HomeMy WebLinkAboutPermit D17-0090 - RED DOT - SEISMIC UPGRADERED DOT
745 ANDOVER PARK E
D17-0090
Parcel No:
Address:
0
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Inspection Request Line: 206-438-9350
Web site: http://www.TukwilaWA.gov
DEVELOPMENT PERMIT
2623049115 Permit Number: D17-0090
745 ANDOVER PARK E
Project Name: RED DOT
Issue Date: 5/17/2017
Permit Expires On: 11/13/2017
Owner:
Name:
Address:
Contact Person:
Name:
Address:
Contractor:
Name:
Address:
License No:
Lender:
Name:
Address:
LBA NCC -COMPANY III LLC
PO BOX 847 , CARLSBAD, WA, 92018
KIM OSPINA
600 UNIVERSITY ST, STE 3025 ,
SEATTLE, WA, 98101
'SAUNDERS CONSTRUCTION INC
1760 MONROVIA AVE UNIT A-1,
COSTA MESA, CA, 92627
SAUNDCI953ND
LBD NCC - COMPANY III, LLC
3347 MICHAELSON DR, STE 220,
IRVINE, WA, 92612
Phone: (206) 812-6232
Phone: (949) 646-0034
Expiration Date: 8/4/2017
DESCRIPTION OF WORK:
VOLUNTARY SEISMIC STRENGTHENING OF THE WALL ANCHORAGE SYSTEMS TO REDUCE THE POTENTIAL
STRUCTURAL DAMAGE IN AN EARTHQUAKE
Project Valuation: $200,000.00
Type of Fire Protection:
Sprinklers: YES
Fire Alarm: YES
Type of Construction:
Electrical Service Provided by: TUKWILA
Fees Collected: $4,099.51
Occupancy per IBC:
Water District: TUKWILA
Sewer District: TUKWILA
Current Codes adopted by the City of Tukwila:
International Building Code Edition:
International Residential Code Edition:
International Mechanical Code Edition:
Uniform Plumbing Code Edition:
International Fuel Gas Code:
2015
2015
2015
2015
2015
National Electrical Code:
WA Cities Electrical Code:
WAC 296-46B:
WA State Energy Code:
2014
2014
2014
2015
Public Works Activities:
Channelization/Striping:
Curb Cut/Access/Sidewalk:
Fire Loop Hydrant:
Flood Control Zone:
Hauling/Oversize Load:
Land Altering: Volumes: Cut: 0 Fill: 0
Landscape Irrigation:
Sanitary Side Sewer: Number: 0
Sewer Main Extension:
Storm' Drainage:
Street Use:
Water Main Extension:
Water Meter: No
Permit Center Authorized Signature: Date: 5.t'si•-• 17
I hearby certify that I have read and examined this permit and know the same to be true and correct. 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 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 and agree to t conditions attached to this permit.
Signatur
Print Name:
This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if
the work is suspended or abandoned for a period of 180 days from the last inspection.
PERMIT CONDITIONS:
1: ***BUILDING PERMIT CONDITIONS***
2: Work shall be installed in accordance with the approved construction documents, and any changes made
during construction that are not in accordance with the approved construction documents shall be
resubmitted for approval.
3 All permits, inspection record card and approved construction documents shall be kept at the site of work
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
4: The special inspection of bolts to be installed in concrete prior to and during placement of concrete.
5: When special inspection is required, either the owner or the registered design professional in responsible
harge, 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 Washington State Building Code and the
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.
0 o
9: 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.
10: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center.
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.
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206) 438-9350
1700 BUILDING FINAL**
0409 FRAMING
0401 ROOF SHEATHING
4046 SI-EPDXY/EXP CONC
4034 SI -METAL PLATE CONN
4023 SI -OBS -SEISMIC REST
CITY OF TUKWILA
Community Development Department
Public Works Department
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
http://www.TukwilaWA.gov
n
Building Permit No. ►/'q"'CM0
Project No.
Date Application Accepted:
Date Application Expires: 10
(For office use only)
CONSTRUCTION PERMIT APPLICATION
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**
SITE LOCATION
King Co Assessor's Tax No.: 2623049115
Site Address: 745 Andover Park East
Tenant Name: Red Dot
Suite Number: NA Floor: NA
PROPERTY OWNER
Name: LBA NCC -Company III, LLC
Address: 3347 Michaelson Drive, Suite 220
City: Irvine State: WA Zip: 92612
CONTACT PERSON — person receiving all project
communication
Name: Kim Ospina
Company Name: MHP, Inc.
Address: 600 University Street, Suite 3025
City: Seattle State: WA
Zip: 98101
Phone: (206) 812-6232 Fax: (206)
812-2700
Email: kospina@lbarealty.com -
City:
GENERAL CONTRACTOR INFORMATION
Company Name:
Company Name: MHP, Inc.
Company Name: NA
Engineer Name: Kenneth D. O'Dell
Address:
Architect Name:
City: Long Beach State: CA
City:
State:
985-1011
Zip:
Phone:
Fax:
Phone:
Fax:
Contr Reg No.:
Email:
Exp Date:
Tukwila Business License No.:
H:Wpplications\Forms-Applications On Line 2011 Applications''crmit Application Revised - 8-9-1I.docx
Revised: August 2011
bh
New Tenant: ❑ Yes J .. No
ARCHITECT OF RECORD
Name: LBA NCC -Company III, LLC
Company Name: MHP, Inc.
Company Name: NA
Engineer Name: Kenneth D. O'Dell
Architect Name:
City: Long Beach State: CA
Address:
Phone: (562) 985-3200 Fax: (562)
985-1011
City:
State:
Zip:
Phone:
Fax:
Email:
ENGINEER OF RECORD
Name: LBA NCC -Company III, LLC
Company Name: MHP, Inc.
City: Irvine State: WA Zip: 92612
Engineer Name: Kenneth D. O'Dell
Address: 3900 Cover Street
City: Long Beach State: CA
Zip: 90808
Phone: (562) 985-3200 Fax: (562)
985-1011
Email: kodell@mhpse.com
LENDER/BOND ISSUED (required for projects $5,000 or
greater per RCW 19.27.095)
Name: LBA NCC -Company III, LLC
Address: 3347 Michaelson Drive, Suite 220
City: Irvine State: WA Zip: 92612
Pagel of 4
BUILDING PERMIT INFORMATION 206-431-3670
Valuation of Project (contractor's bid price): $ 200,000
Describe the scope of work (please provide detailed information):
The project is a voluntary seismic strengthening of the wall anchorage systems to reduce the potential structural damage in an
earthquake.
Existing Building Valuation: $
Will there be new rack storage? ❑ Yes
m.. 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): 207,346 Floor area of principal dwelling: 103,218 Floor area of accessory dwelling: 0
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
0
Number of Parking Stalls Provided: Standard:
Will there be a change in use? 0 Yes
81
Compact: Handicap:
L No If "yes", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
Sprinklers Z Automatic Fire Alarm 0 None 0 Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No
If "yes', attach list of materials and storage locations on a separate 8-12" x 11" paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
H:\Applications\Fonns-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx
Revised: August 2011
bh
Page 2 of 4
Existing
Interior Remodel
Addition to
Existing
Structure
New
Type of
Construction per
IBC
Type of
Occupancy per
IBC
15t Floor
103,484
2"d Floor
10,518
3`d Floor
0
Floors thru
Basement
0
Accessory Structure*
0
Attached Garage
0
Detached Garage
0
Attached Carport
0
Detached Carport
0
Covered Deck
0
Uncovered Deck
0
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): 207,346 Floor area of principal dwelling: 103,218 Floor area of accessory dwelling: 0
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
0
Number of Parking Stalls Provided: Standard:
Will there be a change in use? 0 Yes
81
Compact: Handicap:
L No If "yes", explain:
FIRE PROTECTION/HAZARDOUS MATERIALS:
Sprinklers Z Automatic Fire Alarm 0 None 0 Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 Yes 0 No
If "yes', attach list of materials and storage locations on a separate 8-12" x 11" paper including quantities and Material Safety Data Sheets.
SEPTIC SYSTEM
0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
H:\Applications\Fonns-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx
Revised: August 2011
bh
Page 2 of 4
PUBLIC WORKS PERMIT INFORMATION — 206-433-0179
Scope of Work (please provide detailed information):
Call before you Dig: 811
Please refer to Public Works Bulletin #1 for fees and estimate sheet.
Water District
❑ ...Tukwila ❑ ...Water District #125
0 ...Water Availability Provided
Sewer District
❑ ...Tukwila
0 ...Sewer Use Certificate
❑ .. Highline
❑ ... V alley View 0 .. Renton
0... Sewer Availability Provided
❑ .. Renton
❑ .. Seattle
Septic System:
0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department.
Submitted with Application (mark boxes which apply):
0 ...Civil Plans (Maximum Paper Size — 22" x 34")
❑ ...Technical Information Report (Storm Drainage)
❑ ...Bond ❑ .. Insurance 0 .. Easement(s)
Proposed Activities (mark boxes that apply):
0 ...Right-of-way Use - Nonprofit for less than 72 hours
0 ...Right-of-way Use - No Disturbance
0 ...Construction/Excavation/Fill - Right-of-way 0
Non Right-of-way 0
❑ ...Total Cut
0 ...Total Fill
cubic yards
cubic yards
0 .. Geotechnical Report
❑ .. Maintenance Agreement(s)
❑ ...Traffic Impact Analysis
❑ ...Hold Harmless — (SAO)
❑ ...Hold Harmless — (ROW)
0 .. Right-of-way Use - Profit for less than 72 hours
❑ .. Right-of-way Use — Potential Disturbance
❑ .. Work in Flood Zone
❑ .. Storm Drainage
❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank
0 ...Cap or Remove Utilities 0 .. Curb Cut
❑ ...Frontage Improvements 0 .. Pavement Cut
0 ...Traffic Control ❑ .. Looped Fire Line
❑ ...Backflow Prevention - Fire Protection "
Irrigation
Domestic Water "
❑ .. Grease Interceptor
❑ .. Channelization
❑ .. Trench Excavation
❑ .. Utility Undergrounding
❑ ...Permanent Water Meter Size... WO #
❑ ...Temporary Water Meter Size .. WO #
0 ...Water Only Meter Size WO # 0 ...Deduct Water Meter Size
0 ...Sewer Main Extension Public 0 Private 0
❑ ...Water Main Extension Public 0 Private 0
FINANCE INFORMATION
Fire Line Size at Property Line Number of Public Fire Hydrant(s)
0 ...Water 0 ...Sewer
Monthly Service Billing to:
Name:
0 ...Sewage Treatment
Day Telephone:
Mailing Address:
City State Zip
Water Meter Refund/Billing:
Name:
Mailing Address:
Day Telephone:
City
State Zip
H:\Applications'Forrns-Applications On Line\2011 Applications\Permit Application Revised - 8-9.1 Ldocx
Revised: August 2011
bh
Page 3 of 4
PERMIT APPLICATION NOTES —
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.
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).
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
Signature:
1
R AUTHOJUZED AGENT:
Print Name:
(1
1
Ar OJPl/L
Mailing Address: C$O
V/Yk
Date: at v ` / 2i /t
Z-0‘0
f�/ 2
Day Telephone: Z -n
�tY- 3oz,
kiettip qrl %
City State Zip
H:Wpplications\Forms-Applications On Line \2011 Applications\Pcnnit Application Revised - 8-9-11.docx
Revised: August 2011
bh
Page 4 of 4
Cash Register Receipt
City of Tukwila
Receipt Number
R11508
DESCRIPTIONS ACCOUNT QUANTITY
PermitTRAK
.:
PAID
$2,533.77
D17-0090 Address: 745 ANDOVER PARK E Apn: 2623049115
$2,533.77
DEVELOPMENT
$2,413.33
PERMIT FEE
R000.322.100.00.00
0.00
$2A08.83
WASHINGTON STATE SURCHARGE
B640.237.114
0.00
$4.50
TECHNOLOGY FEE
$120.44
TECHNOLOGY FEE R000.322.900.04.00 0.00
TOTAL FEES PAID BY RECEIPT: R11508
x
$120.44
$2,533.77
Date Paid: Wednesday, May 17, 2017
Paid By: LBA NCC -COMPANY III LLC
Pay Method: CHECK 000132
Printed: Wednesday, May 17, 2017 3:28 PM 1 of 1
! SYSTEMS
111
Cash Register Receipt
City of Tukwila
DESCRIPTIONS
I ACCOUNT QUANTITY
PAID
PermitTRAK
$1,565.74
D17-0090 Address: 745 ANDOVER PARK E Apn: 2623049115
$1,565.74
DEVELOPMENT
$1,565.74
PLAN CHECK FEE
TOTAL FEES PAID BY RECEIPT: R11266
R000.345.830.00.00
0.00
$1,565.74
$1,565.74
Date Paid: Thursday, April 13, 2017
Paid By: LBA NCC -COMPANY III LLC
Pay Method: CHECK 000116
Printed: Thursday, April 13, 2017 2:32 PM 1 of 1
CRSYSTEMS
INSPECTION N0.
INSPECTION RECORD
Retain a copy with permit
b7-00,90
PERMIT NO.
CITY OF TUKVVILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670``
Permit Inspection Request Line (206) 438-9350
Project:
t ba "
Tye of Inspection:
e I 1 tbiW6- linfA 1 -
Address:
745/Attu eArJc C
Date Called:
Special Instructions:
£Au. 20 r�1S Al- b
Date Wage •
b Z l
a_m.
Request :
gl IW
Phone No:
c03- 7o6, -O62-6
igtApproved per applicable codes.
ElCorrections required prior to approval.
COMMENTS:
Inspector: 4
Dates
011 7
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
RECEIVED
CITY OF TUKWILA
APR ;111017
PERMIT CENTER
STRUCTURAL CALCULATIONS
for
VOLUNTARY SEISMIC STRENGTHENING
745 Andover Park East
Tukwila, Washington 98188
REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAY 0 4 2017
Oil of T ikwiIa
BtlI
for
LBA Realty
600 University Street, Suite 3025
Seattle, WA 98101
by
MHP, Inc.
Structural Engineers
Long Beach, California
March 13, 2017
MHP JN: 17-0008-01
DI 1/0ogo
STRUCTURAL ENGINEERS
Design Maps Summary Report Page 1 of 1
1
L§USGS Design Maps Summary Report
User -Specified Input
Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE -1E (,IKe 9
(which utilizes USGS hazard data available in 2008)
Site Coordinates 47.44927°N, 122.25184°W
Site Soil Classification Site Class D - "Stiff Soil"
`Sr
r1*' y�
•
Z
� .1 ss quah
en ton _`...
Kent
USGS-Provided Output
55,20/50 0.489 g SXS,BSE-1E 0.689 g
51,20/50 0.179 g SX1,BSE-1E 0.372 g
Horizontal Spectrum
0,70
0.63
0.5E
0,49
0,42
0.35
0:28
0.21
0.14
0.0
0.00
0.00
0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.80 2.00
Period. T (sec)
•
t F =.:. t art :l iH obi
Maple Valley
C 9rC e t
Covington ,1
0.55
0.50
0,45
0.40
0.15
0,30
0.25
0.20
0.15
00.10
0-05'
0.00
0.00 0.20 0.40 0.60
Vertical Spectrum
0.'80
L00 1.20 1_.40
Period. T (sec)
1.60 1.80
2.00
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the
accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge.
http://earthquake.usgs. gov/designmaps/us/summary.php?template=minimal&latitude=47.4... 1 /12/201 7
1/25/2017
Design Maps Summary Report
MUMS Design Maps Summary Report 2
User -Specified Input jjD;�1
Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE -2E (CBIst+A1'S P
(which utilizes USGS hazard data available in 2008)
Site Coordinates 47.44927°N, 122.25184°W
Site Soil Classification Site Class D -"Stiff Soil"
USGS-Provided Output
Ss,s/50
1.008 g
S1,5/50 0.385 g
1.20
1.09
0.95
0.94
th 0.7
0.50
0.49
0.35
0.24
0.12
SXS,BSE-2E 1.105 g
SX1,BSE-2E 0.628 g
Horizontal Spectrum
0.89
0.80
0.72
0.64
0.56
G 0.49
to • 0.40
0.32
0.24
0.16
0.08
0.00 0.00
0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40
Period. T (sec)
Vertical Spectrum
1.60 1.80 2.00 0.00 0.20 0.40 0.50 0.90 1.00 1.20 1.40 1.60 1.90
Period. T (sec)
2.00
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the
accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge.
http://earthquake. us gs .gov/des i gn m aps/us/s um m ary. ph p?tem pl ate=minimal &latitude= 47.44927&I ongi tude=-122.251838&s i tecl ass= 3&risk category= -1 &edition=... 1/1
CALCULATION SHEET
STRUCTURAL ENGINEERS
3900 Cover Street, Long Beach, CA 90808-1773 562.985.3200 P 56/985.1011 F www.mhpse.com
CALCULATION SHEET
-(1,..A
DATE: JOB NO:
3900 Cover Street, Long Beach, CA 90808-1773 562.985.3200 P 562.985.101 I F www.mhpse.com
MILT.
www.hilti.us Profis Anchor 2.7.1
Company:
Specifier:
Address:
Phone I Fax:
E -Mail:
MHP
3900 Cover Street, Long Beach, CA
562-985-3200 1562-985-1011
Page: 1
Project: Voluntary Retrofit
Sub -Project I Pos. No.: 745 Andover Park East
Date: 1/20/2017
Specifier's comments:
Si (J ciu 11)-7)-141—,
1 Input data
Anchor type and diameter: HIT -RE 500 V3 + HAS 5/8
Effective embedment depth: hef,act = 4.500 in. (henimit = - in.)
Material: 5.8
Evaluation Service Report: ESR -3814
Issued I Valid: 6/1/2016 1 1/1/2017
Proof: Design method ACI 318-14 / Chem
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.
Anchor plate: Ix x ly x t = 4.000 in. x 10.000 in. x 0.500 in.; (Recommended plate thickness: not calculated
Profile: no profile
Base material: cracked concrete, 2500, fc' = 2500 psi; h = 6.000 in., Temp. short/long: 32/32 °F
Installation: hammer drilled hole, Installation condition: Dry
Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Geometry [in.] & Loading [Ib, in.Ib]
z
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
www.hilti.us Profis Anchor 2.7.1
Company:
Specifier:
Address:
Phone I Fax:
E -Mail:
MHP
3900 Cover Street, Long Beach, CA
562-985-32001 562-985-1011
Page: 2
Project: Voluntary Retrofit
Sub -Project I Pos. No.: 745 Andover Park East
Date: 1/20/2017
2 Load case/Resulting anchor forces
Load case: Design loads
Anchor reactions [Ib]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 1536 0 0 0
2 1536 0 0 0
max. concrete compressive strain: - [%o]
max. concrete compressive stress: - [psi]
resulting tension force in (x/y)=(0.000/0.000): 3072 [Ib]
resulting compression force in (x/y)=(0.000/0.000): 0 [Ib]
3 Tension Toad
Load Nun [Ib] Capacity 4, N„ [Ib] Utilization fiN = Nua/4) Na Status
Steel Strength* 1536 10650 15 OK
Bond Strength** 3072 9493 33 OK
Sustained Tension Load Bond Strength* N/A N/A N/A N/A
Concrete Breakout Strength** • 3072 7423 42 OK
* anchor having the highest loading **anchor group (anchors in tension)
3.1 Steel Strength
Nsa = ESR value refer to ICC -ES ESR -3814
0 Nsa 2 Nua ACI 318-14 Table 17.3.1.1
Variables
Ase,N [I12] fut. [psi]
0.23
Calculations
Nsa [Ib]
16385
Results
Nsa [Ib]
16385
72500
steel..
Nsa [Ib]
=11
10650
Nua [Ib]
1536
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
M111161711
www.hilti.us Profis Anchor 2.7.1
Company:
Specifier:
Address:
Phone I Fax:
E -Mail:
MHP
3900 Cover Street, Long Beach, CA
562-985-3200]562-985-1011
Page: 3
Project: Voluntary Retrofit
Sub -Project I Pos. No.: 745 Andover Park East
Date: 1/20/2017
3.2 Bond Strength
Nag = (ANa
AN.0) 1V ecl,Na 1V ec2,Na W ed,Na W cp,Na Nba
Nag > Nua
ANa = see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b)
ANaO = (2 0Na)2
CNa = 1 O da Alt un"V1100
1
W ec.Na = (ii)
5 1.0
CNa l
W ed,Na = 0.7 + 0.3 ( Gran/ 5 1.0
W cp,Na = MAX(Camin CNa) c 1.0
Cac Cac
Nba = A. a ' t k.c ' 1[ ' da ' her
Variables
t k,c,uncr [psi]
2210
e. -1,N [in.]
da [in.]
0.625
ec2,N [in.]
her [in.]
ACI 318-14 Eq. (17.4.5.1.b)
ACI 318-14 Table 17.3.1.1
ACI 318-14 Eq. (17.4.5.1c)
ACI 318-14 Eq. (17.4.5.1d)
ACI 318-14 Eq. (17.4.5.3)
ACI 318-14 Eq. (17.4.5.4b)
ACI 318-14 Eq. (17.4.5.5b)
ACI 318-14 Eq. (17.4.5.2)
ca,min [in.]
4.500
Cac [in.]
0.000
Calculations
CNa [in.]
8.819
W ec1,Na
1.000
Results
0.000
ANa [in.2]
10.194
ANaO [in.2]
408.10 311.09
W ec2,Na
1.000
Nag [Ib] and
14605
3.3 Concrete Breakout Strength
W cp,Na
1.000
1.000
1� cd,No
1.000
Nba [Ib]
11133
4) Nag [Ib] Nue [Ib]
9493 3072
Ncbg = (ANc
ANco) W ec,N W ed,N W c,N W cp,N Nb
Ncbg ? Noe
ANe see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b)
ANcO
W ec,N
W ed,N
W cp,N
Nb
=9hf
1
1+2eN 551.0
3 her
= 0.7 + 0.3 (1.5Came) s 1.0
et
= MAX("',a,i1.5har) 5 1.0
`` Cac Cac 1
=keA,aYTchei5
Variables
hef [in.]
ec1,N [In.]
4.500
0.000
ec2,N [in.]
0.000
t k.c [psi]
1260
ACI 318-14 Eq. (17.4.2.1b)
ACI 318-14 Table 17.3.1.1
ACI 318-14 Eq. (17.4.2.1c)
ACI 318-14 Eq. (17.4.2.4)
ACI 318-14 Eq. (17.4.2.5b)
ACI 318-14 Eq. (17.4.2.7b)
ACI 318-14 Eq. (17.4.2.2a)
cam*, [in.]
W c,N
cac [in.] kc 7,. a fc [psi]
10.194 17 1.000 .2500
1.000
Calculationsl�
^Nc [in.2] ANcO [in•2] W ec1,N W ec2,N 1V ed,N W cp,N Nb [Ib]
256.50 182.25 1.000 1.000 1.000 1.000 8114
Results
Ncbg [Ib]
11420
oncrete
0 0
Ncbg [Ib]
Nua [Ib]
7423
3072
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hill AG, FL -9494 Schaan Hill is a registered Trademark of Hilti AG, Schaan
SUBJECT:
STRUCTURAL ENGINEERS
oLuyv'i-k(l s Wuz-
CALCULATION��SHEET
JOB NO: /� /0bo
DATE:
BY:
SHEET: 8
3900 Cover Street, Long Beach, CA 90808-1773 562.9853200 P 562.985.1011 F www.mhpse.com
I■111`TI
www.hilti.us Profis Anchor 2.7.1
Company:
Specifier:
Address:
Phone I Fax:
E -Mail:
MHP
3900 Cover Street, Long Beach, CA
562-985-3200 I 562-985-1011
Page: 1
Project: Voluntary Retrofit
Sub -Project I Pos. No.: 745 Andover Park East
Date: 1/20/2017
Specifier's comments:
U44144,
)ioeir
i
1 Input data
Anchor type and diameter: HIT -RE 500 V3 + HAS 5/8
Effective embedment depth: hef,aa = 4.500 in. (het,limit = - in.)
Material: 5.8
Evaluation Service Report: ESR -3814
Issued I Valid: 6/1/2016 1 1/1/2017
Proof: Design method ACI 318-14 / Chem
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.
Anchor plate: Ix x ly x t = 4.000 in. x 10.000 in. x 0.500 in.; (Recommended plate thickness: not calculated
Profile: no profile
Base material: cracked concrete, 2500, fc' = 2500 psi; h = 6.000 in., Temp. short/long: 32/32 °F
Installation: , hammer drilled hole, Installation condition: Dry
Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Geometry [in.] & Loading [Ib, in.ib]
z
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
1111411191
www.hilti.us Profis Anchor 2.7.1
Company:
Specifier:
Address:
Phone I Fax:
E -Mail:
MHP
3900 Cover Street, Long Beach, CA
562-985-32001562-985-1011
Page: 2
Project: Voluntary Retrofit
Sub -Project I Pos. No.: 745 Andover Park East
Date: 1/20/2017
2 Load case/Resulting anchor forces
Load case: Design Ioads
Anchor reactions [Ib]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 2048 0 0 0
2 2048 0 0 0
max. concrete compressive strain: - [%o]
max. concrete compressive stress: - [psi]
resulting tension force in (x/y)=(0.000/0.000): 4096 [Ib]
resulting compression force in (x/y)=(0.000/0.000): 0 [Ib]
3 Tension Toad
Load Nua [Ib] Capacity 4) Nn [Ib] Utilization RN = Nua/ N„
Steel Strength* 2048 10650
Bond Strength** 4096 9698
Sustained Tension Load Bond Strength* N/A N/A
Concrete Breakout Strength** 4096 7618
* anchor having the highest loading **anchor group (anchors in tension)
3.1 Steel Strength
Nsa = ESR value
Nsa Z N.
Variables f 1
Ase,N [In•2]
refer to ICC -ES ESR -3814
ACI 318-14 Table 17.3.1.1
futa [psi]
0.23
Calculations
Nsa [Ib]
16385
Results
Nsa [Ib]
16385
72500
Nsa [Ib] N. [Ib]
10650 2048
20
43
N/A
54
Status
OK
OK
N/A
OK
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
G0
www.hilti.us Profis Anchor 2.7.1
Company:
Specifier:
Address:
Phone I Fax:
E -Mail:
MHP
3900 Cover Street, Long Beach, CA
562-985-3200 1 562-985-1011
Page: 3
Project: Voluntary Retrofit
Sub -Project I Pos. No.: 745 Andover Park East
Date: 1/20/2017
3.2 Bond Strength
( ANa
Nag — ANa0/ tV ec1,Na W ec2,Na W ed,Na W cp,Na Nba
Nag > Nua
ANa = see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b)
A
A Na0 = (2 Clda)2
CNa = 10 da 1100t uncr
1
Wec,Na— \1+eN1s1.0
CNa /
Wed.Na=0.7+0.3 (Ca ") <_ 1.0
/
CNa 1
W cp,Na = MAX (Ca min CNa) c 1.0
Cac Cac
Nha = k a ' t k,c-"n - da . hef
Variables
t k,c,uncr [psi] de [in.] het [In.]
2210 0.625 4.500
ea -1,N [in.] ea2,N [in.] ca. [in.]
ACI 318-14 Eq. (17.4.5.1.b)
ACI 318-14 Table 17.3.1.1
ACI 318-14 Eq. (17.4.5.1c)
ACI 318-14 Eq. (17.4.5.1d)
ACI 318-14 Eq. (17.4.5.3)
ACI 318-14 Eq. (17.4.5.4b)
ACI 318-14 Eq. (17.4.5.5b)
ACI 318-14 Eq. (17.4.5.2)
Ca,min [in.]
0.000 0.000 10.194
Calculations
CNa [in.] ANa [In.2] ANaO [in.2]
8.819 416.92 311.09
W ec1,Na W ec2,Na W cp,Na
1.000 1.000 1.000 .
Results
Nag [lb]�on 4) Nag [lb]
14920 0" ' 9698
3.3 Concrete Breakout Strength b
1.000
W ed.Na
1.000
Nba [Ib]
11133
Nua [Ib]
Ncbg _ (ANc
ANc!) W ec,N W ed,N W c,N W cp,N Nb
Ncbg Z Nua
ANe see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b)
ANc0
W ec,N
W ed,N
W cp,N
Nb
= 9 het
1
_ \
(+2eN 551.0
3 het
= 0.7 + 0.3 (1 5hef) 5 1.0
= MAX(!,Camin 1.5hef) 5 1.0
Cac Cac f
=kcX.a 4Tchei5
Variables
hef [in.] ea -1,N [in.] ec2,N [in.]
4.500 0.000 0.000
4096
T k,c [psi]
1260
ACI 318-14 Eq. (17.4.2.1b)
ACI 318-14 Table 17.3.1.1
ACI 318-14 Eq. (17.4.2.1c)
ACI 318-14 Eq. (17.4.2.4)
ACI 318-14 Eq. (17.4.2.5b)
ACI 318-14 Eq. (17.4.2.7b)
ACI 318-14 Eq. (17.4:2.2a)
ca,a [in.] W c,N
^� 1.000
Cac [in.] kc A. a fc [psi]
10.194 17 1.000 2500
Calculations
AN, [in.2] ANco [in.2] 1l1 eci,N W ec2,N
263.25 182.25 1.000 1.000
Results A,k
Nebg [Ib] 4). oncrete 4) Ncbg [lb] Nua [Ib]
W ed,N
11720 7618 4096
9,4 o
1.000
W cp,N Nb [Ib]
1.000 8114
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
IN(
STRUCTURAL ENGINEERS
SUBJECT:
DATE:
CALCULATION SHEET
JOB NO: j /°0
BY:
SHEET:
• % ,./---Yic1`- f.7,!'."7.(-7.ift Li/.Air.—
1
4v
Gil j ijr'
..--f�%•-�%/!!J
/�' 1 / . .-=f /[: •+.J7 :(,..^ C.. ..
-
fir=_ . ___,
•
.
-- ---"
R,,
`
4.:,i: .
5D /
::
LT9 ii
s
T
:"ii
_i
' ! e._
-p
= -moi.
1
{..
• Ra1
ja : J
.
r
Y I
_ f
f: .
_
f.+ ..biUti i:&-;:14auLS+ ,
n,"
.fes
t
i
��� —
_ - _ _
y
6
V
f
•
ENBEEMIIIMINIIIIMEN
fi
4
!
I
i
1
1
•
, , T--7
•
,
r ..
S
Nei L,j
tri
�,/i.j .�; ` (I�t�
•"
1
�
1 f
,
.
_
,r-�x
��rt
• •
f
t
_
`
:
r_
i..
r•
•
,
1
1
'.
•
{
.
[...
F,... )4
•
i
j
!
t � -i
1i
t$•J t�
:__l. 1 1_.: L
'
1
{
3900 Cover Street Long Beach, CA 90808-1773
562.985.3200 P 562.985.101 1 F www.mhpse.com
STRUCTURAL ENGINEERS
CALCULATION SHEET
DATE:
BY:
JOB NO: . — C,t4O 1
SHEET: (3
3900 Cover Street, Long Beach, CA 90808-1773
562.985.3200 P 562.985.1011 F www.mhpse.com
t/...,W. _n. -... L.l^
r.. e..\./'�_'.�lt
y
i.
,;.
f
w-.
g) ((
J_
I.1-_
jP�4
t
• s
a
t
{
}
V
a
r `-•'! _{._-
k m# �-}p�J�
(
y�
' '/
I
i_
t..
1
v E
q444
..-.t
�
'}'."+
i
j
E 6
?
s
i
�
I
a
``1
=
i
I � .>,-M�.$��af�-...s-...
,y /( � p
�.1„�c. to `._ ,✓ �
_ a_
-y..{
�.3¢
e
yea*
1 1
_
I
i
9 �
##
1
,_.___ t_.-.:. .._r. 7_ .. ._. ' __... _.-.i—.�..
t--
t
--.-a_-..._�. -j
-,{
F
_ - -
iiifff _ , -... { _
_ _ .,....
€�€
ti _
- t
5 _
r _ a
3900 Cover Street, Long Beach, CA 90808-1773
562.985.3200 P 562.985.1011 F www.mhpse.com
CALCULATION SHEET
STRUCTURAL ENGINEERS
3900 Cover Street, Long Beach, CA 90808-1773 562985.3200 P 562.985.1011 F www.mhpse.com
SUBJECT: \/0' 10
75'
STRUCTURAL ENGINEERS .
Si /4.- ori
77Ak Elfd"
CALCULATION SHEET[[��
DATE: JOB NO: 00C18
BY:
fs
3900 Cover Street, Long Beach, CA 90808-1773 562.985.3200 P 562.985.1011 F www.mhpse.com
STRUCTURAL ENGINEERS
SUBJECT:
V6LOA N Jnic,
_7 _ A�wC J— P
DATE:
CALCULATION /SHEET
JOB NO: (706416
BY:
SHEET:
py(
1
.1.
5
f J
_
� k i
...11
J l
_ t
7
[
i
d
:
-
}_
1
r
{
7
i i
. +! t - ' •
:. !'�
1
P
4 f
;
.} jp
+
,...-j.
{
3
ij
n9
f
yy
{{ {}�/I
p} qy,�
I. 4-- f <
4'
_--'-'<4 _-
o-
I\
IGS _
11
' er
"
c,,...--,
,
✓T (_"�.
{..
{
p
•
JI�_a.:.r
I
I
1
°_- _
€
�... r-- ..-...
i
•,
1 �.
_`�_�..
e
//1
-_,
11 �%
1 `•-fi'
i
! .. ( _.�_
� )tr / ��j
l l.l�` -
L iii' } ! ..µ
ti
pp
€ t
C� � tU 11 (l(i/'� ace jppp//1//(/'
\-rl�. V \ I W l� 1�
J_'� `tf .. Z.7/
I...�
..�... L
3900 Cover Street, Long Beach, CA 90808-1773 562.985.3200 P 562.985.1011 F v✓ww.mhpse.com
STRUCTURAL ENGINEERS
SUBJECT:
i n
914/4 Ws
CALCULATION SHEET
DATE:
BY:
JOB NO:
SHEET:
3900 Cover Street, Long Beach, CA 90808-1773 562.985.3200 P 562.985.1011 F www.mhpse.com
STRUCTURAL ENGINEERS
`"
SUBJECT: guy CF-�'� Y r.J./r t' DATE:
! T //2/.6/42' BY:
CALCULATION SHEET
JOB NO: /7"4008
SHEET:
3900 Cover Street, Long Beach, CA 90808-1773 562.985.3200 P 562.985.101 1 F www.mhpse.com
EMITcOORD COPY 0
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D17-0090
PROJECT NAME: RED DOT
SITE ADDRESS: 745 ANDOVER PARK E
DATE: 04/17/17
X Original Plan Submittal
Response to Correction Letter #
Revision # before Permit Issued
Revision # after Permit Issued
DEPARTMENTS:
�- 4J4 art i
�r�ill
Building Division
M
Public Work
Nil
AM' 11- f l 5—H
Fire Prevention Planning Division Ei9
Structural
Permit Coordinator
El
PRELIMINARY REVIEW:
Not Applicable ❑
(no approval/review required)
REVIEWER'S INITIALS:
DATE: 04/18/17
Structural Review Required
DATE:
❑
APPROVALS OR CORRECTIONS:
Approved
Corrections Required
DUE DATE:
nApproved with Conditions
❑ Denied
(corrections entered in Reviews)
I
Notation:
(ie: Zoning Issues)
05/16/17
REVIEWER'S INITIALS:
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
12/18/2013
SAUNDERS CONSTRUCTION INC Page 1 of 2
Nome Espafiol Contact Search L&I
A-% Index Help
Safety & Health Claims & Insurance Workplace Rights
0114, Washington State Department of
Labor & Industries
SAUNDERS CONSTRUCTION INC
Owner or tradesperson
Principals
SAUNDERS, STEVEN W, PRESIDENT
ZAMORA, AMBER MARIE, SECRETARY
HILL, SUSAN JOAN, TREASURER
CASILLAS, PATRICIA, AGENT
Doing business as
SAUNDERS CONSTRUCTION INC
WA UBI No.
602 518 261
1760 MONROVIA AVE UNIT A-1
COSTA MESA, CA 92627
949-646-0034
Business type
Corporation
License
Verify the contractor's active registration / license / certification (depending on trade) and any past violations.
Construction Contractor Active.
Meets current requirements.
License specialties
GENERAL
License no.
SAUNDCI953ND
Effective - expiration
08/04/2005— 08/04/2017
Bond
............
American Contractors Indem CO
Bond account no.
100090721
$12,000.00
Received by L&I Effective date
07/20/2009 08/01/2009
Expiration date
Until Canceled
Insurance
............................
Zurich American Ins Co $1,000,000.00
Policy no.
GLO9184846-03
Received by L&I Effective date
04/07/2017 04/01/2017
Expiration date
04/01/2018
Insurance history
Savings
No savings accounts during the previous 6 year period.
Lawsuits against the bond or savings
No lawsuits against the bond or savings accounts during the previous 6 year period.
My 1.:&1
Trades & Licensing
Help us improve
https://secure.lni.wa.gov/verify/Detail.aspx?UBI=602518261 &LIC=SAUNDCI953ND&SAW= 5/17/2017
SAUNDERS CONSTRUCTION INC
L&I Tax debts
No L&I fax debts are recorded for this contra r license during the previous 6 year period, but some is
may be recorded by other agencies.
License Violations
No license violations during the previous 6 year period.
Workers' comp
Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums.
L&I Account ID
096,545-00
...............................
Doing business as
SAUNDERS CONSTRUCTION INC
Estimated workers reported
Quarter 1 of Year 2017 "4 to 6 Workers"
L&I account representative
T1 / JAN BENTLEY (360)902-4652 - Email: STR0235@Ini.wa.gov
Account is current.
Workplace safety and health
Check for any past safety and health violations found on jobsites this business was responsible for.
Page 2 of 2
CO Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington.
Help us improve
https://secure.Ini.wa.gov/verify/Detail.aspx?UBI=602518261 &LIC=SAUNDCI953ND&SAW= 5/17/2017
ABBREVIATIONS:
CODES/INSTITUTIONS/ASSOCIATIONS
ACI AMERICAN CONCRETE INSTITUTE
AF&PA (NDS) AMERICAN FOREST & PAPER ASSOCIATION (NDS)
AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION
AISI AMERICAN IRON AND STEEL INSTITUTE
APA -EWA
ASCE
ASTM
AWS
CBC
CRSI
DSA
IBC
NDS
SDI
SJI
SSMA
SYMBOLS
>
t
0
0
APA -ENGINEERED WOOD ASSOCIATION
AMERICAN SOCIETY OF CIVIL ENGINEERS
AMERICAN SOCIETY FOR TESTING AND MATERIALS
AMERICAN WELDING SOCIETY
CALIFORNIA BUILDING CODE
CONCRETE REINFORCING STEEL INSTITUTE
DIVISION OF THE STATE ARCHITECT
INTERNATIONAL BUILDING CODE
NATIONAL DESIGN SPECIFICATIONS
STEEL DECK INSTITUTE
STEEL JOIST INSTITUTE
STEEL STUD MANUFACTURERS ASSOCIATION
POUND, NUMBER, QUANTITY
AT
LESS THAN
GREATER THAN
PLUS OR MINUS
DEGREE
DIAMETER
ABBREVIATIONS
AB
ADDL
ADJ
ALT
APPROX
ARCH
BLKG
BM
BOT
BTWN
CALCS
CG
CL
CLR
CMU
COL
CONC
CONN
CONT
db
DBL
DIA
DIAG
DIM
DWG
(E)
EA.
EF
ELEC
EMBED
EOR
EQ
EQUIP
EW
EXP
EXT
FDN
FTG
GA
GALV
HEX
HORIZ
ANCHOR BOLT
ADDITIONAL
ADJACENT
ALTERNATE
APPROXIMATE, APPROXIMATELY
ARCHITECT, ARCHITECTURAL
BLOCKING, BLOCK
BEAM
BOTTOM
BETWEEN
CALCULATIONS
CENTER OF GRAVITY
CENTERLINE
CLEAR, CLEARANCE
CONCRETE MASONRY UNIT
COLUMN
CONCRETE
CONNECT, CONNECTION
CONTINUOUS
BAR DIAMETER (REBAR)
DOUBLE
DIAMETER
DIAGONAL
DIMENSION
DRAWING
EXISTING
EACH
EACH FACE
ELECTRICAL
EMBED, EMBEDDED, EMBEDMENT
ENGINEER OF RECORD
EQUAL
EQUIPMENT
EACH WAY
EXPANSION
EXTERIOR
FOUNDATION
FOOTING
GAUGE
GALVANIZE
HEXAGONAL
HORIZONTAL
ID INSIDE DIAMETER
INFO INFORMATION
IOR INSPECTOR OF RECORD
K
KB3
KB -TZ
KSF
KSI
KIPS (1000#)
HILTI KWIK BOLT 3 (ANCHOR)
HILTI KWIK BOLT TZ (ANCHOR)
KIPS PER SQUARE FOOT
KIPS PER SQUARE INCH
LBS
LL
LLH
LLV
LOCS
LONG
LTWT
MANUF
MAX
MECH
MID
MIN
(N)
N/A
NTS
OC
OP
PERP
PLF
PSI
QTY
POUNDS
LIVE LOAD
LONG LEG HORIZONTAL
LONG LEG VERTICAL
LOCATIONS
LONGITUDINAL
LIGHTWEIGHT
MANUFACTURER
MAXIMUM
MECHANICAL
MIDDLE
MINIMUM
NEW
NOT APPLICABLE
NOT TO SCALE
ON CENTER
OPERATING
PERPENDICULAR
POUNDS PER LINEAR FOOT
POUNDS PER SQUARE INCH
QUANTITY
REINF REINFORCING
REQD REQUIRE, REQUIRED
SCHED
SEOR
SIM
SMS
SQ
SS
STAGG
STIFF
STIRR
STRUC
SYM
T&B
THK
THRU
TRANS
TYP
UNO
VERT
VIF
W/
W/O
WP
WT
SCHEDULE
STRUCTURAL ENGINEER OF RECORD
SIMILAR
SHEET METAL SCREW
SQUARE
STAINLESS STEEL
STAGGER
STIFFEN, STIFFENER
STIRRUP
STRUCTURAL
SYMMETRICAL
TOP & BOTTOM
THICK, THICKNESS
THROUGH
TRANSVERSE
TYPICAL
UNLESS NOTED OTHERWISE
VERTICAL
VERIFY IN FIELD
WITH
WITHOUT
WORK POINT
WEIGHT
STRUCTURAL STEEL SHAPES
Cx
HSS
Lx
MCx
Mx
STD PIPE
Sx
WTx, STx
Wx
X-STRG
XX-STRG
STANDARD CHANNEL
HOLLOW STRUCTURAL SECTIONS
ANGLE
MISCELLANEOUS CHANNEL
M SHAPES
STANDARD PIPE
S SHAPES
STRUCTURAL TEES
W SHAPES
EXTRA STRONG PIPE
DBL EXTRA STRONG PIPE
GENERAL STRUCTURAL NOTES:
DESIGN CRITERIA:
CODE OF RECORD: 2015 EDITION, INTERNATIONAL BUILDING CODE (IBC)
DESIGN LOADS:
ASCE 41-13, SEISMIC EVALUATION AND RETROFIT OF EXISTING STRUCTURES:
PERFORMANCE OBJECTIVE 1: (LIFE SAFETY)
GROUND MOTION: BSE -1E (225 YR RETURN PERIOD)
Sxs = 0.689g
Sxl = 0.372g
PERFORMANCE OBJECTIVE 2: (COLLAPSE PREVENTION)
GROUND MOTION: BSE -2E (975 YR RETURN PERIOD)
Sxs= 1.105g
Sxl = 0.628g
1. GOVERNING CODE AUTHORITY FOR THIS PROJECT: CITY OF TUKWILA DEPARTMENT OF BUILDING AND SAFETY AND IS
REFERRED TO AS "THE GOVERNING AGENCY" IN THESE AND OTHER STRUCTURAL NOTES SECTIONS.
2. GENERAL NOTES AND TYPICAL DETAILS SHALL APPLY TO ALL PARTS OF THE JOB, EXCEPT WHERE THEY MAY DIFFER WITH
DETAILS AND NOTES ON OTHER SHEETS, IN WHICH CASE THE DETAILS AND NOTES ON OTHER SHEETS SHALL GOVERN.
DETAIL MARKS WITH "SIM" NOTED INDICATES THAT DETAIL CONTAINS MODIFIED INFORMATION APPLICABLE TO THE
CONDITION REFERENCED.
3. OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS
SHALL BE BROUGHT TO THE ATTENTION OF THE SEOR PRIOR TO PROCEEDING WITH ANY WORK INVOLVED.
4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL CHECK ALL
DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE SEOR AND SHALL BE RESOLVED PRIOR
TO PROCEEDING WITH THE WORK.
5. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST CURRENT
KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS,
THEY SHALL BE REPORTED TO THE SEOR SO THAT THE PROPER REVISION MAY BE MADE. MODIFICATIONS OF
CONSTRUCTION DETAILS SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL OF THE SEOR AND THE GOVERNING
AGENCY.
6. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE
METHOD OR SEQUENCE OF CONSTRUCTION, UNLESS NOTED OTHERWISE. THE CONTRACTOR SHALL SUPERVISE AND
DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES,
SEQUENCES AND PROCEDURES, INCLUDING BUT NOT LIMITED TO BRACING, SHORING AND LAYDOWN OF CONSTRUCTION
MATERIALS.
7. THE CONTRACTOR SHALL BE RESPONSIBLE FOR TEMPORARY CONSTRUCTION LOADING, INCLUDING LOADING FROM
EQUIPMENT SUCH AS SKIP LOADERS, SCISSOR LIFTS, ETC., ON ALL PORTIONS OF THE STRUCTURE, WHETHER ELEVATED
OR ON -GRADE. THE CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR THE PATH -OF -TRAVEL FOR MOVING PERMANENT
EQUIPMENT TO ITS FINAL LOCATION, INCLUDING THE EFFECTS OF TEMPORARY LOADING AS THE EQUIPMENT IS
INSTALLED. THE CONTRACTOR MAY USE THE "DESIGN LOADS" INFORMATION PROVIDED ABOVE WHEN CONSIDERING
TEMPORARY CONSTRUCTION LOADING CONDITIONS.
8. OBSERVATION VISITS TO THE SITE BY FIELD REPRESENTATIVES OF THE SEOR SHALL NOT INCLUDE INSPECTIONS OF THE
PROTECTIVE MEASURES OF THE CONSTRUCTION PROCEDURES. ANY SUPPORT SERVICES PERFORMED BY THE SEOR
DURING THE CONSTRUCTION SHALL BE DISTINGUISHED FROM CONTINUOUS AND DETAILED SPECIAL INSPECTION
SERVICES WHICH ARE FURNISHED BY OTHERS. THESE SUPPORT SERVICES PERFORMED BY THE SEOR, WHETHER OF
MATERIAL OR WORK, AND WHETHER PERFORMED PRIOR TO, DURING OR AFTER COMPLETION OF CONSTRUCTION, ARE
PERFORMED SOLELY FOR THE PURPOSE OF ASSISTING IN QUALITY CONTROL AND IN ACHIEVING CONFORMANCE WITH
CONTRACT DOCUMENTS, BUT DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE, AND SHALL NOT BE CONSTRUED AS
SUPERVISION OF CONSTRUCTION.
9. ASTM DESIGNATIONS AND ALL STANDARDS REFER TO THE LATEST AMENDMENTS.
10. WHEN THE ALLOWANCE FOR SUBSTITUTION OF A SPECIFIED MATERIAL OR PRODUCT DESIGNATION IS IMPLIED ON THE
DESIGN DRAWINGS BY THE USE OF THE WORDS "OR APPROVED EQUAL", APPROVAL SHALL BE OBTAINED FROM THE
SEOR AND THE GOVERNING AGENCY PRIOR TO FABRICATION OR INSTALLATION OF THE SUBSTITUTED MATERIAL OR
PRODUCT.
11. DIMENSIONS SHALL GOVERN OVER SCALES SHOWN ON DRAWINGS.
12. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS WHO SHALL PROVIDE SPECIAL INSPECTIONS DURING
CONSTRUCTION WHEN SO SPECIFIED ON THE CONTRACT DRAWINGS AND SPECIFICATIONS FOR CERTAIN TYPES OF
WORK. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE HIS COMPETENCE, TO THE
SATISFACTION OF
T EGOVERNING
HAGEN CY FOR INSPECTION OF
THE PARTICULAR C LAR TYPE OF CONSTRUCTION OR
OPERATION REQUIRING SPECIAL INSPECTION. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR
CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS. THE SPECIAL INSPECTOR SHALL FURNISH
INSPECTION REPORTS TO THE SEOR AND TO THE GOVERNING AGENCY. ALL DISCREPANCIES SHALL BE BROUGHT TO THE
IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF UNCORRECTED, TO THE SEOR AND TO THE
GOVERNING AGENCY. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK
REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF HIS KNOWLEDGE, IN CONFORMANCE WITH THE DESIGN
DRAWINGS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISION OF THE CODE AND OTHER
APPLICABLE REGULATIONS IDENTIFIED ON THE PLANS OR IN THE PROJECT SPECIFICATIONS.
13. UNLESS SPECIFICALLY SHOWN ON THESE PLANS, NO STRUCTURAL MEMBER (BEAM, COLUMN, SHEARWALL, GRADE BEAM,
ETC.) SHALL BE CUT, DRILLED OR NOTCHED WITHOUT PRIOR AUTHORIZATION FROM THE SEOR AND THE GOVERNING
AGENCY.
STRUCTURAL AND MISCELLANEOUS STEEL:
1. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH AISC
SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, LATEST
EDITION. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO THE FOLLOWING SPECIFICATION (UNLESS
NOTED OTHERWISE):
A. WIDE FLANGE SECTIONS (W,WT) ASTM A-992 FY=50KSI
B. CHANNELS AND MISC SHAPES (C,MC,S,M) ASTM A-36 FY=36KSI
C. ANGLES AND PLATES ASTM A-36 FY=36KSI
D. PIPE (STD,X-STRG,XX-STRG) ASTM A-53 TYPE E, GR BFY=35KSI
E. HSS TUBE (SQ,RECTANG) ASTM A-500, GR B FY=46KSI
F. HSS TUBE (ROUND) ASTM A-500, GR B FY=42KSI
2. STEEL HSS TUBES SHALL CONFORM TO ASTM A-500 GR B SEAMLESS. SULFUR CONTENT SHALL BE LESS THAN OR EQUAL
TO 0.05%.
3. STRUCTURAL STEEL SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND SEOR FOR REVIEW PRIOR TO
FABRICATION AND ERECTION, IN ACCORDANCE WITH NOTES A AND B OF GENERAL STRUCTURAL NOTES.
4. A TOLERANCE OF + 0, -1/4 INCH SHALL BE APPLIED TO ALL SPECIFIED CAMBERS.
5. ALL STEEL EXPOSED TO MOISTURE OR WEATHER SHALL BE HOT -DIPPED GALVANIZED, UNLESS NOTED OTHERWISE.
6. PAINTING OF STRUCTURAL STEEL SHALL COMPLY WITH THE REQUIREMENTS PER AISC 360 AND IBC SECTION 2203.2.
STRUCTURAL STEEL EMBEDDED IN CONCRETE OR MASONRY SHALL BE UNPAINTED.
7. HOT -DIP GALVANIZE OR PROVIDE THREE-INCH (3") MINIMUM CONCRETE COVER AROUND ALL STRUCTURAL STEEL BELOW
GRADE.
8. BOLTS SHALL CONFORM TO ASTM A-307, UNLESS NOTED OTHERWISE. BOLTS EMBEDDED IN CONCRETE OR MASONRY
SHALL CONFORM TO ASTM F-1554 GR 36 AND SHALL BE HEADED -TYPE. DO NOT USE J -TYPE BOLTS. THREADED RODS
SHALL CONFORM TO ASTM A-36, EXCEPT WHERE USED AS A POST -INSTALLED ANCHOR.
9. UNLESS NOTED OTHERWISE, ALL BOLTS SHALL BE INSTALLED "SNUG TIGHT". THE SNUG TIGHT CONDITION IS DEFINED AS
THE TIGHTNESS THAT EXISTS WHEN ALL PLIES OF THE JOINT ARE IN FIRM CONTACT. BOLTS OF SLOTTED CONNECTIONS
SHALL BE INSTALLED "FINGER TIGHT' ONLY, WITH THREADS SPOILED. THE FINGER TIGHT CONDITION IS DEFINED AS THE
TIGHTNESS THAT EXISTS WHEN THE WASHER AND BOLT HEAD ARE IN FULL CONTACT WITH WEB OR SHEAR TAB. WHERE
SLOTTED CONNECTIONS ARE INDICATED THE WASHER SHALL BE PLACED OVER THE SLOTTED HOLE.
10. ALL WELDING SHALL COMPLY WITH AWS SPECIFICATIONS AND SHALL BE PERFORMED BY WELDERS CERTIFIED FOR THE
TYPE OF WELDING TO BE PERFORMED. WELDING PROCEDURE SPECIFICATIONS (WPS) SHALL BE PROVIDED FOR EACH
WELD TYPE SHOWN ON THE DRAWINGS IN CONFORMANCE WITH AWS D1.1 AND D1.4. EACH WPS SHALL BE REVIEWED BY
AN AWS SCWI CERTIFIED INSPECTOR AND SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD (SEOR) FOR REVIEW.
IF A WELD ASSEMBLY NOTED ON PLANS DOES NOT FALL WITHIN THE PREQUALIFIED CRITERIA, CONTRACTOR SHALL BE
RESPONSIBLE FOR PROVIDING A QUALIFICATION RECORD FOR THE SPECIFIED WELD AS PART OF THE WPS SUBMITTAL.
11. ALL WELDING SHALL BE DONE BY ELECTRIC ARC PROCESS WITH E70XX ELECTRODES.
12. WHERE FILLET WELD SYMBOL IS GIVEN WITHOUT INDICATION OF SIZE, USE MINIMUM SIZE WELDS AS SPECIFIED IN THE
AISC STEEL CONSTRUCTION MANUAL, 14TH EDITION, SPECIFICATION SECTION J2.2B.
13. ALL STRUCTURAL FIELD WELDING SHALL REQUIRE SPECIAL INSPECTION BY AN AWS CERTIFIED INSPECTOR APPROVED
BY THE GOVERNING AGENCY (WELDING OF MISCELLANEOUS LIGHT -GAUGE MATERIALS SUCH AS METAL STUDS, FURRING
CHANNELS, ETC., DOES NOT REQUIRE SPECIAL INSPECTION).
14. SEE SPECIAL INSPECTION NOTES FOR INSPECTION REQUIREMENTS. ALL SHOP WELDING SHALL BE DONE IN THE SHOP OF
A LICENSED STEEL FABRICATOR APPROVED BY THE GOVERNING AGENCY OR SHALL REQUIRE SPECIAL INSPECTION BY
AN AWS CERTIFIED INSPECTOR APPROVED BY THE GOVERNING AGENCY.
FRAMING LUMBER:
1. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR -LARCH, WEST COAST (WCDF) OF THE FOLLOWING MINIMUM
GRADES (UNLESS NOTED OTHERWISE):
A. ALL LUMBER = No. 2 UNLESS NOTED OTHERWISE
2. STRUCTURAL PLYWOOD SHALL BE DOUGLAS FIR CONFORMING TO UNITED STATES PRODUCT STANDARD PS -1-95
EXTERIOR GRADE, MARKED STRUCTURAL I AND SHALL BE STAMPED BY AN APPROVED FABRICATOR.
3. FEATURES OF THE CONSTRUCTION OF HORIZONTAL WOOD DIAPHRAGMS, SHEAR WALLS AND ANY SPECIAL
CONNECTIONS WITHIN OR BETWEEN SUCH ELEMENTS SHALL BE INSPECTED AFTER INSTALLATION IN ACCORDANCE
WITH THE FOLLOWING INSPECTION STANDARD. INSPECTION MAY BE PERFORMED ON A PERIODIC BASIS PROVIDED
ALL FEATURES HAVE BEEN INSPECTED PRIOR TO THE INSTALLATION OF ANY COVERING MATERIALS. THIS
INSPECTION SHALL BE DONE BY A SPECIAL INSPECTOR WHEN SHEATHING BOUNDARY NAILING IS CLOSER THAN
FOUR INCHES (4") ON CENTER.
A. SPECIAL FASTENINGS SHOWN ON THE PLANS, SUCH AS HORIZONTAL DIAPHRAGM AND SHEAR WALL SHEATHING
NAILING TO CHORDS, DRAG STRUTS, POST TIE -DOWNS AND BLOCKING ABOVE SHEAR WALLS, SHALL BE
INSTALLED. SILLS SHALL BE SECURED AS SHOWN ON THE PLANS. SPECIAL CLIPS, STRAPS, TIE -DOWNS AND
OTHER CONNECTIONS WITHIN OR BETWEEN DIAPHRAGMS AND SHEAR WALLS SHALL BE INSTALLED AS SHOWN
ON THE PLANS. SPECIAL INSPECTION SERVICES SHALL BE SCHEDULED SO AS TO ALLOW ANY CORRECTIVE WORK
TO BE ACCOMPLISHED WITHOUT INTERFERENCE WITH LATER SCHEDULED WORK.
4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY SHOWN, NOTED OR APPROVED BY
THE SEOR.
5. MAXIMUM MOISTURE CONTENT FOR ALL STRUCTURAL MEMBERS SHALL NOT EXCEED 19 PERCENT (19%) UNLESS
NOTED OTHERWISE. ALL 2x FRAMING SHALL BE STAMPED "S -DRY." ANY LUMBER STAMPED 0S -GREEN" SHALL HAVE A
MOISTURE CONTENT OF LESS THAN 19% AT THE TIME OF INSTALLATION AND THE MOISTURE CONTENT SHALL BE
TESTED WITH A MOISTURE METER HAVING ONE INCH (1") NEEDLE IN THE PRESENCE OF AN INSPECTOR.
6. BOLT HOLES TO BE NOMINAL DIAMETER OF BOLT PLUS 1/16" UNLESS NOTED OTHERWISE. PROVIDE WASHERS
UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD.
7. FRAMING HANGERS, CAPS, HOLDOWNS, POST BASES, ANCHORS, CONNECTORS, ETC., SHALL BE AS MANUFACTURED
BY "SIMPSON COMPANY" OR APPROVED EQUAL TO BE SUBMITTED TO STRUCTURAL ENGINEER FOR APPROVAL
PRIOR TO INSTALLATION.
8. NAILS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F-1667 PER IBC SECTION 2303.6. NAILS SHALL BE COMMON
WIRE (UNO) AND THE NUMBER OF NAILS CONNECTING WOOD MEMBERS SHALL NOT BE LESS THAN THE AMOUNTS
SET FORTH IN THE PREVAILING BUILDING CODE. GALVANIZED COMMON NAILS SHALL BE USED FOR ALL EXPOSED
EXTERIOR WOOD. COMMON NAILS SHALL CONFORM TO THE SPECIFICATIONS OF NAIL PROPERTIES SCHEDULE
BELOW:
NAIL PROPERTIES SCHEDULE
DESIGNATION
LENGTH
WIRE DIAMETER
HEAD DIAMETER
6d
2"
0.113"
0266"
8d
2 1/2"
0.131"
0.281"
10d
3"
0.148"
0.312"
12d
3 1/4"
0.148"
0.312"
16d
3 1/2"
0.162"
0.344"
20d
4"
0.192"
0.406"
NOTE: 10d COMMON
SHORT (2-1/8" LONG) MAY BE USED AT 1/2" AND THINNER
OF 10d COMMON (3") OR 8d COMMON (2-1/2"). NAILING
THROUGH OUTER PLY OF PLYWOOD. IF PNEUMATIC GUNS
BE ADJUSTED TO SATISFY THE ABOVE CRITERIA.
PLYWOOD IN LIEU
SHALL NOT BREAK
ARE USED, THEY SHALL
9. TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF APPROXIMATELY 30 DEGREES WITH THE MEMBER AND STARTED
APPROXIMATELY 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END.
10. AT PANELIZED ROOF, NO SYSTEMS SHALL BE SUPPORTED FROM SUB PURLINS (i.e. DUCTWORK, ELECTRICAL
CONDUITS, SUSPENDED CEILINGS, SPRINKLERS, ETC.) UNLESS NOTED OTHERWISE.
11. STITCHNAILINGFOR DOUBLE 0 OU LE SAWN JOISTS SHALL BE 16d NAILS AT 12" ON CENTER STAGGERED TOP AND BOTTOM.
STITCH BOLTING FOR BUILT UP BEAMS (FOUR 2x MEMBERS MAXIMUM) SHALL BE 1/2" DIAMETER MACHINE BOLT AT 18"
ON CENTER. STITCH BOLTING FOR FIVE 2x MEMBERS OR MORE SHALL BE 5/8" DIAMETER MACHINE BOLTS AT 18" ON
CENTER STAGGERED TOP AND BOTTOM, UNLESS NOTED OTHERWISE.
12. PRE -DRILL ALL LAG SCREW HOLES WITH DIAMETER (D) FOR UNTHREADED SHANK, 40% TO 70% OF D FOR THREADED
PORTION. THE THREADED PORTION OF LAG SCREWS SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH A
WRENCH, NOT BY DRIVING WITH A HAMMER. PROVIDE SOAP OR LUBRICANT ON LAG SCREWS OR IN LEAD HOLE TO
FACILITATE INSERTION AND PREVENT DAMAGE TO LAG SCREWS OR WOOD SCREWS.
POST -INSTALLED ANCHORS:
1. POST INSTALLED ANCHOR NOTES IN THIS SECTION SHALL APPLY TO ALL ANCHORS INSTALLED INTO HARDENED
CONCRETE.
2. INSTALLATION SHALL CONFORM TO THE MANUFACTURER'S INSTRUCTIONS AND THE APPLICABLE EVALUATION
REPORT.
3. LOCATE EXISTING REINFORCING BY NON-DESTRUCTIVE METHODS PRIOR TO DRILLING. EXISTING REINFORCING
SHALL NOT BE CUT. IF REINFORCING IS ENCOUNTERED, ADJUST HOLE LOCATION BY 1.5 TIMES HOLE DIAMETER
MINIMUM, 2" MAXIMUM, (BUT NOT CLOSER TO THE EDGE OF CONCRETE), AS REQUIRED TO AVOID REINFORCING.
DRILLED HOLES THAT ARE ABANDONED SHALL BE FILLED WITH ADHESIVE OR NON -SHRINK GROUT.
4. HOLES FOR INSTALLATION OF THE EXPANSION ANCHOR, THREADED ROD OR REINFORCING BAR SHALL BE DRILLED
USING A DRILL THAT HAS A CARBIDE -TIPPED BIT THAT COMPLIES WITH ANSI B212.15. A REBAR CUTTING DRILL BIT IS
NOT ALLOWED.
5. CONTRACTOR SHALL USE APPROPRIATE EQUIPMENT AND METHODS AS REQUIRED TO PROVIDE DRILLED HOLES FOR
POST -INSTALLED CONCRETE ANCHORS IN ACCORDANCE WITH APPLICABLE STANDARDS, MANUFACTURER'S
RECOMMENDATIONS, AND QUALIFYING (ICC) TEST REPORTS. CARE SHALL BE TAKEN TO PREVENT OVERSIZING,
OVALING, AND/OR BLOW-OUT THROUGH THE BACK FACE OF THE DRILLED MEMBER. IF OVERSIZING, OVALING,
AND/OR BLOW-OUT OCCURS, THE EMPLOYED EQUIPMENT AND METHODS SHALL BE DISCONTINUED. ADDITIONAL
DRILLING SHALL NOT BE RESUMED UNTIL THE SEOR HAS PROVIDED APPROVED REPAIR PROCEDURES. THE
CONTRACTOR SHALL BE RESPONSIBLE FOR THE COST OF ALL SUCH REPAIRS. WHEN RESUMING DRILLING, THE
CONTRACTOR SHALL MODIFY THE PROCEDURES AS NECESSARY TO PREVENT FURTHER DAMAGE.
6. HOLES SHALL BE CLEANED OF DUST AND DEBRIS, USING A WIRE BRUSH AND COMPRESSED AIR OR
MANUFACTURER'S BLOW-OUT BULB (AS PER MANUFACTURER'S RECOMMENDATIONS) AS REQUIRED TO REMOVE
PARTICULATE DEBRIS AND TO ACHIEVE A RELATIVELY DUST -FREE SURFACE. CLEANLINESS OF DRILLED HOLES
SHALL BE VERIFIED AND DOCUMENTED BY A SPECIAL INSPECTOR.
7. OIL, SCALE, AND RUST SHALL BE REMOVED FROM THE EXPANSION ANCHOR, THREADED ROD OR REINFORCING BAR
PRIOR TO INSTALLATION.
8. APPROVED ADHESIVE ANCHOR SYSTEMS (AND THREADED ROD) AND EVALUATION REPORTS ARE AS FOLLOWS:
HILTI HIT -RE 500-V3 (ASTM A193 GRADE B7) ESR -3814.
9. SEE SPECIAL INSPECTION NOTES FOR INSPECTION REQUIREMENTS. CONTINUOUS SPECIAL INSPECTION IS REQUIRED
DURING INSTALLATION OF ADHESIVE ANCHORS. THE SPECIAL INSPECTOR SHALL OBSERVE AND RECORD DATA AS
SPECIFIED IN THE "SPECIAL INSPECTION" SECTION OF THE APPLICABLE EVALUATION REPORT.
10. EFFECTIVE EMBEDMENT DEPTH FOR POST INSTALLED ANCHORS SHALL BE NOTED ON PLAN.
STRUCTURAL OBSERVATION:
1. THE STRUCTURAL ENGINEER OF RECORD (SEOR), OR HIS/HER DESIGNATED ENGINEER, SHALL PROVIDE VISUAL
STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM FOR GENERAL CONFORMANCE TO THE APPROVED
CONSTRUCTION DOCUMENTS AND SPECIFICATIONS AT SIGNIFICANT CONSTRUCTION STAGES AND AT COMPLETION
OF THE STRUCTURAL SYSTEM, AS REQUIRED BY IBC SECTION 1709 AND AS DEFINED IN IBC SECTION 1702. WRITTEN
REPORTS SHALL BE SUBMITTED TO THE OWNER'S REPRESENTATIVE OR HIS DESIGNEE FOR DISTRIBUTION TO THE
SPECIAL INSPECTOR, CONTRACTOR AND BUILDING OFFICIAL.
2. THE STRUCTURAL OBSERVER SHALL SUBMIT A WRITTEN STATEMENT TO THE GOVERNING AGENCY THAT THE SITE
VISITS HAVE BEEN MADE. SUCH REPORTS SHALL IDENTIFY ANY OBSERVED DEFICIENCIES, WHICH TO THE BEST OF
THE STRUCTURAL OBSERVER'S KNOWLEDGE HAVE NOT BEEN RESOLVED. AT THE COMPLETION OF THE
STRUCTURAL SYSTEM THE STRUCTURAL OBSERVER SHALL PROVIDE A FINAL OBSERVATION REPORT INDICATING
THAT TO THE BEST OF HIS/HER KNOWLEDGE ALL OBSERVED DEFICIENCIES HAVE BEEN RESOLVED AND THE
STRUCTURAL SYSTEM GENERALLY CONFORMS TO THE APPROVED PLANS AND SPECIFICATIONS.
3. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY OF THE INSPECTIONS BY THE
BUILDING OFFICIAL AS REQUIRED BY IBC SECTION 109, SPECIAL INSPECTIONS REQUIRED BY IBC SECTION 1704, OR
ANY OTHER INSPECTION REQUIRED BY OTHER SECTIONS OF THE CODE OR AS NOTED ELSEWHERE IN THE
CONTRACT DOCUMENTS. THE STRUCTURAL OBSERVER DOES NOT HAVE THE AUTHORITY TO APPROVE COVERING
OF CONSTRUCTION AND HIS/HER POSITIVE DISPOSITION OF THE OBSERVATION REPORT DOES NOT WARRANT THAT
THE CONSTRUCTION WILL PASS THE BUILDING OFFICIAL'S INSPECTION.
4. STRUCTURAL OBSERVATION FOR THIS PROJECT SHALL BE PROVIDED BY MHP STRUCTURAL ENGINEERS, INC.; 3900
COVER STREET, LONG BEACH, CALIFORNIA, 90808; TELEPHONE (562) 985-3200; FAX (562) 985-1011.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONSTRUCTION SCHEDULE AND SHALL NOTIFY THE
STRUCTURAL OBSERVER NO LESS THAN THREE (3) BUSINESS DAYS IN ADVANCE OF REQUIRED OBSERVATIONS.
FAILURE OF THE CONTRACTOR TO PROVIDE ADEQUATE NOTIFICATION MAY RESULT IN DELAYS DUE TO CORRECTIVE
WORK OR REMOVAL OF SUBSEQUENT WORK TO ALLOW ADEQUATE OBSERVATION. REMOVAL AND REPLACEMENT OF
ANY FINISHED WORK AND/OR FRAMING DAMAGED BY THE REMOVAL PROCESS OR AS REQUIRED FOR CORRECTIVE
ACTION RESULTING FROM INADEQUATE NOTIFICATION SHALL BE AT THE CONTRACTOR'S EXPENSE.
6. THE STRUCTURAL OBSERVER SHALL AS A MINIMUM PERFORM STRUCTURAL OBSERVATION AT THE FOLLOWING
STAGES OF CONSTRUCTION (CONSTRUCTION STAGES AND ELEMENTS/CONNECTIONS TO BE OBSERVED):
A. COMPLETION OF STRUCTURAL SYSTEM
SPECIAL INSPECTION
1. THE OWNER SHALL EMPLOY ONE OR MORE SPECIAL INSPECTORS WHO SHALL PROVIDE SPECIAL INSPECTIONS
DURING CONSTRUCTION FOR CERTAIN TYPES OF WORK WHEN SO SPECIFIED IN THE CONTRACT DOCUMENTS AND
PROJECT SPECIFICATIONS. THESE SPECIAL INSPECTIONS SHALL BE IN ADDITION TO AND COMPLEMENTARY WITH
THE INSPECTIONS PROVIDED BY THE GOVERNING AGENCY.
2. THE SPECIAL INSPECTOR SHALL BE A QUALIFIED PERSON WHO SHALL DEMONSTRATE COMPETENCE, TO THE
SATISFACTION OF THE STRUCTURAL ENGINEER OF RECORD AND THE GOVERNING AGENCY, FOR INSPECTION OF
THE PARTICULAR TYPE OF CONSTRUCTION OR OPERATION REQUIRING SPECIAL INSPECTION.
3. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE DESIGN DRAWINGS,
SPECIFICATIONS AND APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE AND OTHER APPLICABLE
REGULATIONS IDENTIFIED WITHIN THE CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES SHALL BE BROUGHT TO
THE IMMEDIATE ATTENTION OF THE GENERAL CONTRACTOR FOR CORRECTION AND THEN, IF UNCORRECTED, TO
THE ATTENTION OF THE STRUCTURAL ENGINEER OF RECORD AND THE GOVERNING AGENCY. IT SHALL BE THE
GENERAL CONTRACTOR'S RESPONSIBILITY TO COORDINATE WITH THE SPECIAL INSPECTOR AND SCHEDULE THE
SPECIAL INSPECTIONS WITH ADEQUATE TIME TO ADDRESS ANY AND ALL POTENTIAL DISCREPANCIES PRIOR TO
PROCEEDING WITH SUBSEQUENT WORK THAT COVERS OR OTHERWISE MAKES INACCESSIBLE ANY WORK IDENTIFIED
AS DEVIATING FROM THE PROJECT REQUIREMENTS.
4. THE SPECIAL INSPECTOR SHALL FURNISH REGULAR INSPECTION REPORTS TO THE STRUCTURAL ENGINEER OF
RECORD AND THE GOVERNING AGENCY IDENTIFYING THE WORK INSPECTED AND ANY UNCORRECTED
DISCREPANCIES FROM THE CONSTRUCTION DOCUMENTS. AT THE CONCLUSION OF THE PROJECT OR THE SPECIAL
INSPECTORS ASSIGNED SCOPE OF WORK, THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT
STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF HIS OR HER KNOWLEDGE,
COMPLETED IN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS AND SPECIFICATIONS (INCLUDING
APPROVED RFI'S, ADDENDUMS, ETC.) AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE AND OTHER
APPLICABLE REGULATIONS IDENTIFIED WITHIN THE CONSTRUCTION DOCUMENTS.
5. SPECIAL INSPECTIONS INDICATED BELOW SHALL BE PROVIDED IN EITHER A CONTINUES OR PERIODIC CAPACITY, AS
DEFINED BELOW, AS REQUIRED BY THE INDIVIDUAL CODE OR REFERENCED STANDARD.
6. CONTINUOUS - SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS PRESENT WHEN AND WHERE THE WORK TO BE
INSPECTED IS BEING PERFORMED. FOR STRUCTURAL STEEL, CONTINUOUS INSPECTION IS FURTHER DEFINED SUCH THAT
INSPECTION SHALL TAKE PLACE ON EACH ELEMENT TO BE INSPECTED (I.E. EACH BOLT OR WELD).
7. PERIODIC - SPECIAL INSPECTION BY THE SPECIAL INSPECTOR WHO IS INTERMITTENTLY PRESENT WHERE THE WORK TO
BE INSPECTED HAS BEEN OR IS BEING PERFORMED. FOR STRUCTURAL STEEL, PERIODIC INSPECTION IS FURTHER
DEFINED SUCH THAT ITEMS ARE OBSERVED ON A RANDOM BASIS.
REQUIRED VERIFICATION AND INSPECTION OF
CONCRETE CONSTRUCTION PER IBC TABLE 1705.3
VERIFICATION AND INSPECTION
CONTINUOUS
DURING TASK
LISTED
PERIODICALLY
DURING TASK
LISTED
REFERENCE FOR CRITERIA
MISC. STANDARDS
IBC
1. INSPECTION OF ANCHORS POST -INSTALLED IN
HARDENED CONCRETE MEMBERS. (FOOTNOTE
A)
-
X
ACI 318: 3.8.6, 8.1.3,
21.2.8
1909.1
FOOTNOTE A - SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION ARE INCLUDED IN THE RESEARCH REPORT FOR EACH ANCHOR
ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH ACI 3552 OR OTHER QUALIFICATION PROCEDURES. THESE SPECIAL
INSPECTION REQUIREMENTS SHOULD BE FOLLOWED. WHERE SPECIFIC REQUIREMENTS ARE NOT PROVIDED, CONTACT
STRUCTURAL ENGINEER FOR SPECIAL INSPECTION REQUIREMENTS PRIOR TO PROCEEDING WITH THE WORK. PROJECT SPECIFIC
SPECIAL INSPECTION MEASURES SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO THE COMMENCEMENT OF THE WORK.
PROJECT LOCATION
745 ANDOVER PARK EAST
TUKWILA, WA 98188
VICINITY EMAP QRS
xe
SITE PLAN .4.
SCALE: NONE
SCOPE OF WORK
THIS PROJECT IS A VOLUNTARY SEISMIC
STRENGTHENING OF THE WALL ANCHORAGE
SYSTEMS TO REDUCE THE POTENTIAL FOR
STRUCTURAL DAMAGE IN AN EARTHQUAKE.
FILE COP
Permit No.
oohs
Plan review pprov9l is subject to errors• .
Approval r and ur"=S:�s<:�;.
of Construction/ documents does not u�.
.� �.�.;. authorize
the violation of any adopted code or ordinance. Receipt
of approved Field Copy and conditions is acknowledged:
By:
Date:
City of Tukwila
BUILDING DIVISION
No chanoa s REViSiONS
shall be mace to the
of work tvithoilt prior Son
' T�'n„ia Building` approval of
I. NOTE: r;aviSi,.,! IJ will require Division.
and may include additil plan new
fees,
pian submittal
SEPARATE PERMIT
REQUIRED FOR:
1114tethaniad
141ectrlc aI
,tPl mbing
'etas Piping
City of Tukwila
tBUILDING DIVISION
REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAY 04 2017
Citi of Tukwila
BUILDING DIVISION.
RECEIVED
CITY OF TUKWILA
APR 1 3 2017
PERMIT CENTER
STRUCTURAL ENGINEER
STRUCTURAL ENGINEERS
3900 Cover Street
Long Beach, CA 90808
562.985.3200 P
562.985.1011 F
Voluntary
0
Seismic
Strengthening
745 Andover Park East
Tukwila, WA 98188
o ISSUE DATE: 01-04-2017
DESCRIPTION DATE
a_
coco
CLIENT REVIEW 01-27-2017
BUILDING DEPT SUBMITTAL 03-13-2017
IEXPIRES 09-10-2017
JOB NUMBER: 17-0008-00
DRAWN:
JA/GL
DESIGNED:
ERB
CHECKED:
KDO
SCALE: AS NOTED
w
STRUCTURAL
NOTES AND
ABBREVIATIONS
wS1
m
Z
w
■
6
Cei
TYP AT
EA PURLIN
AS SHOWN
ROOF FRAMING PLAN
SCALE: 1/16" =1'-0"
TYP @ 6'-0"OC 1
AT SUB-PURLIN
AS SHOWN
�IAX
S
TYP AT GLB
AS SHOWN
= II
5118"x371/2" GLB
(E) 6 314"x34 1/2" GLB II
'.I
CO
C9
r-
0;7
!n
(E) 6 3/4"x36" GLB
CO
-J
N
M
x
OD
icy
TYP ALONG
GRID B
AS SHOWN
E) 6 314"x36" GLB
w
(E) 6 3/4"x40 1/2" GLB
CO
-J
CD
x
co
10
w
51/8"x371/2" GLB
5 118"x37 1/2" GLB
(E) 4x14 PURLINS
@ 8'-0"OC TYP
51/8"x371/2" GLB
W
51/8"x371/2" GLB
E 6 3!4"x36" GLB
0)
c7
!f)
UJ
(E 6 3/4"x34 112" GLB
CO _m _J CO m
0 9 0
X CO
CO r7
x 5t M
X
0 1L)
c1
J
CD
N
1`+
M
!n
(E) 6 314"x42" GLB I 1
CO
J
CD
N
r-
X
JE) 6 3!4"x42" GLB
-J
TYP @ 6'-0"OC MAX
AT SUB -PURLINS
AS SHOWN
(E) 6 3/4"x
25 19 GLB
CO
co
10
(E) 6 314"x40 1/2" GLB
2x SUB -PURLINS/
@ 24" 0CjYl -/
10
CO
J
CO
X
CO
!n
w
co
m Us
C: (j
X X M
10 En �7
(E) 6 3/4"x
77 271/2 GLB 3
5 1/8"x37 1/2" GLB
w
5 1/8"x37 1/2" GLB
w
(E) 6 3/4"x
271
GLB
CO
(3
CV
X
03
!n
(E) 6 3/4"x42" GLB
TYP 24'OC
AT GLB'S
AS SHOWN
co
J
(9
1E)51/8"x371/
H (E) 6 3/4"x42" GLB
.I !C)
�� lu
E 6 3/4"x42" GLB
13'-O"
E 6 3/4"x40 1/2" GLB
(E) 6 3/4"x
27 1/ GLB
14'-6"
5 1/8"x37 1/2" GLB
m
-J
O
M
(E) 4x16 PURLINS
@ 8'-O"OC TYP UNO
CO
J
(7
X
CO
10
(E) 6 3/4"x42" GLB
(E) 51/8"x371/2" GLB
5118"x30" GLB
(E) 6 3/4"x
2519 GLB
0,
J
Ca
N
X
0,
!n
CO
J
X
co
1�]
w
CO
J
0
01
M
X
0,
(0
(E) 6 314"x
271 /9 GLB
TYP AT
GLB HINGE
SPLICE
0, co
J
CD (7
_ fV
1-X M
X
-60 D
in 10
LU)
(E) 6 3/4"x
27 1
51/8"x371/2" GLB
w
14'-6"
(E) 6 3!4"x
251/2 GLB
((E 6 3/4"x401/2" GLB
GLB
(E) 51/8"x37 1/2" GLB
(E) 6 314"x
271!2 GLB
) 51/8"x371/2" GLB
CO
J
0
N
X
0,
(E) 6 3/4"x40 1/2" GLB
-J
J
(.9
CO
10
CO
-J
C7
0,
M
X
.60
10
(E) 6 3!4"x42" GLB
5 1/8"x37 1/2" GLB
1,1 (E) 6 3!4"x42" GLB
51/8"x371/2" GLB
5 1/8"x37 1/2" GLB
UJ w
E' 6 3/4"x42" GLB
5 1/8"x37 1/2" GLB
CO
-J
CD
M
(E) 6 3/4"x34 1/2" GLB
(E) 6 314"x36" GLB
51/8"x371/2" GLB
w
H (E) 6 314"x36" GLB
monlo
0111.
(E) 4x14 PURLINS =
8'-O"OC TYP
E)51/8"x371/2" GLB
TYP ALONG
GRID S
AS SHOWN
14'-6"
CD
ti
153!0
5 1/8"x37 1/2" GLB
14'-6"
13'-0"
w)
(E) 6 3/4"x
251/.2 GLB
_1
(9
Ri
0,
M
X
0,
10
E 6 3/4"x40 1/2" GLB
E 6 314"x34112" GLB
cn m
-' Ti
0
CD
D E)
CO X CO
X X
CO b CO
L') - 10 - 1,7
CO CO m
CD D (J7
OO D
CO CO
X X CO
W b
t:,L7 _ L, __. 2x SUB -PURLINS
LU u w 8 24"OC; TYP
CO
-J
(9
0
CO
CO
10
CO
-J
(7
M
m
J
(9
M
X
0,
10
(
—il
11
11
11
÷-41-7-11-41
FI ----4I
11
TYP AT
EA PURLIN
AS SHOWN
C
TYP AT GLB
AS SHOWN
UNO
TYP 6'-0"OC MAX
AT SUB -PURLINS
AS SHOWN
SIM
N
ti
O
d
N
O
N
0
N
0
N
0
0
N
0
O
N
0
N
i
1
ROOF FRAMING PLAN NOTES
1. ALL CONSTRUCTION IS NEW UNLESS OTHERWISE NOTED AS EXISTING OR (E).
EXISTING CONSTRUCTION IS AS SHOWN FADED. NEW CONSTRUCTION IS AS
SHOWN SOLID AND IS REFERENCED BY DETAILS AND NOTES.
2. EXISTING CONDITIONS ARE AS SHOWN TO THE BEST OF OUR KNOWLEDGE.
CONTRACTOR IS RESPONSIBLE FOR VERIFYING ACTUAL CONDITIONS.
DISCREPANCIES BETWEEN ACTUAL FIELD CONDITIONS AND THOSE AS SHOWN
ON THESE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER
PRIOR TO PROCEEDING.
3. SEE GENERAL NOTES SHEET S1.0 FOR APPLICABLE NOTES REGARDING THE
VARIOUS CONSTRUCTION ELEMENTS AS SHOWN ON PLAN.
4. == INDICATES NEW STRENGTHENING ANCHORS, SEE SHEET S3.0 FOR
APPLICABLE STRENGTHENING DETAILS. FOR HOLDOWN ANCHOR
INSTALLATION, SEE DETAIL 8 ON SHEET S3.0.
5. CONTRACTOR TO COORDINATE LOCATION AND INSTALLATION OF ANCHORS WITH
EXISTING CONDITIONS. WOOD SHIMS AND/OR ADDITIONAL WOOD MEMBERS AND
CONNECTORS MAY BE REQUIRED IF EXISTING WOOD MEMBERS DO NOT LINE-UP.
CONTACT ENGINEER IF OFFSET REQUIRING SHIMS IS GREATER THAN 2". IF
OFFSET IS LESS THAN 2" PROVIDE 2x4 x8'-0" LONG SHIMS AS REQUIRED
(MINIMUM). NAIL SHIMS TO WOOD ROOF MEMBERS WITH 2 ROWS OF 10d @ 4"OC.
6. DRILL BOLT HOLES WITH DRILLING JIG AS REQUIRED TO EN$URE HOLES ARE
PERPENDICULAR TO FRAMING MEMBER.
7. SUB-PURLIN ANCHORS SHALL BE INSTALLED PER PLANS; HOWEVER, LOCATIONS
AS SHOWN MAY NEED TO BE ADJUSTED TO PREVENT INTERFERENCE WITH
EXISTING DUCTS, EQUIPMENT, ETC. NOTIFY ENGINEER PRIOR TO ADJUSTING
LAYOUT.
8. VERIFY ALL PERTINENT DIMENSIONS AND POTENTIAL INTERFERENCES WITH
MECHANICAL EQUIPMENT, PIPES, DUCTS, ETC., PRIOR TO INSTALLATION OF
ANCHORS. PROVIDE SHIMS AND/OR RELOCATE INTERFERENCES AS REQUIRED
FOR INSTALLATION.
9. CONTRACTOR TO PROVIDE GALVANIZED BOLTS, NUTS AND PLATES FOR ALL
EXTERIOR CONDITIONS.
10. STEEL PLATES SHALL BEAR UNIFORMLY ON EXTERIOR WALL SURFACE. PROVIDE
NON -SHRINK GROUT BETWEEN PLATES AND WALL SURFACE WHERE WALL
SURFACE IS IRREGULAR. CONTRACTOR TO SUBMIT PRODUCT INFORMATION FOR
APPROVAL PRIOR TO INSTALLATION.
REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAY 04 2011
City of Tukwila
BUILDING DIVISION
RECEIVED
CITY OF TUKWILA
APR 1 3 eo
APERMIT
n CENTER
STRUCTURAL ENGINEER
STRUCTURAL ENGINEERS
3900 Cover Street
Long Beach, CA 90808
562.985.3200 P
562.985.1011 F
Voluntary
Seismic
Strengthening
745 Andover Park East
Tukwila, WA 98188
2ISSUE DATE: 01-04-2017
1. ® DESCRIPTION
• BUILDING DEPT SUBMITTAL 03-13-2017
(02
CLIENT REVIEW
DATE
01-27-2017
a
c0
!EXPIRES; 09-10-2017
0
LL
JOB NUMBER:
Lj
17-0008-00
DRAWN:
JA/GL
DESIGNED:
ERB
CHECKED: KDO
SCALE: AS NOTED
ROOF FRAMING
PLAN
S2.0
(1 /S3.0)
• UNLESS SPECIFICALLY NOTED OTHERWISE ON PLAN OR DETAIL, THIS DETAIL SHALL
APPLY TO ALL HOLDOWN/WALL ANCHORS.
• WHERE APPLICABLE, INSTALL EPDXY ANCHOR (OR THRU-BOLT) PRIOR TO DRILLING
HOLES THRU WOOD MEMBER. IF REBAR OR OTHER OBSTRUCTIONS ARE
ENCOUNTERED, NOTIFY ENGINEER PRIOR TO PROCEEDING.
• INSTALL HOLDOWN & TIGHTEN NUTS AS INDICATED:
STEP 1
INSTALL BOLTS THRU
CONNECTOR & WOOD
MEMBER
STEP 2 TIGHTEN
OUTER NUT
STEP 3
BACKUP INNER NUT
TO LOCK CONNECTOR
IN PLACE
AT HD5B, HD7B & HD9B, PROVIDE
WASHER BETWEEN INNER NUT &
HOLDDOWN TO TIGHTEN AGAINST
HOLDOWN STIFF PLATES
HOLDOWN ANCHOR INSTALLATION
SCALE: NONE
6"
MAX
(E) ROOF
SHEATHING
CL GLB
6"
i MAX
SIMPSON HD12 EA SIDE
OF (E) GLB & PURLIN W/
1 1/8"0 THREADED ROD
(4 TOTAL PER CONN)
171 fir.t.E1
(E) GLB PER PLAN
(E) PIPE COL -
*®
w
(E) PURLIN PER PLAN
CONN PER(6/S3.0)
CONTINUITY TIE AT GLULAM TO PURLIN SPLIC
SCALE: 1" =1'-0"
n An An
n on
1'-0"
n en
SOLID WOOD SHIM EA SIDE OF
GLB TO ALIGN W/ F/O CONC
SECTION A -A
PLAN VIEW
(E) PURLIN WHERE
OCCURS PER PLAN
(E) ROOF
SHEATHING
0 0 0 0 0 0
PL1/4x3" EA SIDE OF GLB AS SHOWN.
PROVIDE (4)-3/4"0 FULLY THREADED
RODS SET IN EPDXY (5" EMBED) INTO
EA SIDE OF CONC PIER (8 TOTAL)
& (6)-314"0 THRU BOLTS AT GLB
(E) NAILER
/, ,
O
O
O
O
0 0
(E) GLB PER PLAN
(E) CONC PIER
CONTINUITY TIE AT CONCRETE PIER
SCALE: 1" =1'-0"
SIMPSON HD5B EA SIDE OF
SUB-PURLIN ASSEMBLY W/
5/8"0 THREADED ROD -
CONNECTORS TO ALIGN W/
CONNECTORS IN
SUB-
PURLIN c
A
(E) ROOF
SHEATHING
A
(E) SUB-PURLIN AS SHOWN
ON PLAN, TYP STITCH (N)
2x4 TO (E) SUB-PURLIN W/
(N) 10d @ 6"OC SECTION A -A
TYP
NOTE:
ALL NEW 2x4 MEMBERS
SHALL BE D.F. #2, MINIMUM.
10d @ 6"OC
(STAGG)
(E) SUB PURLIN
(E) ROOF
SHEATHING
(E) NAIL kr
is
tlf
SECTION A -A
1 112" =1'-0"
2x4
SISTER
(E) PURLIN
SUB -DIAPHRAGM TIE AT SUB-PURLIN
SCALE:
NONE
(E) ROOF
SHEATHING
GLB
6"
MAX
(E) GLB PER PLAN, TYP
CONTINUITY TIE AT GLULAM
SCALE: NONE
(E) HINGE CONN
(E) ROOF
SHEATHING
6"
MAX
6"
MAX
SIMPSON HD9B EA SIDE OF
(E) GLB (4 TOTAL PER CONN)
W/ 7/8"0 THREADED ROD
SIMPSON HD12
EA SIDE OF (E) GLB W/
1 118"0 THREADED ROD
(4 TOTAL PER CONN)
(E) DROP-IN
GLB PER PLAN
(E) BOLTED CONTINUITY TIE
CONN TO REMAIN INTACT
CONTINUITY TIE AT GLULAM SPLICE
SCALE: NONE
(E) GLB PER PLAN
SIMPSON HD5B EA SIDE OF
(E) SUB-PURLIN ASSEMBLY W/
5/8"0 FULLY THREADED ROD
SET IN EPDXY INTO (E) CONC
WALL (4 1/2" EMBED)
(E) ROOF
SHEATHING
SUB-
PURLIN t
'G
(E) SUB-PURLIN AS SHOWN
ON PLAN, TYP STITCH (N)
2x4 TO (E) SUB-PURLIN W/
(N) 10d @ 6"OC SECTION A -A
NOTE:
ALL NEW 2x4 MEMBERS
SHALL BE D.F. #2, MINIMUM.
10d @ 6"OC
(STAGG)
(E) SUB-PURLIN
MAX
(E) ROOF
SHEATHING
(E) NAIL `v
Ch
SECTION A -A
1 1/2" =1'-0"
2x4
SISTER
WALL TIE AT SUB-PURLIN
SCALE:
NONE
SIMPSON HD5B EA SIDE OF
(E) PURLIN W/ 5/8"0 FULLY
THREADED ROD SET IN
EPDXY INTO (E) CONC WALL
(4 1/2" EMBED)
(E) ROOF
SHEATHING
(E) PURLIN PER PLAN
WALL TIE AT PURLIN
SCALE: NONE
(E) PANEL JOINT -
6"
MAX
7"7"
VIF 1 VIF
--
-N.0
1"J
6"
THK
VIF
G
(E) NAILER, TYP
(E) CONC WALL
PER PLAN
(E) STL CHANNEL
LEDGER
1 1/2" CLR MIN (DO
NOT BLOW THRU
BACK SIDE OF WALL.
USE NON -IMPACT DRILL
FOR LAST ONE -INCH OF
HOLE DEPTH IF REQ'D
(E) NAILER, TYP
(E) CONC WALL
PER PLAN
(E) STL CHANNEL
LEDGER
1 1/2" CLR MIN (DO
NOT BLOW THRU
BACK SIDE OF WALL.
GR. _ USE NON -IMPACT DRILL
FOR LAST ONE -INCH OF
6" HOLE DEPTH IF REQ'D
THK
VIF
(E) GLB PER PLAN
SIMPSON HD9B
(E) PILASTER BELOW
7-----
H
N
w
DONOT BLOW THRU BACKSIDE
OF WALL AT THRU BOLT
(SEE NOTE 10 ON SHEET S2.0)
SIMPSON HD9B EACH SIDE OF
(E) GLB AS SHOWN. PROVIDE
7/8"0 THRU BOLT W/ SIMPSON
BP7/8 BEARING PLATE OR
BEARING PL5/16"x3"x3" ON
OUTSIDE FACE OF WALL
(E) ROOF
SHEATHING
PLAN VIEW
w
w
(E) GLB PER PLAN
WALL TIE AT PILASTER
SCALE: NONE
D
u_
H
io
(E) CONC WALL
PER PLAN
(E) CONC WALL
PER PLAN
(E) LEDGER, TYP
SEAL INTERFERENCE
BTWN PL & WALL W/
URETHANE CAULKING, TYP
FRAMING
CONTRACTOR TO PROVIDE
GALVANIZED HARDWARE
PER NOTE 9 ON SHEET S2.0
i PROVIDE NUT AND CUT
WASHER AT INSIDE F/O WALL
71/2" THK
6"THK
VIF
VIF
REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAY 04 2011
City of Tukwila
ILDING DIVISION
11 0
(E) PILASTER
RECEIVED
CITY OF TUKWILA
APR 1 a 2017
PERMIT CENTER
STRUCTURAL ENGINEER
STRUCTURAL ENGINEERS
3900 Cover Street
Long Beach, CA 90808
562.985.3200 P
562.985.1011 F
Z
Voluntary
Seismic
Strengthening
g g
745 Andover Park East
Tukwila, WA 98188
o ISSUE DATE: 01-04-2017
o/ I� DESCRIPTION DATE
CLIENT REVIEW 01-27-2017
BUILDING DEPT SUBMITTAL 03-13-2017
cia
0
co
co
'EXPIRES 09-10-2017
JOB NUMBER: 17-0008-00
DRAWN:
W
JA/GL
DESIGNED:
ERB
CHECKED:
KDO
SCALE: AS NOTED
W FRAMING SECTIONS
AND DETAILS
1S3.O