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -150 Adhesive System
Based on ICBO ER -5193
Anchor Rod Data
Anchorage Purpose, mow!
eometert.I
Threaded Rod Diameter,
Embedment Depth,
Concrete Thickness,
Embedment to Diameter Ratio,
Applied Service Tension Load",
Applied Service Shear Load,
"See last page
Concrete Compressive Strength,
Rod Material,
Min Anchor Spacing,
Min Shear Toward Edge Distance, C=
Min Shear Not Toward Edge Distance, C=
Load Factors
Increase for Short-Term Loading, Inc =
Allowable Tension Loads from Table 6
Tension Capacity of Concrete,
Tension Capacity of Rod Steel,
Allowable Shear Loads from Table 7
Shear Capacity of Concrete,
Shear Capacity of Rod Steel,
Spacing Distance for Full Capacity,
Edge Distance for Full Capacity,
d = 3/4 in
Ps =
Vs =
f og psi
ASTM A36
Tc =
Ts =
Vc =
Vs =
4.667
848
Edge Distance & Spacing for Full Capacity from Table 6
Protect 295 (Simpson Only).xls\Hilti Rods trans (2)
J.S. DYER &Ab)UUA7EJ
S T R U C T U R A L E N G I N E E R S
in
in
Ibs
Ibs
fpi} in
0a; in
3,078 Ibs
8,455 Ibs
4,495 Ibs
4,355 Ibs
7.000 In
5.250 in
Reduction Factors from Table 4
Min Anchor Spacing Distance Factor, 0.250
Min Anchor Spacing Distance, 1.750 in
Min Anchor Edge Distance Factor, 0.330
Min Anchor Edge Distance, 1.733 in
Tension Capacity Reduction Factors
Based on Anchor Spacing, fn = 0.700
Based on Anchor Edge Distance, fn = 0.600
Shear Capacity Toward Edge Reduction Factors
Based on Anchor Spacing, fv = 0.700
Based on Anchor Edge Distance, N = 0.200
Shear Capacity Not Toward Edge Reduction Factors
Based on Anchor Spacing, N = 0.700
Based on Anchor Edge Distance, fv = 0.600
Calculated Reductions for Concrete Capacity
Tension Capacity Reduction
Based on Spacing, Rt1 =
Based on Edge Distance, Rt2 =
Reduction, Rt = Rt1 • Rt2 =
Shear Toward Edge Capacity Reduction
Based on Spacing, Ref =
Based on Edge Distance, Re2 =
Reduction, Re = Re1 • Re2 =
Shear Not Toward Edge Capacity Reduction
Based on Spacing, Rn1 =
Based on Edge Distance, Rn2 =
Reduction, Rn = Rn1 • Rn2 =
Adjusted Allowable Loads
Concrete Allowables
Tension, Ptc = Tc • Inc • Rt =
V Toward Edge, Vtc = Vc • Inc • Re =
V Not Toward Edge, Vnc = Vc • Inc • Rn =
Rod Steel Allowables
Tension,
Shear,
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
4,103 Ibs
5,991 Ibs
5,991 Ibs
Pts = Ts • Inc = 11,271 Ibs
Vts = Vs • Inc = 5,805 Ibs
Concrete Tension + Shear Toward Edge Interaction,
Uct = (Ps / Ptc) + (Vs / Vtc) = 0.938 OK
Concrete Tension + Shear Not Toward Edge Interaction,
Ucn = (Ps / Ptc) + (Vs / Vnc) = 0.938 OK
Rod Steel Tension + Shear Interaction,
Us = (Ps / Pts) + (Vs / Vts) = 0.117 OK
Concrete Thickness, Ut = t / e = 1.571 OK
J,OB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.1411.00
SHEET NO:
25"
ENGINEER:
J. Wale
DATE:
May -06
ANALYSIS:
Voluntary Seismic Retrofit
,/.a. I/IZA 0' AJJVUMIt3 JAt..
STRUCTURAL ENGINEERS
Wall Anchorage - Longitudinal Perimeter Walls (Merl Wall G)
This spreadsheet performs supporting calculations for out -of -plane wall anchorage for the Voluntary Seismic Retrofit
of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code
Tributary Wall Weight
Allowable Stress Desi n Basis
Top -Of -Wall Elevation = h, =
Average Diaphragm Elevation = h„ = r'12 0 4 ft
Bottom -Of -Wall Elevation = N = 1. ft
Wall Thickness = T = ° S 5'� i i nch
Wall Unit Weight = W =1,45„ pcf
Tributary Wall Height = H = 13.2 ft
Tributary Wall Weight = W,,. = 877 #/ft
IBC Sec. 16203.1 Anchorage Of Concrete Or Masonry Walls (Strength Design Basis)
Importance Factor = I = 1.00
Design Spectral Acceleration = Sips = 0.883
F = 280 #/ft
F 0.10W„,= 88 #/ft
F = 0.8S = 620 #/ft
F = 620 #/ft
Anchor Spacing = s =
EASD = F / 1.4 =
F= sE
F uel = 1.4F
Continuity Tie At Wall - Simpson Hardware
443
ft
#/ft
pounds
pounds
Paired Unit - Model =
Number Of Bolts =
Bolt Diameter = < :;314 % inches
Rod Diameter = `;`,` 3( °`?. inches
Number of Paired Assemblies = N =
Wood Member Thickness = r 5 13$x:, inches
Wood Capacity Each Pair = V„, = pounds
Steel Capacity Each Pair = V, = 13 q0. pounds
F, =F /2N= 1771 pounds
Total Wood Capacity = NV = F ( = 8020 pounds
Total Steel Capacity = NV, = Feted wow) = 13600 pounds
Wood Capacity Unity Check = F / Fw.„od (allow) = 0.44 OK
Steel Capacity Unity Check = Fnet / F, 1( , flow = 0.36 OK
Project 295 (Simpson Onty).xls \Walls Long (2) 23
H= (h h„) +0.5(h„ + h yo ,)
W„,= TWH /12
linked from Site
linked from Site
Sec. 1604.8.2
Sec. 1620.2.7
Eq. 16 -62
largest [F Fpz. Fp]]
for non -steel elements
for steel elements
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.141.00
SHEET NO:
UO
ENGINEER:
J. Wale
DATE:
May-06
ANALYSIS:
Voluntary Seismic Retrofit
•
Anchor Rod Data
Anchorage Purpose ttiViitaiiefititefOt
tMezz�(atl: ''
Threaded Rod Diameter,
Embedment Depth,
Concrete Thickness,
Embedment to Diameter Ratio,
Applied Service Tension Load ",
Applied Service Shear Load,
"See last page F, =[(F non- steel)/2]
Concrete Compressive Strength,
Rod Material,
Min Anchor Spacing,
Min Shear Toward Edge Distance, C=
Min Shear Not Toward Edge Distance, c =
Load Factors
Increase for Short-Term Loading, Inc =
Allowable Tension Loads from Table 6
Tension Capacity of Concrete,
Tension Capacity of Rod Steel,
Allowable Shear Loads from Table 7
Shear Capacity of Concrete,
Shear Capacity of Rod Steel,
Spacing Distance for Full Capacity,
Edge Distance for Full Capacity,
Project 295 (Simpson Only).xls Hilti Long (2)
�.�. lVY,rx &M1)UCIALt3 JIVI..
S T R U C T U R A L E N G I N E E R S
Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -150 Adhesive System
Based on ICBO ER -5193
f 'c =
Tc =
Ts =
Vc =
Vs =
dudlrtal jatartater Min Anchor Spacing Distance Factor, 0.250
Min Anchor Spacing Distance, 1.750 in
d = 3/4 in
4.667
ASTM A36
in
in
Ibs
Ibs
IQ psi
.(pin
in
in
3,078 Ibs
8,455 Ibs
4,495 Ibs
4,355 Ibs
Edge Distance & Spacing for Full Capacity from Table 6
7.000 In
5.250 in
Reduction Factors from Table 4
Min Anchor Edge Distance Factor, 0.330
Min Anchor Edge Distance, 1.733 in
Tension Capacity Reduction Factors
Based on Anchor Spacing, fn = 0.700
Based on Anchor Edge Distance, fn = 0.600
Shear Capacity Toward Edge Reduction Factors
Based on Anchor Spacing, N = 0.700
Based on Anchor Edge Distance, iv = 0.200
Shear Capacity Not Toward Edge Reduction Factors
Based on Anchor Spacing, fv = 0.700
Based on Anchor Edge Distance, fv = 0.600
Calculated Reductions for Concrete Capacity
Tension Capacity Reduction
Based on Spacing, Rt1 =
Based on Edge Distance, Rt2 =
Reduction, Rt = Rt1 " Rt2 =
Shear Toward Edge Capacity Reduction
Based on Spacing, Ref =
Based on Edge Distance, Re2 =
Reduction, Re = Re1 • Re2 =
Shear Not Toward Edge Capacity Reduction
Based on Spacing, Rn1 =
Based on Edge Distance, Rn2 =
Reduction, Rn = Rn1 • Rn2 =
Adjusted Allowable Loads
Concrete Allowables
Tension, Ptc = Tc • Inc • Rt =
V Toward Edge, Vtc = Vc • Inc • Re =
V Not Toward Edge, Vnc = Vc • Inc* Rn =
Rod Steel Allowables
Tension,
Shear,
1.000
0.744
0.744
1.000
0.488
0.488
1.000
0.744
0.744
3,053 Ibs
2,925 Ibs
4,458 Ibs
Pts = Ts • Inc = 11,271 Ibs
Vts = Vs • Inc = 5,805 Ibs
Concrete Tension + Shear Toward Edge Interaction,
Uct = (Ps / Ptc) + (Vs / Vtc) = 0.580 OK
Concrete Tension + Shear Not Toward Edge Interaction,
Ucn = (Ps / Ptc) + (Vs / Vnc) = 0.580 OK
Rod Steel Tension + Shear Interaction,
Us = (Ps / Pts) + (Vs / Vts) = 0.025 OK
Concrete Thickness, Ut = t / e = 1.571 OK
JOB NAME:
Upland Distribution Center
Andover Park West
.JOB NO:
2006.1411.00
SHEET NO.
•j 4
ENGINEER:
J. Wale
DATE:
May -06
ANALYSIS:
Voluntary Seismic Retrofit
This spreadsheet performs supporting calculations for continuity ties for the Voluntary Seismic Retrofit of a one -story
rigid wall / Flexible diaphragm structure in accordance with the 2003 International Building Code (IBC).
IBC Sec. 1616.4.2 Connections
IBC Sec. 1620.2.4 Connections
Design Spectral Acceleration = Sos = 0.883 g
w = DA = 7080 pounds
Fp2 O" 832 pounds
F = 0.05w = 354 pounds
Wall Force
Subdiaphragm Force
Allowable Stress Design Basis
Continuity Tie - Simpson Hardware
STRUCTURAL ENGINEERS
Continuity Ties - Transverse Direction (from Wall A to 6)
Dead = D = 12,00... psf
Live = L 1220 psf
Area = A = 590 lY
Fp'= 0.05(D +L)A = 714 pounds
Wall Anchorage Force = F „. _ 620 : #/ft
MAX Tie Spacing = s = : 27.08 11
F = F„s = 16791 pounds
Number Subdiaphragms =N =
Edge Reaction = V= 5820 pounds
F NV. = 5820 pounds
Paired Unit - Model = 431ift8rS
Number Of Bolts =
Bolt Diameter= "x- 7Jst== inches
Rod Diameter d, = 7!$-y inches
Number of Paired Assemblies = N = `- 3
Wood Member Thickness = . 6 3/4 inches
Wood Capacity Each Pair = V„= 74920' pounds
Steel Capacity Each Pair = V, = 22400 pounds
=F / 2N = 5997 pounds
Total Wood Capacity NV = tyl „ 14920 pounds
Total Steel Capacity = NV, = F,,, )= 22400 pounds
Wood Capacity Unity Check = F /F „� 0.80 OK
Steel Capacity Unity Check = Estee/ / lallm.)= 075 OK
Project 295 (Simpson Only) xls \Tie Trans (2) 25
F 714 pounds
F 832 pounds
F = 354 pounds
Fp4 = 16791 pounds
F = 5820 pounds
li = 16791 pounds
F =F 1.4 = 11994 pounds
F „, = 1 4F = 16791 pounds
(24' -7” typical)
ASD Basis
roof dead load
roof live load
area tributary to tie
strength level
previously calculated
weight tributary to tie
Eq. 16-58
Eq. 16 -59
previously calculated
strength level
previously calculated
strength level
largest [F F,2, F F F
for non steel elements
for steel elements
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.147.00
SHEET NO:
7 j
ENGINEER:
J. Wale
DATE:
Mary -06
ANALYSIS
Voluntary Seismic Retrofit
This spreadsheet performs supporting calculations for continuity tics for the Voluntary Seismic Retrofit of a one -story
rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code (IBC).
IBC Sec. 1616.4.2 Connections
IBC Sec. 1620.2.4 Connections
Design Spectral Acceleration = Sos =
ce = DA =
F = 0.133S
Fe3— 0O5wp=
Wall Force
Subdiaphragm Force
Number Subdiaphragms = N = : -' 1
Edge Reaction = V,,,, =- 5150- pounds
F NV 5150 pounds
Allowable Stress Design Basis
Continuity Tie - Simpson Hardware
,). J. LI L11 LT 11JJVld[1 III U.
STRUC fL RAL ENGINEERS
Continuity Ties - Longitudinal Direction (from Wall 1 to 10)
Dead =D= -12.00 psf
Live =L = 12.00 psf
Area =A= 735. fl
F 005(D +L)A = 882 pounds
Wall Anchorage Force =F „.= `- 628 :: 4/11
Tie Spacing = s = :.:27.08” ft
F = F „s = 17008 pounds
Fpl = 882 pounds
F 1036 pounds
F = 441 pounds
F = 17008 pounds
F = 5150 pounds
F' = 17008 pounds
F =F 14= 12149 pounds
Eska = 1.4F= 17008 pounds
Paired Unit - Model = HD8tS;
Number Of Bolts = 'y
Bolt Diameter =
Rod Diameter = d =
Number of Paired Assemblies = N =`
Wood Member Thickness=
Wood Capacity Each Pair = V „. = t4420
Steel Capacity Each Pair = V, = fl 22400
F „, = F / 2N = 6074
Total Wood Capacity =NV F„ j = 14920
Total Steel Capacity = NV, = F,,,,,,, „ 22400
Wood Capacity Unity Check =F/F„ 0.81
Steel Capacity Unity Check =F,,. / F 10)10 „ 1 = 0.76
Project 295 (Simpson Only) xls \Tie Long (2) 26
roof dead load
roof live load
area tributary to tie
strength level
0.883” g previously calculated
8820 pounds weight tributary to tie
1036 pounds Eq. 16-58
441 pounds Eq. 16 -59
inches
inches
inches
pounds
pounds
pounds
pounds
pounds
OK
OK
previously calculated
strength level
previously calculated
strength level
largest ( F p l , F F E E , 4 1
ASD Basis for non -steel elements
for steel elements
Jai Vrcx &A»UCIALA) IJVC.
S T R U C T U R A L E N G I N E E R S
24 Executive Park, Suite 200, Irvine, California 92614
(949) 296 -8858 Voice (949) 296 -0766 Fax
www.jsdyer.com
Structural Calculations
for
Project 2006.147.00
Zone Four Hardware
Z1
fa. UI'CIC 0VLINA miCJ MU.
S T R U C T U R A L E N G I N E E R S
24 Executive Park, Suite 200, Irvine, California 92614
(949) 296-8858 Voice (949) 296-0766 Fax
www.jsdyer.com
Structural Calculations
for
Project 2006.147.00
Roof Level
30
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.143.00
SHEET NO:
3 [
ENGINEER:
J. Wale
DATE:
May -06
ANALYSIS:
Voluntary Seismic Retrofit
J.O. L1 LAI W IWVV WALLY L V.
STRUCTURAL ENGINEERS
Wall Anchorage - Transverse Perimeter Walls (Walls 1 and 10)
This spreadsheet performs supporting calculations for out -of -plane wall anchorage for the Voluntary Seismic Retrofit
of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code
Tributary Wall Weight
Top -Of -Wall Elevation = h, =
Average Diaphragm Elevation = h„ =
Bottom -Of -Wall Elevation = h _ �0; -: ft
Wall Thickness T 5 5 t inch
Wall Unit Weight = W = L145 pcf
Tributary Wall Height = H = 13.209 ft
Tributary Wall Weight = W = 878 #/ft
IBC Sec. 1620.3.1 Anchorage Of Concrete Or Masonry Walls (Strength Design Basis)
Allowable Stress Design Basis
Importance Factor = I = 1.00
Design Spectral Acceleration = SDS = 0.883
F = 280
F 0.10W 88
F = 0.8S = 620
F = 620
Continuity Tie At Wall - Zone 4 Hardware
Ancha=s `'9:03,x; ft
E ASD F cing p /1.4= 443 #/ft
F = sEAsn =
F = 1.4F =
Protect 295 (Zone Four Only).xls \Walls Transverse 3
4001
5602
#/ft
#/ft
#/ft
#/ft
pounds
pounds
CT/T2 Paired Unit - Model =
Number Of Bolts =
Bolt Diameter = inches
Rod Diameter = ' 3/4 :" inches
Number of Paired Assemblies =N =
Wood Member Thickness = d .3e inches
Wood Capacity Each Pair = V = +:'S07 %r pounds
Steel Capacity Each Pair = V, = pounds
F, = F / 2N = 2001 pounds
Total Wood Capacity = NV = F wood (,fl = 5071 pounds
Total Steel Capacity = NV, = F„xf Wfow) = 22503 pounds
Wood Capacity Unity Check = F / Fwood maw) = 0.79 OK
Steel Capacity Unity Check = FMcei / Fined (allow) = 0.25 OK
H = (h, - h.) + 0.5(h„ + hbQJ
W =TWH/ 12
linked from Site
linked from Site
Sec. 1604.8.2
Sec. 1620.2.7
Eq. 16-62
largest [F F F
for non -steel elements
for steel elements
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.141.00
SHEET NO:
37,
ENGINEER:
J. Wale
DATE:
May -06
ANALYSIS:
Voluntary Seismic Retrofit
J.O. L/LCIt C?tYJJIIt,JL1l LJ IITUJ.
S T R U C T U R A L E N G I N E E R S
Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -150 Adhesive System
Based on ICBO ER -5193
Anchor Rod Data
Anchorage Purpose,
Threaded Rod Diameter,
Embedment Depth,
Concrete Thickness,
Embedment to Diameter Ratio,
Applied Service Tension Load*,
Applied Service Shear Load,
*See last page F rod =[(F non- steel)/2]
Concrete Compressive Strength,
Rod Material,
Min Anchor Spacing,
Load Factors
Increase for Short -Term Loading, Inc =
Allowable Tension Loads from Table 8
Tension Capacity of Concrete,
Tension Capacity of Rod Steel,
Allowable Shear Loads from Table 7
Shear Capacity of Concrete,
Shear Capacity of Rod Steel,
Spacing Distance for Full Capacity,
Edge Distance for Full Capacity,
rs for Trarrlarse parineter
d = 3/4 in
Ps
Vs =
f 'c =
Tc =
Ts =
V c =
Vs =
4.667
ASTM A36
S=
Protect 295 (Zone Four Only).xls\Hilti transverse
Min Shear Toward Edge Distance, c = #i0 in
Min Shear Not Toward Edge Distance, c =F * 00 in
in
in
E01 Ibs
(k` Ibs
Ott'. psi
3s
in
3,078 Ibs
8,455 Ibs
4,495 Ibs
4,355 Ibs
Edge Distance & Spacing for Full Capacity from Table 8
7.000 in
5.250 in
Reduction Factors from Table 4
Min Anchor Spacing Distance Factor, 0.250
Min Anchor Spacing Distance, 1.750 in
Min Anchor Edge Distance Factor, 0.330
Min Anchor Edge Distance, 1.733 in
Tension Capacity Reduction Factors
Based on Anchor Spacing, fn = 0.700
Based on Anchor Edge Distance, fn = 0.600
Shear Capacity Toward Edge Reduction Factors
Based on Anchor Spacing, fv = 0.700
Based on Anchor Edge Distance, fv = 0.200
Shear Capacity Not Toward Edge Reduction Factors
Based on Anchor Spacing, N = 0.700
Based on Anchor Edge Distance, N = 0.600
Calculated Reductions for Concrete Capacity
Tension Capacity Reduction
Based on Spacing, Rt1 =
Based on Edge Distance, Rt2 =
Reduction, Rt = Rt1 • Rt2 =
Shear Toward Edge Capacity Reduction
Based on Spacing, Ref =
Based on Edge Distance, Re2 =
Reduction, Re = Re1 • Re2 =
Shear Not Toward Edge Capacity Reduction
Based on Spacing, Rn1 =
Based on Edge Distance, Rn2 =
Reduction, Rn = Rn1 • Rn2 =
Adjusted Allowable Loads
Concrete Allowables
Tension, Ptc = Tc * Inc * Rt =
V Toward Edge, Vtc = Vc * Inc • Re =
V Not Toward Edge, Vnc = Vc • Inc • Rn =
Rod Steel Allowables
Tension,
Shear,
1.000
0.744
0.744
1.000
0.488
0.488
1.000
0.744
0.744
3,053 Ibs
2,925 Ibs
4,458 Ibs
Pts = Ts • Inc = 11,271 Ibs
Vts = Vs • Inc = 5,805 Ibs
Concrete Tension + Shear Toward Edge Interaction,
Uct = (Ps / Ptc) + (Vs / Vtc) = 0.655 OK
Concrete Tension + Shear Not Toward Edge Interaction,
Ucn = (Ps / Ptc) + (Vs / Vnc) = 0.655 OK
Rod Steel Tension + Shear Interaction,
Us = (Ps / Pts) + (Vs / Vts) = 0.032 OK
Concrete Thickness, Ut = t f e = 1.571 OK
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.14300
SHEET NO:
3 3
ENGINEER:
J. Wale
DATE:
May -06
ANALYSIS:
Voluntary Seismic Retrofit
Wall Anchorage Transverse Perimeter Walls Steel Anchor Rods (Walls 1 and 10)
This spreadsheet performs supporting calculations for out -of -plane wall anchorage for the Voluntary Seismic Retrofit
of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code
(IBC).
Tributary Wall Weight
J.V. Y■ ■al V LLJ ✓vvaaaa a.v
STRUCTURAL ENGINEERS
Top - Of - Wail Elevation = h = 't 6"i4 ft
Average Diaphragm Elevation = h„ = '26.4 ffi ft
Bottom -Of -Wall Elevation = h bot = °,' p0'` ft
Wall Thickness = T = • : 5.5.' 3 inch
Wall Unit Weight = W = 44,5 pcf
Tributary Wall Height = H = 13.209 ft
Tributary Wall Weight = W 878 #/ft
IBC Sec. 1620.3.1 Anchorage Of Concrete Or Masonry Walls (Strength Design Basis)
Allowable Stress Design Basis
Steel Anchor Road Design
Importance Factor = I = 1.00 linked from Site
Design Spectral Acceleration = S = 0.850 linked from Site
F = 280 #/ft Sec. 1604.8.2
F = 0.10W = 88 #/ft Sec. 1620.2.7
F = 0.8SDSIEW = 597 #/ft Eq. 16 -62
F = 597 #/ft largest [F F F
Anchor Spacing = s =L9.0 J ft
EASD = F / 1.4 = 426 #/ft
F= sE
F = 1.4F =
Anchor Rod Material = ASTM A36
Yield Strength, Fy = 36 ksi
Ultimate Tensile Strength, Fu = 58 ksi
Rod Diameter =r3
3850
5390
Gross Area of Rod, Ag = 0.442 1n
Net Tensile Area of Road, An = 0.334 in
Allowable Stress Increase = 1.33
Rod Tension Capacity Based on Yield Stress, T = 12.692 k
nsion Capacity Based on Ultimate Tensile Stress, T = 12.900 k
Wall Anchorage Demand, Fi = 5.390 k
Rod Tension Capcity, T = 12.692 k
Steel Capacity Unity Check = Fu / Fated ( = 0.42 OK
Project 295 (Zone Four Only)Adst Rods trans 5
11= (h, h „) + 0.5(h„ +h
W TWH /12
pounds for non -steel elements
pounds for steel elements
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.111.00
SHEET NO:
3
ENGINEER:
J. Wale
DATE:
May -06
ANALYSIS:
Voluntary Seismic Retrofit (North Bu Iding)
Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -150 Adhesive System
Based on ICBO ER -5193
Anchor Rod Data
Anchorage Purpose, :Wattling ransvers
pertmeter (Walls
Threaded Rod Diameter,
Embedment Depth,
Concrete Thickness,
Embedment to Diameter Ratio,
Applied Service Tension Load*,
Applied Service Shear Load,
*See last page
Concrete Compressive Strength,
Rod Material,
Min Anchor Spacing,
Min Shear Toward Edge Distance,
Min Shear Not Toward Edge Distance,
Load Factors
Allowable Tension Loads from Table 8
Tension Capacity of Concrete,
Tension Capacity of Rod Steel,
Allowable Shear Loads from Table 7
Shear Capacity of Concrete,
Shear Capacity of Rod Steel,
Spacing Distance for Full Capacity,
Edge Distance for Full Capacity,
J.J. JJJDlt 17/11.70t!(i1lhJLJ ll Ms.
S T R U C T U R A L E N G I N E E R S
d = 3/4 In
4.667
Ps = < � R :5i: Ibs
Vs =_< ``;;;i) Ibs
f'c= ?<:*;4 3(# psi
ASTM A36
Dd in
c = :,;;24:110#
Increase for Short-Term Loading, Inc = <l':3
Tc =
Ts =
V c =
Vs =
Project 295 (Zone Four Only).xls\Hilti Rods trans
in
in
in
in
3,078 Ibs
8,455 Ibs
4,495 Ibs
4,355 Ibs
Edge Distance & Spacing for Full Capacity from Table 8
7.000 in
5.250 in
Reduction Factors from Table 4
Min Anchor Spacing Distance Factor, 0.250
Min Anchor Spacing Distance, 1.750 in
Min Anchor Edge Distance Factor, 0.330
Min Anchor Edge Distance, 1.733 in
Tension Capacity Reduction Factors
Based on Anchor Spacing, fn = 0.700
Based on Anchor Edge Distance, fn = 0.600
Shear Capacity Toward Edge Reduction Factors
Based on Anchor Spacing, fv = 0.700
Based on Anchor Edge Distance, fv = 0.200
Shear Capacity Not Toward Edge Reduction Factors
Based on Anchor Spacing, fv = 0.700
Based on Anchor Edge Distance, fv = 0.600
Calculated Reductions for Concrete Capacity
Tension Capacity Reduction
Based on Spacing, Rt1 =
Based on Edge Distance, Rt2 =
Reduction, Rt = Rt1 • Rt2 =
Shear Toward Edge Capacitv Reduction
Based on Spacing, Ref =
Based on Edge Distance, Re2 =
Reduction, Re = Re1 • Re2 =
Shear Not Toward Edge Capacity Reduction
Based on Spacing, Rn1 =
Based on Edge Distance, Rn2 =
Reduction, Rn = Rnl • Rn2 =
Adjusted Allowable Loads
Concrete Allowables
Tension, Ptc = Tc • Inc • Rt =
V Toward Edge, Vtc = Vc • Inc • Re =
V Not Toward Edge, Vnc = Vc • Inc • Rn =
Rod Steel Allowables
Tension,
Shear,
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
4,103 Ibs
5,991 Ibs
5,991 Ibs
Pts = Ts • Inc = 11,271 Ibs
Vts = Vs • Inc = 5,805 Ibs
Concrete Tension + Shear Toward Edge Interaction,
Uct = (Ps / Ptc) + (Vs / Vtc) = 0.938 OK
Concrete Tension + Shear Not Toward Edge Interaction,
Ucn = (Ps / Ptc) + (Vs / Vnc) = 0.938 OK
Rod Steel Tension + Shear Interaction,
Us = (Ps / Pts) + (Vs / Vts) = 0.117 OK
Concrete Thickness, Ut = t / e = 1.571 OK
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.10.00
SHEET NO:
35
ENGINEER:
J. Wale
DATE:
May -06
ANALYSIS:
Voluntary Seismic Retrofit
J.U. • AA !JAM a✓ Ll.J ✓VV![!!!4✓ u TV.
STRUCTURAL ENGINEERS
This spreadsheet performs supporting calculations for out -of -plane wall anchorage for the Voluntary Seismic Retrofit
of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code
Tributary Wall Weight
Allowable Stress Design Basis
Wall Anchorage - Longitudinal Perimeter Walls (Walls A and G)
Top -Of -Wall Elevation = h oop =
Average Diaphragm Elevation = h„ =
Bottom -Of -Wall Elevation = h =
Wall Thickness = T =
Wall Unit Weight = W =
Tributary Wall Height = H =
Tributary Wall Weight = W =
IBC Sec. 1620.3.1 Anchorage Of Concrete Or Masonry Walls (Strength Design Basis)
Importance Factor = I = 1.00
0.883
Fp1 = 280
F = 0.10W = 88
F = 0.8S = 620
F = 620
Design Spectral Acceleration = SDS =
Continuity Tie At Wall - Zone 4 Hardware
.4-', ft
ft
inch
45m; pcf
13.209 ft
878 #/ft
Anchor Spacing = s =LS b0 ; ft
EASO= F /1.4= 443
F = sEASn
F oul = 1.4F =
CT/f2 Paired Unit - Model =
Number Of Bolts =
Bolt Diameter =
Rod Diameter =
Number of Paired Assemblies = N =
Wood Member Thickness =
Wood Capacity Each Pair = V =
Steel Capacity Each Pair = V, =
F rog =F /2N=
Total Wood Capacity = NV = Fwood (allow) =
Total Steel Capacity = NV, = F „„,, allow) =
Wood Capacity Unity Check = F / F (allow) =
Steel Capacity Unity Check = F „ / F „ w =
Project 295 (Zone Four Only).xls \Walls Long 7
#/ft
#/ft
#/ft
#/ft
#/ft
pounds
pounds
inches
'inches
I inches
pounds
225Q3' # pounds
1772 pounds
5071 pounds
22503 pounds
0.70 OK
0.22 OK
H= (h h„) +0.5(h„ +h
W TWH /12
linked from Site
linked from Site
Sec. 1604.8.2
Sec. 1620.2.7
Eq. 16 -62
largest [F F F
for non -steel elements
for steel elements
MO/ 111.11141111101011
M Of ALL COMS•
.Mumn
ffeerai
NMI 110011831
St WWI
f i il CRIMPIINZY IL ILO
• W -was
Sat
111111111110111 MUM
JOB $JANE:
Upland Distribution Center
Andover Park West
JOB NO:
2006.14100
SHEET NO:
3 L
ENGINEER:
J. Wale
DATE:
May-O6
ANALYSIS:
Voluntary Seismic Retrofit
Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -150 Adhesive System
Based on ICBO ER -5193
Anchor Rod Data
Anchorage Purpose,
Threaded Rod Diameter,
Embedment Depth,
Concrete Thickness,
Embedment to Diameter Ratio,
Applied Service Tension Load *, Ps =
Applied Service Shear Load, Vs =
"See last page F, =[(F non- steel)/2]
Concrete Compressive Strength, f 'c =
Rod Material,
Min Anchor Spacing,
Load Factors
Increase for Short -Term Loading, Inc =
Allowable Tension Loads from Table 6
Tension Capacity of Concrete,
Tension Capacity of Rod Steel,
Allowable Shear Loads from Table 7
Shear Capacity of Concrete,
Shear Capacity of Rod Steel,
Spacing Distance for Full Capacity,
Edge Distance for Full Capacity,
J.O. IJILA 17 1100l/t4111.LO
STRUCTURAL ENGINEERS
d = 3/4 In
Tc =
Ts =
Vc =
Vs =
Project 295 (Zone Four OnIy).xlsU -tilti Long
4.667
ASTM A36
iar =:
Min Shear Toward Edge Distance, c = :: -:�fl ..... 0 in
Min Shear Not Toward Edge Distance, c = £}.0)} in
Inatpermteter. Min Anchor Spacing Distance Factor, 0.250
Min Anchor Spacing Distance, 1.750 in
Ibs
1' Ibs
psi
:: in
3,078 Ibs
8,455 Ibs
4,495 lbs
4,355 Ibs
Edge Distance & Spacing for Full Capacity from Table 6
7.000 in
5.250 in
Reduction Factors from Table 4
Min Anchor Edge Distance Factor, 0.330
Min Anchor Edge Distance, 1.733 in
Tension Capacity Reduction Factors
Based on Anchor Spacing, fn = 0.700
Based on Anchor Edge Distance, fn = 0.600
Shear Capacity Toward Edge Reduction Factors
Based on Anchor Spacing, fv = 0.700
Based on Anchor Edge Distance, fv = 0.200
Shear Capacity Not Toward Edge Reduction Factors
Based on Anchor Spacing, fv = 0.700
Based on Anchor Edge Distance, fv = 0.600
Calculated Reductions for Concrete Capacity
Tension Capacity Reduction
Based on Spacing, Rt1 =
Based on Edge Distance, Rt2 =
Reduction, Rt = Rt1 • Rt2 =
Shear Toward Edge Capacity Reduction
Based on Spacing, Re1 =
Based on Edge Distance, Re2 =
Reduction, Re = Re1 • Re2 =
Shear Not Toward Edge Capacity Reduction
Based on Spacing, Rn1 =
Based on Edge Distance, Rn2 =
Reduction, Rn = Rn1 • Rn2 =
Adjusted Allowable Loads
Concrete Allowables
Tension, Ptc = Tc * Inc * Rt =
V Toward Edge, Vtc = Vc *Inc * Re =
V Not Toward Edge, Vnc = Vc * Inc " Rn =
Rod Steel Allowables
Tension,
Shear,
1.000
0.744
0.744
1.000
0.488
0.488
1.000
0.744
0.744
3,053 lbs
2,925 Ibs
4,458 Ibs
Pts = Ts • Inc = 11,271 Ibs
Vts = Vs • Inc = 5,805 Ibs
Concrete Tension + Shear Toward Edge Interaction,
Uct = (Ps / Ptc) + (Vs / Vtc) = 0.580 OK
Concrete Tension + Shear Not Toward Edge Interaction,
Ucn = (Ps / Ptc) + (Vs / Vnc) = 0.580 OK
Rod Steel Tension + Shear Interaction,
Us = (Ps / Pts) + (Vs / Vts) = 0.025 OK
Concrete Thickness, Ut = t / e = 1.571 OK
JOB NAME
Upland Distribution Center
Andover Park West
JOB NO:
2006.141.00
SHEET NO-
ENGINEER:
J. Wale
DATE:
May -06
ANALYSIS:
Voluntary Seismic Retrofit
This spreadsheet performs supporting calculations for continuity ties for the Voluntary Seismic Retrofit ofa one -story
rigid wall / flexible diaphragm stricture in accordance with the 2003 International Building Code (IBC)-
IBC Sec. 1616.4.2 Connections
IBC Sec. 1620.2.4 Connections
Design Spectral Acceleration = S = 0.883 g
w = DA = 7080 pounds
Fp2 0133 Snswp = 832 pounds
F =005w = 354 pounds
Wall Force
Allowable Stress Design Basis
Continuity Tic - Zone 4 Hardware
Dead =D= 12.00 psf
Live =L= - 12.20 psf
Area = A = 590 11
Fpl = 0.05(D +L)A = 714 pounds
Project 295 (Zone Four Only) .xls \Tie Trans 9
STRUCTURAL ENGINEERS
Continuity Ties - Transverse Direction (from Wall A to G)
Wall Anchorage Force = F„ = # /f1
MAX Tie Spacing = s = 27:08". fl (24' -7" typical)
F = F „s = 16791 pounds
Subdiaphragm Force
Number Subdiaphragms = N = I.
Edge Reaction = V,,, = ” 6732' pounds
F = NV,,,„ = 6732 pounds
CT/T2 Paired Unit - Model =
Numher Of Bolts =1
Bolt Diameter= ; '_172-°; inches
Rod Diameter =. :3f4`' inches
Number of Paired Assemblies = N =
Wood Member Thickness = .:.3,50 :inches
Wood Capacity Each Pair = V„.= = ;1 5 5548. pounds
Steel Capacity Each Pair = V, = 22503, pounds
F, = F / 2N = 5997 pounds
Total Wood Capacity = NV„ = F „ 011„ „) = 15548 pounds
Total Steel Capacity = NV, = F „„ o n o „ ) = 22503 pounds
Wood Capacity Unity Check =F/ F„,„b(y)"„)= 077 OK
Steel Capacity Unity Check = F „ / F,„„,, (alle „)= 0.75 OK
roof dead load
roof live load
area tributary to tie
strength level
previously calculated
weight tributary to tie
Eq. 16 -58
Eq. 16 -59
previously calculated
strength level
previously calculated
strength level
F = 714 pounds
F =- 832 pounds
F 354 pounds
I: 16791 pounds
F = 6732 pounds
largest [F F P F F
Fp = 16791 pounds
F = F / 1 1.4 = 11994 pounds for non -steel elements
P
F = .4F = 16791 pounds ASI) Basis for steel elements
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.15100
SHEET NO:
't'
ENGINEER:
J. Wale
DATE
Mav -06
ANALYSIS:
Voluntary Seismic Retrofit
sfeucfuRAL[ NCim
IBC Sec. 1616.4.2 Connections
Walt Force
Allowable Stress Design Basis
Continuity Tie- Zone 4 Hardware
Continuity Ties - Longitudinal Direction (from Wall 1 to 10)
This spreadsheet performs supporting calculations for continuity ties for the Voluntary Seismic Retrofit of a one -story
rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code (IBC).
Dead =D= ,!1290 psf
Live L = 32,00 psf
Area= A=t.73 ft
F 0.05(D+L)A= 882 pounds
IBC Sec. 1620.2.4 Connections
Design Spectral Acceleration — Sos _ a,(1,S83 g
w = DA — 8820 pounds
F 0.133Sosw 1036 pounds
F =0.05w = 441 pounds
Wall Anchorage Force =
Tie Spacing= s — 27,08' Y ft
Fp =F„s= 17008 pounds
Subdiaphragm Force
Number Subdiaphragms = N =
Edge Reaction = V =3n7 pounds
F =NV 13877 pounds
F =
F1,2 =
Fp —
Fp
F =
F P =
F= F /1.4
F„„, = 1.4F
CTfr2 Paired Unit - Model
Number Of Bolts
Bolt Diameter=- ,) ft:) inches
Rod Diameter - 3/4 .' inches
Number of Paired Assemblies - N =
Wood Member Thickness —350 inches
Wood Capacity Each Pair V „= "Y 534$ pounds
Steel Capacity Each Pair= V, =0503 pounds
P, =F /2N— 6074 pounds
Total Wood Capacity NV „ =F„„d(n - 15548 pounds
Total Steel Capacity NV, =F, 22503 pounds
Wood Capacity Unity Check — F / F Wes) = 0.78 OK
Steel Capacity Unity Check - F,su / Fps w = 0.76 OK
Peeled 295 (Zone Far Only).idatlte Long 10
882 pounds
1036 pounds
441 pounds
17008 pounds
13877 pounds
17008 pounds
pounds
12149
pounds
ASD Basis
roof dead load
roof live load
area tributary to tie
strength level
previously calculated
weight tributary to tie
Eq. 16 -58
Eq. 16-59
previously calculated
strength level
previously calculated
strength level
largest [F F Fp, Fp, F
for non -steel elements
for steel elements
J.J. VIti( 0*IMUL AIL3 1LV(.. 3G\
S T R U C T U R A L E N G I N E E R S
24 Executive Park, Suite 200, Irvine, California 92614
(949) 296-8858 Voice (949) 296-0766 Fax
www.jsdyer.com
Structural Calculations
for
Project 2006.147.00
Mezzanine Level
J,OB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.141.00
SHEET NO:
K17
ENGINEER:
J. Wale
DATE:
May -06
ANALYSIS•
Voluntary Seismic Retrofit
This spreadsheet performs supporting calculations for out -of -plane wall anchorage for the Voluntary Seismic Retrofit
of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code
Tributary Wall Weight
Allowable Stress Design Basis
Wall Anchorage - Transverse Perimeter Walls (Mezz Wall 1)
Mid Height between Floors = h, =
Average Diaphragm Elevation = h„ =
Bottom -Of -Wall Elevation = h =
Wall Thickness = T =
Wall Unit Weight = W =
Tributary Wall Height = H =
Tributary Wall Weight = W,,, =
STRUCTURAL ENGINEERS
IBC Sec. 1620.3.1 Anchorage Of Concrete Or Masonry Walls (Strength Design Basis)
Importance Factor = I = 1.00
Design Spectral Acceleration = Sips = 0.883
F = 280
F p2= 0 88
F = 0.8S W = 620
F = 620
Continuity Tie At Wall - Zone 4 Hardware
Protect 295 (Zone Four Only)xls \Walls Transverse (2) 12
F = sE
F„, =1.4F=
CT/T2 Paired Unit - Model
Number Of Bolts =
Bolt Diameter =
Rod Diameter =
Number of Paired Assemblies = N =
Wood Member Thickness =
Wood Capacity Each Pair = V =
Steel Capacity Each Pair = V, _
F, =F /2N=
Total Wood Capacity = NV, = Fwood ( =
Total Steel Capacity = NV, = F, ( =
Wood Capacity Unity Check = F / Fwood w =
Steel Capacity Unity Check = F„,�, / Fo ( =
9.2 i= ft
2,0 ft
0.0 ft
fi
5: "inch
fi
5 U pef
13.2 ft
877 #/ft
Anchor Spacing = s = `9:Q3 ft
EASO = F 1.4 = 443 #/ft
#/ft
#/ft
#/ft
#/ft
pounds
pounds
inches
inches
inches
50;7`2' I Pounds
,22503 pounds
1999 pounds
5071 pounds
22503 pounds
0.79 OK
0.25 OK
H= (h, hp) +0.5(hp +h
W TWH /12
linked from Site
linked from Site
Sec. 1604.8.2
Sec. 1620.2.7
Eq. 16 -62
largest [F F F
for non -steel elements
for steel elements
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.141.00
SHEET NO:
YP
ENGINEER:
J. Wale
DATE:
May -06
ANALYSIS:
Voluntary Seismic Retrofit
Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -150 Adhesive System
Based on ICBO ER -5193
Anchor Rod Data
Anchorage Purpose, MON n
;(Miami V
Threaded Rod Diameter,
Embedment Depth,
Concrete Thickness,
Embedment to Diameter Ratio,
Applied Service Tension Load*,
Applied Service Shear Load,
"See last page F =((F non- steel)/2]
Concrete Compressive Strength,
Rod Material,
Min Anchor Spacing,
Min Shear Toward Edge Distance, c =
Min Shear Not Toward Edge Distance, c =
Load Factors
Increase for Short-Term Loading, Inc
Allowable Tension Loads from Table 6
Tension Capacity of Concrete,
Tension Capacity of Rod Steel,
Allowable Shear Loads from Table 7
Shear Capacity of Concrete,
Shear Capacity of Rod Steel,
Spacing Distance for Full Capacity,
Edge Distance for Full Capacity,
�/. J. 1llLlt ('JLYJUt,.U11LJ JJVtn
STRUCTURAL ENGINEERS
d = 3/4 in
e=
t=
Ps =
Vs =
f 'c =
4.667
t109 psi
ASTM A36
Tc =
Ts =
V c =
Vs =
in
in
Ibs
Ibs
in
In
in
3,078 Ibs
8,455 Ibs
4,495 Ibs
4,355 Ibs
Edge Distance & Spacing for Full Capacity from Table 6
7.000 in
5.250 in
Project 295 (Zone Four Only).xls\Hilti transverse (2)
Reduction Factors from Table 4
Min Anchor Spacing Distance Factor, 0.250
Min Anchor Spacing Distance, 1.750 in
Min Anchor Edge Distance Factor, 0.330
Min Anchor Edge Distance, 1.733 in
Tension Capacity Reduction Factors
Based on Anchor Spacing, fn = 0.700
Based on Anchor Edge Distance, fn = 0.600
Shear Capacity Toward Edge Reduction Factors
Based on Anchor Spacing, iv = 0.700
Based on Anchor Edge Distance, fv = 0.200
Shear Capacity Not Toward Edge Reduction Factors
Based on Anchor Spacing, (v = 0.700
Based on Anchor Edge Distance, fv = 0.600
Calculated Reductions for Concrete Capacity
Tension Capacity Reduction
Based on Spacing, Rt1 =
Based on Edge Distance, Rt2 =
Reduction, Rt = Rtt • Rt2 =
Shear Toward Edge Capacity Reduction
Based on Spacing, Ref =
Based on Edge Distance, Re2 =
Reduction, Re = Re1 • Re2 =
Shear Not Toward Edge Capacity Reduction
Based on Spacing, Rn1 =
Based on Edge Distance, Rn2 =
Reduction, Rn = Rn1 • Rn2 =
Adjusted Allowable Loads
Concrete Allowables
Tension, Ptc = Tc • Inc • Rt =
V Toward Edge, Vtc = Vc • Inc • Re =
V Not Toward Edge, Vnc = Vc • Inc • Rn =
Rod Steel Allowables
Tension,
Shear,
1.000
0.744
0.744
1.000
0.488
0.488
1.000
0.744
0.744
3,053 Ibs
2,925 Ibs
4,458 Ibs
Pts = Ts • Inc = 11,271 Ibs
Vts = Vs • Inc = 5,805 Ibs
Concrete Tension + Shear Toward Edge Interaction,
Uct = (Ps / Ptc) + (Vs / Vtc) = 0.655 OK
Concrete Tension + Shear Not Toward Edge Interaction,
Ucn = (Ps / Ptc) + (Vs / Vnc) = 0.655 OK
Rod Steel Tension + Shear Interaction,
Us = (Ps / Pts) + (Vs / Vts) = 0.031 OK
Concrete Thickness, Ut = t / e = 1.571 OK
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.141.00
SHEET NO:
II.
ENGINEER:
J. Wale
DATE:
May -061
ANALYSIS:
Voluntary Seismic Retrofit
Tributary Wall Weight
• p lY• LA till V ail Vt./Vain an aSna.
STRUCTURAL ENGINEERS
Wall Anchorage Transverse Perimeter Walls- Steel Anchor Rods (Men Wall 1)
This spreadsheet performs supporting calculations for out -of -plane wall anchorage for the Voluntary Seismic Retrofit
of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code
(IBC).
Top -Of -Wall Elevation = h top =
Average Diaphragm Elevation = h„ =
Bottom -Of -Wall Elevation = h =
Wall Thickness = T =
Wall Unit Weight = W =
Tributary Wall Height = H =
Tributary Wall Weight = W =
9,2 ; ft
2.0ft
Jft
?inch
1 Pef
13.2 ft
877 #/ft
IBC Sec. 1620.3.1 Anchorage Of Concrete Or Masonry Walls (Strength Design Basis)
Allowable Stress Design Basis
Steel Anchor Road Design
Importance Factor = I = 1.00
Design Spectral Acceleration = Sips = 0.850
F = 280 #/ft
F = 0.10W 88 #/ft
Fp3 = 0.8SpSIEW = 597 #/ft
F = 597 #/ft
Anchor Spacing = s = X9903_ ft
EASD = F / 1.4 = 426 #/ft
F = sEASD = 3848 pounds for non -steel elements
F, 1.4F = 5387 pounds for steel elements
Net Tensile Area of Road, An =
Project 295 (Zone Four Only).xls \Rods trans (2) 14
Anchor Rod Material = ASTM A36
Yield Strength, Fy = 36 ksi
Ultimate Tensile Strength, Fu = 58 ksi
Rod Diameter = 4 inches
Gross Area of Rod, Ag = 0.442 in
0.334 in
Allowable Stress Increase = 1.33
Rod Tension Capacity Based on Yield Stress, T = 12.692 k
nsion Capacity Based on Ultimate Tensile Stress, T = 12.900 k
Wall Anchorage Demand, F,t = 5.387 k
Rod Tension Capcity, T = 12.692 k
Steel Capacity Unity Check = F, / Facer (allow) = 0.42 OK
H= (h h„) + 0.5(h n +h
W TWH / 12
linked from Site
linked from Site
Sec. 1604.8.2
Sec. 1620.2.7
Eq. 16 -62
largest [F Fp2,Fp3]
Jba DAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.141.00
SHEET NO:
t, l 2
ENGINEER:
J. Wale
DATE:
May -06
ANALYSIS:
Voluntary Seismic Retrofit (North Bu (ding)
Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -150 Adhesive System
Based on ICBO ER -5193
Anchor Rod Data
Anchorage Purpose, fiBlalt anchor rods tortran
peetmeter (Mezz Wall
Threaded Rod Diameter,
Embedment Depth,
Concrete Thickness,
Embedment to Diameter Ratio,
Applied Service Tension Load*,
Applied Service Shear Load,
*See last page
Concrete Compressive Strength,
Rod Material,
Min Anchor Spacing,
Min Shear Toward Edge Distance,
Min Shear Not Toward Edge Distance,
Load Factors
Increase for Short Loading, Inc
Allowable Tension Loads from Table 8
Tension Capacity of Concrete,
Tension Capacity of Rod Steel,
Allowable Shear Loads from Table 7
Shear Capacity of Concrete,
Shear Capacity of Rod Steel,
Spacing Distance for Full Capacity,
Edge Distance for Full Capacity,
/.J. 1/l.Cn C1 flJJUUJtlI Lid xi t..
STRUCTURAL ENGINEERS
d = 3/4 in
e =` <` X00 in •
t =IL 00 in
Ps =
Vs
4.667
84$ Ibs
`s ibs
f'c = ``<<`` 3 t ?QQ psi
ASTM A36
c ='tt 0id in
c =24 thick in
Tc =
Ts =
Vc =
Vs =
3,078 Ibs
8,455 Ibs
4,495 Ibs
4,355 Ibs
Edge Distance & Spacing for Full Capacity from Table 6
7.000 in
5.250 in
Project 295 (Zone Four Only).xls\Hilti Rods trans (2)
Reduction Factors from Table 4
Min Anchor Spacing Distance Factor, 0.250
Min Anchor Spacing Distance, 1.750 in
Min Anchor Edge Distance Factor, 0.330
Min Anchor Edge Distance, 1.733 in
Tension Capacity Reduction Factors
Based on Anchor Spacing, fn = 0.700
Based on Anchor Edge Distance, fn = 0.600
Shear Capacity Toward Edge Reduction Factors
Based on Anchor Spacing, fv = 0.700
Based on Anchor Edge Distance, fv = 0.200
Shear Capacity Not Toward Edge Reduction Factors
Based on Anchor Spacing, fv = 0.700
Based on Anchor Edge Distance, fv = 0.600
Calculated Reductions for Concrete Capacity
Tension Capacity Reduction
Based on Spacing, Rt1 =
Based on Edge Distance, Rt2 =
Reduction, Rt = Rt1 • Rt2 =
Shear Toward Edge Capacity Reduction
Based on Spacing, Ref =
Based on Edge Distance, Reg =
Reduction, Re = Rel • Re2 =
Shear Not Toward Edge Capacity Reduction
Based on Spacing, Rn1 =
Based on Edge Distance, Rn2 =
Reduction, Rn = Rn1 • Rn2 =
Adjusted Allowable Loads
Concrete Allowables
Tension, Ptc = Tc • Inc • Rt =
V Toward Edge, Vtc = Vc • Inc • Re =
V Not Toward Edge, Vnc = Vc • Inc • Rn =
Rod Steel Allowables
Tension,
Shear,
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
1.000
4,103 Ibs
5,991 Ibs
5,991 Ibs
Pts = Ts • Inc = 11,271 Ibs
Vts = Vs * Inc = 5,805 Ibs
Concrete Tension + Shear Toward Edge Interaction,
Uct = (Ps / Ptc) + (Vs / Vtc) = 0.938 OK
Concrete Tension + Shear Not Toward Edge Interaction,
Ucn = (Ps / Ptc) + (Vs / Vnc) = 0.938 OK
Rod Steel Tension + Shear Interaction,
Us = (Ps / Pts) + (Vs / Vts) = 0.117 OK
Concrete Thickness, Ut = t / e = 1.571 OK
I TOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.141.00
SHEET NO:
9 9
1ENGINEER
J. Wale
DATE:
May -06
ANALYSIS•
Voluntary Seismic Retrofit
✓.V• .., aaa• v 4wI., V.. a^ - ... r.
STRUCTURAL ENGINEERS
Wall Anchorage - Longitudinal Perimeter Walls (Mezz Wall G)
This spreadsheet performs supporting calculations for out -of -plane wall anchorage for the Voluntary Seismic Retrofit
of a one -story rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code
Tributary Wall Weight
Top -Of -Wall Elevation = k = )9.2:x_3 R
Average Diaphragm Elevation = h = `` 12.0 ' ft
Bottom -Of -Wall Elevation = h bot = ' ;0 0 : ft
Wall Thickness = T = iinch
Wall Unit Weight = W =_'. )45 pcf
Tributary Wall Height = H = 13.2 ft
Tributary Wall Weight = W = 877 #/ft
IBC Sec. 1620.3.1 Anchorage Of Concrete Or Masonry Walls (Strength Design Basis)
Allowable Stress Design Basis
Importance Factor = I = 1.00 linked from Site
Design Spectral Acceleration = SDS = 0.883 linked from Site
Fp, = 280 #/ft Sec. 1604.8.2
F = 0.10 W = 88 #/ft Sec. 1620.2.7
F = 0.8S = 620 #/ft Eq. 16 -62
F = 620 #/ft largest [F F p2. F
Anchor Spacing = s =
EASD Fp /
F = sEA.sD =
F„ = I.4F=
Continuity Tie At Wall - Zone 4 Hardware
Project 295 (Zone Four Ony).xls \Walls Long (2) 16
8AU
443
3542
4959
ft
#/ft
pounds
pounds
CT/f2 Paired Unit - Model =
Number Of Bolts =
Bolt Diameter = inches
Rod Diameter = C'.I44&?'a inches
Number of Paired Assemblies =N =
Wood Member Thickness = inches
Wood Capacity Each Pair = V = X5 i pounds
Steel Capacity Each Pair = V = pounds
F, = F /2N= 1771 pounds
Total Wood Capacity = NV = Fwood m = 5071 pounds
Total Steel Capacity = NV, = °w = 22503 pounds
Wood Capacity Unity Check = F / Fwood („l = 0.70 OK
Steel Capacity Unity Check = Feted / Fsc= 1(e11ow) = 0.22 OK
H = (hlop - h + 0.5(h + hbot)
W TWH /12
for non -steel elements
for steel elements
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.141.00
SHEET NO:
VS-
ENGINEER:
J. Wale
DATE:
May -06
ANALYSIS:
Voluntary Seismic Retrofit
Anchorage Design of Threaded Rods in Concrete Using HILTI HIT HY -150 Adhesive System
Based on ICBO ER -5193
Anchor Rod Data
IOW"
Anchorage Purpose
Embedment Depth,
Concrete Thickness,
Threaded Rod Diameter,
Embedment to Diameter Ratio,
Applied Service Tension Load*,
Applied Service Shear Load,
*See last page F„ =[(F non- steel)/2]
Concrete Compressive Strength,
Rod Material,
Min Anchor Spacing,
Min Shear Toward Edge Distance, c
Min Shear Not Toward Edge Distance, c
Load Factors
e=
t=
Ps =
Vs =
f'c =
Increase for Short-Term Loading, Inc
Allowable Tension Loads from Table 6
Allowable Shear Loads from Table 7
Shear Capacity of Concrete,
Shear Capacity of Rod Steel,
Spacing Distance for Full Capacity,
Edge Distance for Full Capacity,
/.V. Y;LS\ V A11✓VVVY aaa._ r.v.
STRUCTURAL ENGINEERS
d = 3/4 in
Vc
Vs =
Project 295 (Zone Four Only).xls \Hilti Long (2)
0'' in
00' in
4.667
ASTM A36
perime
tk
psi
in
Tension Capacity of Concrete, Tc = 3,078 lbs
Tension Capacity of Rod Steel, Ts = 8,455 Ibs
4,495 Ibs
4,355 Ibs
Edge Distance & Spacing for Full Capacity from Table 6
7.000 in
5.250 in
Reduction Factors from Table 4
Min Anchor Spacing Distance Factor, 0.250
Min Anchor Spacing Distance, 1.750 in
Min Anchor Edge Distance Factor, 0.330
Min Anchor Edge Distance, 1.733 in
Tension Capacity Reduction Factors
Based on Anchor Spacing, fn = 0.700
Based on Anchor Edge Distance, fn = 0.600
Shear Capacity Toward Edge Reduction Factors
Based on Anchor Spacing, fv = 0.700
Based on Anchor Edge Distance, fv = 0.200
Shear Capacity Not Toward Edge Reduction Factors
Based on Anchor Spacing, fv = 0.700
Based on Anchor Edge Distance, tv = 0.600
Calculated Reductions for Concrete Capacity
Tension Capacity Reduction
Based on Spacing, Rt1 =
Based on Edge Distance, Rt2 =
Reduction, Rt = Rt1 • Rt2 =
Shear Toward Edge Capacity Reduction
Based on Spacing, Ref =
Based on Edge Distance, Re2 =
Reduction, Re = Re1 • Re2 =
Shear Not Toward Edge Capacity Reduction
Based on Spacing, Rn1 =
Based on Edge Distance, Rn2 =
Reduction, Rn = Rnl • Rn2 =
Adjusted Allowable Loads
Concrete Allowables
Tension, Ptc = Tc• Inc *Rt =
V Toward Edge, Vtc = Vc • Inc * Re =
V Not Toward Edge, Vnc = Vc • Inc • Rn =
Rod Steel Allowables
Tension,
Shear,
1.000
0.744
0.744
1.000
0.488
0.488
1.000
0.744
0.744
3,053 Ibs
2,925 Ibs
4,458 Ibs
Pts = Ts • Inc = 11,271 lbs
Vts = Vs • Inc = 5,805 Ibs
Concrete Tension + Shear Toward Edge Interaction,
Uct = (Ps / Ptc) + (Vs / Vtc) = 0.580 OK
Concrete Tension + Shear Not Toward Edge Interaction,
Ucn = (Ps / Ptc) + (Vs / Vnc) = 0.580 OK
Rod Steel Tension + Shear Interaction,
Us = (Ps / Pts) + (Vs / Vts) = 0.025 OK
Concrete Thickness, Ut = t / e = 1.571 OK
JOB NAME:
Upland Distribution Center
Andover Park West
NO:
2006.141.00
NO:
1 /6
'
ENGINEER:
J. Wale
'SHEET
DATE:
May-06
ANALYSIS:
Voluntary Seismic Retrofit
IBC Sec. 1616.4.2 Connections
SIRI1CT1111Al. ISN61N dERS
Continuity Ties - Transverse Direction (from Wall A to G)
This spreadsheet performs supporting calculations for continuity tics for the Voluntary Seismic Retrofit of a one -story
rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code (IBC).
Dead - D - 1 .12.00 ti psf
Live =L= 1210 psf
Area =A = ft
F = 0.05(DtL)A — 714 pounds
IBC Sec. 1620.2.4 Connections
Design Spectral Acceleration= Sgs =talsgi g
w = DA = 7080 pounds
F 0.I33Sp3w, - 832 pounds
F = 0.05w,, - 354 pounds
Wall Force
Allowable Stress Design Basis
Continuity Tie Zone 4 Hardware
Project 295 (Zone Far Only) Iran (2) 10
Wall Anchorage Force =F„ - r0 6-,. : 44/11
MAX Tie Spacing= s 2tQ8i (24 typical)
F =F„s= 16791 pounds
Subdiaphragm Force
Number Subdiaphragms =N=
Edge Reaction — V = szoi,, pounds
F = 5820 pounds
Frt =
Fp2 —
F —
F _
F =
Fa =
F =F / 1.4
F,„,, = 1.4F
714
832
354
16791
5820
16791
16791
pounds
CFIT2 Paired Unit - Model =
Number Of Bolts —
Bolt Diameter = inches
inches
Rod Diameter - � F373; ] inches
Number of Paired Assemblies = N -
Wood Member Thickness = C;3r5OE'l inches
Wood Capacity Each Pair = V„= 15548 pounds
Steel Capacity Each Pair = V, _ i " 03 pounds
= F /2N= 5997 pounds
Total Wood Capacity= NV„ =F„ 15548 pounds
Total Steel Capacity =NV, = F (erne) = 22503 pounds
Wood Capacity Unity Check = F / Farr, om,.) = 0.77 OK
Steel Capacity Unity Check = F. / F,,,a pib, = 0.75 OK
pounds
pounds
pounds
pounds
pounds
pounds
pounds
ASD Basis
roof dead load
roof live load
area tributary to tie
strength level
previously calculated
weight tributary to tie
Eq. 16-58
Eq. 16-59
previously calculated
strength level
previously calculated
strength level
largest [F,1, F F F0, F
for non -steel elements
for steel elements
JOB NAME:
Upland Distribution Center
Andover Park West
JOB NO:
2006.141.00
SHEET NO:
4'
ENGINEER:
J. Wale
DATE.
May-06
ANALYSIS:
Voluntary Seismic Retrofit
This spreadsheet performs supporting calculations for continuity ties for the Voluntary Seismic Retrofit of a one -story
rigid wall / flexible diaphragm structure in accordance with the 2003 International Building Code (IBC).
IBC Sec. 1616.4.2 Connections
IBC Sec. 1620.2.4 Connections
Design Spectral Acceleration = S =
w = DA =
F = 0.133S =
F = 0 05w =
Wall Force
Allowable Stress Design Basis
Continuity Tie - Zone 4 Hardware
Project 295 (Zone Four Only) xlsvfie Long (2) 19
STRUC TURAL I NGINLERS
Continuity Ties - Longitudinal Direction (from Wall 1 to IO)
Dead =D= ."12.00 psf
Live = L = 12.00 psf
Area = A = 735 ft
F 0.05(D +L)A = 882 pounds
0.883 g
8820 pounds
1036 pounds
441 pounds
Wall Anchorage Force = F. = 1628 #/ft
Tie Spacing =s= 27.08 ft
F = F „s= 17008 pounds
Subdiaphragm Force
Number Suhdiaphragms = N = : I
Edge Reaction = V "5150 pounds
P NV 5150 pounds
Fpl = 882 pounds
F = 1036 pounds
F = 441 pounds
P = 17008 pounds
F = 5150 pounds
F = 17008 pounds
F =F / 1,4= 12149 pounds
Fp P
F, =I = 1.4E = 17008 pounds
CT /T2 Paired Unit - Model = : "64 -6
Number Of Bolts =
Bolt Diameter = ' =',1)2 inches
Rod Diameter = ' =. -3l4 inches
Number of Paired Assemblies = N =
Wood Member Thickness = ' :8.75,': inches
Wood Capacity Each Pair = V „. _ `j$548„ pounds
Steel Capacity Each Pair = V, _ 22503” pounds
F, = F / 2N = 6074 pounds
Total Wood Capacity = NV„ = „„ r,ll 15548 pounds
Total Steel Capacity = NV, = F.,0.i(»na,) = 22503 pounds
Wood Capacity Unity Check =F / F y% (,)I„„ 0.78 OK
Steel Capacity Unity Check = Fstru /Fn „I(4Ile,.)= 0. 76 OK
AS() Basis
roof dead load
roof live load
area tributary to tie
strength level
previously calculated
weight tributary to tie
Eq. 16 -58
Eq. 16 -59
previously calculated
strength level
previously calculated
strength level
largest [F F F P F
for non -steel elements
for steel elements
04 -05 -2007
GREGG PERCICH
603 STEWART ST, #707
SEATTLE WA 98101
RE: Permit No. D06 -260
1251 ANDOVER Pi/ W TUKW
Dear Permit Holder:
Thank you for your cooperation in this matter.
Sincerely,
fer Marshall,
Permit Technician
xc: Permit File No. D06 -260
City of Tukwila
Steven M. Mullet, Mayor
Department of Community Development Steve Lancaster, Director
In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division.
Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the
provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not
commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or
abandoned at any time after the work is commenced for a period of 180 days.
Based on the above, you are hereby advised to:
Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection.
This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if
the project should be considered abandoned.
If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for
additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why
circumstances beyond the applicants control have prevented action from being taken.
In the event you do not call for the above inspection and receive an extension prior to 05/26/2007 , your permit will become null and
void and any further work on the project will require a new permit and associated fees.
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206- 431 -3665
DEPARTMENTS:
o
u �• in d Divisio
Complete
, PERMIT COORD COPY %.
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D06 -260 DATE: 07 -7 -06
PROJECT NAME: UPLAND DISTRIBUTION - BLDG 368
SITE ADDRESS: 1251 ANDOVER PK W
X Original Plan Submittal
__ Response to Correction Letter #
Response to Incomplete Letter #
Revision # After Permit Issued
APPROVALS OR CORRECTIONS:
51( C
Fire Prevention
Pu Ilc W Structural
M o s 1 - 10 .
Incomplete ❑
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
1'
J*M X 14
Planning Division
Permit Coordinator
DUE DATE: 08 -8 -06
El
DUE DATE: 0741 -06
Not Applicable ❑
Comments:
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined Incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TUES/THURS ROUTING:
Please Route [II Structural Review Required ❑ No further Review Required ❑
REVIEWER'S INITIALS: DATE:
Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑
Notation:
REVIEWER'S INITIALS: DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments Issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
oacun nwrouengaip.doc
2-25-02
License Information
License
RMILLCI190L5
Licensee Name
R MILLER CONSTRUCTION CO INC
Licensee Type
CONSTRUCTION CONTRACTOR
UBI
600389405
Ind. Ins. Account Id
40867100
Business Type
CORPORATION
Address 1
146 3RD AVE S
Address 2
City
EDMONDS
County
SNOHOMISH
State
WA
Zip
98020
Phone
2065830238
Status
ACTIVE
Specialty 1
GENERAL
Specialty 2
UNUSED
Effective Date
6/25/1981
Expiration Date
1/2/2008
Suspend Date
Separation Date
Parent Company
Previous License
Next License
Associated License
Business Owner Information
Name
Role
Effective Date
Expiration Date
MILLER, ROBIN L
01/01/1980
Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 3
Washington State Department of Labor and Industries
General/Specialty Contractor
A business registered as a construction contractor with L &I to perform
construction work within the scope of its specialty. A General or Specialty
construction Contractor must maintain a surety bond or assignment of
account and carry general liability insurance.
TRAVELERS
Bond Information
Bond
# 7
Bond
Company
Name
TRAVELERS
CAS &
SURETY CO
Bond Account
Number
103826158
Effective
Date
06/09/2002
Expiration
Date
Until
Cancelled
Cancel
Date
Impaired
Date
Bond
Amount
$12,000.00
Received
Date
05/29/2002
https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= RMILLCI190L5 07/26/2006
x
x
x
x
x