HomeMy WebLinkAboutPermit D07-310 - HIGHLINE MEDICAL CENTER - SLAB, CMU WALL AND BOLLARDSHIGHLINE MEDICAL CTR
12844 MILITARY RD S
EXPIRED 0
D07 -310
Parcel No.: 1623049001
Address: 12844 MILITARY RD S TUICW
Suite No:
Tenant:
Name: HIGHLINE MEDICAL CENTER
Address: 12844 MILITARY RD S , TUKWILA WA
Owner:
Name: HCH SPECIALTY CENTER
Address: ATTN ACCOUNTING DEPT , 12844 MILITARY RD S 98168
Phone:
Contact Person:
Name: KEVIN SHUMWAY
Address: 2193 WOODLAND DR NW , BREMERTON WA 98312
Phone: 360 981 -0438
Contractor:
Name: L M 0 CONSTRUCTION
Address: 6480 ROTHMOOR DR , SALT LAKE CITY UT 84121
Phone: 360- 373 -5655
Contractor License No: LMOCO * *022PT
DESCRIPTION OF WORK:
INSTALL SLAB, CMU WALL, FENCING AND BOLLARDS PER DRAWINGS. TANK AND PIPING BY OTHERS.
Value of Construction:
Type of Fire Protection:
Type of Construction:
doc: IBC -10/06
Cit Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 - 431 -3665
Web site: http://www.ci.tukwila.wa.us
$19,000.00
DEVELOPMENT PERMIT
* *continued on next page **
Permit Number: D07 - 310
Issue Date: 09/05/2007
Permit Expires On: 03/03/2008
Expiration Date: 10/22/2008
Fees Collected: $632.85
International Building Code Edition: 2006
Occupancy per IBC:
D07 -310 Printed: 09 -05 -2007
Public Works Activities:
Channelization / Striping: N
Curb Cut / Access / Sidewalk / CSS: N
Fire Loop Hydrant: N Number: 0 Size (Inches): 0
Flood Control Zone:
Hauling: N Start Time: End Thee:
Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y.
Landscape Irrigation:
Moving Oversize Load: Start Thee: End Time:
Sanitary Side Sewer:
Sewer Main Extension: Private: Public:
Storm Drainage:
Street Use: Profit: N Non - Profit: N
Water Main Extension: Private: Public:
Water Meter:
I hereby certify that I have read an
governing this work will be complie
Print Name:
doc: IBC -10/06
City oTukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 - 431 -3665
Web site: http: / /www.ci.tukwila.wa.us
N
Permit Center Authorized Signature 11 A t i _ I Date:
Permit Number: D07 -310
Issue Date: 09/05/2007
Permit Expires On: 03/03/2008
ed this permit and know the same to be true and correct. All provisions of law and ordinances
, whether specified herein or not.
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
construction or the performance of work. I am authorized to sign and obtain this development permit.
Signature: K- ` Date: 5 rt p + t°4-
K evt fl Skvit.,t.l ay
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.
D07 -310 Printed: 09 -05 -2007
Parcel No.: 1623049001
Address:
Suite No:
Tenant:
doc: Cond -10/06
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 - 431 -3665
Web site: http: / /www.ci.tukwila.wa.us
12844 MILITARY RD S TUICW
HIGHLINE MEDICAL CENTER
1: ** *BUILDING DEPARTMENT CONDITIONS * **
PERMIT CONDITIONS
Permit Number:
Status:
Applied Date:
Issue Date:
D07 -310
ISSUED
08/17/2007
09/05/2007
2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the
Building Official.
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.
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: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any
requirements for special inspection.
9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building
inspector. No exception.
10: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary
sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other
excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of
this requirement.
11: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila
Permit Center.
12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building
Department (206 - 431 - 3670).
13: 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.
D07 -310 Printed: 09 -05 -2007
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: Cond -10/06
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: http: / /www.ci.tukwila.wa.us
\4_ Date:
4.Q%1 1 , S k •I &A. °
5
D07 - 310 Printed: 09 -05 -2007
Name:
Contact Person:
E -Mail Address:
Company Name:
Mailing Address:
Contact Person:
E -Mail Address:
CITY OF TUKWIL
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http://www.citukwila.wa.us
King Co Assessor's Tax No.:
Site Address: t 2 n v 4 ( M 1 (l-(-a r y Rd. S. Suite Number:
Tenant Name: 4 k I , nc t % c j i r, ( (e &fir
Property Owners Name: ‘- ti iv% e M•J i c a( C e&- e r
Mailing Address: ate 99 M ►1 t I. R d . S • T, k../.1 to A-
City
Company Name: L M 0 Ca AS 4 (`vc -4to
Mailing Address: 7-1 °t 3 L) o o c/ (o ✓ 1) . d IJ
Contractor Registration Number:
E -Mail Address: 1.151'41.0 r 0' 7 Aix
L/"1acv * o 22 Pr
iV.L d ls•„ •f- a -5$
53 a-e kJ
ntt 2 0,,/ L_ock
OA Applications On Line\3 -2006 - Permit Application.doc
Revised: 9 -2006
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Fax Number:
Expiration Date:
6J
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or by fax.
* *Please Print **
1 - - l oo (
State
MW
Floor:
New Tenant: ❑ .... Yes
City State
Day Telephone: b 6 td /�
7 C.
Fax Number:
1816 g
Zip
h en your permit is ready to
P .t ► ¶ v∎A •vv,J oy Day Telephone: 3 6 0 ? g f D Y 3 8
Mailing Address: 24 a 3 l,3 o d j. 1/ D r
N! CJ Bit « •^ 1,44 qIe3rZ
City State Zip
E -Mail Address: K 5 r1 u M td Y PIS bJ r C- 0 Ml Fax Number: 360 313 S 6 S.1
GENERAL CONTRACTOR INFORMATION -
(ContractorInformation for Mechanical (pg 4) Plumbing and Gas Piping -(pg 5))
gee 41 e, /.► WA 193 7—
City State Zip
Day Telephone: .V:1 6 9 g/
'7
rchitect of Recor
Company Name: 1• • L . Olson .E— i 4-I f a 6 t a '4e1 / N G W'4 Mailing Address: 2 L{ 5 Le l' & e 1 A v. T o (�/' - �► a�J W'4 9' 1336 6
City State Zip
Contact Person: 11 A- - 1" r ) Lc C k t Day Telephone: 3t, 6 g Z Z $ '1
Fax Number:
GINEER O' RECORD•- All plans trust be +
ecar
W 183b6
Zip
223
Page 1 of 6
Valuation of Project (contractor's bid price): $ t l D 0 0 Existing Building Valuation: $
Scope of Work (please provide detailed information): ► A S Ta L 1 5 1 a lb i emu O I(
be w,et? 5 t as k
d-- Be I1ardf e r
ley OTL p
er5 4
Will there be new rack storage? .... Yes X. No If yes, a separate permit and plan submittal will be required.
Addition t
Existin,'
Structure
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 of 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:
Q:\Applications\Forms- Applications On Line\3 -2006 - Permit Application.doc
Revised: 9 -2006
bh
Compact: Handicap:
Will there be a change in use? ❑ Yes ❑ No If "yes ", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify)
Will there 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 8 -1/2" x 11" paper including 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 approved by King County Health
Department.
Page 2 of 6
Fixture Type:
Qty'
. Fixture Type:
Qty
Fixture Type: :. " .
Qty
Fixture Type:
yP '
Qty
Bathtub or combination
bath/shower
Drinking fountain or water
cooler (per head)
Wash fountain
Gas piping outlets
Bidet
Food -waste grinder,
commercial
Receptor, indirect
waste
Clothes washer, domestic
Floor drain
Sinks
Dental unit, cuspidor
Shower, single head trap
Urinals
Dishwasher, domestic,
with independent drain
Lavatory .
Water Closet
Building sewer or trailer
park sewer
Rain water system — per
drain (inside building)
Water heater and/or
vent
Additional medical gas
inlets/outlets — six or more
Industrial waste
pretreatment interceptor,
including its trap and vent,
except for kitchen type
grease interceptors
Repair or alteration of water
piping and/or water treating
equipment
Repair or alteration
of drainage or vent
piping
Medical gas piping system
serving one to five
inlets/outlets for specific gas
PLUMBING AND GAS PIPING CONTRACTOR INFORMATION
Company Name:
Mailing Address:
City State Zip
Contact Person: Day Telephone:
E -Mail Address: Fax Number:
Contractor Registration Number: Expiration Date:
Valuation of Plumbing work (contractor's bid price): $
Valuation of Gas Piping work (contractor's bid price): $
Scope of Work (please provide detailed information):
Building Use (per Int'l Building Code):
Occupancy (per Int'l Building Code):
Utility Purveyor: Water: Sewer:
Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below:
Q:\Applications'Forms- Applications On Line\3 -2006 - Permit Application.doc
Revised: 9-2006
bh
Page 5 of 6
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 date of 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).
Plumbing 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).
I 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 I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING OWNER OR AUTHORIZED AGENT:
Signature: n —' 4 \-
Print Name: V 2v •'■ tot Stku-d•tv..to y
da : k 5 1-at MmiAY
e m
6tJJ'`;J z l q7 We0,110,' di- i►/ /
Date Application Accepted:
Date Application Expires:
oil Moth
Staff Initials:
(
Q:Wpplications\Fonns- Applications On Line\3 -2006 - Permit Application.doc
Revised: 9 -2006
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Day Telephone: 360 4 8 1 61138
City
j Pe tt < i" o n.
Date: 1 ---- /k O 4-
State
/83
Page 6 of 6
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: http: / /www.ci.tukwila.wa.us
RECEIPT
Parcel No.: 1623049001 Permit Number: D07 -310
Address: 12844 MILITARY RD S TUKW Status: APPROVED
Suite No: Applied Date: 08/17/2007
Applicant: HIGULINE MEDICAL CENTER Issue Date:
Receipt No.: R07 -01883 Payment Amount: $385.32
Initials: JEM Payment Date: 09/05/2007 09:00 AM
User ID: 1165 Balance: $0.00
Payee: LMO CONSTRUCTION
TRANSACTION LIST:
Type Method Description
ACCOUNT ITEM LIST:
Description
BUILDING - NONRES
STATE BUILDING SURCHARGE
Amount
Payment Check 4701 385.32
Account Code Current Pmts
000/322.100 380.82
000/386.904 4.50
Total: $385.32
2412 09/05 9710 TOTAL 385.32
doc: Receiot -06 Printed: 09 -05 -2007
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 -431 -3670
Fax: 206 -431 -3665
Web site: http: / /www.ci.tukwila.wa.us
RECEIPT
Parcel No.: 1623049001 Permit Number: D07 -310
Address: 12844 MILITARY RD S TUKW Status: PENDING
Suite No: Applied Date: 08/17/2007
Applicant: HIGHLINE MEDICAL CENTER Issue Date:
Receipt No.: R07 -01731 Payment Amount: 5247.53
Initials: JEM Payment Date: 08/17/2007 09:01 AM
User ID: 1165 Balance: $385.32
Payee: LMO CONSTRUCTION
TRANSACTION LIST:
Type Method Description Amount
Payment Check 4654 247.53
ACCOUNT ITEM LIST:
Description
PLAN CHECK - NONRES
Account Code Current Pmts
000/345.830 247.53
Total: $247.53
1690 08/17 9710 TOTAL 247.53
tine Raraint -(1R Printad! OR-17 -2807
COMMENTS:
T of Inspection:
;9,•w��I �, JY■ LvM (/
Address:
/.Z .... , / 777.(j ,
Date Called:
Special Instructions:
_
Date Wanted:
/v / „ %
zi
Phone No:
.eo- E/ -33117
■ "n �eVL
/
- (/,‘
.r1,.,
A V
Atlr % I
1- 3 M'
V vA.
Project:
//if) h 6 v . fir < �,�i!/
T of Inspection:
;9,•w��I �, JY■ LvM (/
Address:
/.Z .... , / 777.(j ,
Date Called:
Special Instructions:
_
Date Wanted:
/v / „ %
Requester:
Phone No:
.eo- E/ -33117
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670
Ins
pproved per applicable codes. Corrections required prior to approval.
4 q 4 /7'
A :.00 REINSPECTION
paid at 6300 Southcent
DO 7- 3 / t)
I ' D 0 / (�
cl
EE REQUIRE9/hrior to inspection, fee must be
r Blvd.: Suite 100. Call the schedule reinspection.
'Receipt No.:
(Date:
Project:
Type of Inspection: -- 1-0/ ! N'
Addres : /
M Ai
Date Called:
Special Instructi • ns:
- '
Date Wanted: a.m.
7 --'/3 p.m.
Requester:
Phone N3 9/ -33
INSPECTION NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188
El $58.00 REIN • ION FEE REQUIRED. Prior to inspection. fee must be
paid at 630 outhcenter Blvd.. Suite 100. Call the schedule reinspection.
INSPECTION RECORD
Retain a copy with permit
NO.
206 1-3 7Q,
421 . Approved per applicable codes. El Corrections required prior to approval.
COMMENTS:
,) 1 r
/V11 p • � Q - � / . � lam-- /s11" G -
r woc..,/ ( /zosr =4
(Receipt No.:
'Date:
FILE COPY'
Structural Calculations & Analysis
for the
Oxygen Tank Foundation
at
Highline Medical Center Specialty Campus
12844 Military Road S
Tukwila, WA 98168
for
LMO Construction, Inc.
2193- ?odland Drive NW
Brent ton, WA 98312
by
N.L. Olson & Associates, Inc.
2453 Bethel Avenue
Port Orchard, WA 98366
360 - 876 -2284
Project #6735 -07
August -07
REVIEWED FOR
CODE CO
APPROVED
AUG 3 0 2001
IA
B I
Of Tukwila
ING DIVISION
CITY OF TUKID ILq
AUG 17 2001
PERMIT CENTER
Scope of Work:
Design of foundation for backup oxygen tank (Taylor - Wharton RS -234).
Tank Loads are provided by Praxair.
This design conforms to the 2006 International Building Code.
Materials:
Reinforcing Steel: Grade 60 for #5 and Larger, Grade 40 for #4 and Smaller
Concrete: fc = 3000 psi
Assumed Soil Properties: 1500 psf Bearing Capacity, 150 psf /ft lateral capacity
Seismic Design Category = D2
Site Class = D
Seismic Coefficients : S = 153 %, S = 53%
Basic Wind Speed = 85 mph
CONTENTS:
Page 1 Basic Design Criteria /Dimensions
Page 2 Lateral Loads
Page 3 -8 Slab Design Check
Page 9 -10 Hilti Anchor Information
Basic Design Criteria
Basic Wind Speed = 85 mph
Seismic design category = D2
Site Class = D
Ground Snow Load = 30 psf
Importance Factor, Wind l = 1.15
Dead Loads
Empty Tank = 1600 Ibs (from Praxair)
Full of Oxygen = 3830 Ibs (from Praxair)
Basic dimensions
82.5 in
1
Importance Factor, Seismic I = 1.5
f 38 in —►
Front View
I
Wind Loads Use ASCE 7 -05 Method 2
Basic Wind Speed, V =
Importance Factor, I, =
Exposure Category =
K =
K, =
K2 =
K3 =
K = (1 +K K2 K3) =
Kd=
q = 0.00256K =
G=
Cf =
F= g
Lateral Forces
V= 1758 Ibs
Resisting Moment, M = 2533 lb-ft
Overturning Moment, M = 6043 lb-ft
Safety Factor, F = 0.6D /0.7E = 0.4
85 mph
1.15
B
0.70 (ASCE 7 -05 Table 6 -3 Exp B Case 1)
0.43 (ASCE 7 -05 Fig 6-4 for 2D Enscarp w/ H /L =0.5)
0.88 (ASCE 7 -05 Fig 6-4 for 2D Enscarp w/ X/L =0.5)
1.00 (ASCE 7 -05 Fig 6-4 for 2D Enscarp w/ z/L =0)
1.90 (ASCE 7 -05 Fig 6-4)
0.95 (ASCE 7 -05 Table 6-4)
26.87 psf (ASCE 7 -05 Eqn 6 -15)
0.85 (for assumed rigid structures)
0.72 (ASCE 7 -05 Fig 6 -21 w/ h/D = 2.5)
358 Ibs (ASCE 7 -05 Eqn 6 -28)
Seismic Design per ASCE 7 -05
V = 0.3 Sps W I lbs (ASCE 7 -05 Egn15.4 -5)
Resisting Moment, M = 2533 lb-ft
Overturning Moment, M = 1231 lb-ft
Safety Factor, F = 0.6D/VV = 1.2
Ss = 153% g (2006 IBC - Figure 1615(1))
F = 1.0 (2006 IBC - Table 1615.1.2(1) Site class D)
Sips = 2 /3S = 2 /3F = 1.02
S = 53% g (2006 IBC - Figure 1615(2))
F„ = 1.5 (2006 IBC - Table 1615.1.2(2) Site class D)
Sp, = 2/3SM, = 2/3F„ S, = 0.236
Base shear due to Seismic governs main lateral force resisting system
Tension at anchorage at footing from seismic loads (neglecting dead loads) = 954 lbs
BUT per ASCE 7 -05 Section 15.7.5 - Anchorage must fully develop yield strength
NL Olson & Associates, Inc.
PO Box 637, Port Orchard, WA 98366
15 Oregon Ave, Tacoma, WA 98409
(360) 876-2284
Rev: 580000
User: KW-0602029. Ver 5.8.0. 1- Dec-2003
(c)1983 -2003 ENERCALC Engineering Software
Description Overall Footing Check
General Information
Dead Load
Live Load
Short Term Load
Seismic Zone
Overburden Weight
Concrete Weight
LL & ST Loads Combine
Load Duration Factor
Column Dimension
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design.
Factoring of entered Toads to ultimate Toads within this program is according to ACI 318 -02 C.2
Reinforcing
Rebar Requirement
Actual Rebar "d" depth used
200 /Fy
As Req'd by Analysis
Min. Reinf % to Req'd
8.00ft square x 10.0in thick with 9- #4 bars
Max. Static Soil Pressure
Allow Static Soil Pressure
Max. Short Term Soil Pressure
Allow Short Term Soil Pressure
Mu : Actual
Mn * Phi : Capacity
1.600 k
2.200 k
0.000 k
4
0.000 psf
145.00 pcf
1.330
4.00 in
Square Footing Design
6.750 in
0.0050
0.0012 in2
0.0016 %
180.21 psf
1,500.00 psf
180.21 psf
1,995.00 psf
1.93
4.46
Title :
Dsgnr:
Description :
Scope :
Footing Dimension
Thickness
# of Bars
Bar Size
Rebar Cover
fc
Fy
Allowable Soil Bearing
As to USE per foot of Width
Total As Req'd
Min Allow % Reinf
Vu : Actual One -Way
Vn *Phi : Allow One -Way
Job #
Date: 7:24PM, 15 AUG 07
LMO HIGHLINE.ECW:Calculations
Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
8.000 ft
10.00 in
9
4
3.000
3,000.0 psi
40,000.0 psi
1,500.00 psf
0.216 in2
1.728 in2
0.0014
10.60 psi
93.11 psi
Vu : Actual Two -Way
Vn *Phi : Allow Two -Way
Alternate Rebar Selections...
9 # 4's 6 # 5's 4 # 6's
3 # 7's 3 # 8's 2 # 9's 2 # 10's
57.18 psi
186.23 psi
Footing OK
NL Olson & Associates, Inc.
PO Box 637, Port Orchard, WA 98366
15 Oregon Ave, Tacoma, WA 98409
(360) 876 -2284
Rev: 580000
User: KW Ver 5.8.0, 1 Dec - 2003
(c)1983 -2003 ENERCALC Engineering Software
Description
General Information
AIIow Soil Bearing
Seismic Zone
Concrete Wt
Short Term Increase
Overburden
Dimensions
Loads
Note:
Footing Size...
Distance Left
Dist. Betwn Cols
Distance Right
Footing Length
Width
Thickness
Vertical Loads...
Dead Load
Live Load
Short Term Load
Soil Pressures
Soil Pressure @ Left
Dead + Live
Dead +Live +Short Term
Soil Pressure @ Right End
Dead + Live
Dead +Live +Short Term
Stability Ratio
Moment & Shear Summary
Footing Slab Strip w/ anchor in middle
D +E
4.00 ft
2.50 ft
1.50 ft
8.00 ft
1.00 ft
10.00 in
93.113 psi
7.427 psi
0.000 psi
2.025 psi
MINDEMMMINEMEINSOMMENISF
Moments... ACI C -1
Mu @ Col #1 1.40 k -ft/ft
Mu Btwn Cols 1.40 k -ft/ft
Mu @ Col #2 0.20 k -ft/ft
One Way Shears...
Vn : AIIow " 0.85
Vu @ Col #1
Vu Btwn Cols
Vu @ Col #2
Two Way Shears...
Vn : Allow' 0.85 186.226 psi
Vu @ Col #1 7.378 psi
Vu @ Col #2 0.304 psi
a Left Column
1.000 k
k
1.000 k
Maximum Soil Pressure 370.83 psf
Allowable 1,995.00 psf
Max Shear Stress 14.85 psi
Allowable 93.11 psi
Min. Overturning Stability 999.000 :1
Actual Allowable
245.8 1,500.0 psf
370.8 1,995.0 psf
245.8 1,500.0 psf
370.8 1,995.0 psf
999.0 :1
Title :
Dsgnr:
Description :
Scope :
Combined Footing Design
1,500.0 psf fc 3,000.0 psi
4 Fy 40,000.0 psi
145.0 pcf Min As Pct 0.0014
1.33 Distance to CL of Rebar 3.25 in
0.00 psf Live & Short Term Load Combined
Job #
Date: 7:24PM, 15 AUG 07
LMO HIGHLINE.ECW:Calculations
Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Column Support Pedestal Sizes
#1 : Square Dimension
...Height
#2 : Square Dimension
...Height
Steel Req'd @ Left
Steel Req'd @ Center
Steel Req'd @ Right
ACI C -2
2.80 k -ft/ft
2.80 k -ft/ft
0.39 k -ft/ft
93.113 psi
14.853 psi
0.000 psi
4.051 psi
186.226 psi
14.756 psi
0.608 psi
0.00 in
0.00 in
0.00 in
0.00 in
Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2
(5 Right Column
k
k
k
Length = 8.00ft, Width = 1.00ft, Thickness = 10.00in, Dist. Left = 4.00ft, Btwn. = 2.50ft, Dist. Right = 1.50ft
Footing Design OK
0.216 in2 /ft
0.216 in2 /ft
0.216 in2 /ft
ACI Factored Eccentricity
Eq. C -1 344.2 psf 0.000 ft
Eq. C -2 519.2 psf 0.000 ft
Eq. C -3 396.2 psf
Eq. C -1 344.2 psf 0.000 ft
Eq. C -2 519.2 psf 0.000 ft
Eq. C -3 396.2 psf
( values for moment are given per unit width of footing )
ACI C -3
2.30 k -ft/ft
2.30 k -ft/ft
0.32 k -ft/ft
93.113 psi
12.201 psi
0.000 psi
3.328 psi
186.226 psi
12.675 psi
0.499 psi
NL Olson & Associates, Inc.
PO Box 637, Port Orchard, WA 98366
15 Oregon Ave, Tacoma, WA 98409
(360) 876 -2284
Rev: 580000
User: KW- 0602029, Ver 5.8.0. 1- Dec -2003
(c)1983 -2003 ENERCALC Engineering Software
Description Footing Slab Strip w/ anchor in middle
D +E
Reinforcing ( values given per unit width of footing )
ACI C -1
ACI C -2
ACI C -3
(0 Left Edge of Col #1
Ru /Phi As Req'd
34.14 psi 0.216 in2 /ft @ Bottom
68.28 psi 0.216 in2 /ft @ Bottom
56.09 psi 0.216 in2 /ft @ Bottom
ACI Factors (per ACI, applied internally to entered loads)
ACI C -1 & C -2 DL
ACI C -1 & C -2 LL
ACI C -1 & C -2 ST
....seismic = ST * :
1.400
1.700
1.700
1.100
ACI C -2 Group Factor
ACI C -3 Dead Load Factor
ACI C -3 Short Term Factor
Title :
Dsgnr:
Description :
Scope :
Combined Footing Design
Between Columns
Ru /Phi As Req'd
34.14 psi 0.216 in2 /ft @ Bottom
68.28 psi 0.216 in2 /ft @ Bottom
56.09 psi 0.216 in2 /ft @ Bottom
Job #
Date: 7:24PM, 15 AUG 07
Additional Seismic "1.4" Factc
LMO HIGHLINE.ECW:Calculations
(da Right Edge of Col #2
Ru /Phi As Req'd
4.80 psi 0.216 in2 /ft @ Bottom
9.60 psi 0.216 in2 /ft @ Bottom
7.89 psi 0.216 in2 /ft @ Bottom
0.750
0.900 Additional Seismic "0.9" Facto 0.900
1.300
1.400
NL Olson & Associates, Inc.
PO Box 637, Port Orchard, WA 98366
15 Oregon Ave, Tacoma, WA 98409
(360) 876 -2284
Rev: 580000
User: KW- 0802029, Ver 5.8.0. 1- Dec -2003
(c)1983 -2003 ENERCALC Engineering Software
Footing Slab Strip w/ anchor in middle
0.6D -E
Description
General Information
Mik
Loads
Note:
Allow Soil Bearing
Seismic Zone
Concrete Wt
Short Term Increase
Overburden
Dimensions
Footing Size...
Distance Left
Dist. Betwn Cols
Distance Right
Footing Length
Width
Thickness
Vertical Loads...
Dead Load
Live Load
Short Term Load
Length = 8.00ft, Width = 1.00ft,
Maximum Soil Pressure
Allowable
Max Shear Stress
Allowable
Min. Overturning Stability
Soil Pressures
Soil Pressure @ Left
Dead + Live
Dead +Live +Short Term
Soil Pressure @ Right End
Dead + Live
Dead +Live +Short Term
Stability Ratio
Moment & Shear Summary
Moments...
Mu @ Col #1
Mu Btwn Cols
Mu @ Col #2
One Way Shears...
Vn : Allow " 0.85
Vu @ Col #1
Vu Btwn Cols
Vu @ Col #2
Two Way Shears...
Vn : AIIow " 0.85
Vu @ Col #1
Vu @ Col #2
1,500.0 psf
4
145.0 pcf
1.33
0.00 psf
4.00 ft
2.50 ft
1.50 ft
8.00 ft
1.00 ft
10.00 in
183.3
58.3
1.5 :1
Combined Footing Design
Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2
as Right Column
k
k
k
Thickness = 10.00in, Dist. Left = 4.00ft, Btwn. = 2.50ft, Dist. Right = 1.50ft
183.33 psf
1,500.00 psf
5.06 psi
93.11 psi
1.467 :1
Actual Allowable
183.3 1,500.0 psf
58.3 1,995.0 psf
ACI C -1
0.70 k -ft/ft
0.70 k -ft/ft
0.10 k -ft/ft
93.113 psi
3.713 psi
0.000 psi
1.013 psi
186.226 psi
3.689 psi
0.152 psi
p 3,000.0 psi
Fy 40,000.0 psi
Min As Pct 0.0014
Distance to CL of Rebar 3.25 in
Live & Short Term Load Combined
Left Column
0.500 k
k
-1.000 k
1,500.0 psf
1,995.0 psf
Title :
Dsgnr:
Description :
Scope :
Column Support Pedestal Sizes
#1 : Square Dimension
...Height
#2 : Square Dimension
...Height
Steel Req'd @ Left
Steel Req'd @ Center
Steel Req'd @ Right
ACI C -2
-0.70 k -ft/ft
-0.70 k -ft/ft
-0.10 k -ft/ft
93.113 psi
3.713 psi
3.727 psi
1.013 psi
186.226 psi
3.689 psi
0.152 psi
Job #
Date: 7:24PM, 15 AUG 07
0.00 in
0.00 in
0.00 in
0.00 in
LMO HIGHLINE.ECW:Calculations
Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
Warning: OTM Ratio < 1.5
0.216 in2 /ft
0.216 in2 /ft
0.216 in2 /ft
ACI Factored Eccentricity
Eq. C -1 256.7 psf 0.000 ft
Eq. C -2 81.7 psf 0.000 ft
Eq. C -3 10.0 psf
Eq. C -1 256.7 psf 0.000 ft
Eq. C -2 81.7 psf 0.000 ft
Eq. C -3 10.0 psf
( values for moment are given per unit width of footing )
ACI C -3
-0.95 k -ft/ft
-0.95 k -ft/ft
-0.13 k -ft/ft
93.113 psi
5.040 psi
5.058 psi
1.374 psi
186.226 psi
4.727 psi
0.206 psi
NL• Olson & Associates, Inc.
PO Box 637, Port Orchard, WA 98366
15 Oregon Ave, Tacoma, WA 98409
(360) 876-2284
Rev: 580000
User: KW-0602029. Ver 5.8.0, 1- Dec -2003
(c)1983 -2003 ENERCALC Engineering Software
Description Footing Slab Strip w/ anchor in middle
0.6D -E
Reinforcing ( values given per unit width of footing )
ACI C -1
ACI C -2
ACI C -3
23.17 psi -0.216 in2 /ft @ Top
ACI Factors (per ACI, applied internally to entered loads)
ACI C -1 & C -2 DL
ACI C -1 & C -2 LL
ACI C -1 & C -2 ST
....seismic = ST' :
1.400
1.700
1.700
1.100
ACI C -2 Group Factor
ACI C -3 Dead Load Factor
ACI C -3 Short Term Factor
Title :
Dsgnr:
Description :
Scope :
Combined Footing Design
Between Columns
O. Left Edge of Col #1
Ru /Phi As Req'd Ru /Phi As Req'd
17.07 psi 0.216 in2 /ft @ Bottom 17.07 psi 0.216 in2 /ft @ Bottom
17.07 psi -0.216 in2 /ft @ Top 17.07 psi -0.216 in2 /ft @ Top
23.17 psi -0.216 in2 /ft @ Top
0.750
0.900
1.300
Job #
Date: 7:24PM, 15 AUG 07
Ca) Right Edge of Col #2
Ru /Phi As Req'd
2.40 psi 0.216 in2 /ft @ Bottom
2.40 psi -0.216 in2 /ft @ Top
3.26 psi -0.216 in2 /ft @ Top
Additional Seismic "1.4" Factc
LMO HIGHLINE.ECW:Calculations
1.400
Additional Seismic "0.9" Facto 0.900
NL Olson & Associates, Inc.
PO Box 637, Port Orchard, WA 98366
15 Oregon Ave, Tacoma, WA 98409
(360) 876 -2284
Rev: 580000
User: KW- 0602029. Ver 5.8.0. 1- Dec -2003
(c)1983 -2003 ENERCALC Engineering Software
Description Footing Slab Strip w/ anchors "in -line"
General Information
....._....___._.......
Allow Soil Bearing
Seismic Zone
Concrete Wt
Short Term Increase
Overburden
Dimensions
Footing Size...
Distance Left
Dist. Betwn Cols
Distance Right
Footing Length
Width
Thickness
D +E
1,500.0 psf
4
145.0 pcf
1.33
0.00 psf
2.25 ft
2.50 ft
3.25 ft
8.00 ft
1.00 ft
10.00 in
Title :
Dsgnr:
Description :
Scope :
Combined Footing Design
fc
Fy
Min As Pct
Distance to CL of Rebar
Live & Short Term Load Combined
Job #
Date: 7:24PM, 15 AUG 07
Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000
3,000.0 psi
40,000.0 psi
0.0014
3.25 in
Column Support Pedestal Sizes
#1 : Square Dimension
...Height
#2 : Square Dimension
...Height
0.00 in
0.00 in
0.00 in
0.00 in
LMO HIGHLINE.ECW.Calculations
Loads
Note:
Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design.
Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2
Vertical Loads...
Dead Load
Live Load
Short Term Load
CcD Left Column
1.000 k
k
-1.000 k
Length = 8.00ft, Width = 1.00ft,
Maximum Soil Pressure
Allowable
Max Shear Stress
Allowable
Min. Overturning Stability
Soil Pressures
Soil Pressure @ Left
Dead + Live
Dead +Live +Short Term
Soil Pressure @ Right End
Dead + Live
Dead +Live +Short Term
Stability Ratio
Moment & Shear Summary
Moments...
Mu @ Col #1
Mu Btwn Cols
Mu @ Col #2
One Way Shears...
Vn : Allow * 0.85
Vu @ Col #1
Vu Btwn Cols
Vu @ Col #2
Two Way Shears...
Vn : Allow' 0.85
Vu @ Col #1
Vu @ Col #2
Thickness = 10.00in, Dist. Left = 2.25ft, Btwn. = 2.50ft, Dist. Right = 3.25ft
511.46 psf
1,995.00 psf
15.95 psi
93.11 psi
2.803 :1
Actual
464.6
230.2
277.1
511.5
2.8 :1
Allowable
1,500.0 psf
1,995.0 psf
Steel Req'd @ Left
Steel Req'd @ Center
Steel Req'd @ Right
ACI C-1
1.16 k -ft/ft
1.34 k -ft/ft
1.34 k -ft/ft
93.113 psi
9.449 psi
4.097 psi
8.721 psi
186.226 psi
6.974 psi
7.193 psi
1,500.0 psf
1,995.0 psf
ACI Factored Eccentricity
Eq. C -1 650.4 psf 0.337 ft
Eq. C -2 322.3 psf 0.506 ft
Eq. C -3 207.2 psf
Eq. C -1 387.9 psf -0.337 ft
Eq. C -2 716.0 psf 0.506 ft
Eq. C -3 460.3 psf
( values for moment are given per unit width of footing )
ACI C -2
0.48 k -ft/ft
2.43 k -ft/ft
2.43 k -ft/ft
93.113 psi
4.055 psi
12.443 psi
15.950 psi
186.226 psi
0.458 psi
14.577 psi
Ca) Right Column
1.000 k
k
1.000 k
Footing Design OK
0.216 in2 /ft
0.216 in2 /ft
0.216 in2 /ft
ACI C -3
0.31 k -ft/ft
1.56 k -ft/ft
1.56 k -ft/ft
93.113 psi
2.607 psi
7.999 psi
10.254 psi
186.226 psi
2.484 psi
12.114 psi
NL Olson & Associates, Inc.
PO Box 637, Port Orchard, WA 98366
15 Oregon Ave, Tacoma, WA 98409
(360) 876-2284
Rev: 580000
User: KW- 0602029. Ver 5.8.0, 1- Dec-2003
(c)1983 -2003 ENERCALC Engineering Software
Description Footing Slab Strip w/ anchors "in -line"
D +E
Reinforcing ( values given per unit width of footing)
ACI Factors (per ACI, applied internally to entered loads)
ACI C -1 & C -2 DL
ACI C -1 & C -2 LL
ACI C -1 & C -2 ST
....seismic = ST " :
1.400
1.700
1.700
1.100
Title :
Dsgnr:
Description :
Scope :
Combined Footing Design
Left Edge of Col #1 Between Columns
Ru /Phi As Req'd Ru /Phi As Req'd
ACI C -1 28.19 psi 0.216 in2 /ft @ Bottom 32.75 psi 0.216 in2 /ft @ Bottom
ACI C -2 11.73 psi 0.216 in2 /ft @ Bottom 59.34 psi 0.216 in2 /ft @ Bottom
ACI C -3 7.54 psi 0.216 in2 /ft @ Bottom 38.15 psi 0.216 in2 /ft @ Bottom
ACI C -2 Group Factor
ACI C -3 Dead Load Factor
ACI C -3 Short Term Factor
0.750
Job #
Date: 7:24PM, 15 AUG 07
LMO HIGHLINE.ECW.Calculations
Additional Seismic "1.4" Factc
an. Right Edge of Col #2
Ru /Phi As Req'd
32.75 psi 0.216 in2 /ft @ Bottom
59.34 psi 0.216 in2 /ft @ Bottom
38.15psi 0.216 in2 /ft @ Bottom
1.400
0.900 Additional Seismic "0.9" Facto 0.900
1.300
Design parameter
Symbol
Units
Nominal anchor diameter
M10
M12
M16
M20
HDA I
HDA - R
HDA
HDA - R
HDA I
HDA - R
HDA
Anchor O.D.
do
mm
(in.)
19
(0.75)
21
(0.83)
29
(1.14)
35
(1.38)
Effective min. embedment depth'
hofmin
I11
mm
(in.)
100
(3.94)
125
(4.92)
190
(7.48)
250
(9.84)
Minimum edge distance
Cmin
mm
(in.)
80
(3 -1/8)
100
(4)
150
(5 -7/8)
200
(7 -7/8)
Minimum anchor spacing
Smin
mm
(in.)
100
(4)
125
(5)
190
(7 -1/2)
250
(9 -7/8)
Minimum member thickness
hmin
mm
(in.)
170
(6 -3/4)
190
(7 -1/2)
270
(10 -5/8)
350
(13 -3/4)
Anchor category
1,2 or 3
-
1 I
1
1
1
1
1
1
Strength reduction factor for tension,
steel failure modes
-
0.75
Strength reduction factor for shear,
steel failure modes
-
0.65
Strength reduction factor for tension,
concrete failure modes3
0
Cond. A
0.75
Cond. B
0.65
Strength reduction factor for shear,
concrete failure modes
Cond. A
0.75
Cond. B
0.70
Yield strength of anchor steel
f
Ib /in
92,800
Ultimate strength of anchor steel
f
Ib /in
116,000
Tensile stress area
A
in
0.090
0.131
0.243
0.380
Steel strength in tension
N
Ib
10,440
15,196
28,188
44,080
Effectiveness factor uncracked
concrete
kuncr
-
30
30
30
30
30
30
30
Effectiveness factor cracked concrete'
k
-
24
24
24
24
24
24
24
k dk
i;(/
-
. 1:25 7µ
. ::::1,25-- : –.,
_1,25
1.25
1.25
1.25
1.25
Pullout strength cracked concrete
Np,
- -
8,992
8,992
11.,240
11,240
22,481
22,481
33,721
Steel strength in shear static'
HDA -P /PR
V
Ib
— 5,013
6,070
7,284
8,992
13,556
16,861
20,772
Steel strength in shear, seismic' 8
HDA -P /PR
Vs,seismic
Ib
4,496
5,620
6,519
8,093
12,140
15,062
18,659
Axial stiffness in service Toad range in
cracked / uncracked concrete
Q
10 Ib /in.
80 / 100
rage 1 OT 1
TABLE 5— DESIGN INFORMATION
L t( -154b
'Actual h for HDA -T is given by het,m,n + ( t - t,) where t is given in Table 1 and to is the thickness of the part(s) being fastened.
2 See ACI 318-02 Section D.4.4.
3 For use with the Toad combinations of ACI 318 -02 Section 9.2. Condition A applies where the potential concrete failure surfaces are crossed
by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where
such supplementary reinforcement is not provided, or where pullout or pryout strength govems.
° See ACI 318 -02 Section D.5.2.2 and Section 4.1.1 of this report.
s See ACI 318 -02 Section D.5.2.6 and Section 4.1.1 of this report.
s See Section 4.1.3 of this report.
'For HDA -T see Table 6.
s See Section 4.1.6 of this report.
9 Splitting failure under extemal load does not govem the resistance of the HDA. Therefore, no values for the critical edge distance c are
provided since this calculation is not required for design.
10 Minimum axial stiffness values, maximum values may be 3 times larger (e.g. due to high strength concrete)
"To calculate the basic concrete breakout strength Vo, /equals h In no cases shall I exceed 8d See ACI 318 -02 Section D.6.2.2.
DESIGN INFORMATION
Symbol
Units
Nominal anchor diameter
3/8
1/2
5/8
3/4
Anchor O.D.
do
in.
(mm)
0.375
(9.5)
0 5
(12.7)
0.625
(15.9)
0.75
(19.1)
Effective min. embedment'
he,
in.
(mm)
2
(51)
2
(51)
3 -1/4
(83)
3 -1/8
(79)
4
(102)
3-3/4
(95)
4 -3/4
(121)
8
(203)
9
(229)
Min. member thickness
hmin
in.
(mm)
4
(102)
5
(127)
4
(102)
6
(152)
6
(152)
8
(203)
5
(127)
6
(152)
6
(152)
Critical edge distance
cc.
in.
(mm)
4 -3/8
(111)
3 -7/8
(98)
5-1/2
(140)
4 -1/2
(114)
7 -1/2
(191)
6
(152)
7
(178)
8 -7/8
(225)
6
(152)
10
(254)
7
(178)
Min. edge distance
cmi
in.
(mm)
2 -1/2
(64)
2 -7/8
(73)
2 -1/8
(54)
3 -1/4
(83)
2 -3/8
(60)
4 -1/4
(108)
4
(102)
fors 2
in.
(mm)
5
(127)
5-3/4
(146)
5 -1/4
(133)
5 -1/2
(140)
5 -1/2
(140)
10
(254)
8 -1/2
(216)
4
(102)
Min. anchor spacing
Smin
in.
(mm)
2 -1/4
(57)
2 -7/8
(73)
2
(51)
2 -3/4
(70)
2 -3/8
(60)
5
(127)
for c 2
in.
(mm)
3 -1/2
(89)
4 -1/2
(114)
3 -1/4
(83)
4 -1/8
(105)
4 -1/4
(108)
9 -1/2
(241)
7
(178)
5 -3/4
(146)
Min, hole depth in concrete
ho
in.
(mm)
2 -5/8
(67)
2 -5/8
(67)
4
(102)
3 -7/8
(98)
4 -3/4
(121)
4 -5/8
(117)
Min. specified yield strength
f,
lb/ire
(N /mm
92,000
(634)
92,000
(634)
92,000
(634)
76,125
(525)
Min. specified ult. Strength
fs
Ib /in`
(N /mm
115,000
(793)
115,000
(793)
115,000
(793)
101,500
(700)
Effective tensile stress area
As.
in`
(mm)
0.052
(33.6)
0.101
(65.0)
0.162
(104.6)
0.237
(152.8)
Steel strength in tension
N8
Ib
(kN)
5,968
(26.6)
11,554
(51.7)
17,880
(82.9)
24,055
(107.0)
Steel strength in shear
Vg
Ib
(kN)
4,870
(21.7)
6,880
(30.6)
11,835
(52.6)
20,050
(89.2)
Steel strength in tension,
seismic2
N�,S
lb
(kN)
NA
2,735
(12.2)
NA
NA
NA
Steel strength in shear,
seismic
VII815
Ib
(kN)
2,825
(12.6)
6,880
(30.6)
11,835
(52.6)
14,615
(65.0)
Pullout strength uncracked
concrete3
N P ,, mcr
Ib
(kN)
2,630
(11.7) ..
NA
--.
5,760
_. (25.6)
NA
NA
12,040
(53.6)
. -
Pullout strength cracked
concrete3
Np,
Ib
(kN)
2,3407
(10.‘)
3,180
(14.1)
NA
NA
5,840
(26.0)
8,110
(36.1)
NA
Anchor category`
1
Effectiveness factor !c uncracked concrete
24
Effectiveness factor k cracked concrete
17
24
17
17
17
24
17
v3= kw,c/kcr
1.41
1.00
1.41
1.41
1.41
1.00
1.41
Strength reduction factor 0 for tension, steel
failure modes'
0.75
Strength reduction factor 0 for shear, steel failure
modes'
0.65
Strength reduction 0 factor for tension, concrete
failure modes, Condition B
0.65
Strength reduction 0 factor for shear, concrete
failure modes, Condition B
0.70
rage / or 11
TABLE 4- DESIGN INFORMATION, STAINLESS STEEL KB -TZ
COM- IV 1
For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa For pound -inch units: 1 mm = 0.03937 inches
See Fig. 2.
2 See Section 4.1.6 of this report. NA (not applicable) denotes that this value does not control for design.
3 See Section 4.1.3 of this report. NA (not applicable) denotes that this value does not control for design.
`See ACI 318 -02 Section D.4.4.
s See ACI 318 -02 Section D.5.2.2.
6 See ACI 318 -02 Section D.5.2.6.
'The KB -TZ is a ductile steel element as defined by ACI 318 Section D.1.
6 For use with the load combinations of ACI 318 -02 Section 9.2. Condition B applies where supplementary reinforcement in conformance with ACI
318 -02 Section D.4.4 is not provided, or where pullout or pryout strength govems. For cases where the presence of supplementary reinforcement
can be verified, the strength reduction factors associated with Condition A may be used.
03 -05 -2008
KEVIN SHUMWAY
2193 WOODLAND DR NW
BREMERTON WA 98312
RE: Permit No. D07 -310
12844 MILITARY RD S TUKW
Dear Permit Holder:
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 writinz 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 04 /08/2008 , your permit will become null and
void and any further work on the project will require a new permit and associated fees.
Thank you for your cooperation in this matter.
Sincerely,
Ter Marshall,
Permit Technician
xc: Permit File No. D07 -310
City of Tukwila Jim Haggerton, Mayor
Department of Community Development Jack Pace, Director
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665
DEPARTMENTS:
u f • ?
B i ing�L9lJision
Public W ks
s a- u
Complete
Comments:
TUES/THURS ROUTING:
Please Route RI Structural Review Required
REVIEWER'S INITIALS:
APPROVALS OR CORRECTIONS:
Approved ❑
Notation:
REVIEWER'S INITIALS:
Documents/routing slip.doc
2 -28 -02
PERMIT COORD COPY
PLAN REVIEW /ROUTING SLIP
ACTIVITY NUMBER: D07 -310 DATE: 08 -17 -07
PROJECT NAME: HIGHLINE MEDICAL CENTER
SITE ADDRESS: 12844 MILITARY RD S
X Original Plan Submittal
Response to Correction Letter #
Response to Incomplete Letter #
Revision # After Permit Issued
Approved with Conditions
Fit'Prevention
Structural
DETERMINATION OF COMPLETENESS: (Tues., Thurs.)
Incomplete n
Permit Center Use Only
INCOMPLETE LETTER MAILED:
Departments determined incomplete: Bldg ❑
LETTER OF COMPLETENESS MAILED:
Fire ❑ Ping ❑ PW ❑ Staff Initials:
t5)
Planning Division
❑ Permit Coordinator
DUE DATE: 08 -21-07
Not Applicable ❑
No further Review Required
DATE:
n
n
DUE DATE: 09-18-07
Not Approved (attach comments) n
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections:
Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
License Information
License
LMOCO * *022PT
Licensee Name
L M 0 CONSTRUCTION
Licensee Type
CONSTRUCTION CONTRACTOR
UBI
601910584
Ind. Ins. Account Id
PARTNER
Business Type
PARTNERSHIP
Address 1
6480 S ROTHMOOR DR
Address 2
City
SALT LAKE CITY
County
OUT OF STATE
State
UT
Zip
84121
Phone
3603735655
Status
ACTIVE
Specialty 1
GENERAL
Specialty 2
UNUSED
Effective Date
10/30/1998
Expiration Date
10/22/2008
Suspend Date
Separation Date
Parent Company
Previous License
Next License
LMOFEMO952KB
Associated License
Business Owner Information
Name
Role
Effective Date
Expiration Date
SHUMWAY, KEVIN G
PARTNER
10/30/1998
SHUMWAY, DOUGLAS J
PARTNER
10/30/1998
SHUMWAY, BARTON L
PARTNER
10/30/1998
Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 2
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.
Bond Information
Bond
Bond
Company
Name
Bond
Account
Number
Effective
Date
Expiration
Date
Cancel
Date
Impaired
Date
Bond
Amount
Received
Date
COLONIAL
AM CAS &
https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= LMOCO * * 022PT 09/05/2007
V\ C, \ �
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,. : _7-7a..:$,4....x.. •
FILE coPy
Permit No. 0
Ilan review cpproval Is subject to errors and omit.
Approve! c7 c :-,ctr.:ction documents does not authorize
the violoun c ° c 7 cccep ed code or ordinarnc. Receipt
Of apprcvz:1 r:_' C:77 c. -d cond :lione Ls cciaiovwledged:
�► K_ }�-
Date: 5 1-
City of Tukwila
WILDING DIVISION
10
/5
N-u " o
(er
r
REVISIONS
No changes shall be made to the scope
of work without prior approval of
Tukwila Building Division.
NOTE: Revisions will require a new plan submittal
and may include additional plan review fees.
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