HomeMy WebLinkAboutPermit D05-267 - AMB PROPERTY LP - REROOFAMB PROPERTY LP
12674 GATEWAY DR S
O
A
City 0. Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 - 431 -3665
Web site: ciJ ukwila.wa.uus
DEVELOPMENT PERMIT
Number: 0
Start Time:
Volumes: Cut 0 c.y.
Start Time:
Parcel No.: 2716000020 Permit Number:
Address: 12674 GATEWAY DR TUKW Issue Date:
Suite No: Permit Expires On
Tenant:
Name: AMB PROPERTY LP
Address: 12674 GATEWAY DR S, TUKWILA WA
Owner:
Name: AMB INSTITUTIONAL ALLIANCE Phone.
Address: C/O MCELROY GEORGE & ASSOC, 3131 S VAUGHN WAY STE 301
Contact Person:
Steven M. Mullet, Mayor
Steve Lancaster, Director
DOS -267
09/26/2005
03/25/2006
Name: DAVID KEHLE Phone: 206 - 433 -8997
Address: 12720 GATEWAY DR, SUITE 116, SEATTLE WA
Contractor:
Name: WRIGHT ROOFING INC Phone: 253 -472 -3321
Address: 6035 S ADAMS, TACOMA WA
Contractor License No: WRIGHRI174QZ Expiration Date: 11/05/2005
DESCRIPTION OF WORK:
SEISMIC UPGRADE TO EXISTING ROOF SYSTEM AND NEW ROOFING AS REQUIRED.
Value of Construction:
$120,000.00
Fees Collected:
$2,266.29
Type of Fire Protection:
SPRINKLERS
International Building Code Edition:
2003
Type of Construction:
III -B
Occupancy per IBC:
0008
Public Works Activities:
Channelization / Striping: N
Curb Cut / Access / Sidewalk / CSS: N
Fire Loop Hydrant: N
Flood Control Zone: N
Hauling: N
Land Altering: N
Landscape Irrigation: N
Moving Oversize Load: N
Sanitary Side Sewer: N
Sewer Main Extension: N
Storm Drainage N
Street Use: N
Water Main Extension: N
Water Meter: N
Size (Inches): 0
End Time:
Fill 0 c.y.
End Time:
Private: Public:
Profit: N Non- Profit: N
Private: Public:
in
Z
�QQ tu
W
JU
UO
w=
J �...
CO) L
W
U_
co)
I=- W
Z �.
. �
Z R
2 5,
U0
O �
W W
r`-
IL O
ui Z .
U =:
~O F—
Z
doc: IBC- Permit D05 -267 Printed: 09 -26 -2005
City O"a Tukwila
o Department of Community Development
6 0 6300 Southcenter Boulevard, Suite #100
2 Tukwila, Washington 98188
Phone: 206- 431 -3670
,yti •ww...M •M
1908 Fax: 206 - 431 -3665
Web site: ci.tukwila.wa.us
t * *continued on next page **
Steven M. Mullet, Mayor
Steve Lancaster, Director
doc: IBC - Permit D05 -267 Printed: 09 -26 -2005
f
i
}
i
t
i
I
i
Steven M. Mullet, Mayor
Steve Lancaster, Director
doc: IBC - Permit D05 -267 Printed: 09 -26 -2005
Permit Center Authorized Signature: Date: 0q I I1s:�
I hereby certify that I have read and a mine his 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 c r i n or the performance of work. I am authorized to sign and obtain this development permit.
Signature• � Date: �'� (D - 05
Print Name M lc- �rU y6c0
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.
Cit o Tukwila
J
Department of Community Developmeta
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206 - 431 -3670
Fax: 206 - 431 -3665
Web site: ci.tukwilamams
Permit Number:
Issue Date:
Permit Expires On:
Steven M. Mullet, Mayor
Steve Lancaster, Director
D05 -267
09/26/2005
03/25/2006
Z
M
6 >;
J U:
U O
Cl) 0`.
CO) W:
CO) LL
W 0
J
n
z CY;
w
Z �.
t- O
Z �-.
w
ON
0 H.
w w:
w
z�
doc: IBC - Permit D05 -267 Printed: 09 -26 -2005
�..�� City of Tukwila
Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
PERMIT CONDITIONS
Parcel No.: 2716000020 Permit Number: DOS -267
Address: 12674 GATEWAY DR TUKW Status: ISSUED
Suite No: Applied Date: 07/20/2005
Tenant: AMB PROPERTY LP Issue Date: 09/26/2005
1: ** *BUILDING DEPARTMENT CONDITIONS * **
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: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by
a Washington Association of Building Official Certified welder.
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: 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.
* *continued on next page **
doc: Conditions D05 -267 Printed: 09 -26 -2005
z
r~
D
00
�o
J =
I--
N LL
w 0.
La
co d
=w
? f-
ZO
�5
U�
O N
� f-
w
u_ Z
ui
O
z
14 A
City o f Tukwl l a
Department of Community Development / 6300 Southcenter BL, Suite 100 i Tukwila, WA 98188 / (206) 431 -3670
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.
i
' Signature. Date: (,7
i
i
i
doc: Conditions D05 -267 Printed: 09 -26 -2005
CITY OF TUKWILA
Community Developme ``department
Public Works Departure►..
Permit Center
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
Building Pert-'-No.- " up
Mechanical Permit No.
Public Works Permit No.
Project No.
(For office use onl
Applications and plans must e complete in order to be accepted for-plan review.
Applications will( accepted through the r ` mail, or byfax.
* *Please Print **
SITE LOCATION
I
L King Co Assessor's Tax No. ?:1 �ro� " "b7
Site Address
�z&1 C- �,�}� I�WbCf Pg. e. Suite Number: Floor: 1
Tenant Name: New Tenant: ❑ ...... Yes ;..No
Property Owners Name•
Mailing Address `�1► YE1GI �� \'1/`'i
City
CONTACT PERSON
Name:.
Day Telephone:
State zip
cit , �CC state zip
Fax Number: �.�9 ' Mo ��
GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page)
Company Name:
Mailing Address
City state zip
Contact Person: Day Telephone:
E -Mail Address: Fax Number:
Contractor Registration Number: Expiration Date:
* *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance **
ARCHITECT OF RECORD — All plans must be wet stamped by Architect of Record
Company N
Mailing Address
City state zip
Contact Person: Day Telephone:
E -Mail Address: Fax Number:
ENGINEER OF RECORD — All plans must be wet stamped by Engineer of Record
Company Name: V ; �►
Mailing Address 1 t 1 l gCMiU"1IYb. I'bw i A /U13t - U.,u
Contact Person: \ VI5 ` *V Na
E -Mail Address:
\appiicationstpermit application (7 -2004)
Aa,+n 1
9%1�
City
t—
Day Telephone (.t`Y17''TJTJ
Fax Number 1i6P' y 0
Z
;Z Z
�W
2
�U
U
N 0
co W
J
N u.
W O.
�
LLQ
N :D
= CJ
,.. W
Z
�O
Z F—
W
W
D
1 H
W
O
.Z
W
CO)
U
Z
BUILDING PERMIT INFORMATION — 206431 -3670
Valuation of Project (contractor's bid pricc, j . $ WJ aW Existing L. Aing Valuation: $ (��II77r__II L . "
Scope of Work (please provide detailed information): owt4tb 2-` 6t' L `zmcx '6 �a� WJ
'�-;tpxw &w 4M UrWa & DU p
Will there be new rack storage? []..Yes ❑ ...No If "yes ", see Handout No. for requirements.
Provide All Building Areas in Square Footage Below
PLANNING DIVISION: to epw
Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessorl dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? El ..... Yes 9. No If "yes ", explain:
FIRE PROTECTIONIHAZARDOUS MATERIALS:
..Sprinklers ❑...Automatic Fire Alarm ❑ ... None ❑ ... Other (specify) ll
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 -112 x 11 paper indicating quantities and Material Safety Data Sheets.
z •
Z
Z
�W
aa�
J U
UO
Nom
LU
J F.
CO) U.
WO }
J
LL
CO)
=
H =
? H
�
Z H
�O
0 CO
0 h- .
W
H U.
LL
.. Z
W
U CO.
• O~
Z
tapplicati xWpetmit application (7.2004)
poop 7
F4�•• -1., .a: i� 1 y :p.,,> ;: .:1.l..... wu,.d.'. .c:...l•s•;w:.i.c,.r.. .iau v.. y.:. k.;. r«.: vc::..,: �1Jr4.».... s. 7u. :::::,:, a., a,... a. a. s:. e. u. u, ...s.w:.i.w.:c.i:.Ja•,.'.+:.�.
Existing
Interior
Remodel
Addition to
Existing
Structure
New
Type of
Construction
per IBC
Type of
Occupancy per
IBC
1 Floor
2 Floor
3 Floor
Floors thru
Basement
Accessory Structure*
Attached Garage
Detached Garage
Attached Carport
Detached Carport
Covered Deck
Uncovered Deck
PLANNING DIVISION: to epw
Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessorl dwelling:
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence.
Number of Parking Stalls Provided: Standard: Compact: Handicap:
Will there be a change in use? El ..... Yes 9. No If "yes ", explain:
FIRE PROTECTIONIHAZARDOUS MATERIALS:
..Sprinklers ❑...Automatic Fire Alarm ❑ ... None ❑ ... Other (specify) ll
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 -112 x 11 paper indicating quantities and Material Safety Data Sheets.
z •
Z
Z
�W
aa�
J U
UO
Nom
LU
J F.
CO) U.
WO }
J
LL
CO)
=
H =
? H
�
Z H
�O
0 CO
0 h- .
W
H U.
LL
.. Z
W
U CO.
• O~
Z
tapplicati xWpetmit application (7.2004)
poop 7
F4�•• -1., .a: i� 1 y :p.,,> ;: .:1.l..... wu,.d.'. .c:...l•s•;w:.i.c,.r.. .iau v.. y.:. k.;. r«.: vc::..,: �1Jr4.».... s. 7u. :::::,:, a., a,... a. a. s:. e. u. u, ...s.w:.i.w.:c.i:.Ja•,.'.+:.�.
PUBLIC WORKS PERMIT INFORMATION - 206433 -0179
Scope of Work (please provide detailed in
Call before you Dig: 1- 800424 -5555
Please refer to Public Works Bulletin #1 for fees and estimate sheet.
i
i
Water District
❑ ... Tukwila ❑ ... Water District #125 ❑...Highline ❑...Renton
❑ ... Water Availability Provided
Sewer District
❑ ...Tukwila ❑ ... ValVue ❑... Renton ❑ ... Seattle
❑ ... Sewer Use Certificate ❑ ... Sewer Availability Provided ❑... Approved Septic Plans Provided
❑ ... Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department.
Submitted with ASInlication (mark boxes which anniv):
❑...Civil Plans (Maximum Paper Size -22" x34")
❑ ...Technical Information Report (Storm Drainage) ❑ ... Gcotechnical Report ❑ ...Tratlic Impact Analysis
❑ ...Bond ❑ ... Insurance ❑ ...Easement(s) ❑ ... Maintenance Agreement(s) ❑ ...Hold Harmless
Proposed Activities (mark bpxes that ail&):
❑ ... Right -of -way Use - Nonprofit for less than 72 hours
❑...Right -0f - -way Use -No Disturbance
❑...Construction/Excavation/Fill - Right - of-way
Non Right -of -way _
❑ ... Right - of-way Use - Profit for less than 72 hours
❑ ... Right -of -way Use —Potential Disturbance
E ❑ ...Total Cut cubic yards ❑ ... Work in Flood Zone
i
i ❑ ...Total Fill cubic yards ❑... Storm Drainage
❑ ... Sanitary Side Sewer ❑ ..Abandon Septic Tank ❑ ...Grease Interceptor
I ❑ ...Cap or Remove Utilities ❑ ...Curb Cut ❑ ...Channelization
❑ ...Frontage Improvements ❑ ...Pavement Cut ❑ ...Trench Excavation
I ❑ ...Traffic Control ❑ ...Looped Fire Line ❑ ...Utility Undergrounding
i ❑ ...Backflow Prevention - Fire Protection "
Irrigation "
Domestic Water "
❑ ...Permanent Water Meter Size... WO#
❑ ... Temporary Water Meter Size.. WO#
❑...Water Only Meter Size............ WO# ❑ ... Deduct Water Meter Size ......... it
❑ ... Sewer Main Extension ............. Public Private
❑ ... Water Main Extension .............Public Private
FINANCE INFORMATION
Fire Line Size at Property Line Number of Public Fire Hydrant(s)
❑ ... Water ❑ ...Sewer ❑ ... Sewage Treatment
Monthly Service Billing to:
Name Day Telephone
Mailing Address
City Sca Zip
Water Meter Refind/Billing:
Name Day Telephone
Mailing Address
City State Zip
�applicationa*ttnit application (7.2004)
Aa(rn Z
Z
W
OC �
JL
0
N 0
CO) =
CO) LL
WO
LL ?;
N
i _:
t— O
Z i--:
5"
U�
'O
W W,
o
P
LL
O
Z
p _
O i'-
Z ...
MECHANICAL PERMIT INFO'R'MATION — 206 -431 -3670
MECHANICAL CONTRACTOR INFORMATION Company Name: Hcl�
Mailing Address
City state Zip
Contact Person: Day Telephone:
E -Mail Address Fax Number:
Contractor Registration Number: Expiration Date:
**An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance"
Valuation of Project (contractor's bid price): $
Scope of Work (please provide detailed information):
UM Residential: New .....C1 Replacement ..... C1
Commercial: New ..... 0 Replacement.....❑
Fuel Tyne Electric ......[1 Gas ..... C1 Other:
Indicate type of mechanical work being installed and the quantity below:
Unit Type:
Qty
Unit Type:
Qty
Unit Type:
Qty
Boiler/Compressor:
Qt
Furnace <100K BTU
Air Handling Unit >I0,000
CFM
Fire Damper
0-3 HP /100,000 BTU
Furnace >100K BTU
Evaporator Cooler
Diffuser
3 -15 HP /500,000 BTU
Floor Furnace
Ventilation Fan
Thermostat
15 -30 HP /1,000,000 BTU
Suspended/Wall/Floor
Mounted Heater
Ventilation System
Wood/Gas Stove
30-50 HP /1,750,000 BTU
Appliance Vent
Hood
Water Heater
50+ HP /1,750,000 BTU
Heat/Refrig/Cooling
System
Incinerator - Domestic
Emergency
Generator
Air Handling Unit
<10,000 CFM
Incinerator — Comm/Ind
I
Other Mechanical
I E ui meat
PERMIT APPLICATION NOTES — Applicable to all permits in this application
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review— Applications for which no permit is issued within 180 days following the date of application shall expire by limitation.
The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as
defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once.
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
Print Name:
Mailing
Date: 13 1
Day Telephone
City
State Zip
Date Application Accepted: Date Application Expires: Staff Initials:
1-?
- ? 0- 0"a 1-20' aP 0
lapplicatiocWpennit application (7.2004)
pone d
Z
Z
�W
QQ�
JU
00
Q
N
J =
1^
W LL .
WO
2 Q
LL
N �
=
F.. W
Z F-
t— O
Z H
5
U�
O�
I3 1'
WW
H�
�O
W Z
U=
O~
Z
g City of Tukwila
6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670
i
RECEIPT
t
Parcel No.: 2716000020 Permit Number: D05 -267
Address: 12674 GATEWAY DR TUIKW Status: PENDING
Suite No: Applied Date: 07/20/2005
Applicant: AMB PROPERTY LP Issue Date:
f .
•
z
m
n
m
a
- 05 - 3Ar NVeldnW31N1
kVo 9C NJ
C3
EOnH.L '1N1 _ 0
co
s AW9110d 8 ' JG19 w A
M� r►
_
tOlt I
m q "
O� '0'0 3W11
z —�
m
D W3AIt!
r
a
NOTICE: IF THE DOCUMENT IN THIS FRAME IS CLEAR D
THIS NOTICE IT 1S DUE TO THE QUALITY O THE
7 c m
Aik
•
ma
Tax
Year
Cost of
Bldg
Tax Parcel #
Lot
Property Address
Built
Owner
Assessed Value
Projec
Legal Descript
1
271600-0010-09
1
12886 Interurban Ave South, Tukwila, WA 98168
1986
AMB Property LP; clo
$ 5,676,600
$ 104,760
Gateway Corporate Center, Lot 1 less portion oto City of Tukwila for sidewalk
McElroy George &
within the FOLG - Por of Stephen Foster Donation Claim No 38 & of : Lot 1 of the
Assoc.; 3131 S.
Plat of Gateway Corporate Center as recorded in Volume 144 of Plat pages 23-
Vaughn Way, #301,
25 of King County, Washington
Aurora, CO 80114
WORM" "
2
12674 Gateway Drive S, Tukwila, WA 98168
1986.
AMB Property LP; clo
$ 8,725,300.00
$ 141,100
Lot 2 less W 35 it measured perpendicular to Swly line of said lot 2 - Parcel A of
McElroy George &
City of Tukwila boundary line
Assoc.; 3131 S.
Vaughn Way, #301,
Aurora, CO 80114
6
271600-0060-08
6
12761 Gateway Drive S, Tukwila, WA 98168
1987
AMB Property LP; c/o
$ 3,805,100.00
$ 78,752
Lot 6 of Gateway Corporate Center, according to plat recorded in Volume 14'
McElroy George &
plats at pages 23-25 in King County, Washington. }
Assoc.; 3131 S.
✓
Vaughn Way, #301,
Aurora, CO 80114
24 Executive Park, Suite 200, Irvine, California 92614
(949) 296 -8858 Voice (949) 296 -0766 Fax
www.jsdyer.com
1.
r �
1
f
� T z
i
i
l
4
Structural Calculations
for
Project 2005.033.02
REVI JA CE
CDD'� coMp�
SEP Z 2 205
Of Tukwila
'OT�utSIQ
,u` 2 p 2p05
pEFtM CE grEft
Rev
No.
Description
Date
Engr. .
A
Building Department Submittal
00 Jan 00
K. Kiasaleh, S.E.
r �
1
f
� T z
i
i
l
4
Structural Calculations
for
Project 2005.033.02
REVI JA CE
CDD'� coMp�
SEP Z 2 205
Of Tukwila
'OT�utSIQ
,u` 2 p 2p05
pEFtM CE grEft
Rev
No.
Description
Date
Engr. .
A
Building Department Submittal
00 Jan 00
K. Kiasaleh, S.E.
A
IF,
AIR
- 60-15T7-
i,
i•
i
J3[ i
t
r
5
Z
Z ;
1w
J U
UO
U o
W=
N U
w O`
. 2
J
U.
_a
=
z0
w
25
w w '.
u. ~O
.. Z
W
U CO
1= F-
z ,
IXP(R €5 a� %19j
Cn
b
O
III
pm
i
1
1
J.S. DYER & ASSOCIATES INC.
JOB NAME: Gateway Corp Center- Building 2
JOB NO: 2005 - 033 .02
SHEET NO:
ENGINEER: KK
DATE: April. '05
ANALYSIS: Lateral
Roof Loads
t Load on Horizontal Projection
' Dead Loads at Roof
Description
1
i Roofing
1/2" plywood Sheathing
-� Ceiling & Insulation
2x4 @ 24" oc
4X16 @ 8' -0" O.C.
GLB 6 3/4" x 31 1/2" @ Ave. 23'0.C.
Sub - Purlins
Purlin
Beams
2.2 psf
2.2 psf
2.2
1.5
1.5
1.5
0.5
0.5
0.5
0.7
0.7
0.7
7.4
1.6
1.6
2.7
9.0 11.7
9.0 psf 11.7
Mechanical /Electrical
0.5
0.5
0.5
W
Sprinklers
1.5
1.5
1.5
Miscellaneous .
0.5
0.5
0.5
Subtotal
7.4
9.0
11.7
9.0 11.7
9.0 psf 11.7
I
W
J U..
.0 O
i
r . v/ t
CO) W1
_J
f
CO) U.
W 0!
r
J
Q'
LL
N
W
Z .�,
1- O;
Z ~
_...
i
.J. UYB'K & A5J'U(:IA'lES INC.
JOB NAME: Gateway Corp Center- Building 2
JOB NO: 2005 - 033.02
SHEET N0:
ENGINEER: KK
DATE: Aril. '05
ANALYSIS Lateral
Seismic Design Criteria
Per 1997 Uniform Building Code, Chapter 16, Division IV
Earthquake Loads per U.B.C. Section 1630.1
E = p Eh + Ev p = Not Required Reliability Factor (Maximum) per U.B.C. Section 1630.1.1
Em = Oo Eh 90 = 2.80 Overstrength Factor per U.B.C. Table 16 - N
Ev = 0.18 D Vertical Component per U.B.C. Section 1630.1.1
Seismic Base Shear per U.B.C Section 1630.2
i
.J
- 1
t
Allowable = 0.161 W
I
i
1
r'
i
1
1
f
6
F
z
QQ W
WD
J U
0 0 0
Cl)
J =
H
CO) IL
W �0}
J
LL _:
N C)
= W
H =.
z E.-.
Z 0
UJI 5'
Off.
D H:
WW
W f"
W Z:
U_N
t— _
n f",
5/12/2005 Lateral Design CriteriaSeismic'97 (2)
I
V = Cv i W / (R T), Z =
0.30`
Seismic Zone (3) Factor
per U.B.C. Table 16 -1
j
Vmax = 2.5Ca I W / (R) Cv= 0.54 'Nv =
0.54
Seismic Factor
per U.B.C. Table 16 -R
'
Vmin = 0.11Ca I W Ca= 0.36 "Na =
0.36
Seismic Factor
per U.B.C. Table 16 -Q
importance Factor
per U.B.C. Table 16 -K
R =
::4:50
Overstrength Factor
per U.B.C. Table 16 -N or 16 -P
H = 24 ft from F.F. to roof T =
, .:0.22. sec
Building Period
per EQ 30 -8
Soil Profile
Stl ; ;
Soil Profile Type
per U.B.C. Section 1636.2
_
Seismic Source
B, , :
Seismic Source Type
per U.B.C. Table 16 -U
-�
N,. =
00�
Near - Source Factor Na
per U.B.C. Table 16 -S
`
N, =
1,00,.
Near- Source Factor Nv
per U.B.C. Table 16 -T
I
d, =
30.00 km
Distance to Known Source
per Geotechnical Report
--�
Vmax = 2.5 Ca I W 1 R =
0.20 W
Maximum Base Shear
per EQ 30 -5
k i
Vmin = 0.11 Ca I W =
0.04 W
Minimum Base Shear
per EQ 30 -6
��
Vmin = 0.8 Z Nv I W / R =
0.053 W
Minimum Base Shear (Zone 4)
per EQ 30 -7
1 E
V =
0.55 W
Building Base Shear
per EQ 30 -4
Ft = 0.07 T V =
0.000 W
Concentrated Top Force
per EQ 30 -14
V
0.200 W + Ft Governing Base Shear
Allowable = 0.143 W
Seismic Load to Wall Anchorage per U.B.C. Section 1633.2.8.1
a =
1.50`
Seismic Factor
per U.B.C. Table 16 -0
f: "Z
R =
3.00
Overstrength Factor
per U.B.C. Table 16 -0
t
Importance Factor
per U.B.C. Table 16 -K
hw =
;27-.'56 ft
height of wall element
. i
hr =
24:00; ft
height of roof element
.
Fp max =
1.44 Wp
Maximum Seismic Force
per U.B.C. EQ 32-3
Fp min =
0.25 Wp
Minimum Seismic Force
per U.B.C. EQ 32 -3
j
Fp wall =
0.80 Wp
Design Seismic Force to Wall
per U.B.C. EQ 32 -2
Allowable = 0.571 W
i
f
Seismic Diaphragm Shear per U.B.C. Section 1630.2 & 1633.2.9
j 1
R =
4,00
Flexible Overstrength Factor
per U.B.C. Section 1633.2.9, Item 3
' !
Fpx max =1.0 Ca I wpx Fpx max =
0.360 wpx
Max. Diaphragm Load
per U.B.C. Section 1633.2.9
Fpx min = 0.5 Ca I wpx Fpx min =
0.180 wpx
Min. Diaphragm Load
per U.B.C. Section 1633.2.9
i
Fpx calc'd =
0.225 wpx
Calc'd Roof Diaphragm Load
-J
} %. ;; ii (SU,tl1 {;f[,CiU wood 4;;0s'
r::Li`t! r!.
Roof (supporting CMU /concrete walls) Fpx =
0.225 wpx
Diaphragm Load
per U.B.C. Section 1633.2.9
i
.J
- 1
t
Allowable = 0.161 W
I
i
1
r'
i
1
1
f
6
F
z
QQ W
WD
J U
0 0 0
Cl)
J =
H
CO) IL
W �0}
J
LL _:
N C)
= W
H =.
z E.-.
Z 0
UJI 5'
Off.
D H:
WW
W f"
W Z:
U_N
t— _
n f",
5/12/2005 Lateral Design CriteriaSeismic'97 (2)
I
I
I
1`
{
_
..J
.1
.J. UYl;1t & AbbQC( TO 1ING
JOB NAME: Gateway Corp Center- Building 2
JOB NO: 2005 - 033.02
SHEET NO:
ENGINEER: KK
DATE: A ril. '05
ANALYSIS: Lateral
Seismic Design Criteria
Per 1997 Uniform Building Code, Chapter 16, Division IV
Earthquake Loads per U.B.C. Section 1630.1
E = p Eh + Ev
p =
Not Required
Reliability Factor (Maximum)
per U.B.C. Section 1630.1.1
Em = Po Eh
too =
2.80
Overstrength Factor
per U.B.C. Table 16 - N
Near- Source Factor Nv
Ev =
0.18 D
Vertical Component
per U.B.C. Section 1630.1.1
Seismic Ba se Shear ep r U.B.C. Section 16 30.2
_
_ `
_✓ �
V = Cv I W / (R T)
Z =
0.30
Seismic Zone (3) Factor
per U.B.C. Table 16 -1
Vmax = 2.5Ca I W / (R)
Cv =; ;';Oi54 'Nv =
0.54
Seismic Factor
per U.B.C. Table 16 -R
Vmin = 0.11Ca I W
Ca= `;:`Q.36 =
0.36
Seismic Factor
per U.B.C. Table 16 -Q
1
I =
~ .1.b0
Importance Factor
per U.B.C. Table 16 -K
V -
R =
4.50
Overstrength Factor
per U.B.C. Table 16 -N or 16 -P
H = 27.5 it from F.F. to
roof T =
:0.24 sec
Building Period
per EQ 30 -8
Soil Profile =
Sd
Soil Profile Type
per U.B.C. Section 1636.2
{ Selsmic Source =
B
Seismic Source Type
per U.B.C, Table 16 -U
I --� N. -
1 00
Near- Source Factor Na
per U.B.C. Table 16 -S
N„ =
1.00
Near- Source Factor Nv
per U.B.C. Table 16 -T
- d =
30 :00 km
Distance to Known Source
per Geotechnical Report
:. ; . .. Vmax = 2.5 Ca 1 W i R =
0.20 W
Maximum Base Shear
per EQ 30 -5
1
Vmin = 0.11 Ca I W =
0.04 W
Minimum Base Shear
per EQ 30 -6
Vmin = 0.8 Z Nv I W / R =
0.053 W
Minimum Base Shear (Zone 4)
per EQ 30 -7
! I V
0.50 W
Building Base Shear
per EQ 30-4
1
Ft = 0.07 T V =
0.000 W
Concentrated Top Force
per EQ 30 -14
V -
0.200 W + Ft
Governing Base Shear
Allowable = 0.143 W
{ Seismic Load to Wall Anchorage per U.B.C. Section 1633.2.8.1
I - a =
1:50
Seismic Factor
per U.B.C. Table 16 -0
R wall =
3.00
Overstrength Factor
per U.B.C. Table 16 -0
I -
1:00
Importance Factor
per U.B.C. Table 16 -K
hw =
27.50 it
height of wall element
- } hr =
27,50 ft
height of roof element
i
Fp max =
1.44 Wp
Maximum Seismic Force
per U.B.C. EQ 32 -3
Fp min =
0.25 Wp
Minimum Seismic Force
per U.B.C. EQ 32 -3
-- Fp wall =
i
0.72 Wp
Design Seismic Force to Wall
per U.B.C. EQ 32 -2
f J
Allowable = 0.514 W
Seismic Diaphragm Shear per U.B.C. Section 1630.2 & 1633.2.9
R =
4:00
Flexible Overstrength Factor
per U.B.C. Section 1633.2.9, Item 3
Fpx max =1.0 Ca I wpx Fpx max =
0.360 wpx
Max. Diaphragm Load
per U.B.C. Section 1633.2.9
Fpx min = 0.5 Ca I wpx Fpx min =
0.180 wpx
Min. Diaphragm Load
per U.B.C. Section 1633.2.9
! Fpx calc'd -
,
i
0.225 wpx
Calc'd Roof Diaphragm Load
{ Roof (supporting CMU /concrete walls) Fpx -
0.225 wpx
Diaphragm Load
per U.B.C. Section 1633.2.9
Allowable = 0.161 W
i_j
,
4
I
; z
� W
aa�
JU
UO
N O
W ="
J l-
W LL
W O,
5
U. Q
CF
it- W
Z
�- O:
W F-.
O N.
C3 1-
WW
H U.
LL F=
- O:
W Z
CO) .
Z
i 5/12/2005 Lateral Design CriteriaSeismic'97
i
,J
_—
California, United States, North America
eacon Hill the .
,.Seattle B�d9e� __ c B t .._ •..... i Eastgate, 9o,
Rese/voir
a.
N�
_m
v
Mercer
"S Island
o�
Orcas St_
Bellevue SE 60th-St
P
^�
167" �Iert�t
_
,Newcastle
ftiat;c Isiand j'
eiiig FieldllCing Islantt
_
my Intl
rt
m
ILL
W
Southvwolth .:
Faun -
Y
Rox
6SW._Roxbu St;
:1
, .b, 4a
Lake Washingtor,
�.
n
C u ar Mountain
° g -'
Regi Wildland Park
�
White Center`
12674 Gateway Dr S, Seattle, WA..
•
12674 Gateway Dr S
i
"V
_ �.+ -i Seattl A 9 &168
- - _
900 $E
Vashon Municipal
Airport
Hu get Sound -
9 509 �sr -, Skyway., �y
ShorewoocF _ 113oulevard ._ '., 59 9 ; Renton Municipal . ; NE 4th St S 28t a�
Airport ; W A- S ... . G .. T .. .. f y
i Park �a _'>.� , 1 h. S e
#. 900. nton
Riverton S 144 St. '
' Burien ! :. _
Heights - --: - K I tJ G I
Burien Lake,
_ 169
X / 167 -
a ;
� Tacoma
Vashon -
International
rport - --
Lu e�O14Y -Rd
V: -!hill Island
188th St'
dd flormandy.P`arcl`
f ! 181 -i S
"509 : '�J ..
g The.Boeing.I i
o 4 ss : Com . Y i .F S Lake Youiags
a y .
I s ,
21 h St' ..
_ i
1 th St
( Des i SE 2 4tkt�S _
Moines'-
� 1
C j
s,
0 mi 2 4 6 8
SID
Copyright ®1988.2003 Microsoft Corp. and/or its suppliers. All rights reserved. http:ttwww.microsoft.conVstreets
® Copyright 2002 by Geographic Data Technology, Inc. All rights reserved. ® 2002 Navigation Technologies. All rights reserved. This data includes information taken with permission from Canadian authorities ®1991 -2002 Government of Canada
(Statistics Canada and/or Geomatics Canada), all rights reserved.
I
NOTICE: IF THE DOCUMENT IN THIS FRAME OF THE DOC MENTA
THIS NOTICE IT IS DUE TO THE QUALITY. _
L-J I J
California, United States, North America
_j
Duwairnish
Rainier Duwamish
Golf and
C ountry Club
V -Sr B8hgdr.- CO
900
eatil
S e.
57 � ..
S 112th.* St
CD
S - 4-14th
Southern
S A 38th -St
Sj
St
Or -- P%VUII OIL
�47 57
W.
4)
>
.--..,.,-,,Heights
SeaTac
--S1
CO
1
S " -1 15th -
0
S
U)
_141) U-3
All
>
S .1 44th -St
& 144tli:St-�
CO
CW S-.:144th
,.F osteir
. �Allent
:7
-4
C0
Park
Heights U)
>
:Seattle-.Tacorna
=r
Intemational
518 Mort
z
:-148t1f::,St
: I
7
_CD
1. ; -
U`)
N
co
W
CD
Boulevard
12674 4-Gateway Dr:S, Seattle, WA.. �
Co
Skyway--
'Park.
U)
59
1264 Gateway Dr S
Seattle, WA 98168
(0
S A24th St
V
W
CO
04
(P
>
<
_ W
CD
LO
7:
7
cn
S" 128th S
0 -128th S
L
C>
-- St
S'- 1 29th 13oth: S�
C\I
N :.. -
CO
900 Langston Rd
ts�
S
(0 56
- _5- 133
(D North 7W
> ? S 1 33rd St 134th St
Seatac Park < 99
0
Riverton P
0'
C\I W N S 1 35th _ (P" Foster S 135th St
U) 0 Golf Links
X
co
Burien (D
o Q
S A 38th -St
>
W.
4)
>
Co
SeaTac
CD
I .. m V
S
U)
_141) U-3
Renton
S .1 44th -St
& 144tli:St-�
CW S-.:144th
,.F osteir
:7
.. Riverton
CO
Park
Heights U)
:Seattle-.Tacorna
Intemational
518 Mort
z
:-148t1f::,St
: I
1. ; -
U`)
N
0 m
I
Copyright ®1988 -2003 Microsoft Corp. and/or its suppliers. All rights reserved. httpJAYww.microsoft.corn/streets
0 Copyright 2002 by Geographic Data Technology, Inc. All rights reserved. 0 2002 Navigation Technologies. All rights reserved. This data includes information taken with permission from Canadian authorities 091991 -2002 Government of Canada
(Statistics Canada and/or Geomatics Canada), all rights reserved.
N
W.
4)
>
CA
CY)
_141) U-3
Renton
,.F osteir
:7
Fort Dent =L
7.
Park
0 m
I
Copyright ®1988 -2003 Microsoft Corp. and/or its suppliers. All rights reserved. httpJAYww.microsoft.corn/streets
0 Copyright 2002 by Geographic Data Technology, Inc. All rights reserved. 0 2002 Navigation Technologies. All rights reserved. This data includes information taken with permission from Canadian authorities 091991 -2002 Government of Canada
(Statistics Canada and/or Geomatics Canada), all rights reserved.
N
Natural Resources
x ^�� fi
w
W ,
SEA7TL>t� .. � �" ! °t ; t ,...•._;, 1 "Z � r ..,,5 q e l ��
r..+. ( ;aln r + W'r ,l � y yl�� � 1„ f y 5�{ • y,�
S i. . m it . _S . } r e T• �j 4 \ - ! `Yr w.L't
�1 L
}
c.ar I..awcr. un.o..ax
`.� w.`r. T r` •wr.rrrr
.w,..rrrr. +•...+w crr..rrr..r
.r.rrr.r.r.r..,..... rrr. r r.r....,.. ...., '
. rrr.r.r.rr.,r.....r. r.r....r
r rp.rrr r.w rr.rr rwr
rr w rMw r• u rr r rY rrrr, rrr rr..r..rw. rr, r Lr
rrr rrrrwrw.ry.. r.`„r r.,.•arur +r.,r.rrlwr
.. .....+ rrwrr
..ate. .rr .rr. r r.rr w•v r . ......�
rr
rr...r....w...r..r 1. r• ocr.rr r.rruor
r""+..r.rwa... wr.r yr � .r. r.rr r.�..
.�.r.��� .wr r r '�„�•, urn Y„r�..+..
r.r� r.,aerr w .. arl M r o rYar.r4rrrnr.
rrr,lhrrrtr.r 1r..r�„r.,brrr
rYr lr M1a).Yrrfrw•,r r,ra rrr,rrrr
•�.r l..n a.rr.r rr.r. r.r.r .r__....- .r_r- .__ -_. '
Site Class Map of King County, Washington
by Stcphm P. Palmer, SAm mamba L hiagswo, Eric L Bilderback, James L PocL-M Derek S. Folger, and Rcba.•ct A. Niggcmamm
Septcmber 2004
q /I�rn
rrrr a r
r.r+...- `....� rn.n r..w• rr .r.. r..r Y
rlr rM+rr „rrrr r.rr rbM rrp,r l'a<irrrrr wr.,l, rr
r�r c•q rr,�rwrti.rrrrrr M.r.�rrl.pr•r.r,wv,w '
r•Irrr.r�I rMrrarl r. ,
��...�rr..r
r .,r.•�.w.r._.rr��..rr �ti ,.1
F �i' �E'f a`•' T�'' ii<LY,t�_- �lY7�.kstt7 J .J�:�'•!a�"c1n'!+�S3a?f?rw3kG�, �t3..+V..+w..,.+ -.•. n rr.. e:.: Y• bl?=• S,`_1: �. wr:. n: i. RTi4.'l 5iiC.: IE+ a� _y . .n.�x Y14<.�"n'._�•_� -t: �.... <.v....S.. ... .
0
:NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR
THIS NOTICE IT IS DUE TO THE QUALITY OF DOCUMENT. -
,,IIp f
i
•:�
� ,r' .irrw f .1 1 t
1'
1 1
r
r' w t
. >
a srr,�•+�. a
t
cy
aall.Al.'AtIrM
'
yy� .1�
�1 L
}
c.ar I..awcr. un.o..ax
`.� w.`r. T r` •wr.rrrr
.w,..rrrr. +•...+w crr..rrr..r
.r.rrr.r.r.r..,..... rrr. r r.r....,.. ...., '
. rrr.r.r.rr.,r.....r. r.r....r
r rp.rrr r.w rr.rr rwr
rr w rMw r• u rr r rY rrrr, rrr rr..r..rw. rr, r Lr
rrr rrrrwrw.ry.. r.`„r r.,.•arur +r.,r.rrlwr
.. .....+ rrwrr
..ate. .rr .rr. r r.rr w•v r . ......�
rr
rr...r....w...r..r 1. r• ocr.rr r.rruor
r""+..r.rwa... wr.r yr � .r. r.rr r.�..
.�.r.��� .wr r r '�„�•, urn Y„r�..+..
r.r� r.,aerr w .. arl M r o rYar.r4rrrnr.
rrr,lhrrrtr.r 1r..r�„r.,brrr
rYr lr M1a).Yrrfrw•,r r,ra rrr,rrrr
•�.r l..n a.rr.r rr.r. r.r.r .r__....- .r_r- .__ -_. '
Site Class Map of King County, Washington
by Stcphm P. Palmer, SAm mamba L hiagswo, Eric L Bilderback, James L PocL-M Derek S. Folger, and Rcba.•ct A. Niggcmamm
Septcmber 2004
q /I�rn
rrrr a r
r.r+...- `....� rn.n r..w• rr .r.. r..r Y
rlr rM+rr „rrrr r.rr rbM rrp,r l'a<irrrrr wr.,l, rr
r�r c•q rr,�rwrti.rrrrrr M.r.�rrl.pr•r.r,wv,w '
r•Irrr.r�I rMrrarl r. ,
��...�rr..r
r .,r.•�.w.r._.rr��..rr �ti ,.1
F �i' �E'f a`•' T�'' ii<LY,t�_- �lY7�.kstt7 J .J�:�'•!a�"c1n'!+�S3a?f?rw3kG�, �t3..+V..+w..,.+ -.•. n rr.. e:.: Y• bl?=• S,`_1: �. wr:. n: i. RTi4.'l 5iiC.: IE+ a� _y . .n.�x Y14<.�"n'._�•_� -t: �.... <.v....S.. ... .
0
:NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR
THIS NOTICE IT IS DUE TO THE QUALITY OF DOCUMENT. -
,,IIp f
op—
O
CQ
�D
X
cD
r
O
h
rMIL
A
a
U
S. DYER & ASSOCIATES INC,
STRUCTURAL ENGINEERS
JOB NAME: Gateway Corp Center- Building 2
JOB NO: 2005-033-02
SHEET NO: 2
ENGINEER: KK
DATE. April'05
- ANALYSIS: Lateral
Wall Anchorage Design Criteria
Per 1997 Uniform Building Code, Chapter 16, Division IV
J
Wall Anchorage Load to Elements per U.B.C. Section 1633.2.8.1
a P wall 1.50 Seismic Factor per 1633.2.8.1
R 3.00 Overstrength Factor per 1633.2.8.1
N Near-Source Factor Na per U.B.C. Table 16-S
$ � Ca Seismic Factor per U.B.C. Table 16-Q
1 = 1.00 Importance Factor per U.B.C. Table 16-K
P
Roof Level
hw
ft height of roof anchorage
hr
.?, 2. L
'tj So
ft height of roof element
Fp max = 1.44 Wp Maximum Seismic Force per U.B.C. EQ 32-3
0.25 Wp Minimum Seismic Force per U.B.C. EQ 32-3
Fp min
Fp wall = 0.65 Wp Design Seismic Force to Wall per U.B.C. EQ 32-2
Wp Allowable acceleration
Allowable accelerations for different materials
S teel 0.651 Wp 1.4 factor per 1633.2.8.1
Default 0. 0 46]5 Wp no factor per 1633.2.8.1
Epoxy 0 0 9
.465 Wp no factor per 1633.2.8.1
Wood. 0.395 Wp 0.85 factor per 1633.2.8,1
1.
I.
I .
5/12/2005 Wall AnchorageWall Anchorage Criteria
' z
Ll i
00
O .
LU
0,
,Z !-
W
'0
c
W
0 !
:-oz
W co�
i
i
I s
i
i
S T R U C T U R A L If 0
E N G I N E E R S
JOB NAME: Gateway Corp Center- Building 2
JOB NO: 2005 - 033 -02
SHEET NO:
ENGINEER: KK
DATE: April '05
ANALYSIS: Lateral
fi 5/12/2005 Wall AnchorageWall Anchorage Criteria (2)
i
,i
a'
t
r
1
i
f
1
Seismic Wall Anchorage
Typical Sub - Purlins
g Code, Chapter 16, Division IV
i
i I
i
-i
3
_j
i
-- I
I F i
i
"
I +
i
4
f
I
1
S T R U C T U R A L E N G I N E E R S
JOB NAME: Gateway Corp Center- Building 2
013 NO 2005- 033 -02
SHEET NO:
ENGINEER KK
DATE: Aril '05
ANALYSIS: Lateral
Top of Wail Elevation:
It
Diaphragm Elevation:
ft
Datum Elevation:
ft
Wall Thickness:
in.
Wall Unit Weight:
145.0 pcf
Tributary Wall Height:
15.5 ft
Tributary Weight:
1030.1 plf
Seismic Design Acceleration:
m
Minimum Wall Anchorage Force:
300.0 plf
Calculated Wall Anchorage Force:
479.199 pit
Design Wall Anchorage force:
479.2 plf
Anchor Spacing:
ft
Steel Design Anchorage Force:
5.37 kip
Epoxy Anchor Anchorage Force:
3.83 kip
Wood Check Anchorage Force:
3.26 kip
All anchorage forces are based on ASD values.
Note - The calculations provided are for the sizing of paired
connections (double shear). Zone 4 hardware uses a 0.85 factor
Zone 4 Hardware Design Force:
3.26 kip
Simpson Hardware Design Force:
3.83 kip
Wood Member Width (Including Shims):
3.00 in.
Wood Member Depth:
® in.
Number of Anchor Assemblies:
it
Zone 4 Hardware Type:
CT1T2 24 -6
Simpson Hardware Type:
HDSA
(see attached letter from Simpson)
Zone 4 Allowable Capacity:
5.07 kip
Unity Check:
0.64
Simpson Allowable Capacity:
9.44 kip
Unity Check:
0.41
( Minimum Member Depth for Zone 4 Hardware:
3.50 in.
Minimum Member Death for Simpson Hardwan 3.50 in.
Hardware Design Force: 3.26 kip
OK
OK
OK
OK
OK
Wood Member Depth, d:
3.50 in.
Wood Member Width w/ Shims:
3.00 in.
Wood Member Width No Shims:
in.
Wood Member Species / Type:
2x to 4x i DF No. 2
Tie -back Length:
it
Wood Member Span:
it
Wood Member Tributary Width:
it
Dead Load:
psf
Floor Live Load:
psf
Bolt Bearing Check
it
Hardware Bolt Diameter.
in.
Bolt Bearing Area:
2.25 in
Number of Bolts:
16.0 ft OK
Allowable Compressive Stress, F,:
1796 psi
Bolt Bearing Stress, f�:
724 psi
Unity Check:
0.40
5/12/2005
Sheathing Grade: CD
Diaphragm Sheathing Thickness: 1/2 in.
Design Anchorage Force: 3.26 kip
Tie Development Into Diaphragm
Nail Size:
10d
Average (E) Nail Spacing:
in.
Tabulated Nail Capacity:
114.1 lb
Diaphragm Shear Transfer Capacity:
320.0 plf
Tie -back Length:
it
Required Shear Transfer.
203.7 pit
Unity Check:
0.64 OK
Tle Across Purlin or GLB
Simpson Hardware Type:
Required Bays:
228.2 pit
Length of First Bay:
it
Length of Second Bay:
ft
Length of Third Bay:
ft
Total Length of Tie -Back Development:
16.0 ft OK
Shear Transfer to Diaphragm:
203.7 plf
Tie -Force at 1st Purlin or GLB:
1.63 kip
Tie -Force at 2nd Purlin or GLB:
0.00 kip
Tie -Force at 3rd Purlin or GLB:
0.00 kip
Required Hardware:
Design Tie -Force at 1 st Purlin or GLB:
2.68 kip
Sub - Diaphragm Span:
Design Tie -Force at 2nd Purlin or GLB:
0.00 kip
1.54 OK
Number of Assemblies at 1st Tie:
2.50
Sub - Diaphragm Shear:
Wood Member Width at 1 st Tie (w/ or w/o shims):
3.50 in.
OK
Zone 4 Hardware Type:
T2 ! CT 24 -6
Tabulated Nail Capacity:
Simpson Hardware Type:
HD2A
228.2 pit
Zone 4 Allowable Capacity:
5.07 kip
Unity Check:
0.32
OK
Simpson Allowable Capacity:
5.55 kip
Unity Check:
0.48
OK
Number of Assemblies at 2nd Tie:
Wood Member Width at 2nd Tie (w/ or w/o shims):
3.50 in.
OK
Zone 4 Hardware Type:
T2 / CT None
Simpson Hardware Type:
HD2A
Zone 4 Allowable Capacity:
0.00 kip
Unity Check:
0.00
OK
Simpson Allowable Capacity:
22.16 kip
Unity Check:
0.00
OK
Total Tie -back Depth:
16.0 ft
Sub - Diaphragm Span:
ft
Sub - Diaphragm Aspect Ratio:
1.54 OK
Limiting Sub - Diaphragm Aspect Ratio:
2.50
Sub - Diaphragm Shear:
212.2 plf
Nail Size:
10d
(E) Average Nail Spacing at GLB:
in.
Tabulated Nail Capacity:
114.1 lb
Sub - diaphragm Shear Capacity:
228.2 pit
l Unity Check:
0.93 OK
Wall AnchorageTyp wall Anchorage Sub purlin
3
z
� W
W D
J U
UO
Cl)
W=
J H
CO U_
WO
J
5-
�Cy
= W
F- O
Z I--:
W
�p
U
O N
0 E_
WW
H FUF^
U _ F-
W Z
U N
O ~.
Z
i
,
i
i
N133L)GIAIV3 11yu,
JOB NAME: Gateway Corp Center Building 2
JOB NO 2005- 033.02
SHEET NO:
ENGINEER: KK
DATE: A ril '05
ANALYSIS: Lateral
Seismic Wall Anchorage
Typical Sub - Purlins
g Code, Chapter 16, Division IV
Tension on Net Area
Member Net Area:
7.88 in'
Size Factor, C
0.00 plf
Allowable Tensile Stress, F,:
1147 psi
Tensile Stress on net area, f
414 psi
Unity Check:
0.36 OK
Compression on Net Area
1.15
Member Net Area:
2065 psi
Size Factor, C
®ins
Tabulated Compressive Stress w/ Factors, F.*: 2065 psi
Modulus of Elasticity:
1600 kst
c factor:
0.80
K.
0.300
F
638 psi
Stability Factor, Cp:
0.29
Allowable Compressive Stress, F,:
591 psi
Compressive Stress on net area, f,:
414 psi
Unity Check:
0.29 OK
Flexural Stress
Load Combination Considered is D + L + E/1.4
Uniform Dead Load:
16.00 pit
Uniform Floor Live Load:
0.00 plf
Other Uniform Dead Load:
pit
Size Facactoror, , C C
N o
Volume Factor, C
Rod Diameter Zone 4 Hardware:
Repetitive Member Factor, C,:
1.15
Allowable Bending Stress, F
2065 psi
Section Modulus, S:
3.1 In'
Maximum Bending Moment, M:
1536.0 lb-In.
Bending Stress, f
502 psi
Unity Check:
0.24' OK
Combined Bending and Tension
Anchor Edge Distance to Top of Wall:
Adjusted Gross Area Factor.
0.67
Tension Unity Check:
0.54
Bending Unity Check:
0.24
Unity Check per NOS -2001 EQ 3.9-1
0.78 OK
Unity Check per NDS -2001 EQ 3.9-2
-0.06 OK
Combined Bending and Compression
Minimum Edge Distance:
Adjusted Gross Area Factor.
0.67
Compression Unity Check:
0.43
Unity Check per NOS-2001 EQ 3.9-3
9.12 NG
1
i
l I
I ' •
5/12/2005
i
Note- Anchors are designed for straight tension only. For design
of anchors with steel angle kickers, use stl angle kicker spreadsheet
Wall Anchorage Design Force:
3.83 kip
Number of Rods:
2
Epoxy Anchor Design Force:
1.92 kip
Rod Diameter Zone 4 Hardware:
0.75 in.
Rod Diameter Simpson Hardware:
0.75 in.
Simpson SET Epoxy Design
Anchor Embedment: n.
i
OK
Anchor Edge Distance:
n.
Min.
OK
Anchor Edge Distance to Top of Wall:
in.
OK
Anchor Spacing:
OK
Critical Edge Distance:
5.25 in.
Critical Anchor Spacing:
14.00 in.
Minimum Edge Distance:
1.75 in.
Minimum Anchor Spacing:
1.75 in.
Mimimum Tested Embedment:
3.38 In.
Maximum Tested Embedment:
6.75 In.
Anchor Edge Distance Reduction Factor.
0.81
Anchor Top Edge Distance Reduction Factor:
1.00
Anchor Spacing Reduction Factor:
0.92
Concrete Strength:
2000.0 psi
Allowable Tension at Min. Tested Embed:
3.86 kip
Allowable Tension at Max. Tested Embed:
10.53 kip
Allowable Tension at Specified Embed (Interpolates
4.11 kip
Allowable Tension w/ Factors:
4.11 kip
Unity Check:
0.47
OK
Wall AnchorageTyp wall Anchorage Sub purlin
Z
W
J U
U O
� 0
W=
C0 W
W O
J
LL Q
N CY.
= W
Z T -
fr 0
Z H.
W
W
U�
0 H
WW
U.
0'
W Z
0
Z
III
T R U C T U R A L E N G I N E E R S
7 s ,
JOBNAME: Gateway Corp Center- Building 2
JOB NO. 2005 - 033 -02
SHEET NO
ENGINEER: KK
DATE, A 61'05
ANALYSIS: Lateral
5/12/2005
Wall Anchoragewall Anchorage Rod
�a�_..' >:: �� °��a.:iu..�::;. 4�� ii:.�i::a::cwB:+` «:a%r���rU4t:• ::�L�:�ds�i� ,:•aue� �.xi�...,s,:.,k. ,y�
`+an'JaKw � C�wT. 1 r [ 's'r ,Is.' i `iE;;•`R ',A'- f'.`
k
z
*_- z
�w
QQ
JU
U
U
J =
f"
CO LL
w
LL
L.L <
UD
2
F. w
Z F-
I-0
z F-
w
U�
O�
a
w
H�
u O
ui z
CO
Hx
O
z
Seismic Wall Anchorage
Sub- Purlins With Rod Line 1 and 11
g Code, Chapter 16, Division IV
i
's
s
{
F
F
i
f j
U). 1 >YhR & AJJU( 41 hb ING,
JOB NAME: Gateway Corp Center- B I ullding 2
JOB NO. 2005. 033.02
SHEET NO:
ENGINEER KK
DATE: Ap '05
ANALYSIS: Lateral
Note- Anchors are designed for straight tension only. For design
of anchors with steel angle kickers, use st) angle kicker spreadsheet
Wall Anchorage Design Force:
3.76 kip
Number of Rods:
2
Epoxy Anchor Design Force:
1.88 kip
Rod Diameter Zone 4 Hardware:
0.75 In.
Rod Diameter Simpson Hardware:
0.75 in.
Simpson SET Epoxy Design
Anchor Embedment: in.
OK
Anchor Edge Distance:
in.
OK
Anchor Edge Distance to Top of Wall:
in.
OK
Spacing:
in.
OK
, Anchor
Critical Edge Distance:
5.25 in.
Critical Anchor Spacing:
14.00 in.
Minimum Edge Distance:
1.75 in.
Minimum Anchor Spacing:
1.75 in.
Mimimum Tested Embedment:
3.38 In.
Maximum Tested Embedment:
6.75 in.
Anchor Edge Distance Reduction Factor:
0.81
Anchor Top Edge Distance Reduction Factor:
0.89
Anchor Spacing Reduction Factor:
1.00
(Concrete Strength:
2000.0 psi
Allowable Tension at Min. Tested Embed:
3.86 kip
Allowable Tension at Max. Tested Embed:
10.53 kip
Allowable Tension at Specified Embed (Interpolatec
4.11 kip
Allowable Tension w/ Factors:
3.96 kip
Unity Check:
0.48
OK
2
Z
�W
30
UO
CO)W
J H
CO) LL
W O
I-j
U. Q
CO' c
H =.
Z F.
}-- O
W 1--
�5 LLJ
U�
.0 F—
WW
LL Z
W
U CO
O
Z
I ^�
� I
i
}
i
's )
T�
� I
i
I l
f
J, 1j11:11 V nL70VtaIt1117J I1Ylr.
JOB NAME: Gateway Corp Center Building 2
JOB NO: 2005 - 033 -02
SHEET NO: 1
ENGINEER: KK
I DATE: A ril 'OS
ANALYSIS: Lateral
i;4yi„t
Seismic Wall Anchorage
Typical Purlins
Per 1997 Uniform Building Code, Chapter 16, Division IV
Top of Wail Elevation:
3.20 kip
h
Diaphragm Elevation:
3.76 kip
ft
Datum Elevation:
M in.
ft
Wall Thickness:
Wood Member Span:
Number of Anchor Assemblies:
Wall Unit Weight:
145.0 pcf
Tributary Wail Height:
13.8 it
Tributary Weight:
913.8 pif
Seismic Design Acceleration:
W,
Minimum Wall Anchorage Force:
300.0 pit
Calculated Wall Anchorage Force:
469.955 plf
Design Wall Anchorage Force:
470.0 plf
Anchor Spacing:
it
Steel Design Anchorage Force:
5.26 kip
Epoxy Anchor Anchorage Force:
3.76 kip
Wood Check Anchorage Force:
3.20 kip
All anchorage forces are based on ASD values
Note - The calculations provided are for the sizing of paired
connections (double shear). Zone 4 hardware uses a 0.65 factor
Zone 4 Hardware Design Force:
3.20 kip
Wood Member Width w/ Shims:
Simpson Hardware Design Force:
3.76 kip
In.
Wood Member Width (including Shims):
3.50 in
OK
Wood Member Depth: in.
Wood Member Span:
Number of Anchor Assemblies:
Wood Member Tributary Width:
ft
E psf
Zone 4 Hardware Type:
CT/T2 24 -6
Floor Live Load:
Simpson Hardware Type:
HD5A
0.31
(see attached letter from Simpson)
0.75 In.
Zone 4 Allowable Capacity:
5.07 kip
Number of Bolts:
Unity Check:
0.63
OK
Simpson Allowable Capacity:
9.44 kip
l Unity Check:
Unity Check:
0.40
OK
( Minimum Member Depth for Zone 4 Hardware:
3.50 in.
OK
Minimum Member Deoth for Simoson Hardwarr
3.50 in.
OK
Hardware Design Force: 3.20 kip
Wood Member Depth, d:
15.25 in.
Wood Member Width w/ Shims:
3.50 in.
Wood Member Width No Shims:
In.
Wood Member Species / Type:
2x to 4x / OF No. 1
>- Diaphragm Shear.
Diaphragm Shear Transfer Capacity:
Wood Member Span:
h
Wood Member Tributary Width:
ft
E psf
Dead Load:
psf
Floor Live Load:
547.7 pif
Bolt Bearing Check
0.31
Hardware Bolt Diameter.
0.75 In.
Bolt Bearing Area:
2.63 in'
Number of Bolts:
2
Allowable Compressive Stress, F
1995 psi
Bolt Bearing Stress, f.:
609 psi
l Unity Check:
0.31 OK
5/12/2005
Sheathing Grade: CD
Diaphragm Sheathing Thickness: i12 in.
Design Anchorage Force: 3.20 kip
Tie Development Into Diaphragm
Nail Size:
10d
ti Diaphragm Span:
Average (E) Nail Spacing:
in.
1.30 OK
Tabulated Nail Capacity:
114.1 lb
>- Diaphragm Shear.
Diaphragm Shear Transfer Capacity:
425.0 plf
10d
Tie -back Length:
ft
iulaled Nail Capacity:
Required Shear Transfer.
133.2 plf
547.7 pif
Unity Check:
0.31
OK
Tie Across Purlin or GLB
Required Bays:
Length of First Bay:
it
Length of Second Bay:
it
M ft
Length of Third Bay:
Total Length of Tie -Back Development:
24.0 ft
OK
Shear Transfer to Diaphragm:
133.2 plf
Tie -Force at 1st Purlin or GLB:
0.00 kip
Tie -Force at 2nd Purlin or GLB:
0.00 kip
Tie -Force at 3rd Purlin or GLB:
0.00 kip
Required Hardware:
Design Tie -Force at 1st Purlin or GLB:
0.00 kip
Design Tie -Force at 2nd Purlin or GLB:
0.00 kip
Number of Assemblies at 1 st Tie:
Wood Member Width at 1st Tie (w/ or w/o shims):
3.50 in.
OK
Zone 4 Hardware Type:
T2 / CT None
Simpson Hardware Type:
None
Zone 4 Allowable Capacity:
0.00 kip
Unity Check:
0.00
OK
Simpson Allowable Capacity:
22.16 kip
Unity Check:
0.00
OK
Number of Assemblies at 2nd Tie:
Wood Member Width at 2nd Tie (wl or w/o shims):
3.50 In.
OK
Zone 4 Hardware Type:
T2 / CT None
Simpson Hardware Type:
None
Zone 4 Allowable Capacity:
0.00 kip
Unity Check:
0.00
OK
Simpson Allowable Capacity:
22.16 kip
Unity Check:
0.00
OK
at Tie -back Depth:
24.0 it
ti Diaphragm Span:
ft
�- Diaphragm Aspect Ratio:
1.30 OK
sting Sub - Diaphragm Aspect Ratio:
2.50
>- Diaphragm Shear.
193.5 pif
I Size:
10d
Average Nail Spacing at GLB:
in.
iulaled Nail Capacity:
114.1 lb
>- diaphragm Shear Capacity:
547.7 pif
ly Check:
0.35 OK
Wall AnchorageJoisl wall Anchorage -Purls (2)
M
Z
W ,
JU
UO
CO)
CO) LU
J �
N U.
W
i_
co )
CY
= W
Z F.
1-- O
Z F_
�5
U�
N
0 H"
W W.
LL Z
W
US
O
Z
i
r
;
i
s ..i
1
1
i
a
...J
1
5
t
i
{ i
! l
t ,
; t
r
i
4
i 1
1
i
� I
i
k
i
1
i
i
,J. il1L'.Cn L7 twaut 1t111;J yL..
JOB NAME: Gateway Corp Center Building 2
JOB NO: 2005- 033.02
SHEET NO: 1 -1
ENGINEER: KK
DATE: Ap '05
ANALYSIS: Lateral
Seismic Wall Anchorage
Typical Purlins
Per 1997 Uniform Building Code, Chapter 16, Division IV
Tension on Net Area
Member Net Area:
50.31 in'
Size Factor, C
0.00 plf
Allowable Tensile Stress, F
808 psi
Tensile Stress on net area, f
64 psi
Unity Check:
0.08 OK
Compression on Net Area
Member Net Area:
50.31 in
Size Factor, C
0.00 plf
Tabulated Compressive Stress w/ Factors, F,*:
1796 psi
Modulus of Elasticity:
1700 ksi
c factor:
0.80
14E:
0.300
F,
1627 psi
Stability Factor, C
0.66
Allowable Compressive Stress, F,:
1178 psi
Compressive Stress on net area, f,:
64 psi
Unity Check:
0.66 OK
Flexural Stress
Load Combination Considered Is D + L + E/1.4
Uniform Dead Load:
72.00 plf
Uniform Floor Live Load:
0.00 plf
Other Un Dead Load:
plf
Size Facactoror, , C C
1.88 kip
Volume Factor, C
Rod Diameter Zone 4 Hardware:
Repetitive Member Factor, C,:
1.00
Allowable Bending Stress, F
1330 psi
Section Modulus, S:
135.7 Ire
Maximum Bending Moment, M:
54675.0 lb-in.
Bending Stress, f
403 psi
Unity Check:
0.30 OK
Combined Bending and Tension
Anchor Edge Distance to Top of Wall:
Adjusted Gross Area Factor:
1.06
Tension Unity Check:
0.07
Bending Unity Check:
0.30
Unity Check per NDS -2001 EQ 3.9-1
0.38 OK
Unity Check per NDS -2001 EQ 3.9-2
0.26 OK
Combined Bending and Compression
Minimum Edge Distance:
Adjusted Gross Area Factor:
1.06
Compression Unity Check:
0.62
Unity Check per NDS -2001 EQ 3.9-3
0.70 OK
5/12/2005
Note- Anchors are designed for straight tension only. For design
of anchors with steel angle kickers, use stl angle kicker spreadsheet
Wall Anchorage Design Force:
3.76 kip
Number of Rods:
2
Epoxy Anchor Design Force:
1.88 kip
Rod Diameter Zone 4 Hardware:
0.75 in.
Rod Diameter Simpson Hardware:
0.75 in.
Simpson SET Epoxy Design
Anchor Embedment: in.
OK
Anchor Edge Distance:
in.
OK
Anchor Edge Distance to Top of Wall:
in.
OK
Anchor Spacing:
in.
OK
Critical Edge Distance:
6.00 in.
Critical Anchor Spacing:
16.00 In.
Minimum Edge Distance:
1.75 in.
Minimum Anchor Spacing:
2.00 in.
Mimimum Tested Embedment:
3.38 in.
Maximum Tested Embedment:
6.75 in.
Anchor Edge Distance Reduction Factor:
0.76
Anchor Top Edge Distance Reduction Factor.
1.00
Anchor Spacing Reduction Factor.
0.92
Concrete Strength:
2000.0 psi
Allowable Tension at Min. Tested Embed:
3.86 kip
Allowable Tension at Max. Tested Embed:
10.53 kip
Allowable Tension at Specified Embed (Interpolates
5.10 kip
Allowable Tension w/ Factors:
4.70 kip
Unity Check:
0.40
OK
Wall AnchorageJolst wall Anchorage -Purls (2)
Z
UJ
�
D
UO
to 0:
CO) W .
tu
fA V„
W F}}}
LLI
J
� a
Z
H 0.
W ~.
5 ,
� Q
O N,
Q H
WW
O:
111 Z
U N
O
Z
I
± I
'I 1
i
i
i
1
i
i 1
i
E
i
s
c '
4
4
r ..J
I
l
I
I
{
I
; 1
1 i
i
{ I
l -
i
I
i
I
1 ..
i
i
I
i
I
I
.V. i Al A% V A ALIUW<JJAJ A AJLJ 111 V.
JOB NAME: Gateway Corp Center- Building 2
JOB NO: 2005 - 033 -02
SHEET NO:
ENGINEER: KK
DATE: Mar 03
ANALYSIS: Wall Anchorage - Detail 3 /S3
Analysis of Wall Anchorage @ Girder /Beam with Steel Angles
Glu Lam Beam Wail Anchorage For Walls On Lines 1 811
Seismic Element Load per U.B.C. Section 1632
Seismic Tension Force at Girder /Beam
Fgt:
3830.0 Ibs
Max. Edge Distance of Anchor
Em:
18.00 in
Max. Distance of Thru Bolt to Panel
Dm:
45.00 in
Seismic Tension Force at A.B.
Fpt:
3830 Ibs
Seismic Shear Force at A.B.
Fpv:
1532 Ibs
Number of Pairs of Steel Angles
1
Number of A.B: s at End of Each Angle
n:
1
# of Thru Bolts at Beam
n:.
2
Total Number of A. B.'s at Panels
Fb:
2
Total Number of Thru Bolts at Beam
2
Check Thru Bolts at Girder /Beam
Width of GLB /Purlin b• 6 75 in
2nd pair of steel
Pair or Steel Angles
Specific Gravity Density of GLB /Purlin
G:
0.46
Diameter of Thru Bolts
314 in
Double Shear Capacity
Fv:
3 Ibs
(per NSD Table 8.3D)
Factored Double Shear Capacity
Fv:
4070 Ibs
(increase 33% for seismic check)
Double Shear Load at Each Thru Bolt
Fb:
1628 Ibs
(a factor of 0.85 is multiplied for wood)
Unit Check
UC:
0.40
OK
Check Epoxy Anchor Bolts
Use Simpson SET Epoxy Anchors per ICBO Report #5279
Demonds
Anchor Tensile Load
Fb:
1915 Ibs
Anchor Shear Load
Vb:
766 Ibs
Anchor Tensile Capacity
Concrete Compressive Strength
fc:
20000 psi
Minimum Embedment
Emin:
3.38 in.
Anchor Bolt Diameter
D:
". 0.75, in.
Upper Bound Embedment
Eub:
6.75', in.
Anchor Spacing
sp:
36.0 in.
Allowable Tension @ 3 -3/8" 12000 psi
T1:
3864.6 Ibs
Anchor Embedment
E: :::
,.3.50. in.
Allowable Tension @ 3 -3/8" 14000 psi
T2:
3864.0 Ibs
Anchor Edge Distance
ED:
60' in.
Allowable Tension @ 6 -3/4" / 2000 psi
T3:
10525.0 Ibs
Minimum Anchor Spacing
s_min:
3:3.5 in.
Allowable Tension @ 6 -3/4" 14000 psi
T4:
10620.0 Ibs
Minimum Concrete Thickness
tmin:
5.3 in.
Allowable Tension /Steel Rod (A307)
Tmax:
8460.0 Ibs
Minimum Edge Distance
c min:
1.750. in.
Interpolated Allowable Tension / 2000 psi
Ta112:
4111 Ibs
Critical Anchor Spacing (4.OED)
s_cr:
14.000 in.
Interpolated Allowable Tension / 4000 psi
Ta114:
4114 Ibs
Critical Edge Distance (1.5ED)
c_cr:
5.250 in.
interpolated Allowable Tension / f
T'all:
4111 Ibs
Reduction Factor at s_min
Rts:
0:890
Allowable Tension /Concrete w/ Reductions Tcon:
5467 Ibs
Reduction Factor at c min
Rtc:
0.480
Allowable Tension /Steel Rod (note 1)
Tstl:
8037 Ibs
Spacing Reduction Factor
fsp:
1.00
Final Allowable Tension
Tall:
5467 ibs
Edge Distance Reduction Factor
fed:
1.00
Tension Unity Check
Ut:
0.35 OK
Anchor Shear Capacity
Combined Anchor Tensile and Shear Capacity
Allowable Shear @ 3 -3/8" (by edge dist
V1:
1735:0' Ibs
Tension Unity Check
Ut:
0.35
Allowable Shear @ 6 -3/4" (by A307)
V2:
6110.0 Ibs
Shear Unity Check
Uv:
0.30
Maximum Allowable Shear (A307)
Vmax:
4360.0 Ibs
Combined Unity Check
U:
0.65 OK
Interpolated Allowable Shear
V'all:
1897.0 Ibs
Allowable Shear w/ Reductions (note 1)
Vall:
2523.1 Ibs
Shear Unity Check
Uv:
0.30 OK
Note: 1. The allowable is divided by a factor of 1.4 if it Is based on steel strength and Increased by 33% for wall anchorage design
2. The tension and shear capacities have been increased by 33% for wall anchorage design
5/12/2005
:t
Governs
I
�d
3.
` t
I
i
Wall AnchorageEpoxy angles -line 1,11
Z
= Z
W
U0
CO
J X.
CO LL
W O
J
LL j
N �
W
H
W O LLJ
�p
O N.
� H
W W
Ir-
U
LL
O
W Z`
U =
O
Z
_ J L.. . 1
O
O
ti
_• r
n �
c
� G
O �
• 1 h
G
c
�D
rmllL
O
rMIL
i
1
f
r
J. J. D YCN & AMUC14 1 ES PVC.
JOB NAME: Gateway Corp Center Building 2
JOB NO: 2005. 033.02
r
SHEET NO:
ENGINEER. KK
OATE: A r- '05
ANALYSIS. Lateral
i
Seismic Wall Anchorage
Continiouty Ties E -W
... , Per 1997 Uniform Building Code, Chapter 16, Division IV
t
i
1
I�
..
j
{
E
r
i
i
1
1
z
1
i
145.0 pct
t
r
i
1030.1 pit
Seismic Design Acceleration:
® W,
Minimum Wall Anchorage Force:
300.0 pit
Calculated Wall Anchorage Force:
f
Design Wall Anchorage Force:
504.8 pit
Anchor Spacing:
®ft
t
i
1
I�
..
j
{
E
r
i
i
1
.
i
Wall Thickness:
1
f
i
145.0 pct
t
r
i
1030.1 pit
Top of Wall Elevation:
ft
Diaphragm Elevation:
ft
Datum Elevation:
ft
Wall Thickness:
in.
Wall Unit Weight:
145.0 pct
Tributary Wall Height:
15.5 ft
Tributary Weight:
1030.1 pit
Seismic Design Acceleration:
® W,
Minimum Wall Anchorage Force:
300.0 pit
Calculated Wall Anchorage Force:
504.751 pit
Design Wall Anchorage Force:
504.8 pit
Anchor Spacing:
®ft
Steel Design Anchorage Force:
17.37 kip
Epoxy Anchor Anchorage Force:
12.41 kip
Wood Check Anchorage Force:
10.55 kip
All anchorage forces are based on ASD values.
Note - The calculations provided are for the sizing of paired
connections (double shear). Zone 4 hardware uses a 0.85 factor.
Zone 4 Hardware Design Force:
10.55 kip
Simpson Hardware Design Force:
12.41 kip
Wood Member Width (Including Shims):
6.75 in. OK
Wood Member Depth:
®in.
Number of Anchor Assemblies:
10d
Zone 4 Hardware Type:
CTlf2 646
Simpson Hardware Type:
HD8A
(see attached letter from Simpson)
Zone 4 Allowable Capacity:
15.55 kip
Unity Check:
0.68 OK
Simpson Allowable Capacity:
16.00 kip
Unity Check:
0.78 OK
Minimum Member Depth for Zone 4 Hardware: 7.25 in. OK
Hardware Design Force:
0.88 in.
5.91 in"
3
2195 psi
595 psi
0.27
Wood Member Depth, d:
Wood Member Width w/ Shims:
Wood Member Width No Shims:
Wood Member Species / Type:
Wood Member Span:
Wood Member Tributary Width:
Dead Load:
Floor Live Load:
Bolt Bearing Check
Hardware Bolt Diameter:
Bolt Bearing Area:
Number of Bolts:
Allowable Compressive Stress, F,:
Soft Bearing Stress, f.:
, Unity Check:
i
i
5/12/2005
i
i
I
10.55 kip
18.00 in.
6.75 in.
In.
Glu -Lam 24F-V4
ft
ft
psi
psi
Sheathing Grade:
CD
Diaphragm Sheathing Thickness:
1/2 in.
Design Anchorage Force:
10.55 kip
Tie Development Into Diaphragm
Nail Size:
10d
Average (E) Nall Spacing:
in.
Tabulated Nail Capacity:
114.1 lb
Diaphragm Shear Transfer Capacity:
228.2 pif
Tie -back Length:
it
Required Shear Transfer:
81.1 pit
Unity Check:
0.36 OK
Wall AnchorageContin Ties E -W
Z
W
2
D
U O
co lo'
C0 W
J�
N LL.
W 0'
2�
J
ll
CO
d
Z �
0
Z i--.
W
2 5:.
D 1:11'.
O N.
: 0 H:
WW
IL ~
W
CO)
ID
0 ~
Z
JOB NAME: Gateway Corp Center Building 2
JOB NO: 2005 - 033 -
SHEET NO:
ENGINEER: KK
DATE: Aril '05
ANALYSIS: Lateral
Seismic Wall Anchorage
Continiouty Ties E -W
Per 1997 Uniform Building Code, Chapter 16, Division IV
5/12/2005
Wall AnchorageContin Ties E -W
s
i
�
j .
;
ZZ
r i
Tension on Net Area
Member Net Area:
114.75 In'
121.5
Size Factor. C
`
WW;
Allowable Tensile Stress, F,:
1463 psi
�*
Tensile Stress on net area, f
92 psi
86.81
Unity Check:
0.06
OK
Compression on Net Area
Member Net Area:
114.75 In
Size Factor. C
®
121.5
Tabulated Compressive Stress w/ Factors, F,*:
2195 psi
Modulus of Elasticity:
1800 ksi
ti. O
— Z,
c factor:
0.90
14 E'
0.416
F ,
2366 psi
.
Stability Factor, Cp:
0.79
Allowable Compressive Stress, F
1727 psi
Compressive Stress on net area, f
92 psi
Unity Check:
0.79
OK
Flexural Stress
Load Combination Considered is D + L + E/1.4
Uniform Dead Load:
270.60 pif
Uniform Floor Live Load:
0,00 plf
Other Uniform Dead Load:pli
Size Factor, C
Volume Factor, C
Repetitive Member Factor, C,:
1.00
Allowable Bending Stress, F
2497 psi
Section Modulus, S:
364.5 In'
Maximum Bending Moment, M:
290446.8 lb-In.
Bending Stress, f
797 psi
Unity Check:
0.32
OK
CK
5/12/2005
Wall AnchorageContin Ties E -W
s
i
�
j .
;
ZZ
r i
U O:
N O:
`
WW;
�*
CO) LL
W O'
ga
Q`
LL
N Cy.
I_ W
F-
Z F--
Au
7':
'
O N`
W W'
ti. O
— Z,
y
`
Z.... `
.
a
3 -
,
{
-
+
f
.J. Lltill L7 r1000%r11111,✓ 117li.
JOB NAME: Gateway Corp Center Building 2
JOB NO: 2005 - 033 -
SHEET NO:
ENGINEER: KK
DATE: April '05
ANALYSIS: Lateral
Seismic Wall Anchorage
F Continiouty TiesN -S
? ...! Per 1997 Uniform Building Code, Chapter 16, Division iV
1
Top of Wail Elevation:
9.78 kip
ft
Diaphragm Elevation:
11.50 kip
tt
Datum Elevation:
3.50 in.
ft
Wall Thickness:
Wood Member Span:
in.
Wail Unit Weight:
145.0 pcf
Tributary Wall Height:
15.5 it
Tributary Weight:
1030.1 plf
Seismic Design Acceleration:
W,
Minimum Wall Anchorage Force:
300.0 plf
Calculated Wail Anchorage Force:
479.199 plf
Design Wall Anchorage Force:
479.2 plf
Anchor Spacing:
ft
Steel Design Anchorage Force:
16.10 kip
Epoxy Anchor Anchorage Force:
11.50 kip
Wood Check Anchorage Force:
9.78 kip
All anchorage forces are based on ASD values
Note - The calculations provided are for the sizing of paired
connections (double shear). Zone 4 hardware uses a 0.85 factor
Zone 4 Hardware Design Force:
9.78 kip
Wood Member Width w/ Shims:
Simpson Hardware Design Force:
11.50 kip
in.
Wood Member Width (Including Shims):
3.50 in.
OK
Wood Member Depth: in.
Wood Member Span:
Number of Anchor Assemblies:
Wood Member Tributary Width:
it
O psf
Zone 4 Hardware Type:
CTIT2 46 -8
Floor Live Load:
Simpson Hardware Type:
HD8A
(see attached letter from Simpson)
0.88 In.
Zone 4 Allowable Capacity:
19.55 kip
Number of Boils:
Unity Check:
0.50
OK
Simpson Allowable Capacity:
16.00 kip
, Unity Check:
Unity Check:
0.72
OK
Minimum Member Depth for Zone 4 Hardware:
725 in.
OK
Minimum Member Depth for Simoson Hardwan
3.50 in.
OK
Hardware Design Force: 9.78 kip
Wood Member Depth, d;
36.00 in.
Wood Member Width w/ Shims:
5.13 in.
Wood Member Width No Shims:
in.
Wood Member Species / Type:
2x to 4x / DF No. 1
Tieback Length:
fl
Wood Member Span:
ft
Wood Member Tributary Width:
it
O psf
Dead Load:
psi
Floor Live Load:
Bolt Bearing Check
Hardware Boll Diameter.
0.88 In.
Bolt Bearing Area:
4.48 in'
Number of Boils:
3
Allowable Compressive Stress, F,:
1796 psi
Bolt Bearing Stress, f,:
727 psi
, Unity Check:
0.40 OK
f I
{ _j
i
i 5/12/2005
Sheathing Grade: CD
Diaphragm Sheathing Thickness: 112 in.
Design Anchorage Force: 9.78 kip
Tie Development Into Diaphragm
Nail Size:
10d
Average (E) Nail Spacing:
In.
Tabulated Nail Capacity:
114.1 lb
Diaphragm Shear Transfer Capacity:
228.2 plf
Tieback Length:
fl
Required Shear Transfer:
52.6 pif
Unity Check:
0.23 OK
Wall AnchorageContin TiesN -S
f
i
Y
{
f
9
Z
'~ W
U
U O
CO)
CO) LLJ
J =
CO IL
H
W O,
� j
LL =
Cl)
�
CY
W
1— O
Z F—
D Q
O CO).
0 H
W W.
LL �.
Z'
W CO
O H-
Z
I
l
1. 0. VlrA Cs HJJVL1HlDJ 11VL,
JOB NAME: Gateway Corp Center Building 2
JOB NO: 2005 - 033 -
SHEET NO: pq
I
1
--i
i
ANALYSIS: Lateral
I
l
1. 0. VlrA Cs HJJVL1HlDJ 11VL,
JOB NAME: Gateway Corp Center Building 2
JOB NO: 2005 - 033 -
SHEET NO: pq
ENGINEER: KK
DATE: A ril'05
ANALYSIS: Lateral
i
j --, Seismic Wall Anchorage
Continiouty TiesN -S
Per 1997 Uniform Building Code, Chapter 16, Division IV
t i
3�
I
j
1
S �
1
-- I
i l
Tension on Net Area
Member Net Area:
179.38 in'
,126
Size Factor, C
Other Uniform Dead Load:plf
Allowable Tensile Stress, F,:
688 psi
Volume Factor, C
Tensile Stress on net area, f,:
54 psi
77.58
Unity Check:
0.08
OK
Compression on Net Area
Maximum Bending Moment, M:
80336,4 lb-In.
Member Net Area:
179.38 in'
Unity Check:
Size Factor, C
®
126
Tabulated Compressive Stress w/ Factors, F :
1616 psi
Tension Unity Chpck:
Modulus of Elasticity:
1600 kst
0.49
c factor:
0.80
Unity Check per NDS -2001 EQ 3.9-2
KBE:
0.300
F,
7098 psi
Stability Factor, Cp:
0.95
Allowable Compressive Stress, F
1532 psi
Compressive Stress on net area, f,:
54 psi
Unity Check:
0.95
OK
Flexural Stress
Load Combination Considered is D + L + E11.4
Uniform Dead Load:
88.00 pit
Uniform Floor Live Load:
0.00 pit
Other Uniform Dead Load:plf
Size Factor, C
Volume Factor, C
Repetitive Member Factor, C,:
1.00
Allowable Bending Stress, F
1197 psi
Section Modulus, S:
135.7 in'
Maximum Bending Moment, M:
80336,4 lb-In.
Bending Stress, f
592 psi
Unity Check:
0.49 OK
Combined Bending and. Tension
Adjusted Gross Area Factor.
0.30
Tension Unity Chpck:
0,27
Bending Unity Check:
0.49
Unity Check per NOS -2001 EQ 3.9-1
0.76 Say 01 OK
Unity Check per NDS -2001 EQ 3.9-2
0.34 OK
(
1 ... S
I i
1
5/12/2005
7
Note 1
Try HDBA
Allowable Steel Failure Load: 22400 320011= 16.00k >1' O.K.
Allowable Wood Failure Load: 14920x1/.85 =35105 = 17.55 >11.O.K.
Use HDBA
Wall AnchorageContin TlesN -S
1
i
a
�J
S
_
i
i
i
i
i
_I
i
_J
.�. liicn c7 n��v�lni�� ilvt,.
JOB NAME: Gateway Corp Center 2
1 JOB NO: 2005 - 033 -02
SHEET NO'
ENGINEER: KK
DATE: Aril '05
ANALYSIS: Lateral
Seismic Wall Anchorage
Continiouty TiesN -S
Per 1997 Uniform Building Code, Chapter 16, Division IV
Top of Wall Elevation:
ft
Diaphragm Elevation:
ft
Datum Elevation:
ft
Wall Thickness:
in.
Wall Unit Weight:
145.0 pct
Tributary Wall Height:
13.8 it
Tributary Weight:
913.8 pit
Seismic Design Acceleration:
W,
Minimum Wall Anchorage Force:
300.0 pit
Calculated Wall Anchorage Force:
469.955 pit
Design Wall Anchorage Force:
470.0 pit
Anchor Spacing:
it
Steel Design Anchorage Force:
15.79 kip
Epoxy Anchor Anchorage Force:
11.28 kip
Wood Check Anchorage Force:
9.59 kip
All anchorage forces are based on ASD values
Note - The calculations provided are for the sizing of paired
connections (double shear). Zone 4 hardware uses a 0.85 factor.
Zone 4 Hardware Design Force:
9 59 kip
Wood Member Width w/ Shims:
Simpson Hardware Design Force:
11.28 kip
in.
Wood Member Width (Including Shims):
3.50 in.
OK
Wood Member Depth:
in.
it
Number of Anchor Assemblies:
it
Dead Load:
Zone 4 Hardware Type:
CT/72 46-8
Simpson Hardware Type:
HD8A
Hardware Bolt Diameter.
(see attached letter from Simpson)
Bolt Bearing Area:
Zone 4 Allowable Capacity:
19.55 kip
3
Unity Check:
0.49
OK
Simpson Allowable Capacity:
16.00 kip
0.40
Unity Check:
0.70
OK
Minimum Member Depth for Zone 4 Hardware:
7.25 In.
OK
Minimum Member Depth for Simpson Hardwan 3.50 in.
OK
Hardware Design Force: 9.59 kip
Wood Member Depth, d:
36.00 in.
Wood Member Width w/ Shims:
5.13 in.
Wood Member Width No Shims:
in.
Wood Member Species / Type:
2x to 4x / OF No. 1
Wood Member Span:
it
Wood Member Tributary Width:
it
Dead Load:
psi
N PSf
Floor Live Load:
Bolt Bearing Check
Hardware Bolt Diameter.
0.88 in.
Bolt Bearing Area:
4.48 in'
Number of Bolts:
3
Allowable Compressive Stress, F
1796 psi
Bolt Bearing Stress, %:
713 psi
j Unity Check:
0.40
Sheathing Grade:
Diaphragm Sheathing Thickness:
Design Anchorage Force:
77e Development Into Diaphragm
Nall Size:
Average (E) Nail Spacing:
Tabulated Nail Capacity:
Diaphragm Shear Transfer Capacity:
Tie -back Length:
Required Shear Transfer:
Unity Check:
CD
1/2 in.
9.59 kip
10d
in.
114.1 lb
228.2 pit
It
51.5 pit
0.23 OK
5/12/2005 Wall AnchorageContin TiesN -S (2)
i
t
+
C:
7'
Z
rr'
W ;
J U
UO
W
W O
1 5
La
N �
F- W.
Z F..
HO
Z I-- .
5,
V C).
O
lln:.
0 E'
W W'
H U`
U. ~:
Z ±
W
CO
Z
JOB NAME: Gateway Corp Center Building 2
JOB NO. 2005. 033.02
SHEET NO:
ENGINEER: KK
I DATE: Aril '05
ANALYSIS: Lateral
i
Seismic Wall Anchorage
Continiouty TiesN -S
Per 1997 Uniform Building Code, Chapter 16, Division IV
I
Tension on Not Area
Member Net Area:
179.38 in' 126
Size Factor, C
126
Allowable Tensile Stress, F,:
688 psi
Tensile Stress on net area, f,:
53 psi 76.09
Unity Check:
0.08 OK
Compression on Net Area
Member Net Area:
179.38 in'
Size Factor, C
126
Tabulated Compressive Stress w/ Factors, F,*:
1616 psi
Modulus of Elasticity:
1600 ksi
c factor.
0.80
K.
0.300
F.
7098 psi
Stability Factor, Cp:
0.95
Allowable Compressive Stress, F
1532 psi
Compressive Stress on net area, f,:
53 psi
Unity Check:
0.95 OK
Flexural Stress
Load Combination Considered is D + L + E/1.4
Uniform Dead Load:
88.00 plf
Uniform Floor Live Load:
0.00 pit
O ther Uniform Dead Load:
pit
Size Factor, C
Volume Factor, C
Repetitive Member Factor, C,:
1.00
Allowable Bending Stress, Fs:
1197 psi
Section Modulus, S:
135.7 in'
Maximum Bending Moment, M:
80336.4 lb-in.
Bending Stress, f
592 psi
Unity Check:
0.49 OK
Combined Bending and Tension
Adjusted Gross Area Factor.
0.30
Tension Unity Check:
0.26
Bending Unity Check:
0.49
Unity Check per NDS -2001 EQ 3.9-1
0.76 Say 01 OK
Unity Check per NOS -2001 EQ 3.9-2
0.34 OK
i
i
i
i 5/12/2005
j f
Note 1
Try HDBA
Allowable Steel Failure Load: 22400 3200 11= 1 6.00k >t O.K.
Allowable Wood Failure Load: 14920x1/.85 =35105 = 17.55 >11.O.K.
Use HDBA
Wall AnchorageContin TiesN -S (2)
� 1
t
i�
A.
�i
a
y S
F '
f
i
,
�i
Z
Z
W
QQ �.
JU
U o
N Q'
W ='
J �
co) U.
Wo
LL
J;
H
W
2
Z F--.
F- o .
W ~'
Q;
;o N
.C3
WW
.LL ~;
Z
Ill
U =�
.o H
Z
s —
,
i
Seismic Retrofit Nailed Metal Strap Connection- Alternative Continuity Tie Connection
In Accordance with the 1997 UBC, 2001 NDS (ASD) and AISC 9th Ed.
i Strap Description Wood Member Receiving Nails
4" Wide x 14 Ga with 24 - 10d Nails Each Side Wood Member Min Width, 3.500 in
Wood Species, Douglas Fir -Larch
Specific Gravity, 0.500
JOB NAME: Gateway Building -2
Retrofit
Strap Strength
SHEET NO: Q;z
_ !,
DATE: Apr -05
ANALYSIS:
Nailing Rows,
2
Allowable Shear Per Nail (NDS Table 11 P),
Strap Width,
b =
4.000 in
Total Nails Each Side Strap,
34
rhickness (12 Ga),
t =
0.105 in
J
Min Steel Yield Stress, .
Fy =
33 ksi
M
Gross Cross - Sectional Area,
Ag =
0.420 in ^2
4 `
J
Y,.
L
=Y
I
. f
Net Area through Nail Holes,
Anet =
0.389 in ^2
Max Net Area (0.85 " Ag),
Amax =
0.357 in ^2
7
y
Effective Net Area,
Ae =
0.357 in ^2
Allowable Tension Stress,
Fa =
19.800 ksi
Allowable Stress Increase,
1.000
�.i
Max Allowable Strap Tension
(ASD), T =
7,069 Ibs
T/1.4=
5,049 Ibs
Capactp 5,0 >
3,820 OK
JOB NAME: Gateway Building -2
Retrofit
JOB NO: 2005
SHEET NO: Q;z
ENGINEER: K Kiasaleh
DATE: Apr -05
ANALYSIS:
Nails
Nail Type,
10d Short
Length,
1.500 in
Shank Diameter,
0.148 in
Nailing Rows,
2
Allowable Shear Per Nail (NDS Table 11 P),
115 Ibs
Load Duration Factor,
1.330
Total Nails Each Side Strap,
34
Total Nail Capacity in Shear (ASD),
5,200 Ibs
T/0.85 =, 6,118. Ibs
ii
s.
.I
d W
i
V '
J
N �
J
�
M
W.O
f
4 `
J
Y,.
L
=Y
. f
W;
Z�
1.- 0
ii
s.
i
TS. DYER & ASSOCIATES INC.
S T R U C T U R A L E N G I N E E R S
JOB NAME: Gateway Corp Center- Building 2
cos NO: 2005- 033
SHEET NO:
ENGINEER: KK
DATE: A ril.'05
ANALYSIS: Lateral
1
f
Retrofit of (E) Diaphragm and Chord Members
Seismic Force in N/S Direction
- Diaphragm from 1 to 4.5, or 7.5 to 11
Diaphragm from,: . " H to B Wall thickness: e5 5 in
Seismic Direction Pilaster equivalent: I in
--� Total Wall thickness: 5.5 in
{ Length: 17�5;ft Roof elevation: 24 0 ft
j -••1 mass along this wall: „ 1065 63` plf Top of wall elev.: 27 5 ft
1 5 -1/2" thick wall 4.5
H:R
.r
(, D
El r nf� zK
mass along this wall:
:1065:63° Of
r
Total mass:
3816.17 plf
} J
Diaph. Accelera. Coeff:
0.161 allowable
Seismic force at Diaph.:
613.31 plf
Reaction at each shear wall:
53.66 kips
y I Diaph. Shear at S.W.:
382.20 plf
l { Diaph. Shear Distribution
i
1. The (E) plywood is 1/2" thick,O.S.B, 10d @6:12
Line 1
! Diaph. Shear at 63:5 ft from center:
Diaph. Shear at 87.5 ft from center:
Line 4.5
Diaph. Shear at ' .::63,5. ft from center:
+, Diaph. Shear at 87.5 it from center:
i
Check and Retrofit on Chord Members:
y
wall 4,5
Added Load on Line 4.5 ` 67t3U'
Diaph. Shear at S.W.: 375
Nailing
Symbol
(E)dwgs
277.37 plf
382.20 plf r ;sA r
(E)dwgs
272.12 plf .'B.
374.97 plf''A
s Depth of Diaphragm:
r
x,
at mid span
at mid span
! Dist. From S.W.:
87.5
v
I Force in the chord:
16.72
16.72
s7x'4,
(E)2 - #4, Gr. 40
3116 "x3" Plate
Capacity, k:
8.51
26.93
1 � {
1.96
0.47
..
wall 4,5
Added Load on Line 4.5 ` 67t3U'
Diaph. Shear at S.W.: 375
Nailing
Symbol
(E)dwgs
277.37 plf
382.20 plf r ;sA r
(E)dwgs
272.12 plf .'B.
374.97 plf''A
s Depth of Diaphragm:
140 ft
( -
at mid span
at mid span
! Dist. From S.W.:
87.5
87.5
I Force in the chord:
16.72
16.72
. ; (E) chord
(E)2 - #4, Gr. 40
3116 "x3" Plate
Capacity, k:
8.51
26.93
Unity check:
1.96
0.47
..
NG
OK
i 'Lateral Design Criteria
161.2, ft
(E) Roof Nailing Paterns
Cont. Panel Other
Capacity Result
U.C.
edges edges
in in
plf
6 6
290
OK
0.96
4 6
385
OK
0.99
in in
plf
6 6
290
OK
0.94
4 6
385
OK
0.97
5/12/2005
t'
i
i
1
i%
ii
ti
e,
i%
z
r;
i
i
z
i ~
z�
JU
U O
W = 1
J (�
N IL .
w o
9�
L_ a
CO)
W
Z
Z�
9-
Q
O
W W ; .
H (
IL ►—`
o:
W Z'
V Ny
0 ~ 'f
z
' & ASSO
S T R U C T U R A L E N G I N E E R S
I
JOB NAME Gateway Corp Center Building 2
JOB NO: 2005- 033.02
SHEET NO:
ENGINEER: KK
DATE: April. '05
ANALYSIS: Lateral
1
Retrofit of (E) Diaphragm and Chord Members
Seismic Force in NIS Direction
i Diaphragm from 4.5 to 7.5
-� Diaphragm from G to ::: A , Wall thickness: 5:5; in
Seismic Direction Pilaster equivalent: 0 in
f Total Wall thickness: 5.5 in
Length: 150.: ft Roof elevation: 24:0 ft
mass along this wall: 1065:63; Of Top of wall elev.: ft
4.5 5 -1/2" thick wall 7.5
G
IN K � ,.
i ( � }qt t""�4 F,
i Ytj �}'i ts l� t t �f r �f� ?. i��� Et7i
d p k�� , •'�+
A
s CtI.;sh?2 w r:,•�sk:3 ,. {.
,k�.r .
4.5 5 -1/2" thick wall 7.5
Diaph. Shear Distribution
The (E) plywood is 1/2" thick, O.S.B. 10d @6:12
4
j
i -
j Line 4.5
i Diaph. Shear at 59 ft from center:
Diaph. Shear at f" `75 It from center.
I' Line 7.5
i
!
Diaph. Shear at 59 ft from center.
Diaph. Shear at :yx7 It from center.
Check and Retrofit on Chord Members:
1 i
139 ft
Added Load on Line-
139 ft
mass along this wall: 10655 pif
i
at mid span
l Total mass:. 3799.3 plf
S.W.:
Diaph. Accelera. Coeff: 0.161 allowable
75
Seismic force at Diaph.: 610.6 pif
12.35
' Reaction at each shear wall: 45.8 kips
(E) Roof
Diaph. Shear at S.W.: 329.5
!: P If P
Diaph. Shear Distribution
The (E) plywood is 1/2" thick, O.S.B. 10d @6:12
4
j
i -
j Line 4.5
i Diaph. Shear at 59 ft from center:
Diaph. Shear at f" `75 It from center.
I' Line 7.5
i
!
Diaph. Shear at 59 ft from center.
Diaph. Shear at :yx7 It from center.
Check and Retrofit on Chord Members:
1 i
139 ft
Added Load on Line-
139 ft
j
at mid span
Diaph. Shear at
S.W.:
329.5
75
Force in the chord:
12.35
12.35
(E) Roof
Nailing Paterns
(E)2 - #4, Gr, 40
3/16 "x3" Plate
Nailing
Cont. Panel Other
Capacit} Result
U.C.
Symbol
edges
edges
0.35
(E)dwgs
OK
1 ..
I
_ ! 'Lateral Design Criteria
i
i
{
in
in
pif
259.17 plf , BON
329.46 `'i
6
6
290
OK
0.89
pif .,
4
6
385
OK
0.86
in
in
pif
259.17 plf 3
6
6
290
OK
0.89
329.46 plf A
I
4
6
385
OK
0.86
- Depth of Diaphragm:
139 ft
j
at mid span
at mid span
{ Dist. From S.W.:
75
75
Force in the chord:
12.35
12.35
(E) chord
(E)2 - #4, Gr, 40
3/16 "x3" Plate
.. Capacity, k:
8.51
26.93
E Unity check:
1.45
0.35
NG
OK
1 ..
I
_ ! 'Lateral Design Criteria
i
i
{
5/12/2005
z
W
,J U
C.) 0.
N �
W=
CO) U..
W O
-J,
it ?.
J-0. VILA V ACCUl.1H11 L) 11%,
i
1 �
JOB NAME: Gateway Corp Center- Building 2
JOB NO: 2005 - 033.02
SHEET NO: L-
ENGINEER: KK
DATE: April. '05
ANALYSIS: Lateral
i
i Roof Diaphragm Deflection
1 Roof Diaphragm between line 1 and 4.5 and 7.5 and 11
3 Seismic in N/S with no Diaphragm Retrofit
:
? Chord Slippage Deflection
assume none (welded connections 0 in.
i Total Deflection A: 1.372 in.
Factored Deflection allowable ultimate
` 0.7 R A = 3.842 in. 5.37911 in
' assumes all wood is dry (not green)
D l
r
1
5/12/2005
l
limit per LACUBC
8.25 in
- 34.80%
OK
Lateral Design Criteria /Roof Deflection -NS No Retro
1
Edge Roof Shear
V:
t 382 plf
4
Diaphragm Width.
L:
r. 175: ft
t'
J U
U O'
Diaphragm Depth
b:
140 4 ft
W W:
Chord Stiffness
E:
.29000 ksi
Chord Area
A:
t 0 4: in ^2 (E) 2-#4
U.
W
Plywood Shear Rigidity
G:
90 ksi
1-- O:
Z I--°
Diaphragm R- Factor
R:
4
L7
N
Roof Height
h:
E '`_ ;27,5. ft
W UJ
H V ;
Number of rows of nails
`
u. p
(E) Nail Spacing''.
"
-'
Plywood Eff Thickness
t:
0.535 in.
Nails per foot
n:
2.0
Pounds per nail
#:
191.1 Ibs
Nail slippage
en:
0.0125
Plywood Grade
CDX
Nail size
10d
Plywood Thickness
1/2
Bending Deflection
• ;;
5 V L ^3 =
0.786 in.'
8EAb
Shear Deflection
V L =
0.174 in. with plywood overlay
'
4Gt
._
Nail slip Deflection
.188 Len =
0.41 in.
:
? Chord Slippage Deflection
assume none (welded connections 0 in.
i Total Deflection A: 1.372 in.
Factored Deflection allowable ultimate
` 0.7 R A = 3.842 in. 5.37911 in
' assumes all wood is dry (not green)
D l
r
1
5/12/2005
l
limit per LACUBC
8.25 in
- 34.80%
OK
Lateral Design Criteria /Roof Deflection -NS No Retro
Q
t'
J U
U O'
N cy
W W:
N LL:
W O
U.
W
1-- O:
Z I--°
W W:
L7
N
.O
W UJ
H V ;
`
u. p
Z
lu
z
Z
JOB NAME: Gateway Corp Center- Building 2
JOB NO: 2005-033.02
SHEET NO: L- C Q�
ENGINEER: KK
DATE: April. '05
- ANALYSIS: Lateral
Roof Diaphragm Deflection
Roof Diaphragm between line 4.5 and 11
Seismic in N/S with no Diaphragm Retrofit
Edge Roof Shear
V:
150 Of
Diaphragm Width
L:
150 ft
Diaphragm Depth
b:
0 ft
Chord Stiffness
E:
::29000 ksi
Chord Area
A:
0.4 in (E) 244
Plywood Shear Rigidity
G:
90 ksi
Diaphragm R-Factor
R:
4
Roof Height
h:
"27.5 ft
Number of rows of nails
(E) Nail Spacing
6 in
Plywood Eff Thickness
t:
0.535 in.
Nails per foot
n:
2.0
j —1
Pounds per nail
M
75.0 lbs
_J
Nail slippage
en:
0.0006
Plywood Grade
CDX
Nail size
10d
1. _j
Plywood Thickness
1/2
Bending Deflection
-7.i
5 V LA3 =
0.196.i
Shear Deflection
V L =
0.058 in. with plywood overlay
4 G t
Nail slip Deflection,
.188 Len =
0.02 in.
Chord Slippage Deflection
assume none (welded connections
0 in.
Total Deflection
A:
0.271 in.
Factored Deflection
allowable ultimate limit per LACUBC
0.7R A =
0.759 in. 1.06294 in 8.25 in OK
assumes all wood is dry (not green)
-87.12%
5/12/2005
Lateral Design Criteria/Roof Deflection-NS No Retro (2)
L�
n
0
rL
X
rF
O
i F
' -- --. ..,, �ta•_£+iV+�, a�ar:.�va.� .^n. ;`� sCCa.'pi4�.�.�.�...� , r: *..� -:� � .. .. ..
. - . _ ..� _ .Yb�3�icr eke' MN�. wa�iwa• 5r wr ...res,�.,... .......� _-..- — -. --.... _....
?V
C
tT
Co
Cr
C
v
C"
.1"), 111E1( ef AaouumpL) 11vu.
S TRUCTURAL ENGINEERS
JOB NAME: Building 2
JOB NO: 2005-033.02
SHEE NO: c .,7 7
ENGINEER: KK
- L—
DATE: April.'05
. ANALYSIS: Lateral
Lateral Design Criteria/Calculation Paper 4/21/2005
i.
Yj uj*
J
LL
LU
:3 ;
U-
co
LU1
:z
0.
W LLJ
L)
Nt
.0
LU
01
Z
uj
:z
Lateral Design Criteria/Calculation Paper 4/21/2005
i.
I
J.J. 1J1L'11 v .twJVk,11l1LJ 11vu
JOB NAME: - Building 2
JOB NO: 2005- 033.02
SHEET NO: L-
ENGINEER: KK
DATE: April. '05
ANALYSIS: Lateral
/ ` QGk /✓) �-o
Lateral Design Criteria /Calculation Paper
VX 2 = 1 9 X . 7sf2
V 0•
d`
r
i
i
4/21/2005
Z
Z'
�W
QQ�
W�
U O�
w=
LL,
UJ O:
J
lL Q:
_ d'.
Z
H O ;
AU LLj-
Z �
5.
U
�O
.W lU.
F U'
u_ ~O
tll Z,.
.. to .
i
I
i
i
s }
1
I
. i
9�
i
1
i
_t
I �
i .
i 1
{ i
i
f .
i
I
I
._
f
JOB NAME: Gateway Corp Center- Building 2
JOB NO: 2005 - 033 -02
SHEET NO:
ENGINEER: KK
DATE: Mar 03
ANALYSIS: Wall Anchorage - Detail 3/S3
Analysis of Drag Connection @ Concrete Shear Wall
Drag Along Shear Wall on Grid 4.5 & 7.5
Check Epoxy Anchor Bolts
Use Simpson SET Epoxy Anchors per ICBO Report #5279
Demonds
Drag Force F k
Anchor Shear Capacity Only
Concrete Compressive Strength
fc:
; 2000.0; psi
Anchor Bolt Diameter
D
0 75' in.
Anchor Spacing
sp
6:0; in.
Anchor Embedment
E
3 50 in.
Anchor Edge Distance
ED ,
; , ; 6.4 in.
Minimum Anchor Spacing
,
3.375;
Minimum Concrete Thickness
tmin:
5.3 in.
Minimum Edge Distance
c_min:.
:1`.750`. in.
Critical Anchor Spacing (4.OED)
s cr:
14.000 in.
Critical Edge Distance (1.5ED)
c cr:
5.250 in.
Reduction Factor at s min
Rts:: =,"
0:890:
Reduction Factor at c min
Ric:
11251.8 Ibs
Spacing Reduction Factor
fsp:
0.92
Edge Distance Reduction Factor
fed:
1.00
Anchor Shear Capacity
Allowable Shear @ 3 -3/8" (by edge dirt.)
V1:::'?
1.735.0:. Ibs
Allowable Shear @ 6 -3/4" (by A307)
V2::: ,:
; 6110:0: Ibs
Maximum Allowable Shear (A307)
Vmax:.
' 4360:0,' Ibs
Interpolated Allowable Shear
V'all:
1897.0 Ibs
Allowable Shear w/ Reductions
Vail:
2314.1 Ibs
Number of anchor bolts:
n:
40.0
Number of anchor bolts Used:
,�zt0i05
load per bolt:
nb:
2312.5 Ibs
Shear Unity Check:
Uv:
1.60 OK
Anchor Tensile Capacity Only
Minimum Embedment
Emin..
3.38 in.
Upper Bound Embedment
Eub:
6A, in.
Allowable Tension @ 3 -3/8" / 2000 psi
T1:
3884 0' Ibs
Allowable Tension @ 3 -3/8" / 4000 psi
T2:
3864.0 Ibs
Allowable Tension @ 6 -3/4" / 2000 psi
T3:
10525.0, Ibs
Allowable Tension @ 6 -3/4" / 4000 psi
T4:
10620.0 Ibs,
Allowable Tension /Steel Rod (A307)
Tmax:
8460,0' Ibs
Interpolated Allowable Tension 12000 psi
Ta112:
4111 Ibs
Interpolated Allowable Tension / 4000 psi
Ta114:
4114 Ibs
Interpolated Allowable Tension / fc
T'all:
4111 Ibs
Allowable Tension /Concrete w/ Reductions
Tcon:
5014 Ibs
Allowable Tension /Steel Rod
Tstl:
11251.8 Ibs
Final Allowable Tension
Tall:
5014 Ibs
Number of anchor bolts:
Number of anchor bolts Used:
Load Per Bolt:
Shear Unity Check:
Tube Connection At Intersectina Beams
Tube:
H $1 c6�i172
Total Seismic Reaction:
Length Of Tube:
Lt ,2 it
Ld: ft
Area of Tube:
A:.�i sQ-in
Bolt Size at intersecting Beams:
Minimum Yeild Strees:
Fy: 46 ksi
Number of Bolts:
Load Duration Factor:
''" ' i
#R;k . i4�
Bolt Tention C
p ty:
Overdesign Factor:
Omega: ru ,
Tention Capacity of The Bolt Group:
Tensile capacity of tube:
Tt: 662.40 kips
Bolt Demand:
Unity Check:
Allowable Comperation Capacity Of Tube
Ct: ;q 146 =00; kips
Weld Size Used:
Comperation Capacity Of Tube:
248.20
Weld Capacity per Inch:
Demand:
129.50 k
Weld Length:
Weld Capacity:
Unity Check
Uv: 0.89 OK
Unity Check:
Shear Transfer Between Tube And Existina Beam:
Existing Beam:
N -
Total Seismic Reaction:
Fs: 0,64 kips
I N'
Length Of Diaphragm:
Ld: ft
Force per ft of diaphragm:
vd: 662.41 Ibs/ft
Load Duration Factor:,
0.98 OK
Overdesign Factor:
Omega:�,;,,�„!t�1(
Demand:
927.37 kips
Allowable Bolt shear in (E) Member:
Vb:; Ibs
Capacity Of Bolt shear in (E) Member:
Vb: 2686 Ibs
Spacing Of The Bolt:
Sb: 4.05 ft
5112/2005
n: 18.4
�'u l! �t1.1310s'
nb: 4868.42
Ut: 0.97
Wall AnchorageDrag With Tube
i
z:
1Z
W
It 7
W�
U O
CO) 0
J �`
CO) U.
W O
L. ?.
0
F- _;
Zh
E- O
Z !-
W UJ
U0
N:.
W W `
H U
U-
ll Z:
l
CO)_
O
Z
3(4 ?,'325°
nb
Tb::•;`'
.r...r J' .
%; .194'Op Ibs
Tc:
131.92 kips
129.5 kips
U:
0.98 OK
Rw:
6.31
Lw:'!,
.::;,,• 21;00; in
132.51 kips
U:
0.98 OK
Wall AnchorageDrag With Tube
i
z:
1Z
W
It 7
W�
U O
CO) 0
J �`
CO) U.
W O
L. ?.
0
F- _;
Zh
E- O
Z !-
W UJ
U0
N:.
W W `
H U
U-
ll Z:
l
CO)_
O
Z
.......... ,nom .:....
i
1
__,
JOB NO: 2005 - 033.02 SHEET NO: L- �
JOB NAME: Building 2 ENGINEER: KK DATE: April.'05
ANALYSIS: Lateral
.J. l.7 11Y1i.
Lateral Design Criteria /Calculation Paper 4/28/2005
i
i
�i
4
i
f
i
1
JOB NAME: Gateway Corp Center- Building 2
JOB NO 2005- 033.02
SHEET NO.
ENGINEER:' KK
DATE: Mar 03
ANALYSIS: Wall Anchorage - Detail 31S3
Analysis of Drag Connection @ Concrete Shear Wall
i Drag Along Shear Wall on Grid B
-} Check Epoxy Anchor Bolts
1 Use Simpson SET Epoxy Anchors per iCSO Report #5279
Diamonds
Drag Force F : 22;54 k
r
Anchor Shear Capacity Only Anchor Tensile Capacity Only
Concrete Compressive Strength
fc:.
2000.0 psi
Minimum Embedment
Emin: •.;; ;_ :_ 3:38, in.
7 Anchor Bolt Diameter
D
0:75 in.
Upper Bound Embedment
Eub 6 75 In.
Anchor Spacing
sp.
6.0 in.
Allowable Tension @ 3 -3/8" 12000 psi
T1.. .3864.0 Ibs
Anchor Embedment
E:
3:50 in.
Allowable Tension @ 3 -3/8" / 4000 psi
T2: % ; =:' 3864:0 Ibs
Anchor Edge Distance
ED:
.6.0. in.
Allowable Tension @ 6 -3/4" / 2000 psi
T3: ; :;`;10525.0 Ibs
Minimum Anchor Spacing
s_min:
. 3.375 In.
Allowable Tension @ 6 -3/4" / 4000 psi
T4::; y .10620:0 Ibs
Minimum Concrete Thickness
,.'
tmin:
5.3 in.
Allowable Tension /Steel Rod (A307)
Tmax: :':` ;`' 8460.0 1b
Minimum Edge Distance
c min: -
` 1750 in.
Interpolated Allowable Tension / 2000 psi
Ta112: 4111 Ibs
Critical Anchor Spacing (4.OED)
s cr.
14.000 in.
Interpolated Allowable Tension / 4000 psi
Ta114: 4114 Ibs
Critical Edge Distance (1.5ED)
c_cr:
5.250 in.
Interpolated Allowable Tension / f
Tall: 4111 Ibs
Reduction Factor at s min
Rts:
0:890
Allowable Tension /Concrete w/ Reductions
Tcon: 5014 Ibs
i Reduction Factor at c min
Rtc: ,:
.: 0.480
Allowable Tension /Steel Rod
Tstl: 11251.8 Ibs
4 Spacing Reduction Factor
fsp:
0.92
Final Allowable Tension
Tall: 5014 Ibs
I Edge Distance Reduction Factor
fed:
1.00
Anchor Shear Capacity
i
f
Ld: �O ft
Allowable Shear @ 3-3/8" (by edge dist.)
V1:
1735.0 Ibs
Allowable Shear @ 6-3/4" (by A307)
V2:
' 6110.0 Ibs
Maximum Allowable Shear (A307)
Vmax: `
`060.0 Ibs
i Minimum Yeild Strees:
Interpolated Allowable Shear
V'all:
1897.0 Ibs
- -j
I Allowable Shear w/ Reductions
Vall:
2314.1 Ibs
Number of anchor bolts: n: 9.7 Number of anchor bolts:
Number of anchor bolts Used: r1N ;10:0 Number of anchor bolts Used:
load per bolt: nb: 2254.0 Ibs Load Per Bolt:
Shear Hnity Check: Uv: 0.97 OK Shear Unity Check:
i
i
i
t ,
i
f �
Demand:
Unity Check
Transfer Of Draq Loads in To Existinq Beam
Existing Beam:
Check Plate size
Total Seismic Reaction:
Fs: 17 kips
f
Ld: �O ft
Force per ft of diaphragm:
Plate Width:
J - 775 g+ in Bolt Size:
i Plate Thki:Uy25i
in
Demand:
{ Plate Area
Ap: 2.00 In2
i Minimum Yeild Strees:
Fy: 36 ksi
Tensile Strees:
+
Fu: 58 ksi
' - Net Area Of steel Strap:
An: 1.78 In2
' Load Duration Factor:
Use 2 Rows Of 3/4" Bolt, with 6 Bolts per row
.. - Overdesign Factor.
Omega: y- u ,
Tensile capacity of Plate:
Tt: 72.00 kips
i
i
i
t ,
i
f �
Demand:
Unity Check
Transfer Of Draq Loads in To Existinq Beam
Existing Beam:
1 3(4j�2kl/2 GL
Total Seismic Reaction:
Fs: 17 kips
Length Of Diaphragm:
Ld: �O ft
Force per ft of diaphragm:
vd: 225.40 Ibs /ft
Load Duration Factor.
Overdesign Factor. Omega:
°"
Demand:
315.56 kips
Allowable Bolt shear in (E) Member.
Vb: au16 -.4 Ibs
Allowable Bolt shear in (E) Member:
Vb: 2686
Spacing Of The Bolt:
Sb: 8.51 ft
Number Of Bolts
nb: 11.75
Use 2 Rows Of 3/4" Bolt, with 6 Bolts per row
31.56 k
Uv: 0.44 OK
Demand:
Weld Size Used:
Weld Capacity per Inch:
Weld Length:
Weld Capacity:
Unity Check:
5/12/2005
n: 4.5
Effi
nb: 4508.00
Ut: 0.90
n�
31.56 kips
I M &1
Rw: 6.31
Lw: ", , A�Q'UO" in
37.86 kips
U: 0.83 OK
Wall AnchorageDrag With Plate
j
i .
i
- i
i
i
i
F
,
r
fj
,
i
i
i�
Z
W
00.
N
W =.
J F-
CO) LL.
Wa
. 2
95
U. Q.
W.
Z H
F- O.
Z I-"
O
W
Z
W
U=
Z. '
I
d
.J. 1JIB11 t? t locu 1dl Ea 11
JOB NAME: Gateway Corp Center- Building 2
JOB NO: 2005 - 088.02
SHEET NO:
ENGINEER: KK
DATE Aril, 05
ANALYSIS:
Bolt Group Action
Per 1997 Uniform Building Code And 1997 Edition on NDS Section 7.3.6
�1
Drag Line 6
«-+
Am=
.1 Area of main member, sq -inch. 6 3/4x 18 GLM Beam
�^(
s
F), .114,; :: >= C.
<`Area Of side member, s -in h
q
.ri.
Load Factor
� "17
Em=
.1 &000 Modulus of elasticity of main member, Psi
Es=
»QQrtEQModulus pof elasticity of the side member, Psi
D =
o e e -inch
`` ' i? $. B It Diam t r, sq
M.
Gama=
175370.1443 For bolts or lag screws in wood to metal connection
Gama=
116913.4295 For bolts or lag screws in wood to wood connection
S _
Bolt spacing in ch Number
6. B I a i in = of bolts in a row n:7` € >..
—
N umbe r of rows 2n= 14
: 0.27
_
Rea=
i
U=
1.01
m=
0.86
..
Cg=
0.85
Fb=
'T4 Bolt capacity, lb
Ft=
31.8 Total conection capacity, K
l
i #
Demand=
1r O.K.
t
i
i
r
l
5/12/2005
Copy of Bolt Group ActionDrag
1
3
_ LU
L 40 11k I
cm► of %!%tA
0 C T 1 7 2005
PERMIT CENTER
I L /LU hfiltWAY UIlIVL. SUllt 1 16
(206) 433 -8997
SEATTLE, WA 98168 FAX (206) 246 -8369
email: davekOdkehlearch , com
t
Elm=
September 8, 2005
File No. 262005.005/01202
Mr. Bob Benedicto, Building Official
City of Tukwila
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
RECEIVED
CITY OF TUKWILA
S EP - 9 2005
PERMIT CENTER
Engineers
Planners
Surveyors
Subject: Building Permit Plan Review — Final Submittal
Gateway Corporate Center, Building 2 (D05 -267)
Dear Mr. Benedicto:
We reviewed the proposed project for compliance with the structural provisions of the
1997 Uniform Building Code (UBC) as amended and adopted by the state of
Washington and the city of Tukwila. The permit applicant has responded successfully
to our comments.
Structural special inspections by qualified special inspectors should be provided. The
following is a summary:
1. Installation of concrete adhesive anchors: Continuous.
2. Fabrication and erection of structural steel: Periodic.
3. Structural welding of structural steel for single -pass fillet welds x /16 -inch and
floor /roof deck welds: Periodic.
4.. Structural welding of structural steel, other than single -pass fillet welds <5/16-
inch and floor /roof deck welds: Continuous.
Enclosed are two complete sets of the revised structural drawings. Also enclosed are
the structural calculations, and correspondence from the structural engineer for your
records. If you have any questions or need additional clarification, please contact us.
Sincerely,
4hrazil, ddleton, Inc.
P.E., S.E. Washington
ngineer Oregon
Alaska
Enclosures
cc: David Kehle, Architect (by surface mail)
Jeffrey Dyer, J.S. Dyer and Associates (by surface mail)
jnv \doc\26 \planrevw \tukwila \05 \to I2r2.doc \prb
Reid Middleton, Inc.
728134th Street SW
Suite 200
Everett, WA 98204
Ph: 425 741 -3800
Fax: 425 741 -3900
i
J
z
W ;
J U
0O
CO w
w =,
W 0'
LL Q'
D:
= a;
F-w.
z t•-.
H 0,
3.
'O U.
.w w'
F _ U:
L
O-
ui z
U co)'
O:
Z.
a
5
JS. DYER & ASSOCIATES •� VC.
f �1
30 August 2005
City of Tukwila
Building Department
Re: Plan Check Response
Gateway Corporate Center
Building 2
12674 -12698 Gateway Drive South
Tukwila, Washington 98168
File: Plan Check No. D05 -267
Reid Middleton, Inc
File No. 262005.005/01201
Philip Brazilo, P.E., S.E.
Dear Mr. Brazilo,
We have reviewed your comments dated 17 August 2005 and offer the following responses. The
Item Numbers below correspond to those used in the correction
Your plan review letter contained questions regarding steel moment frames. For Building 2,
there are no steel moment frames. Nothing further needs to be done.
Item Response
l . The request for structural special inspections was added to the structural notes. We
have added a line to the special inspection list requiring_ special inspection of the steel
fabrication, if the fabricator is not certified. Please see sheet S1.
I
2 The request to change from ICBO -ES to ICC -ES has been done. Please see revised
sheet S1.
3 The reference to the Epoxy ICBO report has been redirected to the current ICC -ES
2-1 Executive park report ESR -1772. Please see changes on sheet S1.
Suite 200
j I,'ttju; 0:192 6.14
}� Tel (949) 2.96 -8858
FAY(949) 296 -0766'
lG'lllO.J.SGIy'G'P Cf)1tl D� w
p to7
i
i
t
WW
s
i
l
LL F-:
—O
w z.
U 2
~O H
Z
Tukwila Building DepartML..t.'
30 August 2005
Page 2 of 2
N:.Ret�otil [kaign5 2 A15A;S.S �3? (Imavo} Corp Cu WJP ". Smik, Dcpsitirwm Rcijxmsc R- M-05.doc J.5 L 1 l %•`? & AS OCIAj7 t1 N C.
� Reid iddle on
8
August 17, 2005
File No. 262005.005/01201
RECEIVED
AUG :18 2005,
Engineers
Mr. Bob Benedicto, Building Official Planners
City of Tukwila Surveyors
6300 Southcenter Blvd., Suite 100
Tukwila, WA 98188
Subject: Building Permit Plan Review — First Submittal
Gateway Corporate Center, Building 2 (1)05- 267),_,,,,;,�
"ydµ h r or w.Wv�z�`� ;Sr � :.
Dear Mr. Benedicto:
We reviewed the proposed project for compliance with the structural provisions of the
1997 Uniform Building Code (UBC) as amended and adopted by the state of
Washington and the city of Tukwila. The permit applicant should address the
comments below.
Details and calculations for future steel moment frames were included with the design
information provided to us. We have not reviewed this information. Since the frames
are identified as future construction, we assume review will be more appropriately done
at a later date. Please verify.
General
1. Responses to the review comments below should be made in an itemized letter
form. We recommend the permit applicant have the structural engineer respond
and resubmit two sets of the revised structural drawings and one copy of the
supplemental structural calculations. All information should be submitted
directly to Reid Middleton, Inc.
Geotechnical
Washington
1. No comments
Oregon
Alaska
Architectural
1 1. No comments.
Reid Middleton, Inc.
728134th Street SW
Suite 200
Everett, WA 98204
Ph: 425 741 -3800
Fax: 425 741 -3900
I Ah-
I
Mr. Bob Benedicto, Building Official
City of Tukwila
August 17, 2005
File No. 262005.005/01201
Page 2
Structural
General
1.
Structural special inspections by qualified special inspectors should be provided.
See UBC Section 1701.5. The following is a summary:
a. Installation of concrete adhesive anchors: Continuous.
b. Fabrication and erection of structural steel: Periodic.
c. Structural welding of structural steel for single -pass fillet welds _< 5/16 -inch:
Periodic.
d. Structural welding of structural steel, other than single -pass fillet welds
< 5/16 -inch: Continuous.
References to ICBO in the structural notes, Sheet S1, should be reconsidered.
ICBO has never been directly associated with the evaluation of alternate
materials. ICBO -ES performed this role for ICBO. However, neither
organization is now in existence except as shell corporations. ICBO has merged
with BOCAI and SBCCI to form ICC. ICBO -ES has merged with the evaluation
agencies of BOCAI and SBCCI to form ICC -ES. We recommend substituting
ICC -ES for ICBO. See www.icc- es.org for further information.
Reference to the evaluation report in the section of the structural notes on epoxy
anchors, Sheet S1, should be revised as noted below. See www.icc- es.ora for
further information.
a. Simpson SET. ER -5279 has been replaced by ICC -ES ESR -1772.
Foundation
4. No comments.
Vertical
5. No comments.
Lateral
6. At the roof framing plan, Sheet S2, Detail 20/S3 is typically referenced at the
glued laminated beam hangers for continuity ties. Detail 20/S3, in turn, specifies
the installation of T2 -64 -2 continuity ties by Zone 4. On pages 18 and 20 of the
Mr. Bob Benedicto, Building Official
City of Tukwila
August 17, 2005
File No. 262005.005/01201
Page 3
E
calculations, however, T2 -46 -8 ties are determined. Please confirm that T2 -64 -2
ties are at least the equivalent of T246 -8 ties. The drawings may need to be
revised.
7. Installation of nails is specified at several locations in the drawings. The type of
nail is typically not specified. Please specify the types of nails on the drawings
(i.e., common, sinker, or box) to enable review of structural capacity. Note that
common nails are assumed on page 22 and 23 of the calculations.
8. Details 1 /S4 and 5/S4 specify the connection of the steel HSS 10 x 6 x 1/2 drag
struts to the existing concrete shear walls with Simpson SET adhesive anchors.
It is not clear, however, how the SET anchors connect to the HSS steel members.
Threaded rods are typically used in conjunction with SET adhesive to provide a
post- installed anchor. Please add to the drawings a detail of the connection of
the threaded rods to the HSS steel members for review.
Corrections and comments made during the review process do not relieve the permit
applicant or the designers from compliance with code requirements, conditions of
approval, and permit requirements; nor are the designers relieved of responsibility for a
complete design in accordance with the laws of the state of Washington. This review is
for general compliance with the Uniform Building Code as it relates to the project.
If you have any questions or need additional clarification, please contact us.
Sincerely,
Reid
Philiprazil, P.E., S.E.
Senior Engineer
cc: David Kehle, Architect (by surface mail)
Jeffrey Dyer, J.S. Dyer and Associates (by surface mail)
mmt\ doc \26 \planrevw \tukwila \05 \t012r l .doc \prb
1
p
i Z
Z
At
w 5
i.
U
U) =;
J
N LL.
w 0
LL Q
U D!
= CY
�w
O
Z 1--
i p CO)
W wt
v
+ LL Z'
' v�
s
O E '"
� Z
ReidP iddleton
y Cit o Tukwila f Steven M. Mullet, Mayor
%: Department of Community Development Steve Lancaster, Director
•'fir
1908
August 4, 2005
Dave Swanson, P.E.
Reid Middleton
728 - 134th Street SW, Suite 200
Everett, WA 98204
RE: Structural Review
AMB Properties - Building 6 — D05 -266
AMB Properties — Building 2 — D05 -267
AMB Properties — Building 1— D05 -268
Dear Mr. Swanson:
Please review the enclosed plans and documents for structural compliance with the 1997 Uniform
BuildingCode.
If you should have any questions, please feel free to contact me at (206)431 -3672.
Sincerely,
Brenda Holt,
Permit Coordinator
encl
xc: Permit File No. D05 -266
Permit File No. D05-267 �
Permit File No. D05 -268
gAdocumentAstnictural consultant\ 05 -266, 267, 268.doc Page I of
blt
6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 - Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665
4
Z
ui
t-3
V
U O;
CO) w
i
CO) U-,.
W
a
i
Q
LL
3
.z
.w D,
0 N`
= W'
O`
e ..
Z:
LU
F
U)
.0
,' O
z
i
PERMIT COORD COPY
PLAN REVIEW /ROUTING SLIP
i
i
4
I
i
ACTIVITY NUMBER D05 -267 DATE: 7 -20 -05
PROJECT NAME AMB PROPERTIES -- BUILDING 2
SITE ADDRESS 12674 GATEWAY DR S
X Original Plan Submittal Response to Incomplete Letter #
Response to Correction Letter # Revision # After Permit Issued
DEPARTMENTS: ���
L j �S 5 N#. 7 -2S �`� P l P40-1-2)
Buil VinoDlion Fire Prevention Planning Division
Public Works St uctu I Permit Coordinator
L41- M w /A. - 7-; -t ot-5 , T A'0s
DETERMINATION OF MPLETENE : (Tues., Thurs.) DUE DATE: 7-21-05
Complete I Incomplete ❑ Not Applicable ❑
Comments:
Permit Center Use Only
INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED:
Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
TOES /THURS RO TING:
Please Route Structural Review Required yy No further Review Required ❑
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS
Approved ❑ Approved with Conditions
Notation:
REVIEWER'S INITIALS:
DUE DATE: 8
Not Approved (attach comments) ❑ ;
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials:
Documents /routing sllp.doc
2 -28 -02
z
Z
W.
�U
U
moo
CO LU
J H
�LL
w
LL
�
=w
�- _
? F-
w O
2 5
U
O N
o�-
=U
LL O
..
w z
U CO.
O
z
11
Look Up a Contractor, Electric ; - -n or Plumber License Detail
r
i
Washington State Department of Labor and Industries
1
1
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.
License Information
License
WRIGHRI174QZ
Licensee Name
WRIGHT ROOFING INC
Licensee Type
CONSTRUCTION CONTRACTOR
UBI
600124445
Ind. Ins. Account Id
Business Type
CORPORATION
Address 1
6035 S ADAMS
Address 2
City
TACOMA
County
PIERCE
State
WA
Zip
98409
Phone
2534723321
Status
ACTIVE
Specialty 1
GENERAL
Specialty 2
UNUSED
Effective Date
11/9/1983
Expiration Date
11/5/2005
Suspend Date
Separation Date
Parent Company
Previous License
WRIGHR *265LS
Next License
Associated License
Business Owner Information
Name
Role
Effective Date
Expiration Date
WRIGHT, DAVE C
01/01/1980
WRIGHT, BUNNIE L
01/01/1980
WRIGHT, JENNIFER A
01/01/1980
MARCELLE, RICK A
01/01/1980
01/01/1980
Bond Information
Bond
Company Bond Account Effective Expiration Cancel Impaired Bond Received
Bond Name Number Date Date Date Date I Amount Date
Pagel of 3
https:H fortress. wa. gov /lni/bbip /printer.aspx ?License= WRIGHRI174QZ 09/26/2005
F
I
M �
BUILDING CODE DATA SHEET INDEX BUILDING ADDRESS
ADDRESS 12 674 -12698 GATEWAY DRIVE SOUTH
TYPE APPLICABLE CODE 71 CINER SHEET TUKWILA. WASHINGTON 98168
S1 GENERAL NOTES
FIRE PROTECTION N/A S2 ROOF FRAMING PLAN
BUILDING SEE 9ELOW S3 DETAILS
64 DETAILS
PLUMBING N/A
MECHANK•,AL N/A BUILDING OWNER
ELECTRICAL N/A NAME AMB PROPERTIES
WWDICAPPEC N/A PDORESS BAY ONE, PIER ONE
SAN FRANSISCO, Ck 94111
PROPERTY MANAGER
NAME AMB PROPERTY CORPORATION
ADDRESS 12720 GATEWAY QRNE, uITE 110
��KWILJ�, WASHINGTON 9168
DESCRIPTION OF SCOPE OF WORK CONTACT KIM ALLEN
SHONE () 957 -8862
THE SCOPE OF WORK PROVIDED IN THESE DOCUMENTS SHALL BE CONSIDERED AS A LEGEND
PARTIAL SEISMIC REHABILITATION AND IS NOT INTENDED TO ADDRESS ALL ASPECTS OF
STRUCTURAL VULNERABILITY.
VOLUNTARY SEISMIC RETROFIT OF WALL ANCHORAGE, CONTINUITY TIES, DRAGS, �......� �..,.. INDICATES (E) BEAM SPLICE.
FRAMES AND ROOF DIAPHRAGMS TO THE 1997 UNIFORM BUILDING CODE. ALL
EXISTING DRAG CONNECTIONS DO NOT COMPLY WITH THE • oM EGl1' ovERSTRENGTH BUILDING D
FACTOR OF THE 1997 UBC AND THE 1997 UK, RELIABILITY /REDUNDANCY (Rho)
FACTOR IS NOT CONSIDERED. INDICATES (N) HOLD DOWN. NAME DEPARTMENT OF COMMUNITY DEVELOPMENT
FUTURE PHASE: ROOF NAILING - ADDRESS 63W SHOUTHCENTER BLUE., SUITE 100
INDICATES (E) HOLD DOWN. TUKWILA, WASHINGTON 98168
PHONE (206) 431 -3670
p INDICATES (N) CONTINUITY TIE.
OCCUPANCY GROUP a INDICATES (E) CONTINUITY TIE.
v
UNCHANGED (GROUP S2) = ::= ::r.:= , INDICATES (E) WALL STRUCTURAL ENGINEER L
NAME J.S. DYER AND ASSOCIATES, INC.
ADDRESS 24 EXECUTIVE PARK, SUITE 200
IRVINE, CA. 92614
CONTCONTACT JET DREW
TYPE OF CONSTRUCTION PHONE (949) 296 -8858 �
TYPE III
I
I
BUILDING USE
UNCHANGED (WAREHOUSE)
(ALLOWABLE FLOOR AREA CALCULATIONS -
UNCHANGED
FM CO"
r Pwmk now •
Pin e�riew NSAf:rC• t : ; �;;b�eCt W a1CTS and ORiei0f1t,
_ Ap pmvd of ccm. . c: ;a , . dome not audWft
�,:,-- �,► ft Waisti on c.' c'.� ' _. - ,d node or ordk>tanoe, q
• d , F'e!d Cam geld aonditlorls is
' 01�
Gq► of Tui
Nk
eIRLDw DPI Mai l
22 Z0�
swum
� � Tub
__m PAW
of r
.. IMIr applarrl
, rL
h / RNisiOrr
Iju: -L
7 J
i - pint wo Rife Ir / saft"aa oft as 1A9 b s;
SITE
vo S! - a■adl PnvWm of Br t sUm t.a.S Cob
G� GATEWAY `;a�rt>t1 lMtrliwt Tm ieiiiy Cob
DRIVE SOUTH t (- J Mrs ! Rgr■atr (err *0 vao
( L3 Wa/ ftm an Emu Cwt gkvm ss-U WA3
.w "swab "W"ab tnwira.rw�iMw �•a���w•�
! -- ::...,�.. �re�• 4.�hw r r w�iwn.w w� ��. w �. �rww� �.� tAr
1 . N .M .�r.. fir. Ar+iwl� «r �.r.� .r lA..� w r w�.�� Al •..wtlr �}
r st e wit M bm `pm g o* d vaWsom
R �
I �
I
SITE PLAN
f o
♦� '4 $COP
4 a
Am s
lot
t
•��ONAL �
Exms 87wp
N
I�VIt10PN
ISSUED FOR BLDG DEPT
R EVIEW 5 -23-05
BUILDING DEPARTMENT
�(0
CORRECTIONS 8 -25 -05
m
N
H
O
W
011Aw1! 4A0
U
�
go
.,
N
1� wwwww
Q
W
�
co
W
�
w W
=
U UA
O
Z
N
L,._
iW
aJ
0
cri
J
-+'
0
j
an
CC
w
0 ' 0
'
YJ ^
P
w
QE
C�
0 0
ca
CC
>
N
W
-I-
F�--
N
N
I�VIt10PN
ISSUED FOR BLDG DEPT
R EVIEW 5 -23-05
BUILDING DEPARTMENT
CORRECTIONS 8 -25 -05
m
H
�
W
011Aw1! 4A0
V�
�
H
W
JW IM' 2005.033.02
1� wwwww
1=
cc
T
L)
co
U UA
4 < I%* g
0
c
. _ . �.�.. �. _ Lrp.._+ • - w -w. �aa�� .. _� . ...a_ r.�. . ra r ...,�►�.{ —� . - ... �.. _.. ♦ ....a — , I t'.'� -
aL.+'� r►. � .►�wM_.L•�...•..�L�M�..Y•Yia•a L•wrLM ^'ti/wM•Y.�.r'�..�� iG .�a I .+.- �•.•�.�. -v lwy. w� ..�� ����. w - •�.�. -.
I�VIt10PN
ISSUED FOR BLDG DEPT
R EVIEW 5 -23-05
BUILDING DEPARTMENT
CORRECTIONS 8 -25 -05
011Aw1! 4A0
owls 5-23 -05
SO^s AS NOT
W
JW IM' 2005.033.02
0
T
L)
c
. _ . �.�.. �. _ Lrp.._+ • - w -w. �aa�� .. _� . ...a_ r.�. . ra r ...,�►�.{ —� . - ... �.. _.. ♦ ....a — , I t'.'� -
aL.+'� r►. � .►�wM_.L•�...•..�L�M�..Y•Yia•a L•wrLM ^'ti/wM•Y.�.r'�..�� iG .�a I .+.- �•.•�.�. -v lwy. w� ..�� ����. w - •�.�. -.
HARDWARE INSTALLATION
REQUIREMENTS
1. SOLI MALL SE ASTM A307. ;BADE A.
2. RODS SHALL BE ASTM A449 OR A36.
3. NUTS AND COUPLERS SHALL BE AM AW3, GRADE A.
4. ROD OR ALLTHREAD ROD MAY NOT B_ SIJSSn11NRED FOR BOLT=.
5. HOLES FOR CT SOUS IN TIMBER ELEMENTS MALL QD*RALLY BE WM 1/32 TO
1/16 INCH ( MAXIMUM) LARGER IN DIAMETER THAN THE NOMINAL BOLT DIAMETER. MATH
APPROVAL FROM THE DESIGN ENGINEER, HOLES FOR CT BOLTS IN EXISTING TUBER
ELEMENTS NOT SUBJECT TO FURTHER SHRINKAGE MA. K BORED 0 TO 1/16 INCH
(MAXIMUM) LARGER IN DIAMETEF THAN TINE NOMINAL BOLT DIAMETER. WOLFS FOR Cr
BOLTS OVERSIZED MORE THIN 1 INCH LARGER IN DWNETER THAN THE NOMINAL. BOLT
DIAMETER SHALL BE CONSIDERE) TO BE UNACCEPTABLE.
6. HOLES FOR CT BOLTS SHALL Or BORED SMOOTH USING SHARP DRILL BITS. A
PROPER DRILL SPEED.. AND AN APPROPRIATE RATE OF FEED. DRILLING THAT
PRODUCES A ROUGH BORE SUR=ACE IS UNACCEPTABLE. BOLT HOLES SWILL BE
DRILLED SUCH THAT ONLY uGNT TAPPING IS REQUIRED TO INSERT THE CT BOLT
THROUGH THE HOLE. CT BOLTS THAT REQUIRE EXCESSIVE DRIVING IN ORDER TO BE
INSTALLED MAY CAUSE UNACCEPTABLE SPLITTING OF THE TIMBER ELEMENT.
7. HOLES FOR CT BOLTS IN TIMBER ELEMENTS SHALL BE BORED USING ZONE FOUR
DRILL TUBES INSERTED INTO THE BOLT HOLES OF THE CT. THIS ALLOWS THE CT TO
BE USED AS A DRILL JIG SO THAT THE HOLES BORED IN A TIMBER ELEMENT FOR THE
CT BOLTS CAN BE DRILLED STRAIGHT, TRUE, AND ACCURATELY, WITH A MINIMUM OF
OVERSIZING, IF ANY, FOR PAIRED CT INSTALLATIONS.
8. A ZONE FOUR DRILL TUBE ONLY ALLOWS FOR A BORED HOLE EQUAL TO THAT OF
THE NOMINAL BOLT DIAMETER. FOR CT BOLT HOLES BORED 1/32 TO 1/16 INCH
(MAXIMUM) LARGER IN DIAMETERq THAN THE NOMINAL BOLT DIAMETER, AN INITIAL HOLE
SHALL BE BORED USING THE [ONE FOUR DRILL TUBE, AND SHALL BE FOLLOWED BY A
SECOND HOLE BORED WITH A DRILL BIT SIZED TO PROVIDE A HOLE 1/32 TO 1/16
INCH (MAXIMUM) LARGER IN DIAMETER THAN THE NOMINAL BOLT DIAMETER WITH THE
DRILL TUBE REMOVED.
9. CTS TO BE USED AS DRILL JIGS SHALL BE NAILED TO THE TIMBER ELEMENT WITH 2
- 200 COMMON NAILS BEFORE DRILLING. NAIL HOLE'S ARE PROVIDED AT EACH END OF
THE CT.
10. CT'S SHALL BE LOCATED TO PROVIDE A MINIMUM BOLT END DISTANCE OF 8 CT
BOLT DIAMETERS BETWEEN THE ENO OF THE TIMBER ELEMENT AND THE FIRST CT BOLT.
11. CTS SHALL BE LOCATED TO PROVIDE A MINIMUM BOLT EDGE DISTANCE OF 4 CT
BOLT DIAMETERS BETWEEN THE EDGE OF THE TIMBER ELEMENT AND ANY OF THE CT
BOLTS.
12. FOR CT INSTALLATIONS WHERE THE CT ROD IS NOT USED AS A COMPRESSION
ELEMENT, AND COMPRESSION CAPACITY BETWEEN THE TIMBER ELEMENTS IS REQUIRED,
THE INSTALLATK)N OF STRUCTURAL SHIMMING BETWEEN THE TIMBER FRAMING ELEMENTS
IS REQUIRED, AND SHALL BE SPECIFIED BY THE DESIGN ENGINEER. FOR CT
INSTALLATIONS WHERE THE CT ROD IS USED AS A COMPRESSION ELEMENT, THE
INSTALLATION OF EITHER STRUCTURAL OR NON - STRUCTURAL SHIMMING BETWEEN THE
TIMBER FRAMING ELEMENTS IS NOT REQUIRED, BUT HIGHLY RECOMMENDED.
13. WHERE PROVIDED NON - STRUCTURAL SHIMMING SHALL AS A MINIMUM MATCH THE
WIDTH OF THE MEMBER TO BE SHIMMED. SHIMMING SHALL MATCH THE DEPTH OF THE
MEMBER TO 13E SHIMMED, WHERE POSSIBLE. SHIMMING SHALL CONSIST OF EITHER ONE
OR MORE FLAT SHIMS, AND ONLY ONE WEDGE SHIM, IF REQUIRED, AT ANY ONE
LOCATION. WEDGE SHIM THICKNESS SHALL BE A MAXIMUM OF 3/16 INCHES. ALL
SHIMS SHALL BE DRIVEN TIGHT. SECURE SHIMMING TO ONLY ONE OF THE TIMBER
ELEMENTS (TYPICALLY THE CONTINUOUS MEMBER) WITH NAILS. ALL EXCESS SHIMMING
SMALL BE REMOVED.
14. SHIMMING, WHERE PROVIDED, SHALL BE INSTALLED BEFORE TIGHTENING CT ROD
NUTS.
r
15. CT RODS SHALL BE INSTALLED STRAIGHT. BENDING IS NOT ALLOWED.
16. ALL CT ROD NUTS SHALL BE INSTALLED WITH LOCKWASHERS.
17. CT ROD NUTS SHALL BE TIGHTENED IN A SEQUENCE, WITH THE REAR CT NUTS
INITIALLY TIGHTENED FIRST, FOLLOWED BY THE FRONT CT NUTS, AND THEN FOLLOWED
BY A FINAL TIGHTENING OF THE REAR CT NUTS. ALL CT NUTS SHALL BE INSTALLED TO
A TORQUE OF APPROXIMATELY 50 FT -LBS +/- 10 FT -LBS.
18. THE CT ROD OFFSET DISTANCE IS THE DISTANCE BETWEEN THE FACE OF THE
TIMBER ELEMENT AND THE CENTERUNE OF THE CT ROD. THIS MAY BE MAXIMIZED IN
ORDER TO AVOID OBSTRUCTIONS, OR MINIMIZED IN ORDER TO REDUCE THE
ECCENTRICITY BETWEEN THE TIMBER ELEMENT AND THE CT ROD.
19. THE DIMENSION FROM THE FACE OF THE CT TO THE NEAR END OF THE MEMBER
SHALL. BE KEPT TO A MINIMUM WHILE MAINTAINING THE MINIMUM CT BOLT END AND
EDGE DISTANCE REQUIREMENTS SPECIFIED.
20. ANCHORAGE ASSEMBLIES SPECIFIED AS "T2 XX - X' SWILL MEET THE INSTALLATION
REQUIREMENTS FOR CT ANCHORAGE ASSEMBLIES.
21. CT ASSEMBUES MAY BE USED IN PLACE OF T2 ASSEMBLIES.
22. COUPLERS FOR RODS OF EQUAL SIZE SWILL HAVE INSPECTION HOLES.
23. (E) HARDWARE SHOULD ONLY BE REMOVED IF IT wra*ERES WITH NEW HARDWARE.
24. SEAMS ON EITHER SIDE OF A FRAMING MEMBER SHALL BE SINE THICKNESS U.N.O.
25. HARDWARE SHALL BE INSTALLED PARALLEL T10 THE ROOF FRAMING MEMBER U.N.O.
26. T2 /CT HARDWARE IS MANUFACTURED BY ZONE FOUR LLC. 2336 MERCED STREET
SAN LEANDRO, CALIFORNIA 94577. ICC -ES NUMBER IS ER -5302.
1
27 . PCT/HD HARDWARE IS MANUFACTURED BY SIMPSON STRONG TILE COMPANY, INC.
4637 CHABOT DRIVE, PLEASANTON, CA. 94588. PCT ACC -ES NUMBER IS ER -5938,
HO ICC -ES NUMBER IS ER -5708. - A, _
l 3�
zi �
SPECIAL �INSPEC TION
PROGRAM AND
STRUCTURAL TEST
1. THIS SECTION APPLIES TO 114E 3111RUCIlURAL PORTIONS OF THE PRQIECT
REQUIRING SPECIAL INSPECTION. lK SPECIAL INSPECTOR'S DUTIES ARE
AS DESCRIBED IN UBC 1701.3 AND UBC 1701.5. COPIES OF TEST
RESULTS AND FINAL REPORTS SHALL BE FURNISHED TO THE ENGINEER
IN ADDMON TO OTHER NORMAL DISTRIBUTIONS WITHIN ONE WEEK OF
THE TEST OR INSPECTION.
2. All TEST AND INSPF.i;THONS SHALL. BE PERFORMED BY AN INDEPENDENT
TESTING AND INSPE7ION AGENCY EMPLOYED BY THE OWNER OR THE
ENNGINEER OR THE ARCHITECT AND NOT THE CONTRACTOR PER UBC
SECTION 106.3.5. JOB SITE VISITS BY THE STRUCTURAL ENGINEER DO
NOT CONSTITUTE A SPECIAL INSPECTION.
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE TEST
AND INSPECTION FIRM WITH A SCHEDULE TO FACILITATE THE PROPER
COORDINATION ']F WORK.
4. IN ADDITION TO THE REQUIRED INSPECTIONS, THE FOLLOWING CHECKED
ITEMS WILL REQUIRE SPECIAL. INSPECTION IN ACCORDANCE WITH SECTION
1701.5 OF THE UNIFORM BUILDING CODE.
5. APPROVED FABRICATORS: (MUST SUBMIT CERTIFICATE OF COMPLIANCE)
FOR ALL OFFSITE FABRICATION SUCH AS STRUCTURAL STEEL, GLU -LAMS,
PRECAST CONCRETE, ETC.
6. ALL STRUCTURAL CONCRETE SHALL BE TESTED IN ACCORDANCE WITH
USC SECTION 1905.6. RESULTS OF TESTS SHALL BE SUBMITTED BY THE
TESTING AGENCY TO THE ENGINEER FOR REVIEW. WHERE STRENGTH
TEST RESULTS INDICATE A STRENGTH LOWER THAN THE SPECIFIED
COMPRESSIVE STRENGTH, FURTHER INVESTIGATION SHALL BE MADE PER
UBC SECTION 1905.6.4 AT THE EXPENSE OF THE CONTRACTOR.
7. ALL STRUCTURAL MASONRY SHALL BE TESTED IN ACCORDANCE WITH
UBC SECTION 2105 (INCLUDING MORTAR AND GROUT). MASONRY
PRISMS SHALL BE PREPARED AND TESTED IN ACCORDANCE WITH UBC
STANDARD 21 -17. (NOTE - FULL ALLOWABLE MASONRY STRESSES
HAVE BEEN USED IN DESIGN) ADDITIONAL TESTING AND WORK REQUIRED
AS A RESULT OF DEFICIENT MASONRY STRENGTH SHALL BE AT THE
EXPENSE OF THE CONTRACTOR. TEST RESULTS SHALL BE SUBMITTED
W THE TESTING AGENCY TO THE ENGINEER FOR REVIEW.
WASHER SCHEDULE
1. WASHERS SHALL IBE USED UNDER HEADS AND NUTS OF ALL
BOLTS BEARING ON WOOD. THE WASHERS LISTED BELOW
S HALL BE USED IN THE FOLLOWING LOCATIONS:
A. SOLE PLATES TO FOUNDATION.
B. WOOD LEDGERS AND CAPS TO CONCRETE ANO MASONRY
WALLS AND TO STEEL MEMBERS.
C. AGAINST 2x MEMBER WHEN 2x MEMBER IS BOLTED TO
A HEAVIER MEMBER OR IS USED TO MAKE A BEAM.
D. STANDARD CUT WASHERS MAY BE USED ELSEWHERE ONLESS
NOTED ON THE DRAWINGS.
BOLT
SIZE
REQ'D. IF
WASHERS
ROUND
REIN
CHECKED
REMARKS
GRADING AND SOILS COMPLIANCE
2 1/20/4
TO BE PROVIDED
PRIOR TO FOUNDATION INSPECTION
2 3/41/4
BY THE GEOTECHNICAL
SEE FOUNDATION THIS SHEET.
3x3x5/16
ENGINEER
DURING THE TAKING OF TEST
7/8'
W4/16
SPECIMENS AND PLACING OF ALL
3 1/2x7/16
1
REINFORCED CONCRETE, WITH THE
4x7/16
40/2
EXCEPTION OF FOUNDATION
DOUBLE TOP PLATES AT ALL EXTERIOR WAILS AND ALL BEARING
CONCRETE WHEN THE STRUCTURAL
AT SPLICES AND SHALL HAVE 6 -16d NAILS MINIMUM THROUGH EACH
DESIGN STRENGTH IS NO GREATER
SIDE OF SPLICE IN PLATES.
13.
THAN F'C - 2500 PSI.
SHALL HAVE A 1x6 DIAGONAL_ LET-IN OR APPROVED STEEL X BRACE
DURING PLACING OF AND STRESSING
AT THE ENDS AND AT NOT MORE THAN 25' ON CENTER. BRACE SHALL
OF PT TENDONS
ALL STRUCTURAL FIELD WELDING,
Q 14.
FILLET WELDS < 5/16
INCLUDING WELDING OF STRUCTURAL
•
PERIODIC ALL OTHER
STEEL, REINFORCING STEEL, AND
16.
WELDING CONTINUOUS
STJ L D CKING.
(N) BOLT HOLES FOR (N) HARDWARE, 10E (E) HOLE SHALL BE FILLED W/ EPDXY.
INSTALLATION AND TIGHTENING
OPERATIONS FOR ALL HIGH -
STRENGTH BOLTING (A325F)
•
PERIODIC
AND (A490F). INSTAUATON
AND TIGHTENING OPERATIONS FOR
HIGH - STRENGTH ANCHOR BOLTS.
X
AND /OR EXPANSION ANCHORS.
•
DURING THE PLACEMENT OF AND
TAKING OF TEST SPECIMENS FOR
ALL MASONRY UNLESS SPECIFICALLY
INDICATED AS NOT REQUIRING
SPECIAL INSPECTION.
DURING PLACING OF REINFORCING
STEEL.
ANCHOR BOLTS IN CONCRETE
AND OR MAS RY.
FABRICATION AND ERECTION OF
STRUCTURAL STEEL IF FABRICATOR
PERIODIC
IS NOT REGISTERED AND APPROVED
BY THE BUILDING DEPARTMENT
5. APPROVED FABRICATORS: (MUST SUBMIT CERTIFICATE OF COMPLIANCE)
FOR ALL OFFSITE FABRICATION SUCH AS STRUCTURAL STEEL, GLU -LAMS,
PRECAST CONCRETE, ETC.
6. ALL STRUCTURAL CONCRETE SHALL BE TESTED IN ACCORDANCE WITH
USC SECTION 1905.6. RESULTS OF TESTS SHALL BE SUBMITTED BY THE
TESTING AGENCY TO THE ENGINEER FOR REVIEW. WHERE STRENGTH
TEST RESULTS INDICATE A STRENGTH LOWER THAN THE SPECIFIED
COMPRESSIVE STRENGTH, FURTHER INVESTIGATION SHALL BE MADE PER
UBC SECTION 1905.6.4 AT THE EXPENSE OF THE CONTRACTOR.
7. ALL STRUCTURAL MASONRY SHALL BE TESTED IN ACCORDANCE WITH
UBC SECTION 2105 (INCLUDING MORTAR AND GROUT). MASONRY
PRISMS SHALL BE PREPARED AND TESTED IN ACCORDANCE WITH UBC
STANDARD 21 -17. (NOTE - FULL ALLOWABLE MASONRY STRESSES
HAVE BEEN USED IN DESIGN) ADDITIONAL TESTING AND WORK REQUIRED
AS A RESULT OF DEFICIENT MASONRY STRENGTH SHALL BE AT THE
EXPENSE OF THE CONTRACTOR. TEST RESULTS SHALL BE SUBMITTED
W THE TESTING AGENCY TO THE ENGINEER FOR REVIEW.
WASHER SCHEDULE
1. WASHERS SHALL IBE USED UNDER HEADS AND NUTS OF ALL
BOLTS BEARING ON WOOD. THE WASHERS LISTED BELOW
S HALL BE USED IN THE FOLLOWING LOCATIONS:
A. SOLE PLATES TO FOUNDATION.
B. WOOD LEDGERS AND CAPS TO CONCRETE ANO MASONRY
WALLS AND TO STEEL MEMBERS.
C. AGAINST 2x MEMBER WHEN 2x MEMBER IS BOLTED TO
A HEAVIER MEMBER OR IS USED TO MAKE A BEAM.
D. STANDARD CUT WASHERS MAY BE USED ELSEWHERE ONLESS
NOTED ON THE DRAWINGS.
BOLT
SIZE
STEEL
SQUARE
WASHERS
ROUND
WALL. IRON
ROUND
1/2
2 1/2x2 1/2x1/4
2 1/40/4
2 1/20/4
5/8
2 1/2x2 1/20/4
2 3/41/4
2 3/4x5/16
3/4
3x3x5/16
3x5/16
3x7/16
7/8'
W4/16
3 1/2x3/8
3 1/2x7/16
1
4x4x3/8
4x7/16
40/2
WELDING
M
r
n
6
EPDXY ANCHORS
1 E 1. EPDXY FOR EPDXY ANCHORS SHALL. BE
SET -HS EPDXY BY *S STRONG -TIE' (ICC -ES ESR -1772)
2. ANCHORS USED FOR EPDXY ANCHORS SWILL BE ASTM A -310 THREADED
RODS LINO. SIZE AND EMBEDMENT SWILL BE AS INDICATED ON PUNS.
E ANCH ORS SHALL INSTALLED IN WITH THEE XY NWANUFACTURER'S RECOMMENDATIONS AHD THE CURRENT .CC -ES REPORT.
SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH UBC -97
SECTION 1701 AND IN ACCORDANCE WITH THE SPECIFIC SPECIAL
INSPECTION REQUIREMENTS SET FORTH IN THE CORRESPONDING ICC -ES
REPORT.
WELDING SHALL BE EITHER THE SHIELDED (SMAW) OR SUBMERGED
(SAW) ARC PROCESS AND SHAD. BE PERFORMED BY CERTIFIED
WELDERS QUALIFIED IN ACCORDANCE WITH THE QUALIFICATION
PROCEDURES SET FORTH IN AWS D1.1 -98.
SHOP WELDING SHALL BL PERFORMED BY A LICENSED FABRICATOR.
AND SHALL BE DONE IN AN ICC -ES APPROVED FACILITY.
A REGISTERED DEPUTY INSPECTOR APPROVED BY THE BUILDING
DEPARTMENT SHALL PROVIDE SPECIAL INSPECTION FOR ALL
STRUCTURAL FIELD WELDING IN ACCORDANCE WITH CHAPTER 17
OF THE UNIFORM BUILDING CODE.
WELD ELECTRODES SHALL BE E70XX (LOW- HYDROGEN) FOR
STRUCTURAL STEEL WELDING AND E90XX FOR THE WELDING OF
REINFORCING BARS.
WELD ELECTRODES SHALL BE ABLE TO ABSORB 20 'FOOT POUNDS"
OF IMPACT AT 0 DEGREES FAHRENHEIT. WELD ELECTRODES SHALL
CONFORM TO THE FOLLOWING SPECIFICATIONS:
SMAW AWS A5.1 do A5.5
SAW AWS A5.17 & A5.23
FLAW AWS A5.29
STEEL USED IN WELDED STRUCTURES SMALL CONFORM TO THE
LIMITATIONS ON CHEMICAL PROPERTIES SPECIFIED IN THE LATEST
EDITIONS OF AWS X1.1 AND D1.3. NO WELDED SPLICES SHALL BE
MADE EXCEPT THOSE SOWN ON THE APPROVED PLANS.
Z :,A
STRUCTURAL LUMBER (CONT)
d. STRUCTURAL PLYWOOD S1IALL CONFORIL,t TO U.S. PRODUCTS VANDARD
PS 1 -95. STRUCTURAL USE PANELS SHALL CONFORM TO PS 2 -92
V A 108). APA OPADE STAMP SCULL BE PROVIDED ON ALL
ATZ SHEATHING SHALL BE EXPOSURE 1 ( EXTERIOR GLUE
INSTALL WITH FACE GUN ACROSS SUPPORTS EXCEPT WHERE NOTED
ON PLANS OR DETAILS, PROVIDE GAPS AT ALL EDGES AS
RECOMMENDED BY APA. GAPS PROPERLY SPACED INITIALLY, OUT
CLOSED DURING CONSTRUCTION NEED NOT OF SAWCUT. ROOF AND
FLOOR SHEATHING AND SHEAR WALL PANELS ZHALL BE IN PUKE AND
INSPECTED BY THE BUILDING OFFICIAL PRIOR TO COVERING.
6. FRAMING HARDWARE SHALL BE O S IMPSON STRONG -TIE' OR APPROVED
EQUAL LATEST EDITION UNLESS OTHERWISE NOTED. FILL ALL ROUND
AND TRIANGLE NAIL HOOLE WITH NAILS TYPICAL. CONNECTORS USED
OTHER THAN 'SIMPSON STRONG -TIE' PRODUCTS SAW L BE AT THE
RISK OF THE CONTRACTOR. J.S. DYER & ASSOCIATES, DOES NOT
ACCEPT ANY RESPONSIBILITY NOR GUARANTEE THAT OTHER CONNECTORS
ARE EQUIVALENT IN ALT. RESPECTS INCLUDING LOAD CAPACITY, QUALITY
MID /OR PERFORMANCE TO O SIMPSON STRONG -T1E PRODUCTS.
7. WOOD SCREWS SHALL BE IN CONFORMANCE WITH ANSI 818.6.1.
S. BOLTS AND LAG SCREWS SHALL CONFORM TO ANSI 818.2.1. ALL BOLTS
THRU WOOD SHALL HAVE STANDARD CUT WASHERS EXCEPT WHERE
METAL SIDE PLATES ARE SPECIFIED, BOLT HOLES SHALL BE BORED
1/32 TO 1/16 LARGER THAN THE &?LT DUME7 ER. UNLESS OTHERWISE
NOTED. ALL BOLTS SHALL BE RETIGHTENED PRIOR TO APPLICATION OF
5. DRILLED HOLES SHAAII BE - CLEANED OF LUST MID A iY DEBRIS USING
MON BRUSH AND COMPRESSED AIR. OIL, SCALE. AND RUST SWILL
BE REMOVED FROM THREADED RODS PRIOR TO INSTALL 4TION.
6. UNLESS NOTED OTHERIMSE IN THE PLANS, EPDXY ANCHORS SHALL
HAVE THE FOLLOWING MINIMUM EMBEDMENT
EPDXY ANCHORS
2x SOLD BLOCKING AT ALL JOINT AND RAFTERS BEARING
i PROVIDE
LOCATIONS, MORE THAN EIGHT INCHES IN DEPTH AT NOT MORE THAN
REMARKS
8' - 0' ON CENTER UNLESS HUNG IN AN ICC - ES APPROVED METAL HANGER.
10.
DO NOT NOTCH JOISTS, RAFTERS OR BEAMS EXCEPT WHERE SHOWN ON
14 OR 1/2
THE DETAILS. HOLES THROUGH SILLS, PLATES, STUDS AND DOUBLE
16 -0
PLATES IN WALLS SHALL NOT EXCEED 1/3 OF THE PLATE WIDTH. USE
5 1/2'
BORED HOLES LOCATED IN CENTER OF MEMBER OR USE METAL STRAP
06 OR 3/4
ON NEAR SIDE. NO HOLE$ PERMITTED IN STUDS, SILL PLATES OR
1630.2.2
M PLATES OF SHEAR PAN LS WITHOUT EXPRESSED APPROVAL _
11.
USE MALLEABLE IRON WASHERS UNDER EXPOSED EXTERIOR BOLT HEADS
#8 OR 1
-AND NUTS. M&LEABLE WASHERS TO HAVE A DIAMETER 4 TIMES BOLT
DIAMETER AND THICKNESS 1/2 BOLT DIAMETER.
12.
DOUBLE TOP PLATES AT ALL EXTERIOR WAILS AND ALL BEARING
PARTITIONS (NOT OTHERWISE DETAILED) SHALL LAP 4' - MINIMUM
AT SPLICES AND SHALL HAVE 6 -16d NAILS MINIMUM THROUGH EACH
SIDE OF SPLICE IN PLATES.
13.
ALL WAILS NOT SOLIDLY SHEATHED OR CONTAINING SHEAR PANELS
SHALL HAVE A 1x6 DIAGONAL_ LET-IN OR APPROVED STEEL X BRACE
AT THE ENDS AND AT NOT MORE THAN 25' ON CENTER. BRACE SHALL
EXTEND FROM BOTTOM OF LOWEST PLATE TO TOP OF UPPER PLATE.
ALL ING DW E SH L BE AS F TU ED BY
Q 14.
"SIMPSON COMPANY' OR ENGINEER APPROVED EQUAL. ALL O CT' AND 0 T2 0
HARDWARE SHALL BE ZONE 4 HARDWARE
15.
ADHESIVES USED FOR ANY FIELD GLUEING SHALL CONFORM TO APA
PERFORMANCE SPECIFICATION AFG -01.
16.
WHERE (E) HOLES IN ROOF FRAMING MEMBERS ARE LESS THAN 2 1/2 FROM
(N) BOLT HOLES FOR (N) HARDWARE, 10E (E) HOLE SHALL BE FILLED W/ EPDXY.
WELDING SHALL BE EITHER THE SHIELDED (SMAW) OR SUBMERGED
(SAW) ARC PROCESS AND SHAD. BE PERFORMED BY CERTIFIED
WELDERS QUALIFIED IN ACCORDANCE WITH THE QUALIFICATION
PROCEDURES SET FORTH IN AWS D1.1 -98.
SHOP WELDING SHALL BL PERFORMED BY A LICENSED FABRICATOR.
AND SHALL BE DONE IN AN ICC -ES APPROVED FACILITY.
A REGISTERED DEPUTY INSPECTOR APPROVED BY THE BUILDING
DEPARTMENT SHALL PROVIDE SPECIAL INSPECTION FOR ALL
STRUCTURAL FIELD WELDING IN ACCORDANCE WITH CHAPTER 17
OF THE UNIFORM BUILDING CODE.
WELD ELECTRODES SHALL BE E70XX (LOW- HYDROGEN) FOR
STRUCTURAL STEEL WELDING AND E90XX FOR THE WELDING OF
REINFORCING BARS.
WELD ELECTRODES SHALL BE ABLE TO ABSORB 20 'FOOT POUNDS"
OF IMPACT AT 0 DEGREES FAHRENHEIT. WELD ELECTRODES SHALL
CONFORM TO THE FOLLOWING SPECIFICATIONS:
SMAW AWS A5.1 do A5.5
SAW AWS A5.17 & A5.23
FLAW AWS A5.29
STEEL USED IN WELDED STRUCTURES SMALL CONFORM TO THE
LIMITATIONS ON CHEMICAL PROPERTIES SPECIFIED IN THE LATEST
EDITIONS OF AWS X1.1 AND D1.3. NO WELDED SPLICES SHALL BE
MADE EXCEPT THOSE SOWN ON THE APPROVED PLANS.
Z :,A
STRUCTURAL LUMBER (CONT)
d. STRUCTURAL PLYWOOD S1IALL CONFORIL,t TO U.S. PRODUCTS VANDARD
PS 1 -95. STRUCTURAL USE PANELS SHALL CONFORM TO PS 2 -92
V A 108). APA OPADE STAMP SCULL BE PROVIDED ON ALL
ATZ SHEATHING SHALL BE EXPOSURE 1 ( EXTERIOR GLUE
INSTALL WITH FACE GUN ACROSS SUPPORTS EXCEPT WHERE NOTED
ON PLANS OR DETAILS, PROVIDE GAPS AT ALL EDGES AS
RECOMMENDED BY APA. GAPS PROPERLY SPACED INITIALLY, OUT
CLOSED DURING CONSTRUCTION NEED NOT OF SAWCUT. ROOF AND
FLOOR SHEATHING AND SHEAR WALL PANELS ZHALL BE IN PUKE AND
INSPECTED BY THE BUILDING OFFICIAL PRIOR TO COVERING.
6. FRAMING HARDWARE SHALL BE O S IMPSON STRONG -TIE' OR APPROVED
EQUAL LATEST EDITION UNLESS OTHERWISE NOTED. FILL ALL ROUND
AND TRIANGLE NAIL HOOLE WITH NAILS TYPICAL. CONNECTORS USED
OTHER THAN 'SIMPSON STRONG -TIE' PRODUCTS SAW L BE AT THE
RISK OF THE CONTRACTOR. J.S. DYER & ASSOCIATES, DOES NOT
ACCEPT ANY RESPONSIBILITY NOR GUARANTEE THAT OTHER CONNECTORS
ARE EQUIVALENT IN ALT. RESPECTS INCLUDING LOAD CAPACITY, QUALITY
MID /OR PERFORMANCE TO O SIMPSON STRONG -T1E PRODUCTS.
7. WOOD SCREWS SHALL BE IN CONFORMANCE WITH ANSI 818.6.1.
S. BOLTS AND LAG SCREWS SHALL CONFORM TO ANSI 818.2.1. ALL BOLTS
THRU WOOD SHALL HAVE STANDARD CUT WASHERS EXCEPT WHERE
METAL SIDE PLATES ARE SPECIFIED, BOLT HOLES SHALL BE BORED
1/32 TO 1/16 LARGER THAN THE &?LT DUME7 ER. UNLESS OTHERWISE
NOTED. ALL BOLTS SHALL BE RETIGHTENED PRIOR TO APPLICATION OF
5. DRILLED HOLES SHAAII BE - CLEANED OF LUST MID A iY DEBRIS USING
MON BRUSH AND COMPRESSED AIR. OIL, SCALE. AND RUST SWILL
BE REMOVED FROM THREADED RODS PRIOR TO INSTALL 4TION.
6. UNLESS NOTED OTHERIMSE IN THE PLANS, EPDXY ANCHORS SHALL
HAVE THE FOLLOWING MINIMUM EMBEDMENT
EPDXY ANCHORS
NOTES:
1. DEPTHS BELOW ARE UNLESS NOTED OTHERWISE ON PUNS.
2! PROYIOE SPECIAL INSPFCTION AS REQUIRED PER ICC -ES REPORT
i A, - - - A
BAR SIZE
MINIMUM EMBEDMENT *
REMARKS
#3
3 1/2
IMPORTANCE FACTOR I - 1.0
14 OR 1/2
4 1/4
16 -0
15 OR 5/8
5 1/2'
SEISMIC COEFFICIENT C = 0.54 ; '
06 OR 3/4
6 5/8
1630.2.2
J7 OR 7/8 "0
7 3/4
#8 OR 1
g'
STRUCTURAL STEEL
1. ALL STRUCTURAL STEEL MATERIALS AND WORKMANSHIP SHALL BE IN
ACCCORDANCE WITH THE LATEST REVISED EDITION OF THE AISC MANUAL
OF STEEL CONSTRUCTION, WHICH INCLUDES THE SPECIFICATION FOR
STRUCTURAL STEEL BUILDINGS, TIME CODE OF STANDARD PRACTICE
AND THE AWS STRUCTURAL WELDING CODE. IDENTIFY AND MARK
STEEL PER UBC 2203.
2. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:
MATERIAL SPECIFICATIONS.
W - SHAPES
ASTM A992 OR ASTM A572 GRADE 50
C -, S -. M -. HP -, AND ANGLE SHAPES
ASTM A36
BARS AND PLATES
ASTM A36
MACHINE BOLTS
ASTM A307
ANCHOR BOLTS AND PINS
ASTM A307 AID /OR A325
PIPE (STANDARD WEIGHT, UNO)
ASTM A53 GRADE 8 FY - 35 KSI
STRUCTURAL TUBES
ASTM A500 GRADE B FY -46 KSI
3. LICENSED FABRICATORS APPROVED BY THE BUILDING DEPARTMENT SHALL
FURNISH SHOP DRAWINGS FOR REVIEW BY THE STRUCTURAL ENGINEER
PRIOR TO FABRICATION OF STRUCTURAL MEMBERS.
4. NO HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE ALLOWED
THRU STRUCTURAL STETS. MEMBERS. BOLT HOLES SHALL CONFORM TO
AN5C
SPECIFICATION, AND LL BE STANDARD HOLES UNLESS OTHERWISE NOTED.
NO CUTTING OR BURNING OF STRUCTURAL STEEL WILL BE PERMITTED
WITHOUT PRIOR CONSENT OF THE ENGINEER.
5. ALL CONNECTIONS NOT DETAILED ON THE PLANS SHWL BE DETAILED BY
THE STEEL FABRICATOR AND SMALL. BE SHOWN ON THE SHOP DRAWINGS
SUBMITTED TO THE ENGINEER FOR REVIEW.
6. ALL STRUCTURAL STEEL SHAPES SHALL BE PRIMED WITH A RUST RESISTANT
PRIMER BEFORE SHIPMENT TO THE PROJECT SITE.
7. AFTER ERECTION IS COMPLETE, TOUCH-LIP PRIMING CO
P ALL SHOP PRIMATS
DAMAGED DURING TRANSPORTATION AND ERECTION.
8. HIGH STRENGTH BOLTS WHERE INDICATED N THE PLANS OR DETAILED
SMALL CONFORM TO AASTM A325 OR A490, AND BE PROVIDED WITH
HARDENED WASHERS CONFORMING TO ASTM F436 SUP- CRMCAL TYPE
SION
BOLTS (A325 -SC OR A490 -SC) SMALL BE TWIST- OFF -TYPE TEN-
CONTROL BOLT ASSEMBLY. AT CONTRACTOR'S OPTION. THE COMBINATION
OF HIGH STRENGTH BOLTS AND DIRECT TENSION LOAD INDICATING WASHERS
CONFORMING TO ASTM F -959 ARE ACCEPTABLE SUBSTITUTIONS.
CONTACT SURFACES SHALL BE CLEAN MILL SCALE OR CLASS A QUFIED
ALI
COIATINGS. WO
9. ALL SP AND FIELD BOLTED CONNECTIONS SHALL BE N A=RDANCE
WITH ASTM A -307 USING UNFINISHED AMERICAN STANDARD REGULAR
BOLTS. WINLESS OTHERWSE NOTED.
10. ALL STRLX;TURAL STEEL EXPOSED 70 EARTH SHALL HAVE 3' CONCRETE
COVER.
GENERAL
1. THE CONTRACTOR SHALL ASSUME SOLE AND COMPLETE AESpONSj@KM
FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION.
INCLUDING THE SAFETY OF ALL PERSONS AND PROPERTY, AND ron
REQUfIb T1N1
MENT SHALL APPLY CON10USLY AND NOT BE UWTEQ TO
NORMAL WORKING HOURS.
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND
METHODS OF CONSTRUCTION AND SHALL TAKE ALL MEASURES NECWAR1►
TO PLA WCT THE STRUCTURE DURING CONSTRUCTION. INCLUDING, SLIT
NOT LIMITED 10, SHORING, BRACING, AND TEMPORARY EXCAVATIONS. Alb
SHALL BE IN ACCORDANCE WITH ALL STATE AND FEDERAL SAFETY
REQUIREMENTS.
3. TW CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE
KIM FORE STARTING WORK AND SHALL NOTIFY THE ARCHITECT
AND ENGINEER IMMEDIATELY OF ANY DISCREPANCIES.
4. ALL OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF
THE W ORKING DRAWINGS AND /OR SPECIFICATIONS SHAL.I. BE BROUGHT
TO THE ATTENTION OF THE ARCHITECT AND ENGINEER BEFORE
PROCIiFONNG WITH WORK SO INVOLVED.
AN
5. RESOLVE Y CONFLICTS ON THE DRAWINGS WITH THE ARCHITECT AND
ENGINEER BEFORE PROCEEDING WITH CONSTRUCTION.
6. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF UTILITY
SERVICES W THE AREA TO 13E EXCAVATED PRIOR TO BEGINNING
EXCAVATION.
7. NO PIPES, DUCTS, SLEEVES, CHASES, ETC. SHALL BE PLACED IN
SLABS, BEAMS, OR WALLS UNLESS SPECIFICALLY SHOWN OR NOTED.
NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR PIPES, DUCTS, OR
OTHER ITEMS UNLESS OTHERWISE NOTED. CONTRACTOR SHALL OBTAJN
PRIOR APPROVAL FOR INSTALLATION OF ANY ADDITIONAL PIPES. DUCTS,
OR OTHER ITEMS. REFER TO ARCHITECTURAL AND MECHANICAL
DRAWINGS FOR LOCATIONS.
8. ALL MATERIAL AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS
OF THE LATEST EDITION OF THE UNIFORM BUILDING CODE (U.B.C.) AND
SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH ALL THE
REQUIREMENTS OF ALL LEGALLY CONSTITUTED PUBLIC AUTHORITIES
HAVING JURISDICTION, INCLUDING ALL COUNTY AND LOCAL ORDWMC rS,
FE'
AND THE SAY ORDERS OF THE STATE WDUSTPu4L ACCIDENT COMMISSION,
OSHA.
9. WHERE A SECTION OR TYPICAL DETAIL IS SHOWN FOR ONE CONDITION IT
SHALL APPLY FOR ALL LIKE OR SIMILAR CONDITIONS UNLESS OTHERWISE
NOTED.
10. NO CHANGES ARE TO BE MADE TO THESE PLANS WITHOUT THE KNOWLEDGE
AND WRITTEN CONSENT OF J.S. DYER a ASSOCIATES INC. STRUCTURAL
ENGINEERS.
11. ANY REFERENCE TO THE WORDS APPROVED, OR APPROVAL IN THESE
DOCUMENTS SHALL BE HERE DEFINED TO MEAN GENERAL ACCEPTANCE OR
REVIEW AND SHALL NOT RELIEVE 'HE CONTRACTOR AND / OR HIS
SUB - CONTRACTORS OF ANY LNAERLITY IN FURNIS ►ZING THE REQUIRED
MATERIALS OR LABOR SPECIFIED. rt) 8
12. CONNECTIONS OF ALL ITEMS SUPPGKT THE STRUCTURE ARE THE
RESPONSIBILITY OF THE DISC "TUNES WHO ARE MAKING THESE ATTAACHM'.NTS.
THESE ATTACHMENTS SHAD BE DESIGNED TO RESIST ALL GRAVITY, WIND,
SEISMIC, THERMAL LOADS ETC. IN ACCORDANCE WITH THE PROJECT DESIGN
CRITERIA, SPRINRI -ER PIP SHALL BE SUPPORTED AND BRACED PER NFPA -13.
SUSPENDED CEILING SYSTEMS OF ACOUSTICAL TILE OR LAY -IN PANELS SHALL
8E SUPPORTED AND BRACED PER UPC STANDARD 25 -2 (ASTM -635 AND C636)
13. CONCRETE SLAB-ON-GRADE HAS NOT BEEN DESIGNED FOR CONSTRUCTION
LOADS OR SPECIFIC OCCUPANT SERVICE LOADS BY THE STRI ,
ENGINEER.
14. VIBRATIONAL ERECTS OF MECHANICAL EQUIPMENT HAVE N'0' BEEN
CONSIDERED L?;' THE STRUCTURAL ENGINEER.
15, SEE ARCHITECT'S SPECIFICATIONS AND ADDITIONAL REQUIREMENTS.
16. OBSERVAPON VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL
NOT INCLUDE OBSERVATION OF SAFETY METHODS, BRACING OR SUPPORT
AND SHALL NOT BE CONSTRUED AS INSPECTION NOR APPROVAL. OF
CONSTRUCTION.
17. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING
CONDITIONS IS GIVEN AS BEST AS POSSIBLE, BUT WITHOUT GUARANTEE
OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS,
THEY SHALL BE REPORTED TO THE ENGINEER SO THAT THE PROPER
REVISIONS MAY BE MADE. MODIFICATIONS OF DETAILS OF CONSTRUCTION
SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL FROM THE ENGINEER.
18. REPLACE ALL DAMAGED A REMOVED GYPSUM BOARD SHEATHING
TO PREVIOUSLY CONSTRUCTED CONDITION.
19. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING
ION
CONDITS IS GIVEN AS BEST AS POSSIBLE, BUT WITHOUT
GUARANTEE OF ACCURACY WHERE ACTUAL CONDITIONS CONFLICT
WITH THE DRAWINGS, THE` SHALL BE REPORTED TO THE ENGINEER
SO THAT THE PROPER REVISIONS MAY BE MADE. MODIFICATIONS
OF DETAILS OF CONSTRUCTION SHALL NOT BE MADE WITHOUT
WRITTEN APPROVAL OF THE ENGINEER.
20. EXISTING SUBPURLIN, PURLIN AND FLOOR JOIST HANGERS SHALL
BE INSPECTED FOR CORROSION WHERE READILY AVAILABLE. ANY
HANGERS NOTED MATH CORROSION SHALL BE REPORTED TO THE ENGINEER.
21. WALL ANCHOR BOLTS WAY BE ANGLED AT UP TO 1:10 WITHOUT ENGINEER
NOTIFICATION U.N.O.
22. CONTRACTOR SHALL EXHIBIT THE NECESSARY CAUTION AND CARE WHILE DRILLING
INTO EXISTING CONCRETE WALL PANELS TO PREVENT SPALLING.
23. DESIGN BASED ON 1997 EDITION OF UNIFORM BUILDING CODE.
REFERENCE
DESIGN PARAMETER
16 -I
ZONE FACTOR Z = 0.30
16 -J
SOIL PROFILE TYPE: SD ASSUMED
16 -K
IMPORTANCE FACTOR I - 1.0
16 -N
STRUCTURAL SYSTEM FACTOR R = 4.5
16 -0
SEISMIC COEFFICIENT C - 0.36
16 -R
SEISMIC COEFFICIENT C = 0.54 ; '
1630.1
REDUNDANCY FACTOR P - (NOT CIjC1 D)
1630.2.2
BUILDING PERIOD T = < 0.7 SEC.
IE• �
�p Z2 24�
MAX SEISMIC BASE SHEAR COEFFICIENT 1
V = 2.5 Ca I - 0.200 0.143 ALLOWABLE 4
2IIII= lw
,�
R
;m
STRUCTURAL LUMBER
1. ALL VISUALLY GRADED FRAMING LUMBER SWILL COWORM TO THE GRADING
RULES SET FORTH BY THE WEST COAST LUMBER INSPECTION BUREAU
"L IB) OR THE WESTERN WOOD PRODUCTS ASSOCIATION (WWPA).
Z H PIECE SWILL. BEAR THE GRAM STAMP AND THE APPROVED GRADING
AGENCY, EXCEPT EXPOSED LUMBER SHALL BEAR No MARKINGS WHICH
SMALL WILL BE VISIBLE AFTER INSTALLATION.
2. ALL FRAMING LUMBER SHALL BE DOUGLAS FIR - LARCH, UNLESS
OTHERWISE NOTED. 2x AND 4x SAWN LUMBER SHALL HAVE A MOISTURE
CONTENT NOT MORE TMW 19% AT TIME OF FABRICATION. THE
FOLLOWING GRADES SHALL BE THE MINIMUM ACCEPTABLE GRADES,
UNLESS OTHERWISE NOTED:
ITEM MINIMUM GW
STUDS:
2' TICK, 4' WIDE (STUD HT. -8' -1 MAX) . STUD GRAS'
2' THICK, 4' TO 8' WIDE . . . . . .. . . . N0. 2
3' THICK, 4 TO 8 WIDE . ...... ... NO. 2 u L i
PANELIZED ROOF RAFTERS:
2 THICK. 4 WIDE . . .......... NO. 1 �� _
2' THICK, 6" AND WIDER '. . . . . .. . . . . N0. 1 L--=.LD �.1 i' �' -
r THICK AND D WIDER . . . . . ... . . . N0. 1 - r T
40 THCK, 4 AND WIDER ..... N0. 1
STRUCTURAL JOISTS AND UGHT FRAMING:
2 TO 4 THICK. 4' AND WIDER . .. . . . . NO. 1
BEAMS MIND STRINGERS:
3' MID THICKER, 6' AND WA ....... NO. 1
POST AND COLUMNS: . . . . . . . . . . . . . . . NO. 1
3. SILL PLATES IN CONTACT WITH CONCRETE OR MASONRY SHALL K
PRESSURE TREATED DOUGLAS FIR. ALL WOW BEARING ON CONCRETE
OR MASONRY IF LESS THIN 4'-0 ABOVE GRADE SHALL BE PRESSURE
TREATED DOUGLAS FJLL
4. MAXIMUM STUD HEIGHT SCHEDULE AT MTERIOR NON - BEARING WALLS
(LATERALLY UNSUPPORTED HEIGHT'):
2x AT 16' OC . ... .. 14' - 0'
2x6 AT 16' OC ...... 28' -0'
2x8 AT 16' OC ...... 35'-W WINO
WAXMJM CO MNG JOIST SPANS SNKL SE PER LOC SPAN TABLES,
PROVIDE BLOCKING AT 8' -0' QC.
1.
As 2.
1 %.��
3.
4.
5.
it
.1 " ° 'r
416 A
4w is
�MI& L
BxASIB
��- (O
O (0 N �
0) O
U
a! � N
jr
W
us
w Z °;
C v Q k
O z N L-
W N
< 0
OC
00 Lu cr Q 00
A N1aC L c°�N
Ld
W
..J
N
N
CD
J
m
I
W
Z ti
W O
U �
� W
CC V
O
CC 3:: W
Z
J
•aC O
I
4
Z
mi
LLI
Z
W
0
I�VIAIOIrA
ISSUED FOR BLDG DEPT
REVIEW 5 -23-05
BUILDING DEPARTIAIENT
CORRECTIONS 8 -25-05
wvm dY10
OATS 8 -23 -06
COAL! AS WMM
J= IM' 200&.033.02
INOWT
51
�1
_ � -. - - .-.. : -� - �..-_ � -_�... �. .� _��. �.�.._.- ..r• ... - .. -.. w.r� _ .�1- ..�._��.. �..�.. .�.�.ir� ...�.�.. ..� +.�- ..� ....• .......�.Y.. r.�.+..�. r.�..j. +r M w _..... -. .�.r�rr ..�.4�..•1. ..♦ .0 �.....V w..r�+r �....r4.�.. �.� .� -y. ,.�`
�8�4Lt
��- (O
O (0 N �
0) O
U
a! � N
jr
W
us
w Z °;
C v Q k
O z N L-
W N
< 0
OC
00 Lu cr Q 00
A N1aC L c°�N
Ld
W
..J
N
N
CD
J
m
I
W
Z ti
W O
U �
� W
CC V
O
CC 3:: W
Z
J
•aC O
I
4
Z
mi
LLI
Z
W
0
I�VIAIOIrA
ISSUED FOR BLDG DEPT
REVIEW 5 -23-05
BUILDING DEPARTIAIENT
CORRECTIONS 8 -25-05
wvm dY10
OATS 8 -23 -06
COAL! AS WMM
J= IM' 200&.033.02
INOWT
51
�1
_ � -. - - .-.. : -� - �..-_ � -_�... �. .� _��. �.�.._.- ..r• ... - .. -.. w.r� _ .�1- ..�._��.. �..�.. .�.�.ir� ...�.�.. ..� +.�- ..� ....• .......�.Y.. r.�.+..�. r.�..j. +r M w _..... -. .�.r�rr ..�.4�..•1. ..♦ .0 �.....V w..r�+r �....r4.�.. �.� .� -y. ,.�`
t 1
i
J
175' -0' 1
11
•
I
ALL NEW HARDWARE IN THIS AREA IS OPTIONAL AT
HARDWARE INCLUDES WALL ANCHORS, CONTINUITY 1
5,
500 1 - 0
AT
AI
TEN
7
7
I
150' -O' 1
i
o9 c
1 • 7t/ wr
i
, 30 1 -0 - 50 - 0 0 1 50 -0' 40 -4 50' -0` 30' - e 50 -0' S0' - 0' S0' -0` 50'-0'
25 - 1 I 30 -0' 25' -0` 1 251_r
I
I 1 1 1 1 1
1 I I I
I I I
I � 3'z3/ t 6' PL I I 3'z 16`
I I PER 17 1 I 1 I PER / PL
1 1 �
2A nrp I S3 I I I I 1 17
S3 I I TMP 53
I I I 1
IV yy IV IV w IV IF IF yy I:V IT
_ - ww _ I ' I I r 1 1 I I ! ! . r • I ( 1- _ -� I w • I _ I I 1 to
1 1 ' C / 1
3 X3 /tl7 PL ' �.• ; " 1 ' : ' ; I ; ; 1 1 �
SA I � ..71'1 ► 1 • 1 , , 1 1 • 1 ,
.d chil I I I I I I I I I I I ( I I ( I I I TYP PER
- , S3 w 17 I i I I
T A 2A TYP 1 1 ' r
1 I •� 'I'm r �• I I I I I I , I ' ' i / 1 i 1 ' -- - , S3 _ �,•,� - ' "/ I : : : ; : ; I i i ' i ; I I I �--' - �� �w ... - wwwww� _ c°v
I I I I I I I I I s3 1 ;,—' "" $ I �
3/4' 28 1 _B �E) /4 t/ '" GLB d I ,.: a 3 � 1' 2- d� ! �' 6 3 xi 8•a. 'RC I 1 + .� I I A l I I I I I I i I I I I 1 I I I 1 q
a � I 1 � �
I 1 1 1 1 1 1
-10" I I I I I I I - , 1 I 1 1 1 I I I i I I I I I I I I 1 1 1 I I 1 -O I I I I 1 1
1 . 1 , C �TYP 1 9' ,.0 , • 1 I� •� , , / 1 1 . : . 1 1 • 1 1 1 • 4 1 • t ! 1 1 I I I I I_.. _ _ _
'I I I I I � , � � 1 , ; • 1 1 • 1 . . 1 / • • 1 1 1 � 1 1 / I 1 �:� 1 , 1 , �.� � .
5 �' I
- - _ i,. 1 i , ; 1 , ; , ; a ; ( 1 1 1 , , , I ; : ; ; ; : : ' 1 1 • 1 / 1 1 1 1 1 : I 1 / 1 , . x • • , /
II 1 1 I • 1 1 , 0 %
S4 I' I I I , 1 I • I I 1 1 �,
• �" I I I I I I I I I I I I I I I I I 1 - - 1 o&
I ' i i I . ' ' ' � : ! ; ; ' : 1: W' �1 ; i � ; ; ' 1 1 1 , 1 1 • 1 / 1 1 � / / 1 1 1 1
I I , I ; 1 1 / 1 , , , • O
�j 1 1 r 1 1 1 1
• 1 1 • 1 1 1 `,,�.�
U�V--7 - - _ 3/4 28 tt LB _ (E)� 3/4M / " GL8 - 1 - : 4 1 * f _ �. _G I _ _ E) 6 �' 1/ cL - _ dl 3 4 "x1� e� O 6 3 4 "x31 ` 3 r I E 4 •x -I � i 'o. - - i- I' � - .5+{1 �. - - - - - i► - - - -I- - - - - ` - - - -► -��► . _ e� d _6 _ �D _ B _ �� _ r 6 G _ 3/ » _ ie
W4
I f P lip 9 I BER{ -'' {��
I' - l iP �P Q P QI I Q�P QIP �I� QIP Q P li
F
1 + o
' � ; � � i i ; � � 1 � ; ' I : ; ; :I � : + i ; ; : ; : I ; 1 � 1; , 2 • -6
w � 1 • I� �1 , I • 1 1 1 . • (
°° .o!o. 1 1 1
aL I 11 I 2
so 1 1 ;I TYP O �UL/IM HANGER : : : �' - '
TYP 5A �' • , I �O , 1 1 , 1 2 # -6 ALTERNAT� TO o�T
• ; 1 ;
TYP LIJE 2 ' • 1 1 1 1 1 1 1 / 1 ato , : • TYP LI E '
5 3 I I I �h I I I I I I I I I 1 54 I I II 1 I I I I I I I I I I I I I t< I I 1 1 2 I 1 E/�S3P RN A R05S; I II I S3 I 5A TYP
S
X'� : 1 i ; I 1 ; ; :, : I : : � : ; : ; : l a i I ; � 54 "7.5 I PAR DETIULL GL.B 10' -9" 3
: t 1�' -9" � � � � N ,
=o: o- - I i I I �i i I I I I I I! I I ! I I I I I I I, i S I 1
0 • 1 , . W 1 1 1 1 1 1 ' 1 1 , . ` / "Y / 1 • , , 1 • � 53 1 • 11 1 1 • , • 1 1 • i ] �P�
`. 1 1 , 1 I 1 1 1 ' 1 1 1 1 1 1 1 1 1 1 ly' 1 I 1 1 1 1 I I I I • - -• � I � � � .
I II '� 1 ,� r � / 1 1 1 , , I I I •
0o ' I << 6 3 4 28 1 ' B E 3 1 I \ " 1 , I " I t - - , I ' 1 1 I
E ) + / - - -- - - -- - - —S- _ -� / GLB - I -- i _ 8 - G -1{ - - E � 6 - - �- -��B - - - - R - k ��� _ E) 6 ' /a x3 >< �d ! , d 0 x3�1� : _ I •,_h i6 �E) 3 /
_ _ X �l� d 3 4 ��� ft ILB dl� i � _ � 4" � A � S3
O TYP 2A Q'P Q'P I 9 � 1 I I (II a'I�i`- -i'�r - -
I
I'v 1 I �'� • � � + � � �I� 1 � I - I I ' 3 ALT
I 1 1 1 1 1 , 1 • 1 1 I /
S3 'aw sad .e11. - -I I I I I I I I I I 11 a 1� i , r 1 I 1 1 Q'P QP ,
3 TYP I
1 w r li r w• I /
1 C T • 1 1 1 1 1 / / • • 1 , � ,
-- I I 2 ' - �" 1 1 I I I I I 12 � I I I ,2 - 1 1 I I { I I' 12 -6 I t � I I
A , IJ� �� 1 1 1 i , , 1 1 1 1 YP
. JJJJ 1 I I I I I I I I I I I I I I I I I I s 3 I I I I' I I I I I 1 I I I I r ,• . I
, r 1 1 1 ; ; i ; ; ; 1 >['O 1 1 I� , 1 / 1 1 1 1, , I 1 1 1 / 1 1 1 1 , • � ; : 1 : , : 1 • • 1 •� 1 I 1 • t 1 / • 1 • 1 "1 '� � I
a i 1 1 1 1 1 1 / • I / 1 . 1 1 • / 1 1 1 / / 1 1 t ' i • 1 • 1 / 1 1 1 1 • / 1 1 1 N
'Mo- I I I , I I I I I I I I 1 I I I I I I I I I I I I I I I I t I
I
I, , 1 / . . , , • . 1 1 W 1 � 1 1 1. 1 I 1 . . I
I I I r
1 1 1 � 1 • � 1
• 1 1 I 1 ' ' , 1 1
D s ir-- - - - I'� � � 3/4 LB ,mss_ _ I _ —�) _ 3 /4& - 1 / - - 1 -, 1 - I - - _xt81- ,� _ ' _ _ _ _ 1/�0!D�' - - 1 - _���I 3 4 xj� _ - - - - - - - - ` - G 1 e� ' 2 "�jr
- - - - - 1 4 "x3 D�; �� 1 E� �e 3/a -' G ao
`P' � ' 1 • 1 1 1 • ,
I GL8 F a 1 {,� d,� 'E) 6 d �A I �� ) 6 "x31 � _ ' 1 d� _ r E � _ B - 1 16 3 (/ _ � � )
�. .' ' 1 _ - - - '-F -_
1 { { - -
1
1 I 1 I I I
0 1 aP 1 1 �--- I -� �- -�
I �P I I I►�
v�P 1 I �
1 1 , ��� 1 I 1 I
,� .90 CNN. I t I I I I I I t I I I I I + ► �I
O T
1. ;I "1
I ,� 1 1 1 1 1 1 20 A, p ; ; ; 1 1 1 / I • 1 / • 1 1 1 1 • 1 1 1 . • • • . 1 • 1 . - - - ••/
• I , , TYP OI,GLULAM H GERS ' • 1 , 1 1 1 1 I 1 1 1 1 I I 1 t I. • , • : : : ; : : • • I 1 1 1 • Imo._ ,
� .
D)
1 I I I I I I I I I I I I I s 3 I I! I I II I I I I 1 1 I I I I I I I I II I I I I I I I I I ' '
1 / 1 • 1 1 1 • 1 , / 1 1 . 1 1 I ! I I I I I r , . C,4
1 11 1 I 1 1 1 / ' 1 1 : 1 1 / I 1 • 1 • 1 1 1 1 1 • 1 • I 1 1 • • : 1 : 1 : • •.... N
I I I I I 1 � I I I I I I I I I I I I I I I I i 1 I I I I I I � I I I I I I I I I I I I I r I I I ��� � •
• ;
1 6 3/4 28 t LB
E ; 1 '" GLB ' i 1 1 x 1 , 1 � " 1 ; 1 ( , \ 1 I I 1 1 ,
�-- �`- �) a _ _ d. _ hkY _ B 'o. d'S- - E) 6 t/ G�9 d�� s 3 4 x1��i� dl�l 6 3 d "x31 F 3
�E) x 1 1 ' 4 .' 1 !I . 1
CC r' _ _ 1 5—
-�- - - - - - - WW { � � �� �� _ dl� E 6 x3 �E) -/ 4 G _ ao - oc
- - - 1 I 1 1 I v 1 / �� I T
��� �•� • ��� • '� J , 1
_ _ •� I I I I I 1 I I I I I 1 I I I > 1 1 1 t 1 aP ,2
I I 1 I I I I I I I I I I I I I I I I I I I I I I =I •
I I I I I I I I I I I I I I I I 53
; m
S 3 I I I I I I I I 1 1 1 I I I I I I I I I I I I I I I I ro I I I I I I I I I I I I I I I I I 1
�'i._,- ' 1 1 1 1 1 1 / / • ; OPP � 6 / � � 1 1 ► / 1 1 >< ; . ; I ; . • 1 � 53
t 2 - I I -- I I I I I I I I 1 I I' I I s4 1 1 I 1 1 1 1 -- 11 _ _ N C
• 1 1 • 1 1 / 1 • 1 1 1 • �
° I I I I I I I I I i I I I I I I s4 I i I ' I t I I I I I j t -� o 'k dk A
- - S3 e� -T " �� -8� . `' _ • 4 "zt dl� 6 3 ,4 "x31 ; ; 4• i
— 1 li ;
1 1 1 x �. -_.. - k /iI k\
9P QP
2 A TYP " ,, " _ II Ih. ao ►Its i I I I I I I I 9 + I I Q P I I I i zA TYP
3 "x 3 /1 6 PL 1 12' -9 _ h _ I
PER , 5 ,
• 0 1 g3 3 "x3/16` PIL
17 �� o. I I I I I I I I I I I 5A TY P _I I PER
--- 1 1 1 1 1 1 - 17
1 1 , t 1 1 1 ; : : 4 *4 N
�I I��' I I I I I i I I I I ( I I I I I I I I I I o
des -__ d s ens �s dls e;s . �� I . s I a s s I 1 1 I 1
A —_ —- -- ——
TYP z -
.
I 1 I 1 1 ( 2A ' 3 "x3/16" PL
r w PER
24 -0 17
1 I I I 1 I { I I I I I
1
2 4'
1
25' -0" 25' -0" 25 -0" 25' -0" 25' -0" 25' -0" 25' -0" 25' -0` 25' -0" 25' -0" 251 -0" I r r w I 1 r_ w
25 -0 25 0 25 25 -0 25 0 25 25'-O 25 -0 2'� -0
150' -0" I 200' -0" ' I 1
150'
1 1.5 2 3 4 5 6 7 10 f o . 11
ROOF FRAMING PLAN
1
26 ' j I ,
T 4 . 8 . -8 w t 16 . -0 w , 22' -4 "t 28' -8 "t ,
1 I
I I 1 1 1 I
I '
I (E, 1 THICK IO.S. B. SHEATHING I
N — : =M ,. r ... r . �� .,1pa se. _ WITH 6:6:12 NAIEING WITH ADDED
• 1 . 1 , 1 1 1 . . 1 1 , 1 1 1
TO HAVE 4:6: 1 2, TYP IJNO
1 1 , 1 1 1 . , I , • 1 1
(F>-- _ _ .—
(9 ---- --
T
fT IS ESSENTIAL THAT ABOVE ROOF SEISMIC STRAPS AND WALL ANCHORAGE BE
INSTALLED BY A SEISMIC CONTRACTOR IN CONJUNCTION WITH THE ROOF REMOVAL
AND REPLACEMENT, COORDINATE WITH SEISMIC CONTRACTOR, REIDENBAUGH
ASSOCIATES AND J.S. DYER do ASSOCIATES FOR INSPECTIONS AND TIMING.
ONLY REMOVE AS MUCH ROOFING AS CAN BE MADE WATERTIGHT ON THE
SAME DAY, OR TO SECURE THAT THE BUILDING CONTENTS ARE NOT DAMAGED
BY SUDDEN /UNEXPECTED RAINSTORMS.
ADDITIONAL ROOF DIAPHRAGM NAILING
ADDITIONAL NALJNG
S CHEDULE
AREA
CONTINUOUS
EDGES &
BOUNDARIES
OTHER EDGES
a
-
-
(o
4
_
O)
O
.
-4 -14 -1- 144 -144 - ii I- 1- 05
rr-l- -14 +
I
^ 1
I. ADDITIONAL 10d COMMON NAILS AS REQUIRED
SO T FINAL NAILING IS AS SHOWN ON
1 ' • . , 1 I ; , 1 , . I ; 1 , , , I 1F 1 1 1 1 , 1 1 , , 1 I , . /x/{/11 ow NAILING SIrH�{ uLE
l°�r --- - - — 1• f��`��f��fl..al..�..f•)r� ��.�.�I.IrJ.. . 1. �. ��� , .� „ �..,�����I..�t��..,�,�.� -.- _ _.O 2. (E) ROOF NAILING IS tOd 0 6:6:
3. (E) ROOF SHEATHING IS 1 /2 0 STRUCT. I
I I I I I I I I I I I I I f I
TO BE FIELD VERIFIED
A 4. CONT RACTOR SHALL VERIFY OR ADD AS NECESSARY NAILING
LISTED BELOW.
CONTRACTOR $BALL USE CARE T
I 1 I 1 1 1 0 PREVENT MOOD MEMBER SPl1TTING.
IA, 2 ROWS OF IOd NAILS 0 4' O/C TO ALL STEEL OR GLB
5 1 • • 7 • • 1M
S. 10d NAILS AT 4' 0/C TO NEW AND EXISTING SLAB PURUNS
WITH WALL ANCHORS, SEE DETAIL 5/S3.
C. NAILING SPECIFIED IN DETAILS WHERE OCCURS.
R O O F D NAILING PLAN 0. SEE ADVL ROOF DIAPHRAGM NAILING.
N
fr
h
M
M
���
ROOF FRAMING NOTES
1. FOR GENERAL NOTES. SEE SHEETS Si.
2. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS.
Q 3. CONTRACTOR TO NOTIFY OWNEF OF ROTTEN OR DAMAGED ROOF
FRAMING MEMBERS AND SHEATHING AND REPLACE WITH THEIR
PERMISSION.
4. EXISTING SUBPURLIN, PURUN AND FLOOR JOIST HANGERS SHALL
BE INSPECTED FOR CORROSION WHERE READILY AVAILABLE. ANY
WANGERS NOTED WITH CORROSION SHALL BE REPORTED TO THE ENGINEER.
(Ef CONCRETE WALL
THICKNESS SCHEDULE
(E) WALL
THICKNESS
OCCURS ON
GRID LINES
5 1/2
ALL U.N.O.
t
N
LEGEND
POICATES (N) WOOD MEMBER
�
v INDICATES ( N) CON TINUI TY TIE.
v INDICATES (N) STEEL BRACING
I
I : WDICATES (N) METAL STRAP
1
I . ,
1
REID MID[
2` 1
j
DETAIL 11C/S3 BETWEEN GRID UNES
1 do 4 AND 8 & 11 CAN BE OMIT ED
IF WE PROVIDE A STRAP AT EVFr.Y PURUN
TO PURUN CONNECTION ACR(`5S THE GLU r8 D
LAM BEAMS IN THESE AREAS. SEE DETAIL
S3
,,.o 1
• 1IO
1 , 26'
I
1 I
I 1
• 1 . 1 1 / • 1 1 1 • . ,
I l l l l l l l l l l l l
� 1 / / 1 , 1 1 1 1 • /
- �J
��� •CQ f
t A
CST
I
� Y
3�Yg�
N
l�VNIOM�
cm
AM BUILDING DEPARTMENT
CORRECTIONS 8-25-05
D
t
N
(o
m
O)
O
.
S2
U
1
o�
Z
4.
V�
ac
w
' =
v
Z
op
x
co
N
W
�
qe
I �
j
>
to
00
CC
m
1..
Y
Q
0
a0
0
cc
>
N
"fts
U
W�
�
k
N
I `
N
l�VNIOM�
cm
AM BUILDING DEPARTMENT
CORRECTIONS 8-25-05
D
J
m
DXM 5 -23 -05
*Oft& AS NOTED
J= MOIL 2006.033.02
S2
Z
4.
V�
(SIS
2
M >.
co
co
U
i
qe
I �
j
>
Z
a
mi
LL
o
O
l�VNIOM�
ISSUED FOR BLDG DEPT
REVIEW 5 -23 -05
AM BUILDING DEPARTMENT
CORRECTIONS 8-25-05
DXM 5 -23 -05
*Oft& AS NOTED
J= MOIL 2006.033.02
S2
w
t1 . - •r -.. -._ ..� _ _-- 'ter.'._. _.....- ....._. ._...__..... .... -.s _...., .. ...i.wi.. .�R.rlal.t.�._ '+r.s .- �L►;..It :frrJl.t 1iC..wlr ._.
r
do-
CIS
ZOT O'S00t mu ow
831014 SV WWSVOD
QO -£Z -S tj uva
awr >w11lwe
SO -SZ -A SNOU33bb09
IA131K12Md30 9NKnIrm
90 -CZ -9 M31n3
1d30 9(1le 2103 a3nSS1
� OM01MN
� � a
Co Igo
m rn
n
z
� m
m
v
N
!1
-,
N
0
OS£t
r
r1
Stoc
9!<Z91S
-- '- -_ __ " Id did JLlb J17Id ;
I t S
\ 0NI83iSIS
9N1 ( ri a� 60 (3) P � I
_
�_ (N) a0 (3) � - sanOOO 3 8 3HM
W`1d 83d
3008 3) 1 ; `+ �--- -- 3DVbOHONr (N)
rn
so 9£
A
�O
Mush
v
(81)
8
£S £
Al1OVdVO
dVb1S NOSMIS
X"
txt
031VNDIS30 SI .b3131.
11V130
3ALLrN8311V
PQ
co
�
:0
Q
0)
�
A
�
7C
C
�
a
C
N
Z
C,
X
C)
0
Z
CTI
-.0
S
m
Cwd
�
z
m
co
0
C - )
O
v
�
Cr)
N
$ O Vl
RR
5d
• owe OVAav
X 000 ,w "1016
W A
' - w
1 *'►�
�t
v =11V L3 8 AV38 1101' Miund at rn - _ 31DVUOHONV Miund en OZ 11V13a
y 1 +_7
> L
wiwv W)
N � `+ ' u 1NIOP 13Wd 30 3003
1011Vwa1pdW 1rN0i110pV b� - 141114 .t/ l t -- t
ROW 'Nlw t OOb 40 3Nnb 31N31
- - a3N333US NO
slim N118nd JO 3003
'92 -0 v
.—
dAl 108 (N) w021! NIV" Ol � N - - - -- - - - - - -- -
S310H 1 - -
dAl NIW • 3aVMaaVH (3) , • 1
Nnand - ens xE --- (� 32lVN►Ob111� (N) 31vao1 _ , • ----
1
XV .8 t
01) j
� 'Nlw .i I I dralS
l 3 3 S 03MM36 SV 3AOhM -
i 31VNb311V WJ 32lrMO21rH (3) l 33S dAl
wV38 mi n19 (3)
--- --\ 1
0009
Z cusw
0
OS£t
8tI1S"
9
Stoc
9!<Z91S
-- '- -_ __ " Id did JLlb J17Id ;
I t S
\ 0NI83iSIS
9N1 ( ri a� 60 (3) P � I
_
�_ (N) a0 (3) � - sanOOO 3 8 3HM
W`1d 83d
3008 3) 1 ; `+ �--- -- 3DVbOHONr (N)
S9t£
so 9£
A
SS£Z
Mush
v
(81)
8
£S £
Al1OVdVO
dVb1S NOSMIS
X"
txt
031VNDIS30 SI .b3131.
11V130
3ALLrN8311V
A1No a3a mb dvalS (Z)
U!W P
ssn33O Nou03NNOO
(1 311 08 NO duals a 311VN 383K4
8 314333t1S HI (1IM wnmINIM xt 3Sn (t)
t 3
s310
NOI1rwb03N1 1rN011gOr b03 fU l l 11VIX 33S
'SNnbnd 8nS ONUSIX3 N33
30WrM 1Vn03 NOHOW (N) 3
Tm
SNI1bnd IN31103S8n5 aw
ONZ IV do 3wi .9t l r„ '
t 3NOZ 80 3:)vm �dA 03bIn03b 3b3HM I I 13NV '01401 (3) 301S HOV3 0
3HV1 .OrJ. NOSdVVS (N) 'dAl S310H SSAIIM 9113d NOSdOWS SO - - - - - - - -
H11M M31dI'10O (N) I I 110 6 - Zl (N
1 ;
Nnand xt (3) aN3 3NO a '
inN TOXIC (N) 0021 311 O.t /£ (N
I r
1
T,
aN3 HOV3
nr 030V3b t - - - - - - - ,
r� 1
n n o0a 3u 0 (N iM (N)
11 11 1 '(1 11 N I+ I I I
I I#
n r _ a) I► n II I� J I ( Nnand xt (3) WWII x
- -- -- a3HSVM NOOI (N) SNll - ells 11d3OVf'Or Hl 0QQ a 311V N xt
- rs rI 11 II
If 1 11 N ! ---- ---- -, OO .0 -,8 O 0'N'n '1VOI 8 3H $VM X '1 (N) OWN 30 .Z O POl (3) �) 11 11 I I 3lna3HOS aid duals Nnand (3) a 3 HSVM 3
11 N 11 11 11 11 11 r i ; 30MH W"M (3)
a 3HS1IM 31Y1
Nnand Xt (� 11 1 1 11 3arnos .£ x HH 1 .t/ l (N 321rnOS . X � mo l (N . Z 0 S1hM
rt I tt t 11 II U it _ _ �` SMOb 11 .._ - --. --1 t ' X
HI oMl
s1 1 oe t sv uuwno a NV
'ON IDS 3wVS
70 01AD /M GM 3015 b�0 t 14 I I
_ 2130831 (3)
Z NO 31no3HOS a 3d SN n8nd xt Ol (N3) 9NI11VN 3D(13 301AO
13Mdd 'ONOO (3) :Y+ I
E 11V13a U
311 AiinNUNOO ft iivi3a
31O 3 ';,,MS303N SV 03SV380NI 38 A Vw ,p, sanO Nouonalseo 3I z 13S .130 8 308V1 ld
N 30NM13 11436 S110e o.t /f (Z) 'a3Sn 38 AVw 03UI33dS NVHl M011VO 830W1 V 't
♦ f :S310N Nlw .Ol SNYI 83d 830031
13 33S ( 0
1lb1.3a I ' I VBaH -Z BllOd-Z - tit Ol 8 6 -8t -Zl Zlxt ;� - - - - - --
31VN2131V 80.1 — • - ( 1 r VtloH LZlOd - tit Ol 9 8 - 9t -Zi 8xt a + 1
1 si 'f' +t%1�1001W 013E N � -t-• _ _ _ _ _ _ VKH 'VOLOH 9tlOd 8 - 8Z - Zl tZ Ol t 9 -t9 -Zl 9 xt O it
1
V90H 8 L1Od 9 -9Z -Zl tZ 01. t 9 -ri -Z1 9 xt 8
' '9 •Z VSOH S L1Od - tZ Ol t 9 -tZ -Zl 9xt V 31VN831W 4 N
• , ,^ i ZZ .mac l r 3dki 3d�11 hVNa311V P 3du 838w3w )4 31rnd 639031 o'`' NOSdwIS t 3NOZ Nlw
1NO83 Ol 013AA38d 8/£ S3ais
_ �/ t x £ x £ I I 31na3HOS 3u A1 1nNI1NOO
.- - _ -__ __._ _� . S31ON1/ 3 o arod NIM "' 33dH1
I t) s Z - 1
L
�1 I I
it ll
' � N`ofld 33S e19 (3)
I ; ; NYld 33S 819 (3) I� �� I I '
, 819 a0 Nl land xt (3)
} I (. l - HAIM 839(131)
• 1 1
-------- •--- - - - - -- -- = - -� 1VOIONI N3HM
p 1 1 1� p 03 (1V101 8) I 1NIOf 13NVd (3) ' t ' - 0381n03a SV 31V1d WIHS
e
1 . I 1 1
+► l9 b0 Nn" xt 3 1
Z
♦ �� /� •
I 13S ONZ _ 0 ws 1d
I I --
1 NM O L
•=--- _== _- �--- _ - -_ -- - - -_ -- - -:� I I I I I - -- -� .. .- - - -- — it /y ..�
1 . 9 1/ x` ' �__.__I : S 'Nlw __= == ti =-== _�- }-- - -- - -- y - •• -O- - d o -��_ 0 0 0 0 1
I �-- -- ------ - - - - -- - - - -- - --i --------- l-- - - - - -- t/y - - - - -- ;�,-�, - - - - --u Z �� 7 >1
1 1 �•
NIM
tx ` (3) II -ti N
S301S
1108 AXOd3 t.t /£ Z /
8
0381no38 sv 'xrw • � •
- -- - - - -- ------ ._._.....--------- .— ..- - - - - -� (Tdlol Z) 338
I. 131V1d wIHS - - - - ----------- •------ _.,..__ _ �__.J I�__..^_..___— _.__._,. -. +__ __ 00a 301S HOr3 3'1no3HOS
1 ,
Mo138 4 a3aV38Hl /M (ONn 83d 311 A11nNUN0O 10d
11V130 33S 80 'AaVSS333N SV 31ONV '' ! 1V101 0 33V3 'V3 i
HION31 IN363r310 Al1H9nS V 31voweV3 MIS - # -- ° OW MIS 1f3 31n03HOS ( cy
'83H10 3141 NVH1. 8 St 13Md 3NO 31 t XVw .8 L Nin .9 ` 83d At ti1inNI1NOO Zl
Mug wnm wn03 � � 1
1Ni0f' 13NVd (3)
Z
3OV80HONV Nli8nd OL
WINS 311 AiinNIINOO V1 imi3a
I�PTa'
51108 311 A11nNI1NOO SV T NHId '1N3WON3w140O Ol 8 01 8 d 1VA0 80.3 dIH
03a1no38 SV 3now3a '321VMaarH (3)
' ONV a39VNVw A.183d08d 01 11V130 9NIHS U
�
. . I 1 � A awn0 aw ONIOVdS MY ;
HIS 3wVS H11M s ilos A i I 3 0IAOad 01 8o10V81N00 ' 3Nn .3008 3Ao8u
I I I 1VNOI11aaV aov '3a&13H10
31V1d 31VO01 Ol S1M/M 801OVa1N00 31 'Z
HO1Vw Ol ON183ISIS (N) I I 830031 3H1 Ol 3SO10 031VO01
38 31d1d 3H1 1VH1 03883338d SI 11 '1
if
11 . 1
8 33S S1N10I' 13NVd 11 II 11 11 II • • • I 11 1 N
SM '01400 13NVd _ -' 32h'MO21VH O1 008 NOISN31 1V dnN a30Nn
a3HSVM wnMINIM .91 / C 3G a3Sn 3aVM0aVH NOSdwIS 31 :3101 I 83ISYlld (3)
CIRVOO1 Nnand mop _ - -- 1 '��''
C 1�1
wnwlNlw V 38V S31OH 51108 fr3) I - - - - --
1VHl Hons 3aVMa8VH (N) 31YXI � a3d — —_
• 1
NI" V H11M IIrN a Nr 3n10 1 -11- T / Ned J ,j. 1
L .16 311 A11nNl1NOO 83aNn 1 13NVd '01400 (3) — !� __ I
_ 1
r -O- 1 /
9NIwVa3 3008 30 301S 3 Ol `_ �'
33S wIHS a00MAld .Z /t t 01 I I x - ---- yo
.t/ t a av '03s 3 8 3HM j i i I ` ! X -
- - -_"- -- - --- -- 1 n - ---- 1 Nlland t (3) 839x31 (3) j
x e10 x9 /, 9 (3)
I I I I
31na3HOS 83e a0a 03gv38H1 -- - - - - - -- - - ss — _ _ - _
810 '3) �0 #.t /C /M OV36 (3) 30 MIS I i ' NOI1VOOl 31VN8311V
N118, iC xy H OV3 Ol 3WM08VH M3N O(1V 1 i - ,
)) � N1landens (3)
3 + i �' L t
13NVd '01400 3
(13a 3a 3HM 83l dnOO I () �' t
ONI 63 0008
—
b39NrH /M 8 39031 (3) - i 9NIwV23 13NVd •ONOO (3) 3008 (3)
L ?
r
iivi3a 5 30VUOHONV Miund-ens LL fffinf 3d C180HO M3N
g3 0 90V1S '70 .t 1V S11VN Pot /M (INV 3nm / M V Poll
'A1NO NOISSIw83d Nn6ndens xZ (3) Ol OnNS HOVIIV 'ONn HId30 -
n NnandenS (3) HO1V Ol Nn8ndens xZ MIA08d 03830OVIS '0'0 .t 1V SINN POL /M OW 8-8 WRION 6 t 33S S1NIM 13NVd NI L35330 1V • t
S,a30MVrl AdU dO W aNV S, ONIa11n8 HIIM S3AI1 VN 83 11V O ONV t/ ;SanOOO NnandenS xt 9NI1SIX3 3a3HM 3n19 NnandenS x (3) Ol OnNS FrOV11V 'Hid3a
a31V389 a0 xt SI Nlland -ens (3) A Nn8ndenS (3) HO1Vw Ol NnandenS xZ(N) ROR
31014 +sssssrssta :_
Nll8nd - 8nS xZ (N) 11r1SNl ION 00 NV 11
MIS V3 3WM(]dVH 30MHOVM (N) a013Va A S MUM MUM l3NVC 313801400 (3)
i ! 38 Ol NllandBnS x£ (3) ""' -
1 1 1 1NIVd 3AIt181HN1 SNVId a3d 03 NVId 3008 No SRON 33S —
I I I lsna /M 1NIVd dn 3 8 3HM sAVe lVNOUloar
3 01s 'r3 3 8d Mg2I1/H 31i Ali ( N) NnandenS x (3)
'AlV"J 03dd10 lOH j
__ -}- 3ZIS 310H 'XVw .9 /1. N� WId 300b NO S310N 33S II 0,038 SV XYM OZ t GWIS 38 AVW d"IS
II '
a3aln03b Sr 3AOw32l I
1 1 1
I i --
• •o•N'n ' 2nr*0WH (3) A3183A "
a31 J1034 3aVMOdM bad i - o8 n bH1 L ocV I f � 6 3HSV M ONnov 4r + 4T .�• � � � j II II j
140114! .B /C L£ z:
1
I I I
i l I
r �_JA
W YE
V9 -aH
8 t O1
. .9
9 -t9 Zl
9xt
O
-- '- -_ __ " Id did JLlb J17Id ;
I t S
\ 0NI83iSIS
9N1 ( ri a� 60 (3) P � I
_
�_ (N) a0 (3) � - sanOOO 3 8 3HM
W`1d 83d
3008 3) 1 ; `+ �--- -- 3DVbOHONr (N)
'
I I I
'
1 I
I '
NVId 83d 3Z,5 31`s�ld
Mon 11KIrr_I73a '31.r:-1 ►Inv
9 -tZ -Zl
£S £
V9-aH
l 1 .9
9-ti Zl
9xt
8
£S £
V5 -OH
.91 Ol .9
9 -tZ Zl
txt
V
11V130
3ALLrN8311V
31VN631lV
NOSdwIS
U!W P
3dA1
a 38 w 3 w 'Niw
Ad"
t 3
31n03HOS 3OVa0HONtl 11VM Nnand
C 1�1
wnwlNlw V 38V S31OH 51108 fr3) I - - - - --
1VHl Hons 3aVMa8VH (N) 31YXI � a3d — —_
• 1
NI" V H11M IIrN a Nr 3n10 1 -11- T / Ned J ,j. 1
L .16 311 A11nNl1NOO 83aNn 1 13NVd '01400 (3) — !� __ I
_ 1
r -O- 1 /
9NIwVa3 3008 30 301S 3 Ol `_ �'
33S wIHS a00MAld .Z /t t 01 I I x - ---- yo
.t/ t a av '03s 3 8 3HM j i i I ` ! X -
- - -_"- -- - --- -- 1 n - ---- 1 Nlland t (3) 839x31 (3) j
x e10 x9 /, 9 (3)
I I I I
31na3HOS 83e a0a 03gv38H1 -- - - - - - -- - - ss — _ _ - _
810 '3) �0 #.t /C /M OV36 (3) 30 MIS I i ' NOI1VOOl 31VN8311V
N118, iC xy H OV3 Ol 3WM08VH M3N O(1V 1 i - ,
)) � N1landens (3)
3 + i �' L t
13NVd '01400 3
(13a 3a 3HM 83l dnOO I () �' t
ONI 63 0008
—
b39NrH /M 8 39031 (3) - i 9NIwV23 13NVd •ONOO (3) 3008 (3)
L ?
r
iivi3a 5 30VUOHONV Miund-ens LL fffinf 3d C180HO M3N
g3 0 90V1S '70 .t 1V S11VN Pot /M (INV 3nm / M V Poll
'A1NO NOISSIw83d Nn6ndens xZ (3) Ol OnNS HOVIIV 'ONn HId30 -
n NnandenS (3) HO1V Ol Nn8ndens xZ MIA08d 03830OVIS '0'0 .t 1V SINN POL /M OW 8-8 WRION 6 t 33S S1NIM 13NVd NI L35330 1V • t
S,a30MVrl AdU dO W aNV S, ONIa11n8 HIIM S3AI1 VN 83 11V O ONV t/ ;SanOOO NnandenS xt 9NI1SIX3 3a3HM 3n19 NnandenS x (3) Ol OnNS FrOV11V 'Hid3a
a31V389 a0 xt SI Nlland -ens (3) A Nn8ndenS (3) HO1Vw Ol NnandenS xZ(N) ROR
31014 +sssssrssta :_
Nll8nd - 8nS xZ (N) 11r1SNl ION 00 NV 11
MIS V3 3WM(]dVH 30MHOVM (N) a013Va A S MUM MUM l3NVC 313801400 (3)
i ! 38 Ol NllandBnS x£ (3) ""' -
1 1 1 1NIVd 3AIt181HN1 SNVId a3d 03 NVId 3008 No SRON 33S —
I I I lsna /M 1NIVd dn 3 8 3HM sAVe lVNOUloar
3 01s 'r3 3 8d Mg2I1/H 31i Ali ( N) NnandenS x (3)
'AlV"J 03dd10 lOH j
__ -}- 3ZIS 310H 'XVw .9 /1. N� WId 300b NO S310N 33S II 0,038 SV XYM OZ t GWIS 38 AVW d"IS
II '
a3aln03b Sr 3AOw32l I
1 1 1
I i --
• •o•N'n ' 2nr*0WH (3) A3183A "
a31 J1034 3aVMOdM bad i - o8 n bH1 L ocV I f � 6 3HSV M ONnov 4r + 4T .�• � � � j II II j
140114! .B /C L£ z:
1
_-Ufa ..7 3015 ti3 '031409 f 'dJLL 301S HOB
SS3NHOIHI rn M 03813 3u A1 1nNLLN09 1
b 39031 (3) j i a3d 3aVMo 3u u1nN= 31MMICIS 39vbOH 13NVd '01400 (�) - I I �/ I i Nlw
s a3d 3 aVMO MM rnM air 3brMabVH I I ;;
13NVd ' ONOO (3) b 3WM /M 830031 (9) ' � � ���- oa � s0`'t
03"311 33HM V31d= 1 4 I 1
Cod
LOD
N
I
w
13NVd '01400 (3) NI 310H 30 33VJ OW I `
31V1d N33M13 8 1nOM0 ?INIbHS -NON 301AObd
I
' _ - - --
31VId H11M HSnv = - - -�-- O
ij I - -
�--
3e 08 MMOS dVO m"oiS aV m
W
- 1 4►--- n' ----� 1 A i 4 I - -- R:--- s . _ _ t I � M .. —: — _ .. 1> .�� - - - -� - --
III N ��' —♦ I I
�� "�
ss = r.�. •: s �.l s: _' s>w.�.rw .s: s a axe
101.1
+ lA I
+ I I
33S 1 1
I I 0 38 1 3 "ARM .9 /S I I
,
I 1
, Wild 113d 31Y1d I I
i
i
;
,. 1 r 1.
'�
II
ON3 H�3 5110891SM
I ; ; '
'
dAl R01d .O - Ix .Zx.t /l I
,
j H11M a3bino3a SV 30nds 1
II 'I 03b1t'10311 NOt.O.idSM
I M34 ON DO .0-, t 1V 39 � I j
r1�uC lun 1 Lin." »....n ... t
V30H
9 -tZ -Zl
txt - z
8
1/ i (1H
3nllrcla311r►
NOSdwIS
9 -tZ - Z I
txZ-Z
V
3
a38rUM 'Nlw
)48Vrr
t 3NOZ
3''na3HOS 3u AlInN11N0O Nnand - ens
_-Ufa ..7 3015 ti3 '031409 f 'dJLL 301S HOB
SS3NHOIHI rn M 03813 3u A1 1nNLLN09 1
b 39031 (3) j i a3d 3aVMo 3u u1nN= 31MMICIS 39vbOH 13NVd '01400 (�) - I I �/ I i Nlw
s a3d 3 aVMO MM rnM air 3brMabVH I I ;;
13NVd ' ONOO (3) b 3WM /M 830031 (9) ' � � ���- oa � s0`'t
03"311 33HM V31d= 1 4 I 1
Cod
LOD
N
I
w
3dVMObVH b3d 1108 nUMI 40W
I I
31'10H HNnSa31Nn0O/
I
I I 0 38 1 3 "ARM .9 /S I I
,
I 1
, Wild 113d 31Y1d I I
i
i
;
,. 1 r 1.
'�
II
ON3 H�3 5110891SM
1
0'N'n 1108 NOHOW AXOd3 0.t /4 I
31V1d • t/C Zx B�
I
_
Nnand (3) .0
r ir
'
I
1
30.0 -,1 SIIOHOW A ;
tt8t -N3 f 0 II
N 1108 MAUI U104
' •�
_-Ufa ..7 3015 ti3 '031409 f 'dJLL 301S HOB
SS3NHOIHI rn M 03813 3u A1 1nNLLN09 1
b 39031 (3) j i a3d 3aVMo 3u u1nN= 31MMICIS 39vbOH 13NVd '01400 (�) - I I �/ I i Nlw
s a3d 3 aVMO MM rnM air 3brMabVH I I ;;
13NVd ' ONOO (3) b 3WM /M 830031 (9) ' � � ���- oa � s0`'t
03"311 33HM V31d= 1 4 I 1
Cod
LOD
N
I
w
o3bin0 531014
3a3
SS3Nd;M KIM d31dn03 I I I
�
j '436113 i O
(70M4) 1nN OW b3HSVM 3/ I 1 .S .L /t C I
• '
8 � � 9 .. ,�, 1, ,1 V I I - �(H 9 - tt ZI tx -
1 1 •. 1. 11 N I 1,. 1
O ' -(H 9 -t tx£ b0 txZ -Z v
I fII XI EMI I1( r ...,l
- _ _ _ - = _ _ = < _ - -- s 3AUVNa311v 3du
s b38
• ; NOSdr t 114107 w 3w 'Nl Xavw
_..�:.� =asss� :__ -- __ -- :.sus =r _ = ,sssr. :sue I 31n 13MOS 301/2pH0NV 11VM Nllbn-8
,..�. .A .,- ,...,� v v mumm" cr► 1 1 dnS
I I 0 38 1 3 "ARM .9 /S I I
,
I 1
, Wild 113d 31Y1d I I
i
i
;
,. 1 r 1.
_-Ufa ..7 3015 ti3 '031409 f 'dJLL 301S HOB
SS3NHOIHI rn M 03813 3u A1 1nNLLN09 1
b 39031 (3) j i a3d 3aVMo 3u u1nN= 31MMICIS 39vbOH 13NVd '01400 (�) - I I �/ I i Nlw
s a3d 3 aVMO MM rnM air 3brMabVH I I ;;
13NVd ' ONOO (3) b 3WM /M 830031 (9) ' � � ���- oa � s0`'t
03"311 33HM V31d= 1 4 I 1
Cod
LOD
N
I
w
qt
ii
n
W)
R
, ' �K 6" MIN
MAX 6 MI
(E) OONCRETE WALL " N 1 2' TNIp!
• MAX EA THING
(E) 4x 1 P
3' (E) CONCRETE WALL 1 5 ., (� 4x 16 PURLN� P~ `
(E) 2x4 SUS PURUN I (E) 2x4 SUB-
PURUN
C4
1 A
•i 1
A N ♦
♦ I I .. ... ...
1 ,
• + 04 1 I ( 3 (N) HSS 10x6x 1 /2
(N) HSS tOx6x1 /2
• ; 1 1 1 1 1 .
1 1
N) XY 6 . 1 6• - 1 B0 PER 3
SIM
6`
TS PER EPDXY
40 -3/4 "0 SIMPSON SET EPO
�OL 3 O 6 Ot; I ST BERED
STAGGERED 1 S3 (N; HSS
. A (N) HSS - �A- -�
I 8` MIN. t
(E) CONCRETE A 6 MAX. (E) CONCRETE
« == WAL x ::
- WALL - � I
A
Y
SECTION A ECTION A� O
DETAIL t17 DETAIL 113 DETAIL 8 DETAIL 5 ETAIL
1
(N) 10 -3/4'0 SIMPSON SET EPDXY BOLTS
8` OC STAGGERED PER 1
8" S3
MIN
6' • 6`
6 6" 6" 6" L 2"
I MIN
-
I $ MIN
(E) 6 3/4 0 01 1/2" GLULAM i2" MAX "
()
A it E 4x 16 PURLIN
\ I •• 1 1 1 1 1 1 1 • Y \
(E) 2x4 SUB- PURLIN �
� I
♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ - —�- -
+ + ♦ ♦ ♦ ♦
C-4 6m
±
1 (E) GLULAN - 1
— �–"'I- z
(N) 14 -3/4'0 M.B.
(E) CONCRETE WALL 8' MIN. ___
16" MAX. %n t
r (N) 8`x1/4" PL (N) P� -
_..-
3 4 3 (N) HSS 10x6xt
(E) CONCRETE - - -
WALL i �
• 1
SECTION OA
i
DETAIL 18 DETAIL 14 DETAIL 10 DETAIL 8 ?DETAIL 2
i
(N) 2 ROWS OF 16d
NAILS O 4" OC
3/16" BENT PL
5 1/2" L
MIN. 3-
:: WITH 1 -3/4 "0 BOLTS
_ O Y -0 OC
r ,
3 SIDES
3/16
(E) 2x4 SUB-PURLIN
(E) 406 PURLIN
(N) HSS 10x6x 1 /2 t t !
REID Mll,L-LF Tt';P: i
OD
DETAIL 18 DETAIL 15 DETAIL w -- 11 DETAIL
DETAIL � _ 3
v
(E) 416 PURLIN
(E) 6 3/4 "x31 1 /2' GLULAM
1//4
op A
N
♦ ♦ ---- -
4D 0
♦ ♦
N
(N) HSS lOx6xl /2 1
(N) 3/4" PL (OR 50) 1 1/2' 2'
WITH 4 -3/4'0 A325
BOLTS
J
DETAIL 20 DETAIL 1 w
6 DETAIL 12 DETAIL
8 DETAIL 4 0
I `COPP
1t A
W 111
d s
3�Yg
e p
N
LLJ
J
m
Q
Z LL.
LLJ O
� � W I cc
O ` � t W
v�
11>sVIMO1M�
ISSUED FOR BLDG DEPT
REVIEW 5 -23 -05
BUILDPO Y DEPARTMENT
CORRECTIONS 8-
01111!10! JAD
Ow17! 5 -23 -05
90" AS NOTED
JM M0' 2005.033.02
S4
r`
N
0
�
O
'Q
U
O
Cn
oD
N
W
W
S
�
w W
= 0)
o 0X
0
=
N
L
co
co
J
..Q�
'J
•
�V)
I�
Oo
uj
�[
Q
00
o0
IV
I
CL
�./
A
cc
N
cd
W
*4-
N
N
LLJ
J
m
Q
Z LL.
LLJ O
� � W I cc
O ` � t W
v�
11>sVIMO1M�
ISSUED FOR BLDG DEPT
REVIEW 5 -23 -05
BUILDPO Y DEPARTMENT
CORRECTIONS 8-
01111!10! JAD
Ow17! 5 -23 -05
90" AS NOTED
JM M0' 2005.033.02
S4
r`