HomeMy WebLinkAboutPermit D16-0332 - 11060 BUILDING - SHELL WAREHOUSEThis record contains information which is exempt from public disclosure
pursuant to the Washington State Public Records Act, Chapter 42.56 RCW
as identified on the Digital Records Exemption Log shown below.
D1 6-0332
SHELL BUILDING
11060 TUKWILA INTL BLVD
RECORDSDIGITAL D-) EXEMPTION LOG
THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION
Page # Coda Exemption, � � � I3ri6f Explanatory 6escrlofion, Sfatutte/Ruilo
The Privacy Act of 1974 evinces Congress'
intent that social security numbers are a private
concern. As such, individuals' social security
Personal Information —
numbers are redacted to protect those
Social Security Numbers
individuals' privacy pursuant to 5 U.S.C. sec.
5 U.S.C. sec.
DR1
Generally — 5 U.S.C. sec.
552(a), and are also exempt from disclosure
552(a); RCW
552(a); RCW
under section 42.56.070(1) of the Washington
42.56.070(1)
42.56.070(1)
State Public Records Act, which exempts under
the PRA records or information exempt or
prohibited from disclosure under any other
statute.
Redactions contain Credit card numbers, debit
card numbers, electronic check numbers, credit
Personal Information —
expiration dates, or bank or other financial
RCW
392
DR2
Financial Information —
account numbers, which are exempt from
42.56.230(5)
RCW 42.56.230(4 5)
disclosure pursuant to RCW 42.56.230(5),
except when disclosure is expressly required by
or governed by other law.
Personal Information —
Redactions contain information used to prove
RCW
DR3
Driver's License. — RCW
identity, age, residential address, social security
42.56.230 (7a
42.56.230
number or other personal information required to
& c)
(7a & c)
apply for a driver's license or identicard.
Redacted content contains a communication
between client and attorney for the purpose of
obtaining or providing legal advice exempt from
RCW
Attorney -Client Privilege —
disclosure pursuant to RCW 5.60.060(2)(a),
5.60.060(2)(a);
DR4
RCW 5.60.060(2)(a); RCW
which protects attorney-client privileged
RCW
42.56.070(1)
communications, and RCW 42.56.070(1), which
42.56.070(1)
protects, under the PRA, information exempt or
prohibited from disclosure under another statute.
SHELL BUILDING
11060 TUKWILA INTL BLVD
Dl 6=0332
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Inspection Request Line: 206-438-9350
Web site: http://www.TukwilaWA.gov
DEVELOPMENT PERMIT
Parcel No:
0423049014
Address:
11060 TUKWILA INTERNATIONAL
Address:
BLVD
Project Name:
SHELL BUILDING
Owner:
Name:
D&C INVESTMENTS LLC
Address:
720 RAINIER AVE S, RENTON, WA,
98057
Contact Person:
Name:
DAVID KEHLE
Address:
1913 BONAIR DR SW, SEATTLE, WA,
98116
Contractor:
Name:
POE CONSTRUCTION INC
Address:
PO BOX 1838, AUBURN, WA, 98071-
1838
License No:
POECOI*247QZ
Lender:
Name:
SELF FUNDED BY OWNER
Address:
''I
DESCRIPTION OF WORK:
Permit Number: D16-0332
Issue Date: 3/23/2018
Permit Expires On: 8/24/2019
Phone: (206) 433-8997
Phone: (253) 833-2400
Expiration Date: 5/1/2019
CONSTRUCT NEW 97,932 SF TILT UP SHELL WAREHOUSE AND ASSOCIATED SITE IMPROVEMENTS, DEMOLISH
EXISTING 21,000 SF BUILDING UNDER SEPARATE PERMIT
D16-0281.
REFER TO PUBLIC WORKS PERMIT PW16-0180 FOR SITE IMPROVEMENTS.
REV #3 COVERS A BLOCK RETAINING WALL ALONG SOUTHERLY P/L AND LANDSCAPING ALONG S PROPERTY LINE
ON SPU RIGHT OF WAY.
Project Valuation: $7,823,787.48 Fees Collected: $140,486.74
Type of Fire Protection: Sprinklers: YES
Fire Alarm:
Type of Construction: 11113 Occupancy per IBC: S-1
Electrical Service Provided by: TUKWILA Water District: TUKWILA
SewerDistrict: VALLEYVIEW
ICurrent Codes adopted by the City of Tukwila:
International Building Code Edition:
International Residential Code Edition:
International Mechanical Code Edition
Uniform Plumbing Code Edition:
International Fuel Gas Code:
Public Works Activities:
Channel ization/Stripi ng:
Curb Cut/Access/Sidewalk:
Fire Loop Hydrant:
Flood Control Zone:
Hauling/Oversize Load:
Land Altering:
Landscape Irrigation:
Sanitary Side Sewer:
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
2015 National Electrical Code: 2017
2015 WA Cities Electrical Code: 2017
2015 WAC 296-46B: 2017
2015 WA State Energy Code: 2015
201S
Volumes: Cut: 0 Fill: 0
Number: 0
Water Meter: No -b
Permit Center Authorized Signature: U )�A_- I I Date:
I hearby certify that I have read and examined this permit and know the same to be true and correct. All
provisions of law and ordinances governing this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provisions of any other
state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this
clevelopmen�Lr-mi Mare to the conditions attached to this permit.
Signature: — Dat
Print Name_�/&() Or,�A�
This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if
the work is suspended or abandoned for a period of 180 days from the last inspection.
PERMIT CONDITIONS:
1: 'BUILDING PERMIT CONDITIONS'
2: Work shall be installed in accordance with the approved construction documents, and any changes made
during construction that are not in accordance with the approved construction documents shall be
resubmitted for approval.
3: All permits, inspection record card and approved construction documents shall be kept at the site of work
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17,
Table 1705.3.
5: 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.
6: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications.
7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete.
8: 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.
9: 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.
10: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop
drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings
shall be maintained on the site and available to the building inspector for inspection purposes.
11: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform
strictly with the recommendations given in the soils report. Special inspection is required,
12: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
13: Structural Observations in accordance with LB.C. Section 1709 is required. At the conclusion of the work
included in the permit, the structural observer shall submit to the Building Official a written statement that
the site visits have been made and identify any reported deficiencies which, to the best of the structural
observer's knowledge, have not been resolved.
14: Masonry construction shall be special inspected.
15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the
City of Tukwila Building Department (206-431-3670).
16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center.
17: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is
placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice
shall be removed from spaces to be occupied by concrete.
18: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty
certificate shall be provided to the building inspector.
19: 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.
20: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center (206/431-3670).
24: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is
calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all
purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC
906.3) (NFPA 10, 5.4)
25: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is
calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All
Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC
906.3) (NFPA 10, 5.4)
21: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied.
Hangers or brackets shall be securely anchored to the mounting surface in accordance with the
manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40
pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand-
held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that
its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the
bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm), (IFC 906.7 and IFC
906.9)
22: Extinguishers shall be located in conspicuous locations where they will be readily accessible and
immediately available for use. These locations shall be along normal paths of travel, unless the fire code
official determines that the hazard posed indicates the need for placement away from normal paths of
travel. (IFC906.5)
23: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached
that indicates the month and year that the inspection was performed and shall identify the company or
person performing the service. Every six years stored pressure extinguishers shall be emptied and
subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire
extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher
service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3)
26: Maintain fire extinguisher coverage throughout.
27: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge
or effort. (IFC 1010.1.9)
28: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the
door handle is engaged from inside the tenant space. (IFC Chapter 10)
29: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10)
30: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by
Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of
the wrist to operate. (IFC 1010.1.9.1)
31: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of
egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path
of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point
in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign,
whichever is less, from the nearest visible exit sign. (IFC 1013.1)
32: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high
with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have
letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing
between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in
the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The
word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign
illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction
shall be such that the arrow direction cannot be readily changed. (IFC 1013.6.1)
33: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than
90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency
power system provided from storage batteries, unit equipment or on-site generator. (IFC 1013.6.3)
34: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1
foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (I lux) measured along the path of
egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average and
a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time duration. A
maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC 1008.3.5)
35: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance
#2436)
37: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department
review and approval of drawings prior to installation or modification. New sprinkler systems and all
modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory
Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire
Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence
without approved drawings. (City Ordinance No. 2436).
38: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3)
36: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance
#2436)
40: All piping and attached appurtenances subjected to system working pressure shall be hydrostatically tested
at 200 psi (13.8 bar) or 50 psi (3.5 bar) in excess of the system working pressure, whichever is greater, and
shall maintain that pressure at /- 5 psi (0.35 bar) for 2 hours. Contact the Public Works Department at 206-
433-0179 to make an appointment. (NFPA 24, sec. 10.10.2.2.1)
41: A supply of spare sprinklers (never fewer than 6) shall be maintained on the premises so that any sprinklers
that have operated or been damaged in any way can be promptly replaced. These sprinklers shall
correspond to the types and temperature ratings of the sprinklers in the property. The sprinklers shall be
kept in a cabinet located where the temperature to which they are subjected will at no time exceed 100
degrees F. A special sprinkler wrench shall also be provided and kept in the cabinet to be used in the
removal and installation of sprinklers. (NFPA 13-6.2.9.1, 6.2.9.2, 6.2.9.3, 6.2.9.6)
42: The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees,
with a 5 -inch Storz fitting(s) and Knox FDC locking Storz cap. (City Ordinance #2436)
43: When the sprinkler riser is located inside a room, the door to the room shall have a sign with one -inch
letters which reads "Sprinkler Riser". (NFPA 13)
44: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade.
45: Fire department connections (FDC's) shall be oriented in the direction of fire apparatus access, have a 4
foot clear space in front and to the sides of the connection, be appropriately signed, have the building
address served by the FDC stenciled vertically in 3 -inch high white numbers on a "safety red" background
directly beneath the hose connection facing the direction of vehicular access, and protected from potential
vehicular damage.
46: Post Indicator Valves (PIV's) shall have the building address served by the PIV stenciled vertically in 3 -inch
high white numbers on a "safety red" background, facing the direction of vehicular access. (City Ordinance
#2436)
47: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of
N.F.P.A. 72 and City Ordinance #2437.
49: An approved manual fire alarm system including audible/visual devices and manual pull stations is required
for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act
(I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2437.
48: All new fire alarm systems or modifications to existing systems shall have the written approval of The
Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been
obtained. (City Ordinance #2437) (IFC 901.2)
52: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required
for this project.
68: Local I.I.L. central station supervision is required. (City Ordinance #2437)
50: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The
appropriate key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from
the Tukwila Fire Department. The lockbox should be mounted so that it is readily visible and not over 60
inches high. (City Ordinance #2437)
51: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may
require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437)
53: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code.
(NFPA 70)
54: Doors into electrical control panel rooms shall be marked with a plainly visible and legible sign stating
"ELECTRICAL ROOM" or similar approved wording. (IFC 605.3.1)
55: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that
set forth in Table No. 803.11 of the International Building Code.
56: New and existing buildings shall have approved address numbers, building numbers or approved building
identification placed in a position that is plainly legible and visible from the street or road fronting the
property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers
or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width
of 0.5 inch (12.7mm). (IFC 505.1)
57: Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide
line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO
PARKING", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING", and
painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs
shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily
readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall
they be more than four feet from the ground. (City Ordinance #2435)
58: All required hydrants and surface access roads shall be installed and made serviceable prior to and during
the time of construction. (IFC 501.4)
59: Fire Department access and existing hydrants shall be constantly maintained during demolition and
construction. (City Ordinance #2435)
60: Fire hydrants are required as detailed in City Ordinance #2052.
61: Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be
compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and
shall have a 11/4" Pentagon open -lift operating not. (City Ordinance 42052)
62: Fire hydrants shall be oriented in the direction of fire apparatus access.
63: Hydrants shall not be closer than 4 feet to any fixed object (e.g., fences, parking, building, etc.), with the
exception of hydrant guard posts. Guard posts shall be installed around hydrants not protected by curbs,
so as to help prevent motor vehicles from contacting the hydrant. The guard posts shall be either steel pipe
(minimum 4" distance) filled with concrete or concrete (minimum 8" diameter). Posts shall be 3 feet from
the center of the hydrant and shall not be in direct line with any discharge ports. Posts shall be 6 feet long;
3-3 1/2 feet shall be buried. Painted finish shall be the same color as for the applicable hydrants. The 4 -
foot circumference around the hydrant will be a level surface. (City Ordinance #2052)
64: When subject to vehicular damage, protective guard posts or curbs are required around all gas meters,
electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City
Ordinance #2052)
65: Private hydrants shall be all yellow. Hydrant color is to be "Rustoleum" #659 Yellow Gloss or Farwest #X-
3472 Case Yellow.
39: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances
#2436 and #2437)
66: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply
approval of such condition or violation.
67: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention
Bureau at (206)575-4407.
69: ***PUBLIC WORKS PERMIT CONDITIONS'
70: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility
locates, call 811 or 1-800-424-5555.
71: Temporary erosion control measures shall be implemented as the first order of business to prevent
sedimentation off-site or into existing drainage facilities.
72: The site shall have permanent erosion control measures in place as soon as possible after final grading has
been completed and prior to the Final Inspection.
73: Applicant shall apply for a separate Public Works construction permit to install a fire line double detector
check valve assembly (DDCVA) inside the building.
74: Contractor shall follow all the conditions of January 19, 2018 Sound Transit Letter off Agreement, which is
attached as part of this permit approval.
76: Prior to issuance of this permit applicant shall pay $159,111.62 in form of ASSIGNMENT of Account in lieu
of constructing frontal improvements along Tukwila International Blvd and S 112th Street. Applicant agrees
that the "AGREEMENT FOR PAYMENT IN LIEU OFFRONTAGE IMPROVEMENTS" be executed by May 10,
2018.
75: Landscaping to be brought to curb along S 112th St.
77: Hauling 6 loaded vehicles per hour/8 hours a day for 2 or more consecutive days or hauling hazardous
waste shall require application for a Hauling Permit prior to any associated activity.
78: Landscaping and landscape irrigation installation along S 112th St inside SPU property shall be in
accordance with attached City of Seattle -SPU PERMIT AGREEMENT File # 305-423.
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206) 438-9350
1700
BUILDING FINAL"
0301
CONCRETE SLAB
5200
EROSION MEASURES
5200
EROSION MEASURES
5210
EROSION MEASURES FNL
0612
EXT ROOFING INSUL
1400
FIRE FINAL
0201
FOOTING
0201
FOOTING
0201
FOOTING
0201
FOOTING
0201
FOOTING
0201
FOOTING
0202
FOOTING DRAINS
0200
FOUNDATION WALL
0409
FRAMING
0606
GLAZING
0608
PIPE INSULATION
1600
PUBLIC WORKS FINAL
1600
PUBLIC WORKS FINAL
1600
PUBLIC WORKS FINAL
0401
ROOF SHEATHING
0401
ROOF SHEATHING
4037
S I -CAST -I N -P LACE
4029
SI -COLD -FORM TRUSS
4000
SI -CONCRETE CONST
4000
SI -CONCRETE CONST
4000
SI -CONCRETE CONST
4000
SI -CONCRETE CONST
4043
SI-E.I.F.S
4046
SI-EPDXY/EXP CONC
4033
SI -HIGH LOAD DIAPH
4034
SI -METAL PLATE CONN
4024
SI -OBS -WIND REQUIRE
4028
SI-REINF STEEL -WELD
4035
SI -SOILS
4025
SI -STEEL CONST
:a
4026
SI-STRUCT STEEL
4004
SI -WELDING
4032
SI -WOOD CONST
0602
SLAB/FLOOR INSUL
0601
WALL INSULATION
0413
WALL SHEATHING/SHEAR
ig,
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Inspection Request Line: 206-438-9350
Web site: http://www.TukwilaWA.Rov
DEVELOPMENT PERMIT
Parcel No: 0423049014 Permit Number: D16-0332
Address: 11060 TUKWILA INTERNATIONAL Issue Date: 3/23/2018
BLVD Permit Expires On: 9/19/2018
Project Name: SHELL BUILDING
Owner:
Name: D&C INVESTMENTS LLC
Address: 720 RAINIER AVE S, RENTON, WA,
98057
Contact Person:
Name:
DAVID KEHLE
Address:
1913 BONAIR DR SW, SEATTLE, WA,
98116
Contractor:
Name:
POE CONSTRUCTION INC
Address:
PO BOX 1838, AUBURN, WA, 98071-
1838
License No:
POECOI*247QZ
Lender:
Name:
SELF FUNDED BY OWNER
Address:
''I
Phone: (206) 433-8997
Phone: (253) 833-2400
Expiration Date: 5/1/2019
DESCRIPTION OF WORK:
CONSTRUCT NEW 97,932 SF TILT UP SHELL WAREHOUSE AND ASSOCIATED SITE IMPROVEMENTS, DEMOLISH
EXISTING 21,000 SF BUILDING UNDER SEPARATE PERMIT
D16-0281.
REFER TO PUBLIC WORKS PERMIT PW16-0180 FOR SITE IMPROVEMENTS.
Project Valuation: $7,823,787.48
Type of Fire Protection: Sprinklers: YES
Fire Alarm:
Type of Construction: 11113
Electrical Service Provided by: TUKWILA
Fees Collected: $77,260.53
Occupancy per IBC: S-1
Water District: TUKWILA
SewerDistrict: VALLEYVIEW
ICurrent Codes adopted by the City of Tukwila: I
International Building Code Edition:
2015
National Electrical Code:
2017
International Residential Code Edition:
2015
WA Cities Electrical Code:
2017
International Mechanical Code Edition:
2015
WAC 296-46B:
2017
Uniform Plumbing Code Edition:
2015
WA State Energy Code:
2015
International Fuel Gas Code:
2015
Public Works Activities:
Channel ization/Striping:
Curb Cut/Access/Sidewalk:
Fire Loop Hydrant:
Flood Control Zone:
Hauling/Oversize Load:
Land Altering: Volumes: Cut: 0 Fill: 0
Landscape Irrigation:
Sanitary Side Sewer: Number: 0
Sewer Main Extension:
Storm Drainage:
Street Use:
Water Main Extension:
Water Meter: No
Permit Center Authorized Signature: )i&- W Date:
I hearby certify that I have read and examined this permit and know the same to be true and correct. All
provisions of law and ordinances governing this work will be complied with, whether specified herein or not.
The granting of this permit does not presume to give authority to violate or cancel the provisions of any other
state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this
development permit and agree to the conditions attached to this permit.
Signa
Print
ture: Date:
Name: A V'*11(1�1
This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if
the work is suspended or abandoned for a period of 180 days from the last inspection.
PERMIT CONDITIONS:
1: 'BUILDING PERMIT CONDITIONS'
2: Work shall be installed in accordance with the approved construction documents, and any changes made
during construction that are not in accordance with the approved construction documents shall be
resubmitted for approval.
3: All permits, inspection record card and approved construction documents shall be kept at the site of work
and shall be open to inspection by the Building Inspector until final inspection approval is granted.
4: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17,
Table 1705.3.
5: 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.
6: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications.
7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete,
8: 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.
9: 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.
10: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop
drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings
shall be maintained on the site and available to the building inspector for inspection purposes.
11: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform
strictly with the recommendations given in the soils report. Special inspection is required.
12: All construction shall be done in conformance with the Washington State Building Code and the
Washington State Energy Code.
13: Structural Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work
included in the permit, the structural observer shall submit to the Building Official a written statement that
the site visits have been made and identify any reported deficiencies which, to the best of the structural
observer's knowledge, have not been resolved.
14: Masonry construction shall be special inspected.
15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the
City of Tukwila Building Department (206-431-3670).
16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center.
17: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is
placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice
shall be removed from spaces to be occupied by concrete.
18: Prior to final inspection for this building permit, a copy of the roof membrane manufacturer's warranty
certificate shall be provided to the building inspector.
19: 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.
20: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila
Permit Center (206/431-3670).
24: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is
calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all
purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC
906.3) (NFPA 10, 5.4)
25: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is
calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All
Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC
906.3) (NFPA 10, 5.4)
21: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied.
Hangers or brackets shall be securely anchored to the mounting surface in accordance with the
manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40
pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand-
held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that
its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the
bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC
906.9)
22: Extinguishers shall be located in conspicuous locations where they will be readily accessible and
immediately available for use. These locations shall be along normal paths of travel, unless the fire code
official determines that the hazard posed indicates the need for placement away from normal paths of
travel. (IFC 906.5)
23: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached
that indicates the month and year that the inspection was performed and shall identify the company or
person performing the service. Every six years stored pressure extinguishers shall be emptied and
subjected to the applicable recharge procedures. if the required monthly and yearly inspections of the fire
extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher
service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3)
26: Maintain fire extinguisher coverage throughout.
27: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge
or effort. (IFC 1010.1.9)
28: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the
door handle is engaged from inside the tenant space. (IFC Chapter 10)
29: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10)
30: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by
Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of
the wrist to operate. (IFC 1010.1.9.1)
31: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of
egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path
of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point
in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign,
whichever is less, from the nearest visible exit sign. (IFC 1013.1)
32: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high
with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have
letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing
between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in
the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The
word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign
illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction
shall be such that the arrow direction cannot be readily changed. (IFC 1013.6.1)
33: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than
90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency
power system provided from storage batteries, unit equipment or on-site generator. (IFC 1013.6.3)
34: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1
foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (1 lux) measured along the path of
egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average and
a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time duration. A
maximum-to-minimurn illumination uniformity ratio of 40 to I shall not be exceeded. (IFC 1008.3.5)
35: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance
#2436)
37: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department
review and approval of drawings prior to installation or modification. New sprinkler systems and all
modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory
Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire
Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence
without approved drawings. (City Ordinance No. 2436).
38: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3)
36: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance
#2436)
40: All piping and attached appurtenances subjected to system working pressure shall be hydrostatically tested
at 200 psi (13.8 bar) or 50 psi (3.5 bar) in excess of the system working pressure, whichever is greater, and
shall maintain that pressure at /- 5 psi (0.35 bar) for 2 hours. Contact the Public Works Department at 206-
433-0179 to make an appointment. (NFPA 24, sec. 10.10.2.2.1)
41: A supply of spare sprinklers (never fewer than 6) shall be maintained on the premises so that any sprinklers
that have operated or been damaged in any way can be promptly replaced. These sprinklers shall
correspond to the types and temperature ratings of the sprinklers in the property. The sprinklers shall be
kept in a cabinet located where the temperature to which they are subjected will at no time exceed 100
degrees F. A special sprinkler wrench shall also be provided and kept in the cabinet to be used in the
removal and installation of sprinklers. (NFPA 13-6.2.9.1, 6.2.9.2, 6.2.9.3, 6.2.9.6)
42: The fire department connection (FDQ shall have a downward angle bend between 22.5 and 45 degrees,
with a 5 -inch Storz fitting(s) and Knox FDC locking Storz cap. (City Ordinance #2436)
43: When the sprinkler riser is located inside a room, the door to the room shall have a sign with one -inch
letters which reads "Sprinkler Riser". (NFPA 13)
44: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade.
45: Fire department connections (FDC's) shall be oriented in the direction of fire apparatus access, have a 4
foot clear space in front and to the sides of the connection, be appropriately signed, have the building
address served by the FDC stenciled vertically in 3 -inch high white numbers on a "safety red" background
directly beneath the hose connection facing the direction of vehicular access, and protected from potential
vehicular damage.
46: Post Indicator Valves (PIV's) shall have the building address served by the PIV stenciled vertically in 3 -inch
high white numbers on a "safety red" background, facing the direction of vehicular access. (City Ordinance
#2436)
47: A fire alarm system is required for this project, The fire alarm system shall meet the requirements of
N.F.P.A. 72 and City Ordinance #2437.
49: An approved manual fire alarm system including audible/visual devices and manual pull stations is required
for this project. The fire alarm system shall meet the requirements of Americans With Disabilities'Act
(I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2437.
48: All new fire alarm systems or modifications to existing systems shall have the written approval of The
Tukwila Fire Prevention Bureau, No work shall commence until a fire department permit has been
obtained. (City Ordinance #2437) (IFC 901.2)
52: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required
for this project.
68: Local U.L. central station supervision is required. (City Ordinance #2437)
50: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The
appropriate key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from
the Tukwila Fire Department. The lockbox should be mounted so that it is readily visible and not over 60
inches high. (City Ordinance #2437)
51: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may
require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437)
53: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code.
(NFPA 70)
54: Doors into electrical control panel rooms shall be marked with a plainly visible and legible sign stating
"ELECTRICAL ROOM" or similar approved wording. (IFC 605.3.1)
55: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that
set forth in Table No. 803.11 of the International Building Code.
56: New and existing buildings shall have approved address numbers, building numbers or approved building
identification placed in a position that is plainly legible and visible from the street or road fronting the
property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers
or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width
of 0.5 inch (12.7mm). (IFC505.1)
57: Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide
line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO
PARKING", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING", and
painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs
shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily
readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall
they be more than four feet from the ground. (City Ordinance #2435)
58: All required hydrants and surface access roads shall be installed and made serviceable prior to and during
the time of construction. (IFC 501.4)
59: Fire Department access and existing hydrants shall be constantly maintained during demolition and
construction. (City Ordinance #2435)
60: Fire hydrants are required as detailed in City Ordinance #2052.
61: Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be
compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and
shall have a 11/4" Pentagon open -lift operating not. (City Ordinance #2052)
62: Fire hydrants shall be oriented in the direction of fire apparatus access.
63: Hydrants shall not be closer than 4 feet to any fixed object (e.g., fences, parking, building, etc.), with the
exception of hydrant guard posts. Guard posts shall be installed around hydrants not protected by curbs,
so as to help prevent motor vehicles from contacting the hydrant. The guard posts shall be either steel pipe
(minimum 4" distance) filled with concrete or concrete (minimum 8" diameter). Posts shall be 3 feet from
the center of the hydrant and shall not be in direct line with any discharge ports. Posts shall be 6 feet long;
3-3 1/2 feet shall be buried. Painted finish shall be the same color as for the applicable hydrants. The 4 -
foot circumference around the hydrant will be a level surface. (City Ordinance #2052)
64: When subject to vehicular damage, protective guard posts or curbs are required around all gas meters,
electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City
Ordinance #2052)
65: Private hydrants shall be all yellow. Hydrant color is to be "Rustoleum" #659 Yellow Gloss or Farwest #X-
3472 Case Yellow.
39: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances
#2436 and #2437)
66: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply
approval of such condition or violation.
67: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention
Bureau at (206)575-4407.
69: 'PUBLIC WORKS PERMIT CONDITIONS'
70: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility
locates, call 811 or 1-800-424-5555.
71: Temporary erosion control measures shall be implemented as the first order of business to prevent
sedimentation off-site or into existing drainage facilities.
72: The site shall have permanent erosion control measures in place as soon as possible after final grading has
been completed and prior to the Final Inspection.
73: Applicant shall apply for a separate Public Works construction permit to install a fire line double detector
check valve assembly (DDCVA) inside the building.
74: Contractor shall follow all the conditions of January 19, 2018 Sound Transit Letter off Agreement, which is
attached as part of this permit approval.
76: Prior to issuance of this permit applicant shall pay $159,111.62 in form of ASSIGNMENT of Account in lieu
of constructing frontal improvements along Tukwila International Blvd and S 112th Street. Applicant agrees
that the "AGREEMENT FOR PAYMENT IN LIEU OFFRONTAGE IMPROVEMENTS" be executed by May 10,
2018.
75: Landscaping to be brought to curb along S 112th St.
77: Hauling 6 loaded vehicles per hour/8 hours a day for 2 or more consecutive days or hauling hazardous
waste shall require application for a Hauling Permit prior to any associated activity.
PERMIT INSPECTIONS REQUIRED
Permit Inspection Line: (206)
438-9350
1700
BUILDING FINAL"
0301
CONCRETE SLAB
5210
EROSION MEASURES FNL
0612
EXT ROOFING INSUL
1400
FIRE FINAL
0201
FOOTING
0202
FOOTING DRAINS
0200
FOUNDATION WALL
0409
FRAMING
0606
GLAZING
0608
PIPE INSULATION
1600
PUBLIC WORKS FINAL
0401
ROOF SHEATHING
4037
51 -CAST -1 N -PLACE
4029
SI -COLD -FORM TRUSS
4000
SI -CONCRETE CONST
4043
SI-E.I.F.S
4046
SI-EPDXY/EXP CONC
4033
SI -HIGH LOAD DIAPH
4034
SI -METAL PLATE CONN
4024
SI -OBS -WIND REQUIRE
4028
SI-REINF STEEL -WELD
4035
SI -SOILS
4025
SI -STEEL CONST
4026
SI-STRUCT STEEL
4004
SI -WELDING
4032
SI -WOOD CONST
0602
SLAB/FLOOR INSUL
0601
WALL INSULATION
0413
WALL SHEATHING/SHEAR
CITY OF TUKWILA Building Permit No. A- ko-11
Communi1j, Development Department
Public Works Department Preject No.
Date Application Accepted.
Permit Center
>
6300 Southeenter Blvd, Suite 100
0 xpi S.
ati n E e A
U Tukwila, IVA 98188 Date Application Expires:
(For ojffice us o Mnl y)
t ill\\\
CONSTRUCTION PERMIT APPLICATION
SITE LOCATION
Site Adc
Tenant
Applications and plans must be complete in order to be accepted for plan review.
Applications will not be accepted through the mail or by fax.
"Please Print"
King Co Assessor's Tax No*$%4 -W 057,54o 16 Z -'1 -
PROPERTY OWNER
Name:
Address:
Address
ity: State\\IA Zip:
C jty State\\,�
CONTACT PERSON — person receiving all project
communication
Name:
, W ; —VoH 16-(1,,
F�114
Address
QV1r2 YX Fk�,
City:
Stale\)6. z i p .1 (q,
Phonet�.
i#ikav-04.
Faft
Email:
6V
7GENERAL CONTRACTOR INFORMATION
C mpany NaWe�-
-0 "
Address:
City: State: Zip:
Phone: Fax:
Contr Reg No.: Exp Date:
Tukwila Business License No.:
Number:— Floor:—
New Tenant: F� ..... Yes E]..No
ARCHITECT OF RECORD
Company Name:lkiv
, W ; —VoH 16-(1,,
F�114
Architect Nam :
QV1r2 YX Fk�,
............ ........... ;;� 1 0
Addres
rt,1A!1112 -*,-X
Email:
StatdVk Zi
Phone: -ALV -&_4
FaxAft _1*.o
Email: ^
ENGINEER OF RECORD
Fc—ompanyName:
Engineer Name
Address:
I
Pt6 2W
City: StatdW6 zip:Oftf�l
Phone*C -40AP
Email:
H:kAppitcationsWonrns-Applications On Line%201 I Applications\Pernal Application Revised - 8-9-1 Ldoc,.- Page I of 4
Revised: August 2011
bh
BUILDING PERMIT INFORMATION — 206431-3670
Valuation of Project (contractor's bid price): S_1._Jt Existing Building Valuation: $?..I KLU
Describe the scope of work (please provide detailed information):
6Vw%t4Cr Wy &w-k�r�
ReeKitq w0boAt 2JJCVZ>,T 5AV44 Lkvm-A�F& Rwtt
Will there be new rack storage? ..... Yes No if yes, a separate permit and plan submittal will be required.
Provide All Building Areas in Square Footage Below
PLANNING DIVISION'
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): 1-V41 b% Floor area of principal dwelling:— Floor area of accessory dwelling:—
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or, her primary residence.
Number of Parking Stalls . Provided: Standard:_ Compact: Handicap:
Will there be a change in use? ....... Yes ...... No If "yes explain:
FIRE PROTECTION/IJAZARDOUS MATERIALS:
49 ....... Sprinklers 0 ....... Automatic Fire Alarm 0 ....... None ....... Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? D ....... Yes ....... No
If "yes, attach list ofmaterials and storage locations on a separate 8-112 " x I I "paper including quantities and Material Safe�y Data Sheets.
SEPTIC SYSTEM
D ....... On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
MApplicationsTorrns-Applimions On Line\2011 ApplicationsWerntit Application Revised - 8-9-1 Ldo� Page 2 of 4
Revised: August 2011
bh
Existing
Interior Remodel
Addition to
Existing
Structure
New
Type of
Construction per
IBC
Type of
Occupancy per
IBC
Is' Floor
2 d Floor
3'd Floor
I ors thru
Basement
Accessory Structure*
Attached Garage
Detached Garage
Attached Carport
Detached Carport
Covered Deck
Uncovered Deck
PLANNING DIVISION'
Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches)
*For an Accessory dwelling, provide the following:
Lot Area (sq ft): 1-V41 b% Floor area of principal dwelling:— Floor area of accessory dwelling:—
*Provide documentation that shows that the principal owner lives in one of the dwellings as his or, her primary residence.
Number of Parking Stalls . Provided: Standard:_ Compact: Handicap:
Will there be a change in use? ....... Yes ...... No If "yes explain:
FIRE PROTECTION/IJAZARDOUS MATERIALS:
49 ....... Sprinklers 0 ....... Automatic Fire Alarm 0 ....... None ....... Other (specify)
Will there be storage or use of flammable, combustible or hazardous materials in the building? D ....... Yes ....... No
If "yes, attach list ofmaterials and storage locations on a separate 8-112 " x I I "paper including quantities and Material Safe�y Data Sheets.
SEPTIC SYSTEM
D ....... On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health
Department.
MApplicationsTorrns-Applimions On Line\2011 ApplicationsWerntit Application Revised - 8-9-1 Ldo� Page 2 of 4
Revised: August 2011
bh
PUBLIC WORKS PERMIT INFORMATION — 206-433-0179
'f
Scope of Work (please provide detailed information):
*Fvvots 4M rr
Call before you Dig: 811
Please refer to Public Works Bulletin #1 for fees and estimate sheet.
Water District
F� ... Tukwila ... Water District # 125 Highline Renton
Fj ... Water Availability Provided
Sewer District
F1 ... Tukwila F1 ... Valley View Renton Seattle
E] ... Sewer Use Certificate Fj ... Sewer Availability Provided
Septic System:
F� On-site Septic System — For on-site septic system, provide 2 copies of a current septic desigfi approved by King County Health Department.
Submitted with Agglication (mark boxes which apply):
F1 ... Civil Plans (Maximum Paper Size — 22" x 34")
... Technical Information Report (Storm Drainage) Geotechnical Report E3 ... Traffic Impact Analysis
... Bond Ej .. insurance El .. Easement(s) E] Maintenance Agreernent(s) [] ... Hold Harmless — (SAO)
F1 ... Hold Harmless — (ROW)
Proposed Activities (mark boxes that applyh
Fj ... Right-of-way Use - Nonprofit for less than 72 hours
... Right-of-way Use - No Disturbance
... Construction/Excavation/Fill - Right-of-way
Non Right-of-way F1
... Total Cut cubic yards
... Total Fill cubic yards
Right-of-way Use - Profit for less than 72 hours
Right-of-way Use — Potential Disturbance
F1 Work in Flood Zone
[:1 Storm Drainage
f-1 ... Sanitary Side Sewer
Abandon Septic Tank
Grease Interceptor
Fj ... Cap or Remove Utilities
Curb Cut
Channelization
Frontage Improvements
Pavement Cut
Trench Excavation
...
... Traffic Control
Looped Fire Line
Utility Undergrounding
... Backflow Prevention - Fire Protection
Irrigation _"
Domestic Water
F1 ... Permanent Water Meter Size...—
WO #_
C] ... Temporary Water Meter Size..
WO#
WO #_
... Deduct Water Meter Size
F� ...Water Only Meter Size ............
... Sewer Main Extension ............. Public
Private F1
... Water Main Extension ............. Public
Private r_1
FINANCE INFORMATION
Fire Line Size at Property Line
F1 ... Water F1 ... Sewer
Monthly Service Billing to:
Name:
Mailing Address:
Water Meter Refund/Billing:
Name:
Mailing Address:
Number of Public Fire Hydrant(s)
F1 ... Sewage Treatment
Day Telephone:
City
Day Telephone:
State Zip
City Statc Zip
:\Applications\Form-Applicalions On Line\2011 Applications\Pemit Application Reised - 8-9-1 Ldocx Page 3 of 4
Revised: August 2011
bh
I PERMIT APPLICATION NOTES — I
Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject
to possible revision by the Permit Center to comply with current fee schedules.
Expiration of Plan Review —Applications for which no permit is issued within 180 days following the date of application shall expire by limitation.
The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be
requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition).
I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER
PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT.
BUILDING OWYER OR
Print Name: 1041,L/
Mailing Address: A
10
AGENT:
Date: 11�0(4te
4-A
Day TeIephone-.ft4"_ b -Ni
� 0
Z� Wb, I Le
City State Zip
H:\AppliratiomkFomis-Applicatiom On Line\2011 ApplicationsWerntin Application Revised - 8-9-1 Ldo�' Page 4 of 4
Reined: August2011
bh
DESCRIPTIONS ACCOUNT QUANTITY
PermitTRAK
PAID
$72.10
D16-0332 Address: 11060 TUKWILA INTERNATIONAL BLVD Apn:0423049014
$72.10
Credit Card Fee
$2.10
Credit Card Fee ROOO.369.908.00.00 0.00
$2.10
DEVELOPMENT
$70.00
ADDITIONAL PLAN REVIEW ROOO.345.830.00.00 1.00
TOTAL FEES PAID BY RECEIPT: R17003
$70.00
$72.10
Date Paid: Wednesday, February 27, 2019
Paid By: DAVID KEHLE
Pay Method: CREDIT CARD 03688D
Printed: Wednesday, February 27, 2019 9:45 AM 1 of 1 (r--, 7111'111� YSTEM 5
CO TUKWILA ETRAKIT
6200 SOUTHCENTER BLVD
TUKWILA, WA 98188
206-433-1870
CITY OF TUKWILA
Date: 02/27/2019 09:44:53 AM
CREDIT CARD SALE
VISA
CARD NUMBER: **********4465
TRAN AMOUNT: $72.10
APPROVAL CD: 03688D
RECORD #: 000
CLERK ID: Bill
Thank you!
Customer Copy
Date Paid: Friday, February 08, 2019
Paid By: SEBCO INC
Pay Method: CHECK 61502
Printed: Friday, February 08, 2019 11:36 AM 1 of l ll�SYSTEMS
Date,Paid: Friday, February 08, 2019
Paid By: SEBCO INC
Pay Method: CHECK 61504
Printed: Friday, February 08, 2019 11:37 AM 1 of 1 r-71, 111 '�fs YS TE M S
DESCRIPTIONS ACCOUNT QUANTITY
PermitTRAK
PAID
$69.87
D16-0332 Address: 11060 TUKWILA INTERNATIONAL BLVD Apn:0423049014
$69.87
Credit Card Fee
$2.04
Credit Card Fee ROOO.369.908.00.00 0.00
$2.04
DEVELOPMENT
$67.83
ADDITIONAL PLAN REVIEW ROOO.345.830.00.00 1.00
TOTAL FEES PAID BY RECEIPT: R14868
$67.83
$69.87
Date Paid: Thursday, July 05, 2018
Paid By: DAVID KEHLE
Pay Method: CREDIT CARD 00274D
Printed: Thursday, July 05, 2018 2:23 PM 1 of 1 OCRWSYSTEMS
Page 2 of 2
CO TUKWILA ETRAKIT
6200 SOUTHCENTER BLVD
TUKWILA, WA 98188
206-433-1870
CITY OF TUKWILA
Date: 07/05/2018 02:22:21 PM
CREDIT CARD SALE
VI SA
CARD NUMBER: **********0081 K
TRAN AMOUNT: $69.87
APPROVAL CD: 00274D
RECORD #: 000
CLERK ID: Bill
Thank you!
Customer Copy
https:Hclassic.convergepay.comNirtualMerchantltransaction.do?dispatchMethod=printTran... 7/5/2018
DESCRIPTIONS
PermitTRAK
ACCOUNT
QUANTITY
I
12MV-111m
$42,203.31
D16-0332 Address: 11060 TUKWILA INTERNATIONAL BLVD Apn:0423049014
$42,203.31
DEVELOPMENT
$39,955.75
PERMIT FEE
ROOO.322.100.00.00
0.00
$39,951.25
WASHINGTON STATE SURCHARGE
B640.237.114
0.00
$4.50
PUBLIC WORKS
$2 50.00
BASE APPLICATION FEE
ROOO.322.100.00.00
0.00
$250.00
TECHNOLOGY FEE
$1,997.56
TECHNOLOGY FEE
TOTAL FEES PAID BY RECEIPT: R14057
ROOO.322.900.04.00
0.00
$1,997.56
$42,203.31
w
Date Paid: Wednesday, March 21, 2018
Paid By: SEBCO INC
Pay Method: CHECK 60039
Printed: Wednesday, March 21, 2018 2:38 PM I of 1 cl?l"
fflff SYSTEMS
'40%, 0064
Date Paid: Wednesday, December 07, 2016
Paid By: SEBCO
Pay Method: CHECK 056018
Printed: Wednesday, December 07, 2016 9:44 AM 1 of 1 7W, w Y 5 F I M
INSPECTION RECORD. , 11)1(o- 6332 -
INSPECTION NO. I Retain a copy with permi PERMIT NO.
CITY OFTUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
P, TleLL &*11 W
T e o Ins ction:
VVV
V,
Address: U_ I
i 10 & 0 1-uiLw, tA-
oart'"e+--
- 6—cia
5pecial Instructions:
Mite Wanted.- !=a.m.
3 --S-- Zol p.m.
Reqwa�,,ter'
Phone No:
244
FlApproved per applicable codes. El Corrections required prior to approval.
MENTS:
Inspector: Uate:
REINSPECTION FEE REQUIRED, Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
ic
INSPECTION RECORD
Retain a copy with permit I �J Ib- 0332]
Z11 0 2NN 0] PERMIT NO.
CITY OFTUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Project.5 k. I I &
T 11n u
e o spge'on:
a I IF; to C-(,
&"a-CalLad: V
13 Ly&
Address:
I I Q(g) =N,�,rray.�L
Special Instructions:
Date Wanted: -2-
>- Z01 a -m.
p.m.
Requester: N.. --
Phone No:
11 Approved per applicable codes. Ocorrections required prior to approval.
iCOMMENTS:
M WOMi
F T P
.F mmmlmnlwj-LWZF!M��
MDR
i �A
'V
111L19I;Xd( a-1110— I Date,
yffrwl 77 3�2!Dllq
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedute reinspection.
INSPECTION RECOIRD. I -3a
INSPECTION NO. I Retain a copy with permit PERMIT NO.
CITY OFTUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tu kwi [a. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Project:
Type of Inspection:
Address:
Date Called:
nigc)
Special Instructforil:
Date Wanted.-
a.m.
13_rr�
Requester:
Phone No:
[j�Appnovecl per applicable codes. 1-1 Corrections required prior to approval.
01
I I paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.
INS.PECTION FZECOIRD.
I
Retain a copy with permit
INSPECTION NO.
P 1� 32 -
-037
PERMIT NO.
CITY OFTUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188
(206) 431-3670
Permit Inspection Request Line (206) 438-9350
Phone No:
I Z4%-5767/- -(Y I
Project:
SkAL
0
la'lbo)
T f Inspectio
W, - - - - - U,
Address:
110(90 /14,y1d1J,4 35*1
Se+e-GaUed-
gtw.
Special Instructions:
F,',,
#'&'q
ca,,si-
— /21 )Ucao
Date Want6d: a.m.
-7- - 2- -7 - ZO p.m.
Requesler: .
x -b
Phone No:
I Z4%-5767/- -(Y I
F-1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INS.PECTION RECOIRD.
Retain a copy with permit
INSPECTION NO. PERMIT NO.
CITY OFTUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Project:
!�� �3 V/ 0>
Type of Inspection:
cKzz too.) 144 E4so El�
Addiess:
Date Called:
Special Instructions:
Date Wante a.m.
1ReqLfester:(
Phone No:
FlApproved per applicable codes. 5(corrections required prior to approval.
Inspector: Date:
E911 O�X- �
CAAV�� I Lig, -.ZVI
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call. to schedule reinspection.
INSPECTION RECORD.
Retain a copy with permit I Mo
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Project:
Ty—pe of Inspection:
Address:
Date Called:
11ZYP6 7-,-/,
Special Instructions:
Date Wanted:
2?'00A9
Requester:
40016
Phone No:
[--� Approved per applicable codes. F� Corrections required prior to approval.
-17
I Inspector: &-5— 1 Date: 1-7-4S I
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION RECORD
VVI I Retain a copy with permit I D) 0 3 37Z -
INSPECTION NO. PERMIT NO.
CITY OFTUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
nApproved per applicable codes. El Corrections required prior to approval.
COMMENTS:
Iinspector: —A� I wate: 1
F-1 REINSPECTIUN FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION RECORD.
Retain a copy with permitlub
INSPECTION NO. PERMIT NO.
CITY OFTUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
F-1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 South t B1 d Suite 109. Ul to sjh7d Le reinspectp'n,
Cw��P5Lnej.s W g I T;�j
A-OV-�t b
cerrr"
INSPECTION RECORD
etain a copy with permit lDff,-0'3'32-1
INSPECTION NO. PERMIT NO.
CITY OFTUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
PApproved
per applicable codes. Corrections required prior to approval.
COMMENTS:
'Cl
pAneLs J!Lr—� AC!C-lc
I
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION RECORD
Retain a copy with permit
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Project:
-5-1y�aL-
Type of Inspection:
1096�)n22
Address:
Date Called:
Special Instructions:
Date Wanted:
-2
Requester:
Phone No:
nApproved per applicable codes. Mcorrections required prior to approval.
I A10 00NIMC7— 41W T17X 0,�— 40505CC -t� I
Inspector: Date
REINSPECTION FEE REQUIRED. Prior to next inspection. fee must b6
paid at 6300 Southcenter BLvd., Suite 100. Call to schedule reinspection,
Retain a copy wit
INSPECTION RECORD
7:>t M I h p e rm it 0.3-32
INSPECTION NO. PERMIT NO.
CITY OFTUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
IVA LITY,
45 VAM --W11
,AIFAI
WAAAMYJ
,300A.W M.IMM. ffmm
i; I= - -- ----
Fe 0 WM- WA a V. 6%-1'
i 0��
WRAINE �9 -
Inspect jTa-t-e�
',., 'y
0T7&.QXaQ! :;W I , _ ge'14—
F� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.
INSPECTION RECORD
Retain a copy with permit 11)1(6-03�72-
INSPECTION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
Pro'Q�tn-- Type nsp cti n:
Add`r6ss: ftLt: k allIzu.
/10& t) I W+-NkN 0j—
Special Instructions: Date Wanted: a.
5-7,S P -T.,
Requester: Bivb
Phone No:
-Zoe,
nApproved per applicable codes. E I Corrections required prior to approval.
N
I Inspector: K�1(11' ht, I Da'� �1, -7 / 2. C Ph T "' I
El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Cat( to scheclute reinspection.
INSPECTION FZECORD
Retain a copy with permit D I to - 0;;2
INSPMION NO. PERMIT NO.
CITY OF TUKWILA BUILDING DIVISION
6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670
Permit Inspection Request Line (206) 438-9350
iress:
I D1
uate wantea�, a.m.
13 W. I I , _ 1-7 -Zoe P.Mv
lReauester: — I
jOV Ar M . IlPhone No:
REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be
paid at 6300 Southcenter Blvd., Suite 100. Call, to schedule reinspection.
Ong
INSPECTION RECORD
Retain a copy with permit
INSPECTION NUMBER . ERMIT NUMBERS,
CITY OF TUKWILA FIRE DEPARTMENTP
206-575-4407
Project:
Type of Inspection:
Address:
/X� 64
Contact Person:
suite #:
Pre -Fire: IV AQ�dt Cl
Special Instructions:
Phone No.:
�jTApproved per applicable codes. 1-1 Corrections required prior to approval.
COMMENTS:
t(rz (- / c6tz r
b�' -tp ( o
H , y0go e�
rv% v5T
7'0
CcijDt 72cl-J Fei6
7(tr
Z- 05
Needs Shift Inspection: ILIee 41�elll
Sprinklers:
Fire Alarm:
Hood & Duct:
Monitor:
Pre -Fire: IV AQ�dt Cl
Permits:
Occupancy Typ��
inspector: Date: 4�1
Hrs.:
F-1 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from
the City of Tukwila Finance Department. Call to schedule a reinspection.
Liming AOaress
Attn: Company Name:
Address:
City: State: zip:
Word/Inspection Record Form.Doc 3/14/14
T.F.D. Form F.P. 113
GMUTUAL MATERIALS HARDSCAPE PRODUCT DATA SHEET
0 CORNERSTONE 0
M _W
RECEIVE REVIEVktD �FOR
ODE COMPLIANCE
APPRWAPalls
FEB -1. 3 201 FEB 2 5 2019
TUKWILA
Gray CornerStoneO
7
xnip':5
%
_T11'
r
k 7
N
.4
L
AVAILABLE COLORS
For information on custom colors, please contact a Mutual Materials sales representative.
Custom colors may be restricted by the size of the order or project.
liftc; IVP -U
C17Y OF TUKWILA
FEB 0 6 2019
PERMIT CENTER
200 -SERIES
The ComerStone 200 -Series units are used for critical retaining wall sites, such as highways,
water sensitive areas (rivers, lakes or ocean shores) and very tall or high -loaded stressed projects.
200 -Series units can be used for gravity walls up to 6'and reinforced walls up to 30' For walls over
4 feet high, consult an engineer.
46 A -
'10;46 49
rV T
NIL:M.
I
retaining wall structures
or mechanically stabilized,
geogrid reinforced soil
retaining structures.
Applications range from
low, lightly loaded gravity
designed residential
retaining walls to high
(30 ft.), commercial and
industrial geogrid
reinforced structures.
Whether the design
is simple or complex,
ComerStone walls retain
their strength, while flexing
under seismic loading,
or in landscape applications
such as curved walls, steps
and terraces.
The CornerStone 100 and
200 Series are ideal for
municipal and commercial
retaining structures as well
as residential serpentine
garden walls. Units are
available in a variety of
colors and two shapes—
radius face and flat face,
which blend well with
buildings and surrounding
landscape to enhance the
overall appearance of
your project.
AD/Ia� 4
%NMNW I.T.000",
The units should be used where structural stability is important, such as a site that has a slope TERRACES PLANTERS RETAINING
WALLS
above the top of the wall. This unit can also be used as a base course for a 1 00 -Series wall to
provide added base stability. 200 -Series walls can be finished with the 100- or 50 -Series cap units.
Coverage Units Coverage Weight Weight R-200 Unit
Pallet Pallet Piece Pallet 8" x 18" x 22"
1 PC /ft, 25 2S ft2 130 lb 3,330 lb 20.3 cm x 45.7 cin x 56 cin
L (10.76 PC / m2) (2.325 M2) (59 kg) (1,510 kg)
1 Pc �ft2 21 25 ft2 130 lb 3,330 lb F-200 Unit
(1076 / ) (2.325 M2) (59 kg) (1,S 10 kg) 8" x 18" x 22"
All Weightper Pallet noted above include o50 lbpolletweight 20.3 cm x 45.7 cm x 56 cm
Maximum gravity wall height. 6'Without any surcharges. Maximum reinforced wall height. 30'
Note. each course batters back Slaff from the previous course.
CORRE9TIONqEVISION'NOO.'�_
02018 Mutual Materials - US CornerStone* - 6/2018 - www.Mutuall a.#. I - 1
E
100 -SERIES
The 1 00 -Series units are suitable for landscape gravity walls. When using geosynthetic reinforcements, the I 00 -Series wall has
excellent stability and is structurally sound for tall walls up to 30'. The 1 00 -Series displays the versatility and flexibility that are
ideal for creative designs for residential and commercial projects.
The 1 00 -Series caps are available with straight sides for straight walls or tapered for curved walls. The F-1 00 corner unit
saves time when building an outside 90* corner. The running -bond pattern is maintained when using the corner units. The
two-sided textured corner units can also be used to build pillars, finish top -of -the -wall steps or outside corners of stairs.
The overlapping corner units can be secured by using concrete adhesives. The corner unit is available in flat face only, but is
suitable for use with both radius and flat face walls.
NOTE. There is an additional I 00 -Series CornerStone unit with a new lug system that offers the same performance, but
reduces the setback of each course and allows for near -vertical walls.
Coverage Units Coverage
Weight
Weight
Pallet /Pallet
Piece
Pallet
0.96 pc ft, 3 8.4 ft2
76 Ib
3,090 lb
40
(11.21 pc rri� (3.57 ml)
(34.5 kg)
(1,402 kg)
1.44 In ft / pc 32
46.08 In ft
1101b
3,570 Ib
(OA39 In rn / pc)
(14.05 In m)
(50 kg)
(1,6903 kg)
(27 kg)
1.44 In ft / pc
34.56 In ft
122.62 lb
3,000 1 b
(1,329 kg)
24
(0.439 In rn / PC)
(10.54 In m)
(56 kg)
(1,360.8 kg)
1 pC/ft2
40 112
83 lb
3,570 lb
40
(10.76 pC M2)
(3.72 M2)
(34 kg)
(1,690.3 kg)
1.5 In ft pc
48 In ft
1101b
3,570 lb
(OA57 In rn / pc) 32
(1 4.63 In m)
(50 kg)
(1,690.3 kg)
F-10OCap
1.5 In ft / pc
48 In ft
122.62 Ib
3,000 Ib
kraight-sides
24
(0.457 In rn / pc)
(14.63 In rn)
(56 kg)
(1,360.8 kg)
1.5 ft2 / pc
F-100Corner 40
60 ft2
85 lb
3,450 lb
(.093 M2 / pC)
(3.72 M2)
(38.5 kg)
(1,565 kg)
All Weightper Pallet noted above include a 50 lb pollet weight.
Maximum gravity wall height. 4! Without any surcharges. Maximum reinforced wall height. 30: Minimum radius 3'5" .
*Also available with straight -sides.
Note: Each course batters backsla"frorn the previous course.
SO -SERIES
The 50 -Series cap units are available with tapered sides for curved walls and straight sides
for straight walls. The cap units can be used with 50, 100 and 200 -Series unit walls.
Coverage Units Coverage
Pallet / Pallet
1.5 In ft / pc 48 721nft
(OA57 In rn / pc) (21.95 In rn)
1.5 In ft / pc 48 72 In ft
(0.457 In rn / pc) (21.95 In m)
1.5 In ft / pc 48 72 In ft
(OA57 In rn / pc) (21.95 In m)
1.5 In ft / pc 48 72 In ft
(OA57 In rn / pc) (21.95 In m)
All Weight per Pallet noted above include a 50 lbpollet weight.
* R-50 Cap and F-50 Cop ore available with straight sides.
Maximum gravity wall height. 3'
Note: Each course bafters back 518"from the previous course.
Weight / Piece
Weight
Pallet
60 lb
2,930 lb
(27 kg)
(1,329 kg)
60 Ib
2,930 lb
(27 kg)
(1,329 kg)
60 lb
2,930 lb
(27 kg)
(1,329 kg)
60 lb
2,930 lb
(27 kg)
(1,329 kg)
R-11 00 Unit
8* x 17.325' x 12"
(20.3 an x 44 cm x 30.5 an)
R-100 Cap*
8" x 18" x 12"
(20.3 cm x 45.7 cm x 30.5 cm)
F-1 00 Unit
a . X 18' X 12*
(20.3 cm x 4S.7 cm X 30.5 an)
F-100 Cap*
8" X 18' 112'
(203 an x 45.7 an x 30.5 an)
F-11 00 Corner
a" X 18" X 9"
00 (20.3 cm x 45.7 cm x 23 cm)
R -SO Tapered Cap*
4"118" K 12'
(10.2 cm it 45.7 cm x 30.5 cm)
I il_�%_
R-50 Straight -Sided Cap
4 x`18'02'
(10.2 cin : 45.7 cm x 30.5 cm)
10
F-50 Tapered Cap*
4" x 18* x 12'
(10.2 an x 45.7 cm 130.5 (m)
F-50 Straight -Sided Unit
4"x 18"x 12"
(10.2 an x 45.7 im 9 30.5 cm)
A*,
2 a Mutual Materials US CORNERSTONE' 6/2018 www.mutualmaterials.com
r
SECURELUe CONNEC71ON
WITH GEOSYNTHETIC
REINFORCEMENT
SECURE CAP WITH -
CONCRETE ADHESIVE
CLEAR CRUSHED DUN
ROCK IN UNITS AND
BEHIND WALL
PERFORATED DRAIN PIPE
SURROUNDED
BY CLEAR CRUSHED
DRAIN ROCK
WRAPPED WITH
FILTER FABRIC
DRAIN PIPE OUTLET
COMPACTED
IMPERVIOUS MATERIALS
AT TOE OF WALL
LANTING SOIL
COMPACTED GRAVEL LEVELING PAD -J
FOUNDATION SOIL
SOIL SEPARATING
FILTER FABRIC
This diagram is for illustrative purposes only. Not for construction.
PLAh1TING SOIL
"EXCAVATION CUT LINE
COMPACTED BACKFILL
GEOSYNTHETIC REINFORCEMENT
COMPACTED IMPERVIOUS
MATERIALS
DESIGN FLEXIBILITY
CornerStone's lug design, wedged shape and two-inch lateral allowance in the interlock, make it possible to design 90' and
45' inside or outside corners. Concave and convex curves flow with precision. Walls can be split and rejoined for planting beds.
Stairs, with secure railings, can be effectively integrated into any hardscape design. When geosynthetic reinforcement is added,
a CornerStone wall becomes a dependable, attractive system that can effectively stylize or promote the natural qualities of a site.
CornerStone can be safely used in high -terraced walls, under difficult site conditions.
INSTALLATION ADVANTAGE (For more specific and detailed instructions, please contoctyour Mutuolsoles representative)
One person can handle the lightweight, hollow -core units.The patented, one-step connection system speeds up installation
time considerably. The tapered design helps avoid costly and time-consuming cutting that can be required to meet design
needs.
Construction can continue during inclement weather when using free -draining granular backfill. On completion, parking lots,
roadways, and building structures above and below the wall can be started immediately because all backfill materials are
compacted to 95% Standard Proctor dry density or greater.
02018 Mutual Materials - US Cornerstone' - 6/2018 - www.MutualMaterials.com 3
4
INSTALLATION ADVANTAGE (continued)
ComerStone walls can be disassembled and reassembled, making the ComerStone system an ideal choice for land easements,
or where access to underground services is required. In addition, the lug design is exceptionally fast and easy to install because
of the precision fit and the one-step interlock.
Installation guidelines are available online at www.mutualmaterials.com or from your Mutual Materials sales representat
PRODUCT AVAILABILITY
Not all shapes shown here are stocking. Please consult your Sales Representative or local Mutual Materials Branch for stocking
shapes and colors. Custom colors may be available by special order.
MUTUAL MATERIALS LOCATIONS
For product information and customer service, call 1-888-MUTUALO (688-8250).
WASHINGTON
OREGON
Auburn
Port Orchard
Bend
Bellevue
Spokane
Clackamas
Bellingham
Tacoma (Parkland)
Durham
Marysville
VancouverWA
Hillsboro
Olympia (Tumwater)
Salem
IDAHO MONTANA
Hayden Missoula
MUTUAL
MATERIALS@
www.mutuatmateriaIs.com
4 0 Mutual Materials US CORNERSTONE' 6/2018 www.mutualmatedals.com
Instrument Number: 20190125000812 Document: Rec: $105.00 Page -1 of 7
Record Date: 1 /25/2019 1—:33 PM
ElectronicalIN- Recorded King Counq-, WA
Return Address:
CITY OF TUKWELA
Office of the City Clerk
6200 Southeenter Blvd.
Tukwila, WA 98188
(206) 433-1800
CITY OF TUKWILA
DOCUMENT RECORDING
COVERSHEET
RECEIVED
JAN 2 8 2019
TUKWILA
PL.jr,LIC WORKS
Document Title: Agreement by and Between the City of Tukwila and SEBCO Inc.
for Payment in Lieu of Constructing Frontage Improvements
Parties: SEBCO Inc.
4020 East Madison Street, Ste 320
Seattle, WA 98112
Attn: Jay Blasingame
Legal Description: APortionofS399.23FTOFGLIOLYEOFSTRD#ITGWS
389.23 FT OF SW 1/40F SW IASTR 03-23-04 W OF CO RD LESS PL R/W LESS
TRANS LN R/W PER TUKWILA LOT CONSOLIDATION #L16-0074 REC
20170913900006 AND RERECORDED UNDER REC # 201803002900007.
Assessor's Property Tax Parcel/Account Number(s):
042304-9014
V,� C—S - cs & \ - , F.� \ - s: �
INs Dmment Is RemMed
As A Courtesy Only.
PgAmerican Title Insuixince CompW
Assum93 ND 1.1ability For-_'
SufficiencyNalldity OrAccurM,
NG-03SZ
Instrument Number: 20190125000812 Document: Rec: $105.00 Page -2 of 7
Record Date: 1/25/2019 2:33 PM King County, WA
AGREEMENT BY AND BETWEEN THE CITY OF TUKWILA
AND SEBCO,Inc. FOR
FOR PAYMENT IN LIEU OF CONSTRUCTING FRONTAGE IMPROVEMENTS
This Agreement is made and entered into this AT day of October 2018, by and between
the CITY OF TUKWILA ("City"), a non -charter, optional code Washington municipal
corporation, and SEBCO Inc., ("Developer") a Washington Corporation, having place of business
at 4020 East Madison St., Ste 320, Seattle, WA 98112, 1 CDeveloper")
1. RECITALS
WHEREAS, the Developer wishes to construct a new 97,932 tilt up warehouse building
and associated site improvements (storm drainage, parking, landscaping etc) at 11060 Tukwila
International Blvd, Tukwila, Washington ("Development") with other associated on-site private
improvements; more particularly described by the legal descriptions contained in Attachment A,
attached hereto and incorporated by reference; and
WHEREAS, under TMC Chapter 11.12.030, this proposed development is required to
install curbs and gutters, sidewalks and other frontage improvements in accordance with
specifications and standards of the TMC and approved by the Public Works Department; and
WHEREAS, all roadway design in the City shall meet the design guidelines and
requirements in the Transportation Element of the Comprehensive Land Use Pan, other applicable
subarea plans and the requirements under Tukwila Municipal Code C'TMC"); and
WHEREAS, under TMC Section 11. 12.030(C) payment in lieu of improvements is an
option authorized by the zoning code that may be exercised by the Developer if approved by the
Director of Public Works; and
WHEREAS, the City and Developer have agreed that street frontage improvements would
be more efficiently constructed as part of the City's Project and the Developer agrees to pay the
City an amount equal to the cost of installing the required frontage improvements as specified in
this agreement; and
WHEREAS, pursuant to TMC 11.12.030(C) the Developer and City hereby enter into this
agreement pursuant to the terms and conditions set forth herein;
NOW THEREFORE, in consideration of the foregoing mutual promises and other good
and valuable consideration, the sufficiency of which is hereby acknowledged, the parties agree as
follows:
I . Improvements. The Director has determined that street frontage improvements
required for the Development should be constructed as part of the City's Project.
Page 1 of 5
Instrument Number: 20190125000812 Document: Rec: S10-5.00 Page -3 of 7
Record Date:1/25/2019 2:33 PM King County, WA
2. Payment. The Developer has provided documentation satisfactory to the Director
that establishes the cost of materials, labor and quantities in an amount equal to the property
owner's cost of installing frontage improvements. The Developer shall pay to the City a total
5 0 1 d,
amount of $159,111.62 (13,735.27 for Tukwila International Blvd and S 145,376.7 f r S 1 2
Street) in lieu of constructing the frontage improvements
Prior to request for occupancy, the Developer shall place with the City cash or cash equivalent
form acceptable to the City of Tukwila.
Length of Agreement This Agreement shall remain in effect for 5 years from the date of the
execution of this Agreement by all parties. The Public Works contact shall be awarded by the City
no later than five years from the execution of this Agreement for funds held by the City to be
eligible for use and credited against the Development's frontal improvements
Termination of Agreement The Developer, as part of this Agreement has assigned funds to
the Cift in the amount of S159,111,62. These monies will remain with the City and accrue
interest which may be used as part of the final actual cost of the frontal inilDrovements. If the
City doesn't award the construction contract Within five years, the assigned funds and
accrued interest shall revert back to the owner. The owner may elect to terminate this
Agreement before the five years is complete, otherwise assigning these funds to the City o
Tukwila for other use, at the City sole discretion, on improvements to Tukwila International
Blvd and South 1121h Street
3. Amendment. This Agreement shall only be amended by a written agreement
executed by both the Developer and the City.
4. Recording. The ternis and conditions of this Agreement shall be covenants running
with the land, The Developer authorizes this to be recorded in the office of the Recorder, King
County, Washington.
S. Enforcement. This Agreement shall only be enforced by the parties hereto. No
third party shall have standing to enforce the terms of this Agreement.
6. Waiver of Objection. The Developer, for itself and its successors and assigns
hereby waives any objection that it may have to the payment.
7. Severability. If any section, sentence, clause, provision or portion of this
Agreement is declared unlawful or unconstitutional for any reason, the remainder of this
Agreement shall continue in full force and effect.
8. Notice. All notices or communications provided for by this Agreement must be in
writing, and may either be delivered personally, by certified mail, or by express delivery service,
return receipt requested. Such notices shall be deemed delivered on the date of receipt, as
Page 2 of 5
Instrument Number: 20190125000812 Document: Rec: $105.00 Page -4 of 7
Record Date:1/25/2019 2:33 PNI King County, WA
evidenced b� the return receipt or the equivalent, (e.g., date stamp of recipient). All notices or
communications shall be given to the Parties at their addresses set forth below:
Page 3 of 5
Instrument Number: 20190125000812 Document: Rec: $105.00 Page -5 of 7
Record DateJ/2512019 2:33 PM King County, WA
For the City of Tukwila:
City Clerk
City of Tukwila
6200 Southcenter Boulevard
Tukwila, WA 98188
For Sebco Inc:
Sebco,C,eFpwqt
Attn: ---- 9-21'.4 -136UM 1 rZV m
4020 East Madison St., Ste #320
Seattle, WA 98112
-9. Entire Agureement. This Agreement contains the entire Agreement between the
Developer and the City regarding this subject matter.
10. Counterparts. This Agreement may be executed in counterparts, each of which
shall be deemed an original.
ON BEHALF
,A -QF CITY T KWILIA, a Washington municipal corporation
B Y. rgK
an Ek r
Its: Mayor
Date: /a - 9. (0- 1 k
Attest/Authenticated:
-11 1A
Christy O'Flaherty, City Clerk
ff%ej�l No
0 /'
Ay
, W I
Date:
Page 4 of 5
Instrument Number: 20190125000812 Document: Rec: $105.00 Page -6 of 7
Record Date:]/25/2019 2:33 PM King County, WA
STATE OF WASHINGTON)
)ss
COUNTY OF
On 12 - Z40 -IS _, 2018, before me, the undersigned, a Notary Public, personally appeared
ALLAN EKBERG, personally known to me (or proved to me on the basis of satisfactory
evidence) as the person whose name is subscribed to the within instrument, and acknowledged to
me that be executed the same in his authorized capacity as MAYOR OF THE CITY OF
TUKWILA, and that by his signature on the instrument the entity upon behalf of which he acted,
executed the instrument.
'N"M% Wwl
Q.
2!
I 111A 7-'e 0
STATE OF WASHINGTON )
)ss
COUNTY OF
WITNESS my hand and official seal.
&"t- &tm Px-, L I dt-��
Ar -int Name: - =a- r, A fro k!;!2
NOTARY PUBLIC in and for the State of
Washington, residing at -T-A-
My commission expires: 1 �2 -
on -(�' -', r t , 1 -J, , 2018, before me, the undersigned, a Notary Public, personally appeared
personally known to me (or proved to me on the basis of satisfactory
evidence) to be the person whose name is subscribed to the within instrument, and acknowledged
to me that he executed the same in his authorized capacity, as V i 6 -z f Vf S i -- o -r-� of
SEBCO Inc. and that by his signature on the instrument the entity upon behalf of which he acted,
executed the instrument.
oMM
L% .S
"01OM't 4t,
.s* OTAt,
=0 A.
(P S C.
80
Z
,it r1op WAS.YkN
of hk%%\\\
WITNESS my hand and official seal.
Print Name: a- A
NOTARY PUBLIC in and for the State of
Washington, residing at
My commission expires: cI -1 '1
Page 5 of 5
Instrument Number: 20190125000812 Document: Rev $105.00 Page -7 of 7
Record DateA /25/2019 2:33 PM King County, WA
EXHIBIT "A"
LEGAL DESCRIPTION OF PROPERTY
THAT PORTION OF THE SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 3;
AND OF GOVERMENT LOT 10 IN SECTION 4, OF TOWNSHIP 23 NORTH, RANGE 4 EAST,
WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON, ALL LYING BETWEEN THE EASTERLY
MARGIN OF STATE ROAD NO. 1 (TUKWILA BOULEVARD, PACIFIC HIGHWAY SOUTH) AS
CONVEYED BY DEEDS RECORDED UNDER RECORDING NOS. 3909047 AND 3909049, AND THE
WESTERLY MARGIN OF EAST MARGINAL WAY SOUTH (STATE HIGHWAY NO. 5-M, DUWAMISH
ROAD) RIGHT OF WAY, AND LYING SOUTHERLY OF A LINE DRAWN PARALLEL WITH AND 389.23
FEET NORTH OF THE SOUTH LINE OF SAID SECTION 4 EXTENDED EAST;
EXCEPT THE SOUTH 60 FEET THEREOF AS CONDEMNED IN KING COUNTY SUPERIOR COURT
CAUSE NO. 121648 BY THE CITY OF SEATTLE FOR PIPELINE RIGHT OF WAY, PURSUANT TO
ORDINANCE NO. 37022: AND
EXCEPT THAT PORTION THEREOF AS CONDEMNED IN KING COUNTY SUPERIOR COURT CAUSE
NO. 469557 BY THE CITY OF SEATTLE FOR TRANSMISSION LINE PURPOSES, PURSUANT TO
ORDINANCE NO. 82986: AND
EXCEPT THAT PORTION THEREOF AS CONVEYED TO KING COUNTY FOR WIDENING SAID EAST
MARGINAL WAY SOUTH UNDER RECORDING NO. 8806090815; AND
EXCEPT THAT PORTION THEREOF LYING BELOW THE 500 FOOT VERTICAL DEPTH LEVEL
BELOW THE SURFACE OF THE PROPERTY, AS RESERVED UNDER RECORDING NO. 6262412.
<
4 - W -V --
First American Title Insurance Company
National Commercial Services
920 Fifth Avenue, Suite 1200
Seattle, WA 98104
Phone: (206)615-3150 lFax:
PR: NATLAC
Final Invoice
To: SEBCO Inc.
4020 East Madison, Suite 320
Seattle, WA 98112
Attention: Jay Blasingame
Your ReL:
RE: Property:
, WA
Buyers: City of Tukwila
Sellers:
Invoice No.:
Date:
Our File No.:
Title Officer:
Escrow Officer:
Customer ID:
Liability Amounts
Ok: 206 (1598)
1598 - 1598114594
01/25/2019
NCS -CM -5159
Norma Bonds
3008853
Description of Charge
Invoice Amount
Recording (Inv) 20190125000812 AGR
$105.00
Recording Service Fee Simplifile
$3.58
Comments:
INVOICE TOTAL $108.58
Thank you for your business!
To assure proper credit, please send a copy of this Invoice and Payment to. -
Attention: Accounts Receivable Department
P.O. Box 677858
Dallas, TX 75267-7858
Printed On: 0 1/25/2019, 2:57 PM Requester: N13 Page: I
W ISOM
SOUNOTRANSff
January 19, 2018
David Kehle Architect
1916 Bondair Dr. SW
Seattle, WA 98116
RE: Letter of Agreement ,
11060 Tukwila International Blvd., Tukwila, WA
Dear Mr. Kehle:
CHAIR
Dave swnem
Snalmmish Ontray Erecwtve
VICE CHAIRS
John Uarchione
&�Jimyid Almvr
Marilyn stlicklatw
Tai cmt P A ldvir
Sound Transit owns and o erates the aerial guideway and traction power
p
substation located at 11060 Tukwila Intemational Blvd., Tukwila, WA as part
BOARD MEMBERS
of their Link. Light Rail System ("Link System") under that certain Guideway I
Nancy Backus
Aulmni itlawir
and Traction Power Substation Easement area granted under King County
Recording Number 20040517003078. Sound Transit has reviewed Sebco,
Claudia Balducci
Kink conilry councilmrMIX')
Inc.'s application dated December 7, 2016, and gives Sebco, Inc., along with
its duly authorized representatives, employees, agents and independent
Fred Wier
Asulpfuli mavol
contractors (collectively "Sebco"), its approval to construct a tilt -up concrete
warehouse adjacent to Sound Transit's Easement area and expand the existing
Dow Constantine
King Cowav rActurrvc
curb cut-, within the Easment Area as more particularly depicted on Exhibit A
(the "Proiect Area"). Sound Transit and Sebco agree as follows:
Bruce Darnateler
Pivice Cowiry Fiet ative
1. Use of the Project Area.
Dave Earring
Umend.v Mtivor
Sebco, at its expense, may construct the tilt -up concrete warehouse
Rob Johnson
serf,111! conlic dinembel
and access the existing curb cuts per the plans and specs last
Kent Kest
submitted on December 11, 2017 (the "Project") in the. Project Area
unimy �a� phx-e *'Ym Pro Tem
for so long as this Letter of Agreement ("Agreement") remains in
Joe mca"Mit
effect subject to the requirement to obtain future Link Track Access
Ktrig Counrf Canwit ClAuir
Permits as set forth herein. Sebco agrees that its use of the Project
Roger IMIlar
Area shall not interfere with electrically controlled railroad signals,
WaviungionSiate&-f retary
telephone, or other circuits of railroad, or any telephone or other
ofTeatipwati.,m
company or person operating circuits on the Link System or along
Mary Moss
the tracks.
brike. wood Comm. ilinvinher
Paul Roberts
2. Conditions of Use.
Everelf coundImeldwr
Dave UptfuWave
a. Sebco shall perform settlement and vibration monitoring as per the
Ktng Cmsiav Coufic-�Imemher
plan previously reviewed and approved by Sound Transit as
Peter Von Roichinuer
referenced on Exhibit B (the "Vibration and Settlement Monitoring
King Cowav Corem Ihnembe,
Plan").
CHIEF EXECUTIVE OFFICER
b. Once the baseline measurements of vibration and settlement have
Peter M. Rogott
been determined, Sebco shall provide this data to Sound Transit for
farther review and determination of safe distances of disturbance.
Monitoring data should be sent to Angela House at:
jk)M1a.b_Q i @soundtransit.org.
Central Puget Sound Regional Tran.sit Authority - Union Station
D I ro 1*0 0
401 S. Jackson St., Seattle., WA 98104-2826 - Reception: (2065) 398-50M - FAX: (206) 398-5499
www.soundtransit.org or-V151oH Wo. I
Nic_-
David Kehle
lanuary 19,2018
Page 2
c, Sebco shall capture pre -construction conditions in the form of photographs and
supply results to Sound Transit as des-cribed in the Vibration and Settlement
Monitoring Plan.
d. Prior to setting monitoring points, taking photographs, and for any future- work.
that is within ten (10) feet of the Link System or if any eqaipment has the ability
to impact the Unk System, Sebco is required to fill out the Track Access Permit
and submit it to Sound Transit's Link Operations Representative for approval.
Licensee can obtain a permit request form by contacting
LittkTrackAccess@soundtransit.or-g.
e� Requests for TrackAccess Permits are due. Monday of each week- by 8:00 am for the
next permit week which begins on Monday.
4
f After Sebco receives the signed Track Access Permit, Sebco must provide a copy to
Sound Transit's Property Management Department at
proportymanagement@.soundtraitsi+,.org.
g.. Upon approval, Sebco must attend the Track Access Coordination Meeting for each
week that Sebco is requesting a permit, Track Access Coordination Meetingsare
held every Wednesday at L-00 prn at the Operation & Maintenance Facility located
at 3407 Airport Way South, Room 449, Seattle, Washington.
h. All Track Access Permits will be processed to ensure there. are no conflicts between
the requesting parties. Should a conflict arise, the permit may be denied based on
operational priorities, construction priorities, schedule conflicts, or resource
availability.
i . Sebco must follow any and all procedures imposed by Sound Transit's Link
Operations Representative(s).
j. Sebco's construction that is directly adjacent to Sound Transit's aerial guideway
may be restricted to non-mvenue hours between 01:Ck) am and 05:00 arn Monday -
Saturday and 12:30 am - 050) am on Sunday. Sfbco should follow die restrictions
placed by Sound Transit's link Operations Representative.
k. Sebco shall subrmit a copy of the project schedule to Property Management at
romrtvmangg;�meiitC&soundtransit.oEg no less than four weeks prior to the
commencement of construction, Sound Transit may elect to have a Sound Transit
representative on site during a portion of Se-bco's construction.
1. At least four weeks prior to initially entering theProject -Area, Sebco shall notify
Sound Transit's Property Management: Assistant Manager, Dustin York, at
206,999.3122 or via email at dustiri.vork@.soutidt.t.-alisiir.or--.
m. After the initial entry, Sebco shall notify Dustin York (206.999.3122) each morning
prior to entering the Project Area or at other suc� duration as mutually agreed upon.
e q: it A&-tharity - union station
'J&'k, Mgt 81 26 - Reception: (2�;) 398-50W - FAX: (206) 39P-5409
�-Ug
www.soundtransit.cm
David Kehle
January 19, 2018
Page 4
3. Construction of Project
The Project shall be constructed by a licensed contractor in accordance with Sound
Transit standards, and in accordance with drawings and specifications approved in
adva nce by Sound Transit and with all laws, rules, regulations, ordinances and
requirements of governmental agencies, offices and boards having iurisdiction.
I
4. Maintenance and Removal.
Sebco shall, after the installation and construction of the Project, promptly restore the
Project Area to as good or better condition as existed prior to the commencement of
such work.
5. Safety.
Sebco shall construct the Project in a manner that Sebco's presence in the Project Area
shall not at any time be a source of peril or danger to users of the Link System or
interfere with the uses of Sound Transit, Sound Transit customers, adjacent owners,
and the public.
6. Liabilitylludemnity.
Sound Transit, its officers, directors, and employees (together "Sound Transit") shall
not be liable for any injury (including death) to any persons or for damage to any
property regardless of how such injury or damage be caused, sustained or alleged to
have been sustained by Sebco or by others, including but not lirnited to all persons
directly or indirectly employed by Sebco or any agents, contractors. subcontractors,
Representatives, or invitees of Sebco as a result of any condition in the. Project Area or
occurrence (including failure or interruption of utility service.) whatsoever related in any
way to the Project Area and the areas adjacent thereto, or related in any way to Sebco's
use or occupancy of the Project Area and of areas adjacent thereto, except to.. the extent
caused by Sound Transit or its representatives.
Sebco agrees to defend, indemnify and hold harmless Sound Transit from and against
any and all claims, demands or causes of action and the resulting losses, costs,
expenses, reasonable attorney fees, liabilities, damages, orders, judgments or decrees
arising out of the acts, errors, or omissions of Sebco or its agents, independent
contractors, or employees related to or in any way arising out of Sebco's activities, its
use, occupancy or exercise of the privileges granted under this Agreement and/or from
Sebco's failure to obtain necessary utility locates and/or permissions to conduct its
activities. To the extent that RCW 4.24.115 applies. and such claims, suits, or actions
result from concurrent negligence of the parties, the indemnity provisions provided
herein shall be valid and enforceable only to the extent of the negligence of Sebco, its
agents, subcontractors or employees; and provided further, that nothing herein shall
require the Sebco to hold harmless or defend Sound Transit from any claims, demands,
suits at law or equity, actions, penalties, losses, damages or costs arising from the sole
negligence of Sound Transit. Sebco specifically assumes potential liability for any
Central Puget Sound Regional Transit Authority - Union Station
401 S. Jackson St., Seattle, WA 98104-2826 - Reception: (206) 398-5000 - FAX: (206) 398-5499
www,sound,'ransit.org
David Kehle
January 19, 2018
Page 3
n. At no time, will cranes, construction vehicles or equipment raise their buckets or
booms in such a manner where there is a potential to be in foul of the tracks (i.e.
being within ten (10) feet or the potential to be within ten (10) feet h.om the aerial
guideway, either at the same level or above the tracks) unless Sound Transit's
personnel are present and allow the movement of such vehicles and equipment
under the guideway.
o. Sebco shall bring in any cranes via Tukwila International Boulevard.
p. Sebco may not remove any of the eco -blocks located along the not -them boundary
of Sound Transit's Easement.
q. Sebeo shall not interfere with the normal operations of Sound Transit or the Link
Light Rail System.
r. Sebco shall not store materials in the Project Area.
s. Sebco shall in no event disposeof hazardous materials on the ground surface of the
Project Area.
t, Sebco shall be responsible for the proper removal and disposal of any debris and
trash resulting from its use of the Project Area.
u. Sebco shall not park construction vehicles, trucks or equipment or store any
materials in the Project Area.
v. Sebco will not permit any other party, except Sebco's duly authorized
representatives, employees, agents and independent contractors (collectively
"Representatives") to enter or use the Project Area. Sebco will be responsible for its
Representatives compliance with the terms of this Letter of Agreement.
w. Sebco shall be responsible to contact one -number locate service to locate existing
underground utilities, transmission lines, and private fiber optic communications
lines. Sebco shall be responsible for any damage to any utility caused by Sebco or
its Representatives in violation of RCW Chapter 19.122.
x. Sebco shall be responsible for any damage done to the Link. System or the Project
Area by Sebco or its Representatives.
y. Sebeo must comply with all federal, state, and local laws, and all Sound Transit
rules and regulations during its use of the Project Area. Illegal activities are
prohibited under this Agreement.
z. Sound Transit and their authorized representatives shall have free access to the
Project Area at all times.
Central Puget Sound Regional Fransit Authority - Union Station
401 S. Jackson St., Seattle, WA 98"104-2826 - Recei)tion: (2,06) 398-5000 - FAX: (206) 398-5499
ww.v.soundtransit.oTg
David Kehle
January 19,2018
Page 5
claim, demand, and/or cause of action brought by, or on behalf of, any of its employees
or agents against Sound Transit, its employees or agents. For this purpose, Sebco, by
mutual negotiation, hereby waives, with respect to Sound Transit only, any immunity
that would otherwise be available to Sebco against such claims under the industrial
insurance provisions of Title 51 RCW or any applicable industrial insurance, disability
act or employee benefit act of any other Jurisdiction that would be applicable in case of
such a claim.
In addition to all other indemnities provided in this Agreement, Sebco agrees to protect,
defend, and indemnify and hold Sound Transit harmless for any suits, claims, damages,
strict liabilities, and costs or liabilities associated Sebco's violation of applicable
environmental laws andregulations reprding the release, deposit, disposal, removal or
rernediation of any Hazardous Substance (including petroleum and gasoline products)
onto or from the Project Area as a result of the Sebco's use of the Project Area.
Notwithstanding anything in the Agreement to the contrary, Sebco shall be responsible
for only such Hazardous Substances that Sebco, its subcontractors, agents of
employees, cause to be released, deposited, spilled or improperly disposed of from or
onto the Project Area. "Hazardous Substances" for purposes of this section include, but
are not litruted to, those substances included within the definition of "hazardous
substances," "hazardous materials," "toxic substances," "hazardous wastes" or solid
wastes in any federal, state or local law, statute, ordinance, regulation, order, or rule
pertaining to health, industrial hygiene, environmental conditions or hazardous
substances. "Costs" shall include, but not be limited to, all response or remediation
costs, disposal fees, investigation costs, monitoring costs, civil or criminal penalties,
attorneys' fees, and other litigation costs incurred in connection with such response or
remediation.
This indemnification section shall survive the expiration or earlier termination of this
Agreement.
7. Insurance.
Sebco shall at its expenseprocure and maintain throughout the term of the Agreement,
and provide proof to Sound Transit that Sebco and its contractors and subcontractors
have secured the following insurance policies:
a. Commercial Liability insurance in amounts of not less than a combined single limit
of $2,000,000 or in such other amounts as Sound Transit may from time to time
reasonably require, insuring Sebco, Sound Transit, Sound Transit's agents and their
respective affiliates against all liability for injury to or death of a person or persons
or damage to property arising from the use and occupancy of the Project Area;
b. Commercial Liability insurance described in (a) above, shall include coverage for
Bodily Injury and Property Damage Liability, Personal Injury liability and
containing endorsements covering Contractual Liability, Fire Legal Liability and
Stop -Gap coverage endorsements sufficient to cover Sebco's indemnity obligations
hereunder;
C entral PugO Sound Regional Transit Authority - Union Stafon
401 S. Jackson St., Seattle, L 98104-2826 - Reception: (206) 398-5000 - F:AX: (206) 398-5499
www.soundtrans;t.org
David Kehle
January 19, 2018
Page 6
c. Automobile Liability insurance in amounts of not less than a combined single limit
of $1,000,000 covering Sebco's owned, non -owned, leased or rented vehicles;
d. All-risk Yroperty insurance covering the full value of Sebco's property and
improvements (,including all initial improvements), and other property (including
property of others to the, extent within the care, custody and control of Sebco), in the
Project Area;
e. Workers' Compensation and Employers' Liability in accordance with the provisions
of Title 51 of the Revised Code of Washington and covering Sebco's employee's
industrial accidents and injuries.
f. Unless approved by Sound Transit in advance and in writing, the insurance
coverages required by this section shall not be subject to any deductible or self-
insured retentions of liability greater than Twenty-five Thousand Dollars ($25,000)
per occurrence. The payment of any such deductible or self-insured retention of
liability amounts remains the sole responsibility of Sebco.
g. Prior to entering the Project Area, Sebco shall furnish Sound Transit with a
Certificate(s) of Insurance, executed by a duly authorized representative of each
insurer showing compliance with the insurance requirements set forth above and
naming Sound Transit and King County Metro as an additional insured. Insurance
coverage shall be primary as respects Sound Transit, and any other insurance
maintained by Sound Transit shall be excess and not contributing. Licensee and its
insurers shall require that the applicable insurance policies be endorsed to waive
their right of subrogation against -Sound Transit. A copy of the Additional Insured
Endorsement(s), Primary and Non -Contributory Endorsement(s) and Waiver of
Subrogation Endorsernent(s), for both General Liability and Auto Liability, must be
attached to the required Certificate(s) of Insurance.
h. Sound Transit reserves the right to reasonably modify the required insurance
coverage to reflect the then -current risk management practices and underwriting
practices in the insurance industry.
8. Notices.
Notices to Sebco or Sound Transit, shall be in writing, unless otherwise provided below,
and deemed delivered when sent to the addresses below,
The notices or responses to Sound Transit shall be addressed as follows:
Sound Transit
Property ManagementManager
Attn: Nancy Bennett
401 S. Jackson St.
Seattle, WA 98104
Phone: 206.398.5401
Email: Nancy,Be nett@soundtransit,Qrg
Central Puget Sound Regional Transit Authority - Union Station
401 S. Jackson St., Seattle, WA 98104-2826 - Reception: (206) 398-5000 - FAX: (206) 398-5499
w%,vw.soundtransit.org
David Kchle
January 19, 2018
Page 8
EXHERIT A
THE PROJECT AREA
NOTES TO SQMQ IRAN -W
i ME OMMM &MMAT nO (Ap) -KL IK M t WAO-
9 Aux if Mm TOCIM '"
9mr
I AL WS max m in Im Aid say (am CM pq"T,
Emapcm
I" =An K W4 mulm mm m 0 WaT%MRK PUT
60? WE av DWXK
Im TZ -p owm - @KL MY m am p" w PON
=1W UL NUT&NW omm &'" &C M" me Lw�
*AM WWA
ftpc&.W aA Irm CMLWJS (mx4mRr'Aw
A= UP, 3t umv emm Im fy Imm
MIM qwm4 m Zr mg. Wf" CP
AL 915 IRL It OW m r an ff ffm
M%Nem IN anomor yl --
49
I of w3m w
IRANSI
It MOW
KERT EMBIMT A4EA
!CAL TRAcnm PawR
*1 TO CENIRX FUGET
kL TUANS9 AUTfMIY
110 20040517oMM
SM)'"Wad4w
Twwfm
SURVEY N'
==Izum =�
team (a) K*.m AW W.M Sw
Mhu ft.Aff camw
COCATS m �m �
UC VOW wm"
PARTAL SOUND TRANSIT
Central Puget Sound Regional Transit Authority - Union Station
401 S. Jackson St., Seattle, WA 98104-2826 * Reception: (206) 398-5000 - FAX: (206) 398-5499
www.soundtransit.org
David Kettle
January 19, 2018
Page 7
The notices or responses to Sebco shall be addressed as follows:
David Kehle
1916 Bonair Dr. SW
Seattle, WA 98116
(206)433 --- 8997
dkehle 04z dkehlearch,com
9. Assignment
This Agreement and the rights, duties and obligations given hereunder may not be
assigned, transferred, or otherwise conveyed by Sebco.
10. Revocation.
Either party may revoke this agreement at any time by providing the other party with
thirty (30) days advance written notice.
Please acknowledge yopr agreement with the foregoing terms by signing in the space provided
below and returning one copy of this Agreement to my attention.
Thank you for your assistance. Please contact me at 206.398.5401 if you have any questions.
Y,
ACCEPTED AND AGREED:
Nancy By:
Property VInagement Manager
Its:
Date: Cj 1
Central Puget Sound Regional Transit Authority - Union Station
401 S. Jacksor. St, Seattle, WA 98104-2826 - Reception: (206) 398-5000 - FAX: (206) 396-5499
wwwsoundtransit.orq
David Kehle
January 19,2018
Page 9
EXHIBIT B
VIBRATION AND SETTLEMENT MONITORING PLAN
Central Puget Sound Regional Transit Authority - Union Station
401 S. Jackson St., Seattle. WA 98104-2826 - Reception: (206) 398-5000 - FAX: (206) 398-6499
www.soundtratisit.org
Plan review cppmval is subjeci to smm and omissions.
4
Approval of cons-Lruction documents doss not authorize
the violation of any adopted code or ardnancm Receiri
of approved Field Copy and coniffiew Is admorAedged:
REVISIONS
No changes shall be made to the scope
of work without prior approval of
T�A%vi!a Building Division.
t.50T'Z--- Pov!sicns will require a new plan submittal
Qand may inc:ude additional plan review fees.
Date:
ai..iZabicio Development
WILDING DIVIS10K
STONE COLUMNS
----GROUND IMPROVEMENT
P E; '..11T
-D FOR:
C900IM'o'chaniceJ
030'Electricall
(!rPlurnbing
111,4as Piping
Ciity of Tukwila
PREPARED F -OR:
=3 SEBCO, Inc.
4020 East Madison St., Suite 320
Seattle WA 98112
FLANINING APPROVE"H-71
No changes can be made, to tho. sa
pi ns, wan ul approval yFom t.,:13
Planning Division of DiC30
Ap.3rovesc;
Date:,
r
A, J L
Project
Location
REVI EkN_
0i )EE C 0 V
.4.
FEB 15 7nk
VICINITY MAP
SHEETINDEX
1-1131-11
Title Sheet
1-1131-2
Site Ex oration Plan
HBI -3
Site Utiritly Plan
1-1131-4
Notes
1-1131-5
Standard Details
1-1131-6
Detailed Layout Part 1
1-1131-7
Detailed Layout Part 2
1L :3 3:2
Issued for Review
0 �
WA,%,
Ml
T
A I
Up. Date: 6�_4�_X17
USE OF PROPOSALS AND DESIGN
Any design or proposal prepared and fumished by Hayward Baker Inc. ("HBI'), including any Value -Engineering proposal or proposal for alternative designs, means, and/or
methods (collectively, "Designs"), have been prepared based upon, and in anticipation of, HBI performing the work called for in such Designs. As such, the Designs are specifically
tailored for HBI's purposes and have been prepared for exclusive use by HBI. Owner and/or Contractor shall not use or control the Designs without the prior written consent or an
authorized representative of HBI, and then only as absolutely necessary to perform such permitted use. The Designs are subject to protection under the Copyright Act of 1976 and
Architectural Works Copyright Protection Act of 1990. Owner and/or Contractor shall not copy, reproduce, emulate or model the Designs or disclose, publish, or disseminate the
Designs to any third parties without the prior wriften approval of an authorized representative of HBI. HBI is and shall continue to be the sole owner of the Designs.
ln6emnkt_v for Improper Use
Owner and/or Contractor shall not permit other contractors to use the Designs on this Project or use the Designs on other projects without the prior written approval of an
authorized representafive of HBI. HBI makes no warranties or guarantees as to the suitability of the Designs for use by others or for other applications or projects. Any such use
shall be at Owner and/or Contractors sole risk, and the Owner and/or Contractor shall indemnity, defend, insure, and hold harmless HBI, its agents, consultants, officers, directors
a6d employees from and against any and all claims, damages, losses, costs and expenses, including but not limited to attorneys fees, costs and expenses, arising out of or
resulting from use ofthe Designs by any party other than HBI.
PROJECT:
Sebco Development
11060 Tukwila International
Blvd, Tukwila, WA 98168
I
SHEETTITLE:
TITLE SHEET
REVISIONS
HAYWARD
BAKER
A KELLER COMPANY
Western Region
11180 E. Marginal Way South
Tukwila, WA 98168
I Ph 206-223-1732 Fax 206-223-1733
NO. BY REASON DATE
A RJT Issued for review 9/15/17
1 RJT Foundation Plan Rev1 01/12/18
DATF01/16/2018
APRVD.BY
M.ROHRBACHI
RELATED DRWG.
0.
LF� i_1
DRAWINGS PRINT TO THE SCALE
[NDICATIED WHEN
-�- GeoEngineers CPT -2
GeoEngineers CPT -3
4 -
HBI -1
mec AB -1 5
ED
KIMILA
2018
:-HTER
ir Review
AM
t
:)MPANY
)uth
-223-1733
IIIIIIIIIIIIIIKI
NEW CONCRETE
GUTTER, SEE 0
-�z c�
Overhead 26kV Powerli
I
ENGINEER OF RECORD
'ERMANENT EASEMENT AREA
LECTRICAL TRACTION POVER
ITATION TO CENTRAL PUGET
.-GIONAL TRANSIT AUIHORITY
REC. NO. 2DD440517003078
-TRAN 7 N 87-1-5-46 E
REVIEWED FOR
19
CODE COMPLIANCE
14 CUFa GU AND ALK
APPROVED
TH STREET sm aw )9
cnz
0
E -
FEB 15 2018
Z ZZ
X 30, CURB T FOR ADJACENT
GOOR
zo:
004
0 124
CitY of Tukwila
z
�4 r
III 1111hir.
LRII
E)QS7ING DOU CURB CUT
CONTINUOUS.. IN PLACE
RECEIVED
CITY OF TUKWILA
0 0&1
NEW 35' CURB T %-d 0
Proposed New Buildin EXPAND EMSTIN CURB M 0 CD � IAN 1 c) 701R
PROJECT:
Sebco Development
11060 Tukwila International
Blvd, Tukwila, WA 98168
OVE RAMP DL
cul�n
EP PERMIT CENTER
E-2
A
116 --------- I
Issued fbr Review
SHEET TITLE: REVISIONS
NO. BY REASON DATE HAYWARD
SITE UTILITY A RIT Issued for review 9/15/17 BAKER
1 RJT Foundation Plan Rev1 01/12/18
PLAN - A KELLER COMPANY
Western Region
DATE01/16/2018 RELATED DRWG. DRWG. NO. 11180 E. Marginal Way So uth
DRAWINGS PRINT TO THE SCALE APRVD.BY 1 1-1131-3 Tukwila, WA 98168
NDICATED WHEN PRINTED AT 11x17l M ROHRBACH- I . Ph 206-223-1732 Fax 206-223-1733
GENERAL NOTES
1. Prior to HBI mobilizing to the project site the General Contractor shall locate sufficient
layout stone column installation points as required by the HBI Superintendent as well as
provide coordinates for these points.
2. Horizontal and vertical layout of the individual Aggregate Pier (AP) elements shall be
- provided by the General Contractor. HBI will coordinate with the General Contract in
determining the layout sequencing.
3. General Contractor to provide a working grade at the elevations shown on these drawings.
Work surface shall be constructed and managed by the General Contractor such that HBI
personnel and equipment can efficiently traverse the site. HRI is not responsible for
returning the site to its original grade or condition. HBI anticipates that after completion of
our work in may be necessary to remove at least one foot of the working platform.
4. HBI will provide a qualified full-time quality control (QQ representative. This
representative is titled HBI superintendent, foreman or HBI field engineer. Third party
testing or inspection is provided by the General Contractor, if required.
5. AP's will be installed to design depth below bottom of footing or practical refusal. Practical
refusal is defined below.
6. If obstructions are encountered during AP construction and the on-site AP equipment cannot
penetrate through it, the General Contractor is responsible for removing the obstruction and
backfilling the excavation with engineered fill (minimum 95% modified proctor, ASTM
D1557) per the engineer's requirements. This work is to be done in a timely manner such
that it does not delay the AP work.
7. Utility locates, protection, removal, and restoration of above ground and below ground
utilities is the responsibility of the General Contractor. H131 is not responsible for damage to
existing utilities.
8. After the completion of the AP work, the General Contractor is responsible for protection of
the work. Proper site drainage to prevent ponding of water in the area of APs and control and
coordination of earthwork activities shall be managed such that existing APs are not
damaged. Allowing surface water and/or storm water to drain through the highly permeable
APs is not acceptable as it can soften the soil surrounding the APs.
9. The AP locations shown on the approved AP drawings are for AP site layout. This plan
should not be used for foundation layout. Footing locations, sizes and orientation shown on
these drawings are for information only. Refer to the "For Construction" structural package
for specific foundation dimensions and locations. HBI shall be notified immediately if
information included in these plans or in the AP calculation package conflicts with the
project structural or architectural drawings. It is the general contractor's responsibility to
confirm foundations supported by APs are shown accurately on these drawings.
10. In the event that the no -dig zone (as shown on these drawings) is compromised or stone
columns are undermined for any reason at an elevation below bottom of footing, it is
acceptable to this design to place and compact AASHTO #57 stone (or other well graded
granular structural fill acceptable to the project geotechnical engineer). This fill should be
compacted with an impact style compactor to a firm and not yielding condition acceptable to
the project geotechnical engineer. This operation should be monitored by the geotechnical
engineer of record. The project geotechnical engineer should document the placement and
compaction and provide an opinion regarding appropriateness and acceptability as structural
fill.
11. The ground improvement engineer is the registered professional engineer whose stamp
resides on these drawings.
12. HBI is not the owner or the General Contractor. The owner and General Contractor are
defined in the contract documents.
13. APs are colunms of compacted permeable gravel. When the establishing construction
schedule/sequencing, the GC should carefully consider the potential for excavations below
ENGINEER OF RECORD
6"0
VWA,3
Z�
�S,/ONA L
Exp.
groundwater to experience significant groundwater inflow.
AGGREGATE PIER SUPPORTED FOUNDATIONS
14. The top of each AP shall be protected by the General Contractor. A one foot layer of
soil is adequate to protect the top of the APs. Excavations to the top of the APs shall not be
left open for more than 24 hours. If immediate foundation preparation and placement of
structural fill is not possible, a "mud mat" consisting of at least 3 inches of lean concrete
may be placed over the foundation sub grade.
15. Water shall not pool or collect in foundation excavations.
16. Mechanical tamping of the foundation sub grade is required prior to placing structural
fill or any permanent system. Compaction shall be performed over the entire foundation sub
grade to compact loose soil and AP stone. If soft areas are encountered, this material should
be removed and replaced with AASHTO #57 stone under the inspection of a qualified
engineer.
17. A testing agency or the project geotechnical engineer shall inspect each foundation
excavation and approve it prior to placing structural fill or placing a "mud mat". This
inspection should be documented in a report that provides an opinion regarding
appropriateness and acceptability for every portion of the foundation excavation(s).
18. All proposed underground utilities within and adjacent to AP supported foundations
shall be field verified by the General Contractor and coordinated with HBI prior to utility
trench excavation and utility installation. See "Adjacent Excavation Detail" is this drawing
package.
19. HBI is not responsible for settlements of non -AP supported foundations/slabs or for
differential settlements between AP supported foundations and non -AP supported
foundations/slabs.
PROJECT SPECIFIC NOTES
20. HBI's portion of this project involves construction of a compacted aggregate pier
displacement ground improvement system designed by HBI and shown on these drawings.
The system is intended for use below the proposed single story warehouse structure.
21. HBI may opt to predrill the AP locations. The purpose of the pre -drill is to ensure the
location and verticality of the APs. If used, predrilling does not require the drill cuttings be
removed from the drilled excavation.
22. The structure is to be supported on shallow foundations as follows:
A. Support the structure on shallow foundations as shown on the referenced Autocad file
and on HBI's design drawings;
B. Allowable bearing pressure of 3,000 psf (post -improvement) with increase of 33% for
transient loads (wind, seismic, etc.).
C. Support slab on grade load of 200 psf. We have assumed that the slab is lightly
reinforced and installed over the spread footings;
D. Limit long term static post construction settlement of footings supported by aggregate
piers to less than 1 inch
E. Limit long term static differential settlement between adjacent footing supported on
ground improvement to less than 0.5 inches;
F. Limit differential seismic settlement to less than 2 inches with no additional limitations
to seismic settlement.
23. HBI's design is based on the following documents:
A. The geotechnical report titled "Geotechnical Engineering Services, Horizon Ford
Property, I 1000 Tukwila International Boulevard, Tukwila, Washington" and prepared
by GeoEngineers Inc. and dated November 22, 2016;
B. The general civil drawings titled "Tukwila Warehouse" prepared by
Barghausen, Consulting Engineers, Inc. and dated 9/19/2016, REV#1 12/6/2016
(Sheets CI through C9);
C. The structural drawings "Sebco Development, 11000 Building, 11060 Tukwila
REVIEWED FOR
CODE COMPLIANCE
APPROVED
FEB' 15 2018
City of Tukwila.
International Boulevard" prepared by Structural Consulting Engineers, Inc. and
dated 2/15/2017, REV#I 02/16/2017;
D. Seven supplemental cone penetration tests advanced by HBI;
E. One Autocad file titled "1647FDN" provided by Shutler Engineers on 7/10/2017.
F. Emails, correspondence, and discussion between HBI and the project team; and
G. Our design -build construction contract.
24. If any of these basis -of -design documents change, this design is no longer appropriate
unless and until HBI and reviewed the changes and updated the design (if needed).
25. HBI has no reason to suspect any of the basis -of -design documents to be in error and is
not responsible for errors or omissions in those documents that may affect the parameter
values used in this design or the construction of the APs. If the subsurface conditions are
found to differ from the infonnation provided in the above referenced documents, HBI will
notify the project team immediately.
26. The AP modulus used for design of the APs is 100 pounds per cubic inch (pci).
27. All APs shall be installed within 6 inches of the location shown on these plans. HBI
retains the sole authority to modify AP locations due to constructability and site constraints.
28. Practical AP refusal is defined as follows :
A. L -type vibrators / VibroCat: a sustained effort of 215 amps and failure to penetrate 6
inches in 30 seconds.
B. S-type vibrators: a sustained effort of 300 amps and failure to penetrate 6 inches in 30
seconds.
29. AP design is confin-ned by one (1) single pier modulus test. The modulus tests are to be
performed during AP production work at a location selected by HBI. Refer to the AP design
submittal for testing details. Any additional testing requested shall be considered extra
work.
30. Each modulus test shall be:
A. Performed after the sacrificial portion and top zero to 24 inches of the test pier have
been excavated and the surface of the AP has been compacted with either a mechanical
or hand tamper. High -early strength concrete will be backfilled on top of the VP such
that the top of the concrete is at working grade.
B. Performed using a steel plate sized to match the design diameter of the AP and placed
on top of the concrete surface (centered on the test pier).
C. Performed using a piece of construction equipment as the load test frame (reaction
weight).
D. Performed using load increments of 5%DL, 25%DL, 50%DL, 75%DL, 100% DL,
113%DL, 125%DL, 113%DL, 100%DL, 75%DL, 50%DL, 25%DL, O%DL (DL
Design Load).
E. A 10 minute hold shall be performed at 100% DL.
F. Top of plate movement shall be measured using two dial gauges, isolated from the
tested system and accurate to at least 0.01 inches.
G. The displacement value used for calculation of the AP modulus is the 100% DL
displacement value.
H. Should an AP be judged unacceptable, the modulus of the site soils may be evaluated
and compared to the design assumptions (see the associated ground improvement
design report), or additional APs may be installed, or more sophisticated testing (e.g.
CPT testing) may be used to more accurately define the modulus of the AP, the soil or
both. The ground improvement design engineer shall have the sole authority to identify
and specify appropriate remedial measures.
31. The maximum design service load on an AP for this project is 88 kips. The maximum
test load shall be no less than I 10 kips.
RECEIVED
CITY OF TUKWILA
PROJECT: SHEET TITLE: REVISIONS
Sebco Development NO. BY REASON
I A RJT Issued for review
11060 Tukwila International NOTES 1 RJT Foundation Plan ev1
Blvd, Tukwila, WA 98168 1 1
DATF01/16/2018 RELATED DRWG.
DRAWINGS PRINT TO THE SCALE APRVD.BY
iNn1r.AT;:n wwrm PPINTrn AT 11�17 M.ROHRBACHI
JAN 19 2018 Issued for Review
L-_ L I
0-�Wrp
DATE
R
HAYWARD
BAKER
A KELLER COMPANY
Western Region
11180 E. Marginal Way South
Tukwila, WA 98168
Ph 206-223-1732 Fax 206-223-1733
9/15/17
01/12/18
DRWG. NO.
HBI -4
Thickness by
Others
Footing
1.01
Min.
S
0
(L
.2
M
Z
CU >
U)
M
r
.LD
a -
ID
M
XM
rM
Working elevation
is slab subgrade
Footing
Final Top of
Aggregate Pier
_AASHT0
No. 57 Stone
or similar JAR 19 2010
36" - 42" Diameter
Aggregate Pier (TYP) 1 . 01
Min.
I
Detail 1
Dig
No
Typical A regate Pier
Zone
Q
a. 0- N.T.S.
(D
cc cc
03
0)
Zone
< < < "-See Note 10
See Note 10___'i
Detail 2
No -Dig Zone: Spread Footing
N.T.S.
ENGINEER OF RECORD
0 f I
WAS
13 3 5
%�"�N"Cls
to
A L
Exp. Date:
Excavation Note:
For temporary excavations only.
All excavations will be backfilled and
compacted prior to placing concrete.
PROJECT:
Sebco Development
11060 Tukwila International
Blvd, Tukwila, WA 98168
____ —1
F 0 F,
C 0 Ll� P L � A K� G E,
Lt� uf
Detail 3
No -Dig Zone: Slab
N.T.S.
SHEET TITLE:
STANDARD
DETAILS
REVISIONS
NO. BY REASON
A RJT Issued for review
1 RJT Foundation Plan Rev1
I I
DATrol/16/2018
APRVD.BY
M.ROHRBACHI
RELATED DRWG.
DRAWINGS PRINT TO THE SCALE
NDICATED WHEN PRINTED AT 11x17
DATE
9/15/17
01/12/1
1114
Excavation Note:
For temporary excavations only.
All excavations will be backfilled and
compacted prior to placing concrete.
Issued for Review
HAYWARD
BAKER
A KELLER COMPANY
Western Region
11180 E. Marginal Way South
Tukwila, WA 98168
Ph 206-223-1732 Fax 206-223-1733
Se� SqS Se. se, S49.
Sal
Se2
RECEIVED
Se,
-rUKWILA
,'S So, 0 0 S&
�&
Sq,
CITY OF
S& 01 & 0
0
S&
JAN 19 2018
Sq.
01
efte, 0 0 sa
Se. e
0
& &
CENTER
Sq, � I& S& & S&
0 .6.
PERMIT
OS S& S& S&
S&
0 -9, S9S S� G. -9, -& .& -e- Sal Se- So- a, Se- So- S& -a. Se-
-e�-
e. Sell
S&
S&
S&
-eS
-e. Se,
Se.
e.
So. -e,
.&
e,
-&
-e- Se- -el S& -& S& So, .&
.flEl Se. .9, S&
S&
3 S��02
V0
VM V14i Sf�* 9r1V T__1 t
ol gr�02
V1.1 I
SPlw
�lw
T -J,
I 4zlt
V1 rS
W_14�
Rfl)l
VI)2
Vl$l Rf'19
V)1
2u,
1,
T -J,
l
1 3
V)
1 1 1 EU7 2 L -_l 1 2:'
S& 197 S& 0
Sel S& 490
191 jq� Se- S& 4a
-91
Sol
S&
e'
So'
�Gl Sq�
�&
So,
Sep So.
101
S02
0�
S&
eS S&
le�
19S
k��
Se,
Se,,
So.
.97
& e.
a. Sel Sq. .(&l -0� e. S@- S& S
So, S& -,& S&
-(9S
0 <DS S& 19, &
09. Se, &
S& SG, (q� I&
491�
Q�
S&
0
101
-191
S&
Sol
102
E03 el
S&
S&
S&
Sq.
S&
Sol
19.
S&
�91
.0.
0 1 a.
S& S& SqI S& q3 e- Se- Se. .0. S
S&
S& S& �9. S& -&
0 1& 0
'eS & 19� S& S93
S&
Sol
191
S&
Se�
S&
�93 el
Sel
S93
So. 02
E03
S&
S&
19S
091 .01
Sol
S&
S&
S&
19.
So.
K90. .(3P'
S& .&3 S& & So. S4& S& S& Ma- S& S
Sq2
S& 59, S& SIBN S&
S& 0 So,
'e" 0 'G, I& Eel le�
-191
e.
�&
0
S&
S93
ftl& S&
S&
�E�
19. 101
&
Se.
-0�
.97
&
9.
1
S&
S(9S
S&3 S& S& S(9M 395 S(DG Sq7 S& S& 5& 5
-a
Sem S& Se, S& @S
u9, S& 'a
s&
S&
(�7
OS
0
li&
'9,
�& S&
�&
Se�
Sq,
S&
Sq. '9,
Se
S&
s&
S&
S&
S&
S9
&3
SGA S& S& SqS S& S& S& S& S& S&S S
S &
F -1 S& S& Se, 0,
S& %-&
S95 S& S& -9S
S&
SO-
e5
OS
S&
Sq�
fU,0S
S&
Ee,
0.
eo
fU'Se.
S9S
&
Sol
.92
fU,.9l
�92
.&I
SeS f Ue. Se. .91 .& S& Me. S& S
1 7
S& S& S& S92
S& 0� S&
Sq, S& S& �9� S& S&
S&
SGI
S&
07
Sq.
S&
.07
.07 Sq.
S&
4a
0�
l&
S& S&
S&
<�l
S&
S&
S&
S&
eW 9S
S(� q. e- .(91 Se. q. .01 S
59S
Se. �9, SeS -9- �& k)�
-9S
0
S&
0
Sell
49,
Se,
691
Eq.
S(�). e7
S&
S91
�91 �&
�91
E92
lel
S&
S&
S& a.
S&I &I S(9.1 .6. .6- -e- Sel Sq' S(31 .6- S
Se, SEDS 49.
-9S
So,
�9,
SOS
S9.
So.
�e� $97
49.
.0�
S& el
el
S&
Sel
S�
S92 S91
Se,
16,
Se,
SGS
SeS
S&
.9S
.0. (3�1
.& e. e. -e�- e. Sq1 .& e. S& So. S
'9S SeS
S& S& .91
S(D. e� _1a 5(9� �9. Sq.
197
S&
S&
Sq.
'9S
Sq�,
S&
SeS
S&
se. SeS
Se.
'e,
ol
9,
Sq� S9l
S&
S&
'95
�&
Sq.
�&
Sq.
-& (3�.
s& -&S e. Se. .9, Se. seS SO. seS & S
1"Sq,
Se, S& S& S& f%ql
So.
S&
S&
'9,
Eq.
S&
'-'.S -0-
Sq-
19'
fUlS&
Sol
Sq�
S&
la-
fU.Gl
'E�.
S95
Se�
197
%,&-
S91
S(3. &
S& fN.Se.Sel Se. Se. S'al %9- S& S
Sq.
se,
19. S9, Se. se� 19,
S&
0�
S9,
So,
l�& Se.
r
So,
S&
0101
Sq�
0
0
S�
& &
S&
Sol
So.
S91
S&
�&
S& q)
Sql Se. S(301 S(92 -6- *9. SeS Se- .9S S& S
�193 S& .9. --G3
S&
G1
S&
S&
S&
.92
_ lS91 Sel
IE4�
S9S
0 0�
S&
S&
01
C)S
S& S&
S&
0
S&
0
SOS
S&
S9S
G. F1
S& al .0- S& So- Se- Se. Se- Se. S& li
Se.
So, S& 0 S&
S,91
oll
19.
S&
S93
.91
1�& 192
49.
1&
& 01
le�
a
S91
�91
_19S .9.
S&
Sell
$&
S&
Sq�
Sol
S&
Sq, S&
I&S a2 I& e. S& Sq. S& Se- S07 S& .
�S& Se, S& Sel
S&
O�
-9,
Sq�
S&
S&
E G3 Sq�
S&
�9S
S& gq�
S(95
S9S
4�1
19�
S& 101
Se.
S9S
Sell
S@l
I&
S&
Sol
S&
S& S& SqK SeS Se% S97 Sed S& S(98 S& S
7'_
S&
Se,
sq.
S05
eS S&
09,
S&
'%'S&
S96
107
19S
S91
M'S&
19S
0
el
S&
%�el
S02
S&
S �%qS S& S& S& s& S (99 Sao S
S&
Sel
seS
S&
SOS
S&
SGIS
%91
SeS SGS
S97
S&
0�
e.
SGS Sq�
Sq�
Sol
e2
SOS
Sol
Seo
Sq.
I& qS
eS Sq6 Se, SeS S& Sell, Se- So. Sal S
REV1 - All locations
shall be on Owners property G�
—REVIEWED FOR" -
,
_1
0�
S91
-101,
'e� Sq�
7 l
197
Sq.
Sell Soll
S&
S&
0
.01
S&
'91
592
S&
&
e�
S93
S&
Se,
r_
S a, Sq. SeS Sq. Se- Sel S& Sel S& 5
.r,,ODE COMPLIANCE
Sq,
S&
SOS
Se.
:�P:
9S Sel
Elq�
Sq.
Sol Sq�
So.
SO.
191
el
e. Eel
S92
0
S&
SeB
S&
0
-So,
U.
sqS Sq, S(9S Se. S& se. So, Se -
APPROVEDS
e-
01 Sq�
SOS
S&
Se. S��
S&
k),
0�
�91
.01 e2
S&
0
SOS
-19.
-19.
S(E)l S&
S& Sel S& S(DS .(G�l .& S(92 SaS .9, .
FED 15 2018
Se.
So. Sq.
ell
S91
'& 0�
'91
'9�
0�
S&
.01 '93
�al
eS
e�
Sol
e�
S&
--e 7
S G.
Sq. eS Sq. �ql S& S& Sol S& S
SqS
0,� 07�
0,�
0,�
V,�
M 4--y
C-4
4,M
0,�
ic,-"�
4
M'4 1,'4 4�4 .1,—.
ENGINEER OF RECORD
City of Tukwila
Sq,
S&
S99
SeS Sal
S96
S95
S&
Se3
S& Sq,
SaD
Seg
S&B Sq7
SqS
Sq,
Se,
S& S&
Se, Sq. S& -e- S& S& SaS S& Sel
Issued for Review
V, 0 _ff
Legend:
PROJECT:
SHEET TITLE:
REVISIONS
HAYWARD
0 SC Length
25'; Dia. 36-42"
Sebco Development
I
DETAILED
NO.
A
BY
RJT
REASON
Issued for
DATE
9/15/17 4
review
BAKER
11060 Tukwila
International
LAYOUT
1
RJT
Foundation Plan Rev1
01/12/18
41335
A KELLER COMPANY
Blvd, Tukwila,
WA 98168
PART
1
'0 S
'310NAL
0
30
60
DATR01/16/2018
RELATED DRWG.
N 0.
Western Region
11180 E. Marginal Way South
Exp. Date:
11111110 Feet
Scale: 1 30'
IINDICATED
DRAWINGS PRINT TO THE SCALE APRVD.BY
M.ROHRBACH
H B 1-6
Tukwila, WA 98168
Ph 206-223-1732 Fax 206-223-1733
WHEN
PRINTED
AT
11x17
ENGINEER OF RECORD
�044�\
/?
0 �,'W A S�,j
I �3'73 7
Wlj-�&/ONIAL
Exp.
sea �e- Se. a, S& -& Se.
�& - f7v7z
Sea
Sol Sea S&
S02 S(E)9 S(Da S&
1�& S9. -e, S&
Sal -9- SeS
,)0 SOO Sal S& e. & .0S Sea So, So, S& se. So, Sea S& s& s& Sal Sea �92 S& S&
13 S 143 S -14 .11,
S& S& S& 19W So, S& -&S .49. -a' -6- -& a(& -& -6- -& -& -& -& s& Sea So- �& a&O a. �& Oe. S& Sea se.
-a So. SOO 0 Sea 0 .91 Se. a& a- -e- Sea -aa -&, ala. -&S -a- Sal -&S -9, -0- Sea -e- e. s(3 -
S9, !49, g9- <�a & -& Sal a& e. -eS -e- Se- .& 0& .19S �& S& .(91 .& Sal a(��2 e- Sea
Sea
Sol
Sea
a&
saO
�01
a&-
�e-
- "S
49, 09. So, -& 59. Sal r -91 s& -9- �e- -& -& �e- Sea Sal �aa .0. SaS Sal .& .0. Sa2 S& -e- �e- �e- a&' a- �&
a& Sel 1�92 S& Eel & -& -& -& �0- Sea -9, Sea -0- -aa �& & .9, .& so, Se. aa .9, Sal Sea .(�). aa Sea REV1 - All locations shall be on owners property.
Sq,
S&
Of%�&
a&
Saa
&4 S&S
'e, Sea
Sea fNe..&O Sal .& Se -Se%, (a.
.(aS
Locations will not be installed if deemed to fall outside of
0
property boundaries.
SG2
oEj�
S&
S&
S&
S&
1. S S&
$a- Saa
Se7 Sea Seq
S& Sao Sea Sal S&
S&O S& S& S& $aS
Sab S(903 Sea S& S(� SaOS
Sla-
093
S&
S&
S&
jq�
-a-
, a,
-& Sea,
Sea S& -&
Se, Sal -9,
Sea Sea �e- -e-
-0-
Sel
S&
!4&
-&
a&
S&
-&
-1. S&
a& Se-
'e- Sea Sal
Se, S& Se? S& SeA
S& S&6 S07 Sq? $&
S& Se� S& SeS Sea S&
SeS
SeS
Se.
-&
S&
-E)O1
a. -G�S
-& -aS
-e- -&, -a-
-eO Sea S(93 �@- aS
aS -&7 Sea Saa aa
-(I)- -e- -a' Sea -(90 -(9-
S&
&
fU.G,.
Sel
Se.
& S&
al aa.&fN .0.
e. .97 -e-
SO
e. a, sea se, Sea -eS
REVIEWED FOR
Se,
S&
090
S&
a- Sal
S(ay. S&
e2 Sa3 -e-
.(G>S -& -0S �0- -9,
Sa- -&S S& s& -eO
S(301 OG- S(,
0
L --j ;�lp 2U", 1�1
-1j, _3
9-'1
71'2 Sal
CODE COMPLIANCE
S&
S&
Sea
S&
S&
Sea
p, e.
Sal -e-
a& -e- .&S
-e- �a�, S& -a' e.
-& -&S So, .9. Sal
So- �e- Se- -e- SeO �e- .6. .@. So, -a-
�e- -&
-&
APPROVED
S&
I&
SeS
S&
S&
�el
S& S&
0& S&
Oe4 S& Se-
�& Oaa -el S& e-
SaO Sal e2 �& S&
S&- SaO S& S& Sel S& Sal -6- -6aq a6aa Se-
Sea
Sol
FEB 15 2016
SOO
191
S&
090
-91
�&
-e-
S& e.
SeS Se. s(j�,
Sea .&, Sea SaS Sao
Sal &. e- S�&2 a3
So- S(91 Sea S�& Se- .93 S& Sal S& .&S Sea
Sa7 Se& -
ma,
a&, �aa
S �2
S(a),. Sal
Se. Sa3 .&
Sefqlco
.&0 leM49,3 Se. -a, -e- Sal
em&
�aa -&
,So.
S
Se.
Sla.
Sea
7, � se,
kwilla
Sel
0
Sq,
SGO
SeO
�&
Saa �e-
�el -e-
�(Dl Sea Se-
S& S09 SaD Sal S&2
S03 Sal Se, �e. So,
0&0 S(E�O S97 S& 505 Se4 S& S43�2 S&I S050
Sa� Sea
�&
I
BUIII DIN D11
17"
RECEIVED
09,
S&
SOO
I&
-&
S&
s a,
Sea Sa7
a(). �(2>O S&
S&I SOO Sal S02 503
S& S& Sea $(95 Sea
Sal S(94 SGI Sea S& So- S(3S,
aeO sea
ae7
CITY OF TUKINILA
0
S&
S9O
-&
S&
-u—
a, Saa
�& Saa
S& -& So,
Se- Sal S02 S& �al
�95 Sa. .01 �E)a al
�aa -ea -e- -el Sea -0a -e- Se- So-
S& S e.
-� I
Se-
JAN 19 2018
e,
0
S&
e�
Sea
�e,
Saa Sa.
Sea Sal
OeS Sol �&
Se- S02 S03 �(94 .&
S&O Sal Sea Se7 Sea
Sag Sea S(93 SeO S& Sea Sa7 S& S& S& S03
S&O Sal
Sag
S(96
—
�491
—
SqS
-
eO
- .--
e7
Sea
- -
�&O �& 0&0 Sal .01
1-1 ft -% ":t
�G)4 .& -94 �& Sa. S -1021 .(E). SOO O&a S&
,-, Vftl� Vf�v V-3 1,-N g�� ff�i zCM
�&. el Sel �el �&a e.1 �e� a7 Sea �& Sal
t. -N 1�!A i�M I. -;E 0.7 i.M CM 95W W. -I 0,
�& �&
voi VIM
.00
PERMIT CENTER
a(aS �& S& �&JS& S& Se. OaO Sea Sal SaS S& �6. �aO S& Sal �& .&0 Sea sa, S& �& �e- Sa, Se, Sal -& & Sea �& Sea -& �e- a& So
Legend: PROJECT: SHEET TITLE: REVISIONS
Sebco Development NO. BY REASON
0 SC Length = 25'; Dia. = 36-42" DETAILED A RJT Issued for review
11060 Tukwila International LAYOUT 1 RJT Foundation Plan Rev1
Blvd, Tukwila, WA 98168 PART 2 F
0 30 60
Fe.t
Scale: 1 30'
DATF01/16/2018 RELATED DRWG.
DRAWINGS PRINT TO THE SCALE APRVD.BY M.ROHRBACH
IDICATED WHEN PRINTED AT 11x171 I
Issued for Review
HAYWARD
BAKER
A KELLER COMPANY
Western Region
11180 E. Marginal Way South
Tukwila, WA 98168
1 Ph 206-223-1732 Fax 206-223-1733
DATE
9/15/17
01/12/18
DRWG. NO.
1-1131-7
I WMH
RIM=15.2'
Settlement Monitoring Point for Stone
ZONING REQUIREMENTS:
Proposed Monitoring points located on west edge of TPSS structure slabs. Minimum of 5 monitoring
Column Installation
points for settlement monitoring. One (1) additional location for vibration monitoring shall be
3
established per TPSS slab. Actual setup will meet or exceed minimum established herein. Baseline
to be taken follows: 3 3 days day) to
"
readings as minimum of readings on separate (one per prior start
Vibration Monitoring Point for Stone
of Stone Column work to set baseline conditions.
Column Installation
v SPHALT
WAREHOUSE: 92,902 S
A13
A S P H A L T A R E
In addition to the baseline monitoring, access for capturing of the pre -construction conditions at the
Typical 36" Stone Column
TPSS structure shall be provided to the project team in the form of photographs and any additional as
MAIN 2 -GAS V
built data not previously provided. REV1 -The photographic survey results will be provided to Sound
G i
Transit pfiar to commencing the ground improvement work. The eastern block wall closest to the
__J.R@MTI!T7N PLACE CURB
L
guideway shall be included in the survey.-REV1 Sound Transit shall conduct its own survey in addition
ON PROPERTY LINE
1 1
to the project teams.
S� 3
-6Ca ... ...
—6
During Stone Column installation; settlement data shall be collected a minimum of 4 times per day
r__ 01
(during installation). REV11- The settlement monitoring program shall be continued at least 4 weeks
032304-9029
(daily monitoring for the I st week, twice a week for the 2nd week, and then once a week, if the
14. CP_
settlement is less than the threshold) after the vibratory work is done in the proximity to the TPSS or
until the settlement trend is stabilized.-REV1 Baseline data collected from installation at the center of
LINE
the site shall be used to establish beginning distances for monitoring at the TPSS structure. REV1 -Per
0, co
Comment by Sound Transit, this shall also be read as: "The safe distance from Vibration/Settlement
0
will be determined based on the monitoring data obtained during the stone column installation at the
H.C. RAMPS AND SIGNAGE
testing locations shown herein and with Sound Transit agreement. -REV1 Vibration monitoring is
SEE SD -3
intended to be collected continuously during installation hours. The party responsible for implementing
N5611'53"W /I "E
the monitoring program will have the collected data available upon request for Sound Transit review.
48'
TO 59' HIGHER
PIEV1 -Pertinent stone column installation log information shall be available for Sound Transit review if
15 DOCK DOORS
requested.-REV1 If the established thresholds (for vibration and settlement) are exceeded (input
0 Ev
provided by Sound Transit) then the project team shall halt operations for discussions with the entire
--- -------------- .. . ....
--71prr
oJect team. If deemed necessary the project team shall implement a non -vibratory installation
p ograrn for the locations that are within the distances exceeding the established thresholds at the
53.
TIPSS structure. All stone column or non -vibratory locations shall be installed within SEBCO property
Ms 9V
boundaries.
o LXTRUDED CURB
48' WATER MAIN W FRCRETE EXTRUDED
w-
�60' WIDE CONDEMNED BY THE CITY OF SEATTLE
o FOR PIPE LINE RIGHT OF WAY UNDER KING COUNTY
SUPERIOR COURT CAUSE NO. 121648, PURSUANT
TO CITY OF SEATTLE ORDINANCE NO. 37022.
CODE: IBC 2015
ZONING REQUIREMENTS:
//ZBUILDING
ONING: MIC/H
FRONT YARD SET BACK 20
SITE AREA: APPROX.5.19 ACR 8SF)
SECOND FRONT '10'
S5�
INTERIOR SIDE YARDS 0'
BUILDING AREA: FOOTPRINT 7.402 SF(437)
REAR YARD : 0'
FUTURE FIRST FLOOR OFR 4,500 SF
do
CO TENANT ONE
WAREHOUSE: 92,902 S
PROPOSED HEIGHT: 40' PANELS
26,006 SF
PROPOSED COVERAGE: 43 %
TYPE OF CONSTRUCTION: 111 8 SPRINKL
L
ESFR
LANDSCAPE:
Z�
CD
PER TABLE 506.2,S] OCCUPANCY, SPRINKLER
INTERIOR 0'
1
2 HOUR WALL
-6Ca ... ...
TAX ID NUMBER: 042304-9014,
TABLE 602
70,000 SF +(1750OX.75) = 83,125 SF
032304-9029
PARKING., RE U RED. OFFICE 4,500 SF(5%) 0
LEGAL DESCRIPTION:
1 ARS
2 000 Sk:�
LINE
.5/1
WAREHOUSE , SF01/2000=47
VE
TOTAL CARS REQUIRED: 58 CARS
AND OF GOVERNMENT LOT 10 IN SEC
(4 HANDICAPED STALLS)
D
N5611'53"W /I "E
TOTAL CARS SHOWN: 59
48'
TO 59' HIGHER
N89*18 52
28.6
VOLTAGE TRANSMISSIO
T
:T27_,81//Z-
A S P H A L T A R E A
BD
LINES monitoring program shall be implem edlor
A mile 'e
SEE E1_CTJh:%,r aill2thstreet. The cloeen
"er main I.n.
w�
CROSS—S Column location is shown to be approximately 38ft
Elaway
53.
from the water main.
o LXTRUDED CURB
48' WATER MAIN W FRCRETE EXTRUDED
w-
�60' WIDE CONDEMNED BY THE CITY OF SEATTLE
o FOR PIPE LINE RIGHT OF WAY UNDER KING COUNTY
SUPERIOR COURT CAUSE NO. 121648, PURSUANT
TO CITY OF SEATTLE ORDINANCE NO. 37022.
CODE: IBC 2015
ZONING REQUIREMENTS:
//ZBUILDING
ONING: MIC/H
FRONT YARD SET BACK 20
SITE AREA: APPROX.5.19 ACR 8SF)
SECOND FRONT '10'
0
C::�
REV1-Block Wall
Monitoring Point
INTERIOR SIDE YARDS 0'
BUILDING AREA: FOOTPRINT 7.402 SF(437)
REAR YARD : 0'
FUTURE FIRST FLOOR OFR 4,500 SF
MAXIMUM HEIGHT: 125'
WAREHOUSE: 92,902 S
PROPOSED HEIGHT: 40' PANELS
PROPOSED COVERAGE: 43 %
TYPE OF CONSTRUCTION: 111 8 SPRINKL
L
ESFR
LANDSCAPE:
FRONT YARD: 5'
PER TABLE 506.2,S] OCCUPANCY, SPRINKLER
INTERIOR 0'
1 STORY = 70,000 SF
REAR 0'
WITH 3 SIDES SETBACK OVER 20',
TAX ID NUMBER: 042304-9014,
70,000 SF +(1750OX.75) = 83,125 SF
032304-9029
PARKING., RE U RED. OFFICE 4,500 SF(5%) 0
LEGAL DESCRIPTION:
1 ARS
2 000 Sk:�
THAT PORTION OF THE SOUTHWEST Q
.5/1
WAREHOUSE , SF01/2000=47
OF THE SOUTHWEST QUARTER OF SE
TOTAL CARS REQUIRED: 58 CARS
AND OF GOVERNMENT LOT 10 IN SEC
(4 HANDICAPED STALLS)
OF TOWNSHIP 23 NORTH IN RANGE 4
LT -
TOTAL CARS SHOWN: 59
W.M. IN KING COUNTY, WASHINGTON,
LYTING BETWEEN:
THE EASTERLY MARGIN OF STAT ROA
(TUKWILA INTERNATIONAL BOULEVARD,
53.
PACIFIC HIGHWAY SOUTH) AS CONVE
DEEDS UNDER RECORDNlNG NO'S 390
AND 3909049; AND THE WERSTERLY
OF EAST MARGINAL WAY SOUTH (STA
HIGHWAY 5-M, DUWAMISH ROAD) RIGHT OF
WAY -
8'
PERMANENT EASEMENT AREA
-ELECTRICAL TRACT10N POWER
STATION TO CENTRAL PUGET
EGIONAL TRANSIT AUTHORITY
REC. NO. 200440517003078
A
Point
Point
SURVEY
CURB CUT WITH BOLLARDS
LEGAL DESCRIPTION:
AND LYING SOUTHERLY OF: A LINE DRAWN
PARALLEL WITH AND 389.23 FEET NORTH OF
THE SOUTH LINE OF SAID SECTION 4
EXTENDED EAST;
EXCEPT THE SOUTH 60 FEET THEREOF AS
CONDEMNED IN KING COUNTY SUPERIOR
COURT CAUSE NO 121648 BY THE CITY OF
SEATTLE FOR PIPELINE RIGHT-OF-WAY,
PURSUANT To ORDINANCE NO. 37022;
AND EXCEPT THAT PORTION THEREOF AS
CONDEMNED IN KING COUNTY SUPERIOR
COURT CAUSE NO. 469557 BY THE CITY OF
SEATTLE FOR TRANSMISSION LINE PURPOSES,
!�J SOU—TH —112TH STREET
PRIVATE STREET
FRONTAGE IMPROVEMENTS NOT REQU!RED PER �,,
PUBLIC WORKS OWNER TO ENTER INI 0 AN 2�
AGGREEMENT FOR PAYMENT IN LIEW OF
CONSTRUCTING STREET IMPROVEMENTS.
PRELIM SITE PLAN SIX
NORTH � SCALE: I" = 30'
09-22-16
11-29-17
SCOPE OF WORK -
TO CONSTRUCT � 97,402 SF FOOTPRINT
WAREHOUSE, HIG&�STORAGE (30'
CLEAR), WITH FUTURE OFFICE (SEPARATE TI
PERMIT) AND ASSOCIATED SITE WORK.
ENERGY CODE JAN 19
1. THE BUILDING WILL USE ALL THE DEFAULT
VALUES AS A MIN.
2. LIGHTING WILL BE PER THE STATE ENa"
CODE
3. MAX- 80% OF A 20 AMP BREAKER I'MMIT C
SWITCHES
4. ALL EXTERIOR JOINTS TO DISSIMAUR
MATERIALS WILL BE CAULKED AND MADE AIR
TIGHT
PROPOSED MONITORING PROGRAM FOR INSTALLATION OF STONE COLUMNS
ADJACENT TO SOUND TRANSIT TPSS SITE.
PLAN PROVIDED AS REFERENCE FOR PROJECT TEAM BY HAYWARD BAKER
1. 18.2018 Revision 1
01111S. -W
REVIEWEDf 0
CODE=WLI�kr
APPROVED
NEW 35' CURB VUT
EXPAND EXISTINq CURB
CUT TO THE )01H X.
REMOVE RAI E
CURB CUTVI--\
�_n
0' U3 (nu
0) P0
00 00
z
00
OLd
M_J
- CC)
z
0 X <
< _Li
—(no,
Fx]
0 (a)
� � � 1__5
11111111111-7--� �,, o
M z
0
E—
E_
E -
z
z
E
z
�D
C) E-
0
CD
1--� 1 E—
SD-1
IV , V , 7 V . . .
70'-0"
. . . .
14
34'
v
0
C::�
REV1-Block Wall
Monitoring Point
r-3 HOUR FIH�
L
TABLE 706.11
IR
501-0"
T—TWo
MAX 25% 0-
BE RATED 3
L
CA
rFr4
AX�"7 015f
"Cc
OPENING (7
0 716.5
T, T2,,
1
Baseline readings will be established in the field at mutually
agreed upon locations minimum 100 ft away from TPSS
L
structures. Vibration and Settlement readings will be taken at
LT -
distances 1511, 2511, and 35ft away from the center of the
INGstone column installation point. REV1 -At the request of
53.
. . . Sound Transit, additional readings will betaken 501t and
1 00ft away from the stone column installation point. Multiple
columns will be used for this initial data collection.-REV1
Readings at these distances need not be collected
BUILDING
simultaneously; the data may be collected at different
installation long distance is
FOOTPRINT
points as as criteria maintained.
Fifteen (15) feet has been established for minimum distance
away based on empirical data previously established and
provided by Stone Column c ontractor (Hayward Baker, Inc.)
............... ............ ---------
70.59'
5' LANDSCAPE 20' BUILDING
— — — —
87*4Vio"
'10" W
w
_LRQN-T-S.ETBACK — —
N 87*41'10"
—
87-15'46' L
02.89.
W IRR 10.
N
P
CURB CUT WITH BOLLARDS
LEGAL DESCRIPTION:
AND LYING SOUTHERLY OF: A LINE DRAWN
PARALLEL WITH AND 389.23 FEET NORTH OF
THE SOUTH LINE OF SAID SECTION 4
EXTENDED EAST;
EXCEPT THE SOUTH 60 FEET THEREOF AS
CONDEMNED IN KING COUNTY SUPERIOR
COURT CAUSE NO 121648 BY THE CITY OF
SEATTLE FOR PIPELINE RIGHT-OF-WAY,
PURSUANT To ORDINANCE NO. 37022;
AND EXCEPT THAT PORTION THEREOF AS
CONDEMNED IN KING COUNTY SUPERIOR
COURT CAUSE NO. 469557 BY THE CITY OF
SEATTLE FOR TRANSMISSION LINE PURPOSES,
!�J SOU—TH —112TH STREET
PRIVATE STREET
FRONTAGE IMPROVEMENTS NOT REQU!RED PER �,,
PUBLIC WORKS OWNER TO ENTER INI 0 AN 2�
AGGREEMENT FOR PAYMENT IN LIEW OF
CONSTRUCTING STREET IMPROVEMENTS.
PRELIM SITE PLAN SIX
NORTH � SCALE: I" = 30'
09-22-16
11-29-17
SCOPE OF WORK -
TO CONSTRUCT � 97,402 SF FOOTPRINT
WAREHOUSE, HIG&�STORAGE (30'
CLEAR), WITH FUTURE OFFICE (SEPARATE TI
PERMIT) AND ASSOCIATED SITE WORK.
ENERGY CODE JAN 19
1. THE BUILDING WILL USE ALL THE DEFAULT
VALUES AS A MIN.
2. LIGHTING WILL BE PER THE STATE ENa"
CODE
3. MAX- 80% OF A 20 AMP BREAKER I'MMIT C
SWITCHES
4. ALL EXTERIOR JOINTS TO DISSIMAUR
MATERIALS WILL BE CAULKED AND MADE AIR
TIGHT
PROPOSED MONITORING PROGRAM FOR INSTALLATION OF STONE COLUMNS
ADJACENT TO SOUND TRANSIT TPSS SITE.
PLAN PROVIDED AS REFERENCE FOR PROJECT TEAM BY HAYWARD BAKER
1. 18.2018 Revision 1
01111S. -W
REVIEWEDf 0
CODE=WLI�kr
APPROVED
NEW 35' CURB VUT
EXPAND EXISTINq CURB
CUT TO THE )01H X.
REMOVE RAI E
CURB CUTVI--\
�_n
0' U3 (nu
0) P0
00 00
z
00
OLd
M_J
- CC)
z
0 X <
< _Li
—(no,
Fx]
0 (a)
� � � 1__5
11111111111-7--� �,, o
M z
0
E—
E_
E -
z
z
E
z
�D
C) E-
0
CD
1--� 1 E—
SD-1
9ni R VV.qF:r. rnmnlinnnp Fnrmq far Commercial Buildings includinq R2, R3, & R4 over 3 stories and all R1
Revised Jun 2016
Project Info
Project Title:
11mb
Mmv� Rtz4haoL 5W.
Date
Applicant Information. Provide contact information for individual who can
For Building Department Use
Compliance rms
respond to inquiries about
compliance fbrm information provided.
R F E I V EF 0
do not requi a
password to se.
CITV OF TUK'-VILA
Company Name:
Instructional and
calculating cells are
Company Address:
write -protected.
Applicant Name:uylv 0
DEC 0 7 2016
Applicant Phone:"
Applicant Email:
PERMIT CFNTFR
Project Description
New Building 11 Addition 0 Alteration
C U
roccupancy Type
S�eClection
All commercial 0 Group R - All R1 and RZ R3, R4 over 3 stories 0
required to enable forms.
Envelope Compliance Path
(D Prescriptive 0 Component Performance
Selection required to enable forms.
Component Performance
(0 Standard 0 Change of Occupancy/Conditioning 0
Calculation Type
Selection required to enable ENV -UA
0 Additional Efficiency Package Option - 0406.8 Enhanced Envelope
and ENV-SHGC forms.
To comply, demonstrate building thermal envelope performance is 15% lower than the Target UA.
Air barrier testing per Section C402.5.1.2 cVP Air barrier testing not required
'gr
included in project scope
Air Barrier Testing
r-1 Additional Efficiency Package Option - C406.9 Reduced Air Infiltration
To comply, demonstrate that measured air leakage of building envelope does not exceed 0. 25
cftn/ft2 (air barrier surface area) under test pressure of 0. 3 inch w. g.
Vertical Fenestration and
Total Vertical Gross Exterior % Vertical
Skylight Area Calculation
Fenestration Above Grade
(rough opening) divided by Wall Area times 100 equals Fenestration
Prescriptive Path - Enter values for
vertical fenestration, skylights, gross walls
—1 liz 0251; X 100 7a,
and roof on this ENV -SUM wOrksh&et.
Component Performance - Enter values
s Exterior Roof
Gros equals % Skylight
times 100
in ENV -UA andlor ENV -UA -GROUP -R
Total Skyfight divided by Area
worksheet. These values auto -fill from
ENV -UA and are write -protected on ENV -
X
0E COAPLIANCE
Nd I
Vertical
Fenestration
Fenestration Area Compliance
Area
mAR 2 1 IN
Skylight Area
10 n
a"
Str a"
Str
er'lc Ion
Vertical Fenestration
al Fene
er'lc al Fene
0 High performance fenestration U -factors and SHGC per C402.4. .0iLlf offullamila
e na eS
Alternates
t r S
t r
0 Dedicated outdoor air system per C402.4.1.4 and C403.6' BUILDING DIVISIGN11
-_ .
w c 0 s f_
hfyin ylight z r
Sh�owl &jti6�s of q�a ng ne
Sh 10 at' 0 hfyin ylight z r
q -- I g
q -- I g
—h a- -- -iil�i
w c 0 s f up
0 ' up
0 In buildings 2: 3 stories, 25% or more of NET floor area is in daylight zones per C402.4.1 .1
t
ft 0 pr tp
areas and ft2 on project plans.
ft 0 p
0 in buildings < 3 stories, 50% or more of CONDITIONED floor area is within daylight zones per
C I
For Daylight Zone Area Calculations -
C402.4.1.1 Daylight Zone lCalculations
1. h areas c p �ary +
1 5 .
t 1 p �ary +
I
a) Sidelight areas include primary +
secondary daylght zone areas.
Daylight Zone Fenestration Alternate Sidelight Dayliq t Toplight. Daylight PeG
Zone Area Zone Area Zone Area
b) include overlapping toplight and
Not Selected. No Calc mlations Required
F !7
I sidelight daylight zone areas under
Toplight.
c) Refer to Chapter 2 for net floor area
Spaces in Single Story
Building Requiring Skylights
Code requires a minimum of 50% of the floor
area to be within a skylight daylight zone for
gnecific snace Noes Refer to C402.4.2 for
List all enclosed spaces that exceed 2,500 W, have ceiling height greater than 15 ft, and are space
types required to comply with this provision.
DLZ Area (ft) SRR or Aperature Exception
Space Area (ft')
2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1
Project I D -I-t4lalu
Calculation Adjustments
None Applied
Fenestration Area as % gross above -grade wall area 1-06— Max. Target:
0 Max. Target:
Skylight Areaas % gross roof area 0 a %
Vertical Fenestration Alternates: None Selected on ENV -SUM
Envelope Component Proposed ILIA
Cavity+CI Plan/Detail #'U -factor Source & Table # 2 U -factor x Area (A) UA
R=
R=
0
R=
R=
R=
IR=
or 42 1 R=
R=
R=
F -=-
R=
R=
R=
(D R=
CO
R=
R=
R=
R=
0
0
R=
R
D -
IR=
R=
'IR
R:
R=
7 R=
E R= 41
0
0 IR=
JR=
ix R=
R=
0 R=
0 R=
(5
E R=
tt R=
Performance Com
9
page 1 Subtotal
Revised Jun 2016
r
4upib Li
Building Department Use
Target ILIA
U -factor x Area (A)
UA (U x
set Occ.
set occ.
kbove Deck Insulation
set occ.
set Occ.
set occ.
Metal Building
set occ.
set occ.i
set occ.
Joist/sinale rafter
set occ.
set Occ..
3ingle raft, atfic, other set occ.
set Occ.
Steelimetal frame set occ.
set OCC.
Metal Buil ing
set occ.
set occ.
Wood Frame, other
set occ.
set Occ.
Mass Wall
set occ.
Mass Transfer Deck
set orc.
set Occ.
Group R Mass Wall
set occ.
set Occ.�
Assumed to be Mass Wall set occ.
set Occ.
Assumed ;to b;eM;ass Wall set;Occ.
t Occ
set OCC.
FMass
Floor
t occ
set occ.
I W.419:rnminn
set occ.
occupancy Group not selected
2015 WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1 Revised Jun 2016
"' -
Project Title: I Iwo �Mldvl�b� 14TK4Tbak kvp
Date5ro�5t�w
67#1�* Max. Target:
For Building Department Use
Fenestration Area as% gross above -grade wall area
Skylight Area as % gross roof area Max. Target:
Building Component
Proposed UA
Target UA
Ins. R Plan/Detail # F -factor Source & Table # 8
F -factor x Perimeter UA(U x A
F -factor x Perimeter UA (U x A,'
R=
set occ.
_0cc.
Slab -On -Grade �t
R=
R=
0
R=
set occ.
Heated Slab -On -Grade set occ.
I
Co
U)
;6
R=
IR=
Schedule ID U -factor Source"o
U -factor x Area (A) UA (U x A'
U -factor x Area (A) UA (U x A
set oce.
Opaque Swing Doors set occ.
.5
0
0
set occ.
Opaque rollup & sliding set occ.
0
set occ.
Non -Metal Frame set occ.
M
M
6
CL
0
set 00C.
Metal Frame, Fixed set occ.
X
12
M
set occ.,
Metal Frame, Operable set occ.
4)
Ci
LL
0
Set occ.
Metal Entrance Door set occ.
set occ..
All types set occ.
Z
0)
1U)
CL
-Area UA
Page 2 Subtotal
Page I Subtotal
To COMPLY - The Proposed Total UA shall not Project Total
exceed the Target Total UA. occupancy Group not selected
Component Performance Compliance (UA) justment of all applicable envelope
Note I - If vertical fenestration or skylight area exceeds maximum allowed per C402.4. 1, then Target Area Ad
Refer to Target Area Adjustments worksheet for this calculation.
elements will be calculated automatically by the compliance form. j,
Note 2 - Opaque assembly Wactors shall come from Appendix A or calculated per approved method as Specified in C402.1.5. 1.
-Group R that meet Table C402.1.4 Footnote D requirements can enter the target U -value of 0. 014
Note 3 - Proposed CMU mass wall in non osed Wall U-1actors so exterior
Note 4 - For semi -heated spaces utilizing the wall insulation exception, enter Target Wall Wactors under Prop
walls are neutral to the calculation.
Note 5 - Mass transfer slab edges must be covered with an assembly having an overal LI-factorof 0.2.
Note 6 - Demising walls, doors, and vertical fenestration separating spaces with different degrees of space conditioning (unconditioned, semi -heated,
fully conditioned) shall be included only on the ENV -UA form for the space with the greatest degree of space conditioning.
Note 7 - List Group R above grade mass walls here. List all other mass walls, Commercial and Group R in the Opaque Walls - Above Grade section.
Note 8 - Slab -on -grade F -Factors shall come from Appendix A or calculated per approved method as specified in C402.1-5. 1.
Note 9 - Opaque door Wactors shall come from Appendix A or calculated per approved method as specified in C402.1.5. 1. A door is defined as
opaque if less than 50% of the door area has glazing.
Note 10 - Fenestration assembly U -Factors shall be the manufacturer's NFRC product rating, which includes the glazing and frame, or shall be
the default value per Section C303.1.3.
WSEC Compliance Forms for Commercial Buildings including R2, R3, & R4 over 3 stories and all R1
Definitions:
Ls � Liner sys'lem - A continuous membrane installed below the purlins and uninterrupted by framing members. UnconipTessed, unfaced
irisulation rests on top of the membrane between the purlins. Refer to Section A102.2.5.4.
c.i. = Continuous insulation -- Insulation that is continuoiLs across allstruoural members without thermal bridges other than service
openings and penetrations by metal fasteners with a x -sectional area of less than 0.040/6 of the opaque surface area of the assembly.
Components with more than 0.041�o metal perientrations may be eligible to follow the alternate CI values below.
int =- Intermediate framing -- Includes insulated headers. comers and interior partition wall to exterior wall intersections. Refer to Section
A103.2 for framing definitions.
)otnote SurnmarY:
Each table in the 2015 WSEC has footnotes app
. licable to specific information provided in the table. This footnote summary provides onl,,
abbreviated details from these footnotes. Refer to 2015 U,,�SECfor completefoot-ore inf-mation.
Note I - Assembly descriptions can be found in Chapter 2 andAppendix A -
Note 2 - U se of assembly LT -factors, C-fanominal ctors and F -factors from Appendix A and Chapter 3 are required unless otherwise allowed
by the provisions of this Code. in . a thermal spacer block is required. Otherwise use the ILT-factor
Note 3 - For metal building roofs where using R -value co pliance method
compliance method.
Note 4 - Where heated slabs are below -grade. below -grade walls shall comply with the exterior insulation requirements for heated slabs.
Note 5 - Heated slab Mactor% shall be determined specifically for heated slabs. Unheated slab Mactors shall not be used.
Note 6 - CMU walls in all occupancies other than Group R may be eligible for reduced insulation if all provisions stated in applicable
footnote are met. Refer to Footnote D in Table C402.1.4 or Footnote C in Table C402.1.3 for eligibility requirements.
Note 7 - Components with continuous insulation but with metal penetrations , connections may be eligible for alternate continuous
insulation R -values if all provision- in applicable footnote are met. Refer to alternate prescriptive R -values in table below
and Footnote F in Table C402.1.3 for eligibility requirements.
Mtemate continuoin insulation nondnal R -values
This alternate nominal R -value compliance option is allowed for projects complying with all of the following:
1. The ratio of the cross-sectional area, as measured in the plane of the surface, of metal penetrations of otherwise continuous
insulation to the opaque surface area ofthe assembly is greater than 0.0004 (0.04%), but less than 0.0012 (0.12%).
2, The metal penetrations of otherwise continuous insulation are isolated or discontinuous (e. g.. brick ties or other
discontinuous metal attachments, offset brackets supporting shelf angles that allow insulation to go between the shelf
angle andthe primary portions of the wall structure). No continuous metal elements (e.g., metal studs, z -girls. z-channek
shelf angles) penetrate the othenvise continuous portion of the insulation.
3. Buildingpermit drawings shall contain details showing the locations and dimensions of all the metal penetrations (e.g..
brickties or other discontinuous metal attachments, offiset brackets, etc.) of otherwise continuous insulation. III addition.
calculations shall he provided showing the ratio of the cross-- ectional area of metal penetrations of otherwise continuous
insulation to the overall opaque wall area.
A�wmbhe, with
emato Option for A"%embbe" Wftb
M*1* Opti'M I
Mew pea*" 1nozs� -.rtstft than
Metal P"etrx"=1
COSUAILM
tv.% th " COPS
t4" to 009" but #�S UNAD VA4 'D
malAnow Oe*
O�OA"* but
R-1. 4�n
P,-:., M
if
PA'_
R-1 P. -i
R-1 :C:
F'- I P.- It
9c.
P-io -?-a
V.. I R. I ��"
0 -P-11 -cl
P .: P - FAI 4,1
P.- I P - P. -
R -4 &Z,
End of Envelope Requiren—ts SUr—rY
re MFRZIM
6 rim Nae- I I I i e4 i i W i I Emm
0 MA H P1 P,-.viqpd Jun 2Di6
4U I D vvoc;�, �V[ u P"o-v I w"",
compliance requirements for opaque elements and fenestration. Refer
Minimum Requirements
This table summarizes prescriptive
C402.1.3, C402.1.4 and C402.4 in the 2015 WSEC
for important footnotes that apply to
for Prescriptive Compliance
to Tables
these tables. Refer to Section C402 for all applicable requirements that appty for each envelope element
R-32
type and applicable exceptions. Refer to Section C410 for aff applicable information for- refrigerated
Wall
spaces.
Table C402.1.3 Notes 1,7
Table C402.1.4 Notes 1,2
Door
Prescriptive Patti Insulation Mininnint R -Value
Assembly Maximum U -factor
Door - transpaLent reach -in
Occupancv Grou All Other Group R
All Other Group R
Opaque Elements
R-28
U-0.035
Roofs
Insulation Entirclv above Deck
R-39 c.i. R-38 c.i.
U-0.027 U-0.027
Note 3 R-2 5 -1 R- I 11--, R-25 - R-1 I Ls,
Metal Buildin& (xvith thernial spacer block)
U-0.031 U-0,031
Attic and Other
R-49 R-49
U-0.021 U-0.021
Joist or single rafter
R-49 R-49
U-0.027 U-0.027
Malls. Above -grade
Door
Mass
Note 6 1
R-9.5 c.i. -13.3 c.i.
Note 6 U-0.078
U-0. 104
.\,Iaqs transter deck slab edge
N -Value for prescriptive compliance
No R
U-0.200 U-0.200
Metal Building
R-19 c.i. R- 19 c. i.
U-0.0 52 U-0.052
Steel Framed
R-13 - R-10c.i. R-19 , R-8.5 c.i.
U-0.055 U-0.055
Wood Framed and Other
R-21 w/int. frame R-21 w/ int. frame
U-0.054 U-0.054
Note 4
Same as above grade
Same as above grade
Below Grade WaU
Floors
%lass
R-30 c.i. R-30 c.i.
U-0.031 L-0.031
Steel Joist
R-38 � R-10 c.i. R-38.- R.10 c.i.
1--,-0.029 U-0.029
Wood Framed and Other
R-30 _ R-30
U-0.029 U-0.029
Slab -On -Grade Floors
Unhealed
R- 10 for 2 4 in. (froi n to
F-0.54 F-0.54
Note 5
R- 10 perimeter & under entire slab
F-0.55 F-0. 5 5
Heated
Opaque Doors
No R for Coll, pliance
U-0.37
Swinging
-Value prescriptive
N'onswinging (Roll -up or sliding)
R-4.75 R-4.75
U-034 U-0.34
Table C402.4 - 0-30% ofivall area. or
Section C402.3.1.3 High.Performance
30%-40qo per Section C402.3. 1.1 DL7
Fenestration Option - 0-40qo" ofwall area
or Section C402.3.1.4 DOAS
Fenestration
AssembI Maximuni
U -factor Notes 1,2
Ferrical Fenestration
U-0.30 U-0.30
U-0.28 U-0.28
Norimetal frarning
U-0.38 U-0.38
U-0.34 U-0.34
Metal fraining (fixed)
Metal framing (operable)
U-0.40 U-0.40
U-0.36 U-0.36
Entrance door.,
1--,-0.60 �7-o.60
U-0.60 U-0.60
Skylights
U-0.50 U -0,5(j
U-0.50 U-0.50
Skylights
Assembly Mayinium
SHGC Factor
Fenestration
PF<0.2� north - SHGC=0.5�...
PF<O. 2: north - Sll(3C=0.46:
Vertical Fenestration
all other SHGC=0.4
all other SHGC=0.35
0.25 PF < 0.5: north - SHGC-0.58:
0.2:5 PF < 0.5: north - SHOC-0.5 I
till other - SH(jC-0.48
all other - SHGC-0.42
PF 2t 0.5: all orientation, - SHGC-0.64
PF 2t 0.5: all orientation- - SHGC-0.56
SHCTC-0.35
SliGC-0.35
C410.2 Refrigerated Spaces Insulation
insulation Mitrinnini R -Value
Assembly 'Maxinuun 15 -factor
Freezers - ffralh�in and lVarehorise
U-0.030
Roof/ Ceilina-
R-32
U-0.030
Wall
R-3 2
R-32
U-0.030
Door
Door - transpaLent reach -in
tripie-pane. heat -reflective treated or gas
R-28
U-0.035
Floor
olers - Walk-in and 14"arehouse
rc-o
.
R-2 5
U-0.039
Roof! Ceiling
R-25
U-0.039
Wall
R-25
U-0.039
Door
double -pane. heat -reflective treated & gas
Door - transparent reach -in
fill. or complv xvith freezer door reg.
Revised Jun 2016
2015 WSEC Compliance Forms.for Commercial Buildings including R2, R3, & R4 over 3 stories and all RI JDate
Projec
The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy
Code, Commercial Provisions. F—Edcatio-n in T—Building
pp ica i i o e irmation required in permit documents Documents I Department Notes
(yes,no,na) Section
SCOPE
__7 L energy spaces are identfied o plans; include project information, and
C402. 1A Low energy spaces calculations if applicable, that demonstrate spaces are eligible for envelope
provisions exemption - M-7 -M-n-q - —
—I.M.773 irn F --fFFaT
C402.1.1.1 Semi -heated spaces demonstrate spaces are eligible for wall insulation exemption
Provide building area, average wall and roof u -factor, and installed
C402.1.2 I Equipment Buildings equipment information that .. demonstrates equipment building is eligible for
ENVELOPE
Walk-in and
Cooler and freezer spaces are identified on plans; C41 0 envelope
C410.2
warehouse cooler
compliance forms provided (pending)
and freezer sDaces
Compliance
C101.4.1
Mixed occupancy
ments are identified on plans
if
complying via total buidling performance, provide a list of all proposed
Existing unconditioned spaces changing to semi -heated or conditioned
,envelo
Change of space
space, and existing semi -heated spaces changing to conditioned space, are
C503.2
conditioning
identified on plans. Include calculations that demonstrate baseline and final
C303.1.1 Insulation
level of conditionin .
installed such that the mark is readily observable during
fJC303.1.2
Existing F, S and U -occupancy spaces undergoing a change in occupancy
. . . . . . . . . . . . . . . .
are indicated on plans; include calculations that demonstrate upgrade
complies with the current WSEC.
7-- i
; i ''; 1,
Pre -2002 Group R spaces undergoing a change to a commercial
C505.1
Change of
occupancy are indicated on plans; include calculations that demonstrate
occupancy
complies with the current WSEC
Won -Group R occupancy spaces undergoing a change to Group R are
indicated on plans, include calculations that demonstrate upgrade complies
ENVELOPE
PROVISIONS
Indicate
envelope insulation compliance path and provide applicable forms;
C103.2
Compliance
ENV -PRESCRIPTIVE or ENV -UA I ENV-SHGC for component performance
C103.6.3 documentation
if
complying via total buidling performance, provide a list of all proposed
,envelo
e corn nen Des areas and U -values
rindicate ident_ifi�Ttion mark shall be applied to all insulation materials and
C303.1.1 Insulation
insulation
installed such that the mark is readily observable during
fJC303.1.2
lidentification
. . . . . . . . . . . . . . . .
inspection . . . . . . . . . . . . . . . .
Fenestration produ. shall be labeled A it., i i ated IJ I El Ot or, SHGC, VT, and
tration prod
7-- i
; i ''; 1,
:; !.nestration oroduct
e
Indical- jT
!; s liation m thods, thicknesses, densities and clearances to
C303.1.1 General insulation achieve the intended R -value of all insulation materials;
C402.2.1 ristallation Wh—ere two or more layers of rigid insulation will De used, inaicate that edge
7k� (i . . - . . ___ -1 ---- -A
C103.2 I Roof assembly
C402.2.2 linsulation
C402.2.2 I Skylight curb
indicate R-value(s) of cavity/continuous insulation on roof sect -tons;
Indicate framing materials on roof sections;
FndQte Wmethl� of fran-iing for ceilinp below vented attics and vaulted
ceilings effA 02.2 (std, adv);
Provide area weighted average U -factor calculation for insulation whose
thickness varies by I inch or less;
Indicate effective U -factors of tapered insulation entirely above deck per
Al 02.2.6; include roof configuration and slope, maximum R -value at peak
and minimum R -value at low point for all roof surfaces __
�n&,(�jte —R -values for thermal , ipacers and each mulation layer, and liner
system (LS) method for metal building roofs—
inrii-ta r.t irh insuiation R -value on roof section if not inch ided in skylight
Indicate R-value(s) of cavity/confinuous insulation on wall sections;
Indicate framing materials on wall sections;
Indicate method of framing for wood const per A103.2 (std, int, adv);
C 103.2 n icate materia ensity ca egory, walweight and neat capacjiy jul
C402.2.3 Above/below grade qualifying mass walls;
-fill core insulation
C402.2.4 wall insulation
C303.2.1 For qualifying A TM C90 masonry walls, indicate oose
material and percentage of cores filled including grouted cores, bond
�eams,__Kertic;�MLM§�_ headem_and any other grouted cores; — -
Indicate method of protection of exposed exterior basement/crawlspacevall
Z'
P�
& C7
M.
2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1
Project Title:
Radiantly heated slab
aeiaii,
Indicate insulation extends down vertically from top of slab and then
Component
Compliance information required in permit documents
A`ppf-1ca5T11JV-
(yes,no,na)
- Code
Section
Indicate method of protection of exposed exterior slab edge insulation
C103 ' 2
C402.4.4
-
Indicate
Opaque door$
rated U -factor (swinging) or R -value (non -swinging - roll-up/sliding)
on wall sections or in door schedules - applies to doors with less than 50%
olazed area
C402.2.5
insulation
Floor over outdoor or Indicate
unconditioned space
I
R-value(s) of cavity/continuous insulation on floor sections;
Indicate framing material on floor sections;
Indicate material density category and weight of qualifying mass floors
ln(lirntA R -value of continuous insulation on wall section or foundation
C402.2.6 Slab -on -grade floor i te insulation extends down vertically and/or horizontally the required
C303.2.1 insulation distance from too of slab;
Indicate method of protection of exposed exterior slab edge insulation
Indicate R -value of continuous insulation on wall section or foundation
de calculations Showing that the percentage of overall conditionec
area within daylight zones is equal to or greater than 50% in I & 2
- I �culati.ns showing that the percentage of overall net floor area
increased Wrovde _cz
C402.4.1.1 prescriptive within daylight zones is equal to or greater than 25% in buildings 3 stories or
C405.2.4.1 maximum verticql more; include the gross floor area and list of spaces omitted for the net floor
C502.2.1 fenestration area With area; 11 lighting fixtures located within daylight zones
C503.3.2 daylight zones and Note in envelope plans that a er WSEC Section
controls shall be provided with daylight responsive c ontrols p
st 1.1 times the rated
ndicate that the VT of vertical fenestration is a ea
performance U -factors and SHGC values in
C402.4.1.3 Jprescriptive Schedules;
C502.2.1 maximum vertical If applicable, provide area -weighted U -factor calculation(s) used for m,
C503.3.2 fenestration area with fenestration elements within the same fenestration category per Table
hinh_nP.rfnrmance IC402.3
C402 2 ' 6
Radiantly heated slab
aeiaii,
Indicate insulation extends down vertically from top of slab and then
WAr
'
C303.2.1
on -grade floor
insulation
horizontally under the entire slab;
Indicate method of protection of exposed exterior slab edge insulation
C402J.4.1.4maximum
vertical
C403.6
Indicate ins�_Ia_tion R -value behind radiant panels, U-bend/headers and
C402.2.8
Radiant heating
bottom surface of radiantly heated floors (other than radiantly heated s ab -
s stem,
system insulation
on -grade)
C402.4.'__
Provide calcula . on for total verfical fenestration area as a percentage of
C402.1.5
fenestration target t
FVerticall fenestration
gross above grade wall area (WWR) for new construction, additions and
I
C I
rl 9
,
m
maximum area
max
alterations In ENV -SUM
de calculations Showing that the percentage of overall conditionec
area within daylight zones is equal to or greater than 50% in I & 2
- I �culati.ns showing that the percentage of overall net floor area
increased Wrovde _cz
C402.4.1.1 prescriptive within daylight zones is equal to or greater than 25% in buildings 3 stories or
C405.2.4.1 maximum verticql more; include the gross floor area and list of spaces omitted for the net floor
C502.2.1 fenestration area With area; 11 lighting fixtures located within daylight zones
C503.3.2 daylight zones and Note in envelope plans that a er WSEC Section
controls shall be provided with daylight responsive c ontrols p
st 1.1 times the rated
ndicate that the VT of vertical fenestration is a ea
performance U -factors and SHGC values in
C402.4.1.3 Jprescriptive Schedules;
C502.2.1 maximum vertical If applicable, provide area -weighted U -factor calculation(s) used for m,
C503.3.2 fenestration area with fenestration elements within the same fenestration category per Table
hinh_nP.rfnrmance IC402.3
Documents I Department Notes
1A ! V,?
dicate that for eligibility, all occupied, conditioned spaces will be served by
dedicated outside air system (DOAS) that delivers ventilation air without
,quiring operation of the heatingicooling system per Section C403.6
idicate if component performance with target area adjustment will be used
) account for vertical fenestration area in excess of the prescriptive
iaximum allowed
Irovide calculation for total Skylight area as a percentage of gross roof area
SRR) for new construction, additions and alterations in ENV -SUM
performance with target area adjustment Will De
ndicate U -factors, SHGC and VT values in fenestration schedules;
f applicable, provid area -weighted U -factor calculation(s) used for mi
enestration elements within the same fenestration category per Table
if values are NFRC or default; if default then specify frame
F�r _vAndows With overhangs or permanent projection snaaing ueviue:
Drovide projection factor calculations (Equation C4-6) and associated
increased
prescriptive
C402J.4.1.4maximum
vertical
C403.6
fenestration area with
r
DOAS mechanical
s stem,
Wall/ve-1-1
C402.1.5
fenestration target t
area adiustment .1
C402 4 1
C502.2.2
Skylight Maximum I
C503'.3'.3
area
C402.1.5,2
Roof/skylight target
area adjustment
u -factors, SHGC and
C402 * 4 ' 3
VT for all fenestration
C303.1.3
assemblies
shading
C402.4.3
=Permanent
", s
devi,aes
Documents I Department Notes
1A ! V,?
dicate that for eligibility, all occupied, conditioned spaces will be served by
dedicated outside air system (DOAS) that delivers ventilation air without
,quiring operation of the heatingicooling system per Section C403.6
idicate if component performance with target area adjustment will be used
) account for vertical fenestration area in excess of the prescriptive
iaximum allowed
Irovide calculation for total Skylight area as a percentage of gross roof area
SRR) for new construction, additions and alterations in ENV -SUM
performance with target area adjustment Will De
ndicate U -factors, SHGC and VT values in fenestration schedules;
f applicable, provid area -weighted U -factor calculation(s) used for mi
enestration elements within the same fenestration category per Table
if values are NFRC or default; if default then specify frame
F�r _vAndows With overhangs or permanent projection snaaing ueviue:
Drovide projection factor calculations (Equation C4-6) and associated
for Commercial Buildings including R2 & R3 over 3 stories and all RI
12 Washington State Energy Code Compliance Forms
ojectTitle: 1104-0 (A
%4Z i ton in uilding
)plea I 1 0 e Documents Department Notes
Section Component Compliance information required in permit documents
In single story buildings, provide 45t , of enclosed areas that exceed 2,,500 sill,
0
wn 3 req d
have ceiling height greater than 15 ft and are space type! luired to
comply with this provision. For each area identify space type, floor area.
poor to ceiling height, and any exception taken;
conditioned floor area
Spaces in single For each area provide calculations for percenEage OT
C402.4.2 story buildings located within a daylight zone including skylight and eligible sidelight
requiring skylights da Ii ht zones;
For each area provide calculations for percentage of skylight area, OR;
Provide calculations for skylight effective aperture (Equation C4-5);
Indicate haze factor of skylight glazing material or diffuser
S Tdin�eals Indicate weather seal at cargo and loading dock doors
Loa g dock s
curtains
Indicate locations and dimensions of vestibules and air curtains;
Indicate exception and criteria utilized for all building entrances and exits
that do not have a vestibule or air curtain;
b t ed rf, , ce for ", curt , nst ll� P r caption 7,
7 Vestibules d e
I indicate required performance for air curtains installed per exception 7;
nd"a , rqur pe n a ns' a
or u co 'ti. v,.t, .1,., in 'cat. . ic ".I. assembly ("t"',
For unconditioned vestibules, indicate which envelope as . sembly (interior or
Indicate 7n plans the air �arrier boundaries and area calculations on an six
sides of the air barrier;
Indicate air barrier test method in accordance with ASTM E779 or approved
equivalent;
Indicate required maximum leakage rate for compliance.
C103.2 Building air leakage - - _rn_ents'�I) —Submit air
t I lind`udethe following requirements in project docu
C402.5.1.2 Fest barrier test report to jurisdiction once test is completed; (2) If test results
exceed 0.4 cfmfft2 at 0.3 in. wg, then visually inspect air barrier and seal
noted sources of leakage; (3) Submit a follow-up report to jurisdiction noting
rnrractive measures taken: (4) Include air barrier test report in compliance
if "no" is selected for
End of Building Permit Plans Checklist
Indicate
location of continuous air barrier on plans and sections;
'402.5.1.1 construction
Air barrier
and _�rovide
—details for all joints, transitions in materials, penetrations in air
P f lj� t,(
of sealing (caulked, gasketed, or other approved
0 , ,
sealing
no 0
barrier and note method
method
that rOOM(S) containing non -direct vent appliances is isolated from
Rooms containing Indicate
open combustion fuel
h,. t 'r"I v oorway
inside the thermal envelope with a sealed air barrier, including d
I'l, wt ,
C402.5.3
burning appliances
gasketing and sealing around ductwork and piping penetrations;
used for space
Indicate insulation provided in wall, floor and ceiling of the room envelope,
conditioning
and insulation re uired on combustion air ductwork hafts, chutes,
ns of all access openings and doors to s
Access openings
'402.5.4
doors to shafts,
chutes, stairways and I
stairways and elevators;
Indicate method of gasketing, weatherstripping and sealing of these
doors I
openings .
Indicate locations of all stairway enclosure, elevator shaft and building
Outdoor air intakes,
pressurization relief openings, outside _airintakes and exl�aqst openings:
C402.5.5
exhausts and relief
�0�e —ienvelop� plans—that all relief, outside air intake and exhaust
C403.2.4.3
openings
openings shall be provided with dampers in accordance with Mechanical
Section C403.2.4.3
Indicate method of sealing between light fixture housing and wall or ceiling;
-
Recessed lighting in
Note in nvelope plans that all recessed lighting fixtures shall be IC rated
0402.5.8
building envelope
and have an air leakage rating not greater than 2 cm per ASTIVI E283 test;
S Tdin�eals Indicate weather seal at cargo and loading dock doors
Loa g dock s
curtains
Indicate locations and dimensions of vestibules and air curtains;
Indicate exception and criteria utilized for all building entrances and exits
that do not have a vestibule or air curtain;
b t ed rf, , ce for ", curt , nst ll� P r caption 7,
7 Vestibules d e
I indicate required performance for air curtains installed per exception 7;
nd"a , rqur pe n a ns' a
or u co 'ti. v,.t, .1,., in 'cat. . ic ".I. assembly ("t"',
For unconditioned vestibules, indicate which envelope as . sembly (interior or
Indicate 7n plans the air �arrier boundaries and area calculations on an six
sides of the air barrier;
Indicate air barrier test method in accordance with ASTM E779 or approved
equivalent;
Indicate required maximum leakage rate for compliance.
C103.2 Building air leakage - - _rn_ents'�I) —Submit air
t I lind`udethe following requirements in project docu
C402.5.1.2 Fest barrier test report to jurisdiction once test is completed; (2) If test results
exceed 0.4 cfmfft2 at 0.3 in. wg, then visually inspect air barrier and seal
noted sources of leakage; (3) Submit a follow-up report to jurisdiction noting
rnrractive measures taken: (4) Include air barrier test report in compliance
if "no" is selected for
End of Building Permit Plans Checklist
2015 Washington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all RI
Project info
Compliance
forms do not
require a
password to
use. Instructional
and calculating
cells are write-
protected.
Project Title:
Applicant Information. Provide contact information for individual who can
respond to inquiries about compliance form information provided.
Company Name:
Company Address:
Applicant Name: U*410
Applicant Phone: uro — 43:3 - MAI
Applicant Email: 46el 4
J k A, rQ
Project Description
4 -New Building D Addition
Date
Revised August 2016
CJ-fY OF TUKWILA
DEC 0 7 2016
PERMIT CENTER
El Alteration E] Plans Included
City of Tukwila
include PROJ-SUM form (included in envelope forms workbook) with lighting compilience forms.
uilding Additions
Compliance Method Interior lighting Exterior lighting
Lighting systems in addition area comply with all applicable
provisions as a stand alone new construction project
El El
Refer to Section C502.2.6 for additional
Lighting systems in addition are combined with existing EJ El
requirements.
building lighting systems to demonstrate compliance
Addition is combined with existing:
For interior lighting projects, include new + existing interior lighting fixture wattage in Proposed Lighting
Wattage table in LTG -INT -BLD or LTG -INT -SPACE form.
For exterior lighting projects, include new + existing exterior lighting fixture wattage in Proposed
Tradable and Proposed Non -Tradable Lighting Wattage tables in LTG -EXT form.
Interior and Exterior
Lighting Power 1 Interior lighting Parking garage 1 Exterior lighting
---------- t-- --4
Lighting Alterations
60% or more of existing are replaced El El
Select all Lighting Power and Lighting
Control elements that apply to the scope of
Less than 50% of existing are re placed
the retrofit project. If project includes a
combination of spaces where less than
Lamp and/or ballast replacement only —
El F1 El
50% of the existing fixtures are replaced in
existing total wattage not increased
500% or more replaced - Total lighting power of new + existing -to -remain fixtures shall comply with total
some spaces, and 50% or more of the
fixtures are replaced in others, then
LPA per Sections C405.4.2 and C405.5.2. Include new + existing -to -remain fixtures in Proposed
provide separate lighting power
Lighting Wattage table in LTG -INT -BLD, LTG -INT -SPACE or LTG -EXT form.
compliance forms for the two retrofit
Less than 50% replaced - Total lighting power of new + existing -to -remain fixtures shall not exceed the
conditions. Spaces undergoing the same
total lighting power prior to alteration. Include new+ existing -to -remain fixtures in the Proposed Lighting
type of retrofit may be combined into one
Wattage table in LTG -INT -BLD, LTG -INT -SPACE or LTG -EXT form.
lighting power compliance form.
50% threshold applies to number of luminaires for interior spaces and parking garages, and total
Refer to Section C503.6 for additional
J . ristalled wattage for exterior luminaires.
Lighting Controls
Interior lighting Parking garage Exterior lighting
requirements.
All alteration lighting controls shall be
New wiring installed to serve added
commissioned per C408.3.
fixtures and/or fixtures relocated to new
circuit(s)
New or moved lighting panel
El
Interior space is reconfigun
�o ]1y
I , ca;e:d
luminaires unchanged or reV �
New wiring or circuit - For interior lighting, provide required manual controls per C405.2.3, occupancy
sensor controls per C405.2. 1, daylight responsive controls per C405.2.4 and application specific lighting
controls per C405.2.5. For exterior lighting, provide required controls per C405.2.7.
E] No changes are being made to
New or moved panel - Provide all applicable lighting controls as noted for New Wiring and automatic
the interior or exterior lighting
time switch controls per C405.2.2.
systems and existing space
uses and configuration are not
Reconfigured interior space - Provide all required lighting controls that apply to a new interior space.
changed,
Application specific lighting control provisions per C405.2.5 do not apply to reconfiguied spaces.
a pace
El Existing interior lighting systems in areas under -going a change in space use are upgraded to
C405.4.2(2).
1 "
comply with LPAs for the new space types per Tables C405.4.2(i) or
CODE COMPLIANCE
1�
Identify interior spaces requiring LPD upgrade to the current Code in Proposed Lighting Wattage table in
APPROVED
LTG -IN BLD orLTG-INT-SPACE form.
MAR 2 1 2010
City of Tukwila
—; 1 0 Min & inc!udin R2 PA PA nvprl qtnries and all RI Revised August 2016
,eul o vvasningion owtv r -i IC19Y =. — ... F—r— w — I . . I I JDate IZIM11(ol
Project Title: 110&C) -r"lLb '141E� C P,5Rq
interior Lighting System
WP -t�- ?I 9654 -di 74 1 Mb LUVIOA7
Description
Interior Lighting Power
0 Building Area Method 14 space -by -space method
Allowance Method
Select method used in project
Interior Lighting Controls
11 C405.2.1 - C405.2.8 Controls E] C405.2 Exception 5 Luminaire Level
Lighting Control (LLLC)
E] Additional Efficiency Package Option
C406.4 Enhanced digital lighting controls
To comply with C406.4, no less than 90% of the total installed interior lighting power shall comply with the
requi . red controls per C406.4.
Dwelling Unit Interior
Permanently installed interior lighting fixtures in dwelling units comply with:
Lighting UJj_
0 C405.2 thru C405.5 Commercial Lighting Controls and LPA
0 C406.3 High EffiGacy Lighting
0
Exterior Lighting System
k*11,31b 1�m wmlvove
Description
ca4�. 64 -Wkra 6106� qm-o-
- . — .. : I � 01) 01 PA nuar'A OnriAc; and all R1 Revised August 2016
/V 10 VVa5milyLut 1 0-
Q1 lot VY
Date
Project Title: I
Lb
Calculation
-04t>
so 6� o Addition - 0 Addi tion
q& / &
For Building Department Use
rsc4 e stand alone + existing
Area NOTE 9
0 Spaces where 4 5o% of 0 Spaces where 50% of 0
luminaires are replaced luminaires are replaced
LPA
Standard 0 Additional Efficiency Package Option
C406.3 Reduced Interior Lighting Power
Calculation
To comply with C406.3, the Proposed LPD shall be 25% lower than the Target LPA.
Type
Refer to C406.3 for additional requirements.
Maximum Allowed Lighting Wattage NOTE I
Location (plan #,
Ceiling
Gross Interior
Allowed
Watts Allowed
room #)
Space Type
Height NOTE 2
Area in ft2
Watts per fl?
(waftsIft2 x area)
00
416151
0-(15P
Total Area
Retail Display Allowance from LTG -INT -DISPLAY
NOTE 81 Allowed Wafts
I kk A,41r- 1,it�if nioninu Allnwnnra frnm I Tr. -INT -DISPLAY
1Mn++nrraNOTE3
Location (plan Number of Watts/
room #) Fixture Description NOTE4,5,6 Fixtures Fixture NOTE 7
Wafts
Proposed
lea BW !A*
4A I lj!t2
Proposed Retail Display Lighting from LTG -INT -DISPLAY
Total Proposed Watts may not exceed Total Allowed Watts for Interior Lighting Total Proposed Watts
[Tritil-mAnir I ;ndkil-iincr Pnwor Allowance
Note 1 - List all unique space types per Table C405.4.2(2) that occur in the project scope. Select space type category per from drop down menu,
Note 2 - Indicate ceiling height for atriums and spaces utilizing the ceiling height adjustment per Table C405.4.2(2), Footnotes d thru f
Note 3 - List all proposed lighting fixtures including exempt lighting equipment and existing -to -remain fixtures.
Note 4 - Forproposed Fixture Description, indicate fixture type, lamp 4ope (e.g. T-8), number of lamps in the fixture, and ballast type (if included). For
track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information.
Note 5 - For lighting equipment eligible for exemption per C405.4. 1, note exception number and leave WattslFixture blank.
Note 6 - Existing -to -remain fixtures shall be included in the Proposed Lighting Wattage table in the same manner as new fixtures. Identify as existing
in fixture description.
Note 7 - For proposed WattslFixture enter the luminaire wattage for installed lamp and ballast using manufacturer or other approved source. For
luminaires with screw-in lamps, enter the manufacturees listed maximum input wattage of the fixture (not the lamp wattage). For low voltage
lighting, enter the wattage of the transformer. For line voltage tracklbusway systems, enter the larger of the attached luminaire wattage or 50
watts,lineal foot, or enter the wattage limit of permanent current limiting device,
Note 8 - Lobby ArtlExhibit Display Allowance is independent of the Maximum Allowed Lighting Wattage.
Note 9 - Calculation Area Details:
a. Lighting fixtures in a building addition may comply as a stand alone project, or they may be combined with the overall existing building
liahtina systems to demonstrate comoliance. Refer to C502. 1.
Lighting, Motor, and Electrical Permit C hecklist, Pg. 1 LTG -CHK
-
OTwashington State Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 Revised August 2016
ProjectTitle: IVNZ—) ;:t4ou loubjkVU _jDate
The following information is necessary to check a permit application for compliance with the lighting, motor, and electrical requirements in the
Washington State Energy Code, Commercial Provisions.
Appli cability I
Location in
Building Department
I
(yes no, na) I
Code Section I
Component I
Compliance information required in permit documents
Documents
Notes
LIGHTING
CONTROLS
C405.2
Lighting controls,
For all lighting fixtures, indicate lighting control method on plans
taken
general
for spaces and lighting zone(s) served, or exception
Luminaire level
Indicate on plans all fixtures provided with LLLC in lieu of
C405.2
lighting controls
C405.2 lighting controls; provide description of control
(LLLC)
capabilities and performance parameters -
For permanently installed lighting fixtures in Iling units,
Lighting in dwelling
indicate lighting control method on plans for spaces and
C405.1
units
lighting zone(s) served, or demonstrate compliance with high
efficacy exoepbon
C405.2.3
Indicate on plans the method of manual lighting control (whether
C405.2.1.1
combined with occupancy sensor, automatic light reduction,
C405.2.2.2
Manual controls
daylight responsive or specific application controls), location of
C405.2.4
manual control device and area or speHc�ifice application it
I C405.2.5
serves
405.2.2.1
Manual interior
Indicate on plans which method of manual 50% lighting load
C405.2.2.2
reduction is provided, or whether lighting load is reduced via
C405.2.3
lighting controls
occupancy sensors or daylight responsive controls
Indicate on plans the method of automatic shut-off control
during unoccupied periods (occupancy sensor or time switch)
C405.2.2
Method of autornatic
for all lighting zones;
Fn—criwt-e bons where automatic shutoff is provided by other
shut-off control
methods (occupancy sensor or digital timer switch) or which
time switch control excepton applies
Indicate on plans the spaces served b u anc senso
C405.2.1
Occupancy sensor
Indicate whether occupancy sensor controls are configured to
C405.2. 1.1
controls
be manual -on, automatic 50% -on, or serve a spaoe eligible for
automatic 1 000/6 -on per excepbon
Occupancy sensor
Indicate aisleways and open areas in warehouse spaces
1�
C405.2.1.2
controls -
provided with occupancy sensor controls that reduce lighting
warehouses
power by 50%
Indicate required digital timer switch control function when. -
C405.2..
Digital timer switch
control is used
Automatic time
Indicate locabons of override switches on plans and the lighting
C405.2.2.1
switch controls
zone(s) served, include area sq. ft.
Indicate primary and secondary sidelight daylight zone areas on
plans, i cAude sq. ft! ----
IndicateLopligN daylight zone areas on plans, include sq. ft.;
C405.2.4.2
Daylight zones -
For small vertical fenestration assemblies (rough opening less
C405.2.4.3
Sidelight and toplight
than 10 percent of primary daylight zone) where daylight
responsive controls are not required, provide fenestration area
to daylight zone calculation(s)
Indicate on plans lighting zone(s) served by daylight responsive
controls;___
Identify sidelight and toplight daylight zones that are not
provided with daylight sensing controls and the exception(s) that
C405.2.4
Daylight responsive
controls
apply;___ __
—
—
Indicate on plans the lighting load reduction method -
:
conbnuous dimming, or stepped dimming that provides at least
two even steps between 0%-100% of rated powe
Indicate that daylight sensing controls are configured to
completely shut off all controlled lights in the lighting zone
Additional controls -
Idenbfy spaces and lighting fixtures on plans that require
C405.2.5
Specific application
specific application lighting controls per this section
lighting controls
Indicate on plans that display and accent lighting, and display
case lighting are controlled independently from both general
C405.2.5 -
Display and accent
area lighting and other lighting applications within the same
Items 1&2
lighting
space;..
Indicate manual and automatic lighting control method
20175 WaTshingtonState Energy Code Compliance Forrns for Commercial Buildings including R2, R3, K4 over 3 stories and all RI Revised August 2016
Project Title: 1MO IMUtOOB,
The following inforrnation is necessary to check a permit application for compliance with the lighting, motor, and electrical requi rements in the
Washington State Energy e, Commercial Provisions. LOCation in Building UepartmeF
Applicability
(yes,no,na) Code Section Component Compliance information required in permit documents Documents Notes
Indicate
method of automatic control - vacancy or captive key
C405.2.5
qVir
- Hotel/motel
guest
control
of all installed luminaires and switched receptacles in
Item
3 rooms
auest
room
Indicate
method and location of automatic shut-off vacancy
C405.2.5
Supplemental
task
control
for supplemental task lighting, including under -shelf or
Item
4 lighting
under -cabinet lighting
Indicate
on plans eligible non -visual lighting applications,
include
sq. ft. area of each i0hbinq c ntroll zone;
co�
Indicate
on plans that non -visual lighting are controlled
C405.2.5
- Lighting
for non-
independently
from both general area lighting and other lighting
Item
5 visual
applicabons
appficabons within the same space;
Indi
ca�temeth�od of manual lighting control and applicable
automatic liqhbng control
Indicate on plans that lighting equipment for sale or
demonstration are controlled independently from both general
C405.2.5 -
Lighting equipment
area lighting and other lighting applications within the same
Item
for
6 demonstration
sale or
space,
Indicate method of manual lighting control and applicable
automatic lighting contro
Identify on plans egress fixtures that function as both normal
and emergency means of egress illumination-,
—pc,,vWe
Provide calculation of iignti�g ensii:yoftotai egress
C405.2.5 -
Means of egress
lighting;
—greater
If—totile(fress _fightin�powerdenity is than 0 0-2
Item 7 lighting
ft., indicate on plans egress fixtures requiring automatic shut-off
during unoccupied periods;
Indicate nfnlltnm2i shut-offcontrol
Indicate on exterior lighting plans and fixture schedules the
automatic lighting control method, control sequence, and
locabons served;
For building fagade and landscape lighting, indicate automatic
function of dawn/dusk and fixed
C405.2.7
Exterior lighting
controls shut off lighting as a
open nglclos ng I me
controls
For all other exierior lighting, indicate automatic controls shut off
lighting as a function of available daylight; include control
sequence that also reduces lighting power by at least 30%
between 12am-6am, or from I hour after closing to 1 hour
before opening, or based upon motion sensor
For building grounds fixtures greater than 100 wafts, indicate on
Exteflor buil ing
plans whether fixtures have efficacy greater than 80 lumens or;
C405.5.1
grounds lighing
are controlled by motion sensor, or are exempt lighting per
controls
C405.5.2 A
Indicate location(s) of master control switch(es) intended to
Area controls -
control multiple independent switches; circuit breaker may not
C405.2.5
Master control
switches and circuit
be used as a master control switch;
20 circuit controlled by a single switch or
power limit
Verify that no amp
automate control is loaded beyond 80%
To comply with additional efficiency package opbon, indicate on
plans all interior lighting fixtures that are individually addressed
and provided with continuous dimming, or exception taken;
C406.4
Enhanced digital
lighting controls
_f_ — —W—
Induc e calaculatio� Of rCent total ins alled interior lighting
power that is configured with required enhanced lighting control
functions (min go% to comply with additional efficiency package
option)
If claiming lighting system commissioning exemption provide
supporting calculation;
ldenbfy applicable commissioning documentation requirements
Wk
C405.13
Lighting system
per Seq�on C408 Or Edigjbility�xr exceRtLc�n,___
G408.3
functional testing
Provide written procedures for functional testing of all automatic
controls and describe the expected system response
2 015 Washington TState Energy Code Compliance Forms for Commercial Buildings including R2, R3, R4 over 3 stories and all R1 �'evisea Augusl ZU 10
7Project
ct Titi Date
Title: RTC) -50%W1hVC' hw VZW� -
The following information is necessary to check a permit application for compliance with the lighting, motor, and electrical requirements in the
Washington State Energy Code, Commercial Provisions.
Location in t3uilaing Uepartment
Applicability I
Compone Documents Notes
(yes, no,na) I Code Section I nt Compliance information required in permit documents
INTERIOR LIGHTING
POWER & EFFICACY
include
all luminaires in lighbrig fixture schedule; indicate fixture
types,
lamps, ballasts, and manufacturers rated watts per
fixture;
71
ldeWb6Fspces
eligibil r li hting power exemption on plans
G405.4.1
Total connected
and in compliance forms; indicate the exception applied;
C405.4.1
interior
lighting power Identify
fighting equipment eligible for lighting power exemption
C405.4.2
in
fixture schedule and in compliance forms; indicate the
Indicate that exempt lighfing equipment is in addition to general
area lighting and is controll independently
C405.3
Exit signs
Indicate location of exit signs on plans and rated watts per
fixture)
-Z'
fixture in lightng fixture schedule (maximum 5 watts per
If high efficacy exception is applied to permanently installed
lighting fixtures in dwelling units, indicate in lighbrig fixture
C405.1
Lighbng in dwelling
schedule if lamps in fixtures are high efficacy per R404. 1,
units - lamp efficacy
Calculate percentage of fixtures with high efficacy lamps in
project (min 75% to comply with exception).
For project with dwelling units, to comply vivith additional
Reduced lighting
efficiency package option indicate in lighting fixture schedule if
C406.3
power density -
lamps in fixtures have efficacy rating of 60 lumens per waft or
dwelling unit lamp
more. Calculate percentage of fixtures with lamps that have this
efficacy
efficacy rating (min 95% to comply with option).
Lightinq Pow r Calculation - Indicate compliance path taken
Complete required compliance forms — proposed wattage per
C405.4.2.1
Building Area Method
building area does not exceed maximum allowed wattage per
building area. Identify locations of building areas on plans
Complete required compliance forms — total proposed wattage
C405.4.2.2
Space -By -Space
does not exceed maximum allowed wattage. Identify locations
types including retail display areas, lobby art
VVK
Method
of space on plans,
& exhibit display areas, and ceiling heights as applicable
To comply with additional efficiency package option,
demonstrate in compliance forms that total connected interior
C406.3
Reduced lighbrig
lighting wattage is 75% less than the total maximum allowed
power density
lighting wattage via Building Area Method or Space -By -Space
Method
EXTERIOR
LIGHTING
POWER & EFFICACY
Include all luminaires in lighting fixture schedule; indicate fixture
types, lamps, ballasts, and manufacturer's rated watts per
fixture;
-
ldenbfy exterior applications eligible for lighting power
Total connected
exemption on plans and in compliance forms; indicate excepbon
C405.5.2
exterior lighbng
@jppLlied,
power
Indicate that exempt exterior lighting is controlled independently
from non-exempt exterior lighting; include exception claimed for
each fixture or group of fixtures under exception category
Table
Exterior fighting zone
Indicate building exterior lighting zone as defined by the AHJ
C405.5.2(l)
For building grounds fixtures rated at greater than 100 watts
C405.5.1
Exterior building
that are complying based on efficacy, indicate rated lamp
grounds lighbng
efficacy (in lumens per waft) in fixture schedule
Exterior lighting
Complete required compliance form — proposed- ----gefor
C405.5.2
exterior lighbrig plus base site allowed does not exceed
power calculations
I
I maximum allowed
kyl Wiwi
2015 7W.sh1.9t... State Energy Code Compliance Forms for Commercial Buildings including RZ, KJ, X4 over', stones and all K1 Revised August 2016
I -Afta - - a
Project Title:
The following information is necessary to check a permit application for compliance with the lighting, motor, and electrical requi rements in the
Washington State Energy Code, Commercial Provisions. --Uo—cation
in Building DepartmenT
Applicability I I Compliance Notes
(yes, no, na) Code Section [ Component information required in permit docum Documents
MOTORS
& TRANSFORMERS
Include electrical transformer schedule on electrical plans;
C405 6
Electrical tranformers;
indicate transformer size, efficiency, or exception taken
Dwelling unit
Indicate on electrical plans that each dwelling unit in Group R-2
C405.7
electrical energy
has a separate electrical energy meter
consumption
Include all motors, including fractional hp, motors, in electdc
C405.8
Electric motor
motor schedule on electrical plans; indicate hp, rpm, rated
efficiency
efficiency, or exception applied
For luminaires in each elevator cab, provide calculated average
efficacy of combined fixtures that indicates efficacy is not less
than 35 lumens per watt;
Indicate rated wafts per cfm for elevator cab ventilation ns do
C405.9-1
Elevator cabs
not exceed 0.33 watts per cfm;__
in—cFicateautoriiatic controls that de -energize lighting and
ventilabon fans when elevator is stopped and unoocupied for a
period of 15 minutes or more
Indicate escalators comply with ASIVIE A17.1/CSA B44;
C405.9.2
Escalators and
automatic controls are configured to reduce operational speed
moving walks
to the minimum permitted when not in use
Indicate all one-way down or reversible escalators are provided
C405.9.3
Regenerative drive
with a variable frequency regenerative drive
Identify all controlled and uncontrolled receptables on electrical
plans in each space in which they are required; include
receptacle configuration such as spacing between controlled
C405.10
Controlled
and uncontrolled, duplex devices, etc;
receptacles
h-dicate —on plans viAeffi_W�e_m�thod u atic control for
each controlled receptable zone is by occupant sensor or
I
I programmable time -of -day control
If "no'
End of Lighting, Motor & Transformer Pennit Documents Checklist
I
6
GMENGIINEER��r
FILCm 1101 South� Fawcett Avenue, Suite 200
Tacoma, Washington 98402
253.383.4940
REVIEWED FOR
tOD8 COMPLiANCE
March 2, 2018 APPROVED
MAR 2 1 2018
Washington State Department of Ecology
Hazardous Waste and Toxics Reduction Program
Northwest Regional Office SUEY of Tukwila
3190 - 160th Avenue SE NO DIV1818N
Bellevue, Washington 98008 - -6
Attention: Byung Maeng RECEIVED
CITY OF TUKWILA
Subject: Time -Sensitive Request for Supplemental Contained -in Waiver Determination
PCE and TCE-Impacted Soil MAR 0 6 2018
Former Horizon Ford Site (VCP Number Pending)
11000 Tukwila International Boulevard CORRECTION PERMIT CENTER
Tukwila, Washington LTR
GeoEngineers File No. 02455-042-03
We represent Sebco, Inc. (Sebco), the current owner of the subject property referenced above. The general
location and vicinity of the property is shown on Figure 1. Sebco is conducting an independent cleanup of the
subject property under the Model Toxics Control Act (MTCA). The MTCA cleanup will be performed in
conjunction with construction of a new warehouse on the property. On behalf of Sebco we are requesting
that Washington State Department of Ecology (Ecology) issue a supplemental Contained -in waiver
determination (CID) for tetrachloroethylene (PCE) and trichloroethylene (TCE)-impacted soil with suspected
F001- and F002 -listed waste constituents that is anticipated to be excavated during cleanup and upcoming
redevelopment of the subject property. This request is time -sensitive in that some soil removal activities
associated with redevelopment are scheduled to begin very soon. We appreciate any ability Ecology may
have to expedite the review and approval of this request. Ecology previously issued a CID for investigative
waste drummed soil cuttings at the property that were generated in 2015. in connection with the
pre -purchase Phase 11 Environmental Site Assessment (ESA). Ecology's original CID for the property is dated
October 15, 2015 and a copy is attached for reference.
Supplemental remedial investigation was performed at the property in February 2018 to further evaluate the
extent of soil containing oil -range petroleum hydr o
,ocarb ns exceeding the MTCA Method A cleanup level, to
sample additional areas beneath the building footprint, and to refine the extent of soil containing PCE and/or
TCE that will be encountered during the cleanup and during construction excavation. We note that to date, no
soil samples from the property have contained PCE or TCE at concentrations greater than the MTCA
Method A cleanup levels. The February 2018 remedial investigation exploratory test pits were completed
following demolition of the former Horizonford building. Figure 2 shows exploration and sample locations
and the estimated extent of soil containing detectable levels of PCE and/or TCE. The volatile organic
1. Washington State Department of Ecology ! March 2, 2018
Page 2
compound (VOC) soil sample chemical analytical data from the 2015 Phase 11 ESA and the February 2018
supplemental remedial investigation are summarized in Table 1. This letter presents information required by
Ecology in order to evaluate and determine whether the waste soil meets the conditions required for a
Contained -In waiver.
Based on the Phase 11 ESA and supplemental remedial investigation chemical analytical data, the maximum
concentration of PCE detected in soil samples (0.016 milligrams per kilogram [mVkg]) was from test pit TP -9
at a depth of 4.5 feet below the ground surface (bgs; Table 1; Figure 2). The maximum concentration of TCE
detected in soil (0.0016 mg/kg) was detected in the sample from GEI-14 at a depth of 5 feet bgs (Table 1;
Figure 2). One soil sample (GEI-4-4.5) obtained during the Phase 11 ESA that had a detectable concentration
of PCE also contained oil -range petroleum hydrocarbons at a concentration (4,700 mg/kg) exceeding the
MTCA Method A cleanup level for unrestricted land use. A soil cleanup is planned to occur during
construction excavation and soil generated during the cleanup would be managed under the CID.
The remainder of this letter presents responses to the list of questions and information that Ecology
indicates is needed to issue a CID determination per the Contained -in Determination Request information on
their website. -
3- The specific location and address of the site with your contaminated media.
11000 Tukwila International Boulevard, Tukwila, Washington.
2. The names, mailing addresses, and contact Information for the property owners of the site.
Contact information for Sebco, Inc. (owner)
Jay Ayers
4020 East Madison Street, Suite 320
Seattle, Washington 98112
3. The names, mailing addresses, and contact information of environmental staff assisting with the
environmental investigation at the site.
Jacob Letts, LG, LHG
GeoEngineers, Inc.
1101 South Fawcett Avenue, Suite 200
Tacoma, Washington 98402
Office: 253.383.4940
4. The RCRA Site Identification Number, If one Is assigned to the site. A RCRA Site Identification
Number (also known as an EPA/RCRA Site ID number) Is required for certain facilities managing
wastes under the Resource Conservation and Recovery Act (RCRA).
None
5. Ecology's FacillWSite Database Number, If one is assigned to the site.
Ecology FS/ID # 23285988. Cleanup Site # 13267. A VCP application has been submitted and
accepted; the VCP number is pending.
M",
jc",
GEoENGINEER
F:!-- C245�-04203
. Washington State Department of Ecology � March 2, 2018
Page 3
6. Name and contact Information of the Ecology site manager overseeing Investigation and/or cleanup
actions, if one is assigned.
Pending.
7. A description of the type of action (for example, Independent, voluntary, or under an order Issued
under the Model Toxics Control Act (MTCA) Cleanup Regulation) generating your contaminated
media.
Independent cleanup under the VCP.
S. Your schedule to excavate or remove your contaminated media. If you have already excavated your
soil, give the amount of time that has elapsed since excavation.
Construction excavation and petroleum soil cleanup is planned to begin in early to mid-March 2018.
Excavation of soil containing detectable concentrations of PCE and/or TCE as represented by the
attached sample results is expected to last through September 2018. We note that no soil was
generated during the February 2018 investigation and soil generated during the 2015 Phase 11 ESA
was removed from the Property under the October 2015 CID.
9. A description of the listed waste codes and the type of your environmental media, and Include the
amount (in volume or weight).
F001 and F002 listed waste. The estimated quantity of soil with detectable PCE and TCE that will be
excavated in connection with the cleanup action and during site redevelopment is 5,400 tons.
:10. A description of the source of contaminants at the site. Include types of businesses, products and
wastes used or managed, and the dates when contaminants may have been released.
PCE and TCE were likely associated with the truck service facility that previously occupied the subject
property.
IL A discussion of whether the contaminated media designates as a federal characteristic waste
(WAC -173-303-09Q) or a state -only criteria waste M—AC 173-303-100) Provide any analytical results
that support this discussion.
The contaminated media does not designate as federal characteristic or a state -only criteria waste.
:12. A map of the site showing the location of buildings, sampling locations with sample Identification
numbers, groundwater monitoring wells, and surface water bodies. Show the location of the
excavated soil on your site map. If you have not yet excavated the soil, show the location of sources
of contamination.
Figure 1 is a map of the general vicinity of the property. Figure 2 shows the property and planned
building location, the approximate location of soil samples with detectable VOCs, the inferred extent
of VOCs in soil where construction excavation for building footings or utilities may occur, and the
estimated extent of the petroleum soil cleanup area.
GEoENGINEER��r
P,If� N�. 02455-042.n3
- Washington State Department of Ecc�09Y Mardi 2, 2018
Page, 4�
13. A description of the sampling techniques and the type of analytical methods you used. Include the
number, locations, and depths of samples. You should use all reasonable analytical methods to
obtain practical quantitation limits (PQLs) below the applicable IVITCA cleanuR level and Universal
Treatment Standards (UTSs). Include a short discussion on how your analytical data Is representative
of the level of contamination In your media.
Fifty-four (54) soil samples were collected during the Phase 11 ESA and the 2018 supplemental
remedial investigation in accordance with U.S. Environmental Protection Agency (EPA) Method 5035
for VOCs in soil and placed in laboratory -prepared containers. Soil samples were collected between
depths of 2.5 and 10.5 feet bgs. The samples were screened in the field using a photoionization
detector (PID) to evaluate relative VOC concentrations. Soil samples were submitted to an accredited
laboratory (OnSite Environmental Services in Redmond, Washington) and samples were analyzed for
VOCs by EPA Method 8260. Laboratory PQLs were confirmed to be below MTCA Method A cleanup
levels (Table 1) and federal UTSs (6.0 mg/kg for PCE and TCE per EPA 268.48 Universal Treatment
Standards table).
14. Proposed procedures for managing and disposing of the media. include the name and location of
proposed permitted disposal facilities that would receive your contaminated media If Ecology
approved your request for a Contained4n determination. Please Include contact Information for
person(s) at these facilities.
Soil generated during the cleanup and during construction excavation from within the area identified
as containing detectable concentrations of PCE and/or TCE will be removed from the property and
transported by truck to the Greater Wenatchee Regional Landfill (Subtitle D Landfill), 191 Webb
Road, East Wenatchee, Washington 98802.
15. A table with analytical results for the contaminated media. include sample identification numbers.
Include applicable IVITCA cleanup levels and applicable Universal Treatment Standards (UTS) for all
regulated hazardous constituents and any possible breakdown products In your contaminated media.
VOC soil data and MTCA and UTS levels are shown attached Table 1.
16. Copies of original analytical reports and data quality assurance reports, Including method detection
limits (MDLs) and PQLs-
Copies of analytical laboratory reports from the 2018 remedial investigation are attached. Analytical
reports from the 2015 Phase It ESA have been reviewed by Ecology prior to receipt of the October
2015 CID and are not provided with this request; a copy of the 2015 Phase 11 ESA lab reports will be
provided to Ecology upon request.
GWENGINEER!�O
Was hington State 15cpartment of Ecology March 2, 201.8 Page 5
SUMMARY
On behalf of Sebco, Inc., we request this Contained -In waiver determination for the disposal of soil containing
detectable concentrations of PCE and TCE. Because construction excavation is planned to begin ve�y soon,
we request an expedited review and approval if possible.
If you have any questions regarding this letter or require additional information, please contact Jacob Letts at
the contact info provided in item #3 above.
Sincerely,
GeoEngineers, Inc.
ZJaco'b Letts, LG, LHG
Senior Hydrogeologist
JL:DLC:Ieli
Attachments:
Table 1. Soil Chemical Analytical Results, VOCs
Figure 1. Vicinity Map
Figure 2. Soil Cleanup and Special Handling Areas
Appendix A. Laboratory Analytical Reports from 2018 investigation
Appendix B. Contained -in Determination dated October 15, 2015
Dana L. Carlisle, PE
Principal 7
Disclaimer. Any electronic fann, facsinilleorhard copy of the original docunient(emai I, ted, table, and/orfigure), if provided, and a ny attacinnents ire only a copy of
Me original docLiment. The original docurnent is stored byGeoEn,gineers, Inc. and %vill seive as the official document of record.
GWERGINEER
He (,�1_02455-0424)3
GEI-I'
TP-
T�
GEI-2 -
% CT�
Legend
:T Approximate Subject Property Boundary
Planned Building Footprint
GEI-MW-:1 Phase 11 ESA Monitoring Well Location
Jed to GEI-I Phase 11 ESA Direct -Push Soil Boring Location
J document.
and content TP -1. Test Pit by GeoEngineers, 2018
:ngineers,
TP -12
GEt-7 +
A
IL - - - - - - - - --
..........
..................
Nww� -M -
---- ----------------------- ----- ---
SOUTH 112TH STREET
Approximate Location of Former LIST
Approximate Location of Former AST
Approximate Location of Former Septic Tank
Approximate Location of Oil/Water Separator
Approximate Location of 780 -Gal. Holding Soil Clea
Tank and Former Wash Area N
Cb% Hr)
LIT/11TE: 0C VIM"SI-If I � GI -M, 1
IT E - -----
Hordzive5t llte�gional i0ft7ce - J, i 'A 1 60-1.1? Ave fE : Deilevue,
, g �-!,
7*; -1., ibr Milashin-tal? Refaj Le ke - Per'on:; Speed; (h,*.-;a;'.;i'Rj, cafj S7.1
b
,Mcober 15,2015
lco � I
Sebco,Inc
4020 East Madison Street, Suite 3 )20
Seattle, WA 98112
Re: Comained-in DeVmmination for Contaminated Soils from Ron= Ford Property in
Tulo,vila, Washington
Reference: 1. Letter Repo—,L firom J. Letts, GeoEngineers to B. Maeng Ecology submitted via
electronic mail arn October 1, 20115
2. Electronic nnail from J. Letts, GeoEngineers to B. Maencr Ecology on October 14,
2015
Dear Ady. Ayers:
The 'Washington State Depaitment of Ecology (Ecology) received a contained -in determination
1 0
request from your enViTonmental consultatit, GI-oEngineers, for soils generated during site
00
invest aation activities at the Hor'zon Ford Sales and Service Center property located at I 10
0
Tul(-,�vija Intemational Boulevard in T ukwila, Washington (Reference 1).
P-malyttical datta and the supplemental infonnation for two (2) 20 -gallon drums of contaminated
soils were submitted to Ecoloay (References I and 2) to determine lif these soils contaminated
with listed dangerous waste constituents (FO02) may be exempt ffom management as dangerous
1 0
wastes per the"Contained-hi Policy". Ecology understands that these contanninated soils do not
Z�
designate under federal characteristics (WAC 173-303 )-090) or State-oniy criteria (WAC 17' )_
n -M00).
Based on the information rcceived arid reviewed. Ecology has determined that these soils are
contaminated with F002 listed dangerous waste constiluents at concentrations that do not warrant
0
manao,ement as dangerous v,,astes, and Ecology will not require disposal of these soils as listed
1-1 In 0
danaerous wastes at a RCR,,k penuitted dangerous waste trealment, storage and disposal (TSD)
facility, provided that all of the following conditions are implernented. This contained -in
determination applies only to the contaminated soils, and does not pertain to contaminated water
or any mixture of contaminated soils and drilling fluids.
x
Jay Ayers
October 15, 2015
Page 2 of 3
You or your consultant GeoEngineers sba:
Ensure that no standing water is present within each 'of the drums/containers holding the
contaminated soils. Ail water must be removed to the maximum extent possible from each of
the drums/containers and managed as F002 dangerous wastes or as otherwise allowed under
Chapter 173-303 WAC;
Directly deliver the soils to the Greater Wenatchee Landfill in East Wenatchee, Washington
or Columbia Ridge Landfill in Arlington, Oregon as proposed (Reference 1). Do not
consolidate these contaminated soils with other soils that do not pertain to this contained in
detennination;
Dispose of the contaminated soils at the solid waste landfill by November 15, 2015. This
contained -in determination letter is no longer valid after November 15, 2015, and the
contaminated soils must be managed as dangerous wastes after this date;
Notify Ecology before disposal of the soil if the amount exceeds the a*pproved amount in this
letter. Ecology needs to make sure that the additional soil qualifies for this contained -in
determination;
Provide copies of all simed solid waste landfill receipts or a certificate of diMosal issued by
the receiving landfill for these contaminated soils to Ecology, attention of Byung Maeng,
C.
within 15 dg!ys of your recei . This is an important verification step for you and your
consultant to follow in order for this Ecology decision to be valid;
a Take measures to prevent unauthorized contact with these soils at all times;
During transport, take adequate measures to prevent spills and dispersion due to wind
erosion;
Provide instructions to the landfill operator that these soils are not to be used for daily,
intermediate, or final cover;
a Provide copies of all soil analytical data to the landfill operator, upon request; and
Do not send these contaminated soils to any incinerator, thermal desorption unit or recyclin
facil unless that facility is a RCRA Subtitle C permitted dangerous waste TSD facility.
Ecology issued this determination based on the information provided and reviewed to date. This
written decision only applies to the two (2) drums of soils described above, and does not apply to
any other area or other media. Any data used for this contained -in deten-nination is intended for
use in determining the proper disposal of the soils according to the Washington State Dangerous
Waste Regulations (Chapter 17' )-303 WAC) and the Ecology Contained�iri Policy. Tl-�s letter is
not an Ecology approval for dangerous waste designation process or disposal of soils that may be
I Mr. Jay Ayers
October 15, 2015
Page 3 of 3
ZD
generated in the firture or already excavated from other area in this property.
This letter is not a No Further Action (NFA) letter and not written approval for any cleanup
action plan you may have submitted. Instead, this letter only addresses the procedures for
disposal of the contaminated soils according to the Washington State Dangerous Waste
Regulations (Chapter 17' )-303 WAC). Regulatory decisions regarding the cleanup action,
applicable soil and groundwater cleanup levels and any other cleanup issues must comply with
the requirements under Ecology Model Toxics Control Act (Chapter 173-3340 _WAQ. Local
agencies may have the authority to impose additional requirements on this waste stream.
If you fail to comply with the terms of this letter, Ecology may issue an administrative order and/or
penalty as provided by the Revised Code of Washington, Sections 70.105.080 and/or .095
(Hazardous Waste Management Act).
If you have any questions concerning this letter, please feel free to contact me at (425) 649-7253
or bmae461(@ecy.wa.,Qov.
Sincerely,
Byung Maen 'a, PE
Hazardous Waste and Toxics Reduction Program
By certified mail: 9171 9690 09' )5 0106 96' )0 91
e -cc: Lisa Brown, Ecology-ERO
Greg Caron, Ecology -CRO
Dean Yasuda, Ecology-NWRO
Chuck Hoffman, Ecology-SVVIRO
Mindy Collilis, Ecology -BFO
Donna Musa, Ecology -TCP
Jacob Letts, GeoEngineers (iletts(@,geoen.szineers.com)
David Christensen, Seattle -King County Public Health david.cluistensen Qj<-ingcounly.gov)
Darshan Dhillon, Seattle -King County Public. Health (darshan.dhillonL@_kingcounty.gov)
HER
2 .
Os
> 0
z 0
o
cl)
0 m
0
< K
0 0
m z
0
>
(j) 0 MIR IR
c_
>
m o z
n m G)
M z -0
M __j 0
Z
0
1� . x
m mol, ma�m
0 > , P;� 2
r 112
0 c:
co Z -n
�! - �,- 2 � ;?F �j Ln
00 _:�
CD m
0 z
> F1,
c— z C/) z
m
tj 'R8
F rr
m "V
> co
cj) 0 m
in Z 15
DIN
gR R
F�g
>
0
z
m
0 0
a) 0
>
C
z mq
iH J :
L
CORREC 10111ul
LTRO-71 ___
6
IL
Fill Iff
fl F.; labi
h;
c
0--
A�i Ej�
z
> 01
11z
z
m
-g -T
2 _Hgplff y
Haul ff i
uh
�6 13- 1; Ilim
Mi.
MI.
;;;Sj 140
Z9 w
'PINI 11'elifin'UNS-Iff Z�j a
in
Ila g
HIM
w�5 a
5
' 0 '519 8 All J. -I.
Fla N
5.5
os
4 ... <
"06)
06
(2 ) 2415 13S
�w
1916 BONAIR DR S
S A�I_E. WASHING
Pa"W-NIF -
OS 2,
PERMIT CENTER
71-A
I
a. X1
m
H
bt I
0
zo
EBLd E AL
L"DE
0
1001D BUILDIN
n
j1060 -TUKWILA INTERNATIONAL BLVD
CORREC 10111ul
LTRO-71 ___
6
IL
Fill Iff
fl F.; labi
h;
c
0--
A�i Ej�
z
> 01
11z
z
m
-g -T
2 _Hgplff y
Haul ff i
uh
�6 13- 1; Ilim
Mi.
MI.
;;;Sj 140
Z9 w
'PINI 11'elifin'UNS-Iff Z�j a
in
Ila g
HIM
w�5 a
5
' 0 '519 8 All J. -I.
Fla N
5.5
os
4 ... <
"06)
06
(2 ) 2415 13S
�w
1916 BONAIR DR S
S A�I_E. WASHING
Pa"W-NIF -
OS 2,
PERMIT CENTER
71-A
i MUMP
V About Optical Monitoring
Optical monitoring is based on standard
I geodetic technology: total stations, prisms,
J and processing software. The total station
21
r
19 1* ;; 0 measures angles and distance to remote
1 .1-4111111 1 1 , pn . sms that are fixed to subject structures.
Q The software applies statistically weighted
adjustments and converts the measurements
to spatial coordinates.
Achange in the coordinates of a prism
bo'..
indicates that movement has occurred. The
At A magnitude and direction of the movement
is found by comparing current and initial
Int e pait, precise optical monitoring was i
Cooh
-slow and expensive. That has changed with the
development ofaut9mated motorized total
stations (AMTS).
AMTS al projed site in NewYoOk
About AMTS Deploying AMT Advan es -0f AMTS
S ta
. 4.t.. . u
AMTS are advanced optical monitoring Deployments are different for Zhile, but .2d . nattended operation lmproves'�
systems built around high -precision robotic alZys involve Install.tign"of target prisms afety, lowers costs, and provides data and
total stations. The systems are deployed /,at speciflod measurpent points, control',.� alarms 2417.
alone or together with standard geotechnical prisms at stable Locations outside the zone of
- Accurate; MultO.observations and least -
instruments to monitorfor movement caused influence, and 1xiial stations at loi:465ns that squares processing produce statistically
by construction activities. have clea)me-of-sight to the prism'25. robustclata.
AMTS operate autonomously, provide fhe�nt GEO Implements site-specif4onfigurations 411,a'ble: Optical prisms have no eleamnid
e of prlst�s, AMTS mounts;�ower 5uppli
measurements, and achieve accurac)f les, and to fail and no cables that can be cut. Total
approaching that of standard geotkbnlcsl n,:at',o stations monitor remotely, so they can
instruments. co u v ,up:s be installed in secure locations, safe from
Lie rioi�� Its, GEO installs extra
'A acc�ental damage.
AMTS systems from GEO-Instru ' Zerts Include /Control prism!,a6d creates strong geometry by
controllers to provide unattended 24/7 programming total stations to sha;e at least Compatible: GEO'5 MonStar software ein
I r
operation, wireless communications for data two control �rlsms and two target prisms. /output data as specified - bytrecustomer,
suitable to combPe-viiith other geotechnical
transfers, automated least-squares processiri
g This reduAancy not only improves accuracy,
to improve accuracy, and #eb-based reporyng, but also provides flexibilityto accommodaW Instrumentation or for use with CAD -
which provides alarms, plots, and Integration changes at the site. generated,pian views and as-builts.
with data from standard geotechnical
instrumentation.
L
dP
Whode [,land -New York -District of Columbia -California - Washington
%
7
Transbay Transit Center 1-5 Undercrossing Green Line Metro
GEO monitored the SEO system with a strong GEO monitored two massive retaining walls GEO monitored 2.5 miles ofthe Green Line
geometric network of six AMTS, 250 target with two AMTS and a laser scanner as twin with a network of 15 AMTS and 960 prisms
prisms, and 30 control prisms. tunnels were bored through their foundations. during construction of a test track.
00,
st,
Old South Church Rosslyn Metro Station Hemando de Soto Bridge
GEO monitored Old South Church with an GEO monitored the underground metro station GEO monitored bridge piers with four AMTS
-foot vertical crack opened in vault with four AMTSdu ngdemolitiona d after unexpected settlements accu -during
AMTS after a 70 n
its east wall. excavatl I seismic retrofit project.
a.0
NewYorkCityHall Kennedy Center Expansion 1-90 pt'Snoqualmie Pass
GEO monitored the historic City Hall structure GEO monitored Kennedy Center andthe GEO monitored deformation of steep slopes
and facades with AMTS during foundation and Ro'osevett Bridge rar�p with two AMTS during With six AMTS during a mu(ti-year highway
restoration work. an expansion project. Improvement project.
-Aa�. I L,20IG GF.0 Instruments, !4 Cells�ial WM. All righisieserved
Micromate
Rongo of
Monitoring Redefined
Applicotions-
Willi Micromate, Instaritcl has redefined
industry standards for functionality and ease
• Blast monitoring
ufuse. Micromate provides reliable regula-
tor compliance
tory compliance monitoring with an ISEE
• Near field
or DIN Triaxial Geophone and ISEE Linear
Microphone or Sound Level Microphone.
monitoring
Small enough to fit in your hand, Micro-
• Sound
vinite is die first monitor in die industry to
monitoring
provide a touch screen interface. Support
• Pile driving
ofUSB 2.0 allows use ofmemory sticks
and approved external devices such as USB
Compaction
hubs, modems, printers and GPS (sold sepa-
Construction
rately). Ruggedness and reliability are the
activity
cornerstone attributes of Instantel products.
Dynamic
compaction
Communications
monitoring
Micromate supports USB; 2.0 on both the
host and device ports, operating up to 12
Demolition
MB/s. External memory slicks, an Instantel
activity----
compatible printer, modem and a host of
Heavy
optional USB peripherals (sold separately)
transportation
are supported. Supported peripherals are
Environmental
automatically identified when connected,
and associated commands and functions are
monitoring
made available (in much the same manner
Tunnel and
that you are accustomed to with your
subway
laptop and computer). Micromate supports
monitoring
Instantel's AutoCall HomeTm feature; when
Bridge
an event occurs the event is immediately
captured and is automatically transmitted to
rnonitoring
your computer (there is no need to prompt
• Structural
the unit to transmit data). Event data can
monitoring and
also be sent to Visiou�, Itumantel's cloud -
analysis
based data hosting application autornati-
• Remote access
cally.
monitoring
Easy to Use
With the use of a color touch screen and
icon based user interface, Instantcl sets a
new industry standard for efficiency and
case of use. A keypad compliments the
user interface. Whether you prefer touch
screens, key pads, or a combination of
both, you'll find the Micromate intuitive to
use and easy to learn. A full display touch
screen keyboard makes entry of data and
notes convenient and easy. Of course, the
unit can be interfaced to a laptop or com-
puter as well. Connectors are color coded
for easy identification and installation.
Saving Events
Events and unit settings are saved in a reli-
able on -board, non-volatile memory with
ample storage capacity for most applications
and up to 1,000 events (with additional
optionul memory capacity available). Data
ran be transferred for off -unit storage or
off -unit datu manipulation to u computer
T/ ie Worldsmost
Trusted Monitors — Vibration
or laptop via the
convenient TJSB
interface or via use of
a compatible modem.
Data retrieval can be
as simple as copying
even18 to an external
USB memory stick
(110 laptop or com-
puler is required).
Rugged and
Reliable
i I
. mp y put, the
Micromatc is built
to [pit. It's built to be reliable, every day and all day — for
yearsl 'Me base unit comes with a fully sealed top panel,
non -corrosive industrial grade connectors and fully sealed
electronics. The base unit housing and connectors provide
a water resistant scul. The custom molded housings for the
geophone and base unit are made ofsuperior impact polycar-
bonatc. An optional protective "boot' complete with faceplate
provides the highest level of durability and ruggedness avail-
able in Instantel's product line.
M� Instantel
Key Features
USB 2.0 with Host and Device support
USH support for memory sticks, and Instantcl compatible
field printer, modem and GPS devices (sold separately)
Synchronizes Clam I noise monitoring and vibration
data on the same monitoring unit
Large, high resolution, color graphics touch screen. Easy
to read and navigate menti structure
Context Sensitive Icons: Icons are only shown if they arc
relevant to what you are doing
Short Cut Icons: fast, one touch access to the most com-
monly used features
Integrated Keyped: Large I 0 -key interface with dedi-
cated function keys
Supports lnstantcl's Auto Call Home for remote auto-
mated data reporting/transmis.9ion
Monitor Schoduler. Assign different Wup files, schad-
uled.selfeliecks, scheduled Auto Call Home fitims and
when to start and stop monitoring
Small enough to be hand-held
Rugged and reliable: Field Tugged and durable design
with a fully sealed top panel, non --corrosive connectors,
and sealed electronics to enhance water resistance
Storage capacity for 1,000 events (additional capacity
optional)
Miller for immediate in -field printing of reports (sold
separately)
10 day battery life (staridarxi), 15 days (optional)
Air Overpressure WWwJnSta1W
Micromate
Channels
Microphone and Triaxial Geophone (ISEE or DIN)
Geoplione
Weighting Scales
Range
Up to 254 ium/s (10 in1s)
Response Standard
TSEF Seismograph Specification a, DIN 45669-1
Resolution
0.007H8 mmls (0�000311 in1s)
Frequency )large (ISEFIDTN)
2 to 250 Hz, within zem to -3 113 ofan ideal flat response / I to 315 Hz
Accuracy (ISEEIDIN)
+/- 5% or 0.5 Limits (0.02 in/s), whichever is larger, between 4 Laid 125 Hz DIN 45669-1 Standard
Transdut.., Density
2.2 g/cc (137 lbs/fiti)
Maximurn Cable Length (ISEE/DIN)
1,000 Lit (3,250 1`0
Microphone (Sold separately)
ISLE Linear Microphone
Sound Level Microphone
Weighting Scales
ISFE Linear Microphone
A -Weight or C -Weight
Response Standard
ISEE Seismograph Specification IN] 1)
Fast (125s) or Slow (is)
Range
2 to 500 Pa (0.00029-0.0725 psi [98 to 148 dBj)
30 to 140 dB A at- C
Resolution
0.0156 Pa (2.2662xlO" psi)
0.05 dB (Display limit 0. 1 LIB)
Frequency Response
2 to 250 11z bct%vccn -3 dB roll off points
Upto20kHz
Accuracy
+/- 10% or +/- I LIB, whichever is larger. between 4 and 125 H7.
MC 61672 Class I
Milsitnum Cable Length
75m (250 ft)
75 in (250 ft)
Record Modes Waveform, Wavefiono Manual
Seismic Trigger 0.13 to 254 tam/s (0.005 to 10 in/$)
Linear Acoustic Trigger 2.0 to 500 P. (100 to 148 LIB)
Sample Rate 1,024, 2,048, 4,096 S/s per channel (independent of record time)
Record Stop Made Fixed record time, Instalitel AutoRecord'o" record stop made
Record Time I to 90 seconds (programmable in one -second steps) plus a pre -trigger at 0.25, 0,50. 0.75, or 1.0 second
AutoRecord Time Event is recorded Until activity remains below trigger level for duration of auto window, or until available
memory is filled
Cycle Time Recording uninterrupted by event processing, monitoring, or communication - zero dead Lillie
St.. age Capacity
Full Waveform Events 1,000, 1 second events at 2,M S/s tample rate (memory upgrade optional)
Record Modes Histogram and Instantel Histogram Combo— (monitor captures triggered waveforras while recording in
Histogram niode)
Recording Interval 2 to 30 seconds in I second increments, ntid 30 seconds to 30 minutes in 30 second increments
Histogram Storage Capacity Approximately 220,000 intervals. Examples: 5 days at 2 second intervals, or 150 days at I minutc,
I fittogram Combo Storage Capacity Exarnple: 30 Days ol* Histogram recording at I minute intervals, and over 900 1 second waveform events
Dimensions
Weight
Battery
User Interface
Display
Printer (sold separately)
PC Interface
Auxiliary Inputs and Outputs (Optional)
Environmental
LCD Operating Tcanpetature
Operating Temperature Supporting USB
Senso's
Operating Temperature Without USB
Sintsols
Remote Communications
Electrical Standard
Instantel
101.6 x 135.1 x 44.5 min (4.15 x 5.32 x 1.75 in)
0.5 kg (I. I lbs)
10 day rechargeable lithium ion (optional 15 day battery upgrade available)
10 domed tactile keys, colour touch screen, and full display keyboat d with dedicated icons far common functions
QVGA, 320 x 240 color tonch screen T
precision high-resolution
USB
External trigger, Remote alanit Y
-10 to 551C (t4 u, 13 [IF)
-40 to 451C (40 to 11 311F) S
9
40 to 551C (40 to 13 VF) INOTE: LCD screen saver must be enabled aild set to a maximum time out of 2 - I
minutes.
Compatible with these supported modcnis; Sicmi Wimilessim Airlink@ Raven Series Y, XT, GX400, or LS300
CE Class B - The Micramate has been Lested and passed IEC (CB sclicnie test report available) 6 1010-1
C."roto offic.: us lmcd"�" TOFree: (8Ga)26?qlii
309 Legget 0;1ve,
Cie. n , P*'R X"Vn."
Telephone: (613) 592 4642
Oftlift, Ont.4. K21< 3A�
oga"sborg, Ne.
Faao�lle! (613) S92 4206 T
C.n.d.
USA
E.101:
0 2016 X—rk cop�.ftn. the mstantel 1,7ea,.ADW C�11 RcIn. A.C.Recold '
ho lmraLirk , inati, and Ntia;.te ..�
Vt�hl�Y Ni;ek 81 D�k&, Mc., r inl Aft . ars.
4f
ME
7 n. 9L �.Z- Z--
zi
n
�V,�Eg�u
2, 0 a
Ch
-4
0
40
A
0
P
L., 0
2- -1:
4f
ME
7 n. 9L �.Z- Z--
zi
n
�V,�Eg�u
2, 0 a
Ch
-4
0
40
A
0
P
Applications:
• Mounts Geo4nstruments Micro
Prisms on road surfaces,
sidewalks, pavement or other
solid planar surfaces.
• Used with AMTS systems to
monitor displacement of
inaccessible locations, such as
active roads.
9 Tough Polymer construction.
Description:
The GEO Road Prism consists of
a custom injection molded
polymer dome with a 0.4*
diameter optical glass prism, 3.9'
diameter and 0.7' height off
pavement. The prism offset is
approximately +21.3mm for Leica
guns and -13.1 mm for all other
manufacturers.
The GEO Road Prism has a
textured bottom that can be easily
attached to the planar surface
with any AASHTO rated adhesive
intended for use with raised lane
markers, such as hot melt tar or
epoxy. The prism has a primary
angle to vertical optimized for use
with AMTS systems installed
between 5 to 15 feet higher than
the prism. Other vertical angles
are available o accommodate
higher AMTS installed locations.
Specify the required geometry at
time of order. The GEO road
prism is also available in black,
safety orange or yellow. Custom
colors available on request.
GEO Road Prism shown in non-reftective black color to blend in with roadway.
Features:
• Shock resistant and rugged
construction.
• Designed for long term use on
active roads.
• Allows fast installation in
limited positions.
• No need to drill, weld, or
modify existing road.
• Available from stock.
• Field installable
Vandal proof
Non -reflective black surface,
not easily visible by drivers.
High quality glass optical
prisms for measurements in 3
dimensions, (X, Y, and Z).
GEO Road Prism shown attached to
roadway. Scale and height of the GEO
Road Prism shown in comparison to
sewer manhole cover that is flush with
the roadway.
Vibration from construction activities such as blasting, rock excavation, genera( excavation, pite driving, and
tunneling can lead to property damage, litigation, project delays, and increased costs. Automated vibration
monitoring provides a reliable and cost-effective way to control for excessive vibrations, protecting project
owners, construction companies, and nearby properties.
I
n
is a rental
t provides
ted systems
ort without
tutonomous,
t savings.
ted systems
osures with
�Ifing:Jhey,
g periods
retrieved
charging.
mated — - - �.
't3sing at
rtquire
ch typically
. the day.
is send alert�
exceedance
,n -site alarm
id alerts.
systems
pecified
)te3
s staff for less
ustornized
systems
-e server,
s are safe
Sed easily by
fted project
sterns provide
Ogh-risk
ind crowded
1 �40 h. %'� - - 1 '.1 0 '� ..' 1. t�'t 'N.
PVM - Portable AVM
The PVM adds the convenience of automation
to a portable vibration monitor. The rental
includes an Instantel vibration monitor in a
strong, weatherproof case, a triaxial geophone
with 6 ft cable, a 15 Ah battery with charging
regulator, a cell modem, an AC wall adaptor for
charging, and automation services.
MonitorimgTime: Approximately 5 days,
depending on the environment.
Dimensions& Weight: 20 x 15x7 in, 26 lb.
EM
LOO -477.2,06
7
AVM - Wait -Mounted AVM
The AVM is supplied In a lockable, weather-
proof enclosure that can be mounted on a
wall or pole. The rental includes an Instantel
vibration monitor, a triaxlal geophone with 6 ft
cable, a cell modem with external antenna, a
7 Ah battery, a charging regulator, an AC power
adaptor, and automation services.
400
Included Automation Services
Continuous monitoring
Cellularclata service
Automated data transfers
Automated data processing
Automated alert notifications ---
- Automated reports
Monitoring Time: No limit to monitoring when I
battery is charged by AC line power. Secu d ta storage on project website I
I
Dimensions& Weight: 20 x15 x7 In, 29 b.,-_1 Easy web access to data & reports
1-4
SVM - Solar AVM
The SVM is a self-standfingAVIVI suppliecl*�
a lockable, weatherproof enclosure and a
35 watt shatterproof solar panel. The'rental
includes an Instantel vibration monitor, a
geophone with 6 ft cable, a cell m6dem with
external antenna, a solar controller, a 35 Ah
battery, and automation servi ' ee s.
M onitorl n g TI m e: The batte ry an d sola r pa nel/
ca n p rovide weeks of operation, depen d I n g Rn
the environment.
Dimensions & Weight: 30x 18x 11 in, 80 lb.
1�
7
RVM - RuggedAVM
�ptlonilf Equipment
The RVM �rovicles power aytonomy and
01
n -site alarm unit: Shown above on a PVM,
heavy-duty protection. It -features a 3S watt I
shatie'rproof solar panel, two JOOAh batterl es,,,
this weatherproof unit activates itsstrobe
and a lockable steel vrclosure. The rentalalso
and siren when triggered bythe vibration
I
Inaudes an Instantel vibration monitor, a
monitor. Includes relay, connecting cable,
triaxial geophor4 with 6 It cable, a cell modem
and1magnetic and screw mounting brackets.
with an extern"4 antenna, a solar controller,
Air�overpressure microphones
and automation services. Sound level microphonfts
MonitoringTime; Weeks or months of Specialized geoprhones
operation, depending on the environmen t/.
Extension cables for geophones and
Dimensions k Weight: 31 x 21 x 18 in, 25Q lb.
microphones.
ppy st—S
SchoduWT—fu
2018 GEO-Instrunnents. 24 Celestial DI ive, NwTagansett, R1 02882: All rights reset 7.
V
FW: 11060 Tukwila International Boulevard-- monitoring plan Page I of 6
From: "Thamm, Ryan" <RJThamm@HaywardBaker.com>
Subject: FW: 11060 Tukwila International Boulevard-- monitorij
Date: Wed, February 28, 2018 4:14 pm
To: "dkehle@dkehlearch.com" <dkehle@dkehlearch.com>
Cc: "Alan Peterson" <alan@poeconstruction.com>
Dave -
See the email below containing the same that was forwarded onto Joanna Spencer last
week. Also, a copy of the revised plan was sent to Joanna Spencer a few weeks back
but it was probably lost in email, this is attached again. Lastly, attached is the
email with Ryan Manning (SPU) accepting the monitoring plan without any
modifications.
Let me know if you have any questions.
Ryan
Ryan Thamm I Project Engineer
Hayward Baker, Inc.
t: +1-206-223-1732
m: +1-206-612-7196
�;i6m: - Mann i n -g- R . Y �an ____ [Ift4ilt6iRyari.manning�s�eatt!6.gov)
Sent: Friday, February 23, 2018 12:02 PM
To: Thamm, Ryan <RJThamm@HaywardBaker-com>
Subject: RE: 11060 Tukwila International Boulevard-- monitoring plan
-clari- ca'Elonyes�__! am still fine with the permit being released.-
(�Furthe_i f
From my understanding the pilot pile work to determine actual site-specific curves
will result in vibrations. Based on our discussion and the generic curves below,
which to my understanding per our discussion can approximate this soil condition,
the pilot work will be sufficiently far enough from the pipeline as to not be of
concern. This pilot vibration causing work is fine.
Thanks,
Ryan Manning, P.E.
Senior Civil Engineer
Engineering & Technical Services Division
Project Delivery & Engineering Branch
Seattle Public Utilities
PO Box 34018 1 Seattle, WA 98124
Tel (206) 684-0127
Email: Ryan.Manning@Seattle.gov<mailto:Ryan.Manning@Seattle.gov>
www.seattle.gov/util<https://urldefense.proofpoint.com/v2/url?u=http-3A www.seattl
[cid:imageOO1.png@OlD240ED.9244B9901
From: Manning, Ryan
Sent: Friday, February 23, 2018 11:47 AM
To: 'Thamm, Ryan' <RJThamm@HaywardBaker.com<mailto:RjThamm@HaywardBaker.com>>
Subject: RE: 11060 Tukwila International Boulevard-- monitoring plan
https:llwebmail.integra.netlsrclprinter—friendly_bottom.php?passed—ent—id=O&mailbox=IN... 3/1/2018
SquirrelMail
Read Mail Compose
Logoff
Ryan,
Page I of 8
Addresses Folders Settings Search Mail Help Calendar
VievAng a text attachment - Vie,�y moserge
View Unsafe Images I Download this as a file
comrffe—ffts-in red _fl�e settlement and - vibration p -l -an is.
-suf f icient.,
Please provide the specs sheets for the proposed monitoring equipment (survey
and vibration) and an example of the daily monitoring reports that will be
provided.
and specs are not something that I would propose holding
--up permits fof, as far as we are concerned; however, SPU does want these prior
to the beginning any vibration -inducing work (i.e. aggregate piles). Note that
you will want to provide yourself sufficient time ahead of planned work in the
event that SPU rejects your proposal for equipment or report format and you
have to revise and re -submit.
FYI, we allow ourselves two weeks to review submittals, so waiting until the
last minute is not in the best interest of the project. I assume that you will
not do that, but wanted to provide that as an FYI.
Let me know if you have questions.
Rya�n:Mannlng, P.E.
Senior Civil Engineer
Engineering & Technical Services Division
Project Delivery & Engineering Branch
eattle -Public-Utflities
PO Box 34018 1 Seattle, WA 98124
Tel (206) 684-0127
https:llwebmaii.integra.netlsrclview—text.php?startMessage=l&passed—id=27668&mailbox... 3/1/2018
SquiffelMail
Email: Ryan. Manning OSeattle.gov
www.seattle.gov/uti
Page 2 018
From: Thamm, Ryan [/src/compose.php?send - to=RJThamm@HaywardBaker.com]
Sent: Wednesday, February 14, 2018 2:10 PM
To: Manning, Ryan <Ryan.Manning@seattle.gov>; Jay Ayers <jaya@sebcoinc.com>
Cc: joanna.spencer@tukwilawa.gov
Subject: RE: 11060 Tukwila International Boulevard
Importance: High
Hi Ryan -
Thank you for the detailed information sent last Friday. Hayward Baker has
revised the monitoring plan in accordance with the requirements outlined by
SPU. Please see the attached information to meet the following note:
As previously noted, prior to full approval, SPU wants a plan showing:
W�ere settlement monitoring points are proposed;
where stationing settlement monitoring equipment will be (and how it will
be moved so that it is in between the source of vibra t ion -and -the
pipeline); 'de
�,_ease provi
proposal for- settlement mon-ito-ring and vibration r.ronitoring reports
specs on the equipment used toward these ends; <-' provide spec sheets for
proposed equipmient
Let me know if you have any questions about the attached and we trust this
information is sufficient to allow for an approval of the monitoring plan.
Thank You,
Ryan
https:Hwebmail.integra.netlsrclview—text.php?startMessage=l&passed—id=27668&mailbox... 3/1/2018
V.
'410111111 A11IIIIIIIIIIII SHUTLER
CONSULTING
ENGMERS, INC. 12503 Bel -Red Road, Suite 100, Bellevue, WA 98005* (425) 450-4075 * FAX (425) 450-4076
February 16'h, 2017
Bradley Martin and Katherine Brawner
Reid Middleton, Inc.
728 134t' Street SW, Suite 200
Everett, WA 98204
WT —
FIL"A
RE: Sebco (Shell Building D16-0332)
Tukwila, WA
Response to Building Department Comments dated 01/09/2017
The responses to the structural comments are as follows:
1. No response required as noted, item 1 is for reference purposes only.
RECEOVE
APH 2 0 2017
20 2017
REID MIDDLETON, INC.
REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAY 16 2017
City of Tukwila
2. The requirement for the concrete tests is located on Sheet 1.01, item n1,u.9bUr'_6M.USr1sCe4@-1 i" ctions of
concrete construction.
3. No response required as noted, item 3 is for reference purposes only.
4. Concrete mix design has been added to the deferred submittal portion of the general notes found on Sheet
1.0. In this section, stairs, mechanical unit attachment/support, and open web steel joists and joist girder
designs are already mentioned. There are no cast -in-place deep foundation elements on this project, nor are
there fabricated precast wall panels. Wall sections are poured on site and the design of these walls is
included in the structural drawings and calculations.
5. Relevant snow load design data has been added to sheet S-1.0 within the Live Load portion of the general
notes. Snow load is taken to be 25 psf, uniformly distributed over the roof, without considering drift. This
method is supported by SEAW White Paper 8-2010, published December 9th, 2010. Item three of the
recommendations section for low-lying areas, states that drifting snow is not a significant concern, and a
25 psf uniform load is then acceptable to use for roof design.
6. This permit is for the building shell only. Design of support for future floors is completely unknown at this
point, as far as spans, framing, and locations. This information will have to be checked at a later date when
the future floor is submitted for permit. Provisions have been added to exterior wall footings only, at likely
future floor locations, since modifications to these members are extremely difficult.
7. Where required, panel to footing connections have been added. Typical panels transfer shear into the slab
instead of footings, and panels with higher shear requirements have been addressed. The analysis of these
walls, design of footing connections and the footing design is located on supplemental calculation pages
L-54 through L-61, as well as FDN-7 and FDN-8.
8. See response to item 6.
,9. See response to item 6.
10. Design of future floors is not part of this permit, so its dead load has not been included in base shear
calculation. The impact of the future floor on the building shell will be evaluated with the future floor
permit if/when it occurs.
11. Typical panel to panel connections are not designed for any load, with their main purpose being for
erection and alignment during the tilt process. When panels require Type 'B' connections in order to
utilize adjacent panels for overturning purposes, these connections have been sized for over strength loads
and therefore will behave elastically, since demand is much lower than capacity. Panel to footing
connections have also been sized for over strength loads, which will preclude brittle failure, since the
capacities are much higher than the demand. When Type 'B' connections are used in the chord connection,
this is an all steel connection, rebar attached to each connection is lapped with the bars in each panel.
We hope that all of the comments have been addressed sufficiently, both in this letter and on the revised structural
drawings. If there are any questions, or items needing clarification, please feel free to contact us.
Regards,
I QN044R
Andrew Hardman
qJoee hutler, P.E., S.E.
Y\
C)'F %WV
0 0
20420
L
SHUTLER
CONSULTING
ENGINEERS, Inc.
12503 Bel -Red Road, Suite 100
Bellevue, Washington 98005
(425) 4504075 FAX (425) 4504076
JOB SEBCO
r—SHEET NO. COVER OF
CALCULATED BY AH DATE 2/16/2017
ZHECKED BY JS DATE
SCALE
JOB NUMBER 16-47
SUPPLEMENTAL CALCULATIONS FOR:
lop
SEBCO DEVELOPMENT APH 2 0 2017 LL
I 1000 BUILDING
11060 TUKWILA INTERNATIONAL BLVD
TUKWILA, WASHINGTON [RE , ID MIDDLETON, INC.
PROPOSED BY:
SEBCO DEVELOPMENT
4020 EAST MADISON, SUITE 320
SEATTLE, Washington 98112
o42 EVIEWED FOR
ARCHITECT: LJF- %.OMPLIANCE
APPROVED
David Kehle Architect MAY 16 2017
1960 Bonair Drive SW
Seattle, Washington 98116
(206) 433-8997 * Fax (206) 246-8369 City of Tukwila
DESIGN CRITERIA:
CODE .................................. INTERNATIONAL BUILDING CODE, 2015 EDITION
FLOOR LOAD ................. 25 PSF (SNOW LOAD)
WIND LOAD ......................... 110 MPH ZONE, EXPOSURE'B', Iw = 1.0
SEISMIC DESIGN INFORMATION:
Ss 151.80% SDS 0-911
SI 57.00% SDI 0.912
CS=.182
R = 5.0 Qo 2.0
IE= 1-0
SITE SOIL CLASS = "E"
SEISMIC DESIGN CATEGORY = "D"
RISK CATEGORY = II
FOUNDATION DESIGN BASED ON GEOTECHNICAL REPORT NUMBER 2455-042-02 BY
GEOENGINEERS, DATED NOVEMBER 22,2016. DESIGN SOIL BEARING CAPACITY
EQUALS 3,000 PSF PER THE GEOTECHNICAL REPORT. ALL FOUNDATION WORK TO BE
IN ACCORDANCE WITH THIS REPORT.
SHUTLER
CONSU LTI NG
ENGINEERS, INC
12503 Be[ -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
FAX (425) 450-4076
JOB
SHEETNO.- I— — 5\ OF
CALCULATED BY "
DATE 0 11 �ro j 9-M-7
SCALE
MORE
IMINIMINIMME
EMIMMMEMSEENNUUMBIMME
mommommomms
MINEcm
MEISKIN
WE
ME
on
REMINIMINIMEMEN
MEMIMEMMEMNEVIZE100
IMMEREEMINERIN
MEMErsmoss
MEMNON
IMEMEMIMME
ME
NOHOW
Emma
ME
INIMMICEIMMEMINIMMIZ.
IMEME''MIN
r1a.,wissisom
SHUTLER
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
FAX (42;) drn-dA7A
JOB -s F_ �Lc .1 1" )'y_Vj ILA
SHEETNO_ I,- V� - --OF
CALCULATED BY A�
DATE () I Ili �O C7
cZr'.Al 1=
IT
�A t4 Le 0\�
qc"
I ULL f, Sri � Ck I R&�
��q Q4 q-,),
Ali.
+
0 L9
3rll�
J)L
151
3a
D
+
5 +
+
0
"IS tA
0. 5
3a
+
11 '5
H3
CA
L
-9,
1-9,
lie
SHUTLER
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
FAX (425) 450-4076
JOB Sf-bW , 1�16 lb -q7
SHEET NO.. I- - 5t OF
CALCULATED BY Ak�
DATE 61 j;L1 1;L01-7
I
I
I
bR 5-1-
ao�
W/1
0.
-F
1). 6 17 5
ylo
315 V-#
F
o.s5l
A-
f6-4-. %�(m
315
1, 4
1 rz.�
ItAf ^j R # I
�V=
bCTT�M
OF RWEL
STU_�
5*4�
ST4
Vr
al b to
Y'�
14
--AE� 04
1
K�
joica
(-tk
SHUTLER
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
FAX (425) 450-4076
JOB , IrO14-W I L6 lb -q-7
' I
SHEET NO. I- - r,, OF
CALCULATED BY F�4
DATE 0 1 ta I I go rl
SCALE
I
I
I
_NtL
Ta
R�DTA�
014%Crt0q;
156KU
RAW EAD or-
Sq"k
�OA,
-L-
nL
og <
1v
URS
Aa-
:yp- -ir- -yr-
I
6"o
&L
Wri
Lv
�t
1-5 �AC,-� ('WACI-\Nj�
SHUTLER
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
FAX (425) 450-4076
JOB :�rg-?>CQ TQV W IL'pr (b -4,7
SHEETNO. L-,— 53 OF
CALCULATED BY Ott
DATE 0 10 1 ID 01-7
SCALE
'6K"x�UT-
A_
FocTitlb
ccm+,-fg_Ti
�N
Lc—
aL
c
V U
kn
X,
JL
9 C,
Pt
+
e;:
1.s�e; -t s
At,:m:i
9
�W$
OTS
44;1-
-�M SHUTLER
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
FAX (425) 450-4076
JOB
./_Q .1 "r\),KVJ JL.Pt IA -Q-7
SHEETNO.. L,- 561 -OF.
CALCULATED BY A 0
DATE @.Q 1-7
SCALE
+
wv Y_
>
0 sl
IRR
UVS
Raw
Kt�
.7 q
M
�'N
Im
R -1-7
qtk aS 6
PA
SHUTLER
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
FAX (425) 450-4076
JOB �
SHEETNO. VbV OF
CALCULATED BY A 4
DATE Oa / 12p 11-7
SCALE
-W7
_B�Lrw&
PAM A- A .1 t,4r
P44q, 0. 1
AVPIA k� MCRI x"Ra I AR
OR
'az .33
kAsl
-
IN 16 6
1
V'4, 5 " +
'n
A�o 'mmolo�. R'%Qjkkv>1*
�Tl�r_4 -ro
pjw-ftcApj+-
?AkF_L6
1
7 -4
lf� 59 Y_
6"V cw\A�-
Fog,
It.
R(�' w
lie
La Ifto T
Y -U,
> �591
-t _oE
I I I
I
I
I
I
I I
SHUTLER
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
FAX (425) 450-4076
JOB Sgg!�Q
SHEET NO. �_ - k I OF
CALCULATED BY r] r7
DATE 0 a I \1 I ato -I
SCALE
F
r
-7,
aC
FPO IRL5
34,5� +
+
11,
971
To
VI
-7
u Sle
efp
Nrr
1A04 TOIL of
I
I
Wmlc_1'10�
SHUTLER JOB <'FLbco
CONSULTING SHEET No. - jv�>tl - OF
CALCULATED BY
12503 Bel -Red Road, Suite 100
Bellevue, WA 98005 DATE
(425) 450-4075 - FAX (425) 450-4076
SrAl F
SHEAR WALL FOOTING DESIGN FOR OVERTURNING MOMENTS Page 1
Overturning Moment 55-45.00, Kip -feet
Slab Dead Load 11.00 Kips
Footing Dimensions Wall Dimensions
Width 5.00 Feet Height 41.17 Feet
Depth 30.00 Inches Length 50X0 Feet
Footing Extension Left 5.00 Feet Thickness 9.25 Inches
Footing Extension Right 5.00 Feet Concrete (Y/N) Y
Overall Footing Length 60.00 Feet Masonry (Wt.) 6-11'.00 PSF
Footing Weight 112.50 Kips Wall Weight 172.00 Kips
Applied Loads: Distance" Mr (Left) Mr (Right)
Wall Weight 172.00 Kips 25.00 Feet 5160.00 5160.00 Kip -feet
Load 1 9A0 Kips 12.50' Feet 164.50 399.50 Kip -feet
Load 2 9.40 Kips 37.50 Feet 399.50 164.50 Kip -feet
Load 3 0.00 Kips 0.00 Feet 0.00 0.00 K I ip-feet
Load 4 0.0-0 Kips 0 ' 00, Feet 0.00 0.00 Kip -feet
Load 5 0.00 Kips 0.00 Feet 0.00 0.00 Kip -feet
Load 6 L 0.00 Kips 0.00 Feet 0.00 0.00 Kip -feet
Slab Dead Load 11.00 Kips 25.00 Feet 330.00 330.00 Kip -feet
Footing Dead Load 112.50 Kips 25.00 Feet 3375.00 3375.00 Kip -feet
------------- ------------- -------------
Totals 314.30 Kips 9429.00 9429.00 Kip -feet
** Distance from left edge of wall !!!
Total Weight Times (.9-.2Sds) 219.26 Kips
Mr (Left) Times (.9-.2Sds) 6577.67 Kip -feet
Mr (Right) Times (.9-.2Sds) 6577.67 Kip -feet
(@ (.9,2Sds) Values) (@ Full Values)
X- Bar (Left) 4.71 Feet 12.36 Feet
X- Bar (Right) 4.71 Feet 12.36 Feet
Soil Bearing:
Left 6.21 K. S. F. 3.39 K. S. F. Moments surned
Right 0.00 K. S. F. 0.00 K. S. F. about left side of footing
Left 0.00 K.S.F. 0.00 K. S. F. Moments surned
Right 6.21 K. S. F. 3.39 K. S. F. about right side of footing
SHUTLER
CONSULTING
12503 Bel -Red Road, Suite 100
Bellevue, WA 98005
(425) 4504075 -- FAX 450-4076
JOBS, % -b rc p lb -q7
SHEET No. PLO - S -OF -
CALCULATED BY (�+
DATE Pa [01 taon
RrAl F
SHEAR WALL FOOTING DESIGN FOR OVERTURNING MOMENTS Page 2
Concret Strength (f c)
(Provided)
psi
(Provided)
As (Req'd) 0.65 in A 2/ft.
Steel Strength (Fy)
F1115NIQ
OM
Ininches
psi
4
0.79
Cover to bottom steel
a. 0
inches
5.30
d (bottom) 26.50 inches
Cover to top steel
2.00
0.601
9
d (top) 27.50 inches
(@ 0.9 Values)
(@ Full Values)
Vu Left
23.01 Kips
12.99
Kips
Right
23.01 Kips
12.99
Kips
Phi - Vc =.85-2-
SQR (fc) *b*d
31.98
Kips
Mu Left
100.75 Kip -feet
57.70
Kip -feet
Right
100.75 Kip -feet
57.70
Kip -feet
As Left
0.869 in A 2/ft.
0.492
in A 2/ft.
Right
0.869 in A 2/ft.
0.492
in A 2/ft.
As Left
4.344 in A 2
2.458
in A 2
Right
4.344 ihA2
2.458
in A 2
Top Steel
Earth over footing �� Feet
Wu (top) 1. 113 Kips/Foot
Mu (top) Left 13.91 Kip -feet As 0. 113 in A 2/ft. 0.564 in A 2
Mu (top) Right 13.91 Kip -feet As 0. 113 in A 2/ft. 0.564 in A 2
Check Minimum & Maximum Area of steel
.75 Rho balanced 0.0187
As (max) Bottom 29.75 in A 2
As (max) Top = 30.87 in A 2
Rho (min) = 200/Fy 0.00333
As (min) Bottom 5.30 in A 2 or 1/3 more than required by design.
As (min) Top = 5.50 in A 2 or 1/3 more than required by design.
DESIGN SUMMARY
Vu < Phi Vc 0. K.
Bottom steel required= 5.300 in A 2
Area of bottom Steel is between Rho (min) & Rho (max) or 1/3 more than design is provided. 0. K.
Top steel required = 0.752 in A 2
Area of top steel is between Rho (min) & Rho (max) or 1/3 more than design is provided. 0. K.
Bar Size I As No. Required As No. Require As Transverse Steel Based on .0018 Aci
(in A 2)
(Bottom)
(Provided)
(Top)
(Provided)
As (Req'd) 0.65 in A 2/ft.
0.196
27
5.30
4
0.79
7.3 "o.c. Top & Bottom
.0.442
12
5.30
2
b.88
16.4 "o.c. Top & Bottom
0.601
9
5.41
1.20
22.3 "o.c. Tor) & Bottom
FIL C-=
REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAY 16 Z017
City of Tukwila
—1
Geotechnical Engineering Services
Horizon Ford Property
11000 Tukwila International Boulevard
Tukwila, Washington RECEIVED
for CITY OF TUKWILA
Sebco, Inc. DEC 0 7 2016
November 22,20'PERMIT CENTER
D 1 (*4 -- 10?� '�- --Z-
GMENGINEIER��r
8410 154th Avenue NE
Redmond, Washington 98052
425.861.6000
Geotechnical Engineering Services
Horizon Ford Property
11000 Tukwila International Boulevard
Tukwila, Washington
File No. 2455-042-02
November 22, 2016
Prepared for:
Sebco, Inc.
Major Projects and Construction Management
4020 East Madison, Suite 320
Seattle, Washington 98112
Attention: Jay Ayers
Prepared by: C. V
GeoEngineers, Inc.
8410 154tb Avenue NE
Redmond, Washington 98052 2)247 'Ar
425.861.6000 3T -
1A
Debra C. Overbay, PE
Associate
CEW.-TDB:DCO:nld
Disclaimer. Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), If provided, and any attachments are only a copy
of the original document. The original document Is stored by GeoEngineers, Inc. and will serve as the official document of record.
GEoENGINEER��r
Table of Contents
INTRODUCTION............................................................................................................................................. :1
FIELDEXPLORATIONS .................................................................................................................................. 1.
PreviousExplorations ............................................................................................................................ 1
FieldExplorations ................................................................................................................................... 1
SITECONDITIONS ......................................................................................................................................... 2
Geology................................................................................................................................................... 2
SurfaceConditions ................................................................................................................................. 2
SubsurfaceConditions .......................................................................................................................... 2
CONCLUSIONS AND RECOMMENDATIONS ................................................................................................ 2
CriticalAreas .......................................................................................................................................... 3
EarthquakeEngineering ........................................................................................................................ 3
2015 IBC Design Parameters ........................................................................................................ 3
SeismicHazards .............................................................................................................................. 3
Liquefaction..................................................................................................................................... 4
LateralSpreading ............................................................................................................................ 4
FoundationSupport ............................................................................................................................... 4
GroundImprovement ...................................................................................................................... 5
ShallowFoundations ....................................................................................................................... 6
FloorSlab Support .......................................................................................................................... 6
RetainingWalls...................................................................................................................................... 6
LateralResistance ................................................................................................................................. 7
Site Earthwork and Utility Construction ................................................................................................ 7
On-site Soils ..................................................................................................................................... 8
StructuralFill ................................................................................................................................... 8
Fill Placement and Compaction Criteria ........................................................................................ 8
Pavement Considerations ..................................................................................................................... 8
SubgradePreparation ..................................................................................................................... 8
DesignSection ................................................................................................................................ 8
DrainageConsiderations ....................................................................................................................... 9
LIMITATIONS................................................................................................................................................. 9
GWENGINEER��r November 22, 2016 1 Page i
File No. 2455-042-02
Table of Contents (continued)
LIST OF FIGURES
Figure 1. Vicinity Map
Figure 2. Site Plan
APPENDICES
Appendix A. Field Explorations and Laboratory Testing
Figure A-1 - Key to Explorations Logs
Figu res A-2 to A-4 - Log of Mon itori ng Wel Is
Figures A-5 to A-8 - Cone Penetration Test Data
Figure A-9 to A-10 - Sieve Analyses Results
Appendix B. Previous Explorations
Appendix C. Report Limitations and Guidelines for Use
GEoENGINEER November 22, 2016 1 Page H
��r File No. 2455-042-02
INTRODUCTION
This report presents the results of our geotechnical engineering services for the Horizon Ford property
located at 11000 Tukwila International Boulevard, Tukwila, Washington. The project site is shown relative
to surrounding physical features on the Vicinity Map (Figure 1) and Site Plan (Figure 2).
We understand the site will be redeveloped to include an at -grade, single -story building with associated
surface parking. The building will be of concrete tilt -up construction with slab -on -grade and dock -high
loading bays. We also anticipate that floor and column loading will be typical for structures of this type (on
the order of 250 pounds per square foot (psf) floor loads and column loads up to about 120 kips).
The site is located within the Duwamish Valley, roughly 600 to 800 feet east of the river and about 1/2 mile
west of the valley edge. An existing one-story metal -frame shop building is currently located in the north
portion of the property. Asphalt parking and drive aisles cover the remaining site area.
The purpose of this study is to review existing geotechnical information and to complete subsurface
explorations at the project site as a basis for providing geotechnical engineering recommendations for
design. Our specific scope of services includes:
• reviewing previous explorations completed in the vicinity of the site;
• completing four cone penetration tests (CPT) and three borings/wells to characterize the subsurface
conditions at the site;
• performing analyses for seismic design, building foundation and floor slab support; and
• preparing this Geotechnical Engineering Design Report.
FIELD EXPLORATIONS
Previous Explorations
GeoEngineers reviewed the logs of explorations completed as part of previous studies in the vicinity of the
project site. One previous boring, AB -15, is located on the eastern site border from a 2004 Sound Transit
project, "Sound Transit Central Link Light Rail: D755" by AMEC dated January 3, 2004. The location of this
boring is shown in Figure 2, and the log is presented in Appendix B.
Field Explorations
Subsurface conditions at the site were evaluated by reviewing previous explorations in the immediate
vicinity, and by completing four CPTs and three boring/monitoring wells to depths of approximately 88 to
1011/2 feet below existing ground surface (bgs). The approximate locations of the explorations are shown
in Figure 2. A detailed description of the field exploration program and logs of the explorations are
presented in Appendix A.
GMENGINEER��r November 22, 2016 1 Page 1
File No. 2455-042-02
SITE CONDITIONS
Geology
Published geologic information for the project vicinity includes "The Geologic Map of Seattle - A Progress
Report" (Troost et al. 2005). The surficial soils in the vicinity of the site are mapped as alluvial deposits and
modified land. The modified land in this area is typically dredged fill placed to develop industrial areas. The
alluvial deposits generally consist of interbedded layers of soil ranging from sand with variable silt content,
to silt and gravel. These soils were deposited across the valley by the meandering of the Duwamish River,
with depths up to 250 feet thick, and are poorly consolidated. Dense glacial and non -glacial deposits are
located below the alluvial deposits, and are also exposed along the valley walls.
Surface Conditions
The site is bounded by commercial propertyto the north, by Sound Transit light rail tracks and East Marginal
Way South to the east, by South 112th Street to the south, and by Tukwila International Boulevard to the
west. The site is relatively flat, with a one-story metal -frame shop building on the north side of the site and
the remainder of the site paved with asphalt concrete. Above ground high-voltage transmission lines cross
the southwest corner of the site.
Subsurface Conditions
Subsurface soil and groundwater conditions were evaluated by reviewing a previous boring log (AB -15)
completed on the east border of the site, by completing four CPTs (CPT -1 through CPT -4), and three deep
boring/monitoring wells. Additional shallow direct push borings were also completed as part of our
concurrent environmental studies and are summarized in that report. Based on the explorations,
subsurface conditions generally consist of fill overlying alluvial deposits to a depth of about 85 to 94 feet.
Dense to very dense sand and gravel underlies the alluvial deposits.
The fill generally consists of 1 to 6 feet of loose to medium dense sand with variable silt content. The fill is
underlain by an upper layer of medium dense to dense sand with occasional layers of interbedded silt to
depths of approximately 33 to 56 feet bgs. The upper sand layer is underlain by fine-grained alluvial
deposits that consist of soft to medium stiff silt interbedded with silty sand. The alluvial deposits extend to
depths of approximately 85 to 94 feet bgs. Underlying the fine-grained alluvial deposits is a lower layer of
dense to very dense sand with variable silt and gravel content, extending to the depths explored. The lower
sand layer is underlain by very dense sand and gravel layers and very stiff/hard silt and clay layers extending
to the depth explored in boring AB -15 (280 feet bgs).
Groundwater was observed in boring AB -15 at the time of drilling at a depth of approximately 121/-2 feet bgs.
Groundwater was measured in the monitoring wells at a depth ranging from 11'/2 to 13 feet bgS on
July 17, 2015. Groundwater conditions should be expected to fluctuate as a function of season,
precipitation, fluctuations of the Duwamish River and other factors.
CONCLUSIONS AND RECOMMENDATIONS
We conclude thatthe site is suitable for constructingthe proposed building on shallow foundations provided
ground improvement techniques are utilized to reduce liquefiable settlements to acceptable limits. Ground
improvement has been selected by the design team in lieu of pile foundations to reduce construction costs.
GEoENGINEER November 22, 2016 1 Page 2
��r File No. 2455-042-02
The building should be supported on shallow spread footings founded on a minimum 2 -foot thickness of
compacted structural fill following ground improvement. Recommended compaction criteria for structural
fill are presented in a subsequent section.
The site is underlain by liquefiable soils and could experience settlement on the order of 1 foot during the
design seismic event without.ground improvement. Based on the subsurface soils encountered in the
explorations and our liquefaction analyses, we estimate that settlement due to liquefaction will be reduced
to about 4 to 6 inches where ground improvement is effectively installed to a depth of 40 feet.
Surficial soils at the site consist mostly of moisture sensitive silty sand. Based on the results of the
laboratory tests, the on-site soils will likely not be re -usable as structural fill. Excavation and replacement
of on-site soils should be anticipated to construct the recommended zone of structural fill beneath footings
and the floor slab. Detailed geotechnical recommendations for foundation support and other aspects of
project development are presented in the following sections.
Critical Areas
We reviewed City of Tukwila critical areas maps from the city website. Based on the available mapping, the
site is not located in a geological critical area (coal mine hazard, erosion hazard, landslide hazard, or steep
slope hazard). Based on our evaluation of the site, it is our opinion the mapping is correct, although the site
is susceptible to liquefaction and lateral spreading, as discussed in the "Earthquake Engineering" section
below.
Earthquake Engineering
2015 1113C Design Parameters
We recommend the use of the following 2015 International Building Code (IBC) parameters for soil profile
type, short period spectral response acceleration (Ss), 1 -second period spectral response acceleration (SI)
and seismic coefficients (FA and Fv) for the project site.
2015 113C Parameter
Soil Profile Type
Short Period Spectral Response Acceleration, Ss (percent g)
1 -Second Period Spectral Response Acceleration, S, (percent g)
Seismic Coefficient, FA
Seismic Coefficient, Fv
Pea k G round Acceleration (percent g)
Seismic Hazards
Recommended Value
E
152
57
0.9
2.4
57
We evaluated the site for seismic hazards, including surface fault rupture, liquefaction, and lateral
spreading. The site is approximately 1 mile south of the Seattle Fault Zone and therefore it is our opinion
the risk of surface fault rupture is low. Liquefaction and lateral spreading hazards are discussed below.
GMENGINEER��r November 22, 2016 1 Page 3
File No. 2455-042-02
Liquefaction
Liquefaction refers to the condition when vibration or shaking of the ground, usually from earthquake
forces, results in the development of excess pore pressures in saturated soils with subsequent loss of
strength in the deposit of soil so affected. In general, soils that are susceptible to liquefaction include very
loose to medium dense clean to silty sands and some silts that are below the water table. Liquefaction
usually results in ground settlement and loss of bearing capacity, resulting in settlement of structures that
are supported on foundations that are constructed within or above the liquefied soils.
We evaluated the liquefaction potential based on the current and previous explorations usingthe Simplified
Procedure (Youd and ldriss 2001). The Simplified Procedure is based on comparing the cyclic resistance
ratio (CRR) of a soil layer (the cyclic shear stress required to cause liquefaction) to the cyclic stress
ratio (CSR) induced by an earthquake. The factor of safety against liquefaction is determined by dividing
the CRR by the CSR. Liquefaction hazards, including settlement and related effects, were evaluated when
the factor of safety against liquefaction was calculated as less than 1.0.
Based on our analysis using the 2015 IBC seismic event (peak horizontal acceleration of 0.57g), it is our
opinion there is a moderate to high risk of liquefaction within the upper sand deposits as well as the silt.
We estimate thatthe factor of safety is less than 1.0 cluringthe design -level earthquake for abouttwo-thirds
of the soil layers above a depth of about 80 feet.
Liquefaction -induced ground settlement of the potentially liquefiable zones is estimated to be on the order
of 1 foot or more for a design -level earthquake if ground improvement techniques are not utilized. Lesser
amounts of settlement from liquefaction could be experienced after an earthquake with a magnitude less
than the design -level earthquake. The magnitude of liquefaction -induced ground settlement will vary as a
function of the characteristics of the earthquake (earthquake magnitude, location, duration and intensity)
and the soil and groundwater conditions.
Lateral Spreading
Lateral spreading involves lateral displacements of large volumes of liquefied soil. Lateral spreading can
occur on near -level ground as blocks of surface soils are displaced relative to adjacent blocks. Lateral
spreading also occurs as blocks of surface soils are displaced toward a nearby slope or free -face such as
the Duwamish River by movement of the underlying liquefied soil. Because of the liquefaction risk at the
site, it is our opinion that there is a risk for lateral spreading. The risk of lateral spreading is a function of
the soil conditions, distance, slope and condition of the slopes and/or bulkheads located along the
Duwamish River. However, because of the distance between the site and the Duwamish River (600 to
800 feet), in our opinion the risk of damage to buildingfrom lateral spreading is low and therefore does not
need to be considered in the foundation design.
Foundation Support
Recommended foundation support options for this site include ground improvement to mitigate
liquefaction settlement and allow use of shallow foundations, or pile support. The projectteam has selected
ground improvement because of potential lower cost. Ground improvement methods that are feasible
include but are not limited to rammed aggregate piers, stone columns and rigid inclusions.
GEoENGINEER November 22, 2016 1 Page 4
��r File No. 2455-042-02
Some vibrations typically occur with most ground improvement methods and will likely be noticed by nearby
building occupants; however, based on our experience and discussions with a local ground improvement
contractor, the level of vibration is not expected to result in damage to nearby structures.
Ground Improvement
Ground improvement will be used to increase the factor of safety against liquefaction of the upper soil
deposits and reduce the magnitude of liquefaction settlement. Several methods of ground improvement
can be considered for this project. These include rammed aggregate piers, stone columns and rigid
inclusions.
Rammed aggregate piers consist of holes created by driving/vibrating a mandrel which are then filled with
densely compacted crushed rock. The holes are advanced down to suitable bearing soils. The crushed rock
is placed in the hole in lifts of about 12 inches in thickness as the mandrel is withdrawn and compacted
using a high energy hydraulic ram. Grout can be added to the crushed rock column extending through very
soft soils to provide higher lateral stiffness and higher vertical load capacity when necessary.
The stone column method uses a large vibrator to advance a probe to the design depth. Crushed rock is
injected through the inside of the vibrator as it is removed. Compaction is achieved using lateral vibration
and working the probe up and down as it is removed to create the column.
Rigid inclusions are unreinforced low strength concrete elements that transfer foundation loads through
weak soils down to underlying competent soils. These are typically installed using a bottom -feed mandrel
that is vibrated down to the bearing soils. Granular bearing soils are clensified by displacement. Low
strength concrete is pumped through the mandrel, which opens at the bottom as it is raised. The mandrel
is extracted while a positive concrete pressure is maintained.
Each of these methods involve displacing rather than replacing the existing soil. Accordingly, the resulting
composite soil mass has improved strength, lower compressibility, and low liquefaction potential. Also, the
spacing of ground improvement elements can be designed to transfer loads to deeper deposits beneath
foundation elements, when necessary.
Based on our discussions with the project structural engineer, we recommend thatthe ground improvement
elements extend to a minimum of at least 40 feet bgs to reduce settlement due to liquefaction to within
tolerable limits. The ground improvement elements should be installed in a grid pattern beneath the
building footprint as needed to increase the factor of safety against liquefaction to greater than 1.2.
A contractor specializing in ground improvement methods should develop a performance-based design that
will provide clensification of the upper 40 feet to achieve an improved corrected N value to achieve this
factor of safety (standard penetration test [SPT] of about 30, or improved resistance using CPT testing to
greater than about 325 kips per square foot (ksf) depending on the friction ratio). We recommend that we
be retained to review the proposed ground improvement program prior to installation and provide
recommendations for the performance test program following installation.
Each of the ground improvement methods will generate vibrations during installation. These vibrations are
not expected to adversely affect nearby off-site structures. However, it is likely that the vibrations will be
felt by people within a limited area in and adjacent to the site.
GMENGJNEER��r November 22, 2016 1 Page 5
File No. 2455-042-02
installation of ground improvement elements may encounter seepage or heaving conditions due to the high
groundwater levels present at the site. Measures should be taken to prevent sloughing, caving, heaving or
running of soil into the holes. Casing or other techniques may be necessary to stabilize the holes. Also,
concrete and asphalt pieces, debris, cobbles or boulders may be encountered during installation of the
ground improvement elements.
GeolEngineers should observe and document the installation of the selected ground improvement method
to verify conformance with the design assumptions and recommendations.
Shallow Foundations
We recommend that the proposed building be supported on shallow foundations overlying a structural fill
pad following the recommended ground improvement installation to reduce liquefaction settlement. The
structural fill should extend a minimum of 2 feet below the footing subgrade elevation. If excessively soft
soils are exposed at subgrade level, additional excavation and replacement with structural fill will be
necessary. The structural fill zone should form a prism below each footing which extends a minimum
distance of 2 feet beyond the edges of the footing. We recommend that a representative from our firm
evaluate the soils exposed in the footing excavations before placement of structural fill to determine that
the footing subgrade is acceptable.
We recommend that the subgrades of all exterior footings be a minimum of 18 inches below the lowest
adjacent finished grade, while interior footings should have a minimum embedment of 12 inches below the
subgrade of the adjacent floor slab. We recommend that continuous footings and isolated column footings
have minimum widths of 18 and 24 inches, respectively. Footings may be designed using an allowable soil
bearing pressure of 3,000 psf for dead plus long-term live loads. This value includes a factor of safety of 3
and may be increased by one-third when considering transient loads, such as wind or seismic. The weight
of the footing and any backfill over the footing may be neglected in determining the applied bearing
pressure.
Floor Slab Support
All slab subgrade areas should be stripped and proofrolled or otherwise evaluated before placing any fill.
We recommend that the upper 4 inches of fill placed to form the building pad consist of 3/4 -inch minus free
draining sand and gravel with less than 5 percent fines. If fill placement and slab construction occurs during
extended periods of dry weather, the imported fill placed below the upper 4 inches of slab subgrade may
contain an increased percentage of fines, provided the fill can be compacted as recommended in the
earthwork section below. Footing drains should also be installed around the building.
A vapor barrier should be utilized where control of moisture in the slab is critical (e.g., where an adhesive
is used for tiled or carpeted floors). We recommend a vapor barrier consisting of polyethylene sheeting with
bonded seams.
Retaining Walls
We recommend that walls for loading docks or other building walls which will serve as retaining walls be
designed for lateral pressures based on an equivalent fluid density of 35 pounds per cubic foot (pcf).
This assumes that the walls will not be restrained against rotation when backfill is placed. The
GEoENGINEER November 22, 2016 1 Page 6
��r File No. 2455-042-02
a bove-recom mended lateral soil pressure does not include the effects of surcharges such as floor loads,
traffic loads or other surface loading. Surcharge effects should be considered as appropriate.
In settlement -sensitive areas (e.g., beneath on -grade slabs), the upper 2 feet of backfill for subgrade walls
should be compacted to at least 95 percent of the maximum dry density (MDD) determined in accordance
with ASTM D-1557. At other locations and below a depth of 2 feet, wall backfill should be compacted to
between 90 and 92 percent of ASTM D-1557. Measures should be taken to prevent overcompaction of the
backfill behind the wall. This can be achieved by placing the zone of backfill located within 5 feet of the wall
in lifts not exceeding 6 inches in loose thickness and compacting this zone with hand -operated equipment
such as a vibrating plate compactor.
The recommended equivalent fluid density assumes a free -draining condition behind the wall. This may be
achieved by placing an 18- to 24 -inch -wide zone of sand and gravel containing less than 5 percent fines
against the wall. Weep holes at about 4 -foot centers at the base of the wall should be sufficient to drain
water from exterior walls. Alternatively, perforated drainpipe could be embedded in the free -draining
sand and gravel zone along the base of retaining walls to remove any water which collects in this zone.
The drainpipe should be tightlined to an appropriate discharge point.
Lateral Resistance
The soil resistance available to resist lateral loads is a function of the frictional resistance which can
develop on the base of footings and floor slab, and the passive resistance which can develop on the face
of below -grade elements of the structure as these elements tend to move into the soil. For footings and
floor slabs founded on structural fill placed and compacted in accordance with our recommendations, the
allowable frictional resistance may be computed using a coefficient of friction of 0.35 applied to vertical
dead -load forces. The allowable passive resistance on the face of footings, grade beams or other embedded
foundation elements may be computed using an equivalent fluid density of 250 pcf (triangular distribution)
if these elements are cast in direct contact with undisturbed on-site soils. Alternatively, passive pressures
may be computed using an equivalent fluid density of 350 pcf if all soil extending out from the face of the
foundation elementfor a distance at least equal to two and one-half times the depth of the element consists
of structural fill compacted to at least 95 percent of MIDID (ASTM D-1557). The above coefficient of friction
and passive equivalent fluid density values include a factor of safety of about 1.5.
Site Earthwork and Utility Construction
Current and previous exploration logs at the site indicate the upper 15 feet of the site soils include loose
to medium dense silty sand and medium stiff silt. Groundwater was encountered between 111/2 and
13 feet bgs.
Utility construction in these soils will involve typical construction practices. Dewatering will be necessary for
excavations below the groundwater level. Because of the risk of liquefaction settlement during a design
earthquake it may be prudent to provide positive, restrained joint connections on below grade piping
systems. The soils are moisture sensitive and re -use of these soils as structural fill may be difficult,
especially is work takes place during the wet winter months.
The following sections provide general recommendations for site earthwork.
GWENGINEER��r November 22, 2016 1 Page 7
File No. 2455-042-02
On-site Solis
The on-site soils are moisture sensitive and generally have natural moisture contents higher than the
anticipated optimum moisture content for compaction. As a result, the on-site soils will not be suitable for
reuse as structural fill.
Structural Fill
Materials placed to support foundations and floor slabs and placed below parking areas, driveways and
sidewalks should be placed as structural fill. Structural fill material quality varies depending upon its use
as described below:
m Structural fill placed to support foundations, floor slabs, or driveway, parking and sidewalk areas should
meet the requirements of gravel borrow, Washington State Department of Transportation (WSDOT)
gravel borrow, WSDOT Standard Specification 9-03.14(l).
m We recommend that structural fill placed for footing drainage systems consist of WSDOT gravel backfill
for drains, WSDOT Standard Specification 9-03.12(4).
m Structural fill placed as capillary break material below the floor slab should meet the requirements of
WSDOT Standard Specification 9-03.1(4)C, grading No. 57 (1 -inch minus crushed rock).
Fill Placement and Compaction Criteria
Structural fill must be mechanically compacted to a firm, non -yielding condition. Structural fill must be
placed in loose lifts not exceeding 12 inches in thickness. Each lift must be conditioned to the proper
moisture content and compacted to the specified density before placing subsequent lifts. Structural fill
must be compacted to the following criteria:
m Structural fill placed to support foundations, floor slabs, or driveway, parking and sidewalk areas should
be compacted to at least 95 percent of the MDD per ASTM International (ASTM) D 1557.
m Structural fill placed to backfill utility trenches should be compacted to between 90 and 92 percent of
the MDD per ASTM D 1557, except for the upper 2 feet that should be compacted to at least 95 percent
of MDD.
Pavement Considerations
Subgrade Preparation
Pavement subgrade areas should be stripped and proofrolled, or probed to evaluate the existing subgrade
surface prior to placing the new pavement section. Where the existing soils are loose or wet and cannot be
compacted, it will be necessary to excavate and replace these soils. The required excavation thickness will
depend on the moisture content of the subgrade soils at the time of construction and should be evaluated
at that time. To avoid the cost of additional overexcavation, the pavement subgrade preparation should
occur during the dry season as practical.
Design Section
Based on our experience with similar developments, we recommend the following minimum pavement
design sections. The heavier section should be utilized throughout the site if automobile parking areas
cannot be strictly designated.
GEoENGINEER November 22, 2016 1 Page 8
��r File No. 2455-042-02
RECOMMENDED DESIGN PAVEMENT SECTIONS
Crushed Surfacing Base Course
HMA CL. 1/2 PG 64-221 with less than 5 percent fines
Pavement Area (inches) content2 (inches)
Automobile Parking 2 6
Entrance Drive and Heavier Truck Traffic 3 6
Notes:
I Hot mix asphalt (HMA) Class 1/2 -inch, PG 64-22 per WSDOT Standard Specification 5-04 and 9-03. Minimum 2 -inch thickness
recommended.
2 Crushed Surfacing per WSDOT Standard Specification 9-03.9(3) compacted to 95 percent of the MDD determined using ASTM
D-1557, to contain less than 5 percent fines content and to be placed on subgrade compacted to 95 percent of MDD.
Drainage Considerations
We recommend that pavement surfaces be sloped so that surface drainage flows away from the building.
We recommend that all roof drainage be collected in tight lines for diversion into the storm drain system.
A perimeter footing drain is recommended to intercept surface water runoff that may be perched on the
surficial silty sand soils. All areas should be graded to avoid concentration of runoff onto fill, cut slopes,
natural slopes steeper than 10 percent or other erosion -sensitive areas.
LIMITATIONS
We have prepared this report for the exclusive use of Sebco, Inc. and members of the design team for the
Horizon Ford property in Tukwila, Washington. Our report, conclusions and interpretations should not be
construed as a warranty of the subsurface conditions.
Within the limitations of scope, schedule and budget, our services have been executed in accordance with
generally accepted practices in the field of geotechnical engineering in this area at the time this report was
prepared. No warranty or other conditions, express or implied, should be understood.
Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if
provided, and any attachments are only a copy of the original document. The original document is stored
by GeoEngineers, Inc. and will serve as the official document of record.
Please refer to Appendix C "Report Limitations and Guidelines for Use" for additional information pertaining
to use of this report.
GWENGINEER��r November 22, 2016 1 Page 9
File No. 2455-042-02
.1re"o, St S Director St U - 5:
S 915t St ol
S Barton St
'E
S 93rd St
00 0�3, 1P
99
�S Benefit St
S 95th St
S Fletcher St
q6th St 01 K o Z
S 96th St 1P V
100
St S qlltht� Seurnsst 1;r S Roxbury St
,qmh 5
S Pilgrim St
9th PI S Perry St WS a
S100thst 0 �; V
S Bond St
""4.,to%*St
101st.st S Norfolk St �E-
-r-t[Nt)Atf
-S No
102nd[St�c
'o i5
99 7-
ft"'M S 103rd S1,
-E
St
Lu S 104th St
5 victo, St
iG4th Pl,�
C)
P
S�07.th St- p
N —S4 DUW I AMISH Jit,
�I�Slh�tj I " Ai(9 We" 07th st
3
Glen
SOUTHERN Site
HEIGHTS
7
5 Haze.lSt
ih St
CL
S 112th St S1 V
cl Steo�'St SLeoSt
Cub'
%Wb wwus
01. g
Elemer"ry w,
QC6
S Avon St x;
S 11 Sth St
-S 115th st
S 116th st Green jkWerTrail
99 176th St S 1,6%h St
11 7th St S 11 7th St
S W. I I a,. St "I.,
Me.
S 120th St 599 �3
S 120th S, "I
e4
�IOUILEVARO PARK v, 5 -Sjunipe,
-ALIENTOWN v,
.1, e4 4,
<>
CA
X S 4thSt
'S124thSt
SL
S 124th St
E
S1
A
S 124th St
LATONA RIVFRTQN,
S 125th St
04
S 25hSt
-P
N
AIR*
C)
LO
to
I
S 1268t St
Green Rive�
s,
S;A e
S
S 126th St
S 427th St
.0
28th St
-S.Mth St
S"
S 128th St 1?8th
01 S
2
St
Feet
j
S 130th St
S 130th PI
Fr
130th St
UP
CD
- I I ' A, X S
S 132.d St j S 132.d St
>
S99
3rd St
S 133rd St"
S1
A
LATONA RIVFRTQN,
04
N
Shia
D"
C)
LO
to
I
-Nag
S;A e
S
.0
14.i I h "W.
2,000 0
2,000
I t
Feet
In
Notes:
[L
Vicinity Map
1. The locations of all features shown are approximate.
2. This drawing is for information purposes. It is intended to assist in
showing features discussed in an attached document. GeoEngineers, Inc'
cannot guarantee the accuracy and content of electronic files. The master
11000 Tukwila International
Boulevard
file is stored by GeolEngineers, Inc. and will serve as the official record of
C this
Tukwila, Washington
communication.
0
E 3. It is unlawful to copy or reproduce all or any part thereof, whether for
'a personal use or resale, without permission.
0)
Data Sources: ESRI Data & Maps, Street Maps 2005
GMENGINEER
Figure 1
Trans erse Mercator, Zone 10 N North, North American Datum 1983
varrow
North oriented to grid north
----------
. . . . . . ... ... , It
C;;j c= cn c= r -n Cn
Y
Vs
7
fat
kit
Y
UA
NO
A
NIX NW,
Oa)))
cc,
A
T
C= C:
17 1PV 1 W-fty-lim
N,
V ..0 100
liN. i Approximate Scale in Feet
Monitoring Well and relative groundwater elevations recorded on 7*/17/15.
CPT Boring completed by GeolEngineers (2015)
Site'Plan
Boring completed by Amec (2003)
r
Approximate Subje*ct Property Boundary
Horizon Ford Property
11000 Tukwila International Boulevard
Tukwila, Washington
Sdurce: Google Earth 2015 GINEER�. Figure 2.
APPENDix A
Field Explorations and Laboratory Testing
APPENDIX A
FIELD EXPLORATIONS AND LABORATORY TESTING
Field Explorations
Subsurface conditions at the site were explored on April 17, 2015 by advancing four cone penetration
tests (CPTs) (CPT -1 through CPT -4) at the approximate locations shown on Figure 2, and by drilling three
deep boring/monitoring wells also shown on the site plan. The approximate exploration locations were
established in the field by measuring distances from existing site features. The explorations were
completed to depths of about 88 to 1011/2 feet using truck -mounted equipment owned and operated by
In Situ Engineering and Holocene Drilling.
Cone Penetration Tests
The CPT is a subsurface exploration technique in which a small -diameter steel tip with adjacent sleeve is
continuously advanced with hydraulically operated equipment. Measurements of tip and sleeve resistance
allow interpretation of the soil profile and the consistency of the strata penetrated. The tip resistance,
friction ratio and pore water pressure are recorded on the CPT log. The logs of the CPT probes are presented
in Figures A-5 through A-8. The CPT probes were advanced to depths of 88 to 961/2 feet below the existing
ground surface (bgs). The CPT probes were backfilled in general accordance with procedures outlined by
the Washington State Department of Ecology.
Borings/Monitoring Wells
Disturbed soils samples were obtained during drilling using standard penetration test (SPT) methodology
with the standard split -spoon sampler in the borings. The samples were placed in plastic bags to maintain
the moisture content and transported back to our laboratory for analysis and testing.
The borings were continuously monitored by a geologist from our firm who examined and classified the soils
encountered, obtained representative soil samples, observed groundwater conditions and prepared a
detailed log of each exploration. Soils encountered were classified visually in general accordance with
ASTM D2488 -09a the classification system described in Figure A-1. An explanation of our boring log
symbols is also shown on Figure A-1.
The logs of the borings are presented in Figures A-2 through A-4. The exploration logs are based on our
interpretation of the field and laboratory data and indicate the various types of soils encountered. The logs
also indicate the depths at which these soils or their characteristics change, although the change might
actually be gradual. If the change occurred between samples in the boring, it was interpreted.
Laboratory Testing
Soil samples obtained from the explorations were transported to our laboratory and examined to confirm
or modify field classifications, as well as to evaluate index properties of the soil samples. Representative
samples were selected for laboratory testing consisting of the determination of the moisture content, sieve
analyses, and percent fines. The tests were performed in general accordance with test methods of the
American Society for Testing and Materials (ASTM) or other applicable procedures.
GWENGINEER��r November 22, 2016 1 Page A- I
File No. 2455-042-02
Moisture Content Testing
Moisture content tests were completed in general accordance with ASTM D 2216 for representative
samples obtained from the explorations. The results of these tests are presented on the exploration logs
at the depths at which the samples were obtained.
Sieve Analyses
Sieve analyses were performed on selected samples in general accordance with ASTM D 422 to determine
the sample grain size distribution. The wet sieve analysis method was used to determine the percentage of
soil greater than the U.S. No. 200 mesh sieve. The results of the sieve analyses were plotted, classified in
general accordance with the Unified Soil Classification System (USCS), and are presented in Figures A-9
and A-10.
Percent Fines Test
Percent fines (particles passing the No. 200 sieve) were completed on soil samples using ASTM D 1140.
The wet sieve method was used to determine the percentage of soil particles larger than the U.S. No. 200
sieve opening. The results of the percent fines tests are presented on the boring logs.
November 22, 2016 1 Page A-2
GEoENGINEER ��r File No. 2455-042-02
SOIL CLASSIFICATION CHART
NOTE-- Multiple symbols are used to indicate borderline or dual soil classifications
SamRler Symbol DescriRtions
SYMBOLS
TYPICAL
MAJOR DIVSIONS
CA
GRAPH
LETTER
Piston
DESCRIPTIONS
-Push
MBulk
CLEAN
O77-�(-
�30 -
GW
WELL -GRADED GRAVELS,
Moisture content
GRAVEL
GRAVELS
Llj�
Organic content
GRAVEL - SAND MIXTURES
Quarry Spalls
AND
TS
D 0 0
Pocket penetrometer
PPM
Forest DufflSod
GRAVELLY
(UTTLE OR NO FINES)
a 0 C
GP
G
POORLY- RADED GRAVELS,
Unconfined compression
SOILS
Vane shear
:, 0 0
GRAVEL SAND MIXTURES
GRAVELS WITH
GM
SILTY GRAVELS, GRAVEL - SAND
COARSE
GRAINED
MORE THAN 50% OF
FINES
SILT MIXTURES
SOILS
COARSE FRACTION
RETAINED ON NO. 4
SIEVE
(APPRECIABLE ANMW
GC
CLAYEY GRAVELS, GRAVEL -
OF FINES)
SAND - CLAY MIXTURES
sw
WELL -GRADED SANDS,
CLEAN SANDS
GRAVELLY SANDS
MORE THAN 50%
SAND
RETAINED ON NO.
AND
(LITILE OR NO FINES)
200 SIEVE
SANDY
sp
POORLY -G RAIDED SANDS,
GRAVELLY SAND
SOILS
SANDS wrrH
SM
SILTY SAND SAND SILT
MORE THAN 50% OF
COARSE FRACTION
FINES
MIXTURES
PASSING NO. 4
sc
CLAYEY SANDS, SAND - CLAY
SIEVE
(APPRECIABLE AMOUNT
I
OF FINES)
MIXTURES
INORGANIC SILTS, ROCK FLOUR,
ML
CLAYEY SILTS WITH SLIGHT
PLASTICITY
INORGANIC CLAYS OF LOW TO
SILTS
L IDUM
rx
CL
MEDIUM PLASTICITY, GRAVELLY
FINE
AND
LEUSSITHANIlro
CLAYS, SANDY CLAYS, SILTY
GRAINED
CLAYS
CLAYS, LEAN CLAYS
OL
ORGANIC SILTS AND ORGANIC
SOILS
SILTY CLAYS OF LOW
PLASTICITY
MORE THAN 50%
MH
INORGANIC SILTS, MICACEOUS
PASSING NO. 2DO
OR DIATOMACEOUS SILTY SOILS
SIEVE
CH
INORGANIC CLAYS OF HIGH
SILTS
AND
LIQUID LIMIT
CLAYS
GREATER T� MAN 50
PLAs-ncITY
OH
ORGANIC CLAYS AND SILTS OF
MEDIUM TO HIGH PLASTICITY
HIGHLY ORGANIC SOILS
PT
PEAT, HUMUS, SWAMP SOILS
WITH HIGH ORGANIC CONTENTS
NOTE-- Multiple symbols are used to indicate borderline or dual soil classifications
SamRler Symbol DescriRtions
Blowcount is recorded for driven samplers as the number
of blows required to advance sampler 12 inches (or
distance noted). See exploration log for hammer weight
and drop.
A "P" indicates sampler pushed using the weight of the
drill rig.
ADDITIONAL MATERIAL SYMBOLS
BOLS
2.4 -inch I.D. split barrel
H
Standard Penetration Test (SPT)
CA
Shelby tube
Asphalt Concrete
Piston
UDirect
-Push
MBulk
or grab
FMContinuous
Coring
Blowcount is recorded for driven samplers as the number
of blows required to advance sampler 12 inches (or
distance noted). See exploration log for hammer weight
and drop.
A "P" indicates sampler pushed using the weight of the
drill rig.
ADDITIONAL MATERIAL SYMBOLS
BOLS
TYPICAL
DESCRIPTIONS
H
LETTER
CA
AC
Asphalt Concrete
Laboratory compaction test
CS
Consolidation test
DS
CC
Cement Concrete
Hydrometer analysis
MC
Moisture content
MD
CR
Crushed Rock/
Organic content
PM
Quarry Spalls
PI
TS
Topso
Pocket penetrometer
PPM
Forest DufflSod
Groundwater Contact
Measured groundwater level in
exploration, well, or piezometer
71 Measured free product in wel I or
piezometer
Gral2hic Log Contact
Distinct contact between soil strata or
geologic units
Approximate location of soil strata
change within a geologic so! I unit
Material Description Contact
Distinct contact between soil strata or
geologic units
. . . . Approximate location of soil strata
change within a geologic soil unit
Laboratory / Field Tests
'/6F
Percent fines
AL
Afterberg limits
CA
Chemical analysis
CP
Laboratory compaction test
CS
Consolidation test
DS
Direct shear
HA
Hydrometer analysis
MC
Moisture content
MD
Moisture content and dry density
OC
Organic content
PM
Permeability or hydraulic conductivity
PI
Plasticity index
PP
Pocket penetrometer
PPM
Parts per million
SA
Sieve analysis
TX
Triaxial compression
UC
Unconfined compression
Vs
Vane shear
Sheen Classification
NS
No Visible Sheen
ss
Slight Sheen
Ms
Moderate Sheen
HS
Heavy Sheen
NT
Not Tested
NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions.
Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are not warranted to be
representative of subsurface conditions at other locations or times.
KEY TO EXPLORATION LOGS
GWEN G 114 E E R S� �400"" FIGURE A-1
2ad
End
� TDoetp't'h
101"
Logged By RN M
�
Driller Holocene Drilling, Inc.
Drilling Hollow -Stem Auger
Drilled 6/15/2015
6/15/2015
(Ift)
Checked By CEW
LOG
Method Mud Rotary
Hammer
Autohammer
Drilling
BK -81
DOE Well I.D.: BIK-964
Data
140 (lbs) / 30 (in) Drop
Equipment
A 2 (in) well was installed on 6/16/2015 to a depth of 18.7
up
tta-_)
E E
M
MY
Well was developed on 6/16/2015.
Surface Elevation (ft)
Top of Casing
0
Vertical Datum
Undetermined
a) E
Elevation (ft)
Groundwate Depth to
Date Measured Water (ft) Elevation (ftl
Latitude
Horizontal
N/A
DESCRIPTION
Longitude
IM) a
Datum
Steel surface
6/16/2015 11.9
Notes:
75
J
Log of Monitoring Well GEI-MW-1
FIELD
DATA
Project Location: Tukwila, Washington
��r
Figure A-2
k
Project Number: 2455-042-00 Sheet 1 of 3
WELL
LOG
CL
1/4 -inch stick
up
tta-_)
E E
M
M
0
MATERIAL
a) E
Z
0
DESCRIPTION
IM) a
Steel surface
0
'Z6
75
2 2
_J
0
15
monument
> CL
a) 0
>
2: o
a) 0
-E a)
U)
�:
0
U a
0
= E
0 ca
C
�p
W
r-
@L
2
0)
a)
r-
-00
Co CL
a) co
4//\/
co
U U)
�T
0 0
>
/
AG
�Zinchesasphaft concrete
—
GP -GM
-Concrete surface
seal
ray to brown fine gravel with sand and sift F
(medium dense, moist) (base course)
1.5'
Sm
Bentonite seal
Brown with occasional orange mottling sifty fine
16
14
1
sand (medium dense, moist) (alluvial -
%F
deposits)
NS
<1
pot
%F = 45, MC = 14 - - - - - - - - - - - J -
_2-�nch Schedule 40
5-1
Dark gray fine sand with sift (loose to medium
PVC well casing
14
8
2
dense, moist)
NS
<1
7.0'-
.9' H,
14
11
3
NS
<1
- - - - - - - -
-to
SP
- -
Dark gray lack ineTo medium sand, trace sift
'0_
14
12
(medium dense, wet)
10-20 silica sand
-4
SA
SA (%F 4, MC 10)
NS
<1
backfill
-2-inch Schedule 40
PVC screen,
0.010 -inch slot
14
11
5
width
NS
<1
18.7'
20-1
15
67/9-
6
(*Driller switched to mud rotary, blow count not
representative)
NS
<1
21.0'_
-Bentonite seal
25-1
12
30
7
25.0'-
0
NS
<1
Becomes dense
- - - --
SP
- - - - - - - - - - - - - - - - - - -
Brown fine to medium sand with trace silt and
occasional gravel (medium dense, wet)
30-
12
20
8
NS
<1
- - - - - - - - - - - - - -
Gray sifty fine sand (loose, wet)
351
Note: See
Figure
A-1 for
explanation of symbols.
Log of Monitoring Well GEI-MW-1
Project: 1100 Tukwila International Boulevard
GMENGINEER
Project Location: Tukwila, Washington
��r
Figure A-2
k
Project Number: 2455-042-00 Sheet 1 of 3
Log of Monitoring Well GEI-MW-1 (continued)
FIELD
DATA
GEoENG1NEERSLr,,:)
Project Location: Tukwila, Washington
I
k
Figure A-2
Project Number: 2455-042-00 Sheet 2 of 3
WELL LOG
'a
CL
E. E
U, M
0
0
MATERIAL
11 E
z
-J
-J
DESCRIPTION
C'.
> (X
a) a)
>
ID oo
0
-3.C-
E
0 ca
Z;
8
-�ig
.2
=
2
a.-
2 A
a
a)
a)
=
w-
'00
M CL
a) M
U W
a
00
U)
X>
35
9
5
9
NS
- - - -
ML
- - - - - - - - - - - - - - - - -
Gray sift with sand (very soft, vmt)
40-1
18
2
12
SA (%F 71, MC 38)
SA
NS
<1
45-1
18
1
11
NS
<1
- - ---
ML
- - - - - I - - - - - - - - - - - -
Gray sandy sift (stiff, wet)
50-1
18
15
12
%F 52, MC 31
%F
NS
<1
-
- - - --
ML
- - - - - - - - - - - - - - - - - - -
Gray sandy sift lenses (medium stiff, wet)
55-1
18
5
13
NS
<1
60-1
17
9
JA
%F 58, MC 30
%F
NS
<1
w
-Brow-n-g-ray-siftvAth-sa-nd -(ve-ry -soft - - - - - - -
wet)
Bentonite grout
65-1
18
1
15
NS
<1
70-1
18
1
16
NS
<1
75-1
17
0
-1Z
%F 74, MC 41
%F
NS
<1
Note: See
Figure
A-1 for
explanation of symbols.
Log of Monitoring Well GEI-MW-1 (continued)
Project: 1100 Tukwila International Boulevard
GEoENG1NEERSLr,,:)
Project Location: Tukwila, Washington
I
k
Figure A-2
Project Number: 2455-042-00 Sheet 2 of 3
MATERIAL
DESCRIPTION
1) E
. L
0 '00
a) M C1.
=>
NS I <1
81-1 18 0 19 NS <1
GP -GM Gray fine to coarse gravel with sand and sift (very
7 91 20 0 " - dense, wet) (older glacial deposits)
0 NS <1
0
0
0
T diad -F -- - - - - - - - - - - - -
0 Gray o ck ine to coarse gravel (dense, wet)
c
C
5 39 21 0C
0 NS <1
C
0
C
0
C
0
C
0
C
100- 0
4 1 35 1 22 0 NS <1
101.5'
Note: See Figure A-1 for explanation of symbols.
WELL LOG
Log of Monitoring Well GEI-MW-1 (continued)
FIELD
DATA
GWENGINEERS��r
Project Location: Tukwila, Washington
Figure A-2
Project Number: 2455-042-00 Sheet 3 of 3
CL
E E
U') M
o
.0
jo
z
'a z
-J
-J
U
>
>
0
E
M
2
0.W
5 U.,
2 ig
M
U 'n'
1 0
1 18
1
1
F
80 -1-018
MATERIAL
DESCRIPTION
1) E
. L
0 '00
a) M C1.
=>
NS I <1
81-1 18 0 19 NS <1
GP -GM Gray fine to coarse gravel with sand and sift (very
7 91 20 0 " - dense, wet) (older glacial deposits)
0 NS <1
0
0
0
T diad -F -- - - - - - - - - - - - -
0 Gray o ck ine to coarse gravel (dense, wet)
c
C
5 39 21 0C
0 NS <1
C
0
C
0
C
0
C
0
C
100- 0
4 1 35 1 22 0 NS <1
101.5'
Note: See Figure A-1 for explanation of symbols.
WELL LOG
Log of Monitoring Well GEI-MW-1 (continued)
Project: 1100 Tukwila International Boulevard
GWENGINEERS��r
Project Location: Tukwila, Washington
Figure A-2
Project Number: 2455-042-00 Sheet 3 of 3
H_
Start
End
1 Total
95.5
Logged 1, RNIVI
--To
Driller Holocene Drilling, Inc.
r'lli g Hollow -Stem Auger
Drilled 6/17/2018
6/17/20 15
Depth (ft)
Checked By CEW
LOG
Mrilling
Method Mud Rotary
Hammer
Autohammer
Drilling
BK -81
DOE Well I.D.: BIK-966
Data
140 (lbs) / 30 (in) Drop
Equipment
A 2 (in) well was installed on 6/17/2015 to a depth of 19.8
up
—4)
'1�
E E
(Ift).
Well was developed on 6/17/2015.
Surface Elevation (ft) Undetermined
Top of Casing
.0
Vertical Datum
(D E
Elevation (ft)
Groundwater Depth to
Date Measured Water M) Elevation (ft)
Latitude
Horizontal
N/A
Longitude
Datum
6/17/2015 13.2
Notes:
'al
Log of Monitoring Well GEI-MW-2
FIELD
DATA
Project Location: Tukwila, Washington
I
k ��r
Figure A-3
Project Number: 2455-042-00 Sheet 1 of 3 Jl
WELL
LOG
1/4 -inch stick
up
—4)
'1�
E E
0)
0
.0
MATERIAL
(D E
'6
"a z
_J
DESCRIPTION
'al
Steel surface
t'
.2
�6
>
(D
t�
U)
a)
-6
E
c)
9
CX
E
U)
a)
'00
nurnent
a) CL
1_5 a
a) wo)
M
m
0 Cn
U)
0
2
(D 0
a)
U)
M a-
W
T_ >
AC
:�\3 inches asphalt concrete
GP -GM
\Brown fine gravel with sand and silt (medium
1/ '7
—Concrete surface
sea,
dense, moist) (base course)
Bentonite
Sm
Dark brown to tan silty fine sand (loose, moist)
sea[
16
7
1
(alluvial deposits)
NS
<1
'_1
18
6
2
SA (%F 43, MC 12)
M 9�
IL
50
inch chedule40
PVC 11 casing
SA
NS
<1
18
8
3
-
— — --
Sm
— — — — — — — — — — — — — — — — — — —
Brown with occasional orange moftling silty fine
Ns
<1
8.0'—
Fax
sand (loose, moist)
10-1
18
10
4
%F 37, MC 22
9.8'—
10-20 silica sand
%F
NS
<1
backfill
T
— — — --
— — — — — — — — — — — — — — — — — — —
SIP
Black fine to medium sand, trace sift (medium
dense, wet)
15-1
—2 -inch Schedule 40
15
12
5.
SA (%F 1, MC 30)
PVC screen,
-
SA
NS
<1
0.01 D4nch slot
width
20-1
19.81 —
15
14
6
NS
<1
21.0'-
25-1
14
10
7
(Driller switched to mud rotary)
—Benotnite seal
NS
<1
- —
— — — -
Sp
— — — — — — — — — — — — — — — — — — —
Black fine to medium sand with occasional gravel
(medium dense, wet)
30-1
13
25
8
30.0'
NS
<1
-- --------
DiFk gray o 61adk firi to E;@
m um sand with sift,
occasional sift lenses and occasional gravel
(loose to medium dense, wet)
351
Note: See
Figure
A-11 for
explanation of symbols.
Log of Monitoring Well GEI-MW-2
Project: 1100 Tukwila International Boulevard
GEoENGINEER
Project Location: Tukwila, Washington
I
k ��r
Figure A-3
Project Number: 2455-042-00 Sheet 1 of 3 Jl
GMENGINEER��
Project Location: Tukwila, Washington Figure A-3
1
Project Number: 2455-042-00 Sheet 2 of 3
MC- -F —Br—ow—ns—and—y s—ilt —(ve—ry 'soft—, wet) — — — — — — —
" -tM 18 1 0 1 19
go +0 , I �J I 11. 1 01 —,- k raynnew coarse grave, .,n sana an
(dense, wet) (older glacial deposits)
-- ---------------
-[ �� Gray fine to coarse gravel (very dense, wet)
0
95 12 79 21
INote: See Figure A-1 for explanation of symbols.
a) E
a) -00
a) CO CL
.r_ a) ca
U) X >
01RE1111111111M
NS I <1
NS I <1
95.5'
WELL LOG
Log of Monitoring Well GEI-MW-2 (continued)
FIELD
DATA
GMENGINEER
Project Location: Tukwila, Washington
k
Figure A-3
Project Number: 2455-042-00 Sheet 3 of 3
E E
co cc
0
.0
MATERIAL
9
0
0
!tz
'a z
0
0)
DESCRIPTION
>
0
>
0
0
U)
2
-0
-6.s
-6 ca
:3 .0
0
- WO
W
Co
U V)
9
3:
6
(5 6
18
18
1
18
80
MC- -F —Br—ow—ns—and—y s—ilt —(ve—ry 'soft—, wet) — — — — — — —
" -tM 18 1 0 1 19
go +0 , I �J I 11. 1 01 —,- k raynnew coarse grave, .,n sana an
(dense, wet) (older glacial deposits)
-- ---------------
-[ �� Gray fine to coarse gravel (very dense, wet)
0
95 12 79 21
INote: See Figure A-1 for explanation of symbols.
a) E
a) -00
a) CO CL
.r_ a) ca
U) X >
01RE1111111111M
NS I <1
NS I <1
95.5'
WELL LOG
Log of Monitoring Well GEI-MW-2 (continued)
Project: 1100 Tukwila International Boulevard
GMENGINEER
Project Location: Tukwila, Washington
k
Figure A-3
Project Number: 2455-042-00 Sheet 3 of 3
E
5=
End
� Total
101.5
Logged By RNM
�
Driller Holocene Drilling, Inc.
Drilling Hollow -Stem Auger
Drilled 6/16/2015
6/ 16/20 ,
Depth (ft)
Checked By CEW
Method Mud Rotary
Hammer
Autohammer
2
CL
Drilling
BK -81
DOE Well I.D.: BIK-965
Data
140 (lbs) / 30 (i n) Drop
Equipment
A 2 (in) well was installed on 6/16/2015 to a depth of 19.9
0
—0 —
E
MY
Well was developed on 6/16/2015.
Surface Elevation (ft)
Top of Casing
Vertical Datum
Undetermined
Elevation (ft)
Groundwate Depth to
Date Measured Water (ft) Elevation (ft)
Latitude
Horizontal
N/A
Longitude
Datum
6/16/2015 12.2
Notes:
I(Ri
DESCRIPTION
Note: See Figure A-1 for explanation of symbols.
Log of Monitoring Well GEI-MW-3
FIELD
DATA
Project Location: Tukwila, Washington Figure A-4
I
11'.
Project Number: 2455-042-00 Sheet 1 of 3
WELL LOG
.:1
—
2
CL
1/3Anch stick up
0
—0 —
E
a)
E
W
Z
.2
MATERIAL
a) E
Z
,
0
_J
I(Ri
DESCRIPTION
L)
Steel surface
0
cc
>
a)
'ru
0
3:
E
co
CL
0
:3
R
a)
a)
N't
-00
ca CL
rnonument
a)
a)
W
co
00
M
U)
0
0
0
AC
�inches asphalt concrete
GP -GM
Brown to gray fine gravel with sand and silt
—Concrete surface
seal
(medium dense, moist) (base course)
<1
16
4
1
Sm
Brown sifty fine to medium sand (very loose,
moist) (alluvial deposits)
—Bentonite seal
SS
<1
5-1
— — — -
P
S -SM
— — — — — — — — — — — — — — — — — —
Dark brown fine to medium sand with sift (loose,
—
—2 -inch Schedule 40
18
8
2
moist)
NS
<1
PVC 11 casing
---
— — — — I — — — — — — — — — — — — —
Brown silty fine to medium sand (loose, moist)
—
In
17
10
2
%F
NS
<1
8.0'—
.1
%F 48, MC = 22
10-1
sp-§'M
— — — — — — — — — — —
Blac fine lum sand with sift (loose, moist)
9.9'—
10-20 silica sand
18
10
4
-k— —to — — — — — — — — — — — — —
— NS
<1
backfill
SP
fine medium sand, trace sift (loose, wet)
15—
2 -inch Schedule 40
16
13
5
SA (%F 0.8, MC 27)
PVC F
s reen,
SA
NS
<1
0.01 0 -inch slot
Becomes medium dense
width
20-1
16
22
6
19.91,
NS
<1
21.0'—
-3/8 -inch bentonite
seal
25-1
12
23
7
25.0'
-
— — — --
— — — —
NS
<1
—
SID
— — — — — — — — — — — — — —
Brown with occasional orange mottling fine to
—
coarse sand, trace gravel and sift (medium
dense, wet)
30-1
14
27
8
NS
<1
Sm
G — — — — — — — — — — — — — — —
ray sifty fine to medium sand (very loose, wet)
%F = 24, MC = 32
Note: See Figure A-1 for explanation of symbols.
Log of Monitoring Well GEI-MW-3
Project: 1100 Tukwila International Boulevard
GMENGINEER
��r
Project Location: Tukwila, Washington Figure A-4
I
11'.
Project Number: 2455-042-00 Sheet 1 of 3
Log of Monitoring Well GEI-MW-3 (continued)
FIELD
DATA
GEoENG I N EERS��r
Project Location: Tukwila, Washington
Figure A-4
Project Number: 2455-042-00 Sheet 2 of 3
WELL LOG
CL
E E
Cc
0
'0
MATERIAL
4) E
tot
z
-J
b
DESCRIPTION
0-B
.2
't6 =
>
W
0)
2: >
0
0
a)
U a
2 E
-6
=
-J
t
.�?
=
c-
E2
-
CL--
2
r_
a)
a)
'00
M a
ED
M
M
0 U)
a)
=
U)
a) cc
X>
14
15
2
%F
NS
<1
s7ift Cver-y! DoF,�ett) - - - - - - - - - -
41-1
18
1
12
SA (%F = 63, MC = 33)
SA
NS
<1
- - - -
sm
- - - - - - - - - - - - - - - - - - -
Gray silty fine to medium sand (very loose, wet)
4'-]
8
2
%F 46, MC 31
%F
NS
<1
'A
is
10
12
%F 37, MC 31
%F
NS
<1
Becomes loose
55-1
16
5
13
ML
-Gr-ay brown -sand -y s-ilt (-me-diu-m-stiff-, wet) - - - - -
NS
<1
SM
Gray silty fine to medium sand (loose, wet)
60-1
18
6
14
NS
1
-SUM-L
-B�o�iify-fr�e-s�a-ne,�te�-b�d�d t g ai'sandly
T�
sift (very loose/very soft, wet)
Natural forniation
(cave in)
65-1
18
1
15
NS
<1
-B�o��il�f,�e-ia-nj-(v-ery-lo-ose-, wet) - - - - - -
70-1
18
2
%F 46, MC 32
%F
NS
<1
- - - --
ML
- - - - d- j7 v -joff, WetT - - - - - - -
Brown san y iftTery
75-1
18
1
17
NS
<1
izuOp
i5ft 'inte-rb-edded-w-ith -san-d (-ve-ry
Note: See
Figure
A-1 for
explanation of symbols.
Log of Monitoring Well GEI-MW-3 (continued)
Project: 1100 Tukwila International Boulevard
GEoENG I N EERS��r
Project Location: Tukwila, Washington
Figure A-4
Project Number: 2455-042-00 Sheet 2 of 3
C
E
90— 14 0 20 NS <1
C— — — -- — — — — — — — — — — — — — — — — — — —
0 GP Gray fine to coarse gravel with sand, trace silt
- C (medium dense to very dense, wet)
0
15— 7 27 21 C) C
3 C NS <1
D C
0
D C
0
22 C
0
C
0
100-]E 78 23 0C
C NS <1
101.5'
INote: See Figure A-1 for explanation of symbols.
WELL LOG
Log of Monitoring Well GEI-MW-3 (continued)
FIELD
DATA
Project Location: Tukwila, Washington Figure A-4
k
Project Number: 2455-042-00 Sheet 3 of 3
(D
'0
'X
r: E
W cc
W
0
0
MATERIAL
E
.2 t�.
0
6
V z
0,
1
1
75
0
DESCRIPTION
16 z
> CL
U
2: >
a, 0
U
0 a
.2 E
Cc
ir
w
0
.6
CL
2
!E
5 U)
2 '
a)
a)
'00
M 0 -
(D M
(at)
Co
U U)
0
0 U
soft/very loose, wet)
80
18
0
ia
MC
NS
<1
ML:
----jYi1KTV — — — — — — — — — — — -
Brown san ery soft, wet)
85
16
0
19
1
NS
<1
C
E
90— 14 0 20 NS <1
C— — — -- — — — — — — — — — — — — — — — — — — —
0 GP Gray fine to coarse gravel with sand, trace silt
- C (medium dense to very dense, wet)
0
15— 7 27 21 C) C
3 C NS <1
D C
0
D C
0
22 C
0
C
0
100-]E 78 23 0C
C NS <1
101.5'
INote: See Figure A-1 for explanation of symbols.
WELL LOG
Log of Monitoring Well GEI-MW-3 (continued)
Project: 1100 Tukwila International Boulevard
GEoENGINEERS
�Wr�
Project Location: Tukwila, Washington Figure A-4
k
Project Number: 2455-042-00 Sheet 3 of 3
0
0
10
20
30
40
50
60
70
80
90
100
ueotngineers Figure A-5
Operator: Brown CPT Date/Time: 4/17/2015 8:39:47 AM
Sounding: CPT -01 Location: Horizon Ford Property - Phase I
Cone Used: DDG1263 Job Number: 2455-042-00
Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N*
Qt TSF Fs/Qt (%) Pw PSI Zone: UBC -1983 60% Hammer
500 0 6 -20 120 0 12 0 50
[I I sensitive fine grained
02 organic material
03 clay
InSitu Engineering
I I t I I I
tA L I L
J -1 L L I
L--- - - - - - -
T
F T -T - T- -
I- -T
T T 1-
-1 7 T T- r-
I -
I I t I I I
tA L I L
J -1 L L I
Maximum Depth = 88.25 feet
04 silty clay to clay
0 5 clayey silt to silty clay
6 sandy silt to clayey silt
Depth Increment = 0. 164 feet
E 7 silty sand to sandy silt 010 gravelly sand to sand
E8 sand to silty sand 11 very stiff fine grained
F-1 9 sand 12 sand to clayey sand
L--- - - - - - -
T
F T -T - T- -
I- -T
T T 1-
-1 7 T T- r-
7 7 -1
Maximum Depth = 88.25 feet
04 silty clay to clay
0 5 clayey silt to silty clay
6 sandy silt to clayey silt
Depth Increment = 0. 164 feet
E 7 silty sand to sandy silt 010 gravelly sand to sand
E8 sand to silty sand 11 very stiff fine grained
F-1 9 sand 12 sand to clayey sand
0
0
10
20
30
40
epth 50
A)
60
70
80
90
100
ueotngineers Figure A-6
Operator: Brown CPT Date[Time: 4/17/2015 10:03:15 AM
Sounding: CPT -02 Location: Horizon Ford Property - Phase I
Cone Used: DDG1263 Job Number: 2455-042-00
Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N*
Qt TSF Fs/Qt (%) Pw PSI Zone: UBC -1983 60% Hammer
500 0 6 -20 120 0 12 0 50
E 1 sensitive fine grained
02 organic material
3 clay
InSitu Engineering
Maximum Depth = 94.32 feet
04 silty clay to clay
0 5 clayey silt to silty clay
6 sandy silt to clayey silt
4
Depth Increment = 0.164 feet
Y
r 7 1 1
0 7 silty sand to sandy silt 010 gravelly sand to sand
D8 sand to silty sand 11 very stiff fine grained
F1 9 sand 12 sand to clayey sand
0
0
10
20
30
40
PMh 50
60
70
80
90
100
ueoLngineers Figure A-7
Operator: Brown CPT Date/Time: 4/17/2015 1:42:16 PM
Sounding: CPT -03 Location: Horizon Ford Property - Phase I
Cone Used: DDG1263 Job Number: 2455-042-00
Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N*
Qt TSF Fs/Qt Pw PSI Zone: UBC -1983 60% Hammer
500 0 6 -20 120 0 12 0 50
1 sensitive fine grained
2 organic material
03 clay
InSitu Engineering
t
J - I L
-1 7 F
Maximum Depth = 88.42 feet
4 silty clay to clay
5 clayey silt to silty clay
6 sandy silt to clayey silt
-1- 4
t
T
t t
L I I I' I' I I
j I L I
L i- I
T T F
7 T T F
7 1 T 11 F
1 7 7 7
Depth Increment = 0. 164 feet
7 1 1
0 7 silty sand to sandy silt 010 gravelly sand to sand
E7- 8 sand to silty sand 11 very stiff fine grained
El 9 , sand 12 sand to clayey sand
Tip Resistance
Qt TSF
0
0
10
20
30
40
epth 50
A)
60
70
80
90
100
E 1 sensitive fine grained
02 organic material
3 clay
InSitu Engineering
ueotngineers Figure A-8
Operator: Brown CPT Date/Time: 4/17/2015 11:48:00 AM
Sounding: CPT -04 Location: Horizon Ford Property - Phase I
Cone Used: DDG1263 Job Number: 2455-042-00
500 0
Friction Ratio
Fs/Qt (%)
.4
j- j - L
T
6 -20
Maximum Depth = 96.46 feet
04 silty clay to clay
5 clayey silt to silty clay
6 sandy silt to clayey silt
Pore Pressure Soil Behavior Type* SPT N*
Pw PSI Zone: UBC -1983 60% Hammer
120 0 12 0
Depth Increment = 0.164 feet
50
N 7 silty sand to sandy silt 010 gravelly sand to sand
E8 sand to silty sand 11 very stiff fine grained
E 9 sand 12 sand to clayey sand
4
L
JI J,
I I
t I -
L
T
T I -F::Z
11 T T 1
1
11 11 T I
Depth Increment = 0.164 feet
50
N 7 silty sand to sandy silt 010 gravelly sand to sand
E8 sand to silty sand 11 very stiff fine grained
E 9 sand 12 sand to clayey sand
C)
Boring Number
Depth
(feet)
M
Soil Description
0
10
10
M
171
MW -1
Z
38
Silt with sand (ML)
6)
=
(1)
Z
i� 0
M.
F
<
M
N
0
CD
>
M
:3
-n
0-%
2)
0-
(n
0
-0
CD
CD
100
90
80
Z
70
Z 60
LU
(L 50
40
30
20
10
0
1000
U.S. STANDARD SIEVE SIZE
100 10 1 0.1
GRAIN SIZE IN MILLIMETERS
0.01 0.0011
ICOBBLES I GRAVEL I ---- - SAND I SILT OR CLAY
I COARSE I FINE ICOARSET MEDIUM I FINE I
Symbol
Boring Number
Depth
(feet)
Moisture
N
Soil Description
MW -1
10
10
Poorly graded sand (SP)
171
MW -1
40
38
Silt with sand (ML)
A
MW -2
5
12
Silty sand (SM)
0
MW -2
15
30
Poorly graded sand (SP)
Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were
performed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes.
The grain size analysis results were obtained in general accordance with ASTM D 6913.
C)
Boring Number
Depth
(f eet)
M
Soil Description
0
45
37
M
MW -3
Z
27
Poorly graded sand (SP)
MW -3
Cl)
33
0
=.
FD*
<
M
N
0
ID
M
;n
w
(n
=3 0
CD
0 CD
=3
CD
0
100
W
90
so
Z
(n
70
(L
I --
Z 60
W
C-)
50
40
30
20
10
0
1000
U.S. STANDARD SIEVE SIZE
100 10 1 0.1
GRAIN SIZE IN MILLIMETERS
0.01 0.0011
ICOBBLES I GRAVEL I SAND I SILT OR CLAY
I COARSE I FINE 1COARSE1 MEDIUM I FINE I
Symbol
Boring Number
Depth
(f eet)
Moisture
(%)
Soil Description
MW -2
45
37
Silt with sand (ML)
MW -3
15
27
Poorly graded sand (SP)
MW -3
40
33
Sandy silt (ML)
Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were
performed, and should not be interpreted as representative of any other samples obtained at othertimes, depths or locations, or generated by separate operations or processes.
The grain size analysis results were obtained in general accordance with ASTM D 6913.
APPENDix B
Previous Explorations
PROJECT: Sound Transit Central Link Light Rail.- D755 JOB No. 2-91M-14550-0 BORING No. AB -15
rill Rig/Method: TRU-C2/MR Hammer/Est, Efficiency: Cathead/55% Datedrilled: 21-28JanO3 Logged By: SAM
Soil/Rock Description
(0,
00
Uj W
a 0:
PENETRATION RESISTANCE
Page I
F-
1:0H
W
'L
j W
a. co
z
:3 1�
A gi�
(L
w
Location: STA: 578+66, R 14 feet
�j �
0
2
M
0
a:
Slows over inches
Standard Other
of 10
C'
Approximate ground surface elevation: 17.8 feet
Co (3
z
0
Blows per foot
0
--
10 20 30 40 50
rESTING
0
3.5 -inches of pavement over
Loose, moist, brown, slightly silty, fine to
---------
---------
---------
---------
---------
medium SAND (Ha) SP -SM
S-1
.........
.. ......
.........
.........
.........
.........
. -------
.... ....
---------
.........
LL
6
.....
..... : ....
.........
.........
5-
Becomes medium dense, brownish black
S-2
S-3-
---------
---- ----
--
---- ....
---------
---------
.........
---- ----
-- "I -----
.... ....
----------
----------
....
--
-10—
S-4
....
.........
.......
.... ....
.........
.........
.........
.........
Becomes wet to saturated
S-5
AM
----
---------
---------
----
---------
....
.........
.........
.........
-15-
S-6
.
S-7
---------
.........
----------
.........
-------
.... ----
27 ----
---------
-----
----
-------
:.A
---- I -----
---- ----
----
-20-
—Cec�es black
S-8
----
---------
----
2W -------
---------
----
---- ---
----
S-9
....
.........
.........
.........
X.
A !2.
.....
.... .....
..........
25-
A
S-10
.........
.
S-11
------ ....
---- ....
.........
- -------
----
---------
-----
---------
----
z
30
'T
LEGEND 0 20 40 60 80 100
2.0o -inch OD SZ Groundwater level at 2DO Wash Plas� Umd MOISTURE CONTENT L*d Limil
j spht-spoon sampler timeofdritling (% fines shown)
Ill 0
�e ATD
Shelby Tube Grain Size ROCK QUALITY DESIGNATION
Anah-sis
(% fines shown)
coring Run (Percent
5 Shawn) Atterberg Test
Recovery ERPI shown) Mika
11335N.E. 122ndWaySuite 100
Kirkland, Washin-qton 98034-6913
rill Rig/Method: TRU-C2/MR Hammer/Est, Efficiency: Cathead/55% Datedrilled: 21-28JanO3 Logged By: SAM
PROJECT: Sound Transit Central Link Light Rail. D755 JOB No. 2-91M-14550-0 BORING No. AB -15
Soil/Rock Description
0 -
ED Location: STA: 578+66, R 14 feet
0 Approximate ground surface elevation: 17.8 feet
-.30--
Becomes very dense to dense
ei
EF 55
— — — — — — — — — — — — — — — — — — — - - - --- I
Medium dense, moist, black, silty, fine to
medium SAND (He) SIM
6��!ii7o-nal organics observed at 56 feet
W
(L W
a.
LU 0:
-j LU
a. to
S
M
z
a W
z
5 Lu
0
cc
0
PENETRATION RESISTANCE
A
Standard Bbws over inches Other
Blows W foot
0 10 20 30 40 50
Page 2
of 10
TESTING
LEGEND
S-12
---------
.........
---------
.........
---- ....
.........
.... ....
.........
....
.........
so
KT—D time of drilling
S-13
Shelby Tube
....
.........
.........
(% fines shown)
Atterberg Test
A(Pl
:0
Recovery Shown)
shown)
70
---------
---------
---- ....
.........
T
S-14
---------
a
---------
---------
---------
-
T.
----
---------
----
---- ----
--------
---------
---------
S-15
....
.... ...
.... ... A
L30
--------
---------
X.
S-16
---------
.... ....
---- ----
.........
---------
---------
.... ----
---------
---- ----
--------
----- I ----
---------
----
50
ei
EF 55
— — — — — — — — — — — — — — — — — — — - - - --- I
Medium dense, moist, black, silty, fine to
medium SAND (He) SIM
6��!ii7o-nal organics observed at 56 feet
S-17
.... ......... ....... ---- ---- ---------
0
Azv
---- --------- --------- --------
---- ---- --------- ---- .... ......... ....
-i .... f .... f .... i ..... * .... I ---- t ---
S-18
--------- ---- ---- ---- ---- ---------- ---------
.... ......... .... .... .........
f---------- f --------- i ---------
S-19
--------- --------- C ------ ---------- ----------
---- --------- ---- .... ....
0 .20 40 60 80 100
Plastic Urnft MOISTURE CONTENT Liquid Lird
ROCK QUALITY DESIGNATION
A%
ame&
11335 N.E. 122nd Way Suite 100
Kirkland, Washington 98034-6913
)rill Rig/Method: TRU-C2/MR Hammer[Est. Efficiency: Cathead/55% Dateddlied: 21-28JanO3 Logged By: SAM
0
— — — — — — — — — — — — — — — — — — — — --
Loose to medium dense, wet to saturated,
z
D
LEGEND
D
2.00-mch OD
spht-spoon sampler
N�Z Groundwater level at
dl::,h 200 wash
I% fines shown)
KT—D time of drilling
Shelby Tube
Grain Size
Analysis
coring Run (Percent
(% fines shown)
Atterberg Test
A(Pl
:0
Recovery Shown)
shown)
70
. .
S-17
.... ......... ....... ---- ---- ---------
0
Azv
---- --------- --------- --------
---- ---- --------- ---- .... ......... ....
-i .... f .... f .... i ..... * .... I ---- t ---
S-18
--------- ---- ---- ---- ---- ---------- ---------
.... ......... .... .... .........
f---------- f --------- i ---------
S-19
--------- --------- C ------ ---------- ----------
---- --------- ---- .... ....
0 .20 40 60 80 100
Plastic Urnft MOISTURE CONTENT Liquid Lird
ROCK QUALITY DESIGNATION
A%
ame&
11335 N.E. 122nd Way Suite 100
Kirkland, Washington 98034-6913
)rill Rig/Method: TRU-C2/MR Hammer[Est. Efficiency: Cathead/55% Dateddlied: 21-28JanO3 Logged By: SAM
0
PROJECT: Sound Transit Central Link Light Rail. D755 JOB No. 2-91M-14550-0 BORING No. AB -15
F-
a
uj
0
—60--
Soil/Rock Description
Location: STA: 578+66, R 14 feet
Approximate ground surface elevation: 17.8 feet
U) W
00
0—
D
W
-j W
IL OL
W Of
-i W
il. Co
2
D
z
0
z cr
D
0
0:
0
PENETRATION RESISTANCE
A
Standard Blows over Inches Other
Blows per foot
D 10 20 30 50
Page 3
of 10
TESTING
Sheiby Tube
gray, silty SAND interbedded with sandy sift
(Haffle) SM
10
ROCK QUALITY DESIGNAT— N
Coring Run (Percent
S-20
S-21
A4%
.........
---------
.... ....
---- ....
....
..........
.... ....
.........
..........
..........
..........
.........
..........
..........
e
11335 N.E. 122nd Way Suite 100
65—
Kirkland, Washin-qton 980 913
....
.........
.........
.... ....
.... ....
.........
----------
.... ----
.........
a
---------
---------
.........
—sti—fft—o s—tiff—, Sat—ura—te—d,—gr—ay,s`an—dy—
SILT interbedded with black silty sand (He) S-22
.... ......... ....
ML
......... .... .... .... .... .......... .........
---- ---- ---- ---- ---- ---- --------- ----
.... .... .... .... ......... ......... .........
-75-
S-23
.... ......... ......... ....
A,
--------- --------- --------- ---------
---- --------- --------- --------- ----
---- --------- ---- .... ..........
—80—
S-24
--------- -- ------ ---------- ----
......... ......... .... --- ---------
:3
---- ---------
a
S-25
--------- ----
ji
.......... .... ---- ----
--------- ----
0
:)p LEGEND 1 20 40 60 80
D
0]
2.004ncb OD
split-spoo ...rno.'
SZ Groundwater W.1 at 0 — weeb
(% fines shown)
Plas� Urnit MOISTURE CONTENT LiWd Urn*
ATD Urne of drilling
J
Sheiby Tube
Grain Size
Analymis
10
ROCK QUALITY DESIGNAT— N
Coring Run (Percent
(% fines shown)
Atterberg Test
A(Pishown)
A4%
Recomy Shown)
atne&
11335 N.E. 122nd Way Suite 100
Kirkland, Washin-qton 980 913
)rill Rig/Method: TRU-C2/MR Hammer/Est. Efficiency: Cathead/55% Date drilled: 21-28 Jon 03 Logged By: SAM
PROJECT: Sound Transit Central Link Light Rail: D755 JOB No. 2-91M-14550-0 BORING No. AB -15
------------------------
Dense, wet, black, gravelly coarse SAND
---- --------- ---- ---- --------- ---------
(Hb) SP
---- --- ....
::7 .... .... t .... ....
--------- ---- ---- ---- ---- ---- ---- ---------
95-
a
S-27
......... ......... ......... ......... ..........
---- ---------- --------- ---------
......... .......... .... .... ---------- ----
�ie�,�en—sa, m—o—ist—,g—ray—, s—ilt—y, sandy—,
GRAVEL (Hb) GM
ot — dac�;�Tes black
1
Soil/Rock Description
'00,
(9
W
W IX
a
PENETRA71ON RESISTANCE
Page 4
'02
J LU
0. IL
—1 W
a. all
z
D W
A
Grain Size
Analysis
0
Lu
Location: STA: 578+66, R 14 feet
�5 c.
1% fines shown)
Atterberg Test
0
W
Standard Blows over Inches Other
foot
Of 10
In
ApproArnate ground surface elevation: 17.8 feet
Wo
V)
(1) z
0
Blom per
0 10 20 30 40
rESTING
-90--
D
50
S-26
........
.... ----
----
------------------------
Dense, wet, black, gravelly coarse SAND
---- --------- ---- ---- --------- ---------
(Hb) SP
---- --- ....
::7 .... .... t .... ....
--------- ---- ---- ---- ---- ---- ---- ---------
95-
a
S-27
......... ......... ......... ......... ..........
---- ---------- --------- ---------
......... .......... .... .... ---------- ----
�ie�,�en—sa, m—o—ist—,g—ray—, s—ilt—y, sandy—,
GRAVEL (Hb) GM
ot — dac�;�Tes black
1
S-28
........ ......... ......... ....
........ ......... .... ---- ---- ---- ---------
-------- --------- --------- --------- ---------
S-29
---- --------- ------
--------- ---- ---- ---- ---- ---------- ----------
--------- ---- ---- ---- .... ......... ..........
f ---- I ---- f ---- 1 ---- f ----
S-30
S-31
- --------- --------- --------- ----
-------- --------- --------- --------- ---------
-------- --------- --------- --------- ------
--------- --------- --------- ---------
.... ......... .... .... ......... .........
D 20 40 60 80 loc
Plastic Limit MOISTURE CONTENT Liquid Limi
ROCK QUALITY DESIGNATION
amecO
11335 N.E. 122nd Way Suite 100
Kirkland, Washington 98034-6913
Drill Rig/Method: TRU-C2/MR Hammer/Est. Efficiency: Cathead/55% Datedrilled: 21-28JanO3 Logged By: SAM
LEGEND
2.OD-inch OD
spid-spoon sampler
'SZ Groundwater level at
200 Wash
(% fines shown)
0
ATE) firneofdrillIng
Shelby Tube
Grain Size
Analysis
0
coring Run (Percent
1% fines shown)
Atterberg Test
Recovery Shown)
In(PI shown)
S-28
........ ......... ......... ....
........ ......... .... ---- ---- ---- ---------
-------- --------- --------- --------- ---------
S-29
---- --------- ------
--------- ---- ---- ---- ---- ---------- ----------
--------- ---- ---- ---- .... ......... ..........
f ---- I ---- f ---- 1 ---- f ----
S-30
S-31
- --------- --------- --------- ----
-------- --------- --------- --------- ---------
-------- --------- --------- --------- ------
--------- --------- --------- ---------
.... ......... .... .... ......... .........
D 20 40 60 80 loc
Plastic Limit MOISTURE CONTENT Liquid Limi
ROCK QUALITY DESIGNATION
amecO
11335 N.E. 122nd Way Suite 100
Kirkland, Washington 98034-6913
Drill Rig/Method: TRU-C2/MR Hammer/Est. Efficiency: Cathead/55% Datedrilled: 21-28JanO3 Logged By: SAM
PROJECT:. Sound Transit Central Link Light Rail.- D755 JOB No. 2-91M-14550-0 BORING No. AB -15
Soil/Rock Description
Lu Location: STA: 578+66, R 14 feet
0 Appro)dmate ground surface elevation: 17.8 feet
-120--
Occasional organics observed at 120 feet
Becomes slightly silty
Becomes dense
------------------
Fia�, wet to saturated, light olive medium
gray. sandy SILT, micaceous (Ha/He) ML
-----------------------
Dense, saturated, olive -gray, slightly silty,
fine to medium micaceous SAND with
occasional shell fragments (Ha) SM
(;r�d�s to wet, gray, fine to medium SAND
with trace silt
D
W
J Lu
o.
LEGEND
z
D
0
W
0
PENETRATION RESISTANCE
A
Blows inches
Standard over Other
Blows per foot
D 10 20 30 5o
2,Minch OD
level at
SZ Pro" =1
200 wash
split -spoon sampler
ATD time n ng
(% fines shown)
.........
.........
Shelby Tube
.........
----------
.........
lze
ES:
0
----------
.........
..........
coring Ru (Percent
I% nes shown)
51 R.-
Recovery Shown)
-----
.... ....
----------
.........
AfterbeM Test
n
n
(PI sham)
W
'j
:C
(D
W
J Lu
o.
Lu
J'u
a. m
2
D
z
z
D
0
W
0
PENETRATION RESISTANCE
A
Blows inches
Standard over Other
Blows per foot
D 10 20 30 5o
Page 5
Of 10
FESTING
IQ
<
S-32
S-33
.........
.........
.... ....
-----
.... ....
.........
----------
.........
....
----------
..........
....
----------
.........
..........
.........
.........
.........
.........
.........
.........
.........
.........
.... ----
.........
.... ----
.........
-----
.... ....
----------
.........
....
----
.........
S-34
---- --------- ---
......... .... .... ....
---- --------- ----
--------- ---- ---- ---- ---- --------- ---------
.... .............................
S-35- .... .... ....
---- ---------
--------- ---- ---- ---------- -------------------
S-36
--------- --------- --------- --------- ---------
---- --------- ---------
f ----- I ---- I ---------- I ----------
S-37
......... ......... ......... ... - ---------
.... ......... .... ---- ---- ---- ----
......... .... ---------
D 20 40 60 80 I(X
Plastic Unit MOISTURE CONTENT LiquidLimi
ROCK QUALITY DESIGNATION
aftleNC9
11335 N.E. 122nd Way Suite 100
Kirldand, Washington 98034-6913
kill Rig/Method: TRU-C2/MR Hammer/Est. Efficiency: Cathead/55% Date drilled: 21-28 Jan 03 Logged By: SAM
PROJECT: Sound Transit Central Link Light Rail. D755 JOB No. 2-91M-14550-0 BORING No. AB -15
Soil/Rock Description
(L a)
w —4) Location: STA: 578+66, R 14 feet
Approximate ground surface elevation: 17.8 feet
--150-- —
Grades to gray to blue gray, SAND with
scattered organics
_dr�d�s to silty fine SAND
-dr;d s to saturated, silty, fine SAND
wet, gray
Ffa�, , fine n�y T THe) ML
— _drTd�s_to moist, slightly sandy SILT
Very stiff, moist, greenish gray, slightly
— — — — — — — — — — — — — — — — —
z
r 180
W
W IX
a
D
Page 6
LEGEND
_j W
CIL 0.
ED
2.00 -inch OD
split -spoon sampler
SZ Groundwater level at
2DO Wash
(% fines shown)
0
CIL:
(3
2 r
<
ATD time 0
0
w
D
Shelby Tube
(A
Grain Siz a
Analysis
r
I
5
Fl.
coring Run (Percent
Blows per
(% fines shown)
Atterberg Test
RPI
/)I
Recovery Shown)
shown)
00 wo
W
W IX
a
PENETRATION RESISTANCE
Page 6
_j W
CIL 0.
Lu
a. to
z w
D
AL
CIL:
(3
2 r
<
M
D
0
w
Standard Blo- over inches Other
foot
of 10
(A
0)
z
(9
Blows per
D
10 20 30 40 50
TESTING
S-38
-------
.........
----------
---- ----
.........
---------
---------
.........
---- ----
---------
.........
----------
---------
.........
-----------
49
S-39
---- ---- ---- ---- ----
0
--------- --------- --------- --------- ----
......... .... .... .... ---- ---- .... ....
S-40
--------- ---- ---- --------- ----
......... ......... .... .... .... ---- -----
......... ......... ......... ......... .........
S-41
.... ......... ....
---- --------- --------- ----
......... ......... ......... ......... ....
S-42
---- --------- --------- ----
--------- --------- --------- --------- ------
.... .........
--------- ---- ---- --------- ----
NP
S-43
......... ........ .... ------ ---------
......... .... ---- ---- ---- ---- ---- ----
---- --------- ---- 4 ---- ---- 4 ----
0 20 40 .0 60 80 1100
Plastic Limit MOISTURE CONTENT Liquid Limit
L ------- ROCK QUALITY DESIGNATION
11335 N.E. 122nd Way Suite 100
Kirkland, Washington 98034-6913
)rill Rig/Method: TRU-C2/MR Hammer/Est. Efficiency: Cathead/55% Date drilled: 21-28 Jan 03 Logged By: SAM
PROJECT: Sound Transit Central Link Light Rail. D755 JOB No. 2-91M-14550-0 BORING No. AB -15
Soil/Rock Description
a.
Lu Location: STA: 578+66, R 14 feet
Apprommate ground surface elevation: 17.8 feet
--180- clayey SILT and trace fine sand with
scattered shells (He*) ML
Grades to gray SILT with scattered organics
and shells
- — — — — — — — — --- — — — — — — — — — — — -
Dense, wet, bluish gray SAND (Hb) SP
� to wet, gray, slightly silty
ist — — — — — — — — — — —
CLAY with trace fine sand and occasional
shells (He) CIL
Eiac��as moist with trace fine pebbles and
occasional sand threads
—VeW�bTm �jst —to—we—t, —CLAY— w—it—hica—fle—re—d
sand lenses (1-1111) CH
D
W
LEGEND
a
0
F
f)
2 -00 -inch OD
split -spoon sampler
SZ Groundwater level at
200 Wash
(% fines shown)
0
e
A
ATD firne of drilling
M
:Z 2
:D
Shelby Tube
Standard Blows over inches Other
Grain Size
Analysis
D
Cocing Ru (Percent
(9
(% fines shown)
Afterberl; Test
A(Pl
(D
Recovery
shown)
D 10 20 30 40 50
Cn
W
Lu 0:
a
PENETRATION RESISTANCE
-J Lu
-j Lu
11.
Z
A
M
:Z 2
:D
5
0
Ix
Standard Blows over inches Other
�j z
(9
Blom per foot
(D
D 10 20 30 40 50
S-44
.........
.........
---------
.........
.........
---------
. ...
.........
---- ....
.........
.........
.... ----
....
....
----
S-45
......... ......... . ... .......... .........
--------- --------- --------- ---- .... ....
S-46
......... ......... .... .... ...
--------- ---- .... .......... ......... ..........
S-47
.... ......... 9 - ----- --------- ----------
---- --------- --------- ---------
--------- --------- --------- --------- ---------
---- ---- ----
S-48
4 ---- ---- 4 ---- ---- 4 ---
A
......... .... ---- --------- ---- ---- ----- I
.... ......... ....
--t .... t .........
S-49
0 20 40 60 80 100
1 0 . .
Plastic urnit MOISTURE CONTENT L*w Lirn�
ROCK QUALITY DESIGNATION
A%
ame&
11335 N.E. 122nd Way Suite 100
Kirkland, Washinaton 98034-6913
Drill Rig/Method: TRU-C2/MR Hammer/Est. Efficiency: Cathead/55% Date drilled: 21-28 Jan 03 Logged By: SAM
�Page 7
o of�
10
f 10
19
PROJECT: Sound Transit Central Link Light Rail. D755 JOB No. 2-91M-14550-0 BORING No. AB -15
Soil/Rock Description
�E -6
w —0 Location: STA: 578+66, R 14 feet
L3 Approximate ground surface elevation: 17.8 feet
1
(As above)
0)
0
0
W
_j Uj
WW
- LU
'M
D
U) z
0 w
Z
'0
0:3.
a
PENETRATION RESISTANCE
A A
StdaM Blows oEviitr Inches Other
Blows per foot
D 10 20 30 40 50
Page 8
Of 10
TESTING
opil
0
S-50
Grain Stz
Analysis
(% fines shown)
Codng Run (Pement
Rsoovery Shown)
Atterbeng Test
(PI shown)
.........
.........
--
.........
---------
.........
----
.........
S-51
........ ......... .... 26
---- ---------
.... ......... ......... ......... ....
.911fir
F_35� �
--------------------
_�ard, moist, light blue gray, clayey fine
sandy SILT with trace gravel and frequent
inclusions of brownish gray, fine grained
siltstone (Qvgl) MIL
S-52
.... .......... .......... .... .... ..........
4 ---- ---- ---- ---- ---- ---- ---- ----
........................ .................
S-53
--------- --------- --------- ---- ----
--------- ---- ---- --------- ---- ---- ----
---- --------- --------- --------- ----
i ---- t ---- t ---- t ---- 1 ---- t ---- 11 .... t ---
S-54
---- --------- --------- ----
--------- --------- ---- .... .... .... .........
T ---------- I --------- I ---- I ---------
ed
D
LEGEND
2.DD-inch OD
j split-spon sampler
ED
'SZ Gi roundwater level at
200 Wash
0 (% fines shown)
ATD Urns of drilling
H Shelby Tube
D
Grain Stz
Analysis
(% fines shown)
Codng Run (Pement
Rsoovery Shown)
Atterbeng Test
(PI shown)
S-55
--------- --------- ---- ---- --------- ----
---- --------- --------- --------
D 20 40 60 so 10
Plastic urnit MOISTURE CONTENT Liq.� lin
ROCK QUALITY DESIGNATION
anjeco
11335 N.E. 122nd Way Suite 100
Kirkland, Washin-qton 98034-6913
Drill Rig/Method: TRLI-C21MR Hammer/Est. Efficiency: Cathead/55% Date drilled: 21-28 Jan 03 Logged By: SAM
PROJECT: Sound Transit Central Link Light Rail: D755 JOB No. 2-91M-14550-0 BORING No. AB -15
[E-- SoiVRock Description
,u Location: STA: 578+66, R 14 feet
Approximate ground surface elevation: 17.8 feet
(As above)
co
W
-.1 U.1
(L
W IX
W
'20
D
z
a
Z W
:0' V!
1X
0
PENETRATION RESISTANCE
A
Standarl! Blows over inches Other
Blows per foot
0 10 20 30 40 50
Page 9
of 10
rESTING
SZ Groundwater Wel at
200 Wash
I% fines shown)
Plastic Umd MOISTUR;'CONTENT Liquid
S-56
ATD Ume of drilling
Shelby Tube
4
ROCK QUALITY DESIGNATION
=n (Percent
.........
----
.........
----
.........
---------
.... ....
---------
.........
---- ....
.... ....
---------
.........
..........
.........
-
....
.........
.........
shown)
aftwo
q a as
Dense, moist, light greenish gray, clayey,
S-57
silty, fine SAND with trace gravel (Qpgm) ......... ......... .... ---- ----
SP-Sm
---- --------- ----
.... ......... .........
S-58
---- ----- ---- ---- ---- ---- ----
---- ---- --------- --------- --------- ----
---- --------- --------- ----
......... ......... ......... ......... .........
4
— — — — — — — — — — — — — — — —
Highly weathered, massive, light gray and
yellow green, extreemly weak, waxy
CLAYSTONE, gouge; highly fractured with S-59- . ......... .........
slickensides at 60 degrees to corre axis
(Tcs) RO .... .... ---- ---- .... ....
--------- --------- --------- --------- ---------
a
T26
A
— — — — — — — — — — — — — --------
3. weak, brecciated SANDSTONE; highly .... ..... ........
—H—igi�[� %;e�thliWd, massive, light gray, very R-2 '20%
u
fractured with slickensides at 45 degrees
(Tss) R1
. . 1 1. 1 ---- 4 ---- I ---- ; ---- I ---- 4 ---- 4 ----
LEGEND
en,
R-1
0%
2.004neh OD
splitspoon sampler
SZ Groundwater Wel at
200 Wash
I% fines shown)
Plastic Umd MOISTUR;'CONTENT Liquid
ATD Ume of drilling
Shelby Tube
Grain Stz
Analysis
ROCK QUALITY DESIGNATION
=n (Percent
I% fines shown)
Atterberg Test
API
r]
shown)
shown)
a
T26
A
— — — — — — — — — — — — — --------
3. weak, brecciated SANDSTONE; highly .... ..... ........
—H—igi�[� %;e�thliWd, massive, light gray, very R-2 '20%
u
fractured with slickensides at 45 degrees
(Tss) R1
. . 1 1. 1 ---- 4 ---- I ---- ; ---- I ---- 4 ---- 4 ----
Drill Rig/Method: TRLI-C21MR Hammer/Est. Efficiency: Cathead/55% Date drilled: 21-28 Jan 03 Logged By: SAM
G) -
LEGEND
V IV W — uV ou
i
a
0 ]
2.004neh OD
splitspoon sampler
SZ Groundwater Wel at
200 Wash
I% fines shown)
Plastic Umd MOISTUR;'CONTENT Liquid
ATD Ume of drilling
Shelby Tube
Grain Stz
Analysis
ROCK QUALITY DESIGNATION
=n (Percent
I% fines shown)
Atterberg Test
API
r]
shown)
shown)
aftwo
11335 N.E. 122nd Way Suite 100
Kirkland, Washinciton M34-6913
Drill Rig/Method: TRLI-C21MR Hammer/Est. Efficiency: Cathead/55% Date drilled: 21-28 Jan 03 Logged By: SAM
G) -
PROJECT: Sound Transit Central Link Light Rail. D755 JOB No. 2-91M-14550-0 BORING No. AB -15
w
.-270--
Soil/Rock Description
Location: STA: 578+66, R 14 feet
Approximate ground surface elevation: 17.8 feet
U)
W U
(00
UJ
-.1 W
(L
Lu X
-j W
2
z
a lX
z
0 <
0
PENETRATION RESISTANCE
A 9D
Blows over inches
Standard Other
Blom per foot
D 10 20 30 40 50
Page 10
of 10
rESTING
Plastic Limit MOISTURE CONTENT Liquid
Gouge observed at 270 to 280 feet
(As above)
:7
.6916,
R-3
R-4
0%j
-11,
..........
I,
----
...
.........
----
---------
.........
..........
---------
---------
.....
.........
---- ....
---- ....
.........
.........
....
r
:�
D
coring Run (P . araent
(% fines shown)
Atterberg Test
A(Plshown)
-275-
---- ----
.........
---------
.... ....
---------
----
.... ....
---------
----------
.... ....
---------
---------
....
11335 N.E. 122nd Way Suite 100
Boring terminated at 280 feet
......... ......... ......... ......... ....
......... ......... ......... ......... .........
.... ......... .......... ..........
--------- --------- --------- --------- ---------
.... .......... ..........
---- --------- ---- --------
3
LEGEND
U zu qu ou ou
i 0
0
E
D
0]
2.00 -inch OD
split -spoon san, pier
SZ Prourrdwater level at
2DO Wash
(% fines shown)
0
Plastic Limit MOISTURE CONTENT Liquid
ATD tirneofdrilling
Shelby Tube
Grain Siz
Analysis
ROCK QUALITY DESIGNATION
r
:�
D
coring Run (P . araent
(% fines shown)
Atterberg Test
A(Plshown)
Recovery Shown)
aawO
11335 N.E. 122nd Way Suite 100
Kirkland—Wesiftftton 98034-6913
Drill Rig/Method: TRU-C2/MR Hammer/Est. Efficiency: Cathead/55% Datedrilled: 21-28JanO3 Logged By: SAM
APPENDIX C
Report Limitations and Guidelines for Use
APPENDIX C
REPORT LIMITATIONS AND GUIDELINES FOR USE'
This appendix provides information to help you manage your risks with respect to the use of this report.
Geotechnicall Services Are Performed for Specific Purposes, Persons and Projects
This report has been prepared for the exclusive use of Sebco, Inc. and project team members for the
Horizon Ford property in Tukwila, Washington. This report may be made available to prospective contractors
for their bidding or estimating purposes, but our report, conclusions and interpretations should not be
construed as a warranty of the subsurface conditions. This report is not intended for use by others, and the
information contained herein is not applicable to other sites.
GeolEngineers structures our services to meet the specific needs of our clients. For example, a geotechnical
or geologic study conducted for a civil engineer or architect may not fulfill the needs of a construction
contractor or even another civil engineer or architect that are involved in the same project. Because each
geotechnical or geologic study is unique, each geotechnical engineering or geologic report is unique,
prepared solely for the specific client and project site. Our report is prepared for the exclusive use of our
Client. No other party may rely on the product of our services unless we agree in advance to such reliance
in writing. This is to provide our firm with reasonable protection against open-ended liability claims by third
parties with which there would otherwise be no contractual limits to their actions. Within the limitations of
scope, schedule and budget, our services have been executed in accordance with our Agreement with the
Client and generally accepted geotechnical practices in this area at the time this report was prepared. This
report should not be applied for any purpose or project except the one originally contemplated.
A Geotechnicall Engineering or Geologic Report Is Based on a Unique Set of Project -Specific
Factors
This report has been prepared for the Horizon Ford property in Tukwila, Washington. GeoEngineers
considered a number of unique, project -specific factors when establishing the scope of services for this
project and report. Unless GeoEngineers specifically indicates otherwise, do not rely on this report if it was:
• not prepared for you,
• not prepared for your project,
• not prepared for the specific site explored, or
• completed before important project changes were made.
IFor example, changes that can affect the applicability of this report include those that affect:
m the function of the proposed structure;
m elevation, configuration, location, orientation or weight of the proposed'structure;
3- Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org.
GWENGINEER��r November 22, 2016 1 Page C- I
File No. 2455-042-02
m composition of the design team; or
m project ownership.
If important changes are made after the date of this report, GeoEngineers should be given the opportunity
to review our interpretations and recommendations and provide written modifications or confirmation, as
appropriate.
Subsurface Conditions Can Change
This geotechnical or geologic report is based on conditions that existed atthe time the study was performed.
The findings and conclusions of this report may be affected by the passage of time, by manmade events
such as construction on or adjacent to the site, or by natural events such as floods, earthquakes, slope
instability or groundwater fluctuations. Always contact GeoEngineers before applying a report to determine
if it remains applicable.
Most Geotechnicall and Geologic Findings Are Professional Opinions
Our interpretations of subsurface conditions are based on field observations from widely spaced sampling
locations atthe site. Site exploration identifies subsurface conditions only atthose points where subsurface
tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data and then
applied our professional judgment to render an opinion about subsurface conditions throughout the site.
Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report. Our
report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions.
Geotechnical Engineering Report Recommendations Are Not Final
Do not over -rely on the preliminary construction recommendations included in this report. These
recommendations are not final, because they were developed principally from GeoEngineers' professional
judgment and opinion. GeoEngineers' recommendations can be finalized only by observing actual
subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or liability
for this report's recommendations if we do not perform construction observation.
Sufficient monitoring, testing and consultation by GeoEngineers should be provided during construction to
confirm that the conditions encountered are consistent with those indicated by the explorations, to provide
recommendations for design changes should the conditions revealed during the work differ from those
anticipated, and to evaluate whether or not earthwork activities are completed in accordance with our
recommendations. Retaining GeoEngineers for construction observation for this project is the most
effective method of managing the risks associated with unanticipated conditions.
A Geotechnicall Engineering or Geologic Report Could Be Subject to Misinterpretation
Misinterpretation of this report by other design team members can result in costly problems. You could
lower that risk by having GeoEngineers confer with appropriate members of the design team after
submitting the report. Also retain GeoEngineers to review pertinent elements of the design team's plans
and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report. Reduce
that risk by having GeoEngineers participate in pre-bid and preconstruction conferences, and by providing
construction observation.
GEoENGINEER November 22, 2016 1 Page C-2
��r File No. 2455-042-02
Do Not Redraw the Exploration Logs
Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation
of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical
engineering or geologic report should never be redrawn for inclusion in architectural or other design
drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs
from the report can elevate risk.
Give Contractors a Complete Report and Guidance
Some owners and design professionals believe they can make contractors liable for unanticipated
subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems,
give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly
written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes
of bid development and that the report's accuracy is limited; encourage them to confer with GeoEngineers
and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre-bid
conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only
then might an owner be in a position to give contractors the best information available, while requiring them
to at least share the financial responsibilities stemming from unanticipated conditions. Further, a
contingency for unanticipated conditions should be included in your project budget and schedule.
Contractors Are Responsible for Site Safety on Their Own Construction Projects
Our geotechnical recommendations are not intended to direct the contractor's procedures, methods,
schedule or management of the work site. The contractor is solely responsible for job site safety and for
managing construction operations to minimize risks to on-site personnel and to adjacent properties.
Read These Provisions Closely
Some clients, design professionals and contractors may not recognize that the geoscience practices
(geotechnical engineering or geology) are far less exact than other engineering and natural science
disciplines. This lack of understanding can create unrealistic expectations that could lead to
disappointments, claims and disputes. GeoEngineers includes these explanatory "limitations" provisions in
our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these "Report
Limitations and Guidelines for Use" apply to your project or site.
Geotechnical, Geologic and Environmental Reports Should Not Be Interchanged
The equipment, techniques and personnel used to perform an environmental study differ significantly from
those used to perform a geotechnical or geologic study and vice versa. For that reason, a geotechnical
engineering or geologic report does not usually relate any environmental findings, conclusions or
recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated
contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concerns
regarding a specific project. I
GWENGINEER��r November 22, 2016 1 Page C-3
File No. 2455-042-02
Biological Pollutants
GeolEngineers' Scope of Work specifically excludes the investigation, detection, prevention or assessment
of the presence of Biological Pollutants. Accordingly, this report does not include any interpretations,
recommendations, findings, or conclusions regarding the detecting, assessing, preventing or abating of
Biological Pollutants and no conclusions or inferences should be drawn regarding Biological Pollutants, as
they may relate to this project. The term "Biological Pollutants" includes, but is not limited to, molds, fungi,
spores, bacteria, and viruses, and/or any of their byproducts.
If Client desires these specialized services, they should be obtained from a consultant who offers services
in this specialized field.
GEoENGINEER November 22, 2016 1 Page C-4
��r File No. 2455-042-02
� A111111111 SHUTLER
CONSULTING
ENGINEERS, INC.
12503 Bel -Red Road, Suite 100
Bellevue, Washington 98005
(425) 4504075 FAX (425) 4504076
JOB SEBCO
SHEET NO. COVER OF
CALCULATED BY JJS DATE 12/5/2016
Y;-MCKED BY DATE - -
i SCALE
17 ILL NUMBER 16-47
STRUCTURAL CALCULATIONS FOR:
SEBCO DEVELOPMENT
11000 BUILDING
11060 TUKWILA INTERNATIONAL BLVD
TUKWILA, WASHINGTON
PROPOSED BY:
SEBCO DEVELOPMENT
4020 EAST MADISON, SUITE 320
SEATTLE, WASHINGTON 98112
ARCHITECT:
David Kehle Architect
1960 Bonair Drive SW
Seattle, Washington 98116
(206) 433-8997 * Fax (206) 246-8369
DESIGN CRITERIA:
RECEIVED
CITY OF TUKWILA
DEC 6 7 2016
PERMIT CENTER
DEC 12 2016
CODE .................................. INTERNATIONAL BUILDING CODE, 2015 Edition
ROOF LIVE LOAD ................. 25 PSF (SNOW LOAD) ENI)EKEP FOR
WM LOAD ......................... I 10 MPH ZONE, EXPOS Nos
SEISMIC DESIGN INFORMATION: APPROVED
Ss = 151.80 % SDS = 0.911
Si = 57.00 % SDI = 0-912`� MAY 16 2017
Cs =.182 1
R = 5.0 Qo = 2.0
IE = 1.0 City of Tukwi4�
SITE SOIL CLASS = "E" "S'UILDING DIVISION
SEISMIC DESIGN CATEGORY1
BUILDING RISK CATEGORY II
FOUNDATION DESIGN BASED ON GEOTECHNICAL REPORT NUMBER 2455-042-02 BY
GEOENGINEERS, DATED NOVEMBER 22,2016. DESIGN SOIL BEARING CAPACITY
EQUALS 3,000 PSF PER THE GEOTECHNICAL REPORT. ALL FOUNDATION WORK TO
BE IN ACCORDANCE WITH THIS REPORT.
r
10
cy)
cc
CL
u
ca
8
41
g5, 1,
625'-0" Q -0
50* -011 473'-O'l .1 _4-40'-6" 50'1�-O'
50 9 -0 50'-0" 50'-0" 591-611 40'-6" 50'-0" 50'-0" 50'-0" 50'-0" 50'-0" 50 _0.1 50'LO*p 9 091
0�
1 17.9-
209'-6"
rn - t(
V, R-6 7
I I 1 1 t4 1 1 1 1
440 1 rl /Z f- eA -lZ gA - /Z- 1
NOTES: 1) ROOF D.L. = 15 PSF + GIRDER WT
2) ROOF L.L. = 25 PSF SNOW LOAD
3) DESIGN JOIST FOR 500# ADD LOAD
PLACED ANYWHERE ALONG JOIST SPAN.
ROOF
SCALE: 1 "=50'
415'-6"
I a6- *7
0
0
LO
9 E-4
Z
E-
�D z
= 0
1191h
km
01
00
co 0
CA I"
wo
C 0
4 -A �
0
to
02
CQ
It
0
, I I
0
LO
0
1
(0
0
0
- I
0
0
q-
04
0
0
0
0
I
00
C)
C)
,
0
0
LO
z
w
<
z
0
9
z0
ww
cf)
LO
1--
-7
>
J"
w
z
0
F=-)
LU
UJ
0
w
0
z
CO
F-
z
Lu
0
0
SHEET
No.:
R-0
SHUTLER
CONSULTING
ENGINEERS, INC.
.12503.Bel-Red Road, Suite 100
Bellevue, WA 98005
(425) 4504075 - FAX (425) 4504076
JOB
's
SHEET No.
OF
CALCULATED BY:
DATE:-.
10 - 7- 1&
SCALE:
Stiffener
Roof Dead Load Tabulation
Stiffener
Purlin
Girder
Dead Load to
resist uplift
Roofing (TPO)
0.30
PSF
0.30
PSF
0.30
PSF
0.30
PSF
Insulation
1.49
PSF
1.49
PSF
1.49
PSF
1.00
PSF
DensDeck
2.00
PSF
2.00
PSF
2.00
PSF
0.00
PSF
Sheathing
1.50
PSF
1.50
PSF
1.50
PSF
1.50
PSF
Stiffener
1.10
PSF
1.10
PSF
1.10
PSF
1.10
PSF
Sprinkler
0.00
PSF
2.50
PSF
2.50
PSF
1.ob
PSF
Purlin
0.00
PSF
2.00
PSF
2.00
PSF
1.50
PSF
Ceiling
1.80
PSF
1.80
PSF
1.80
PSF
---
PSF
Girder
0.00
PSF
0.00
PSF
2.00
PSF
---
PSF
Misc.& Mech
1.81
PSF
2.31
PSF
2.31
PSF
0.60
PSF
Colateral
0.00
PSF
0.00
PSF
0.00
PSF
0.00
PSF
Total
10.00
PSF
15.00
PSF
17.00
PSF
7.00
PSF
Colateral load is intended for suspended items
such as head walls, interior signage,
etc. (use in retail)
Rigid insulation 0.24
PSF per inch,
R-5.6 per
inch, using
6.20 inches equals R
34.72
TPO roofing, 60mil membrane - 0.30 PSF, 45 Mil
membrane - 0.21 PSF
DensDeck protection board, 1/4" thick
- 1.20 PSF,
1/2" thick -
2.00 PSF,
5/8" thick - 2.50
PSF
ROOF LIVE LOAD
25
PSF
SNOW LOAD
Stiffener design
Uniform load, w
Nominal Span
10.00
Feet
Design Span
9.63
Feet
Spacing
24
inches on center
Uniform Dead Load
20.00
PLF
Uniform Live Load
50.00
PLF
Uniform Total Load
70.00
PLF
Design
Span
Nominal
Span
Reaction
336.86
Lbs.
Moment
810.56
ft.-Ibs.
Member size
2x6
DF#2
Width
1.50
in.
Depth
5.50
in.
A
8.25
in A 2
S
7.56
in A 3
1
20.80
in.A4
Shear stress
55.41
psi <
180
psi
1.15
207
psi
Bending stress
1286.18
psi <
1346
psi
1.15
1547.9
psi
Total load deflection
0.41
in.
span/
284
Based on E 1600
ksi.
IFile: DEADLOAD.xis, modified 4-17-13
SH UTLER J013 '!!�03 (16
CONSULTING SHEET NO. 2-14 OF
ENGINEERS, INC
CALCULATED BY
.12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005 DATE
(425) 450-4075
FAX (425) 450-4076 SCALE
J %r, 9,-,t be -Ar
A It'll
V D
zl
on
-7 Q lb
X,
Are-,
HP -H POLYISO
Insulation
60-'0 e- 0
9.2,
SYNTEC oYs-rEjW,-
Red indicates a change
__ V.0 Ub Z48.54 1536 - 497.09 3072 73728 0.16
1.0 5.6 48 185.06 370.13 1536 36864 0.24
1.1
6.2
43
176.69
688
353.37
1376
33024
0.26 -------
1.2
6.7
40
174.50
640
349.00
1280
30720
0,27
1.3
--7.3
36
166.16
576
33232
1152
27648
0.29
1.4
7.9
34
165. 55
544-'
3 31.09
1088
0.30
1.5
8.6
32
163.92
512
327.84
1024
0.32
1.6
9.1
30
161.27
480
322.53
__24576
960
23040
0.34
1.7
9.6
28
157.61
__ 448
315.22
896
21504
0.35
1.8
10.2
26
152.95
416
305,89
832
19968
1.9
10.8
25
153.39
400
306.78
800
19200
0.3 8
2.0
11.4
24
153.34
384
306.67
768
18432
0.40
2.1
12.0
22
146.14
352
292.27
704
16896
0.42
2.2
12.6
21
144.81
336
289.61
672
16128
0.43
2.3
13.2
20
142.98
320
285.96
640
15360
0.45
2.4
13.8
2'0
148.05
320
296.10
640
15360
0.46
2.5
14.4
19
145.45
304
290.91
608
14592
0.48
2.6
15.0
18
142.36
288
284.72
576
0.49-.....-
2.7
15.6
17
138.76
272
277.53
544
13056
0.51
2.8
16.2
17
143.06
272 ____
286.13
544
13056
0.53
2.9 16.8
..... . .
16
138.70
256
277.41
512
12288
0.54
3.0
17.4
16
142.76
256
285.52
512
12288'
0.56
3.1
18.0
15
137.63
240
275.27
480
11520
0.57
3.2
18.6
15
141.44
240
282.87
480
11520
0.59
.3.3
19.2
14
135.56
224
271.11
448
10752
0.61
3.4
19.9
14
139.10
224
278.19
448
10752
0.62
3,5
13
1 ' 32.46
208
264.91
416
9984
0.64
3.6
21.1
13
135.75
208
271.51
416.
0.65
3.7
21.7
12
128.35
192
256.69
384
9216
0.67
3.8
22.3
12
131.39
192
262.78
384
9216
0.68
3.9
23.0
12
134.43
192
268.86
384
9216
0.70
4.0
.. 23.6 -
1 . 2
137.47 -
192
274.9 3
384
9216
0.72
4.3
25.5
11
134.37
176
268.74
352
8 448
4.5
26.8
10
127.23
160
254.45
320
7680
0.80
**Long -Term Thermal Resista - nce Values are based on ASTM C1289 -11A effective January 1, 2014, predicting product
R -value after five years, which is equivalent to a time -weighted thermal design R -value for 15 years.
02.17.14 0 2014 Carlisle.
'HP -H Polylso Packaging & Weight"
800-479-6832 1 P.O.Box7OOO I Carlisle, PA17013 I Fax:717-245-7053 I www.carlislesyntec.com
Carlisle Is a trademark of Carlisle.
141k Georgia-Pacific
DensDeck
Roof Board
Manufacturer
Georgia-Pacific Gypsum LLC Georgia-Pacific Canada LP
133 Peachtree Street 7070 Mississauga Road, Unit 120
Atlanta, GA 30303 Mississauga, ON L5M 7V9
Technical Service Hotline: 1-800-225-6119
Description
DensDeckO Roof Board is an exceptional fire barrier, thermal barrier, coverboard
and recovery board used in various commercial roofing systems. The OensDeck
Roof Board design employs fiberglass mats front and back that are mechanically
bonded to a high density gypsum core, providing excellent fire resistance and .
wind uplift properties. The unique construction of DensDeck Roof Board provides
superior flute spanning that stiffens and provides increased foot traffic resistance
to the roof deck. Additionally, DensDeck Roof Board has been shown to withstand
delamination, deterioration and job -site damage far more effectively than roofing
membrane substrates such as paperfaced gypsum board, fiberboard and perlite
insulation. DensDeck Roof Board is highly resistant to the growth of mold when
tested, as manufactured, per ASTM D 3273.
Primary Uses
Roof system manufacturers and designers have found DensDeck Roof Board to be
compatible with many types of roofing systems, including: built-up, modified bitumen,
single ply, metal systems, wood shingle and shake, tile, slate, as well as a recovery
board and Gverlaymerft protection board for polyisocyanurate and poly�ene insulation.
DensDeck Roof Board can also be used as a form board for poured gypsum concrete
deck in. roof applications as well as a substrate for spray foam roofing systems. 1/2"
(12.7 mm) and 5/8" (15.9 mm) DensDeck Roof Board may alsb be used in vertical
applications as a backer board or liner for the roof side of parapet walls.
Some membrane manufacturers have hot mop asphalt or torch applications directly
to DensDeck Roof Board without using a primer or base sheet Consult with the
system manufacturer for their recommendations with this application. DensDeck
Roof Board is the preferred substrate for vapor retarders.
Standards and Code Approvals
DensDeck -Roof Boards are manuf actured to meet ASTM C 1177 and have the
following approvals:
Florida Product Approval Code FL 1250
Miami -Dade County, Florida NOA 08-0908.10
Recommendations and Limitations
DensDeck Roof Boards are manufactured to act with a properly designed roof system
following good roofing practices. The actual use of DensDeck Roof Board as a roofing
component in any system or assembly is the responsibility of the roofing system's
design authority. Consult with the appropriate system manufacturer and/or design
authority for system and assembly specifications and instructions on applying other
products to DensDeck Roof Board. Georgia-Pacific does not warrant and is not
responsible for any systems or assemblies utilizing DensDeck Roof Board or any
component in such systems or assemblies other than De"nsDeck Roof'Board.
The need for a separator sheet between the DensDeck Roof Board 'and the roofing
membrane must be cleterrnined by tFe roof -membrania man�facturer or roofing
system designer.
Submittal
Approvals
Job Name
Contractor
Date
6J3 Cb
It_.s
Technical Service Hotline 1.800.M5.6119 or
www.densdeck.com
Confirm any priming requirements with the membrane manufacturer. When applying
solvent -based adhesives or primers, allow sufficient time for the solvent to flash off
to avoid damage to roofing components.
DensDeck Roof Boards should not be subjected to abnormal or excessive loads or
foot traffic, such as, but not limited to, use on plaza decks or under steel -wheeled
equipment that may fracture or damage the panels. Provide suitable roofing system
protection when required.
When using DensDeck Roof Boards for hot -mopped applications, Georgia-Pacific
recommends maximum asphalt application temperatures for Type III asphalt of
425'F (218'C) to 4501 (232*C). Application temperatures above these recommended
temperatures may adversely affect roof system performance. For Application temper-
atures in excess of 4501 (232*C) and for mopping of type IV asphalt, ribbon or spot
mopping or the installation of a perforated base sheet are recommended methods of
bonding asphalt in lieu of full mopping. Consult and follow the roofing system manu-
facturer's specifications for full mopping applications and temperature requirements.
Conditions beyond the control of Georgia-Pacific, such as weather conditions, dew,
leaks, application temperatures and techniques may cause adverse effects with
roofing systems.
Moisture Management
DensDeck Roof Boards, like other components used in roofing systems, must
be protected from exposure to moisture before, during and after installation.
Remove ' the plastic packaging from all DensDeck Roof Board immecliately upon receipt
of delivery. Failure to remove the plastic packaging may result in entrapment of con-
densation or moisture. DensDeck Roof Board stored outside must be stored level and
off the ground and protected by a breathable waterproof covering. Provide means for air
circulation around and under stored bundles of DensDeck Roof Boan:1. DensDeck Roof
Board must be covered the same day as installed.
Avoid application of DensDeck Roof Boards during rain, heavy fog and any other condi-
tions that may deposit moisture on the surface, and avoid the overuse of non -vented,
direct -fired heaters during winter months. When roofing systems are installed on new
poured concrete or light weight concrete decks or when re -roofing over a wet existing
concrete deck, a venting base sheet or vapor retarder should be installed above the
concrete to retard the migration of water fromthe concrete into the roof assembly.
Always consult the roofing system manufactuhar or design authority for specific
instructions for applying other products to DensDeck Roof Boards.
Moisture vapor movement by convection must be eliminated, and the flow of water
by gravity through imperfections in the roof system must be controlled. After a leak
has occurred, no condensation on the upper surface of the system should be tolerated,
and the water introduced by the leak.mu.st be dissipated to the building interior in a
minimurrf amount of time.
Although DensDeck Roof Boards are engineered with fiberglass facings and high density
gypsum cores, the presence of free moisture can have a detrimen6l effecton the
performance of the product and the installation of roofing membranes. For example,
hot asphalt applications can blister torched modified bitumen may not properly bond;
and adhesives for single p ly membranes may not dry properly. Moisture accumulation -
in ' ay also significantly decrepe wind uplift and v . ertical pull resist6hce in ie'systbm or
assembl�. DensDetk Roof Boards containing ex '
cessive free moisture content may
need to be evaluated for'structural stability to assure wind uplift pelf6rmance. '
continued ------ ;o --
stamps sirgriature-q
W
6,Foe,o
ACU Georgia-Pacific 12 -Al
DensDeck" Technical Service Hotline 1.80023.6119 or
- Roof Board . . . . www.densdeck.com
Fire Resistance Classifications
DensDeck" Roof Boards are excellent fire barriers over combustible and noncombustible
roof decks, including steel decks.
UL 790 Classificafion. DensDeck Roof Boards have been classified by Underwriters
Laboratories (UL) for use as a fire barrier over combustible and noncombustible decks
in accordance with the ANSI/UL 790 test standard. The UL classification includes a
comprehensive Class A, B or C rating. For additional information concerning the UL 790
classification, consult the UL Certification Directory.
UL 1256 Classification. DensDeck Roof Boards have also been classified by UL in roof
deck constructions for internal (under deck) fire exposure in accordance with the
ANSI/UL 1256 Steiner Tunnel test For additional information concerning the UL 1256
classification, consu It the UL Certification Directory.
FM Class I Approvals. DensDeck Roof Boards are included in numerous roofing
assemblies with a Factory Mutual (FM) Class 1 fire rating. 1/4" (6.4 mm) DensDeck
Roof Boards have passed testing under the FM Calorimeter Standard 4450 and have
been approved by FM as such for insulated steel deck roofs when installed according
Physical Properties
nominal 1 1/4" (6.4 mm) + 1/16" 0.6
3tandard 4' (1219
standard 8' (2438
nominal, lbs./sq. ft. (Kq/M2) 1.2(5.91
mat
Flexural Strength,, parallel, lbf. min. (N) 1 40
-Permeance', Perms (ng/Pa- S- m2)
>50 (>2850)
_R Value', ft'- 'F- hr/BTU (M2- K/W)
Linear Variation with Change in Temp.,
-inlin 'F (mm/mm/Cl)
.28
8.5 x 10-6 (15.3 x
linear Variation with Change in Moisture
6.25 x 10-6 -
-Water Absorption', % max
1 10.0
-Compressive Strength,, psi nominal
Surface Water Absorption, grams; nominal_
I goo
=2 5
-Flame Spread, Smoke Developed (ASTM E 84)
0/0
Bending Radius
5'(1524mm) -
to the conditions identified by FM. For more information concerning FM Approvals and
FM Class I assemblies with DensDeck Roof Boards, consult FM or RoofNave.
Type X 5/8" (15.9 mm) DensDece FireguardO Roof Boards are manufactured to meet
the "Type X" requirements of ASTM C 1177 for increased fire resistance beyond
regular gypsum board.
UL Fire Resistance Ratings. 5/8" (15.9 mm) DensDeck Fireguard Roof Boards are
designated as Type DO by UL 6nd included in assembly designs investigated by UL for
hourly fire resistance ratings. 5/B" (15.9 mm) DensDeck Fireguard Roof Boards may
also replace any unclassified 5/8" (15.9 mm) gypsum board in an assembly in the UL
Fire Resistance Directory under the prefix "P".
Flame Spread and Smoke Developed. When tested in accordance with ASTM E 84,
DensDeck Roof Boards had Flame Spread 0, Smoke Developed 0.
Wind Uplift
DensDeck Roof Boards are included in numerous assemblies evaluated by FM or other
independent laboratories for Wind uplift performance. For information conceming such
assemblies, please visit wvvw.roofnay.com.
112" 112.7 mm) ± 1/32" (.8 mm) 15/8" (15.9 mm) ± 1
4'(1219 mm) ± 1/8" (3 mm)
4* (1219 mm) ± 1/E
8' (2438 mm) ± 1/4" (6.4 mm)
8' (2438 mm) ± 1
2.019.8)
2.502.2)
Fiberglass mat
Fiberglass mat
80(356)
100(.444)
5" (127 mm)
8" (203 mm)
>35 (>1 995)
>32 W824)
.56
.67
8.5 x IV (15.3 x 10-6) 8.5 x 10" (15.3 x
6.25 x 10-6 6.25 x 10-6
10.0 10.0
900 900
:s2.5 :s2.5
8'
1. Tested in accordance with ASTU C 473 method B. 4. Tested in accordance with ASTM C 519 (heat flow meter).
2. Tested in accordance with ASTM E 661. 5. Teited in accordance with ASTM C 1177.
3. Tested in accordance with ASTM E 96 (dry cup method). 6 Tested in accordance with ASTM C 473.
TRADEMARKS DENSDECK, FIREGUARD
product may cause skin, eye and re iratory tract
sp
eorgia-Pad. fic
prid the GEORGIA -PACIFIC logo are �raclemarks
irritation.. Avoid breathing dust nd minimize
Gyps6m -
owned Or licensed to Georgia-Pacific Gypsum
LLC.-FIONAV is a registered ma� of FM Global.
contact with* skin and eyes. Wear long sleeve -
shirts, long pants and eye'protectiod. Always
'mask
U.S.A.- Georgia-Pacific Gypsum LLC
WARRANTIES, REMEDIES AND TERMS OF
SALE F& current warranty information for this
maintain adequate ventilation. Usea dust
or NIOSHIMSHA approved respirator as
Unada - Georgia-Pacific Canada LP
pfoduct, please -goto,www.gpgyp -and
appropriate in dustydr poorly v6'
ntilated areas..
SALES INFORMATION AND ORDER PLACEMENT
.
_�um.corn
select the product for warranty. information.
FIRE SAFETY CAUTION Passing a fire test
U. SA Midwest 1-800-8764746 West 1-800-824-7503
All sales of this p1roduct by Georgia-Pacific
in a controlled labotatory setting and/dir certi-
South: 1-800-327-2j"- Northeast'. 1-800 947-4497
are subject to our Terms of Sale via
-ilable at `
fying,or labeling a product as having a one-hour,
CANADA CanadaTollFree: 1-800-387-023
www.gpgypsum.com.
two-hour, or any other fire resistance or pro -
Quebec Toll Free: 1-800-361-0486
UPDATES AND CURRENT INFORMATION
The information in this document may change
tection rating and, therefore, as acceptable
for use in certain fire rated assemblies/systems,
TECHNICAL INFORMATION
without notice. Visit our website at www.
does not mean that either a particular assem�
U.S.A. and Canada: 1-800-225-6119
gpgypsum.corn for updates and current
bly/systern incorporating the product, or any
www.gpgypsumicom
information.
given piece of the product itself, will neces-
CAUTION For product fire, safety, and use
sarily provide one-hour fire resistance, two-hour
fire resistance, or any other specified fire
information, go to www.gp.com/safetyinfO
resistance or protection in an actual fire. In
or call 1-800-225-6119.
the event of an actual fire, you should imme-
HANDLING AND USE -CAUTION This
diately take any and all actions necessary for
product contains fiberglass facings which may
your safety and the safety of others without
MMI I Georgia�ciftc Gypsum U.C. All ri�ihts resermd. Pdnted in ft USA
- cause skin irritation. Dust and fibers produced
regard for any fire rating of any product or
on 10% Post-c�mc*ledsto& 1/11 GP -TM Lit hem 1101516.
during the handling and installation of the
assembly/system.
Fazq
SPE01k!1S10`
4ie_
G darN
Tlex
Roofing Systems
1. Product Name
GenFlex Heat -Welded Reinforced TPO
Membrane
2. Manufacturer
GenFlex Roofing Systems
250 W. 96 th Street, Suite 150
Indianapolis, IN 46260
Toll Free: 800-443-4272
Fax: 317-853-4602 -
Email: TechnicalServices@GenFlex.com
www.genflex.dom .
3. Product Description
BASIC USE
GenFlex TPO Is a reinforced thermoplastic
polyclefin roofing membrane designed
for use on commercial, Industrial and Insti-
tutional buildings. The TPO compound is
resistant to a wide variety of common
rooftop contaminants and Is highly ozone
resistant. Heat welded seams are strong
and continuous.
Additional system components 'in-
clude insulation, plates, fasteners, adhe-
sive, sealant, coated metal, flashing, and
applicable roof -top accessories.
GenFlex requires components to be
products of GenFlex Roofing Systems.
The GenFlex TPO system may be in-
stalled as a Ballasted, Mechanically At-
tached or Fully -Adhered design for either
new or reroof applications.
COMPOSITION & MATERIALS
Fused, non -halogenated thermoplastic,
scrirh-reinforced polyolefin membrane,
plosticizer-free ethylene p!opylene �ub-
ber (EPR) based. Two layers. of TFO'arja
fused with an inner layer of polyester rein-
forcementcluring the man*ufactu'rfng pro-
cets.
COLeR
CharCool Black, White or Grey
SIZE
GenFlex TPO is available in 74" (1 .9 m), 81
(2.4m), 1 0'(3.0m) and 12.3'(3.6m) wide by
100' (30.5 m) long. GenFlex T�O is avail-
able In two thicknesses, 45 and 60 mil ()J
ynd 1.5 mm).
Thermoplastic Membrane Roofing 7540
WEIGHT
45 mil membrane - .21 2st (I. I kg/m 2)
- 6
[-75 _rnAil `me�mbraL-j
ballast - Minimum 10 psf (48.8 kg/m
additional where required
INSTALLATION SYSTEMS
Ballasted System - Economical and fast
installation on structures able to support
system weight, M0xImum slope Is 2 In 12,
Insulation and membrane are loose laid
with membrane fastened at perimeter.
Seams are adhered using GenFlex ap-
proved heat welding equipment. Ap-
proved ballast 4s smooth, rounded,
washed river rock 3/4" - 1 1/2" (19 - 38
mm) In diameter.
Fully Adhered System - Installs.qulckly
with no mechanical penetration of the
membrane. Smooth appearing §y�tem is
particularly useful where roof surface Is
visible. Seams are welded dng GenFlex
approved heat welding equipment.
Medhanlcd1ly Attached Seam System
- GenFlex plates are located on printed
layout marks and fastened at a spacing
determined by local building codes,
Seams are welded using GenFlex ap-
proved heat -welding equipment,
LIMITATIONS
See Part 7. Warronfy, for additional war-
ranty limitations,
• GenFlex TPO must be installed under
en�irdnmental conditions specified by
the manufacturer. .
• The system may only be installed over
GenFlex-approved substrates.
• Only compatible materials furnished or
approved by GenFlex may be, used,
• The' system mOst:be Installed 'In accor-
dance with the GenFlek TPO Spec&6-
tions Manual.
• GenFlex.TPO-ry)o
� y only be I.nstalled by.'
GenFlex authorized cpht-ractors.
• Consult GenFlex' Roofir�g Systems for
membrane co'mpcitibllity With adds,
animal fats, grease, chemicals,. so'lvbnts
and oils.
4. Technical Data
APPLICABLE STANDARDS
American Society for Testing & Materials
(ASTM)
ASTM D570.- WoterAbsorption of Plos'*
tics
GenFlex Roofing Systems
• ASTM 0471 - Rubber Property Effect of
Liquids
• ASTM 0573 - Deterioration in Air Oven
• ASTM D638 - Tensile Properties of plastics
• ASTM D751 - Test Methods for cocked
fabrics
• ASTM D 1149 - Rubber Deterioration
Surface Ozone Cracking in 0 Chamber
• ASTM D1204 - Linear Dimensional
Changes of Nonrigid Thermoplastic
Sheeting or Film at Elevated Tempera-
ture
ASTM D2136 - Coated Fabrics - Low -
Temperature Bend Test
ASTM D2565 - Operotin g, Xenon Arc -
Type Light-ExposureAppofatus Withond
Without Water for Exposure of plastics
, ASTM D3045 - Heat Aging of plastics
Without Load
* ASTM E * 96 - Water Vapor Transn1ission of
Materials
- ASTM G21 - DetermInIng, Resistance of
Synthetic Polymeric Matericristo Fungi
, ASTM G 155 - Xeon Arc Light Apparatus
for E5(posure of Non-Metollic Materials
ASTM G 151 - Exposing Non-Metollic Mo-
terfols in Accelerated Test Devices that
use Laboratory Light Sources
PHYSICAL/CHEMCIAL PROPERTIES
Refer to Table I for test properties.
APPROVALS
Status Of OPProvals varies with roof con-
struction used, The following and other
agencies will provide approvals on Gen -
Flex TPO systems. See agency publica-
tions and manufacturer 's literature:
, Building Officials i and Code Administra-
tors International (BOCA)
, Factory Mutual - 1-60, 1790'wind uplift
classifications
International Conference of BuIldlnd0f_'
ficials (ICBO)
M.etropolitarf Dade County, Florida
Southern Building Code Congress Inter-
naflonaF(SBCCI)
Underwriters Laboratories Inc. - Classlfl-
cation, hourly rating
5. Installation
'PREPARATORY WORK
The dead load capacity of the deck and
supporting structure must be sufficient to
support the load of the system. The deck
P.—M SPEC-DATA4 and MANLsSPEC9 are registered trGdernOrks of The Construction Speciticaliom lallMe. The, ten port SPEC -DATA faunal c0nf0M 10 the editorial style
Z.1W Of The Conliucilon Spedficallons Insfibrte arid bused 0h their PernAs4on. The Manufacturer Is responsUe for teChnlcd maurocy. 4j998AchjlecjrjltS=Ce. AIRIghtsliesefved.
07540 Thermoplastic Membrane Roofing
f lex Roofing Sy§tems
must be designed and constructed to pro-
vIde the removal of all water within 48
hours after a rainfall, Substrate must be
smooth, level and clean. All gravel on
existing roofs must be removed.
INSULATION INSTALLATION
Insulation fastening must be to Gen -
Flex Roofing Systems specifications
MEMBRANE INSTALLATION
Position GenFlex TPO membrane over ap-
proved substrate, Position membrane so
that the top sheet edge Is in alignment
with the premorked hnes on the bottom
sheet. Allow membrane to relax approxi -
mat , ely 1/2 hour prior to any welding, at-
tachment, or flashing.
FLASHINGS & ATTACHMENTS
Attach the membrane at roof perimeter,
curbflashing, skylight, exponsionjoint and
roof penetration using standard GenFlex
TPO Details. GenFlex TPO walkway pods
are required at all higb traffic points, such
as roof top units, hatches, access doors,
and rooftop ladders..-'
METHODS OF ATTACHMENT
GenFlex TPO may be Mechanically At-
tached, Fully Adhered or Ballasted. Me-
chanIcally Attached Systems must be at-
tached with GenFlex Seam Plates and
GenFlex Fasteners along the entire length
of each seam. Additional attachment Is
fequlred at perimeters and corners.
6. Availability & Cost
AVAILABILITY
Available nationwide through a network
of distributors and agents, for sale to ou-
thorized GenFlex Roofing Systems appli-
cators.
COST
For cost Information, contact the nearest
distributor or agent, or contact GenFlex.
7. Warranty
GenFlex projects must be Inspected by a
GenFlex representative to be eligible for
a GenFlex warranty. Components must
be supplied by GenFlex. Warranty covers
GenFlex-supplled materials only. Meet -
Ing the limitatio ' ns In Pori 3 Is a condition
forworrontyapP[Oval. Sample warranties
are available upon request.
TABLE I PHYSICAL PROPERTIES OF GENFLEX TPO MEMBRANE
Physical Properties
Thickness, nominal, ASTM D751
Breaking Strength, min, ASTM D751
Elongation, Ultimate, %; ASTM D412
Tearing Strength, min., ASTM D751
Brittleness Point, max,, ASTM D2137
Ozone Resistance, no cracks, ASTM DI 149
Water obs6rption, max., -ASTM D471'.
Properties After Heat Aging ASTM D573
Breaking. Strength,* min, ASTM D761
Tearing Strength, min., ASTM. D751
Unear Dimensional Change, ASTM D 1204
Weather resistance ASTM G26, G53
Specification
Typical Values
.045" (1. 1 mm)
± 10%
.060"(1.5 mm)
± 10%
225 1pf (I.OkN)
330 1pf (1.5kN) Typ.
500
500
5.5 1pf-(245N)
156 1pf (694N)
-.401 (-40*d)
-49-F (-45-C)
Pass
Pass
±4%
±..I.%
225 1pf (I.OkN) jaO-lPf (1.6kN) Typ.
55.lpf(245N) 156 1pf (694rq)
2% A%
Pass
Pass
Emmaquo, ASTM E838 3,000,000 Longleys
Properties -after Wbothering
Breaking Strength ASTM D751 225 1pf (I.OkN) 330 1pf (1.5kN) Typ.
)SE, unreinforced, ASTIA D751 70 97
8. Maintenance
Periodic Inspection of the roof system and
cleaning of drains is recommended to
allow proper water run-off, avoiding over-
loading roof with ponded water. Rbgulbr
cleaning must be done in areas where
contaminants potentially harmful to the
roof system may accumulate, e.g., oil,
grease, freon, acids, solvents. Inform oil
tradespeople servicing the roof equip-
ment that it is a single -ply roof and that
'they must proceed accordingly. Contact
GenFlex Roofing Systems In writing for ap-
proval before making alterations on, ad-
.jocent to, or through the roof system.
9. Technical Services
GenFlex technical personnel are avail-
able In-house to answer telephone ques-
tions or approve details by mail, fox or 6 -
mail. The GenFlex TPO SPeciflcotions
Manual Is available upon request for
specifiers and roofing contractors.
10. Filing Systems
• Architects' First Source for Products
• Sweet's Catalog Files
• SweetSource
• Additional product information Is avail-
able from the manufacturer.
SKC-DATA* ava MANLLSPECt 019 f8ghtered trodeffxju of The Ccnslrmlion Specfr�ojlwu k1$1.-tu19,
torch 2OD3 of The Constw0lon Specirocoflom Insfilute ond h Lwd W1h thek p&-aslm The monulocluter Is F03POMUO for The Ion Pad SPEC -DATA formol conforryu i 11�7
technical occtirocy. of M A[CN,ectr Pks 0=0%
I Leservea
,6,F13e_0
12-4
SHUTLER JOB _�.F i3N
CONSULTING SHEET No. IZ- 7 OF
'CALCULATED BY ff. 1�
1250 - 3 Bel -Red Road, Suite 100 DATE /0-7-/&
Bellevue, WA 98005
(425) 450-4075 - FAX (425) 4504076 SCALE
Based on ASCE 7-10, Chapter 30, Part 2: Low -Rise Buildings (Simplified)
Wind Criteria:
Risk Category, 1, 11, 111 or IV (Table 1. 5-1 of ASCE 7-10)
Basic Wind Speed fib ' MPH (See Figure 26.5-1A, B orC of �SCE7_1-6)
Exposure B
Average roof height 35.00 ft.
Roof angle 00 to 70
Ke 1.00 (See Section 26.8 and Figure 26.8-1 of ASCE 7-10)
1.05
Note: The minimum design wind pressure is 16 PSF per Section 30.2.2 of ASCE 7-10.
Pnet = A * Kt * P..t3o
Zone
Area
Pnet30 (PSF)
Pnet (PSF)
1
10
8.90
-21.80
22.89.
1
20
8.30
-21.20
22.26
1
50
7.60
-20.50
21.53
1
100
7.00
-19.90
20.90
2
10
8.90
-36.50
38.33
2
20
8.30
-32.60
34.23
2
50
7.60
-27.50
28.88
2 1
1001
7.00
-23.60
24.78
3
10
8.90
-55.00
57.75
3
20
8.30
-45.50
47.78
3
50
7.60
-33.10
34.76
3
100
7.00
-23.60
24.78
10
21.80
-23.60
24.78
4
20
20.80
-22.60
23.73
4
50
19.50
-21.30
22.37
4
100
18.50
-20.40
21.42
4
500.
16.20
-18.10
19.01
5
10
21.80
-29.10
30.56
5
20
20.80
-27.20
28.56
5
50
19.50
-24.60
25.83
5
100
18.50
-22.60
23.73
1 5
500,
16.20
1 -18.10
1 19.01
Flat Roof
Hip Roof W < 0:� 270)
Gable Roof (0:� 70)
intekr Zones
�-Z-UWWW-Z..4
Gable Roof (70 < 0:� 450)
IM End Zones-., ConwrZones
fth-Z-21� P.* -� 3
Interior Zones Roofs - Zone 1 / Walls - Zone 4
End Zones Roofs - Zone 2 / Walls - Zone 5
Corner Zones Roofs - Zone 3
BAR JOIST
JOIST GIRDER
D. L. to resist uplift
7.00
PSF
D. L. to resist uplift
9 00
PSF
Spacing
10.00
Ft.
Spacing (Trib. Width)
30. 00
Ft.
Span
25.00
Ft.
Span
40,00
Ft.
Tributary Area
2K.60
Sq. Ft.
Tributary Area
1200.00
Sq. Ft.
Wind Uplift
24.78
PSF
Wind Uplift
[44.78
Net Uplift
7.87
PSF (ASD)
Net Uplift
5.87
.:PSF
PSF (ASD)
Specify
8.00
PSF
Specify
r -
6.00
PSF
File:Wind Components ASCE 7-10.xis, Modified 1-27-14
61.03co
j2-7
JOIST SCHEDULE
MARK
NOMENCLATURE
U NET
PLIFT
AXIAL
FORCE
J-1
24/40LH400/250
8
PSF
SEE
DIAGRAM
J-2
30K400/250
8
PSF
SEE
DIAGRAM
J-3
28K400/250
8
PSF
SEE
DIAGRAM
J-4
1OK400/250
8
PSF
SEE
DIAGRAM
J-5
1OK400/250
8
PSF
SEE
DIAGRAM
J-6
16K400/250
8
PSF
SEE
DIAGRAM
J-7
22K400/250
8
PSF
SEE
DIAGRAM
J-8
24LH400/250
8
PSF
SEE
DIAGRAM
J-9
24LH400/250
8
PSF
SEE
DIAGRAM
J-10
24LH400/250
8
PSF
SEE
DIAGRAM
J-11
24LH400/250
8
PSF
SEE
DIAGRAM
J-12
14K400/250
8
PSF
SEE
DIAGRAM
J-13
18K400/250
8
PSF
SEE
DIAGRAM
J-14
24LH400/250
8
PSF
SEE
DIAGRAM
J-15
24LH400/250
8
PSF
SEE
DIAGRAM
J-16
24LH400/250
8
PSF
SEE
DIAGRAM
J-17
1OK400/250
8
PSF
SEE
DIAGRAM
J-18
12K400/250
8
PSF
SEE
DIAGRAM
J-19
18K400/250
8
PSF
SEE
DIAGRAM
J-20
24LH400/250
8
PSF
SEE
DIAGRAM
J-21
24LH400/250
8
PSF
SEE
DIAGRAM
J-22
24LH400/250
8
PSF
SEE
DIAGRAM
SHUTLER
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
FAX (425) 450-4076
JOB
SHEET NO. OF
CALCULATED BY T5
DATE /0-A _/c,
any am-EMMOM
ommossmommmmommmmmommommmmmmm
ommomommmmmomommmmmmomommmmmmm
ommmmmmmmmmmmmmmmmmmmommmmmmmm
EMMEMOMMEMEMMMMMMMMMMmmmmmmmmm
IMEMMEMMMMMMMMMMMMMMMmmmmmmmmm
ummmmmmmmmmmmmmmmmmmmmmommmmm
moommmmmmmmmmmmmmmmmmommomummm
ommmoommimmmmmmmmmmmmommommmmm
mmmmmmmm
mmmmmmmmmmm
WIMI-MIMMOMMM
mmomommm'summmmmmmmmmisomm
mmp
m1mmommmmamommmmm2mm
Immelfismas
MMMM
MMIN
owammommommomummmmmmmmmmmmmomm
Emsummmonoommmmmmmmmmmmmmmmmmm
mmmmmm"Emmmmmmmommmmmmoim
MEMEMMERVErammmmmmmmommommmmmm
MENOMMMMMMME
mwmmmmm'mmmm-mmmmmmmmmmmmmmmmmm
Emilmoommomm.lumummmmmmmmmmmmmmmI
manummmummummmmmmmmmmmmmmmmmmm
W
OMMMMMEMEEMMMMMMM
ommommommommmmmmmmmmmmmmmmmmmms
mmmmmmmmmmmmmmmmmmmmmmmmmmmmmm
ommmmmmmmmmmmmmmmmmmmmmmmmmmmm
lommmmmmmmmmmmmmmmmmmmmmmmmmmmm
ommmmmmmmmmmmmmmmmmmmmmmmmmmmm
ommmmmmmmmmmmmmmmmmmmmmmmmmmmmi
mmmmmmmmmmmmmmmmmmmmmmmmmmmmmms
SH UTLER
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
FAX (425) 450-4076
JOB 5e-ftD
SHEET NO. g- /s OF.
CALCULATED BY
DATE_ &-& -/40
mompffimmommom
mmmmmmmmmmmmmr!.7-ommmmmmvgoummmm
'Mommmmummmmmmm
MEMMMMMMMMMMM
mmmmmmmmomommmmm
Amommom
NMI
MOSM
Gravitv Beam Desi2n
RAM SBeam v3.0
Sebco
���SIIUTLER RG -1 . . . . . . . . . . . .
CONSULTING
ENGINEERS, INC. Licensed to: RAM International 10/08/16 11:54:43
STEEL CODE: ASD 9th Ed.
SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (50.00,0.00)
Beam Size (User Selected)
= W21XI01
Fy 50.0 ksi
Total Beam Length (ft)
= 50.00
POINT LOADS (kips):
Flange Bracing
Dist (ft) DL LL Top
Bottom
10.000 3.75 6.25 Yes
No
20.000 3.75 6.25 Yes
No
30.000 3.75 6.25 Yes
No
40.000 3.75 6.25 Yes
No
LINE LOADS (k/ft):
Load Dist (ft) DL
LL
1 0.000 0.101
0.000
50.000 0.101
0.000
2 0.000 0.075
0.125
50.000 0.075
0.125
SHEAR: Max V (DL+LL) = 27.54 kips fv 2.57 ksi Fv
20.00 ksi
MOMENTS:
Span Cond Moment
@ Lb
Cb Tension Flange Compr Flange
kip -ft
ft ft
fb Fb fb Fb
Center Max + 394.2
25.0 10.0
1.00 20.84 33.00 20.84 33.00
Controlling 394.2
25.0 10.0
1.00 20.84 33.00 --- ---
REACTIONS (kips):
Left Right
DL reaction
11.91 11.91
Max +LL reaction
15.62 15.62
Max +total reaction
27.54 27.54
DEFLECTIONS: (Camber = 3/4)
Dead load (in)
at 25.00 ft =
-1.081 L/D = 555
Live load (in)
at 25.00 ft =
-1.462 L/D = 410
Net Total load (in)
at 25.00 ft =
-1.793 L/D = 335
SHUTLER
CONSULTING
ENGINEERS, INC.
12503 Bel -Red Road, Suite 100
Bellevue, WA 98005
(425) 4504075 - FAX (425) 4504076
JOB Sebco
SHEET No.- R- IU OF
Jis
CALCULATED BY:
DATE: 10-8-16
SCALE:
Girder Reactions & Sizes
Mark number
RG -2
Span
38.00
ft.
Assumed girder wt
80.00
plf
Deadload
15.00
psf
Live load
25.00
psf
Tributary width for uniform
loads
5.00 ft.
Uniform dead load 155.00 plf
Uniform live load 125.00 plf
Total uniform load 280.00 plf
Point Loads
Mark
Girder Trib Joist Trib
Distance*
PDL
PLL
PTL
P1
3.27 10.00
8
0.49
0.82
1.31
P2
6.53 10.00
18
0.98
1.63
2.61
P3
9.78 10.00
28
1.47
2.45
3.91
P4
13.04 10.00
38
1.96
3.26
5.22
P5
0.00 0.00
0
0.00
0.00
0.00
P6
0.00 0.00
0
0.00
0.00
0.00
P7
0.00 0.00
0
0.00
0.00
0.00
P8
0.00 0.00
0
0.00
0.00
0.00
Distance to the
point load from the left end of the girder.
Reactions
Point loads
Uniform
Loads
Total Loads Total Load
Dead Load Live Load
Dead Load
Live Load
Dead Load
Live Load
Left
1.29 2.15
2.95
2.38
4.23
4.52 8.75
Right
3.60 6.01
2.95
2.38
6.55
8.38 14.93
Girder size
36G4N SPECIAL
Weight
18.00
PLF
Weight
PLF
Weight
PLF
Weight
I File: Girder Reactions.xis, 11 -27-12
SHUTLER
CONSULTING
ENGINEERS, INC.
12503 Bel -Red Road, Suite 100
Bellevue, WA 98005
(425) 4504075 - FAX (425) 450-4076
JOB Sebco
SHEET No.- R- 11 - OF
CALCULATED BY: - J JS
DATE: 10-8-16
SCALE:
Girder Reactions & Sizes
Mark number
RG -3
Span
50.00
ft.
Assumed girder wt
80.00
plf
Deadload
15.00
psf
Live load
25.00
psf
Tributary width for uniform
loads
0.00 ft.
Uniform dead load
0.00
plf
Uniform live load
0.00
plf
Total uniform load
0.00
plf
Point Loads
Mark
Girder Trib Joist Trib
Distance*
PDL
PLL
PTL
Pi
42.80 10.00
10
7.22
10.70
17.92
P2
44.56 10.00
20
7.48
11.14
18.62
P3
47.81 10.00
30
7.97
11.95
19.92
P4
51.07 10.00
40
8.46
12.77
21.23
P5
45.00 10.00
50
7.55
11.25
18.80
P6
0.00 0.00
0
0.00
0.00
0.00,
P7
0.00 0.00
0
0.00
0.00
0.00
P8
0.00 0.00
0
0.00
0.00
0.00
Distance to the point load from the left end of the girder.
Reactions
Point loads
Uniform Loads
Total Loads Total Load
Dead Load Live Load
Dead Load
Live Load
Dead Load
Live Load
Left
15.15 22.58
0.00
0.00
15.15
22.58 37.72
Right
23.54 35.23
0.00
0.00
23.54
35.23 58.77
Girder size
Weight
'1'8-60-
PLF
S 6
Weight PLF
W r
Weight PLF
Weight
lFile: Girder Reactions.xls, 11-27-12
SHUTLER
CONSULTING
ENGINEERS, INC.
12503 Be] -Red Road, Suite 100
Bellevue, WA 98005
(425) 450-4075 - FAX (425) 450-4076
JOB Sebco
SHEET No.- R- J� OF
jis
CALCULATED BY:
DATE: 10-8-16
SCALE:
Girder Reactions & Sizes
Mark number
RG -8
Span
25.00
ft.
Assumed girder wt
80.00
plf
Deadload
15.00
psf
Live load
25.00
psf
Tributary width for uniform
loads
0.00 ft.
Uniform dead load
0.00
plf
Uniform live load
0.00
plf
Total uniform load
0.00
plf
Point Loads
Mark
Girder Trib Joist Trib
Distance*
PDL
PLL
PTL
Pi
45.00 7.50
0
5.66
8.44
14.10
P2
45.00 7.50
5
5.66
8.44
14.10
P3
45.00 10.00
15
7.55
11.25
18.80
P4
0.00 0.00
0
0.00
0.00
0.00
P5
0.00 0.00
0
0.00
0.00
0.00
P6
0.00 0.00
0
0.00
0.00
0.00
P7
0.00 0.00
0
0.00
0.00
0.00
P8
0.00 0.00
0
0.00
0.00
0.00
Distance to the point load from the left end of the girder.
Reactions
Point loads
Uniform
Loads
Total Loads Total Load
Dead Load Live Load
Dead Load
Live Load
Dead Load
Live Load
Left
13.21 19.69
0.00
0.00
13.21
19.69 32.90
Right
5.66 8.44
0.00
0.00
5.66
8.44 14.10
Girder size
36G4N SPECIAL
Weight
18.00
PLF
Weight
PLF
Weight
PLF
Weight
I File: Girder Reactions.xIs, 11 -27-12
SHUTLER
CONSULTING
ENGINEERS, INC.
12503 Bel -Red Road, Suite 100
Bellevue, WA 98005
(425) 4504075 - FAX (425) 4504076
JOB Sebco
SHEET No.- R- 11 OF
Jis
CALCULATED BY:
DATE: 10-8-16
SCALE:
Girder Reactions & Sizes
Mark number
RG -9
Span
50.00
ft.
Assumed girder wt
80.00
plf
Deadload
15.00
psf
Live load
25.00
psf
Tributary width for uniform loads
0.00 ft.
Uniform dead load
0.00
plf
Uniform live load
0.00
plf
Total uniform load
0.00
plf
Point Loads
Mark
Girder Trib Joist Trib
Distance*
PDL
PLL
PTL
Pi
29.33 10.00
0
5.20
7.33
12.53
P2
32.59 10.00
10
5.69
8.15
13.83
P3
35.85 10.00
20
6.18
8.96
15.14
P4
39.10 10.00
30
6.67
9.78
16.44
P5
42.36 10.00
40
7.15
10.59
17.74
P6
40.00 10.00
50
6.80
10.00
16.80
P7
0.00 0.00
0
0.00
0.00
0.00
P8
0.00 0.00
0
0.00
0.00
0.00
Distance to the point load from the left end of the girder.
Reactions
Point loads
Uniform
Loads
Total Loads Total Load
Dead Load Live Load
Dead Load
Live Load
Dead Load
Live Load
Left
17.55 25.25
0.00
0.00
17.55
25.25 42.81
Right
20.13 29.55
0.00
0.00
20.13
29.55 49.68
Girder size
39G5N SPECIAL
Weight
58.00
PLF
Weight
PLIF
Weight
PLF
Weight
lFile: Girder Reactions.xIs, 11-27-12
SHUTLER
CONSULTING
ENGINEERS, INC.
12503 Bel -Red Road, Suite 100
Bellevue, WA 98005
(425) 450-4075 - FAX (425) 450-4076
JOB SEBCO
SHEET No.- 9-01 -OF
CALCULATED BY. AH
DATE: 1-3-2018
SCALE:
Girder Reactions & Sizes
Mark number
Girder Trib
RG -
Span
39.00
ft.
Assumed girder wt
80.00
plf
Deadload
15.00
psf
Live load
25.00
psf
Tributary width for uniform loads
0.00 ft.
Uniform dead load
0.00
plf
Uniform live load
0.00
plf
Total uniform load
0.00
plf
Point Loads
Mark
Girder Trib
Joist Trib
Distance*
PDL
PLL
PTL
Pi
45.00
9.50
9
7.17
10.69
17.86
P2
45.00
10.00
19
7.55
11.25
18.80
P3
45.00
10.00
29
7.55
11.25
18.80
P4
0.00
0.00
0.00
P5
0.00
0.00
0.00
P6
0.00
0.00
0.00
P7
0.00
0.00
0.00
P8
0.00
0.00
0.00
Distance to the point load from the left end of the girder.
Reactions
Point
loads
Uniform Loads
Total Loads Total Load
Dead Load
Live Load
Dead Load
Live Load
Dead Load
Live Load
Left
11.33
16.88
0.00
0.00
11.33
16.88 28.20
Right
10.95
16.31
0.00
0.00
10.95
16.31 27.26
31rder size
Weight
PLF
Weight
PLF
Weight
PLF
Weight
Girder Reactions.xis, 11-27-12
SHUTLER
CONSULTING
ENGINEERS, INC.
12503 Bel -Red Road, Suite 100
Bellevue, WA 98005
(425) 450-4075 -- FAX (425) 450-4076
JOB SEBCO
SHEET No. 9-3 -OF
CALCULATED BY: AH
DATE: 1-3-2018
SCALE:
Girder Reactions & Sizes
Mark number
RG -
Span
22.67
ft.
Assumed girder wt
80.00
plf
Deadload
15.00
psf
Live load
25.00
psf
Tributary width for uniform
loads
0.00 ft.
Uniform dead load
0.00
plf
Uniform live load
0.00
plf
Total uniform load
0.00
plf
Point Loads
Mark
Girder Trib
Joist Trib
Distance*
PDL
PLL
PTL
Pi
45.00
6.33
2.67
4.78
7.12
11.90
P2
45.00
10.00
12.67
7.55
11.25
18.80
P3
0.00
0.00
0.00
P4
0.00
0.00
0.00
P5
0.00
0.00
0.00
P6
0.00
0.00
0.00
P7
0.00
0.00
0.00
P8
0.00
0.00
0.00
Distance to the point load from the left end of the girder.
Reactions
Point
loads
Uniform Loads
Total Loads Total Load
Dead Load
Live Load
Dead Load
Live Load
Dead Load
Live Load
Left
7.55
11.25
0.00
0.00
7.55
11.25 18.79
Right
4.78
7.13
0.00
0.00
4.78
7.13 11.91
Girder size
Weight
PLF
Weight
PLF
Weight
PLF
Weight
!: Girder Reactions.xls, 11-27-12
SHUTLER
CONSULTING
ENGINEERS, INC.
12503 Bel -Red Road, Sufte 100
Bellevue, WA 98005
(425) 450-4075 - FAX (425) 450-4076
JOB SEBCO
SHEET No. S- 4 OF
CALCULATED BY: AH
1-3-2018
SCALE:
Girder Reactions & Sizes
\Aark number
Girder Trib
RG- \0
Span
61.00
ft.
Nssumed girder wt
80.00
plf
Deadload
15.00
psf
_ive load
25.00
psf
rributary width for uniform
loads 0.00 ft.
Jniforrn dead load
0.00
plf
Jniform live load
0.00
pif
rotal uniform load
0.00
plf
Point Loads
Mark
Girder Trib
Joist Trib
Distance*
PDL
PLL
PTL
Pi
40.00
10.00
10
6.80
10.00
16.80
P2
40.00
10.00
20
6.80
10.00
16.80
P3
40.00
10.00
30
6.80
10.00
16.80
P4
40.00
10.00
40
6.80
10.00
16.80
P5
40.00
7.75
50
5.27
7.75
13.02
P6
40.00
5.50
56.5
3.74
5.50
9.24
P7
0.00
0.00
0.00
P8
0.00
0.00
0.00
Distance to the point load from the left end of the girder.
Reactions
Point
loads
Uniform Loads
Total*Loads Total Load
Dead Load
Live Load
Dead Load
Live Load
Dead Load
Live Load
Left
17.28
25.41
0.00
0.00
17.28
25.41 42.69
Right
18.93
27.84
0.00
0.00
18.93
27.84 46.77
Girder size
Weight
PLF
Weight
PLF
Weight
PLF
Weight
a: Girder Reactions.xls, 11-27-12
SHUTLER
CONSULTING
ENGINEERS, INC.
12503 Bel -Red Road, Suite 100
Bellevue, WA 98005
(425) 450-4075 - FAX (425) 450-4076
JOB SEBCO
SHEET No. 5-5 -OF
CALCULATED BY: AH
DATE: 1-3-2018
SCALE:
Girder Reactions & Sizes
Mark number
-
RG- 11
Span
39.00
ft.
Assumed girder wt
80.00
plf
Deadload
15.00
psf
Live load
25.00
psf
Tributary width for uniform
loads 0.00 ft.
Uniform dead load
0.00
pif
Uniform live load
0.00
plf
Total uniform load
0.00
pif
Point Loads
Mark
Girder Trib
Joist Trib
Distance*
PDL
PLL
PTL
Pi
40.00
9.50
9
6.46
9.50
15.96
P2
40.00
10.00
19
6.80
10.00
16.80
P3
40.00
10.00
29
6.80
10.00
16.80
P4
0-.00
0.00
0.00
P5
0.00
0.00
0.00
P6
0.00
0.00
0.00
P7
0.00
0.00
0.00
P8
0.00
0.00
0.00
Distance to the point load from the left end of the girder.
Reactions
Point
loads
Uniform Loads
Total Loads Total Load
Dead Load
Live Load
Dead Load
Live Load
Dead Load
Live Load
Left
10.20
15.00
0.00
0.00
10.20
15.00 25.20
Right
9.86
14.50
0.00
0.00
9.86
14.50 24.36
3irder size
Weight
PLF
Weight
PLF
Weight
PLF
Weight
�: Girder Reactions.xls, 11-27-12
SHUTLER
CONSULTING
ENGINEERS, INC.
12503 Bel -Red Road, Suite 100
Bellevue, WA 98005
(425) 450-4075 - FAX (425) 4504076
JOB SEBCO
SHEET No._5_ (a -OF
CALCULATED BY. AH
DATE: 1-3-2018
SCALE:
Girder Reactions & Sizes
Mark number
Girder Trib
RG- V3
Span
22.67
ft.
Assumed girder wt
80.00
plf
Deadload
15.00
psf
Live load
25.00
psf
Tributary width for uniform
loads 0.00 ft.
Jniform dead load
0.00
plf
Jniform live load
0.00
plf
Total uniform load
0.00
plf
�oint Loads
Mark
Girder Trib
Joist Trib
Distance*
PDL
PLL
PTL
P1
40.00
6.33
2.67
4.30
6.33
10.63
P2
40.00
10.00
12.67
6.80
10.00
16.80
P3
0.00
0.00
0.00
P4
0.00
0.00
0.00
P5
0.00
0.00
0.00
P6
0.00
0.00
0.00
P7
0.00
0.00
0.00
P8
0.00
0.00
0.00
Distance to the
point load from the left end of the girder.
leactions
Point
loads
Uniform
Loads
Total Loads Total Load
Dead Load
Live Load
Dead Load
Live Load
Dead Load
Live Load
Left
6.80
10.00
0.00
0.00
6.80
10.00 16.79
Right
4.31
6.33
0.00
0.00
4.31
6.33 10.64
3irder size
Weight
PLF
Weight
PLF
Weight
PLF
Weight
Girder Reactions.xls, 11-27-12
SHUTLER
CONSULTING
ENGINEERS, INC.
12503 Bel -Red Road, Suite 100
Bellevue, WA 98005
�0' (425) 4504075 - FAX (425) 4504076
JOB SEBCO
SHEET No. OF
CALCULATED BY: AH
DATE: 1-3-2017
SCALE:
Point Loads
Mark
GirderTrib
Girder Reactions & Sizes
Mark number
PDL
RG- jl�
Span
61.00
ft.
A,ssumed girder wt
80.00
plf
Deadload
15.00
psf
Live load
25.00
psf -
Tributary width for uniform loads
0.00 ft.
Uniform dead load
0.00
plf
Uniform live load
0.00
plf
Total uniform load
0.00
plf
Point Loads
Mark
GirderTrib
JoistTrib
Distance*
PDL
PLL
PTL
Pi
28.37
10.00
10
5.06
7.09
12.15
P2
31.63
10.00
20
5.54
7.91
13.45
P3
34.89
10.00
30
6.03
8.72
14.76
P4
38.15
10.00
40
6.52
9.54
16.06
P5
41.41
7.75
50
5.43
8.02
13.46
P6
43.21
5.60
56.5
4.00
5.94
9.95
P7
0.00
0.00
0.0d
P8
0.00
0.00
0.00
Distance to the
point load from the left end of the girder.
:Zeactions
Point
loads
Uniform
Loads
Total Loads Total Load
Dead Load
Live Load
Dead Load
Live Load
Dead Load
Live Load
Left
14.54
20.85
0.00
0.00
14.54
20.85 35.39
Right
18.05
26.38
0.00
0.00
18.05
26.38 44.43
3irder size
Weight
PLF
Weight
PLF
Weight
PLF
Weight,
�: Girder Reactions.xls, 11-27-12
SHUTLER
CONSULTING
ENGINEERS, INC.
12503 Bel -Red Road, Sufte 100
Bellevue, WA 98005
(425) 450-4075 - FAX (425) 450-4076
Mark number
Girder Trib
RG- 1�5
Span
50.00
ft.
kssumed girder wt
80.00
plf
Deadload
15.00
psf
Live load
25.00
psf
rributary width for uniform
loads
0.00
Llniforrn dead load
0.00
plf
Jniform live load.
0.00
plf
Fotal uniform load
0.00
plf
Point Loads
JOB SEBCO
SHEET No. -S-9 OF
CALCULATED BY: AH
DATE: 1-3-2018
SCALE:
Girder Reactions & Sizes
ft.
Mark
Girder Trib
Joist Trib
Distance*
Pi
45.00
6.67
2.67
P2
45.00
10.00
12.67
P3
40.00
6.92
22.67
P4
40.00
6.92
26.5
P5
45.00
10.00
36.5
P6
45.00
10.00
46.5
P7
0.00
P8
Distance to the point load from the left end of
the girder.
Reactions
Point loads
J'ja�-
Of= Vj1F bwo.m
PDL
PLL
PTL
5.04
7.50
12.54
7.55
11.25
18.80
4.711
6.92
11.63
4.71
6.92
11.63
7.55
11.25
18.80
7.55
11.25
18.80
0.00
0.00
0.00
0.00
0.00
0.00
Point loads
Uniform Loads
Total Loads
Dead Load Live Load
Dead Load Live Load
Dead Load Live Load
Left 17.75 26.36
0.00 0.00
17.75 26.36
Right 19.34 28.73
0.00 0.00
19'.34 28.73
311rder size
Weight
PLF
Weight
PLF
Weight
PLF
Weight
�: Girder Reactions.xls, 11 -27-12
Total Load
44.12
48.07
SHUTLER
CONSU LTI NG
ENGINEERS, INC
12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
FAX (425) 450-4076
JOB
SHEETNO. S-10 OF
CALCULATED By A-4
DATE
SCALE
I
qO
Raj
zwo psL
0
sm
OW
142
SHUTLER CONSULTING ENGINEERS, INC. Job Name SESCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: AH
Bellevue, washington 98005 Date: 5-30-2018
(425) 450-4075 Sheet No. : -&-11
--------------------------------------------------------------------------------
Retaining wall design program, Version 2.0, latest revision 3-8-2018
RETAINING WALL DESIGN
Description: Truck Well Wall - Pre Slab Pour
DESIGN CRITERIA
Active earth pressure =
35.00 pcf
Passive earth pressure =
250.00 pcf
load on exposed portion of the wall (LRFD) =
20.00 psf
�Wind
seismic load do to soil pressure (LRFD) =
24.00 psf
Seismic load do to wall weight (LRFD) =
25.30 psf
Weight of soil =
110.00 pcf
Surcharge height =
2.00 ft.
Coefficient of friction =
0.35
Allowable soil bearing capacity =
3,000.00 psf
Superimposed load on the wall
No
Slab present to resist sliding
Yes
Slab thickness =
6.00 in.
Width of slab to resis� sliding =
10.00 ft.
Active pressure considered to bottom of footing.
WALL AND FOOTING DIMENSIONS
Unbalanced height of fill
= 4.00 ft.
Wall height above soil on high side
= 0.00 ft.
Depth to bottom of footing
= 1.50 ft.
Depth of key below footing
= 0.00 ft.
Toe dimension
= 12.00 in.
Stem thickness
= 6.00 in.
Heel dimension
= 36.00 in.
Total footing width
= 4.50 ft.
Footing thickness
= 12.00 in.
f'c of wall concrete
= 3,500.00 psi.
Fy of wall steel
= 60,000.00 psi.
f1c of footing concrete
= 3,500.00 psi.
Fy of footing steel
= 60,000.00 psi.
DESIGN SUMMARY
--------------
Soil bearing less than allowable for all load cases.
Factor of safety against sliding is OK for all load cases.
Factor of safety against overturning is OK for all load cases.
Shear reinforcing is not required in the footing.
NOTES
IBC -2018, Section 1807.2.3 states:
"Retaining walls shall be designed to resist the lateral action of soil
to produce sliding and overturning with a minimum safety factor of 1.5 in
each case. The load combinations of Section 1605 shall not apply to this
requirement. Instead, the design shall be based on 0.7 times the nominal
earthquake loads, 1.0 times other nominal loads, and investigation with one
or more of the variable loads set to zero."
"EXCEPTION: Where earthquake loads are includes, the mimimum. safety factor
for retaining wall sliding and overturning shall be 1.1"
This program uses a factor of safety = 1.1 for combinations including
seismic loads, a factor of safety of 1.2 for combinations that include
wind loads and a factor of safety of 1.5 for all other load cases.
Page 1
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: AH
Bellevue, washington 98005 Date: 5-30-2018
(425) 450-4075 Sheet No.: 5_Q
------------------------------------------------------------------------------------------
Description: Truck Well Wall - Pre Slab Pour
STABILITY CHECK AND SOIL BEARING
--------------------------------
Service load Case 1, 1.OD + 1.0H
Driving Force
0.91
kips
Overturning moment
2.03
ft -kips
Resisting Force
1.67
kips
Resisting moment
8.54
ft -kips
S.F. Sliding
1.82
S.F. Overturning
4.21
Soil Bearing, right
Soil Bearing, Left
925.34
psf
Soil Bearing, right
502.44 psf
Service load Case 2,
-----------------------------------------------------------------------------
1.OD +
1.OL +
1.OH
Overturning Moment
3.25
Driving Force
0.91
kips
Overturning Moment
2.03
ft -kips
Resisting Force
1.67
kips
Resisting moment
8.54
ft -kips
I S.F. Sliding
1.82
362.42
S.F. Overturning
4.21
1.2D + 1.0W + 1.OL
Soil Bearing, Left
925.34
psf
Soil Bearing, right
502.44 psf
Service load Case 3,
-----------------------------------------------------------------------------
1.OD +
0.6W +
1.OH
2.00 kips
Resisting moment
Driving Force
0.91
kips
Overturning Moment
2.03
ft -kips
Resisting Force
1.67
kips
Resisting moment
8.54
ft -kips
S.F. Sliding
1.82
+ 1.6H
S.F. Overturning
4.21
Driving Force
Soil Bearing, Left
925.34
psf
Soil Bearing, right
502.44 psf
Service load Case 4,
1.OD +
0.7E +
1.OH
I S.F. Sliding
1.15
-----------------------------------------------------------------------------
Driving Force
1.10
kips
Overturning Moment
2.55
ft -kips
Resisting Force
1.67
kips
Resisting moment
8.54
ft -kips
I S.F. Sliding
1.51
S.F. Overturning
3.35
1 Soil Bearing, Left
1,080.OQ
psf
Soil Bearing, right
347.78
psf
LRFD SOIL BEARING FOR FOOTING DESIGN
-----------------------------
LRFD load Case 1, 1.4D + 1.6H
Driving Force
1.46 kips
Overturning Moment
3.25
ft -kips
Resisting Force
2.34 kips
Resisting moment
11.96
ft -kips
S.F. Sliding
1.60
S.F. Overturning
3.68
Soil Bearing, Left
1,415.73 psf
Soil Bearing, right
583.16
psf
LRFD load Case 2,
1.2D + 1.6L + 1.6H
-----------------------------------------------------------------------------
Driving Force
1.46 kips
Overturning Moment
3.25
ft -kips
Resisting Force
2.00 kips
Resisting moment
10.25
ft -kips
I S.F. Sliding
1.37
S.F. Overturning
3.16
Soil Bearing, Left
1,350.91 psf
Soil Bearing, right
362.42
psf
LRFD load Case 3,
1.2D + 1.0W + 1.OL
+ 1.6H
-----------------------------------------------------------------------------
Driving Force
1.46 kips
Overturning Moment
3.25
ft -kips
Resisting Force
2.00 kips
Resisting moment
10.25
ft -kips
S.F. Sliding
1.37
S.F. Overturning
3.16
Soil Bearing, Left
1,350.91 psf
Soil Bearing, right
362.42
psf
LRFD load Case 4,
-----------------------------------------------------------------------------
1.2D + 1.OE + 1.OL
+ 1.6H
Driving Force
1.73 kips
Overturning Moment
3.99
ft -kips
Resisting Force
2.00 kips
Resisting moment
10.25
ft -kips
I S.F. Sliding
1.15
S.F. Overturning
2.57
Soil Bearing, Left
1,571.85 psf
Soil Bearing, right
141.48
psf
Page 2
SHUTLER CONSULTING ENGINEERS, INC.
Structural Engineers
12503 Bel -Red Road, Suite 100
Bellevue, washington 98005
(425) 450-4075
----------------------------------------------
Description: Truck Well Wall - Pre Slab Pour
FOOTING DESIGN
--------------
Steel strength, fy = 60,000.00 psi
Concrete strength, f1c = 3,500.00 psi
Job Name SEBCO
Job No. 16-47
Engr: AH
Date: 5-30-2018
Sheet No.: s,1.3
------------------------------
TOE REINFORCEMENT (Bottom Steel)
--------------------------------
Depth to steel (d -bottom) = 8.50 in.
Mu = 0.61 kip -ft.
Required area of steel = 0.016 in.^2 per foot
Minimum area of steel required is 0.34 in.A2/ft.
or 1/3 more than required by design
Maximum area of steel allowed is 1.84 in.^2/ft.
Vu = 0.37 kips
Phi * Vc = 9.05 kips
*** No shear reinforcement required ***
HEEL REINFORCEMENT (Top Steel)
------------------------------
Depth to steel (d_top) = 9.50 in.
Mu = 2.60 kip -ft.
Required area of steel = 0.061 in.^2 per foot
Minimum area of steel required is 0.38 in.^2/ft.
or 1/3 more than required by design
Maximum area of steel allowed is 2.06 in.^2/ft.
Vu = 1.26 kips
Phi * Vc = 10.12 kips
*** No shear reinforcement required ***
HEEL REINFORCEMENT (Bottom Steel)
---------------------------------
I NONE REQUIRED I
---------------------------------
WALL DESIGN
-----------
Steel strength, fy = 60,000.00 psi
Concrete strength, f1c = 3,500.00 psi
Depth to steel from exposed face = 4.50 in.
STEM REINFORCEMENT
------------------
Depth
Max. Ultimate
Area of Steel
Moment
required
(Feet)
Kip -ft.)
(in.^2 / ft.)
0.00
0.00
0.00
0.23
0.00
0.00
0.45
0.02
0.00
0.68
0.04
0.00
0.90
0.07
0.00
1.13
0.12
0.01
1.35
0.17
0.01
1.58
0.24
0.01
1.80
0.32
0.02
2.03
0.41
0.02
2.25
0.51
0.03
2.48
0.64
0.03
2.70
0.77
0.04
2.93
0.92
0.05
3.15
1.09
0.05
3.38
1.28
0.06
3.60
1.48
0.07
3.83
1.70
0.09
4.05
1.94
0.10
4.28
2.20
0.11
4.50
2.48
0.13
Minimum area of steel
required is 0.18
in.^2/ft.
or 1/3 more than
required by design
Maximum area of steel
allowed is 0.98
in.^2/ft.
Page 3
Shutler Consulting Engineers, Inc. Project Title:
12503 Bel -Red Road Engineer.
Suite 100 Project ID:
Bellevue, WA 98005 Project Descr:
(425) 450-4075 * Fax (425) 45&4076
Printed: 29 MAY 2018,11:42AM
NPROGRA-MNERCA-i
File C.
C'' on' cl, re, te, B, ea, m
Description : Finished Truck Well Walls
. C6DE REFERENCES,
Calculations per
Load Combination Set: IBC 2015
Material Properties
fc 1/2 . -
3.0 ksi
Phi Values
Flexure: 0.90
fr = fc 7.50
410.792 psi
Maximum Bending Stress Ratio
Shear: 0.750
y Density
145.0 pcf
0.135
0.850
X LtWt Factor
1.0
Max Downward Transient Deflection
0.000 in
Elastic Modulus
3,122.0 ksi
Fy - Stirrups
60.0 ksi
fy - Main Rebar
60.0 ksi
E - Stirrups =
29,000.0 ksi
E - Main Rebar
29,000.0 ksi
Stirrup Bar Size #
3
Ratio =
Number of Resisting Legs Per Stirrup =
2
E(O.054,0.954,) H(O.07,0.21.)
4
9�0
Cross Section & keirforcing Details
Rectangular Section, Width = 12.0 in, Height = 6.0 in
Span #1 Reinforcing....
144 at 3.0 in from Bottom, from 0.0 to 4.0 ft in this span
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 11
Varying Uniform Load : E= 0.0540->0.0540, H= 0.070-4.210 k/ft, Extent = 0.0 ->> 4.0 ft, Trib VVidth = 1.0 ft
L)L-SIUN SUMMARY
Support notation Far left is #1
Load Combination
Support 1
Support 2
Maximum Bending Stress Ratio
0.214 : 1
Maximum Deflection
Overall MlNimurn
0.135
0.081
Section used for this span
Typical Section
Max Downward Transient Deflection
0.000 in
Ratio =
0 <360.0
Mu: Applied
-0.5411 k -ft
Max Upward Transient Deflection
0.000 in
Ratio =
0 <360.0
Mn * Phi: Allowable
2.523 k -ft
Max Downward Total Deflection
0.000 in
Ratio =
999 <240
+D+0.60W+H
0.301
Max Upward Total Deflection
0.000 in
Ratio =
999 <240
Location of maximum on span
0.000 ft
0.259
+D+0.750L+0.750S+0.450W+H
0.301
0.259
Span #where maximum occurs
Span # 1
. Verdicali Re actions
Support notation Far left is #1
Load Combination
Support 1
Support 2
Overall MAXimum
0.395
0.316
Overall MlNimurn
0.135
0.081
+0+H
0.301
0.259
+D+L+H
0.301
0.259
40+Lr+H
0.301
0.259
+D+S+H
0.301
0.259
+D+0.75OLr+0.750L+H
0.301
0.259
+D40.750L+0.750S+H
0.301
0.259
+D+0.60W+H
0.301
0.259
+D+0.70E+H
0.395
0.316
+0-+0.750Lr-+0.756L+0.450W+H
0.301
0.259
+D+0.750L+0.750S+0.450W+H
0.301
0.259
0
Shutler Consulting Engineers, Inc.
12503 Bel -Red Road
Suite 100
Bellevue, WA 98005
(425) 4504075 * Fax (425) 450-4076
,Concrete Beam.
Description : Finished Truck Well Walls
Project Title:
Engineer:
Project ID:
ProjectlDescr:
Printed: 29 MAY 2018,11:42AM
Veirticall Re -actions
Support notation Far left is #1
Load Combination
Supportl
Support 2
+D+0.750L+0.750S+0.5250E+H
0.372
0.302
.+0.60D+0.60W+0.60H
0.181
0.155
+0.60D+0.70E+0.60H
0.275
0.212
D Only
Lr Only
L Only
S Only
W Only
E Only
0.135
0.081
H Only
0.301
0.259
betailed Shear Information
Span
Distance
V
Vu
(k)
MU
d*Vu/Mu
Phi*Vc
Comment
Phi*Vs
Phi*Vn
Spacing (in)
Load Combination Number
(ft)
(in) Actual
Des�n
(k -ft)
(k)
(k)
(k) Req'd Suggest
+1.20D+0.50L+0.70S+E+1.601
1
0.00
3.00
0.62
0.62
0.54
0.28
2.92
Vu < PhiVc/2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.01
3.00
0.62
0.62
0.54
0.29
2.92
Vu < PhiVc12
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.01
3.00
0.61
0.61
0.53
0.29
2.92
Vu < PhiVc/2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.02
3.00
0.61
0.61
0.53
0.29
2.92
Vu < PhiVc/2
Not Reqd 1
2.9
0.0
0.0
+1.201)4�01-470S+E+1.601
1
0.03
3.00
0.61
0.61
0.52
0.29
2.92
Vu < PhiVc/2
Not Reqd 1
2.9
0.0
0.0
+1,20D+0.50L+0.70S+E+1.601
1
0.04
3.00
0.61
0.61
0.52
0.29
2.92
Vu < PhiVct2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.04
3.00
0.61
0.61
0.51
0.30
2.92
Vu <.PhiVct2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.05
3.00
0.61
0.61
0.51
0.30
2.92
Vu < PhiVc12
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.06
3.00
0.61
0.61
0.51
0.30
2.92
Vu < PhiVc(2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L-t0.70S+E+1.60l
1
0.07
3.00
0.61
0.61
0.50
0.30
2.92
Vu < PhiVct2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L-�0.70S+E+1.60l
1
0.07
3.00
0.60
0.60
0.50
0.30
2.92
Vu < PhiVc/2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.08
3.00
0.60
0.60
0.49
0.31
2.92
Vu < PhiVc/2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.09
3.00
0.60
0.60
0.49
0.31
2.93
Vu < PhiVc/2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.09
3.00
0.60
0.60
0.48
0.31
2.93
Vu < PhiVc/2
Not Reqd 1
2.9
0.0
0.0
+1.20D-450L-+0.70S+E+1.601
1
0.10
3.00
0.60
0.60
0.48
0.31
2.93
Vu < PhiVcJ2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.11
3.00
0.60
0.60
0.47
0.32
2.93
Vu < PhiVc(2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.12
3.00
0.60
0.60
0.47
0.32
2.93
Vu < PhiVrJ2
Not Reqd 1
2.9
0.0
0.0
+1.20D40.50L+0.70S+E+1.60l
1
0.12
3.00
0.60
0.60
0.47
0.32
2.93
Vu < PhiVc12
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.13
3.00
0.59
0.59
0.46
0.32
2.93
Vu < PhiVc(2
Not Reqd 1
2.9
0.0
0.0
+1.20D450L+0.70S+E+1.60l
1
0.14
3.00
0.59
0.59
0.46
0.32
2.93
Vu < PhiVc/2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.15
3.00
0.59
0.59
0.45
0.33
2.93
Vu < PhiVc12
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.15
3.00
0.59
0.59
0.45
0.33
2.93
Vu < PhiVrJ2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.16
3.00
0.59
0.59
0.44
0.33
2.93
Vu < PhiVc/2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.17
3.00
0.59
0.59
0.44
0.33
2.94
Vu < PhiVc12
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.17
3.00
0.59
0.59
0.44
0.34
2.94
Vu < PhiVc/2
Not Reqd 1
2.9
0.0
0.0
+1.20D40.50L+0.70S+E+1.60l
1
0.18
3.00
0.59
0.59
0.43
0.34
2.94
Vu < PhiVc12
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.19
3.00
0.58
0.58
0.43
0.34-
2.94
Vu < PhiVc/2
Not Reqd 1
2.9
0.0
0.0
+1.20D.+0.50L+0.70S+E+1.601
1
0.20
3.00
0.58
0.58
0.42
0.34
2.94
Vu < PhiVc/2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L40.70S+E+1.60l
1
0.20
3.00
0.58
0.58
0.42
0.35
2.94
Vu < PhiVd2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L-470S+E+1.601
1
0.21
3.00
0.58
0.58
0.41
0.35
2.94
Vu < PhfVcf2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L-+0.70S+E+1.601
1
0.22
3.00
0.58
0.58
0.41
0.35
2.94
Vu < PhiVc/2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.23
3.00
0.58
0.58
0.41
0.36
2.94
Vu < PhiVcJ2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.23
3.00
0.58
0.58
0.40
0.36
2.94
Vu < PhiVc12
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L-10.70S+E+1.60l
1
0.24
3.00
0.58
0.58
0.40
0.36
2.95
Vu < PhiVct2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.25
3.00
0.57
0.57
0.39
0.36
2.95
Vu < PhiVct2
Not Reqd 1
2.9
0.0
0.0
+1.20D-10.50L+0,70S+E+1.60l
1
0.26
3.00
0.57
0.57
0.39
0.37
2.95
Vu < Ph[Vc/2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.26
3.00
0.57
0.57
0 ' 39
0.37
2.95
Vu < PhiVrJ2
Not Reqd 1
2.9
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.27
3.00
0.57
0.57
0.38
0.37
2.95
Vu < PhiVc12
Not Reqd 1
3.0
0.0
0.0
+1.20D-+0.50L+0.70S+E+1.601
1
0.28
3.00
0.57
0.57
0.38
0.38
2.95
Vu < PhiVc12
Not Reqd 1
3.0
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.28
3.00
0.57
0.57
0.37
0.38
2.95
Vu < PhiVct2
Not Reqd 1
3.0
0.0
0.0
+1.20D+0.50L+0.70S+E+1.601
1
0.29
3.00
0.57
0.57
0.37
0.38
2.95
Vu < PhiVc/2
Not Reqd 1
3.0
0.0
0.0
+1.20D+0.50L.+0.70S+E+1.601
1
0.30
3.00
0.56
0.56
0.36
0.39
2.95
Vu < PhiVc(2
Not Reqd 1
3.0
0.0
0.0
SHUTLER CONSULTING ENGINEERS, INC.
Job Name SEBCO
Structural Engineers
Job No. 16-47
12503 Bel -Red Road, Suite 100
Engr: AH
Bellevue, washington 98005
Date: 5-21-2018
(425) 450-4075
Sheet No.: 'S_1�
------------------------------------------------------------------------------------------
***** TILT UP WALL DESIGN *****
(Considering P -Delta effects per Section 11.8
of ACI 318-14)
Tilt- wall design program, Version 1.0, latest
revision 1-8-2018
Description: Truck Well Panel - 21" Leg, 111 Opening.
Page I
ALLOWABLE STRESSES AND DESIGN CRITERIA
f1c of concrete
= 5,000.00 psi.
Fy of steel
= 60,000.00 psi.
Basic wind speed ---
> 110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
Wind exposure catagory ( B, C or D ) ---
> B
Lamda based on a mean roof height
= 34.00 feet
Net design wind pressure based on a calc. trib area
= 205.95 sq ft.
Kzt, Wind topographic factor
= 1.00
Wind load ( p Lamda * Iw * P net 30
21.42 psf.
(P = 1.05 1.00 * 20.40)
Seismic importance factor
1.00
Site class (A, B, C, D, or E) ---
> D
Seismic load, Fp .4 * Sds Ip * Wp, 0.1 Wp (min)
= 46.81 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds = 1.01
Ev = 0.2 * Sds IP * D
= 0.20 D
Maximum allowed overstress
= 0.00 %
Wall thickness for weight calculations
= 9.25 inches
Wall thickness for design calculations
= 8.50 inches
Parapet height, height of wall above roof.
= 1.58 feet
Design height, distance between floor and roof.
= 33.42 feet
Fixity coefficient
= 0.85
Tributary width for design loads
= 7.25 feet
Uniform dead load on design section
= 375.00 # / ft.
Uniform live load on design section
= 625.00 # / ft.
Concentrated dead load on design section
= 0.00 lbs.
Concentrated live load on design section
= 0.00 lbs.
Additional wt. applied to wall. ( ie. Stucco.
= 0.00 psf.
Eccentricity, dist from center of wall to load
= 8.13 inches
Depth to centroid of steel
= 7.00 inches
Weight of wall
= 115.63 psf.
Weight of wall on design section
= 13,233.53 # / ft.
Total design load on design section
= 20,483.53 # / ft.
Steel ratio ( As ( b * d ))
= 0.0120
Modulus of rupture (7.5 * (f'c^.5))
= 530.33 psi.
Modulus of elasticity ( Concrete
= 4,030.51 ksi.
n = Es / Ec
= 7.20
Cracking Moment
= 134.11 in. -k
Delta Cracked
= 0.37 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, (-Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.27 in. for all cases.
Wall is tension controled for all load cases, minimum steel strain is 0.01010
Maximum axial stress ( 147.86 psi. ) is less than .06 * f'c = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: AH
Bellevue, washington 98005 Date: 5-21-2018
(425) 450-4075 Sheet No.: s -1-7
------------------------------------------------------------------------------------------
Description: Truck Well Panel - 21" Leg, 11' Opening. Page 2
4 Number 6 Bars
Results shown are for 21.00 inch wide section.
CASE I @
Roof, U =
1.4D ( M = P*e -- No
P
* Deflection.
Service
Load = 1.OD
----------------------------------------------------------------------------
Service
Defl. =
N.A. in.
Mu
30.93
in -k
Ultimate
Defl.=
N.A. in.
Phi *
Mn
621.13
in -k
CASE 1 @
Mid -ht., U
= 1.4D ( M = .5*P*e
+
P * Deflection.
Service
Load = 1.OD
----------------------------------------------------------------------------
Service
Defl. =
0.03 in.
Mu
19.31
in -k
Ultimate
Defl.=
0.17 in.
-----------
Phi *
Mn
679.11
in -k
CASE 2 @
Roof, U =
1.2D + 1.6 (Lr or S
or
R) + 1.OL (M=P*e,
No P*Delta)
Service
Load = 1.0D
+ 1.0(Lr or S or R)
----------------------------------------------------------------------------
Service
Defl. =
N.A. in.
Mu
85.41
in -k
Ultimate
Defl.=
N.A. in.
Phi *
Mn
642.26
in -k
CASE 2 @
Mid -ht, U
= 1.2D + 1.6(Lr or S
or
R) + 1.OL (M=.5*P*e
+
P*Delta.)l
Service
Load = 1.OD
+ I.O(Lr or S or R)
-----------------------------------------------------------------------------
Service
Defl. =
0.09 in.
Mu
55.67
in -k
Ultimate
Defl.=
0.49 in.
Phi *
Mn
691.65
in -k
CASE 3
U = 1.2D +
1.6 ( Lr or S or R )
+
0.5W
Service
load = 1.OD
+ 0.75L + 0.75*0.6W
+
0.75(Lr
or S or
R)
----------------------------------------------------------------------------
Service
Defl. =
0.46 in.
Mu
178.18
in -k
Ultimate
Defl.=
1.57 in.
Phi *
Mn
691.65
in -k
CASE 4
U = 1.2D +
1.OW + 1.OL + 0.5 (Lr
or S or
R)
Service
load = 1.OD
+ 0.75L + 0.75*0.6W
+
0.75(Lr
or S or
R)
----------------------------------------------------------------------------
Service
Defl. =
0.46 in.
Mu
260.28
in -k
Ultimate
Defl.=
2.33 in.
Phi *
Mn
676.25
in -k
CASE 5
U = (1.2 + 0.2 Sds)D + 1.OE + 1.OL
+ 0.2S
Service
load = (1.0
+ 0.1 Sds)D + 0.75L
+
0.525E
+ 0.75(Lr
or S or
R)
----------------------------------------------------------------------------
Service
Defl. =
1.58 in.
Mu
542.15
in -k
Ultimate
Defl.=
4.83 in.
Phi *
Mn
682.04
in -k
CASE 6 U
= 1.2D + 1.OW
Service
load = 1.OD
+ 0.6W
----------------------------------------------------------------------------
Service
Defl. =
0.57 in.
Mu
243.17
in -k
Ultimate
Defl.=
2.19 in.
Phi *
Mn
669.22
in -k
CASE 7 U
= (1.2 + 0.2 Sds)D + 1.OE
Service
load = (1 +
0.14Sds)D + ME
----------------------------------------------------------------------------
Service
Defl. =
2.04 in.
Mu
532.48
in -k
Ultimate
Defl.=
4.76 in.
Phi *
Mn
679.23
in -k
CASE 8 U
= 0.9D + 1.OW
Service
load = 0.6D
+ 0.6W
----------------------------------------------------------------------------
Service
Defl. =
0.51 in.
Mu
227.78
in -k
Ultimate
Defl.=
2.08 in.
Phi *
Mn
654.30
in -k
CASE 9 U
= (0.9 - 0.2 Sds)D + 1.OE
Service
load = (0.6
- 0.14 Sds)D + ME
----------------------------------------------------------------------------
Service
Defl.
1.88 in.
Mu
466.38
in -k
Ultimate
Defl.=
4.31 in.
Phi *
Mn
644.20
in -k
SHUTLER CONSULTING ENGINEERS, INC. Job Name Sebco
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: AH
Bellevue, washington 98005 Date: 5-17-2018
(425) 450-4075 Sheet No.: S-1 Z
------------------------------------------------------------------------------------------
***** TILT UP WALL DESIGN *****
(Considering P -Delta effects per Section 11.8 of ACI 318-14)
Tilt- wall design program, Version 1.0, latest revision 1-8-2018
Description: 21 Leg at 141 Overhead Door Page I
***** ALLOWABLE STRESSES AND DESIGN CRITERIA *****
f'c of concrete =
5,000.00 psi.
Fy of steel =
60,000.00 psi.
Basic wind speed --- >
110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
Wind exposure catagory ( B, C or D ) --- >
B
Lamda based on a mean roof height =
34.00 feet
Net design wind pressure based on a calc. trib area =
255.66 sq ft.
lKzt, Wind topographic factor =
1.00
Wind load ( p Lamda * Iw * P net 30 =
21.42 psf.
(p = 1.05 1.00 * 20.40)
Seismic importance factor =
1.00
Site class (A, B, C, D, or E) --- >
D
Seismic load, Fp .4 * Sds Ip * Wp, 0.1 Wp (min) =
46.81 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds = 1.01
Ev = 0.2 * Sds Ip * D =
0.20 D
Maximum allowed overstress =
0.00 %
Wall thickness for weight calculations =
9.25 inches
Wall thickness for design calculations =
8.50 inches
Parapet height, height of wall above roof. =
1.58 feet
Design height, distance between floor and roof. =
33.42 feet
Fixity coefficient =
0.85
Tributary width for design loads =
9.00 feet
Uniform dead load on design section =
375.00 # ft.
Uniform live load on design section =
625.00 # ft.
Concentrated dead load on design section =
0.00 lbs.
Concentrated live load on design section =
0.00 lbs.
Additional wt. applied to wall. ( ie. Stucco. =
0.00 psf.
Eccentricity, dist from center of wall to load =
8.13 inches
Depth to centroid of steel =
7.00 inches
Weight of wall =
115.63 psf.
Weight of wall on design section =
16,427-83 # / ft.
Total design load on design section =
25,427.8� # / ft.
Steel ratio ( As ( b * d )) =
0.0131
Modulus of rupture (7.5 * (f'c^.5)) =
530.33 psi.
Modulus of elasticity ( Concrete =
4,030.51 ksi.
n = Es / Ec =
7.20
Cracking Moment =
153.27 in. -k
Delta Cracked =
0.37 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.27 in. for all cases.
wall is tension controled for all load cases, minimum steel strain is 0.00899
Maximum axial stress ( 160.60 psi. ) is less than .06 * f'c = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
SHUTLER CONSULTING ENGINEERS, INC. Job Name Sebco
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: AH
Bellevue, washington 98005 Date: 5-17-2018
(425) 450-4075 Sheet No.: S-19
------------------------------------------------------------------------------------------
Description: 2' Leg at 141 Overhead Door Page 2
5 Number 6 Bars
Results shown are for 24.00 inch wide section.
CASE 1 @ Roof, U =
1AD ( M = P*e -- No P
* Deflection.
Service Load = 1.0D
----------------------------------------------------------------------------
Service Defl. =
N.A. in.
Mu
38.39
in -k
Ultimate Defl.=
N.A. in.
Phi *
Mn
769.42
in -k
CASE 1 @ Mid -ht., U
= 1.4D ( M = .5*P*e +
P * Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. =
0.04 in.
Mu
24.17
in -k
Ultimate Defl.=
0.18 in.
Phi *
Mn
839.92
in -k
CASE 2 @ Roof, U =
1.2D + 1.6 (Lr or S or
R) + 1.OL
(M=P*e,
No P*Delta)
Service Load = 1.OD
+ 1.0(Lr or S or R)
----------------------------------------------------------------------------
Service Defl. =
N.A. in.
Mu
106.03
in -k
Ultimate Defl.=
N.A. in.
Phi *
Mn
795.14
in -k
CASE 2 @ Mid -ht, U
= 1.2D + 1.6(Lr or S or
R) + 1.01,
(M=.5*P*e
+ P*Delta.)l
Service Load = 1.OD
+ I.O(Lr or S or R)
----------------------------------------------------------------------------
Service Defl. =
0.10 in.
MU
69.82
in -k
Ultimate Defl.=
0.51 in.
Phi *
Mn
855.14
in -k
1============================================================================I
CASE 3 U = 1.2D +
1.6 ( Lr or S or R ) +
0.5W
Service load = 1.OD
+ 0.75L + 0.75*0.6W +
0.75(Lr
or S or
R)
----------------------------------------------------------------------------
Service Defl. =
0.52 in.
Mu
223.48
in -k
Ultimate Defl.=
1.64 in.
Phi *
Mn
855.14
in -k
CASE 4 U = 1.2D +
1.OW + 1.OL + 0.5 (Lr
or S or
R)
Service load = 1.OD
+ 0.75L + 0.75*0.6W +
0.75(Lr
or S or
R)
----------------------------------------------------------------------------
Service Defl. =
0.53 in.
Mu
325.65
in -k
Ultimate Defl.=
2.43 in.
Phi *
Mn
836.44
in -k
CASE 5 U = (1.2 +
0.2 Sds)D + 1.OE + 1.OL
+ 0.2S
Service load = (1.0
+ 0.1 Sds)D + 0.75L +
0.525E
+ 0.75(Lr
or S or R)
------------------------------
Service Defl.
---------------------------------------------
1.69 in.
Mu
678.90
in -k
Ultimate Defl.=
5.03 in.
Phi *
Mn
843.47
in -k
CASE 6 U = 1.2D + 1.OW
Service load = I.OD
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.64 in.
Mu
303.93
in -k
Ultimate Defl.=
2.28 in.
Phi *
Mn
827.90
in -k
CASE 7 U = (1.2 + 0.2
Sds)D + 1.OE
Service load = (1 +
0.14Sds)D + ME
----------- ----------------------------------------------------------------
Service Defl. =
2.15 in.
Mu
666.50
in -k
Ultimate Defl.=
4.95 in.
Phi *
Mn
840.06
in -k
CASE 8 U = 0.9D + 1.0W
Service load = 0.6D
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.57 in.
Mu
284.20
in -k
Ultimate Defl.=
2.16 in.
Phi *
Mn
809.78
in -k
CASE 9 U = (0.9 - 0.2
Sds)D + 1.OE
Service load = (0.6
- 0.14 Sds)D + ME
----------------------------------------------------------------------------
Service Defl. =
1.98 in.
Mu
581.03
in -k
Ultimate Defl.=
j=============== ------------
4.46 in.
Phi *
Mn
797.49
in -k
SHUTLER CONSULTING ENGINEERS, INC. Job Name SESCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: AH
Bellevue, washington 98005 Date: 5-30-2018
(425) 450-4075 Sheet No.: 1� -M
------------------------------------------------------------------- --------------------
***** TILT UP WALL DESIGN *****
(Considering P -Delta effects per Section 11.8 of ACI 318-14)
Tilt- wall design program, Version 1.0, latest revision 1-8-2018
Description: Solid Panel Portions on Dock Wall
***** ALLOWABLE STRESSES AMD DESIGN CRITERIA *****
f'c of concrete =
5,000.00 psi
7v of steel =
60,000.00 psi.
Basic wind speed --- >
110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
Wind exposure catagory ( B, C or D ) --- >
B
Lamda based on a mean roof height =
34.00 feet
Net design wind pressure based on a calc. trib area =
28.41 sq ft.
Kzt, Wind topographic factor =
1.00
Wind load ( p Lamda * Iw * P'net 30 =
23.73 psf.
(P = 1.05 1.00 * 22.60)
Seismic importance factor =
1.00
Site class (A, B, C, D, or E) --- >
D
Seismic load, Fp .4 * Sds Ip * Wp, 0.1 Wp (min) =
46.81 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds = 1.01
Ev = 0.2 * Sds IP * D =
0.20 D
Maximum allowed overstress =
0.00 %
Wall thickness for weight calculations =
9.25 inches
Wall thickness for design calculations =
8.50 inches
Parapet height, height of wall above roof. =
1.58 feet
Design height, distance between floor and roof. =
33.42 feet
Fixity coefficient =
0.85
Tributary width for design loads =
1.00 feet
Uniform dead load on design section =
375.00 # / ft.
Uniform live load on design section =
625.00 # / ft.
Additional wt. applied to wall. ( ie. Stucco. =
0.00 psf.
Eccentricity, dist from center of wall to load =
8.13 inches
Depth to centroid of steel
7.00 inches
Weight of wall
115.63 psf.
Weight of wall on design section
1,824.97 # / ft.
Total design load on design section
2,824.97 # / ft.
steel ratio ( As ( b * d ))
0.0035
Modulus of rupture (7.5 * (f'c^.5))
530.33 psi.
Modulus of elasticity ( Concrete
4,030.51 ksi.
n = Es / Ec
7.20
Cracking Moment
76.63 in. -k
Delta Cracked
0.37 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.27 in. for all cases.
Wall is tension controled for all load cases, minimum steel strain is 0.04295
Maximum axial stress ( 35.69 psi. ) is less than .06 * f'c = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
Page 1
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: AH
Bellevue, washington 98005 Date: 5-30-2018
(425) 450-4075 Sheet No.: �'-a k
------------------------------------------------------------------- -----------
Description: Solid Panel Portions on Dock Wall
Page 2
# 6
Bar @ 18.00
inches o.c.
CASE 1 @ Roof, U =
1.4D ( M
= P*e -- No P
Deflection.
I Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. =
N.A.
in.
Mu
4.27
in -k
Ultimate Defl.=
N.A.
in.
Phi * Mn
110.06
in -k
CASE 1 @ Mid -ht., U
= 1.4D
( M = .5*P*e +
P * Deflection.
Service Load = 1.01)
----------------------------------------------------------------------------
Service Defl. =
0.01
in.
Mu
2.43
in -k
Ultimate Defl.=
0.10
in.
Phi * Mn
119.32
in -k
CASE 2 @ Roof, U =
1.2D + 1.6 (Lr or S or
R) + 1.OL (M=P*e,
No P*Delta)
Service Load = 1.OD
------------------------------------------------------------
+ 1.0(Lr
or S or R)
Service Defl. =
N.A.
in.
Mu
7 ---------------
11.78
in -k
Ultimate Defl.=
N.A.
in.
Phi * Mn
113.41
in -k
I CASE 2 @ Mid -ht, U
= 1.2D +
1.6(Lr or S or R) + 1.OL (M=.5*P*e +
P*Delta.)l
I Service Load = 1.OD
----------------------------------------------------------------------------
+ 1.0(Lr or S or R)
Service Defl. =
0.02
in.
Mu
6.87
in -k
Ultimate Defl.=
0.27
in.
Phi * Mn
121.34
in -k
I CASE 3 U = 1.2D + 1.6 ( Lr
or S or R ) +
0.5W
Service load = 1.OD
----------------------------------------------------------------------------
+ 0.75L
+ 0.75*0.6W +
0.75(Lr or S or
R)
Service Def ' 1. =
0.08
in.
Mu
23.62
in -k
Ultimate Defl.=
0.93
in.
Phi * Mn
121.34
in -k
CASE 4 U = 1.2D +
1.OW +
1.OL + 0.5 (Lr
or S or R)
Service load = 1.0D
----------------------------------------------------------------------------
+ 0.75L
+ 0.75*0.6W +
0.75(Lr or S or
R)
Service Defl. =
0.08
in.
Mu
36.07
in -k
Ultimate Defl.=
1.44
in.
Phi * Mn
118.85
in -k
CASE 5 U = (1.2 + 0.2 Sds)D + 1.OE + 1.OL + 0.2S
Service load = (1.0
----------------------------------------------------------------------------
+ 0.1 Sds)D + 0.75L +
0.525E + 0.75(Lr
or S or R)
Service Defl. =
0.17
in.
Mu
67.94
in -k
Ultimate Defl.=
2.70
in.
Phi * Mn
119.79
in -k
CASE 6 U = 1.2D + 1.OW
Service load = 1.OD
----------------------------------------------------------------------------
+ 0.6W
Service Defl. =
0.09
in.
Mu
34.19
in -k
Ultimate Defl.=
1.38
in.
Phi * Mn
117.72
in -k
CASE 7 U = (1.2 + 0.2 Sds)D
+ 1.OE
Service load = (1 +
----------------------------------------------------------------------------
0.14Sds)D
+ ME
Service Defl. =
0.20
in.
Mu
67.01
in -k
Ultimate Defl.=
2.67
in.
Phi * Mn
119.34
in -k
CASE 8 U = 0.9D + 1.0W
Service load = 0.6D
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.09
in.
Mu
32.76
in -k
Ultimate Defl.=
1.34
in.
Phi * Mn
115.33
in -k
I CASE 9 U = (0.9 - 0.2 Sds)D
+ 1.0E
Service load = (0.6
----------------------------------------------------------------------------
- 0.14 Sds)D + ME
Service Defl. =
0.20
in.
Mu
61.65
in -k
Ultimate Defl.=
2.56
in.
Phi * Mn
113.72
in -k
Page 2
SHUTLER
CONSULTING
ENGINEERS, INC.
12503 Bel -Red Road, Suite 100
Bellevue, WA 98005
(425) 4504075 - FAX (425) 450-4076
JOB Sebco
SHEET No.- R- 0 - OF
CALCULATED BY: Jis
DATE: 10-8-16
SCALE:
Girder Reactions & Sizes
Mark number
RG -1 3
Span
25.00
ft.
Assumed girder wt
80.00
plf
Deadload
15.00
psf
Live load
25.00
psf
Tributary width for uniform
loads
0.00 ft.
Uniform dead load
0.00
pif
Uniform live load
0.00
plf
Total uniform load
0.00
plf
Point Loads
Mark
Girder Trib
Joist Trib
Distance*
PDL
PLL PTL
Pi
40.00
7.50
0
5.10
7.50 12.60
P2
40.00
7.50
5
5.10
7.50 12.60
P3
40.00
10.00
15
6.80
10.00 16.80
P4
0.00
0.00
0
0.00
0.00 0.00
P5
0.00
0.00
0.
0.00
0.00 0.00
P6
0.00
0.00
0
0.00
0.00 0.00
P7
0.00
0.00
0
0.00
0.00 0.00
P8
0.00
0.00
0
0.00
0.00 0.00
Distance to the point load from the left end of the girder.
Reactions
Point
loads
Uniform Loads
Total Loads Total Load
Dead Load
Live Load
Dead Load
Live Load
Dead Load Live Load
Left
11.90
17.50
0.00
0.00
11.90 17.50 29.40
Right
5.10
7.50
0.00
0.00
5.10 7.50 12.60
Girder size
ntl:s��
3,� 41
Weight
58.00
PLF
37-4
Weight
PLF
Weight
PLF
Weight
lFile: Girder Reactions.xls, 11-27-12
SHUTLER
CONSULTING
ENGINEERS, INC.
I �503 Bel -Red Road, Suite 10'0
Bellevue, WA 98005
(425) 450-4075 - FAX (425) 450-4076
Mark number RG -14
Span 60.00 ft.
Assumed girder wt 80.00 plf
Deadload 15.00 psf
Live load 25.00 psf
Tributary width for uniform loads 0.00/
Uniform dead load
0.00
plf
Uniform live load
0.00
plf
Total uniform load
0.00
plf
Point Loads
JOB Sebco
SHEET No. R- A) OF
CALCULATED BY: . Jis
DATE: 10-8-16
SCALE:
Girder Reactions & Sizes
ft.
Mark
Girder Trib
Joist Trib
Distance*
Pi
25.62
10.00
0
P2
28.88
10.00
10
P3
32.11
10.00
20
P4
35.39
10.00
30
P5
38.65
10.00
40
P6
41.91
10.00
50
P7
0.00
0.00
0
P8
0.00
0.00
0
Distance to the point load from the left end of
the girder.
Reactions
PDL
PLL
PTL
4.64
6.40
11.05
5.13
7.22
12.35
5.62
8.03
13.64
6.11
8.85
14.96
6.60
9.66
16.26
7.09
10.48
17.56,/
0.00
0.00
0.00
0.00
0.00
0.00
Point loads
Uniform Loads
Total Loads Total Load
Dead Load Live Load
Dead Load
Live Load
Dead Load Live Load
Left 19.10 27.16
0.00
0.00
19.10 27.16 46.26
Right 16.08 23.47
0.00
0.00
16.08 23.47 39.56
Girder size ?/42G6N SPECIAL
Weight
??
PLF
Weight
PLF
Weight
PLF
Weight
ile: Girder Reactions.xls, 11-27-12
SHUTLER
CONSULTING
ENGINEERS, INC.
12503 Be] -Red Road, Suite 100 -
Bellevue, WA 98005
(425) 450-4075 - FAX (425) 450-4076
JOB Sebco
SHEET No.- R- ;-;L- OF
Jis
.CALCULATED BY:
DATE: 10-8-16
SCALE:
Girder Reactions & Sizes
Mark number
RG -1 5
Span
50.00
ft.
Assumed girder wt
80.00
plf
Deadload
15.00
ps
Live load
25.00
psV
Tributary width for uniform
loads
0.00 ft.
Uniform dead load
0.00
plf
Uniform live load
0.00
plf
Total uniform load
0.00
plf'
Point Loads
Mark
Girder Trib
Joist Trib
Distance*
PDL
PLL
PTL
Pi
45.'00
7.50
0
5.66
8.44
14.10
P2
45.00
7.50
5
5.66
8.44
14.10
P3
45.00
10.00
15
7.55
11.25
18.80
P4
42.00
10.00
25
7.10
10.50
17.60
P5
42.00
10.00
35
7.10
10.50
17.60
P6
42.00
10.00
45
7.10
10.50
17.60/
P7
0.00
0.00
0
0.00
0.00
0.00
P8
0.00
0.00
0
0.00
0.00
0.00
Distance to the point load from the left end of the girder.
Reactions
Point
loads
Uniform
Loads
Total Loads Total Load
Dead Load
Live Load
Dead Load
Live Load
Dead Load
Live Load
Left
22.43
33.36
0.00
0.00
22.43
33.36 55.79
Right
17.74
26.27
0.00
0.00
17.74
26.27 44.01
-3'� 4? t Al 'f'PZir- 1,9.4 -
Girder size �;!428611 8 IAL
Weight -9r' PLF
Weight PLF
Weight PLF
Weight
117ile: Girder Reactions.xls, 11-27-12
SHUTLER
CONSULTING
ENGINEERS, INC.
12503 Bel -Red Road, Sdite 100'
Bellevue, WA 98005
(425) 450-4075 - FAX (425) 450-4076
JOB Sebco
SHEET No. R- ;L,�o - -OF
CALCULATED BY: JJS
DATE: 10-8-16
SCALE:
Girder Reactions & Sizes
Mark number
RG -1 6
Span
25.00 ft.
Assumed girder wt
80.00 plf
Deadload
15.00 psf
Live load
25.00 psf
Tributary width for uniform
loads 0.00 ft.
Uniform dead load
0.00 plf
Uniform live load
0.00 plf
Total uniform load
0.00 plf
Point Loads
Mark
Girder Trib Joist Trib
Distance*
PDL
PLL
PTL
Pi
42.00 10.00
5
7.10
10.50
17.60
P2
42.00 10.00
15
7.10
10.50
17.60
P3
0.00 0.00
0
0.00
0.00
0.00
P4
0.00 0.00
0
0.00
0.00
0.00
P5
0.00 0.00
0
0.00
0.00
0.00
P6
0.00 0.00
0
0.00
0.00
0.00
P7
0.00 0.00
0
0.00
0.00
0.00
P8
0.00 0.00
0
0.00
0.00
0.00
Distance to the point load from the left end of the girder.
Reactions
Point loads
Uniform
Loads
Total Loads Total Load
Dead Load Live Load
Dead Load
Live Load
Dead Load
Live Load
Left
8.52 12.60
0.00
0.00
8.52
12.60 21.12
Right
5.68 8.40
0.00
0.00
5.68
8.40 14.08
3.,;Z 6 8
Girder size
89G6N-SPf-_-G1AL
Weight
t8TT
PLF
4 so -OV,
Weight
PLF
Weight
PLF
Weight
File: Girder Reactions.xls, 11-27-12
SHUTLER
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
JOB '1613 dO
SHEET NO. 2— g� OF
CALCULATED BY
DATE
FAX (425) 450-4076 SCALE
IRA -
10 0
Al -
loo
6')(
16
4,/ A
'w
,Gravitv Beam Design
RAM SBeam v3.0
Sebco
���SHUTLER
�N��CONSULTING Roof Beam -
ENGINEERS, INC. Licensed to: RAM International 10/11/16 13:43:54
STEEL CODE: ASD 9th Ed.
SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (40.00,0.00)
Beam Size (Optimum)
DL
= W24X5 5 Fy = 50.0 ksi
Total Beam Length (ft)
9.33
= 40.00
Top flange braced by decking.
0.000
POINT LOADS (kips):
Max +total reaction
40.000
0.055
Flange Bracing
Dist (ft) DL LL
Top
Bottom
7.000 3.75 6.25
No
No
17.000 3.75 6.25
No
No
27.000 2.81 4.69
No
No
32.000 2.81 4.69
No
No
LINE LOADS (k/ft):
Load Dist (ft)
DL
LL
DL reaction
9.33
1 0.000
0.055
0.000
13.17
Max +total reaction
40.000
0.055
0.000
2 0.000
0.075
0.125
Live load (in) at
20.00 ft
40.000
0.075
0.125
= -1.349 L/D = 356
SHEAR: Max V (DL+LL) = 23.05 kips fv
2.58 ksi
Fv = 18.78 ksi
MOMENTS:
Span Cond
Moment
@
Lb
Cb Tension Flange Compr Flange
kip -ft
ft
ft
fb Fb fb Fb
Center Max +
254.9
17.0
0.0
1.00 26.60 33.00 26.60 33.00
Controlling
254.9
17.0
0.0
1.00 26.60 33.00 --- ---
REACTIONS (kips):
Left
Right
DL reaction
9.33
9.00
Max +LL reaction
13.71
13.17
Max +total reaction
23.05
22.17
DEFLECTIONS: (Camber= 1/2)
Dead load (in) at
20.00 ft
= -0.744 L/D = 645
Live load (in) at
20.00 ft
= -1.105 L/D = 434
Net Total load (in) at
20.00 ft
= -1.349 L/D = 356
Gravily Beam Design
RAM SBearn v3.0
Sebco
SHUTLER Roof Beam -
CONSULTING
ENGINEERS, INC. Licensed to: RAM International 10/11/16 13:45:17
STEEL CODE: ASD 9th Ed.
SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (50.00,0.00)
Beam Size (Optimum)
=
W2 1 X44
Fy = 50.0 ksi
Total Beam Length (ft)
=
50.00
Top Range braced by decking.
LINE LOADS (k/ft):
Load Dist (ft) DL
LL
1 0.000 0.044
0.000
50.000 0.044
0.000
2 0.000 0.150
0.250
50.000 0.150
0.250
SBEAR: Max V (DL+LL) = 11.11
kips
fv 1.60 ksi Fv
18.99 ksi
MOMENTS:
Span Cond Moment
@ Lb
Cb
Tension Flange Compr Flange
kip -ft
ft ft
fb Fb fb Fb
Center Max + 138.8
25.0 0.0
1.00
20.42 33.00 20.42 33.00
Controlling 138.8
25.0 0.0
1.00
20.42 33.00 --- ---
REACTIONS (kips):
Left Right
DL reaction
4.86 4.86
Max +LL reaction
6.25 6.25
Max +total reaction
11.11 11.11
DEFLECTIONS: (Camber 3/4)
Dead load (in)
at
25.00 ft =
-1.117
L/D = 537
Live load (in)
at
25.00 ft =
-1.438
L/D = 417
Net Total load (in)
at
25.00 ft =
-1.805
L/D = 332
Cy)
CD
0
22
E
m
0
CL
q
0
u
J3
Q,
r�5
625'-0" '0
.50'-0" 1 473'�01 1 1 1 40'-6" 50'1-0"
50
50'-0" 50'-0" 50'-0" 59'-6" 40'-6" 50'-0" 50'-0" 50'-0" 50'-0" 50'—OEH-0" 50,Lo,, k5'-
0
0
LO
E-
F -1 En
z
0 Z
En
linip
1191h
ko
01
000
00 to
cmv
cv
0
1:4
fc-,
41
coo
O;Q,"
w to
cQ
r
,?, wl. 0
0
0
-0
cy)
66- 1
0 -
1 0
PO
-0 04
643 /y 61—e
642, 0
co
0 00
- 1 0
0 0
Ln
209'-6"
NOTES: 1) ROOF D.L. = 15 PSF + GIRDER WT
2) ROOF L.L. = 25 PSF SNOW LOAD
3) DESIGN JOIST FOR 500# ADD LOAD
PLACED ANYWHERE ALONG JOIST SPAN.
n*4 N\ I
CALE: 1"=50'
415'-6"
Z
w
z
CL LD
0
co 9
z
w 1w,
c 6 5.
6
>
w z
0
ww
W
w
w 0
Z z
(D
U)
z 0,0
Lu a Co
SHEET
No.:
COL
-0
SHUTLER
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
FAX (425) 450-4076
JOB '5oco
SHEETNO. CQL-/ OF
CALCULATED BY
DATE_ 10-10-4
SCALE
.54- -/
. *1
I V..
_I 1;711'
/Z' 17
4e
=7
V's I
"/b
/6
x10
'XV),
ze�
lb
6,
47 -
I
/oxzw-
C
pf)
#0 V-
SHUTLER
�N�CONSIJLTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
FAX (425) 450-4076
JOB S&18 W
SHEETNO. 4�_04.;x 'OF
CALCULATED BY -TS
DATE 16 -0-1&
SCALE
MEN
ARM
MENEM
Emommommm
OMMEREM"momommom
MOMMEMMEMEMEM
EMEMEMEWEEMEMN
EMEMEMMEMMEEMEM
IMMERMNEIRMENER
MEMMMMMMMMMMMMMN
EMEMEMEM
SHUTLER
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425 450-4075
JOB 41945C.0
SHEET No. C4 f, - '� OF
CALCULATED BY —T":P
DATE 16-11-14
MENNEN
Shutler Consulting Engineers, Inc. Project Title: Sebco Development 11000 Building
12503 Bel -Red Road Engineer: JS Proiect ID: 16-47
Suite 100 Project Descr: Single story tilt -up building 004--'/
Bellevue, WA 98005
(425) 4504075 * Fax (425) 4504076
Pdnted: 10 OCT 2016, 4:48PM
)[Steel Column File= k:116143K25C-RC7A4YC-�F�seboo.ecik k
ENERCALC, INC. 1983-2016,,build:6.16.6.7,Ver.6.16.6.7 I
Description : Col C-1
Code Reibrences
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Steel Section Name: HSS7x7xl/4 Overall Column Height 31.170 ft
Analysis Method: Allowable Strength Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade Brace condition for deflection (buckling) along columns
Fy: Steel Yield 46.0 ksi X -X (width) axis:
E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X -X Axis buckling = 31.170 It, K = 1.0
Y -Y (depth) axis:
Unbraced Length for Y -Y Axis buckling = 31.170 It, K = 1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included: 698.83 lbs * Dead Load Factor
AXIAL LOADS... 11 6 *1
19,
Roof Load: Axial Load at 31.170 ft, Xecc = 3. rin D = 11.370, S = 15.630 k
DESIGN SUMMARY
Bending & Shear Check Results
0.004463 :1
PASS Max. Axial+Bending Stress Ratio
0.7201 : 1
Load Combination
+D+S+H
Location of max.above base
30.961 ft
At maximum location values are ...
0.2166 k
Pa: Axial
27.699 k
Pn / Omega: Allowable
50.130 k
Ma -x Applied
0.0 k -ft
Mn -x Omega: Allowable
35.579 k -ft
Ma -y: Applied
6.705 k -ft
Mn -y / Omega: Allowable
35.579 k -ft
PASS Maximum Shear Stress Ratio
0.004463 :1
Load Combination
+D+S+H
Location of max.above base
0.0 ft
At maximum location values are ...
0.0 k
Va Applied
0.2166 k
Vn Omega: Allowable
48.528 k
Load Combination Results
PASS
Maximum SERVICE Load Reactions..
Top along X -X
0.2166 k
Bottom along X -X
0.2166 k
Top along Y -Y
0.0 k
Bottom along Y -Y
0.0 k
Maximum SERVICE Load Deflections ...
Along Y -Y 0.0 in at
0.0ft above base
for load combination :
PASS
Along X -X 0.5438 in at
18.20ft above base
for load combination: +D+S+H
0.00 ft
Maximum Axial + Bending Stress Ratios
Maximum Shear Ratios
Load Combination
Stress Ratio
Status
Location
Stress Ratio Status Location
+D+H
0.311
PASS
30.96 ft
0.002 PASS
0.00 ft
+D+S+H
0.720
PASS
30.96 ft
0.004 PASS
0.00 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reaction
Load Combination
@ Base
@ Top
@ Base
@ Top
@ Base
+D+H
-0.091
-0.091 k
k
12.069 k
+D+S+H
-0.217
-0.217 k
k
27.699 k
D Only
-0.091
-0.091 k
k
12.069 k
S Only
-0.125
-0.125 k
k
15.630 k
Maximum Deflections for Load Combinations
Load Combination
Max. X -X Defection
Distance
Max. Y -Y Defection Distance
+D+H
0.2290 in
18.200
It
0.000
in 0.000 It
+D+S+H
0.5438 in
18.200
ft
0.000
in 0.000 ft
D Only
0.2290 in
18.200
It
0.000
in 0.000 ft
S Only
0.3148 in
18.200
ft
0.000
in 0.000 It
Shutter Consulting Engineers, Inc. Project Title: Sebco Development 11000 Building
12503 Bel -Red Road Engineer: Jis Proiect ID: 16-47
Suite 100 Project Descr: Single story tilt -up building
eo
Bellevue, WA 98005
(425) 4504075 * Fax (425) 450-4076
Plinted: 10 OCT 2016, 5:43PM
Steel Coiumn File = k:�16143K25C-RC7A4YC�Psebco.ec6
ENERGALC, INC. 19&3-.2016, Build:6,16,6.7,Ver.6.16.6.7
Description : Gol C-2
Code References
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Steel Secfion Name: 1HSS10x10x5/16 Overall Column Height 32.590 ft
Analysis Method: Allowable Strength Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade Brace condition for deflection (buckling) along columns:
Fy: Steel Yield 46.0 ksi X -X (width) axis:
E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X -X Axis buckling = 32.590 ft, K = 1.0
Y -Y (depth axis:
Unbraclength for Y -Y Axis buckling = 32.590 ft, K = 1.0
. Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 1,315.01 lbs * Dead Load Factor
AXIAL LOADS...
RG -1: Axial Load at 32.590 ft, Yecc = 4.0 in, D 11.370, S 15.630 k
RG -2: Axial Load at 32.590 ft, Xecc = -7.0 in, D 4.590, S 5.120 k
RG -3: Axial Load at 32.590 ftj Xecc = 7.0 in, D 15.150, S 22.580 k
Joist: Axial Load at 32.590 ft, D = 1.960, S = 3.260 k
DESIGN SUMMARY
Bending & Shear Check Results
0.005713 :1
PASS Max. Axial+Bending Stress Ratio
0.7736 : 1
Load Combination
+D+S+H
Location of max.above base
32.371 ft
At maximum location values are ...
0.5015 k
Pa: Axial
80.975 k
Pn I Omega: Allowable
157.593 k
Ma -x Applied
8.940 k -ft
Mn -x Omega: Allowable
86.140 k -ft
Ma -y: Applied
16.235 k -ft
Mn -y / Omega: Allowable
86.140 k -ft
PASS Maximum Shear Stress Ratio=
0.005713 :1
Load Combination
+D+S+H
Location of max.above base
0.0 ft
At maximum location values are ...
0.2762 k
Va Applied
0.5015 k
Vn Omega: Allowable
87.790 k
Load Combination Results
Maximum SERVICE Load Reactions..
Top along X -X
0.5015 k
Bottom along X -X
0.5015 k
Top along Y -Y
0.2762 k
Bottom along Y -Y
0.2762 k
Maximum SERVICE Load Deflections ...
Along Y -Y 0.2143 in at 19.029ft above base
r load combination : +D+S+ H
Along X -X 0.3892 in at 19-029ft above base
forload combinabon:+D+S+H
Maximum Axial + Bending Stress Ratios
Maximum Shear Ratios
Load Combination
Stress Ratio
Status Location
Stress Ratio Status
Location
+D+H
0.320
PASS 32.37 ft
0.002 PASS
0.00 ft
+D+S+H
0.774
PASS 32.37 ft
0.006 PASS
0.00 ft
Maximum Reactions
Note: Only
non -zero reactions are listed.
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reaction
Load Combination
@ Base
@ Top
@ Base
@ Top
@ Base
+D+H
-0.189
-0.189 k
-0.116
-0.116 k
34.385 k
+D+S+H
-0.502
-0.502 k
-0.276
-0.276 k
80.975 k
D Only
-0.189
-0.189 k
-0.116
-0.116 k
34.385 k
S Only
-0.313
-0.313 k
-0.160
-0.160 k
46.590 k
Maximum Deflections for Load Combinations
Load Combination
Max. X -X Deflection
Distance Max. Y -Y Deflection Distance
+D+H
0.1467 in
19.029 ft
0.090
In 19.029 ft
+D+S+H
0.3892 in
19.029 ft
0.214
in 19.029 ft
D Only
0.1467 in
19.029 ft
0.090
In 19.029 ft
Shutler Consulting Engineers, Inc.
I ZDU3 Bel -Red Road
Suite 100
Bellevue, WA 98005
(425) 450-4075 * Fax (425) 450-4076
Steel Column
Project Title: Sebco Development 11000 Building
Engineer: JJS Project ID: 1647
Project Descr: Single story tilt -up building
Nnted: 10 OCT 2016, 5:42PM
Ver.6,
Description: CoIC-3
Code References
Calculations per AISC 360-10, IBC; 2015, CBC 2016, ASCE 7-10
Load C ombinations Used: ASCE 7-10
General Information
Steel Section Name: HSS10x10x5/16 Overall Column Height 33.0 ft
Analysis Method: Allowable Strength Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade Brace condition for deflection (buckling) along columns:
Fy: Steel Yield 46.0 ksi X -X (width) axis:
E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X -X Axis buckling = 33.0 ft, K = 1.0
Y -Y (depth� axis:
Unbrace Length forY-Y Axis buckling= 33.0 fl, K = 1.0
Applied Loads
Maximum Axial + Bending Stress Ratios
Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 1,331.55 lbs * Dead Load Factor
Load Combination
Stress Ratio
AXIAL LOADS...
Location
Stress Ratio Status Location
RG4: Axial Load at 33.0 ft, Xecc = 4.0 in, D 15. 10, S 22.50
k
PASS
32.78 ft
RG -5: Axial Load at 33.0 ft, Xecc = 4.0 in, D 18.880, S 28.120
k
0.00 It
+D+S+H
Joist: Axial Load at 33.0 ft, D = 7.550, S 11.250 k
PASS
32.78 ft
DESIGN SUMMARY
0.00 ft
Maximum Reactions
Bending & Shear Check Results
Note: Only non -zero reactions are listed.
PASS Max. Axial+Bending Stress Ratio
0.7079 1
Maximum SERVICE Load Reactions..
Y -Y Axis Reaction
Load Combination
+D+S+H
Top along X -X
0.09495 k
Location of max.above base
32.779
Bottom along X -X
0.09495 k
At maximum location values are ...
-0.038
Top along Y -Y
0.0 k
Pa Axial
104.732 k
Bottom along Y -Y
0.0 k
Pn Omega: Allowable
154.971 k
Ma -x: Applied
0.0 k -ft
Maximum SERVICE Load Deflections...
-0.038
Mn -x /Omega: Allowable
86.140 k -ft
Along Y -Y 0.0 in at
0.0ft above base
Ma -y: Applied
3.112 k -ft
r load combination :
-0.057 k
Mn -y /Ornega: Allowable
86.140 k -ft
Along X -X 0.07649 in at
19.268ft above base
Maximum Deflections for Load
Combinations
for load combination:+D+S+11
PASS Maximum Shear Stress Ratio
0.001082 : 1
Load Combination
Load Combination
+D+S+H
Max. Y -Y Deflection Distance
Locabon of max.above base
0.0 ft
19.268
It
At maximum location values are ...
in 0.000 ft
+D+S+H
Va: Applied
0.09495 k
ft
0.000
Vn / Omega: Allowable
87.790 k
D Only
0.0308 in
Load Combination Results
It
0.000
in 0.000 ft
Maximum Axial + Bending Stress Ratios
Maximum Shear Ratios
Load Combination
Stress Ratio
Status
Location
Stress Ratio Status Location
+D+H
0.289
PASS
32.78 ft
0.000 PASS
0.00 It
+D+S+H
0.708
PASS
32.78 ft
0.001 PASS
0.00 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reaction
Load Combination
@ Base
@ Top
@ Base
@ Top
@ Base
+D+H
-0.038
-0.038 k
k
42.862 k
+D+S+H
-0.095
-0.095 k
k
104.732 k
D Only
-0.038
-0.038 k
k
42.862 k
S Only
-0.057
-0.057 k
k
61.870 k
Maximum Deflections for Load
Combinations
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y Deflection Distance
+D+H
0.0308 in
19.268
It
0.000
in 0.000 ft
+D+S+H
0.0765 in
19.268
ft
0.000
in 0.000 ft
D Only
0.0308 in
19268
It
0.000
in 0.000 ft
S Only
0.0457 in
19.268
ft
0.000
In 0.000 ft
Shutter Consulting Engineers, Inc. Project Title: Sebco Development 11000 Building
12503 Bel -Red Road Engineer: JS Proiect ID: 16-47
Suite 100 Project Descr: Single story tilt -up building aot,--7
Bellevue, WA 98005
(425) 450-4075 Fax (425) 450-4076
Nntd: 11 OCT 2016, 8:44AM
Steel Column File= k.-\16\43K25C-RC7A4YC-F\seboo.ec6
ENERCALC, INC. 1983-2016, Bulld:6.16.6.7,Ver.6.16.6.7
morrow,;= ATY5114 III it
Description : Col G-5, C-1 2 & C-1 8
Code References
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General lnformaiUion -
Steel Secfion Name: HSS8x8xl/4 Overall Column Height 33.750 ft
Analysis Method: Allowable Strength Top & Bottom Fixity Top & 8offorn Pinned
Steel Stress Grade Brace condition for deflection (buckling) along columns
Fy: Steel Yield 46.0 ksi X -X (width) axis:
E: Elastic Bending Modulus 29,000.0 ksi Unbraoed Length for X -X Axis buckling = 33.750 It, K = 1.0
Y -Y (depth axis:
Unbraclength for Y -Y Axis buckling = 33.750 It K = 1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 871.43 lbs * Dead Load Factor
AXIAL LOADS ... I C-1
Roof Load: Axial Load at 33.750 ft, Xecc = 3.0 in, D = 18.870, S = 28.130 k
DESIGN SUMMARY
Bending & Shear Check Results
0.006192 :1
PASS Max. Axial+Bending Stress Ratio
0.9766 : 1
Load Combination
+D+S+H
Location of max.above base
33.523 ft
At maximum location values are ...
0.3481 k
Pa: Axial
47.871 k
Pn I Omega: Allowable
64.558 k
Ma -x: Applied
0.0 k -ft
Mn -x / Omega: Allowable
44.130 k -ft
Ma -y: Applied
11.671 k -ft
Mn -y / Omega: Allowable
44.130 k -ft
PASS Maximum Shear Stress Ratio
0.006192 :1
Load Combination
+D+S+H
Location of max.above base
0.0 ft
At maximum location values are ...
0.0 k
Va: Applied
0.3481 k
Vn / Omega: Allowable
56.229 k
iad Combination Results
0.400
Maximum SERVICE Load Reactions..
Maximum Axial + Bending Stress Ratios
Top along X -X
0.3481 k
Bottom along X -X
0.3481 k
Top along Y -Y
0.0 k
Bottom along Y -Y
0.0 k
Maximum SERVICE Load Deflections ...
Along Y -Y 0.0 in at O -Oft above base
for load combination :
Along X -X 1.110in at 19.706ft above base
for load combination:+D+S+H
Maximum Axial + Bending Stress Ratios
Maximum Shear Ratios
Load Combination
Stress Ratio
Status
Location
Stress Ratio
Status
Location
+D+H
0.400
PASS
33.52 ft
0.002
PASS
0.00 ft
+D+S+H
0.977
PASS
33.52 ft
0.006
PASS
0.00 ft
Maximum Reactions
Note: Only
non -zero reactions are listed.
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reaction
Load Combination
@ Base
@ Top
@ Base
@ Top
@ Base
+D+H
-0.140
-0.140 k
k
19.741 k
+D+S+H
-0.348
-0.348 k
k
47.871 k
D Only
-0.140
-0.140 k
k
19.741 k
S Only
-0.208
-0.208 k
k
28.130 k
Maximum Deflections for Load
Combinations
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance
+D+H
0.4456 in
19.706
ft
0.000
in
0.000 ft
+D+S+H
1.1098 In
19.706
ft
0.000
in
0.000 ft
D Only
0.4456 in
19.706
ft
0.000
in
0.000 ft
S Only
0.6642 in
19.706
It
0.000
in
0.000 ft
+D+H
0.2930 in
19.706
ft
0.000
in
0.000 It
+D+S+H
0.7299 in
19.706
ft
0.000
in
0.000 It
Shutler Consulting Engineers, Inc.
1,2503 Bel -Red Road
Suite 100
Bellevue, WA 98005
(425) 450-4075 * Fax (425) 450-4076
Steel Column
Description Col C-6 & C-1 3
Code References
Calculations per AISC 360-10, 1 EIC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Project Title: Sebco Development 11000 Building
Engineer: JS Proiect ID: 16-47
Project Descr: Single story tilt -up building
601� t3
Pdnted: 11 OCT 2016. 8:5M
Build:6.16.6.7, Veit.6.116.6.7
Steel Section Name: HSS7x7xl/4 Overall Column Height 33.750 ft
Analysis Method: Allowable Strength Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade Brace condition for deflection (buckling) along columns:
Fy: Steel Yield 46.0 ksi X -X (width) axis:
E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X -X Axis buckling = 33.750 fi, K = 1.0
Y -Y (depth axis:
UnbracVLength for Y -Y Axis buckling = 33.750 ft, K = 1.0
Applied Loads . . Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 756.68 lbs * Dead Load Factor
AXIAL LOADS...
Roof Load: Axial Load at 33.750 fl, Xecc = 3.0 in, D = 11.320, S = 16.880 k
DESIGN SUMMARY
Bending & Shear Check Results
Maximum Axial + Bending Stress Ratios
Maximum Shear Ratios'
PASS Max, Axial+Bending Stress Ratio
0.8522 1
Maximum SERVICE Load Reactions..
Status
Load Combination
+D+S+H
Top along X -X
0.2089 k
Location of max.above base
33.523
Bottom along X -X
0.2089 k
At maximum location values are...
0.002
Top along Y -Y
0.0 k
Pa: Axial
28.957 k
Bottom along Y -Y
0.0 k
Pn / Omega: Allowable
42.758 k
0.004
Ma -x: Applied
0.0 k -ft
Maximum SERVICE Load Deflections ...
Mn -x / Omega: Allowable
35.579 k -ft
Along Y -Y 0.0 in at
O -Oft above base
Ma -y: Applied
7.003 k -ft
for load combination :
Mn -y / Omega: Allowable
35.579 k -ft
Along X -X 0.6659 in at
19.706ft above base
Load Combination
@ Base
for load combination: +D+S+H
PASS Maximum Shear Stress Ratio
0.004305 : I
Load Combination
+D+S+H
-0.084
-0.084 k
Location of max.above base
0.0 ft
k
At maximum location values are.. .
12.077 k
+D+S+H
-0.209
Va: Applied
0.2089 k
Vn / Omega: Allowable
48.528 k
28.957 k
D Only
Load Combination Results
-0.084 k
Maximum Axial + Bending Stress Ratios
Maximum Shear Ratios'
Load Combination
Stress Ratio
Status
Location
Stress Ratio
Status Location
+D+H
0.353
PASS
33.52 ft
0.002
PASS
0.00 ft
+D+S+H
0.852
PASS
33.52 ft
0.004
PASS
0.00 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reaction
Load Combination
@ Base
@ Top
@ Base
@ Top
@ Base
+D+H
-0.084
-0.084 k
k
12.077 k
+D+S+H
-0.209
-0.209 k
k
28.957 k
D Only
-0.084
-0.084 k
k
12.077 k
S Only
-0.125
-0.125 k
k
16.880 k
Maximum Deflections for Load
Combinations
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance
+D+H
0.1758 in
19.706
ft
0.000
in
0.000
ft
+D+S+H
0.4379 in
19.706
ft
0.000
in
0.000
it
D Only
0.1758 in
19.706
ft
0.000
in
0.000
ft
S Only
0.2621 in
19,706
ft
0.000
in
0.000
It
+D+H
0.2673 in
19.706
it
0.000
in
0.000
it
+D+S+H
0.6659 in
19.706
It
0.000
in
0.000
It
Shutler Consulting Engineers, Inc.
12503 Bel -Red Road
Suite 100
Bellevue, WA 98005
(425) 450-4075 * Fax (425) 450A076
Project Title: Sebco Development 11000 Building
Engineer: Jis Proiect ID: 16A7
Project Descr: Single story tilt -up building C01A
Nnted: 111 OCT 20116.10:02AM
4AC7A4YC
Steel Column File= k..16W3K25C -Rsebco.ec6
ENERCALC, INC, 19812016, Build:6.16.6.7, Ver.6.16.6.7 I
Description : Col C-7 & C-14
Code References
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Steel Section Name: HSSI OxI Ox5/16 Overall Column Height 33.750 ft
Analysis Method: Allowable Strength Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade Brace condition for deflection (buckling) along columns
Fy : Steel Yield 46.0 ksi X -X (width) axis:
E : Elastic Bending Modulus 29,000.0 ksi Unbraoed Length for X -X Axis buckling = 33.750 ft, K = 1.0
Y -Y (depth) axis :
Unbraced Length for Y -Y Axis buckling = 33.750 ft, K = 1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included: 1,361.81 lbs * Dead Load Factor
AXIAL LOADS ...
RG -6: Axial Load at 33.760 ft, Xecc = -4.0 in, D = 11,320, S = 16.880 k
RG -7: Axial Load at 33.750 ft, Xecc = 4.0 in, D = 15.10, S = 22.50 k
Joist: Axial Load at 33.750 ft, D = 7.550, S = 11.250 k
DESIGN SUMMARY
Bending & Shear Check Results
0.001058 :1
PASS Max. Axial+Bending Stress Ratio
0.6044 :1
Load Combination
+D+S+H
Location of max.above base
33.523 -ft
At maximum location values are ...
0.09284 k
Pa: Axial
85.962 k
Pn / Omega: Allowable
150.205 k
Ma -x: Applied
0.0 k -ft
Mn -x / Omega: Allowable
86.140 k -ft
Ma -y: Applied
3.112 k -ft
Mn -y I Omega: Allowable
86.140 k -ft
PASS Maximum Shear Stress Ratio=
0.001058 :1
Load Combination
+D+S+H
Location of max.above base
0.0 ft
At maximum location values are ...
0.0 k
Va Applied
0.09284 k
Vn Omega: Allowable
87.790 k
Load Combination Results
Maximum SERVICE Load Reactions..
Top along X -X
0.09284 k
Bottom along X -X
0.09284 k
Top along Y -Y
0.0 k
Bottom along Y -Y
0.0 k
Maximum SERVICE Load Deflections ...
Along Y -Y 0.0 in at 0.0ft above base
for load combination :
Along X -X 0.08001 in at 19.706ft above base
for load combination: +D+S+H
Maximum Axial + Bending Stress Ratios
Maximum Shear Ratios
Load Combination
Stress Ratio
Status Location
Stress Ratio Status
Location
+D+H
0.248
PASS 33.52 ft
0.000 PASS
0.00 ft
+D+S+H
0.604
PASS 33.52 ft
0.001 PASS
0.00 ft
Maximum Reactions
Note: Only
non -zero reactions are listed,
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reaction
Load Combination
@ Base
@ Top
@ Base
@ Top
@ Base
+D+H
-0.037
-0.037 k
k
35.332 k
+D+S+H
-0.093
-0.093 k
k
85.962 k
D Only
-0,037
-0.037 k
k
35.332 k
S Only
-0.056
-0.056 k
k
50.630 k
Maximum Deflections for Load Combinations
Load Combination
Max. X -X Deflection
Distance Max. Y -Y Deflection Distance
+D+H
0.0322 in
19.706 ft
0.000
in 0.000 ft
+D+S+H
0.0800 in
19.706 ft
0.000
in 0.000 ft
D Only
0.0322 in
19.706 ft
0.000
in 0.000 ft
S Only
0.0478 in
19.706 ft
0.000
in 0.000 ft
Shutler Consulting Engineers, Inc. Project Title: Sebco Development 11000 Building
12503 Bel -Red Road Engineer: JJS Project ID: 16-47
Suite 100 Project Descr: Single story tilt -up building
Bellevue, WA 98005 d(7(- -/0
(425) 4504075 * Fax (425) 450-4076
Nnted: 11 OCT 2016.10-.14AM
M61431<2
�Steel Column File = k. 5C-RC7A4YC-F1seIx;o.ec6
ENERCALC, INC. 19n2016, build:6.16.6.7, Ver.6.16.6.7
Description : Col C-8 & C-15
'tode- References
Calculations per AISC 360-10. IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Steel Section Name: HSSI 0x1 0x5116
Analysis Method: Allowable Strength
Steel Stress Grade
Fy : Steel Yield 46.0 ksi
E : Elastic Bending Modulus 29,000.0 ksi
Applied Loads
Overall Column Height 33.750 ft
Top & Bottom Fixity Top & Bottom Pinned
Brace condition for deflection (buckling) along columns
X -X (width) axis:
Unbraced Length for X -X Axis buckling = 33.750 ft, K = 1.0
Y -Y (depth axis:
Unbraclength for Y -Y Axis buckling = 33.750 it, K = 1.0
Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 1,361.81 lbs * Dead Load Factor
Load Combination
Stress Ratio Status Location
AXIAL LOADS ...
Status Location
+D+H
RG -7: Axial Load at 33.750 Ift, Xecc = -4.0 in, D = 15.10, S 22.50 k
0.000
RG -7: Axial Load at 33.750 ft, Xecc = 4.0 in, D = 15.10, S 22.50 k
+D+S+H
Joist: Axial Load at 33.750 ft, D = 7.550, S 11.250 k
0.000
PASS 0.00 ft
DESIGN SUMMARY
0.000
ft
Bending & Shear Check Results
0.0000 in
X -X Axis Reaction
PASS Max. Axial+Bending Stress Ratio
0.6349 1
Maximum SERVICE Load Reactions..
Load Combination
+D+S+H
Top along X -X 0.0 k
Location of max.above base
0.0 ft
Bottom along X -X 0.0 k
At maximum location values are ...
+D+S+H
Top along Y -Y 0.0 k
Pa: Axial
95.362 k
Bottom along Y -Y 0.0 k
Pn / Omega: Allowable
150.205 k
39.112 k
Ma -x: Applied
0.0 k -ft
Maximum SERVICE Load Deflections ...
Mn -x / Omega: Allowable
86.140 k -ft
Along Y -Y 0.0 in at 0.0ft above base
Ma -y: Applied
0.0 k -ft
r load combination :
Mn -y / Omega: Allowable
86.140 k -ft
Along X -X 0.0 in at 0.0ft above base
for load combination
PASS Maximum Shear Stress Ratio
0.0 : 1
Load Combination
Location of max.above base
0.0 ft
At maximum location values are. . .
Va Applied
0.0 k
Vn Omega: Allowable
0.0 k
Load Combination Results
Maximum Deflections for Load Combinations
Load Combination
Maximum Axial + Bending Stress Ratios
Maximum Shear Ratios
Load Combination
Stress Ratio Status Location
Stress Ratio
Status Location
+D+H
0.260 PASS 0.00 ft
0.000
PASS 0.00 ft
+D+S+H
0.635 PASS 0.00 ft
0.000
PASS 0.00 ft
Maximum Reactions
0.000
ft
Note: Only non -zero reactions are listed.
0.0000 in
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reaction
Load Combination
@ Base @ Top
@ Base @ Top
@ Base
+D+H
k
k
39.112 k
+D+S+H
k
k
95.362 k
D Only
k
k
39.112 k
S Only
k
k
56.250 k
Maximum Deflections for Load Combinations
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance
+D+H
0.0000 in
0.000
ft 0.000 in
0.000
ft
+D+S+H
0.0000 in
0.000
ft 0.000 in
0.000
ft
D Only
0.0000 in
0.000
It 0.000 in
0.000
ft
S Only
0.0000 in
0.000
Ift 0.000 in
0.000
ft
Shutler Consulting Engineers, Inc.
12503 Bel -Red Road
Suite 100
Bellevue, WA 98005
(425) 450-4075 * Fax (425) 450-4076
Project Title: Seboo Development 11000 Building
Engineer: JJS Prolect ID: 16-47
Project Descr. Single story tilt -up building
UX -11
Rinted: 11 OCT 2016.10-.24AM
- '43K25C-F1C7A4YC-l%ebco.ec6
.(Steel Column, Re= 016 1111
ENERCALC, INC. 1983-2016, Build:6.16.6.7. Ver,6.16.6.7 I
Description : Col C-9 & C-16
tode, References
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General information
Steel Secfion Name:
Analysis Method:
Steel Stress Grade
Fy : Steel Yield
H1SS10x10x5116
Allowable Strength
46.0 ksi
Overall Column Height 31750 ft
Top & Bottom Fixity Top & Bottom Pinned
Brace condition for deflection (buckling) along columns
X -X (width) axis:
E : Elastic Bending Modulus
29,000.0 ksi
Unbraoed Length for X -X Axis buckling = 33.750 ft, K = 1.0
X -X Axis Reaction
AXIAL LOADS ...
Y -Y (depth) axis :
Unbraced Length for Y -Y Axis buckling = 33.750 ft, K = 1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weight included: 1,361.81 lbs * Dead Load Factor
Note: Only non -zero reactions are listed.
X -X Axis Reaction
AXIAL LOADS ...
Axial Reaction
Load Combination
RG -7: Axial Load at 33.750 ft, Xecc = -4.0 in, D 15.10, S 22.50 k
@ Top
@ Base @ Top
RG -8: Axial Load at 33.750 ft, Xecc = 4.0 in, D 7.540, S 11.250 k
@ Base
+D+H
Joist: Axial Load at 33.750 ft, D = 5.660, S = 8.440 k
0.075 k
k
DESiGN SUMMARY
+D+S+H
0.186
0.186 k
Bending & Shear Check Results
k
71.852 k
D Only
PASS Max. Axial+Bending Stress Ratio
0.5426 1
Maximum SERVICE Load Reactions..
k
Load Combination
+D+S+H
Top along X -X
0.1858 k
Location of max.above base
33.523
Bottom along X -X
0.1858 k
At maximum location values are ...
Top along Y -Y
0.0 k
Pa: Axial
71.852 k
Bottom along Y -Y
0.0 k
Pn / Omega: Allowable
150.205 k
+D+H
Ma -x: Applied
0.0 k -ft
Maximum SERVICE Load Deflections ...
0.000
Mn -x /Ornega: Allowable
Ma -y: Applied
Mn -y / Omega: Allowable
PASS Maximum Shear Stress Ratio=
Load Combination
Location of max.above base
At maximum location values are ...
Va Applied
Vn Omega: Allowable
Load Combination Results
Load Combination
86.140 k -ft
-6.228 k -ft
86.140 k -ft
0.002116 :1
+D+S+H
0.0 ft
0.1858 k
87.790 k
Maximum Axial + Bending Stress Ratios
Stress Ratio Status Location
Along Y -Y 0.0 in at
for load combination :
Along X -X -0.1601 in at
for load combination: +D+S+H
O -Oft above base
19.706ft above base
Maximum Shear Ratios
Stress Ratio Status Location
+D+H 0.197 PASS 0.00 ft, 0.001 PASS 0.00 ft
+D+S+H 0.543 PASS 33.52 ft 0.002 PASS 0.00 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reaction
Load Combination
@ Base
@ Top
@ Base @ Top
@ Base
+D+H
0.075
0.075 k
k
29.662 k
+D+S+H
0.186
0.186 k
k
71.852 k
D Only
0.075
0.075 k
k
29.662 k
S Only
0.111
0.111 k
k
42.190 k
Maximum Deflections for Load
Combinations
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance
+D+H
-0.0643 in
19.706
ft 0.000 in
0.000
ft
+D+S+H
-0.1601 in
19.706
ft 0.000 in
0.000
ft
D Only
-0.0643 in
19.706
ft 0.000 in
0.000
ft
S Only
-0.0958 in
19.706
ft 0.000 in
0.000
ft
Shutler Consulting Engineers, Inc.
12503 Bel -Red Road
Suite 100
Bellevue, WA 98005
(425) 450-4075 * Fax (425) 4504076
Project Title: Seboo Development 11000 Building
Engineer: Jis Prolect ID: 1647
Project Descr: Single story tilt -up building
a& L - it-
Nnted: 11 OCT 2016, 10:32AM
M6'43K25C-RC7A4YC-Netx;o.ec6
Steel Column File = k.
ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver.6.16.6.7
111411�,' 0104 161-7-71III&A mill In :I -.ZZZ a
Description Col C-10 & C-17
Code References
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
General Information
Steel Secfion Name:
Analysis Method:
Steel Stress Grade
Fy: Steel Yield
E : Elastic Bending Modulus
HSS8x8xl/4 Overall Column Height 33.750 ft
Allowable Strength Top & Bottom Fixity Top & Bottom Pinned
Brace condition for deflection (buckling) along columns:
46.0 ksi X -X (width) axis:
29,000.0 ksi Unbraced Length for X -X Axis buckling = 33.750 ft, K = 1.0
Y -Y (depth) axis:
Unbraoed Length for Y -Y Axis buckling = 33.750 ft, K = 1.0
Applied Loads
0.006186 :1
Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 871.43 lbs Dead Load Factor
Location of max.above base
0.0 fit
At maximum location values are ...
AXIAL LOADS...
Va: Applied
0.3479 k
Vn / Omega: Allowable
RG -1 4: Axial Load at 33.750 fil, Xecc 4.0 in, D = 14.460, S
20.760 k
+D+S+H
0.965
Joist: Axial Load at 33,750 fl, D = 4.640, S 6.40 k
0.006
PASS 0.00 ft
Maximum Reactions
DESIGN SUMMARY
19.706
ft 0.000 in
Note: Only non -zero reactions are listed.
Bending & Shear Check Results
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reaction
PASS Max. Axial+Bending Stress Ratio
0.9650 : I
Maximum SERVICE Load Reactions..
@ Base @ Top
Load Combination
+D+S+H
Top along X -X
0.3479 k
Location of max.above base
33.523 ft
Bottom along X -X
0.3479 k
At maximum location values are ...
k
Top along Y -Y
0.0 k
Pa: Axial
47.131 k
Bottom along Y -Y
0.0 k
Pn / Omega: Allowable
64.558 k
-0.205 k
k
Ma -x: Applied
0.0 k -ft
Maximum SERVICE Load Deflections ...
Mn -x / Omega: Allowable
44.130 k -ft
Along Y -Y 0.0 in at
0.0ft above base
Ma -y: Applied
11.661 k -ft
for load combination
Mn -y /Omega: Allowable
44.130 k -ft
Along X -X 0.7293 in at
19-706ft abovebase
for load combinaflon:+D+S+H
PASS Maximum Shear Stress Ratio
0.006186 :1
Load Combination
+D+S+H
Location of max.above base
0.0 fit
At maximum location values are ...
Status Location
Va: Applied
0.3479 k
Vn / Omega: Allowable
56.229 k
Load Combination Results
+D+S+H
Load Uombination
Maximum Axial + Bending Stress Ratios
Maximum Shear Ratios
Load Combination
Stress Ratio
Status Location
Stress Ratio
Status Location
+D+H
0.406
PASS 33.52 ft
0.003
PASS 0.00 ft
+D+S+H
0.965
PASS 33.52 ft
0.006
PASS 0.00 ft
Maximum Reactions
0.2994 in
19.706
ft 0.000 in
Note: Only non -zero reactions are listed.
ft
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reaction
Load Combination
@ Base
@ Top
@ Base @ Top
@ Base
+D+H
-0.143
-0. 143 k
k
19.971 k
+D+S+H
-0.348
-0.348 k
k
47.131 k
D Only
-0.143
-0.143 k
k
19.971 k
S Only
-0.205
-0.205 k
k
27.160 k
Maximum Deflections for Load Combinations
-
Load Uombination
Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance
+D+H
0.2994 in
19.706
ft 0.000 in
0.000
ft
+D+S+H
0.7293 In
19.706
ft 0.000 in
0.000
It
D Only
0.2994 in
19.706
ft 0.000 in
0.000
ft
S Only
0.4299 in
19.706
It 0.000 in
0.000
ft
+D+H
0.2994 in
19.706
It 0.000 in
0.000
It
Shutler Consulting Engineers, Inc.
Project Title: Sebco Development 11000 Building
12503 Bel -Red Road
Engineer: JJS Project ID: 1647
Suite 100
Project Descr: Single story tilt -up building
Bellevue, WA 98005
@ Top
(425) 4504075 Fax (425) 450-4076
RG -1 0: Axial Load at 33.750 ft, Xecc = 4.0 in, D 17.0, S 25.0 k
Printed: 11 OCT 2016, %�OW
Steel Column
File = k*.11N3K25.0 -�RCWYC-Nebco.ecli
ENERCALC, INC. 1983-2016, Bulld:6.16.6.7,Ver.6.16.6.7
Lic. #: KW -06000346
Licensee: SHLITLER CONSULTING ENGINEERS
Description: Col C-1 1
-0.090 k
Code References
PASS Max, Axial+Bending Stress Ratio
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Maximum SERVICE Load Reactions..
Load Combinations Used: ASCE 7-10
+D+S+H
General Information
Location of max.above base
Steel Section Name: H1SS10x10x5116
Overall Column Height 33.750 ft
Analysis Method : Allowable Strength
Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade
Brace condition for deflection (buckling) along columns
Fy: Steel Yield 46.0 ksi
X -X (Width) axis:
E : Elastic Bending Modulus 29,000.0 ksi
Unbraced Length for X -X Axis buckling = 33.750 ft K = 1.0
Y -Y (depth) axis:
0.0 k -ft
Unbraced Length for Y -Y Axis buckling = 33.750 It, K = 1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 1,361.81 lbs * Dead Load Factor
Axial Reaction
AXIAL LOADS ...
@ Base
@ Top
RG -9: Axial Load at 33,750 ft, Xecc = -4.0 in, D 13.330, S = 19.550 k
RG -1 0: Axial Load at 33.750 ft, Xecc = 4.0 in, D 17.0, S 25.0 k
+D+H
Joist: Axial Load at 33.750 ft, D = 6.80, S 10.0 k
-0.036 k
DESIGN SUMMARY
38.492 k
+D+S+H
Bending & Shear Check Results
-0.090 k
PASS Max, Axial+Bending Stress Ratio
0.6506 1
Maximum SERVICE Load Reactions..
Load Combination
+D+S+H
Top along X -X 0.09007 k
Location of max.above base
33.523 ft
Bottom along X -X 0.09007 k
At maximum location values are ...
-0.054 k
Top along Y -Y 0.0 k
Pa: Axial
93.042 k
Bottom along Y -Y 0.0 k
Pn / Omega: Allowable
150.205 k
Ma -x: Applied
0.0 k -ft
Maximum SERVICE Load Deflections ...
Mn -x / Omega: Allowable
86.140 k -ft
Along Y -Y 0.0 in at 0.0ft above base
Ma -y: Applied
3.020 k -ft
for load combination :
Mn -y / Omega: Allowable
86.140 k -ft
Along X -X 0.07762 in at 19.706ft above base
ft
+D+S+H
for load combinafion:+D+S+H
PASS Maximum Shear Stress Ratio
0.001026 : I
0.000
Load Combination
+D+S+H
0.0312 In
Location of max.above base
0.0 ft
0.000
At maximum location values are ...
S Only
0.0464 in
Va Applied
0.09007 k
0.000
Vn Omega: Allowable
87.790 k
Load Combination Results
Maximum Axial Bending Stress Ratios
Maximum Shear Ratios
Load Combination Stress Ratio
Status Location
Stress Ratio Status Location
+D+H 0.269
PASS 33.52 ft
0.000 PASS 0.00 Ift
+D+S+H 0.651
PASS 33.52 ft
0.001 PASS 0.00 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reaction
Load Combination
@ Base
@ Top
@ Base @ Top
@ Base
+D+H
-0.036
-0.036 k
k
38.492 k
+D+S+H
-0.090
-0.090 k
k
93.042 k
D Only
-0.036
-0.036 k
k
38.492 k
S Only
-0.054
-0.054 k
k
54.550 k
Maximum Deflections for Load Combinations
Load Combination
Max. X -X Deflection
Distance
Max. Y -Y Deflection
Distance
+D+H
0.0312 In
19.706
ft 0.000 In
0.000
ft
+D+S+H
0.0776 in
19.706
Ift 0.000 in
0.000
ft
D Only
0.0312 In
19.706
ft 0.000 in
0.000
ft
S Only
0.0464 in
19.706
ft 0.000 in
0.000
It
Shutler Consulting Engineers, Inc.
12503 Bel -Red Road
Suite 100
Bellevue, WA 98005
(425) 450-4075 * Fax (425) 450A076
Project Title: Sebco Development 11000 Building
Enqineer: Jis Project ID: 16-47
Project Descr: Single story tilt -up building
Pdnted: 11 OCT 2016.10:48AM
'Steel Column File = kk1&43K25C7RC7A4YC-Neb6o.ec6
I - - I ENERCALC, INC. 19n2016, Build:6.16.6.7, Ver.6.16.6.7 I
Description : Got C-19
Code References
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Steel Secfion Name: HSS10x10x5116 Overall Column Height 32.670 ft
Analysis Method: Allowable Strength Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade Brace condition for deflection (buckling) along columns
Fy: Steel Yield 46.0 ksi X -X (width) axis:
E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X -X Axis buckling = 32.670 fL K = 1.0
Y -Y (depth� axis:
Unbrace Length for Y -Y Axis buckling= 32.670 ft, K = 1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weight included: 1,318.24 lbs *
Dead Load Factor
AXIAL LOADS ...
RG -7: Axial Load at 32.670 ft, Xecc = -4.0 in, D 15.10, S =
22.50 k
RG -1 5: Axial Load at 32.670 ft, Xecc = 4.0 in, D 16.770, S
24.920 k
Joist: Axial Load at 32.670 ft, D = 5.660, S 8.440 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio
0.6169 : I
Maximum SERVICE Load Reactions..
Load Combination
+D+S+H
Top along X -X
0.04173 k
Location of max.above base
32.451 ft
Bottom along X -X
0.04173 k
At maximum location values are ...
Top along Y -Y
0.0 k
Pa: Axial
94.708 k
Bottom along Y -Y
0.0 k
Pn I Omega: Allowable
157.081 k
Ma -x: Applied
0.0 k -ft
Maximum SERVICE Load Deflections ...
Mn -x/ Omega: Allowable
86.140 k -ft
Along Y -Y 0.0 in at
0.0ft above base
Ma -y: Applied
1.354 k -ft
r load combination :
Mn -y / Omega: Allowable
86.140 k -ft
Along X -X 0.03262 in at
19.076ft above base
forload combination:+D+S+H
PASS Maximum Shear Stress Ratio=
0.000475 :1
Load Combination
+D+S+H
Location of max.above base
0.0 ft
At maximum location values are.. .
Va : Applied
0.04173 k
Vn I Omega: Allowable
87.790 k
Load Combination Results
Maximum Axial Bending Stress Ratios
Maximum Shear Ratios
Load Combination
Stress Ratio
Status Location
Stress Ratio Status
Location
+D+H
0.253
PASS 32.45 ft
0.000 PASS
0.00 ft
+D+S+H
0.617
PASS 32.45 ft
0.000 PASS
0.00 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reaction
Load Combination
@ Base
@ Top
@ Base @ Top
@ Base
+D+H
-0.017
-0.017 k
k
38.848 k
+D+S+H
-0.042
-0.042 k
k
94.708 k
D Only
-0.017
-0.017 k
k
38.848 k
S Only
-0.025
-0.025 k
k
55.860 k
Maximum Deflections for Load Combinations
Load Combination Max. X -X Deflection
Distance Max. Y -Y Deflection Distance
+D+H
0.0133 in
19.076 ft
0.000 in 0.000 ft
+D+S+H
0.0326 in
19.076 ft
0.000 in 0.000 ft
D Only
0.0133 in
19.076 ft
0.000 in 0.000 ft
S Only
0.0193 in
19.076 ft
0.000 in 0.000 ft
Shutler Consulting Engineers, Inc.
12503 Be[ -Red Road
Suite 100
Bellevue, WA 98005
(425) 450-4075 * Fax (425) 450-4076
Steel Column
Description : Goll C-20
Code References
Calculations per AISC 360-10, 1 BC 2015, CIBC 2016, ASCE 7-10
Load Combinations Used: ASCE 7-10
deneral information
Project Title: Sebco Development 11000 Building
Engineer: Jis Prolect ID: 16-47
Project Descr: Single story tilt -up building
�()L_J :)
File =
Printed: 11 OCT 2016.10:57AM
Steel Section Name: IHSS10x10x5116 Overall Column Height 32.670 ft
Analysis Method: Allowable Strength Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade Brace condition for deflection (buckling) along columns:
Fy: Steel Yield 46.0 ksi X -X (width) axis:
E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X -X Axis buckling = 32.670 ft, K = 1.0
Y -Y (depth axis:
Unbraclength for Y -Y Axis buckling = 32.670 It, K = 1.0
Ver.6.16.6,7
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 1,318.24 lbs *
Dead Load Factor
AXIAL LOADS ...
RG -1 5: Axial Load at 32.670 ft, Xecc = 4.0
in, D 17.740, S = 26.270 k
RG -1 6: Axial Load at 32.670 ft, Xecc = 4.0 in, D 8.520, S 12.60 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio
0.5012 1
Maximum SERVICE Load Reactions..
Load Combination
+D+S+H
Top along X -X
0.2335 k
Location of max.above base
32.451
Bottom along X -X
0.2335 k
At maximum location values are...
Top along Y -Y
0.0 k
Pa: Axial
66.448 k
Bottom along Y -Y
0.0 k
Pn / Omega: Allowable
157.081 k
Ma -x Applied
0.0 k -ft
Maximum SERVICE Load Deflections ...
Mn -x Omega: Allowable
86.140 k -ft
Along Y -Y 0.0 in at
0.0ft above base
Ma -y: Applied
-7.579 k -ft
for load combination :
Mn -y I Omega: Allowable
86.140 k -ft
Along X -X -0.1826!n at
19.076ft above base
for load combination: +D+S+H
PASS Maximum Shear Stress Ratio
0.002660 : 1
Load Combination
+D+S+H
Location of max.above base
0.0 ft
At maximum location values are.
Va: Applied
0.2335 k
Vn / Omega: Allowable
87.790 k
Load Combination Results
Maximum Axial + Bendinq Stress Ratios
Maximum Shear Ratios
Load Combination
Stress Ratio
Status Location
Stress Ratio Status Location
+D+H
0.176
PASS 0.00 ft
0.001 PASS
0.00 ft
+D+S+H
0.501
PASS 32.45 ft
0.003 PASS
0.00 ft
Maximum Reactions
Note: Only non
-zero reactions are listed.
X -X Axis Reaction
Y -Y Axis Reaction
Axial Reaction
Load Combination
@ Base
@ Top
@ Base @ Top
@ Base
+D+H
0.094
0.094 k
k
27.578 k
+D+S+H
0.234
0.234 k
k
66.448 k
D Only
0.094
0.094 k
k
27.578 k
S Only
0.139
0.139 k
k
38.870 k
Maximum Deflections for Load Combinations
Load Combination Max. X -X Deflection
Distance Max. Y -Y Deflection Distance
+D+H
-0.0735 in
19.076 It
0.000 In 0.000 ft
+D+S+H
-0.1826 in
19.076 It
0.000 In 0.000 ft
D Only
-0.0735 in
19.076 It
0.000 in 0.000 ft
S Only
-0.1090 in
19.076 ft
0.000 in 0.000 It
+D+H
-0.0735 in
19.076 It
0.000 in 0.000 It
SH UTLER
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
JOB '�abco
SHEET NO. CO(-- I Cl OF
-,-A
CALCULATED BY --J Y
DATE
moommommommommmmmmmmmmmmmmm mm
mommommmommmmmommommomm MEMO
EMMEMMMMMMEMMEMMEMMMEEMMOMME 0
HEM
mMMMMMMMMMMMMMMMMM MMEMPHIMM ME
wm--lwj!z
11111IMSEENAMMUMMIMMIMMIMIMMUmm MMMM
MMMwmmmMMMmMMMMMMMMMMMMMMMMM
111111111-01mil MEN
INN
ME
MEMEEMEMEMEMMMEMEM MEMNON No
MEN
Emommom ONE
MENION MEMENNEEMEMONNION-mmi'NE 0
MEN M ME
HERMON
mMMEMMmmMMMMMMMMMMMMM
MEN
MEN 0
MEN 0
0 No
EMEMEMEMEMMEMEMEMMEMEME M NONE
MEMO
0)
(0
7
Ln
r-
50'-0"
-5 50"-0"'
50' 0" 0,-0"
591-61'
40&
4-1
F4
F#'
209'-6"
NOTES: 1) ROOF D.L. = 15 PSF + GIRDER WT
2) ROOF L.L. = 25 PSF SNOW LOAD
3) DESIGN JOIST FOR 500# ADD LOAD
PLACED ANYWHERE ALONG JOIST SPAN.
(�) 625'-0" Q
1 473'-O'l 40'-6"
40'-6" 50'-0" 50'-0" 50'-0" 50'-0" 50'-0" 50 -0:4
P5,_0.0 17
50'�-O"
5p-091
z
E- M
Z
0 Z
-.nA 0 P0
1-10lu L
gui
0 ev
0
m
Iwo
0 PC
01
I j ro-
CQ
^0
dO
0
J& Lr)
got,
0
0
0)
0
0
V)
rv, 0 C-4
0
do -0
FS"O
4 ,G lfo I
,1 s -- - - - -- An co
144 y- -7 q- C)
0 00
0
U')
Lo
z
W
z
0
0 to 9
I.- -
415'-6" z I --
c') 6
w 6
> F -
w z
0
0 5 Lu
F- w j zo
c) Z
w (0 a LU
C) 5 z
0
RG� FRAMING PLAN U) —rl F— w a co 3
iN i� SCALE: 1"=50' SHEE - T No.:
FDN-0
.SHUTLER CONSULTING ENGINEERS
Structural Engineers
12503 Bel Red Road, Suite 100
Bellevue, Washington 98005
(425) 450-4075
SQUARE SPREAD FOOTING DESIGN
----------------------------
Job SEBCO
Sheet no. er'qw-1
Calculated by JS
Checked by
Date 11/16/2016
Allowable soil bearing 3000.00.psf
Yield stress of reinforcing steel 60.00 ksi
Compressive stress of concrete 3.00 ksi
Combined ultimate factor (D.L. + L.L.) 1.60
Cover to bottom of bottom bar 3.00 in
*** Allowable load is allowable applied load. ***
(Allow. Load = Ftg area * allow. soil bearing - ftg weight.)
FOOTING SCHEDULE
---------------------------------------------------------------------------
Footing
Thick-
Required I
Bar size
options
I Allow.
Size
ness
Area of steel
No.
I
Size I
I No.
I
Size
I Load
F- 3.00
10.00
---------------
0.65
in^2
-------------
3
#
5
------------
2
#
6
I ----------
1 25.88
k
F- 3.50
10.00
0.76
in^2
3
#
5
1 2
#
6
35M
k
F- 4.00
11.00
0.95
in^2
4
#
5
3
#
6
45.80
k
F- 4.50
12.00
1.17
in^2
4
#
5
3
#
6
57.71
k
F- 5.00 1
13.00
1 1.47
in^2 1
5'
#
5
4
#
6
70.94
k
F- 5.50
15.00
1.78
in^2 1
6
#
5
5
#
6
85.08
k
F- 6.00
16.00
2.07
in^2 1
5
#
6
4
#
7
100.80
k
F- 6.50 1
17.00
1 2.39
in^2 1
6
#
6
4
#
7
117.77
k
F- 7.00
18.00
2.78
in^2
7
#
6
5
#
7
135.98
k
F- 7.50
19.00
3.24
in^2
8
#
6
6
#
7
155.39
k
F- 8.00
21.00
3.63
in^2
9
#
6
7
#
7-
175.20
k
F- 8.50
22.00
4.04
in^2
7
#
7
6
#
8
196.88
k
F- 9.00
23.00
4.54
in^2
8
#
7
6
#
8
219.71
k
F- 9.50
1 24.00
1 5.11
in^2 1
9'
#
7
1 7
#
8
243.68
k
F-10.00
---------------------------------------------------------------------------
1 26.00
1 5.62
in^2 1
10
#
7
1 8
#
8
267.50
k
SHUTLER CONSULTING ENGINEERS
Structural Engineers
12503 Bel Red road, Suite 100
Bellevue, Washington 98005
(425) 450-4075
FOOTING SHEAR
Job ISEBCO
Sheet no. 2 -
Calculated by I", -
Checked by
Date 1/16/2016
I---------------------------------------------------------------------------
I Footing
I Thick -1
d
I Beam
Shear
Punching Shear
Bo
Size
ness
(in.)
Vu
Phi Vc
Vu
Phi Vc
(in.)
F-
3.00
10.00
5.50
9.60
----------
18.44
--------
36.19
----------
55-.41
--------
58.00
F-
3.50
10.00
5.50
15.40
21.51
51.79
59.41
58.00
F-
4.00
11.00
6.50
20.80
29.05
68.79
75.05
62.00
F-
4.50
12.00
7.50
27.00
37.71
88.13
92.18
66.00
F-
5.00
13.00
8.50
34.00
47.49
109.79
110.80
70.00
F-
5.50
15.00
10.50
39.60
64.53
132.53
152.52
78.00
F-
6.00
16.00
11.50
48.00
77.10
158.79
175.61
82.00
F-
6.50
17.00
12.50
57.20
90.79
187.39
200.19
86.00
F-
7.00
18.00
13.50
67.20
105.59
218.33
226.26
90.00
F-
7.50
19.00
14.50
78.00
121.51
251.59
253.83
94.00
F-
8.00
21.00
16.50
1 86.40 1
147.49
1 285.53 1
313.42
1 102.00 1
F-
8.50
22.00
17.50
98.60
166.21
323.39
345.45
106.00
F-
9.00
23.00
18.50
111.60
186.04
363.59
378.97
110.00
F-
9.50
24.00
19.50
125.40
206.99
406.13
413.98
114.00
F-10.00
---------------------------------------------------------------------------
26.00
21.50
136.00
240.23
448.99
488.47
122.00
FOOTING STEEL
I---------------------------------------------------------------------------
I Footing
I Thick -1
d I
Design
Steel
Minimum Steel
I As
Size
ness
(in.)
Mu
As
(Temp
steel)
lProvidedl
F-
3.00
10.00
5.50
3.04
0.38
--------------------
0.65
in.^2
--------
0.65
F-
3.50
10.00
5.50
4.54
0.66
0.76
in.^2
0.76
F-
4.00
11.00
6.50
6.34
0.90
0.95
in.^2
0.95
F-
4.50
12.00
7.50
8.44
1.16
1.17
in.^2
1.17
F-
5.00
13.00
8.50
10.84
1.47
1.40
in.^2
1.47
F-
5.50
15.00
10.50
13.54
1.62
1.78
in
A 2
1.78
F-
6.00
16.00
11.50 1
16.54 1
1.97 1
2.07
in.'2
2.07
F-
6.50
17.00
12.50
19.84
2.36
2.39
in.^2
2.39
F-
7.00
18.00
13.50
23.44
2.78
2.72
in.^2
2.78
F-
7.50
19.00
14.50
27.34
3.24
3.08
in.
A
2
3.24
F-
8.00
21.00
16.50
31.54
3.49
3.63
in.^2
3.63
F-
8.50
22.00
17.50
36.04
3.99
4.04
in.^2
4.04
F-
9.00
23.00
18.50
40.84
4.54
4.47
in.^2
4.54
F-
9.50
24.00
19.50
45.94
5.11
4.92
in
A 2
5.11
F-10.00
---------------------------------------------------------------------------
26.00
21.50
51.34
5.44
5.62
in.^2
5.62
SHUTLER
CONSULTING
ENGINEERS, INC
12503 Be] -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
FAX (425) 450-4076
JOB 5iF5
SHEET NO. OF
CALCULATED BY _jZ
DATE
mm�m"RMMMMENEEMMMEEMMMMMmmmmmmmm
Em-mmol-ri'mommmmmmmsommmmmmmmmmmmm
ommmmommmmmmmommummmm
mmmmmmmm
ommmmmmmmmmmmmmmmmmmmmmmmmmmmm
momammomm"Emommmmmo
ommmmmmmmummmmmmmmm
mmmmmmmmmm
mmmmmmmmmm
EMEMMMMMMMMMMMMMMMMMMmmmmmmmmm
omemmommmmmmmmmmmmmmmmmmmmmmmm
ImmoffiEffirmommommoommmmmmmmmmmmmm
mmm"mmrAmmmmmmmmmmmmmmmmmmmmmm
EMEMEMIMEMMOMMEMMMMMMmmmmmmmmm
ommmmm
mmmmmmumummmmmmmmmmmmmm
offism'WREMMMERNMEMMEMMMMMM
ommmmmmmmmmmmmmmmmmmmmmmmmmmmm
mmmmm
ommmmmmmmmmmmmmmmmmmmmmmmmmmmm
ommmmmommmmmmmmmmmmmmmmmmmmmmm
EMEMENEROMMEEMMMMMMMMmmmmmmmmm
EMMMMEMEMEMEMEMMMMMMM
mmmmmmmm
ommomammmmmmmmummmmmmmmmmmmmmm
ommmmmmmmmmmmommmmmmmmmmmmmmmm
ommossamommmooffiffimmommmmmmmmmmm
ommmmmmmmmmommummmmmmmmmmmmmmm
ommmmmmmmmmmmmmmmmmmmmmmmmmmmm
ommmmmmmmmmmmmmmmmmmmmmmmmmmmm
ommmmmmmmmmmmmmmmmmmmmmmmmmmmm
ommmmmmmmmmmmmmmmmmmmmmm
mmmmm
ommmmmmmmmmmmmmmmmmmmmmmmmmmmms
ommmmmmmmmmmmmmmmmmmmmmmmmmmmmo
ommmmmmmmmmmmmmmmmmmmmmmmmmmmmo
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: JJS
'Bellevue, washington 98005 Date:' :'12-5-2016
(425) 450-4075 Sheet No.:
------------------- ----------------------------------------------------------------------
Retaining wall design program, Beta Version 1.2, latest revision 9-17-15
RETAINING WALL DESIGN
Description: Truck ramp retaining wall
DESIGN CRITERIA
---------------
Active earth pressure =
35.00 pcf
Passive earth pressure =
250.00 pcf
Wind load on exposed portion of the wall (LRFD) =
21.42 psf
Seismic load do to soil pressure (LRFD) =
36.00 psf
Seismic load do to wall weight (LRFD) =
30.00 psf
Weight of soil =
110.00 pcf
Surcharge height =
2.00 ft.
Coefficient of friction =
0.35
Allowable soil bearing capacity =
3,000.00 psf
Superimposed load on the wall
No
Slab present to resist sliding
No
WALL AND FOOTING DIMENSIONS
---------------------------
Unbalanced height of fill
= 4.00 ft.
Wall height above soil on high side
= 3.50 ft.
Depth to bottom of footing
= 1.75 ft.,,,,
Depth of key below footing
= 0.00 ft.
Toe dimension
= 12.00 in.
Stem thickness
= 6.00 in.
Heel dimension
= 30.00 in.,/
Total footing width
= 4.00 ft.
Footing thickness
= 12.00 in.
f'c of wall concrete
= 3,000.00 psi
Fy of wall steel
= 60,000.00 psi.
f'c of footing concrete
= 3,000.00 psi.-'
Fy of footing steel
= 60,000.00 psi.-,'
DESIGN SUMMARY
--------------
Soil bearing less than allowable for all load cases.
Factor of safety against sliding is OK for all load cases.
Factor of safety against overturning is OK for all load cases.
Shear reinforcing is not required in the footing.
NOTES
Page I
od. eloy V. 0.7 -3
07�
IBC -2012, Section 1807.2.3 states "Design shall be based on 0.70 times the
nominal earthquake loads, 1.0 times other nominal loads and investigation
with one or more of the variable loads set to zero. Factor of safety = 1.5
except factor of safety = 1.1 for combinations including seismic loads."
This program uses a factor of safety = 1.1 for combinations including
seismic loads, a factor of safety of 1.2 for combinations that include
wind loads and a factor of safety of 1.5 for all other load cases.
Ot.
SHUTLER CONSULTING ENGINEERS, INC.
Structural Engineers
.125Q3 Bel -Red Road, Suite 100
Bellevue, w&shirigton'98005
(425) 450-4075
------------------------------------------
Description: Truck ramp retaining wall
STABILITY CHECK AND SOIL BEARING
-----------------------------
Service load Case 1, 1.0D + 1.OH
Job Name SEBCO
Job No. 16-47
Engr: JJS
Date: 12-5-2016
Sheet No.:
Driving Force
0.98
kips
Overturning Moment
2.27
ft -kips
Resisting Force
1.49
kips
Resisting moment
7.34
ft -kips
S.F. Sliding
1.52
S.F. Overturning
3.24
Soil Bearing, right
Soil Bearing, Left
1,253.80 psf
Soil Bearing, right
324.95
psf
Service load Case 2,
1.0D +
1.OL +
1.0H
Overturning Moment
3.63
-----------------------------------------------------------------------------
Driving Force
0.98
kips
Overturning Moment
2.27
ft -kips
Resisting Force
1.49
kips
Resisting moment
7.34
ft -kips
S.F. Sliding
1.52
50.01
S.F. Overturning
3.24
1.2D + 1.OW + 1.0L
Soil Bearing, Left
1,253.80 psf
Soil Bearing, right
324.95
psf
Service load Case 3,
1.0D +
0.6W +
1.0H
1.79 kips
Resisting moment
-----------------------------------------------------------------------------
Driving Force
1.03
kips
Overturning Moment
2.60
ft -kips
Resisting Force
1.49
kips
Resisting moment
7.34
ft -kips
S.F. Sliding
1.45
+ 1.6H
S.F. Overturning
2.82
-----------------------------------------------------------------------------
Driving Force
Soil Bearing, Left
1,380.32 psf
Soil Bearing, right
198.43
psf
Service load Case 4,
1.OD +
0.7E +
1.OH
S.F. Sliding
0.87
-----------------------------------------------------------------------------
Driving Force
1.32
kips
Overturning Moment
3.58
ft -kips
Resisting Force
1.49
kips
Resisting moment
7.34
ft -kips
S.F. Sliding
1.13
S.F. Overturning
2.05
Soil Bearing, Left
1,766.98 psf
Soil Bearing, right
0.00
psf
LRFD SOIL BEARING FOR FOOTING DESIGN
----------------------
LRFD load Case 1, 1.4D + 1.6H
Driving Force
1.57 kips
Overturning Moment
3.63
ft -kips
Resisting Force
2.08 kips
Resisting moment
10.28
ft -kips
S.F. Sliding
1.33
S.F. Overturning
2.84
Soil Bearing, Left
1,925.29 psf
Soil Bearing, right
284.96
psf
LRFD load Case 2,
1.2D + 1.61, + 1.6H
-----------------------------------------------------------------------------
Driving Force
1.57 kips
Overturning Moment
3.63
ft -kips
Resisting Force
1.79 kips
Resisting moment
8.81
ft -kips
S.F. Sliding
1.14
S.F. Overturning
2.43
Soil Bearing, Left
1,844.49 psf
Soil Bearing, right
50.01
psf
LRFD load Case 3,
1.2D + 1.OW + 1.0L
+ 1.6H
-----------------------------------------------------------------------------
Driving Force
1.64 kips
Overturning Moment
4.19
ft -kips
Resisting Force
1.79 kips
Resisting moment
8.81
ft -kips
S.F. Sliding
1.09
S.F. Overturning
2.10
Soil Bearing, Left
2,070.26 psf
Soil Bearing, right
0.00
psf
LRFD load Case 4,
1.2D + 1.0E + 1.OL
+ 1.6H
-----------------------------------------------------------------------------
Driving Force
2.05 kips
Overturning Moment
5.50
ft -kips
Resisting Force
1.79 kips
Resisting moment
8.81
ft -kips
S.F. Sliding
0.87
S.F. Overturning
1.60
Soil Bearing, Left
2,894.34 psf
Soil Bearing, right
0.00
psf
Page 2
SHUTLER CONSULTING ENGINEERS, INC.
Structural Engineers
12503 Bel -Red Road,.Suite 100
gelle�rue,"washlngton 98005
(425) 450-4075
----------------------------------------------
Description: Truck ramp retaining wall
FOOTING DESIGN
--------------
Steel strength, fy = 60,000.00 psi
Concrete strength, f1c = 3,000.00 psi
Job Name SEBCO
Job No. 16-47
Engr: JJS -
Ddte: :'12-5�-2016
Sheet No.: P_ V) -t5
-------------------------------------
TOE REINFORCEMENT (Bottom Steel)
--------------------------------
Required area of steel = 0.019 in.^2 per foot
Vu = 0.72 kips
Phi * Vc = 8.38 kips
*** No shear reinforcement required ***
HEEL REINFORCEMENT (Top Steel)
------------------------------
Required area of steel = 0.073 in.^2 per foot
Vu = 1.83 kips
Phi * Vc = 9.37 kips
*** No shear reinforcement required ***
WALL DESIGN
-----------
Steel strength, fy = 60,000.00 psi
Concrete strength, f1c = 3,000.00 psi
STEM REINFORCEMENT
------------------
Depth Max. Ultimate Area of Steel
Moment required
(Feet) Kip -ft.) (in.^2 / ft.)
0.00 0.00 0.00
0.41 0.00 0.00
0.83 0.01 0.00
1.24 0.02 0.00
1.65 0.04 0.00
2.06 0.06 0.00
2.48 0.09 0.01
2.89 0.13 0.01
3.30 0.16 0.01
3.71 0.21 0.01
4.13 0.29 0.02
4.54 0.40 0.02
4.95 0.55 0.03
5.36 0.75 0.04
5.78 0.99 0.06
6.19 1.29 0.07
6.60 1.64 0.09
7.01 2.06 0.12
7.43 2.53 0.15
7.84 3.08 0. 18
8.25 3.69 0.22
Minimum area of steel required is 0.16 in.A2/ft.
or 1/3 more than required by design
Maximum area of steel allowed is 0.77 in.A2/ft.
Page 3
SHUTLER
CONSULTING
ENGINEERS, INC.
12503 Bel -Red Road, Suite 100 -
Bellevue, WA 98005
(425) 450-4075 - FAX (425) 450-4076
SHEET No. P-0 OF
CA.LCULATED BY X�
DATE
SCALE
PRECAST TILT -UP WALL PANEL DESIGN
1 " CLR
IE
Minimum
TO VERT.
Minimum
Concrete Strength (f j psi.
BAR �'_��-VERT.
TO TIE
Reinforcing Steel (fy) psi.
Vertical Reinf.
Vertical Reinf.
Max. depth of reveal in.
REVEAL
DEPTR_
BAR
Size & Spacing
1Y2" CLRt
Size & Spacing
Minimum steel and maximum spacing...
TO TIE----' t
7 0.222 in 2/ ft.
Panel
Maximum
Minimum
Minimum
Minimum
Minimum
Thickness
Spacing
Horiz. Reinf .
Horiz. Reinf.
Vertical Reinf.
Vertical Reinf.
41
(3*t or 18" max)
In 2 / foot
Size & Spacing
In 2 / foot
Size & Spacing
7.251 in.
18.00
0.174 in 2 / ft.
41
@
13.54 in. o.c.
0.104 in 2/ ft. 41
Q
18.00 in. o.c.
8.001 in.
18.00
0.192 in 2 / ft.
41
@
12.27 in. o.c.
0.115 in 2/ ft. 41
@
18.00 in. o.c.
9.251 in.
18.00
7 0.222 in 2/ ft.
4F@
9.25 in.
10.61 in. o.c.
0.133_�n2/
ft. 41
@
17.69 in. o.c.
11.251 in.
1 8.,�
0.270 in"/ ft. .
41
@
8.73 in. o. C.
0. 162 jh"
/ ft. 41
@
14.54 in. o.c.
Panels without ties... 7 it/ V7
Cover, outside face FT00_1
Cover, Inside face 1 0.75 1
Depth to centroid of reinforcing
(No reveal)
Panel
Thickness
Reveal
Depth
Max.
Bar
Size
7.25 in.
0.00
6
8.00 in.
0.00
7'
9.25 in.
0.00
7
11.25 in.
0.00
7
Depth to centroid of reinforcing
(Maximum reveal depth 0.75
Panel
Meal
Max.
Thickness
Depth
Bar
5.50 in.
8.00 in.
Size
7.25 in.
0.75
9.25 in.
8.00 in.
0.75
7ATin.
9.25 in.
0.75
0.00
11.25 in.
0.75
9.25 in.
Outside Face (See Diagram Above)
1-1/2" clear to tie d = t - (1.5+ tie dB +0.6 vert dB)
1 " clear from reveal to vert bar d = t - (314 + I + 0.5 vert dB)
Inside Face (See Diagram Above)
3/4" clear to tie d = t - (314 + 3/4 + tie dB + 0.5 vert dB)
(Use lesser of 3 conditions)
File: PC panel cover, 4-3-13
nels with ties... ao-
over, Outside face in. (from face
of panel to tie)
over, inside face in. (from face
of Danel to tie)
Depth to centroid of steel
(No. 3 ties with no reveal)
Panel
Thickness
Max.
Bar
Size
Reveal
Depth
d
(in.)
7.25 in.
6.
0.00
5.50 in.
8.00 in.
7
0.00
6.19 in.
9.25 in.
7
0.00
7ATin.
1.25 in.
1 7-
0.00
9.44 in.
)ver, Outside face
)ver, Outside face
wer, inside face
in. (from face
of panel to tie)
in. (from reveal
to vert bar)
in. (from face
of Danel to tie)
Depth to centroid of steel
(No. 3 ties with 0.75 inch reveal)
Panel
Max.
Reveal
d
Thickness
Bar
Depth
(in.)
Size
7.25 in.
0.75
5.00 in.
8.00 in.
0.75
5.69 in.
9.25 in.
'0.75
6.94 in.
11.25 in.
0.75
8.94 in.
SHUTLER
CONSULTING
ENGINEERS, INC.
12503 Bel -Red Road, Suite 100
Bellevue, WA 98008
(206) 4504075 - FAX 450-4076
JOB 6,fW
SHEET No. P-1 --- -OF
CALCULATED BY.
DATE
SCALE JOB No.
PANEL WITH PARAPET
3s
e e
OF WALL
1 MAX,
1 MAX.
GAP
GAP
BA OIST
R
R I
E
e = (LEG -1)/2 + 1 + t/2
Z 6x4(LE = 4")
Z 6 x 6 (LEG 6")
t (in) e (in)
t (in)
e (in)
5.5 5.25
5.5
6.25
LEG
6.25 5.625
6.25
6.625
7.25 6.125
7.25
7.125
9.25 7.125
9.2 5
1) A
8.12
t t
11.25 8.195 1
11.25
9.125
PANEL
WITHOUT PARAPET
R.
e
OF WALL--�_,
//-L8x4yY2 CONT. LLV
2x6 WOOD
e = t/2 - BRG/2
NAILER
t (in)
e (in)
USE (in)
5.5
0.75
1
7/7
6.25
1.125
2
4" BE-AR17NG
7.25
1.625
2
---
BAR
JOIST 9.25
2.625
3
PER
PLAN
11.25
3.625
STIFFENER WITH PARAPET
STIFFENER WITHOUT PARAPET
OF
WALL
e
OF_r e
e =(t+1.5)/2+3.5
R
e (t+1.5)/2
'R
WALL
R
t (in)
e (in)
t (in)
e (in)
5.5
7
5.5
3.5
6.25
7.375
6.25
3.875
7.25
7.875
4x TOP
ly
7.25
4.375
1
1y2"
9.25
8.875
PLATE
9.25
5.375
4x6
11.25
9.875
11.25
6. .47A
LEDGER
SHUTLER
CONSULTING
12503 Bel -Red Road, Sulte 100
Bellevue, WA 98005
(425) 450-4075 - FAX (425) 450-4076
Wall and Footina Criteria
JOB----. "�CE7,01PQ
SHEET No. P__ A -OF
CALCULATED BY.
DATE . /J -7 -14 -
SCALE
Wall height ft. Depth to footing
Wall thickness in. Footing thickness
WP 90.63 psf Coef. of fric. between soil and ftg
Panel Dead Load 3.19 Kips/ft. Fixity coefficient
Seismic Criteria
Short period spectral response, Ss
11,1�01
%
Average roof height
Site soil class
Effective wind area
1 00,
Seismic importance factor, le
Exposure
Bi,
F,
4t
1.000
Maximum short period spectral response, Sms = F, Ss
1.52
Design short period spectral response, SDS = 2/3 * Sms
1.01
Fp = 0.4- SDS * le - Wp
36.69 PSF * fixity * ht./2 =
521.06 PLF
Fp(min) = 10% Of WP
9.06 PSF * fixity * ht./2 =
128.72 PLF
RtOp = Winge (Seismic)
521.06 PLF (ULT.)
Pnet30 (Design pressure)
RtOp = Winge (Seismic)
364.74 PLF (WS)
W
rj—/,:
Wind Criteria
Basic Wind Speed
11,1�01
MPH
Average roof height
Effective wind area
1 00,
Square feet
Exposure
Bi,
Wind Zone (4 or 5)
4t
(4= typical wall, 5= wall corner)
Wind Importance Factor
X
1.05
Pnet30 (POS- pressure)
18.50
PSF
Pnet30 (Neg. pressure)
-20.40
PSF
Pnet30 (Design pressure)
-20.40
PSF
Pnet Pnt30
-21.42
PSF
Rt.p = Winge (Wind )
304.24
PLF (ULT)
Rt.p = Wing. (Wind )
182.54
PLF (WS)
MOT(Seismic) 2.15 Kip -ft. / ft. (W.S.)
MOT (Wind) 1.08 Kip -ft. / ft. (W.S.)
Use coefficient of friction of 0.5 for bond between panel and footing.
MR 3.72 Kip -ft. / ft. at bot. of panel
MR 4.09 Kip -ft. / ft. at bot. of footing
F. S. at bot of panel 1.73 Seismic, O.K.
F. S. at bot of footing 1.90 Seismic, O.K.
F. S. at bot of panel 3.45 Wind, O.K.
F. S. at bot of footing 3.80 Wind, OX
ROOF
File: Panel Fixity 12_IBC.e)d, latest rev. 1-15-14
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No.- 16-47
12503 Bel -Red Road, Suite 100 Engr: JJS
B611evue, washihgton 98005 Date: 11-3-2016
(425) 450-4075 Sheet No.:
------------------------------------------------------------------------------------------
***** TILT UP WALL DESIGN *****
(Considering P -Delta effects per Section 14.8 of ACI 318-11)
Tilt- wall design program, Version 1.4, latest revision 2-1-2016
Description: 36" section adjacent to 191 opening, Panel 1 Page 1
***** ALLOWABLE STRESSES AND DESIGN CRITERIA *****
f'c of concrete =
5,000.00 psi.
Fy of steel =
60,000.00 psi.
Basic wind speed --- >
110 MPH
zone of building (zone 4=typ. wall, zone 5=corner.--->
4
Wind exposure catagory ( B, C or D ) --- >
B
Lamda based on a mean roof height =
34.00 feet
Net design wind pressure based on a calc. trib area =
358.59 sq ft.
Kzt, Wind topographic factor =
1.00
Wind load ( p Lamda * Iw * P net 30 =
21.42 psf.
(p = 1.05 1.00 * 20.40)
Seismic importance factor =
1.00
Site class (A, B, C, D, or E) --- >
D
Seismic load, Fp .4 * Sds Ip * Wp, 0.1 Wp (min) =
46.81 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds = 1.01
Ev = 0.2 * Sds Ip * D =
0.20 D
Maximum allowed overstress =
0.00 %
Wall thickness for weight calculations =
9.25 inches
Wall thickness for design calculations =
8.50 inches
Parapet height, height of wall above roof. =
2.92 feet
Design height, distance between floor and roof. =
33.75 feet
Fixity coefficient =
0.85
Tributary width for design loads =
12.50 feet
Uniform dead load on design section =
75.00 # ft.
Uniform live load on design section =
125.00 # ft.
Concentrated dead load on design section =
0.00 lbs.
Concentrated live load on design section =
0.00 lbs.
Additional wt. applied to wall. ( ie. Stucco. =
0.00 psf.
Eccentricity, dist from center of wall to load =
8.88 inches
Depth to centroid of steel =
6.90 inches
Weight of wall =
115.63 psf.
Weight of wall on design section =
24,951.51 # ft.
Total design load on design section =
27,451.51 # ft.
Steel ratio ( As ( b * d )) =
0.0121
Modulus of rupture (7.5 * (f'c^.5)) =
530.33 psi.
Modulus of elasticity ( Concrete =
4,030.51 ksi.
n = Es / Ec =
7.20
Cracking Moment =
229.90 in. -k
Delta Cracked =
0.38 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.30 in. for all cases.
Wall is tension controled for all load cases, minimum steel strain is 0.01029
Maximum axial stress ( 119.67 psi. ) is less than .06 * f'c = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
SHUTLER CONSULTING ENGINEERS, INC.
Job Name
SEBCO
Structural Engineers
Job No.
16-47
12503 Bel -Red Road, Suite 100
Engr:
JJS
Bellevue, washington 98005
Date:*
11-3-2016
(425) 450-4075
------------------------------------------------------------------------------------------
Sheet No.:
Description: 36" section adjacent to 191 opening, Panel 1
Page 2
5 Number 7
Bars
Results shown are for 36.00
inch wide section.
CASE 1 @ Roof, U = 1.4D ( M = P*e -- No
P * Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. = N.A. in.
Mu
11.66
in -k
Ultimate Defl.= N.A. in.
Phi * Mn
1,026.67
in -k
CASE 1 @ Mid -ht., U = 1.4D ( M = .5*P*e
+ P Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. = 0.01 in.
Mu
7.29
in -k
Ultimate Defl.= 0.04 in.
Phi * Mn
1,136.04
in -k
CASE 2 @ Roof, U = 1.2D + 1.6 (Lr or S or R) + 1.OL (M=P*e,
No P*Delta)
Service Load = 1.01) + 1.0(Lr or S or R)
----------------------------------------------------------------------------
Service Defl. = N.A. in.
Mu
32.19
in -k
Ultimate Defl.= N.A. in.
Phi * Mn
1,033.99
in -k
CASE 2 @ Mid -ht, U 1.2D + 1.6(Lr or S
or R) + 1.01, (M=.5*P*e
+ P*Delta.)l
Service Load = 1.0D + 1.0(Lr or S or R)
----------------------------------------------------------------------------
Service Defl. = 0.02 in.
Mu
19.78
in -k
Ultimate Defl.= 0.11 in.
Phi * Mn
1,127.75
in -k
CASE 3 U = 1.2D + 1.6 ( Lr or S or R )
+ 0.5W
Service load = 1.OD + 0.75L + 0.75*0.6W
+ 0.75(Lr or S or
R)
----------------------------------------------------------------------------
Service Defl. = 0.32 in.
Mu
222.91
in -k
Ultimate Defl.= 1.24 in.
Phi * Mn
1,127.75
in -k
CASE 4 U = 1.2D + 1.OW + 1.01, + 0.5 (Lr or S or R)
Service load = 1.OD + 0.75L + 0.75*0.6W
+ 0.75(Lr or S or
R)
----------------------------------------------------------------------------
Service Defl. = 0.32 in.
Mu
412.11
in -k
Ultimate Defl.= 2.30 in.
Phi * Mn
1,122.42
in -k
CASE 5 U = (1.2 + 0.2 Sds)D + 1.OE + 1.OL
+ 0.2S
Service load = (1.0 + 0.1 Sds)D + 0.75L
+ 0.525E + 0.75(Lr
or S or R)
----------------------------------------------------------------------------
Service Defl. = 1.51 in.
Mu
914.33
in -k
Ultimate Defl.= 5.06 in.
Phi * Mn
1,137.20
in -k
CASE 6 U = 1.2D + 1.OW
Service load = 1.OD + 0.6W
----------------------------------------------------------------------------
Service Defl. = 0.54 in.
Mu
405.87
in -k
Ultimate Defl.= 2.27 in.
Phi * Mn
1,120.00
in -k
CASE 7 U = (1.2 + 0.2 Sds)D + 1.OE
Service load = (1 + 0.14Sds)D + ME
----------------------------------------------------------------------------
Service Defl. = 2.14 in.
Mu
910.75
in -k
Ultimate Defl.= 5.04 in.
Phi * Mn
1,136.23
in -k
CASE 8 U = 0.9D + 1.OW
Service load = 0.6D + 0.6W
----------------------------------------------------------------------------
Service Defl. = 0.51 in.
Mu
384.97
in -k
Ultimate Defl.= 2.18 in.
Phi * Mn
1,095.83
in -k
CASE 9 U = (0.9 - 0.2 Sds)D + 1.OE
Service load = (0.6 - 0.14 Sds)D + ME
----------------------------------------------------------------------------
Service Defl. = 2.02 in.
Mu
808.58
in -k
Ultimate Defl.= 4.62 in.
Phi * Mn
1,079.44
in -k
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: JJS
Bellevue, washington"98005 Date': ll -3-2016
(425) 450-4075 Sheet No.: b-
---------------------------------------------------------------------------------
***** TILT UP WALL DESIGN *****
(Considering P -Delta effects per Section 14.8 of ACI 318-11)
Tilt- wall design program, Version 1.4, latest revision 2-1-2016
Description: 36" section adjacent to 191 opening, Panel 3 Page 1
***** ALLOWABLE STRESSES AND DESIGN
CRITERIA *****
f'c of concrete
=
5,000.00 psi.
Fy of steel
=
60,000.00 psi.
Basic wind speed
--- >
110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
Wind exposure catagory ( B, C or D )
--- >
B
Lamda based on a mean roof height
=
34.00 feet
Net design wind pressure based on a calc.
trib area =
358.59 sq ft.
Kzt, Wind topographic factor
=
1.00
Wind load ( p Lamda * Iw * P net 30
=
21.42 psf.
(p = 1.05 1.00 * 20.40)
Seismic importance factor
=
1.00
Site class (A, B, C, D, or E)
--- >
D
Seismic load, Fp .4 * Sds Ip * Wp, 0.1
Wp (min) =
46.81 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds =
1.01
Ev = 0.2 * Sds Ip * D
=
0.20 D
Maximum allowed overstress
=
0.00 %
Wall thickness for weight calculations
=
9.25 inches
wall thickness for design calculations
=
8.50 inches
Parapet height, height of wall above roof.
=
2.92 feet
Design height, distance between floor and
roof. =
33.75 feet
Fixity coefficient
=
0.85
Tributary width for design loads
=
12.50 feet
Uniform dead load on design section
=
375.00 # / ft.
Uniform live load on design section
=
625.00 # / ft.
Concentrated dead load on design section
=
0.00 lbs.
Concentrated live load on design section
=
0.00 lbs.
Additional wt. applied to wall. ( ie. Stucco. =
0.00 psf.
Eccentricity, dist from center of wall to
l.oad =
8.13 inches
Depth to centroid of steel
=
6.90 inches
Weight of wall
=
115.63 psf.
Weight of wall on design section
=
24,951.51 # / ft.
Total design load on design section
=
37,451.51 # / ft.
Steel ratio ( As ( b * d ))
=
0.0121
Modulus of rupture (7.5 * (f'c^.5))
=
530.33 psi.
Modulus of elasticity ( Concrete
=
4,030.51 ksi.
n = Es / Ec
=
7.20
Cracking Moment
=
229.90 in. -k
Delta Cracked
=
0.38 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.30 in. for all cases.
Wall is tension controled for all load cases, minimum steel strain is 0.00984
Maximum axial stress ( 157.08 psi. ) is less than .06 f1c = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road,.Suite 100 Engr: JJS
Bellevue, washington 98005 Date: 11-3-2016
(425) 450-4075 Sheet No.: A-6
--------------------------------------------------------------------------------------
Description: 36" section adjacent to 19' opening, Panel 3 Page 2
5 Number 7 Bars
Results shown are for 36.00 inch wide section.
CASE 1 @ Roof, U =
1.4D ( M
= P*e -- No P
* Deflection.
Service Load = 1.0D
----------------------------------------------------------------------------
Service Defl. =
N.A.
in.
MU
53.35
in -k
Ultimate Defl.=
N.A.
in.
Phi: *
Mn
1,043.28
in -k
CASE 1 @ Mid -ht., U
= 1.4D
( M = .5*P*e +
P * Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. =
0.03
in.
Mu
34.53
in -k
Ultimate Defl.=
0.19
in.
Phi *
Mn
1,152,24
in -k
CASE 2 @ Roof, U =
1.2D + 1.6 (Lr or S or
R) + 1.01,
(M=P*e, No P*Delta)
Service Load = 1.OD
----------------------------------------------------------------------------
+ 1.0(Lr or S or R)
Service Defl. =
N.A.
in.
Mu
147.36
in -k
Ultimate Defl.=
N.A.
in.
Phi *
Mn
1,079.65
in -k
CASE 2 @ Mid -ht, U
= 1.2D +
1.6(Lr or S or R) + 1.OL
(M=.5*P*e + P*Delta.)l
I Service Load = 1.OD
-----------------------------------------------------------------------------
+ 1.0(Lr or S or R)
Service Defl. =
0.09
in.
Mu
99.62
in -k
Ultimate Defl.=
0.54
in.
Phi *
Mn
1,172.44
in -k
CASE 3 U = 1.2D + 1.6 ( Lr
or S or R ) +
0.5W
I Service load = 1.OD
---------------------------------
+ 0.75L
+ 0.75*0.6W +
I
0.75(Lr
or
S or R)
Service Defl. =
0.50
-------------------------------------
in.
Mu
323.06
in -k
Ultimate Defl.=
1.75
in.
Phi *
Mn
1,172.44
in -k
CASE 4 U = 1.2D +
1.OW + 1.OL + 0.5 (Lr
or S or
R)
Service load = 1.OD
-------------------------------------------------------------------
+ 0.75L
+.0.75*0.6W +
0.75(Lr
or
S or R)
I
Service Defl. =
0.51
in.
Mu
---------
471.48
in -k
Ultimate Defl.=
2.59
in.
Phi *
Mn
1,146.01
in -k
CASE 5 U = (1.2 + 0.2 Sds)D + 1.OE + 1.01, + 0.2S
Service load = (1.0
----------------------------------------------------------------------------
+ 0.1 Sds)D + 0.75L +
0.525E + 0.75(Lr or S or R)
Service Defl. =
1.75
in.
Mu
988.18
in -k
Ultimate Defl.=
5.40
in.
Phi *
Mn
1,157.27
in -k
CASE 6 U = 1.2D + 1.OW
Service load = 1.OD
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.63
in.
Mu
439.96
in -k
Ultimate Defl.=
2.44
in.
Phi *
Mn
1,133.94
in -k
CASE 7 U = (1.2 + 0.2 Sds)D
+ 1.OE
Service load = (1 +
0.14Sds)D
+ ME
----------------------------------------------------------------------------
Service Defl. =
2.26
in.
MU
969.83
in -k
Ultimate Defl.=
5.32
in.
Phi *
Mn
1,152.46
in -k
CASE 8 U = 0.9D + 1.OW
Service load = 0.6D
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.56
in.
Mu
409.06
in -k
Ultimate Defl.=
2.30
in.
Phi *
Mn
1,106.35
in -k
CASE 9 U (0.9 - 0.2 Sds)D
+ 1.OE
Service load = (0.6
----------------------------------------------------------------------------
- 0.14 Sds)D + ME
Service Defl. =
2.06
in.
Mu
833.47
in -k
Ultimate Defl.=
4.74
in.
Phi *
Mn
1,087.63
in -k
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: JJS
Bellevue,-washington 98005 Date:. :-11-4-2016
(425) 450-4075 Sheet No.:
---------------------------------------------------------------------------------------
TILT UP WALL DESIGN
(Considering P -Delta effects per Section 14.8 of ACI 318-11)
Tilt- wall design program, Version 1.4, latest revision 2-1-2016
Description: 31-9" scetion adjacent to man door, Panel 5 Page 1
***** ALLOWABLE STRESSES AND DESIGN CRITERIA *****
f1c of concrete =
5,000.00 psi.
Fy of steel =
60,000.00 psi.
Basic wind speed --- >
110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
Wind exposure catagory ( B, C or D ) --- >
B
Lamda based on a mean roof height =
34.00 feet
Net design wind pressure based on a calc. trib area =
153.97 sq ft.
Kzt, Wind topographic factor =
1.00
Wind load ( p Lamda * Iw * P net 30 =
21.42 psf.
(p = 1.05 1.00 * 20.40)
Seismic importance factor =
1.00
Site class (A, B, C, D, or E) --- >
D
Seismic load, Fp .4 * Sds Ip * Wp, 0.1 Wp (min) =
46.81 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds = 1.01
Ev = 0.2 * Sds Ip * D =
0.20 D
Maximum allowed overstress =
0.00 %
Wall thickness for weight calculations =
9.25 inches
Wall thickness for design calculations =
8.50 inches
Parapet height, height of wall above roof. =
1.58 feet
Design height, distance between floor and roof. =
33.42 feet
Fixity coefficient =
0.85
Tributary width for design loads =
5.42 feet
Uniform dead load on design section =
375.00 # / ft.
Uniform live load on design section =
Concentrated dead load on design section =
625.00 # / ft.
0.00 lbs.
Concentrated live load on design section =
0.00 lbs.
Additional wt. applied to wall. ( ie. Stucco. =
0.00 psf.
Eccentricity, dist from center of wall to load =
8.13 inches
Depth to centmoid of steel =
6.90 inches
Weight of wall =
115.63 psf.
Weight of wall on design section =
9,891.32 # ft.
Total design load on design section =
15,311.32 # ft.
steel ratio ( As ( b * d )) =
0.0043
Modulus of rupture (7.5 * (f'c^.5)) =
530.33 psi.
Modulus of elasticity ( Concrete =
4,030.51 ksi.
n = Es / Ec =
7.20
Cracking Moment =
287.37 in. -k
Delta Cracked =
0.37 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.27 in. for all cases.
wall is tension controled for all load cases, minimum steel strain is 0.03384
Maximum axial stress ( 51.58 psi. ) is less than .06 * f'c = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
SHUTLER-CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: JJS
Bellevue, washington 98005 Date: 11-4-2016
(425) 450-4075 Sheet No.:
------------------------------------------------------------------------------------------
Description: 31-9" scetion adjacent to man door, Panel 5 Page 2
3 Number 6 Bars
Results shown are for 45.00 inch wide section. r -
CASE I @ Roof, U =
1.4D ( M
= P*e -- No
P
* Deflection.
Service Load = I.OD
----------------------------------------------------------------------------
Service Defl. =
N.A.
in.
Mu
23.13
in -k
Ultimate Defl.=
N.A.
in.
Phi * Mn
487.30
in -k
CASE I @ Mid -ht., U
= 1.4D
( M = .5*P*e
+
P * Deflection.
Service Load = 1.OD
*
---------------------------------------------------------------------
Service Defl. =
0.01
in.
Mu
---------
13.67
in -k
Ultimate Defl.=
0.13
in.
Phi * Mn
536.84
in -k
CASE 2 @ Roof, U = 1.2D + 1.6 (Lr or S
or
R) + 1.OL (M=P*e,
No P*Delta)
Service Load = l.OD
+ I.O(Lr or S or R)
----------------------------------------------------------------------------
Service Defl. =
N.A.
in.
Mu
63.89
in -k
Ultimate Defl.=
N.A.
in.
Phi * Mn
505.27
in -k
CASE 2 @ Mid -ht, U
= 1.2D +
1.6(Lr or S
or R) + I.OL (M=.5*P*e + P*Delta.)1
Service Load = 1.OD
+ 1,0(Lr or S or R)
----------------------------------------------------------------------------
Service Defl. =
0.03
in.
Mu
38.88
in -)C
Ultimate Defl.=
0.35
in.
Phi * Mn
547.66
in -k
CASE 3 U = 1.2D + 1.6 ( Lr
or S or R )
+
0.5W
Service load = 1.OD
+ 0.75L
+ 0.75*0.6W
+
0.75(Lr or S or
R)
----------------------------------------------------------------------------
Service Defl. =
0.11
in.
Mu
124.39
in -k
Ultimate Defl.=
1.13
in.
Phi * Mn
547.66
in -k
CASE 4 U = 1.2D +
I.OW + 1.OL + 0.5 (Lr
or S or R)
Service load = I.OD
----------------------------------------------------------------------------
+ 0.75L
+ 0.75*0.6W
+
0.75(Lr or S or
R)
Service Defl. =
0.11
in.
Mu
184.61
in -k
Ultimate Defl.=
1.71
in.
Phi * Mn
534.38
in -k
CASE 5 U = (1.2 + 0.2 Sds)D + 1.OE + I.OL + 0.2S
Service load = (1.0
----------------------------------------------------------------------------
+ 0.1 Sds)D + 0.75L
+
0.525E + 0.75(Lr
or S or
R)
Service Defl. =
0.24
in.
Mu
382.35
in -k
Ultimate Defl.=
3.50
in.
Phi * Mn
539.36
in -k
CASE 6 U = 1.2D + I.OW
Service load = 1.OD
+ 0.6W
----------------------------------------------------------------------------
Service Defl. ='
0.12
in.
Mu
173.62
in -k
Ultimate Defl.=
1.62
in.
Phi * Mn
528.34
in -k
CASE 7 U = (1.2 + 0.2 Sds)D
+ 1.OE
Service load = (1 +
0.14Sds)D
+ ME
----------------------------------------------------------------------------
Service Defl. =
0.65
in.
Mu
376.56
in -k
Ultimate Defl.=
3.46
in.
Phi * Mn
536.95
in -k
CASE 8 U = 0.9D + l.OW
Service load = 0.6D
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.12
in.
Mu
164.81
in -k
Ultimate Defl.=
1.57
in.
Phi * Mn
515.55
in -k
I CASE 9 U = (0.9 - 0.2 Sds)D
+ 1.OE
I Service load = (0.6
- 0.14 Sds)D + 0.7E
----------------------------------------------------------------------------
Service Defl. =
0.56
in.
Mu
340.20
in -k
Ultimate Defl.=
3.29
in.
Phi * Mn
506.92
in -k
Irc, it, :p# e, # a4
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: JJS
Bellevue, wa:shington 98005 Date: 11-4-2016
(425) 450-4075 Sheet No.:
------------------------------------------------------------------------------------------
***** TILT UP WALL DESIGN *****
(Considering P -Delta effects per Section 14.8 of ACI 318-11)
Tilt- wall design program, Version 1.4, latest revision 2-1-2016
Description: 31-8" scetion between man door & 121-0" O.H. door. panel 5 Page I
***** ALLOWABLE STRESSES AND DESIGN
CRITERIA *****
f'c of concrete
=
5,000.00 psi.
Fy of steel
=
60,000.00 psi.
Basic wind speed
--- >
110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
wind exposure catagory ( B, C or D )
--- >
B
Lamda based on a mean roof height
=
34.00 feet
Net design wind pressure based on a calc.
trib area =
321.85 sq ft.
Kzt, Wind topographic factor
=
1.00
Wind load ( p Lamda * Iw * P net 30
=
21.42 psf.
(p = 1.05 1.00 * 20.40)
Seismic importance factor
=
1.00
Site class (A, B, C, D, or E)
--- >
D
Seismic load, FP .4 * Sds Ip * Wp, 0.1
Wp (min) =
46.81 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds =
1.01
Ev = 0.2 * Sds Ip * D
=
0.20 D
Maximum allowed overstress
=
0.00 %
Wall thickness for weight calculations
=
9.25 inches
Wall thickness for design calculations
=
8.50 inches
Parapet height, height of wall above roof.
=
1.58 feet
Design height, distance between floor and
roof. =
33.42 feet
Fixity coefficient
=
0.85
Tributary width for design loads
=
11.33 feet
Uniform dead load on design section
=
375.00 # ft.
Uniform live load on design section
-
625.00 # ft.
Concentrated dead load on design section
=
0.00 lbs.
Concentrated live load on design section
=
0.00 lbs.
Additional wt. applied to wall. ( ie. Stucco.
=
0.00 psf.
Eccentricity, dist from center of wall to
load =
8.13 inches
Depth to centroid of steel
=
6.90 inches
Weight of wall
=
115.63 psf.
Weight of wall on design section
=
20,676.88 # ft.
Total design load on design section
=
32,006.88 # ft.
Steel ratio ( As ( b * d ))
=
0.0072
Modulus of rupture (7.5 * (f'c^.5))
=
530.33 psi.
Modulus of elasticity ( Concrete
=
4,030.51 ksi.
n = Es / Ec
=
7.20
Cracking Moment
=
280.99 in. -k
Delta Cracked
=
0.37 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.27 in. for all cases.
Wall is tension controled for all load cases, minimum steel strain is 0.01790
Maximum axial stress ( 110.27 psi. ) is less than .06 * f'c = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
SHUTLER CONSULTING ENGINEERS, INC.
Job Name
SEBCO
Structural Engineers
Job No.
16-47
12503 Bel -Red Road, Suite 100
Engr:
JJS
Bellevue-, washington 98005-
Date:
11-4-2016
(425) 450-4075
---------------------------------------------------------------------------------
Sheet No.:
P
t ---------
Description: 3'-8" scetion between man door & 121-01' O.H. door.
panel 5
Page 2
5 Number 6
Bars
Results shown are for 44.00
inch wide section.
CASE 1 @ Roof, U = 1.4D ( M = P*e -- No
P * Deflection.
Service Load = 1.0D
-----------------------------------------------------------------
Service Defl. = N.A. in.
Mu
----------
48.36
in -k
Ultimate Defl.= N.A. in.
Phi * Mn
798.18
in -k
CASE 1 @ Mid -ht., U = 1.4D ( M = .5*P*e
+ P * Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. = 0.02 in.
Mu
30.64
in -k
Ultimate Defl.= 0.19 in.
Phi * Mn
896.50
in -k
CASE 2 @ Roof, U = 1.2D + 1.6 (Lr or S or R) + 1.01, (M=P*e,
No P*Delta)
Service Load = 1.0D + 1.0(Lr or S or R)
----------------------------------------------------------------------------
Service Defl. N.A. in.
Mu
133.56
in -k
Ultimate Defl.= N.A. in.
Phi * Mn
833.95
in -k
CASE 2 @ Mid -ht, U = 1.2D + 1.6(Lr or S
or R) + 1.01, (M--.5*P*e + P*Delta.)l
Service Load = 1.OD + I.O(Lr or S or R)
----------------------------------------------------------------------------
Service Defl. = 0.06 in.
Mu
88.46
in -k
Ultimate Defl.= 0.53 in.
Phi * Mn
917.85
in -k
CASE 3 U = 1.2D + 1.6 ( Lr or S or R )
Service load = 1.0D + 0.75L + 0.75*0.6W
+ 0.5W
+ 0.75(Lr S
R)
----------------------------------------------------------------------------
or or
Service Defl. �- 0.24 in.
Mu
283.01
in -k
Ultimate Defl.= 1.68 in.
Phi * Mn
917.85
in -k
CASE 4 U = 1.2D + 1.0W + 1.OL + 0.5 (Lr or S or R)
Service load = 1.0D + 0.75L + 0.75*0.6W
----------------------------------------------------------------------------
+ 0.75(Lr or S or R)
Service Defl. = 0.24 in.
Mu
412.69
in -k
Ultimate Defl.= 2.51 in.
Phi * Mn
891.63
in -k
CASE 5 U = (1.2 + 0.2 Sds)D + 1.OE + 1.OL + 0.2S
Service load = (1.0 + 0.1 Sds)D + 0.75L
+ 0.525E + 0.75(Lr
or S or
R)
----------------------------------------------------------------------------
Service Defl. = 1.51 in.
Mu
860.12
in -k
Ultimate Defl.= 5.19 in.
Phi * Mn
901.47
in -k
CASE 6 U = 1.2D + 1.0W
Service load = 1.OD + 0.6W
----------------------------------------------------------------------------
Service Defl. = 0.33 in.
Mu
385.20
in -k
Ultimate Defl.= 2.37 in.
Phi * Mn
879.68
in -k
CASE 7 U = (1.2 + 0.2 Sds)D + 1.0E
I Service load = (I + 0.14Sds)D + ME
----------------------------------------------------------------------------
Service Defl. = 2.05 in.
Mu
844.52
in -k
Ultimate Defl.= 5.11 in.
Phi * Mn
896.70
in -k
CASE 8 U = 6.9D + 1.OW
Service load = 0.6D + 0.6W
----------------------------------------------------------------------------
Service Defl. = 0.27 in.
Mu
360.04
in -k
Ultimate Defl.= 2.26 in.
Phi * Mn
854.36
in -k
CASE 9 U = (0.9 - 0.2 Sds)D + 1.OE
Service load = (0.6 - 0.14 Sds)D + ME
----------------------------------------------------------------------------
Service Defl. = 1.90 in.
Mu
735.50
in -k
Ultimate Defl.= 4.70 in.
Phi * Mn
837.22
in -k
SHUTLER CONSULTING ENGINEERS, INC. Job Name : SEBCO
Structural Engineers Job No. : 16-47
12503 Bel -Red Road, Suite.100- Engr: . : JJS
Bellevue, washington 98005 Date: : 11-4-2016
(425) 450-4075 Sheet No.: P_//
---------------------------------------------------------------------------------------
***** TILT UP WALL DESIGN *****
(Considering P -Delta effects per Section 14.8 of ACI 318-11)
Tilt- wall design program, version 1.4, latest revision 2-1-2016
Description: 36" section adjacent to 12'-0" O.H. door, panel 5 Page 1
***** ALLOWABLE STRESSES AMD DESIGN CRITERIA *****
Vc of concrete =
5,000.00 psi.
Fy of steel =
60,000.00 psi.
Basic wind speed --- >
110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
Wind exposure catagory ( B, C or D ) --- >
B
Lamda based on a mean roof height =
34.00 feet
Net design wind pressure based on a calc. trib area =
255.66 sq ft.
Kzt, Wind topographic factor =
1.00
Wind load ( p Lamda * Iw * P net 30 =
21.42 psf.
(p = 1.05 1.00 * 20.40)
Seismic importance factor =
1.00
Site class (A, B, C, D, or E) --- >
D
Seismic load, Fp .4 * Sds Ip * Wp, 0.1 Wp (min) =
46.81 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds = 1.01
Ev = 0.2 * Sds Ip * D =
0.20 D
Maximum allowed overstress =
0.00 %
Wall thickness for weight calculations =
9.25 inches
Wall thickness for design calculations =
8.50 inches
Parapet height, height of wall above roof. =
1.58 feet
Design height, distance between floor and roof. =
33.42 feet
Fixity coefficient =
0.85
Tributary width for design loads =
9.00 feet
Uniform dead load on design section =
375.00 # / ft.
Uniform live load on design section =
625.00 # / ft.
Concentrated dead load on design section =
0.00 lbs.
Concentrated live load on design section =
0.00 lbs.
Additional wt. applied to wall. ( ie. Stucco. =
0.00 psf.
Eccentricity, dist from center of wall to load =
8.13 inches
Depth to centroid of steel =
6.90 inches
Weight of wall =
115.63 psf.
Weight of wall on design section =
16,424.70 4 / ft.
Total design load on design section =
25,424.70 # / ft.
steel ratio ( As ( b * d )) =
0.0071
Modulus of rupture (7.5 * (flc^.5)) =
530.33 psi.
Modulus of elasticity ( Concrete =
4,030.51 ksi.
n = Es / Ec =
7.20
Cracking Moment =
229.90 in. -k
Delta Cracked =
0.37 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.27 in. for all cases.
Wall is tension controled for all load cases, minimum steel strain is 0.01840
Maximum axial stress ( 107.06 psi. ) is less than .06 * Vc = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
SHUTLER CONSULTING ENGINEERS, INC. Job Name : SEBCO
Structural Engineers Job No. : 16-47
12503 Bel -Red Road, Suite 100 Engr: : JJS
Bellevue, washington 98005 - Date:- : 11-4-2016
(425) 450-4075 Sheet No.:
-------------------------------------------------------------------------------------------
Description: 36" section adjacent to 121-0" O.H. door, panel 5 Page 2
4 Number 6 Bars
Results shown are for 36.00 inch wide section.
CASE I @ Roof, U =
1.4D ( M = P*e -- No P
* Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. =
N.A. in.
Mu
38.41
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
639.22
in -k
CASE 1 @ Mid -ht., U
= 1.4D ( M = .5*P*e +
P * Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. =
0.02 in.
Mu
24.26
in -k
Ultimate Defl.=
0.18 in.
Phi * Mn
717.54
in -k
CASE 2 @ Roof, U = 1.2D + 1.6 (Lr or S or
R) + 1.OL (M=P*e,
No P*Delta)
Service Load = 1.0D
----------------------------------------------------------------------------
+ 1.0(Lr or S or R)
Service Defl. =
N.A. in.
Mu
106.10
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
667.71
in -k
CASE 2 @ Mid -ht, U
= 1.2D + 1.6(Lr or S or R) + 1.0L (M=.5*P*e + P*Delta.)l
Service Load = 1.OD
----------------------------------------------------------------------------
+ I.O(Lr or S or R)
Service Defl. =
0.06 in.
Mu
69.98
in -k
Ultimate Defl.=
0.52 in.
Phi * Mn
734.55
in -k
CASE 3 U = 1.2D + 1.6 ( Lr or S or R ) +
0.5W
Service load = 1.0D
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
0.75(Lr or S or
R)
Service Defl. =
0.23 in.
Mu
223.90
in -k
Ultimate Defl.=
1.65 in.
Phi * Mn
734.55
in -k
CASE 4 U = 1.2D +
1.OW + 1.0L + 0.5 (Lr
or S or R)
Service load = 1.OD
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
0.75(Lr or S or
R)
Service Defl. =
0.23 in.
Mu
326.79
in -k
Ultimate Defl.=
2.47 in.
Phi * Mn
713.66
in -k
CASE 5 U = (1.2 + 0.2 Sds)D + 1.OE + 1.0L
+ 0.2S
Service load = (1.0
----------------------------------------------------------------------------
+ 0.1 Sds)D + 0.75L +
0.525E + 0.75(Lr
or S or R)
Service Defl. =
1.46 in.
Mu
680.87
in -k
Ultimate Defl.=
5.10 in.
Phi * Mn
721.50
in -k
CASE 6 U = 1.2D + 1.0W
Service load = 1.OD
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.29 in.
Mu
305.13
in -k
Ultimate Defl.=
2.33 in.
Phi * Mn
704.14
in -k
CASE 7 U = (1.2 + 0.2 Sds)D + 1.OE
Service load = (1 +
0.14Sds)D + 0.7E
----------------------------------------------------------------------------
Service Defl. =
1.99 in.
MU
668.62
in -k
Ultimate Defl.=
5.03 in.
Phi * Mn
717.70
in -k
CASE 8 U = 0.9D + 1.0W
Service load = 0.6D
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.25 in.
Mu
285.42
in -k
Ultimate Defl.=
2.23 in.
Phi * Mn
683.97
in -k
CASE 9 U = (0.9 - 0.2 Sds)D + 1.0E
Service load = (0.6
-----------------------------------------------------------------------------
- 0.14 Sds)D + 0.7E
Service Defl. =
1.85 in.
Mu
583.35
in -k
Ultimate Defl.=
4.63 in.
Phi * Mn
670.31
in -k
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: JJS
Bellevue, washington 98005 'Date: 11-4-2016
(425) 450-4075 Sheet No.: P
----------------------------------------------------- ---------------------------------
***** TILT UP WALL DESIGN *****
(Considering P -Delta effects per Section 14.8 of ACI 318-11)
Tilt- wall design program, Version 1.4, latest revision 2-1-2016
Description: 21" scetion adjacent to 9'-0" O.H. door Page I
***** ALLOWABLE STRESSES AND DESIGN CRITERIA *****
f1c of concrete =
5,000.00 psi.
Fy of steel =
60,000.00 psi.
Basic wind speed --- >
110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
Wind exposure catagory ( B, C or D ) --- >
B
Lamda based on a mean roof height =
34.00 feet
Net design wind pressure based on a calc. trib area =
177.54 sq ft.
Kzt, Wind topographic factor =
1.00
Wind load ( p Lamda * Iw * P net 30 =
21.42 psf.
(p = 1.05 1.00 * 20.40)
Seismic importance factor =
1.00
Site class (A, B, C, D, or E) --- >
D
Seismic load, Fp .4 * Sds Ip * Wp, 0.1 Wp (min) =
46.81 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds = 1.01
Ev = 0.2 * Sds Ip * D -
0.20 D
Maximum allowed overstress =
0.00 %
Wall thickness for weight calculations =
9.25 inches
Wall thickness for design calculations =
8.50 inches
Parapet height, height of wall above roof. =
1.58 feet
Design height, distance between floor and roof. =
33.42 feet
Fixity coefficient =
0.85
Tributary width for design loads =
6.25 feet
Uniform dead load on design section =
375.00 # / ft.
Uniform live load on design section =
Concentrated dead load on design section =
625.00 # / ft.
0.00 lbs.
Concentrated live load on design section =
0.00 lbs.
Additional wt. applied to wall. ( ie. Stucco. =
0.00 psf.
Eccentricity, dist from center of wall to load =
8.13 inches
Depth to centroid of steel =
6.90 inches
Weight of wall =
115.63 psf.
Weight of wall on design section =
11,406.04 # / ft.
Total design load on design section =
17,656.04 # / ft.
Steel ratio ( As ( b * d )) =
0.0091
Modulus of rupture (7.5 * (flc^.5)) =
530.33 psi.
Modulus of elasticity ( Concrete =
4,030.51 ksi.
n = Es / Ec =
7.20
Cracking Moment =
134.11 in. -k
Delta Cracked =
0.37 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.27 in. for all cases.
Wall is tension controled for all load cases, minimum steel strain is 0.01385
Maximum axial stress ( 127.45 psi. ) is less than .06 * f'c = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
SHUTLER CONSULTING ENGINEERS, INC.
Structural Engineers
12503 Bel -Red Road, Suite 100
Bellevue, washington 98005
(425) 450-4075
--------------------------------------
Job Name SEBCO
Job No. 16-47
Engr: JJS
Date: 11-4-2016
Sheet No.:
-------------
Description: 21" scetion adjacent to 91-0" O.H. door
3 Number 6 Bars
Results shown are for 21.00 inch wide section.
CASE I @
Roof, U =
1.4D ( M = P*e -- No P
* Deflection.
Service
Load = 1.0D
----------------------------------------------------------------------------
Service
Defl. =
N.A. in.
Mu
26.68
in -k
Ultimate
Defl.=
N.A. in.
Phi * Mn
471.12
in -k
CASE 1 @
Mid -ht., U
= 1.4D ( M = .5*P*e +
P * Deflection.
Service
Load = 1.OD
----------------------------------------------------------------------------
Service
Defl. =
0.03 in.
MU
16.88
in -k
Ultimate
Defl.=
0.18 in.
Phi * Mn
523.66
in -k
CASE 2 @
Roof, U =
1.2D + 1.6 (Lr or S or
R) + 1.OL (M=P*e,
No P*Delta)
Service
Load = 1.OD
+ 1.0(Lr or S or R)
----------------------------------------------------------------------------
Service
Defl. =
N.A. in.
Mu
73.68
in -k
Ultimate
Defl.=
N.A. in.
Phi * mn
490.25
in -k
CASE 2 @
Mid -ht, U
= 1.2D + 1.6(Lr or S or
R) + 1.OL (M=.5*P*e
+ P*Delta.)l
Service
Load = 1.OD
+ I.O(Lr or S or R)
----------------------------------------------------------------------------
Service
Defl. =
0.07 in.
Mu
48.75
in -k
Ultimate
Defl.=
0.52 in.
Phi * Mn
535.04
in -k
CASE 3
U = 1.2D +
1.6 ( Lr or S or R ) +
0.5W
Service
load = 1.OD
+ 0.75L + 0.75*0.6W +
0.75(Lr or S or
R)
----------------------------------------------------------------------------
Service
Defl. =
0.35 in.
Mu
155.98
in -k
Ultimate
Defl.=
1.68 in.
Phi * Mn
535.04
in -k
CASE 4
U = 1.2D +
1.0W + 1.0L + 0.5 (Lr
or S or R)
Service
load = 1.0D
+ 0.75L + 0.75*0.6W +
0.75(Lr or S or
R)
----------------------------------------------------------------------------
Service
Defl. =
0.35 in.
Mu
227.31
in -k
Ultimate
Defl.=
2.49 in.
Phi * Mn
521.06
in -k
CASE 5
U = (1.2 +
0.2 Sds)D + 1.OE + 1.0L
+ 0.2S
Service
----------------------------------------------------------------------------
load = (1.0
+ 0.1 Sds)D + 0.75L +
0.525E + 0.75(Lr
or S or
R)
Service
Defl. =
1.60 in.
Mu
473.85
in -k
Ultimate
Defl.=
5.15 in.
Phi * Mn
526.31
in -k
CASE 6 U
= 1.2D + 1.0W
Service
load = 1.0D
+ 0.6W
----------------------------------------------------------------------------
Service
Defl. -
0.47 in.
Mu
212.13
in -k
Ultimate
Defl.=
2.34 in.
Phi * Mn
514.68
in -k
CASE 7 U
= (1.2 + 0.2 Sds)D + 1.0E
Service
load = (I +
0.14Sds)D + ME
----------------------------------------------------------------------------
Service
Defl. =
2.10 in.
Mu
465.20
in -k
Ultimate
Defl.=
5.08 in.
Phi * Mn
523.76
in -k
CASE 8 U
= 0.9D + 1.0W
Service
load = 0.6D
+ 0.6W
----------------------------------------------------------------------------
Service
Defl. =
0.41 in.
Mu
198.26
in -k
Ultimate
Defl.=
2.23 in.
Phi * Mn
501.16
in -k
CASE 9 U
= (0.9 - 0.2 Sds)D + 1.0E
Service
load = (0.6
- 0.14 Sds)D + ME
----------------------------------------------------------------------------
Service
Defl. =
1.95 in.
Mu
405.05
in -k
Ultimate
Defl.=
4.63 in.
Phi * Mn
492.00
in -k
Page 2
SHUTLER CONSULTING ENGINEERS, INC.
Job Name : SEBCO
Structural Engineers
Job No. : 16-47
12503 Bel -Red Road, Suite 100
Engr: : JJS
Bellevue; washington 98005'
Date:' t 11-4-2016
(425) 450-4075
---------------------------------------------------------------------------------------
Sheet No.:
TILT UP WALL DESIGN
(Considering P -Delta effects per Section 14.8
of ACI 318-11)
Tilt- wall design program, version 1.4, latest
revision 2-1-2016
Description: 4211 scetion between 91-0" O.H. door
Page 1
***** ALLOWABLE STRESSES AND DESIGN CRITERIA
Vc of concrete
= 5,000.00 psi.
Fy of steel
= 60,000.00 psi.
Basic wind speed --->
110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
Wind exposure catagory ( B, C or D ) ---
> B
Lamda based on a mean roof height
= 34.00 feet
Net design wind pressure based on a calc. trib area
= 355.09 sq ft.
Kzt, Wind topographic factor
= 1.00
Wind load ( p Lamda * Iw * P net 30
= 21.42 psf.
(p = 1.05 1.00 * 20.40)
Seismic importance factor
= 1.00
Site class (A, B, C, D, or E) ---
> D
Seismic load, Fp .4 * Sds Ip * Wp, 0.1 Wp (min)
= 46.81 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds = 1.01
Ev = 0.2 * Sds Ip * D
= 0.20 D
Maximum allowed overstress
= 0.00 %
Wall thickness for weight calculations
= 9.25 inches
Wall thickness for design calculations
= 8.50 inches
Parapet height, height of wall above roof.
= 1.58 feet
Design height, distance between floor and roof.
= 33.42 feet
Fixity coefficient
= 0.85
Tributary width for design loads
= 12.50 feet
Uniform dead load on design section
= 375.00 # / ft.
Uniform live load on design section
= 625.00 # / ft.
Concentrated dead load on design section
= 0.00 lbs.
Concentrated live load on design section
= 0.00 lbs.
Additional wt. applied to wall. ( ie. Stucco.
= 0.00 psf.
Eccentricity, dist from center of wall to load
= 8.13 inches
Depth to centroid of steel
= 6.90 inches
weight of wall
= 115.63 psf.
Weight of wall on design section
= 22,812.09 # / ft.
Total design load on design section
= 35,312.09 # / ft.
Steel ratio ( As ( b * d ))
= 0.0091
Modulus of rupture (7.5 * (flc^.5))
= 530.33 psi.
Modulus of elasticity ( Concrete
= 4,030.51 ksi.
n = Es / Ec
= 7.20
Cracking Moment
= 268.21 in. -k
Delta Cracked
= 0.37 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.27 in. for all cases.
Wall is tension controled for all load cases, minimum steel strain is 0.01385
Maximum axial stress ( 127.45 psi. ) is less than .06 * Vc = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
SHUTLER CONSULTING ENGINEERS, INC. Job Name : SEBCO
Structural Engineers Job No. : 16-47
12503 Bel -Red Road, Suite 100 Engr: : JJS
Bellevue, washifigton 98005 Date: : I . 1-4-2016
(425) 450-4075 Sheet No.:
-------------------------------------------------------------------------------
Description: 42" scetion between 9'-0" O.H. door
6 Number 6 Bars
Results shown are for 42.00 inch wide section.
CASE 1 @ Roof, U =
1.4D ( M = P*e -- No P
* Deflection.
Service Load = 1.0D
----------------------------------------------------------------------------
Service Defl. =
N.A. in.
Mu
53.35
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
942.24
in -k
CASE I @ Mid -ht., U
= 1.4D ( M = .5*P*e +
P * Deflection.
I Service Load = 1.0D
----------------------------------------------------------------------------
Service Defl. =
0.03 in.
Mu
33.76
in -k
Ultimate Defl.=
0.18 in.
Phi * Mn
1,047.31
in -k
CASE 2 @ Roof, U =
1.2D + 1.6 (Lr or S or
R) + 1.0L
(M=P*e, No P*Delta)
Service Load = 1.0D
----------------------------------------------------------------------------
+ I.O(Lr or S or R)
Service Defl. =
N.A. in.
MU
147.36
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
980.51
in -k
CASE 2 @ Mid -ht, U
= 1.2D + 1.6(Lr or S or R) + 1.OL
(M=.5*P*e + P*Delta.)l
I Service Load = 1.OD
----------------------------------------------------------------------------
+ I.O(Lr or S or R)
Service Defl. =
0.07 in.
Mu
97.51
in -k
Ultimate Defl.=
0.52 in.
Phi * Mn
1,070.08
in -k
CASE 3 U = 1.2D + 1.6 ( Lr or S or R ) +
0.5W
Service load = 1.0D
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
0.75(Lr or
S or R)
Service Defl. =
0.35 in.
Mu
311.97
in -k
Ultimate Defl.=
1.68 in.
Phi * Mn
1,070.08
in -k
CASE 4 U = 1.2D +
1.OW + 1.0L + 0.5 (Lr
or S or R)
Service load = 1.0D
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
0.75(Lr or
S or R)
Service Defl. =
0.35 in.
Mu
454.61
in -k
Ultimate Defl.=
2.49 in.
Phi * Mn
1,042.12
in -k
CASE 5 U = (1.2 + 0.2 Sds)D + 1.0E + 1.OL
+ 0.2S
Service load = (1.0
----------------------------------------------------------------------------
+ 0.1 Sds)D + 0.75L +
0.525E + 0.75(Lr or S or R)
Service Defl. =
1.60 in.
Mu
947.69
in -k
Ultimate Defl.=
5.15 in.
Phi * Mn
1,052.62
in -k
CASE 6 U = 1.2D + 1.0W
Service load = 1.OD
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.47 in.
Mu
424.25
in -k
Ultimate Defl.=
2.34 in.
Phi * Mn
1,029.36
in -k
CASE 7 U = (1.2 + 0.2
Sds)D + 1.OE
Service load = (1 +
0.14Sds)D + ME
----------------------------------------------------------------------------
Service Defl. =
2.10 in.
Mu
930.40
in -k
Ultimate Defl.=
5.08 in.
Phi * Mn
1,047.53
in -k
CASE 8 U = 0.9D + 1.OW
f Service load = 0.6D
:
+ 0.6W
------------- ----------------------------------------------------------------
Service Defl. =
0.41 in.
Mu
396.51
in -k
Ultimate Defl.=
2.23 in.
Phi * Mn
1,002.32
in -k
CASE 9 U = (0.9 - 0.2
Sds)D + 1.OE
Service load = (0.6
----------------------------------------------------------------------------
- 0.14 Sds)D + ME
Service Defl. =
1.95 in.
Mu
810.11
in -k
Ultimate Defl.=
4.63 in.
Phi * Mn
984.00
in -k
f -/&
Page 2
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: JJS
Bellevue,'washington 98005 Date: ' :-11-4-2016
(425) 450-4075 Sheet No.:
---------------------------------------------------------------------------------------
***** TILT UP WALL DESIGN *****
(Considering P -Delta effects per Section 14.8 of ACI 318-11)
Tilt- wall design program, Version 1.4, latest revision 2-1-2016
Description: 21" section adjacent to man door
***** ALLOWABLE STRESSES AND DESIGN
CRITERIA *****
f'c of concrete
=
5,000.00 psi.
Fy of steel
=
60,000.00 psi.
Basic wind speed
--- >
110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
wind exposure catagory ( B, C or D )
--- >
B
Lamda based on a mean roof height
=
34.00 feet
Net design wind pressure based on a calc.
trib area =
97.15 sq ft.
Kzt, Wind topographic factor
=
1.00
Wind load ( p Lamda * Iw * P net 30
=
22.37 psf.
(p = 1.05 1.00 * 21.30)
Seismic importance factor
=
1.00
Site class (A, B, C, D, or E)
--- >
D
Seismic load, Fp .4 * Sds Ip * Wp, 0.1
Wp (min) =
46.81 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds =
1.01
Ev = 0.2 * Sds Ip * D
=
0.20 D
Maximum allowed overstress
=
0.00 %
Wall thickness for weight calculations
=
9.25 inches
Wall thickness for design calculations
=
8.50 inches
Parapet height, height of wall above roof.
=
1.58 feet
Design height, distance between floor and
roof. =
33.42 feet
Fixity coefficient
=
0.85
Tributary width for design loads
=
3.42 feet
Uniform dead load on design section
=
375.00 # / ft.
Uniform live load on design section
=
625.00 # / ft.
Concentrated dead load on design section
=
0.00 lbs.
Concentrated live load on design section
=
0.00 lbs.
Additional wt. applied to wall. ( ie. Stucco.
=
0.00 psf.
Eccentricity, dist from center of wall to
load =
8.13 inches
Depth to centroid of steel
=
6.90 inches
Weight of wall
=
115.63 psf.
Weight of wall on design section
=
6,241.39 # / ft.
Total design load on design section
=
9,661.39 # / ft.
Steel ratio ( As ( b * d ))
=
0.0061
Modulus of rupture '(7.5 * (f'c^.5))
=
530.33 psi.
Modulus of elasticity ( Concrete
=
4,030.51 ksi.
n = Es / Ec
=
7.20
Cracking Moment
=
134.11 in. -k
Delta Cracked
=
0.37 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all.load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.27 in. for all cases.
Wall is tension controled for all load cases, minimum steel strain is 0.02297
Maximum axial stress ( 69.74 psi. ) is less than .06 * f1c = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
Page 1
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEECO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: JJS
Bellevue, wdshington'98005 Date . : 11 . -4-2016
(425) 450-4075 Sheet No.:
--------------------------------------------------------------------
Description: 21" section adjacent to man door
Page 2
2 Number 6
Bars
Results
shown are for 21.00
inch wide section.
CASE I @ Roof, U =
1.4D ( M = P*e -- No
P * Deflection.
Service Load = 1.0D
----------------------------------------------------------------------------
Service Defl. =
N.A. in.
Mu
14.60
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
320.10
in -k
I CASE 1 @ Mid -ht., U
= 1.4D ( M = .5*P*e
+ P * Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. =
0.01 in.
Mu
8.65
in -k
Ultimate Defl.=
0.13 in.
Phi * Mn
350.46
in -k
CASE 2 @ Roof, U = 1.2D + 1.6 (Lr or S or R) + 1.0L (M=P*e,
No P*Delta)
Service Load = 1.OD
----------------------------------------------------------------------------
+ 1.0(Lr or S or R)
I Service Defl. =
N.A. in.
Mu
40.32
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
331.13
in -k
CASE 2 @ Mid -ht, U
= 1.2D + 1.6(Lr or S
or R) + 1.OL (M=.5*P*e
+ P*Delta.)l
I Service Load = 1.OD
----------------------------------------------------------------------------
+ I.O(Lr or S or R)
Service Defl. =
0.04 in.
MU
24.64
in -k
Ultimate Defl.=
0.36 in.
Phi * Mn
357.07
in -k
CASE 3 U = 1.2D + 1.6 ( Lr or S or R )
+ 0.5W
Service load = 1.OD
------------------------------------
+ 0.75L + 0.75*0.6W
+ 0.75(Lr or S or R)
Service Defl.
-----------------------------------------
0.15 in.
Mu
81.24
in -k
Ultimate Defl
1.19 in.
Phi * Mn
357.07
in -k
CASE 4 U = 1.2D +
1.0W + 1.OL + 0.5 (Lr or S or R)
I Service load = 1.OD
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W
+ 0.75(Lr or S or R)
Service Defl. =
0.15 in.
MU
121.46
in -k
Ultimate Defl.=
1.81 in.
Phi * Mn
348.95
in -k
CASE 5 U = (1.2 + 0.2 Sds)D + 1.OE + 1.0L + 0.2S
Service load = (1-0
----------------------------------------------------------------------------
+ 0.1 Sds)D + 0.75L
+ 0.525E + 0.75(Lr
or S or R)
Service Defl. =
0.67 in.
MU
242.14
in -k
Ultimate Defl.=
3.58 in.
Phi * Mn
352.00
in -k
CASE 6 U = 1.2D + 1.0W
Service load = 1.OD
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.17 in.
MU
114.37
in -k
Ultimate Defl.=
1.72 in.
Phi * Mn
345.25
in -k
CASE 7 U = (1.2 + 0.2 Sds)D + 1.OE
Service load = (I +
0.14Sds)D + ME
----------------------------------------------------------------------------
Service Defl. =
1.09 in.
Mu
238.42
in -k
Ultimate Defl.=
3.54 in.
Phi * Mn
350.52
in -k
CASE 8 U = 0.9D + 1.0W
Service load = 0.6D
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.17 in.
Mu
108.53
in -k
Ultimate Defl.=
1.66 in.
Phi * Mn
337.42
in -k
CASE 9 U = (0.9 - 0.2 Sds)D + 1.OE
I Service load = (0.6
----------------------------------------------------------------------------
- 0.14 Sds)D + ME
Service Defl. =
1.00 in.
Mu
214.90
in -k
Ultimate Defl.=
3.34 in.
Phi * Mn
332.13
in -k
SHUTLER CONSULTING ENGINEERS, INC.
Job Name SEECO
Structural Engineers
Job No. 16-47
12503 Bel -Red Road, Suite 100
Engr: JJS
Bellevue, washington 98005
Date: 11-4�2016
(425) 450-4075
Sheet No.:
---------------------------------------------------------------------------------------
***** TILT UP WALL DESIGN *****
(Considering P -Delta effects per Section
14.8 of ACI 318-11)
Tilt- wall design program, version 1.4, latest revision 2-1-2016
Description: 91-2" scetion between man door &
9'-0" O.H. door Page I
***** ALLOWABLE STRESSES AND DESIGN CRITERIA *****
f1c of concrete
= 5,000.00 psi.
Fy of steel
= 60,000.00 psi.
Basic wind speed
--- > 110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.---> 4
wind exposure catagory ( B, C or D )
--- > B
Lamda based on a mean roof height
= 34.00 feet
Net design wind pressure based on a calc. trib
area = 435.48 sq ft.
Kzt, Wind topographic factor
= 1.00
wind load ( p Lamda * Iw * P net 30
= 21.42 psf.
(p = 1.05 1.00 * 20.40)
Seismic importance factor
= 1.00
Site class (A, B, C, D, or E)
--- > D
Seismic load, Fp .4 * Sds 1p * Wp, 0.1 Wp (min)
= 46.81 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds = 1.01
Ev = 0.2 * Sds 1P * D
= 0.20 D
Maximum allowed overstress
= 0.00 %
Wall thickness for weight calculations
= 9.25 inches
Wall thickness for design calculations
= 8.50 inches
Parapet height, height of wall above roof.
= 1.58 feet
Design height, distance between floor and roof.
= 33.42 feet
Fixity coefficient
= 0.85
Tributary width for design loads
= 15.33 feet
Uniform dead load on design section
= 375.00 # / ft.
Uniform live load on design section
= 625.00 # / ft.
Concentrated dead load on design section
= 0.00 lbs.
Concentrated live load on design section
= 0.00 lbs.
Additional wt. applied to wall. ( ie. Stucco.
= 0.00 psf.
Eccentricity, dist from center of wall to load
= 8.13 inches
Depth to centroid of steel
= 6.90 inches
Weight of wall
= 115.63 psf.
weight of wall on design section
= 27,976.75 # / ft.
Total design load on design section
= 43,306.75 # / ft.
Steel ratio ( As ( b * d ))
= 0.0041
Modulus of rupture (7.5 * (flc^.5))
= 530.33 psi.
Modulus of elasticity ( Concrete
= 4,030.51 ksi.
n = Es / Ec
= 7.20
Cracking Moment
= 702.47 in. -k
Delta Cracked
= 0.37 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.27 in. for all cases.
Wall is tension controled for all load cases, minimum steel strain is 0.03453
Maximum axial stress ( 59.68 psi. ) is less than .06 * Vc = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
SHUTLER CONSULTING ENGINEERS, INC. Job Name : SEBCO
Structural Engineers Job No. : 16-47
12503 Bel -Red Road, Suite 100 Engr: : JJS
Bellevue,-washington 98005 Date: :-11-4-2016
(425) 450-4075 Sheet No.:
------------------------------------------------------------------------------
Description: 9'-2" scetion between man door & 9'-0" O.H. door Page 2
7 Number 6 Bars
Results shown are for 110.00 inch wide section.
CASE 1 @ Roof, U =
1.4D ( M = P*e -- No P
* Deflection.
Service Load = 1.0D
----------------------------------------------------------------------------
Service Defl. =
N.A. in.
Mu
65.43
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
1,143.73
in -k
CASE I @ Mid -ht., U
= 1.4D ( M = .5*P*e +
P * Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. =
0.01 in.
Mu
39.95
in -k
Ultimate Defl.=
0.15 in.
Phi * Mn
1,284.17
in -k
CASE 2 @ Roof, U =
1.2D + 1.6 (Lr or S or
R) + 1.OL (M=P*e, No P*Delta)
Service Load = 1.OD
+ 1.0(Lr or S or R)
----------------------------------------------------------------------------
Service Defl. =
N.A. in.
Mu
180.72
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
1,194.71
in -k
CASE 2 @ Mid -ht, U
= 1.2D + 1.6(Lr or S or R) + 1.0L (M=.5*P*e
+ P*Delta.)l
I Service Load = 1.OD
+ 1.0(Lr or S or R)
----------------------------------------------------------------------------
Service Defl. =
0.03 in.
Mu
114.29
in -k
Ultimate Defl.=
0.43 in.
Phi * Mn
1,314.81
in -k
CASE 3 U = 1.2D +
1.6 ( Lr or S or R ) +
0.5W
Service load = 1.0D
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
0.75(Lr or S or
R)
Service Defl. �
0.13 in.
Mu
365.66
in -k
Ultimate Defl.=
1.37 in.
Phi * Mn
1,314.81
in -k
CASE 4 U = 1.2D +
1.OW + 1.OL + 0.5 (Lr
or S or R)
Service load = 1.OD
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
0.75(Lr or S or
R)
Service Defl. =
0.13 in.
Mu
538.94
in -k
Ultimate Defl.=
2.08 in.
Phi * Mn
1,277.19
in -k
CASE 5 U = (1.2 +
0.2 Sds)D + 1.OE + 1.01,
+ 0.2S
Service load = (1.0
----------------------------------------------------------------------------
+ 0.1 Sds)D + 0.75L +
0.525E + 0.75(Lr
or S or
R)
Service Defl. =
0.51 in.
Mu =
1,119.13
in -k
Ultimate Defl.=
4.27 in.
Phi * Mn =
1,291.31
in -k
CASE 6 U = 1.2D + 1.OW
Service load - 1.OD
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.14 in.
Mu
505.22
in -k
Ultimate Defl.=
1.97 in.
Phi * Mn
1,260.07
in -k
CASE 7 U = (1.2 + 0.2 Sds)D + 1.0E
Service load = (1 +
0.14Sds)D + 0.7E
----------------------------------------------------------------------------
Service Defl. =
1.09 in.
Mu =
1,100.81
in -k
Ultimate Defl.=
4.22 in.
Phi * Mn =
1,284.46
in -k
CASE 8 U = 0.9D + 1.0W
Service load = 0.6D
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.14 in.
MU
476.25
in -k
Ultimate Defl.=
1.91 in.
Phi * Mn
1,223.85
in -k
CASE 9 U = (0.9 - 0.2 Sds)D + 1.0E
Service load = (0.6
- 0.14 Sds)D + ME
----------------------------------------------------------------------------
Service Defl. =
0.98 in.
Mu
978.51
in -k
I Ultimate Defl.=
3.99 in.
Phi * Mn
1,199.37
in -k
SHUTLER CONSULTING ENGINEERS, INC. Job Name : SEBCO
Structural Engineers Job No. : 16-47
12503 Bel -Red Road, Suite 100 Engr: : JJS
Bellevue, washington 98005 Date: .: 11-4-2016
(425) 450-4075 Sheet No.:
------------------------------------------------------------------------------------------
***** TILT UP WALL DESIGN *****
(Considering P -Delta effects per Section 14.8 of ACI 318-11)
Tilt- wall design program, version 1.4, latest revision 2-1-2016
Description: 51-11" section between man door & 121-0" O.H. door, panel 14 Page 1
***** ALLOWABLE STRESSES AND DESIGN CRITERIA *****
Vc of concrete =
5,000.00 psi.
Fy of steel =
60,000.00 psi.
Basic wind speed >
110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
Wind exposure catagory ( B, C or D ) --- >
B
Lamda based on a mean roof height =
34.00 feet
Net design wind pressure based on a calc. trib area =
385.77 sq ft.
Kzt, Wind topographic factor =
1.00
Wind load ( p Lamda * Iw * P net 30 =
21.42 psf.
(p = 1.05 1.00 * 20.40)
Seismic importance factor =
1.00
Site class (A, B, C, D, or E) --- >
D
Seismic load, Fp .4 * Sds Ip * Wp, 0.1 Wp (min) =
46.81 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds = 1.01
Ev = 0.2 * Sds Ip * D =
0.20 D
maximum allowed overstress =
0.00 %
Wall thickness for weight calculations =
9.25 inches
Wall thickness for design calculations =
8.50 inches
Parapet height, height of wall above roof. =
1.58 feet
Design height, distance between floor and roof. =
33.42 feet
Fixity coefficient =
0.85
Tributary width for design loads =
13.58 feet
uniform dead load on design section =
375.00 # / ft.
Uniform live load on design section =
625.00 # / ft.
Concentrated dead load on design section =
0.00 lbs.
Concentrated live load on design section =
0.00 lbs.
Additional wt. applied to wall. ( ie. Stucco. =
0.00 psf.
Eccentricity, dist from center of wall to load =
8.13 inches
Depth to centroid of steel =
6.90 inches
Weight of wall =
115.63 psf.
Weight of wall on design section =
24,783.05 # / ft.
Total design load on design section =
38,363.05 # / ft.
Steel ratio ( As ( b * d )) =
0.0054
Modulus of rupture (7.5 * (f'c^.5)) =
530.33 psi.
Modulus of elasticity ( Concrete =
4,030.51 ksi.
n = Es / Ec =
7.20
Cracking Moment =
453.41 in. -k
Delta Cracked =
0.37 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.27 in. for all cases.
wall is tension controled for all load cases, minimum steel strain is 0.02511
Maximum axial stress ( 81.91 psi. ) is less than .06 * Vc = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16�47
12503 Bel -Red Road, Suite 100 Engr: JJS
Bellevue, Washington 98005 Date: 11-4-2016* 7, 1 -
(425) 450-4075 Sheet No.:
-----------------------------------------------------------------------------------------
Description: 51-11" section between man door & 121-0" O.H. door, panel 14 Page 2
6 Number 6 Bars
Results shown are for 71.00 inch wide section.
CASE I @ Roof, U =
1.4D ( M = P*e -- No P
* Deflection.
Service Load = 1.0D
----------------------------------------------------------------------------
Service Defl. =
N.A. in.
Mu
57.96
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
971.41
in -k
CASE 1 @ Mid -ht., U
= 1.4D ( M = .5-P*e +
P * Deflection.
Service Load = 1.0D
----------------------------------------------------------------------------
Service Defl. =
0.02 in.
Mu
36.05
in -k
Ultimate Defl.=
0.17 in.
Phi * Mn
1,093.07
in -k
CASE 2 @ Roof, U =
1.2D + 1.6 (Lr or S or
R) + 1.OL
(M=P*e, No P*Delta)
Service Load = 1.0D
+ 1.0(Lr or S or R)
------------------------------------------------------------------------
Service Defl. =
N.A. in.
Mu
160.09
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
1,015.62
in -k
CASE 2 @ Mid -ht, U
= 1.2D + 1.6(Lr or S or R) + 1.01,
(M=.5*P*e +
P*Delta.)l
Service Load 1.0D
+ I.O(Lr or S or R)
----------------------------------------------------------------------------
Service Defl. =
0.05 in.
Mu
103.61
in -k
Ultimate Defl.=
0.48 in.
Phi * Mn
1,119.55
in -k
CASE 3 U = 1.2D +
1.6 ( Lr or S or R ) +
0.5W
Service load = 1.0D
+ 0.75L + 0.75*0.6W +
0.75(Lr or
S or R)
----------------------------------------------------------------------------
Service Defl. =
0.17 in.
Mu
331.49
in -k
Ultimate Defl.=
1.53 in.
Phi * Mn
1,119.55
in -k
CASE 4 U = 1.2D +
1.OW + 1.0L + 0.5 (Lr
or S or R)
Service load = 1.0D
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
0.75(Lr or
S or R)
Service Defl. =
0.17 in.
Mu
486.02
in -k
Ultimate Defl.=
2.29 in.
Phi * Mn
1,087.03
in -k
CASE 5 U = (1.2 +
0.2 Sds)D + 1.OE + 1.01,
+ 0.2S
Service load = (1.0
----------------------------------------------------------------------------
+ 0.1 Sds)D + 0.75L +
0.525E + 0.75(Lr
or S or R)
Service Defl. =
1.10 in.
Mu
= 1,011.01
in -k
Ultimate Defl.=
4.73 in.
Phi * Mn
= 1,099.24
in -k
CASE 6 U = 1.2D + 1.OW
Service load = 1.0D
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.20 in.
Mu
454.65
in -k
Ultimate Defl.=
2.17 in.
Phi * Mn
1,072.22
in -k
CASE 7 U = (1.2 + 0.2 Sds)D + 1.0E
Service load = (1 +
0.14Sds)D + ME
----------------------------------------------------------------------------
Service Defl. =
1.64 in.
Mu
993.60
in -k
Ultimate Defl.=
4.66 in.
Phi * Mn
1,093.32
in -k
CASE 8 U = 0.9D + 1.0W
Service load = 0.6D
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.19 in.
Mu
426.74
in -k
Ultimate Defl.=
2.09 in.
Phi * Mn
1,040.86
in -k
CASE 9 U = (0.9 - 0.2 Sds)D + 1.OE
Service load = (0.6
- 0.14 Sds)D + 0.7E
----------------------------------------------------------------------------
Service Defl. =
1.53 in.
Mu
874.41
in -k
Ultimate Defl.=
4.35 in.
Phi * Mn
1,019.65
in -k
SHUTLER CONSULTING ENGINEERS, INC.
Job Name SEBCO
Structural Engineers
Job No. 16-47
12503 Bel -Red Road, Suite 100
Engr: JJS
Bellevue, washington 98005'
Date: 11-4-2016
(425) 450-4075
Sheet no.:
------------------------------------------- --------------------------------------------
***** TILT UP WALL DESIGN *****
(Considering P -Delta effects per Section 14.8
of ACI 318-11)
Tilt- wall design program, Version 1.4, latest
revision 2-1-2016
Description: 24" scetion adjacent to 121-0" O.H. door Page I
***** ALLOWABLE STRESSES AND DESIGN CRITERIA
*****
f1c of concrete
= 5,000.00 psi.
Fy of steel
= 60,000.00 psi.
Basic wind speed ---
> 110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
Wind exposure catagory ( B, C or D ) ---
> B
Lamda based on a mean roof height
= 34.00 feet
Net design wind pressure based on a calc. trib area
= 227.26 sq ft.
Kzt, Wind topographic factor
= 1.00
Wind load ( p Lamda * Iw * P net 30
= 21.42 psf.
(p = 1.05 1.00 * 20.40)
Seismic importance factor
= 1.00
Site class (A, B, C, D, or E) ---
> D
Seismic load, Fp .4 * Sds Ip * Wp, 0.1 Wp (min)
= 46.81 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds = 1.01
Ev = 0.2 * Sds Ip * D
= 0.20 D
Maximum allowed overstress
= 0.00 %
Wall thickness for weight calculations
= 9.25 inches
Wall thickness for design calculations
= 8.50 inches
Parapet height, height of wall above roof.
= 1.58 feet
Design height, distance between floor and roof.
= 3j.42 feet
Fixity coefficient
= 0.85
Tributary width for design loads
= 8.00 feet
uniform dead load on design section
= 375.00 # / ft.
Uniform live load on design section
= 625.00 # / ft.
Concentrated dead load on design section
= 0.00 lbs.
Concentrated live load on design section
= 0.00 lbs.
Additional wt. applied to wall. ( ie. Stucco.
= 0.00 psf.
Eccentricity, dist from center of wall to load
= 8.13 inches
Depth to centroid of steel
= 6.90 inches
Weight of wall
= 115.63 psf.
Weight of wall on design section
= 14,599.74 # / ft.
Total design load on design section
= 22,599.74 # / ft.
Steel ratio ( As ( b * d ))
= 0.0106
Modulus of rupture (7.5 * (f'c^.5))
= 530.33 psi.
Modulus of elasticity ( Concrete
= 4,030.51 ksi.
n = Es / Ec
= 7.20
Cracking Moment
= 153.27 in. -k
Delta Cracked
= 0.37 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.27 in. for all cases.
wall is tension controled for all load cases, minimum steel strain is 0.01153
Maximum axial stress ( 142.74 psi. ) is less than .06 * f'c = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
SHUTLER CONSULTING ENGINEERS, INC. Job Name : SEBCO
Structural Engineers Job No. : 16-47
12503 Bel -Red Road, Suite 100 Engr: : JJS
Bellevue, washington 98005 Date: : 11-4-2016
(425) 450-4075 Sheet No.:
----------------------------------------------------------------------- ------
Description: 24" scetion adjacent to 12'-0" O.H. door Page 2
4 Number 6 Bars
Results shown are for 24.00 inch wide section.
CASE 1 @ Roof, U = 1.4D ( M
= P*e -- No P
* Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. =
N.A.
in.
Mu
34.15
in -k
Ultimate Defl.=
N.A.
in.
Phi *
Mn
620.20
in -k
CASE 1 @ Mid -ht., U =
1.4D
( M = .5*P*e +
P * Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. =
0.03
in.
Mu
21.71
in -k
Ultimate Defl.=
0.19
in.
Phi *
Mn
685.67
in -k
CASE 2 @ Roof, U = 1.2D + 1.6 (Lr or S or
R) + 1.OL (M=P*e, No P*Delta)
Service Load = 1.0D +
I.O(Lr or S or R)
----------------------------------------------------------------------------
Service Defl. =
N.A..
in.
Mu
94.31
in -k
Ultimate Defl.=
N.A.
in.
Phi *
Mn
644.07
in -k
CASE 2 @ Mid -ht, U = 1.2D +
1.6(Lr or S or R) + 1.0L (M=.5*P*e + P*Delta.)l
Service Load = 1.0D +
I.O(Lr or S or R)
----------------------------------------------------------------------------
Service Defl. =
0.08
in.
Mu
62.82
in -k
Ultimate Defl.=
0.54
in.
Phi *
Mn
699.83
in -k
CASE 3 U = 1.2D + 1.6
( Lr
or S or R ) +
0.5W
Service load = 1.OD +
----------------------------------------------------------------------------
0.75L
+ 0.75*0.6W +
0.75(Lr
or S or
R)
Service Defl. =
0.45
in.
Mu
200.99
in -k
Ultimate Defl.=
1.72
in.
Phi *
Mn
699.83
in -k
CASE 4 U = 1.2D + 1.OW
+ 1.0L + 0.5 (Lr
or S or
R)
Service load = 1.OD +
0.75L
+ 0.75*0.6W +
0.75(Lr
or S or
R)
----------------------------------------------------------------------------
Service Defl. =
0.45
in.
Mu
292.31
in -k
Ultimate Defl.=
2.55
in.
Phi *
Mn
682.43
in -k
CASE 5 U = (1.2 + 0.2
Sds)D + 1.OE + 1.0L + 0.2S
Service load = (1.0 +
----------------------------------------------------------------------------
0.1 Sds)D + 0.75L +
0.525E + 0.75(Lr
or S or
R)
Service Defl. =
1.70
in.
Mu
609.77
in -k
Ultimate Defl.=
5.28
in.
Phi *
Mn
688.97
in -k
CASE 6 U = 1.2D + 1.OW
Service load = 1.0D +
0.6W
----------------------------------------------------------------------------
Service Defl.
0.57
in.
Mu
272.59
in -k
Ultimate Defl.=
2.39
in.
Phi *
Mn
674.49
in -k
CASE 7 U = (1.2 + 0.2
Sds)D
+ 1.OE
Service load = (I + 0.14Sds)D
+ ME
----------------------------------------------------------------------------
Service Defl. =
2.20
in.
Mu
598.45
in -k
Ultimate Defl.=
5.20
in.
Phi *
Mn
685.80
in -k
CASE 8 U = 0.9D + 1.OW
Service load = 0.6D +
0.6W
----------------------------------------------------------------------------
Service Defl. =
0.51
in.
Mu
254.41
in -k
Ultimate Defl.=
2.27
in.
Phi *
Mn
657.66
in -k
CASE 9 U = (0.9 - 0.2
Sds)D
+ 1.0E
Service load = (0.6 -
0.14 Sds)D + ME
----------------------------------------------------------------------------
Service Defl. =
2.03
in.
Mu
519.37
in -k
Ultimate Defl.=
4.70
in.
Phi *
Mn
646.24
in -k
SHUTLER CONSULTING ENGINEERS, INC.
Job Name SEBCO
Structural Engineers
Job No. 16-47
12503 Bel -Red Road, Suite 100
Engr: JJS
Bellevue,'washington 98005
Date: 11-4-2016
(425) 450-4075
-----------------------------------------------------------
Sheet No.:
L -------------------------------
***** TILT UP WALL DESIGN *****
(Considering P -Delta effects per Section 14.8
of ACI 318-11)
Tilt- wall design program, version 1.4, latest
revision 2-1-2016
Description: 48" section between 121-0" O.H. door
& man door, panel 23 Page I
***** ALLOWABLE STRESSES AND DESIGN CRITERIA
*****
Vc of concrete
5,000.00 psi.
Fy of steel
60,000.00 psi.
Basic wind speed ---
> 110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
Wind exposure catagory ( B, C or D ) ---
> B
Lamda based on a mean roof height
= 34.00 feet
Net design wind pressure based on a calc�_Tib area
= 331.51 sq ft.
Kzt, Wind topographic factor
= 1.00
Wind load ( P Lamda * Iw * P net 30
= 21.42 psf.
(p = 1.05 1.00 * 20.40)
Seismic importance factor
= 1.00
Site class (A, B, C, D, or E) ---
> D
Seismic load, Fp .4 * Sds Ip * Wp, 0.1 Wp (min)
= 46.81 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds = 1.01
Ev = 0.2 * Sds Ip * D
= 0.20 D
Maximum allowed overstress
= 0.00 %
Wall thickness for weight calculations
= 9.25 inches
Wall thickness for design calculations
= 8.50 inches
Parapet height, height of wall above roof.
= 1.58 feet
Design height, distance between floor and roof.
= 33.42 feet
Fixity coefficient
= 0.85
Tributary width for design loads
= 11.67 feet
Uniform dead load on design section
= 375.00 # ft.
Uniform live load on design section
= 625.00 # ft.
Concentrated dead load on design section
= 0.00 lbs.
Concentrated live load on design section
= 0.00 lbs.
Additional wt. applied to wall. ( ie. Stucco.
= 0.00 psf.
Eccentricity, dist from center of wall to load
= 8.13 inches
Depth to centroid of steel
= 6.90 inches
Weight of wall
= 115.63 psf.
Weight of wall on design section
= 21,297.37 # ft.
Total design load on design section
= 32,967.37 ft.
Steel ratio ( As ( b * d ))
= 0.0066
Modulus of rupture (7.5 * (f'c^.5))
= 530.33 psi.
Modulus of elasticity ( Concrete
= 4,030.51 ksi.
n = Es / Ec
= 7.20
Cracking Moment
= 306.53 in. -k
Delta Cracked
= 0.37 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.27 in. for all cases.
Wall is tension controled for all load cases, minimum steel strain is 0.01969
Maximum axial stress ( 104.11 psi. ) is less than .06 * f'c = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
SHUTLER CONSULTING ENGINEERS, INC.
Job Name :
SEBCO
Structural Engineers
Job No. :
16-47
12503 Bel -Red Road, Suite 100
Engr: :
JJS
N.A. in.
Bellevue, washington 98005
Date: :
11-4-2016
Ultimate Defl.=
(425) 450-4075
------------------------------------------------------------------------------------------
Sheet No.:
802.49
in -k
Description: 48" section between 121-0"
O.H. door & man door,
panel 23
Page 2
5 Number 6 Bars
Results shown are for 48.00 inch wide section.
CASE 1 @ Roof, U =
1.4D ( M = P*e -- No P
* Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. =
N.A. in.
Mu
49.81
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
802.49
in -k
CASE I @ Mid -ht., U
= 1.4D ( M .= .5*P*e +
P * Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. =
0.02 in.
Mu
31.59
in -k
Ultimate Defl.=
0.19 in.
Phi * Mn
904.79
in -k
CASE 2 @ Roof, U =
1.2D + 1.6 (Lr or S or
R) + 1.OL (M=P*e,
No P*Delta)
Service Load = 1.0D
+ I.O(Lr or S or R)
----------------------------------------------------------------------------
Service Defl. =
N.A. in.
Mu
137.57
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
839.70
in -k
CASE 2 @ Mid -ht, U
= 1.2D + 1.6(Lr or S or R) + 1.01, (M=.5*P*e
+
P*Delta.)l
Service Load = 1.0D
+ I.O(Lr or S or R)
----------------------------------------------------------------------------
Service Defl. =
0.06 in.
Mu
91.18
in -k
Ultimate Defl.=
0.53 in.
Phi * Mn
927.02
in -k
CASE 3 U = 1.2D +
1.6 ( Lr or S or R ) +
0.5W
service load = 1.OD
+ 0.75L + 0.75-0.6W +
0.75(Lr or S or
R)
----------------------------------------------------------------------------
Service Defl. =
0.22 in.
Mu
291.71
in -k
Ultimate Defl.=
1.69 in.
Phi * Mn
927.02
in -k
CASE 4 U = 1.2D +
1.0W + 1.OL + 0.5 (Lr
or S or R)
Service load = 1.0D
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
0.75(Lr or S or
R)
Service Defl. =
0.22 in.
Mu
425.44
in -k
Ultimate Defl.=
2.52 in.
Phi * Mn
899.72
in -k
---------------
CASE 5 U = (1.2 +
0.2 Sds)D + 1.OE + 1.0L
+ 0.2S
Service load = (1.0
+ 0.1 Sds)D + 0.75L +
0.525E + 0.75(Lr
or S or
R)
----------------------------------------------------------------------------
Service Defl. =
1.47 in.
Mu
886.66
in -k
Ultimate Defl.=
5.20 in.
Phi * Mn
909.97
in -k
CASE 6 U = 1.2D + 1.0W
Service load = 1.OD
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.26 in.
Mu
397.11
in -k
Ultimate Defl.=
2.38 in.
Phi * Mn
887.28
in -k
CASE 7 U = (1.2 + 0.2
Sds)D + 1.0E
Service load = (1 +
0.14Sds)D + ME
----------------------------------------------------------------------------
Service Defl. =
2.02 in.
Mu
870.59
in -k
Ultimate Defl.=
5.13 in.
Phi * Mn
905.00
in -k
CASE 8 U = 0.9D + 1.OW
Service load = 0.6D
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.24 in.
Mu
371.17
in -k
Ultimate Defl.=
2.28 in.
Phi * Mn
860.93
in -k
CASE 9 U = (0.9 - 0.2
Sds)D + 1.0E
Service load = (0.6
- 0.14 Sds)D + ME
----------------------------------------------------------------------------
Service Defl. =
1.88 in.
Mu
758.15
in -k
Ultimate Defl.=
4.73 in.
Phi * Mn
843.10
in -k
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: JJS
Bellevue, washington. 98005 Date: 1-1-4-2016
(425) 450-4075 Sheet No.:
------------------------------------------------------------------------------------------
***** TILT UP WALL DESIGN *****
(Considering P -Delta effects per Section 14.8 of ACI 318-11)
Tilt- wall design program, Version 1.4, latest revision 2-1-2016
Description: 36" section adjacent to 141-0" opening panel 26 Page 1
***** ALLOWABLE STRESSES AND DESIGN
CRITERIA *****
f1c of concrete
=
5,000.00 psi.
Fy of steel
=
60,000.00 psi.
Basic wind speed
---.>
110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
Wind exposure catagory ( B, C or D )
--- >
B
Lamda based on a mean roof height
=
34.00 feet
Net design wind pressure based on a calc.
trib area =
284.07 sq ft.
Kzt, Wind topographic factor
=
1.00
Wind load ( p Lamda * Iw * P net 30
=
21.42 psf.
(p = 1.05 1.00 * 20.40)
Seismic importance factor
=
1.00
Site class (A, B, C, D, or E)
--- >
D
Seismic load, Fp .4 * Sds Ip * Wp, 0.1
Wp (min) =
46.81 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds =
1.01
Ev = 0.2 * Sds Ip * D
=
0.20 D
Maximum allowed overstress
=
0.00 %
Wall thickness for weight calculations
=
9.25 inches
Wall thickness for design calculations
=
8.50 inches
Parapet height, height of wall above roof.
=
3.25 feet
Design height, distance between floor and
roof. =
33.42 feet
Fixity coefficient
=
0.85
Tributary width for design loads
=
10.00 feet
Uniform dead load on design section
=
75.00 # ft.
Uniform live load on design section
=
125.00 # ft.
Concentrated dead load on design section
=
0.00 lbs..
Concentrated live load on design section
=
0.00 lbs.
Additional wt. applied to wall. ( ie. Stucco.
=
0.00 psf.
Eccentricity, dist from center of wall to
load =
8.88 inches
Depth to centroid of steel
=
6.90 inches
Weight of wall
=
115.63 psf.
Weight of wall on design section
=
20,180.61 # / ft.
Total design load on design section
=
22,180.61 # / ft.
Steel ratio ( As ( b * d ))
=
0.0089
Modulus of rupture (7.5 * (f'c^.5))
=
530.33 psi.
Modulus of elasticity ( Concrete
=
4,030.51 ksi.
n = Es / Ec
=
7.20
Cracking Moment
=
229.90 in. -k
Delta Cracked
=
0.37 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all. load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.27 in. for all cases.
Wall is tension controled for all load cases, minimum steel strain is 0.01492
Maximum axial stress ( 96.74 psi. ) is less than .06 * f'c = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: JJS
Bellevue,- washington 98005 - Date:- 11-4-2016
(425) 450-4075 Sheet No.:
------------------------------------------------------------------------------------------
Description: 36" section adjacent to 141-0" opening panel 26 Page 2
5 Number 6 Bars
Results shown are for 36.00 inch wide section.
CASE 1 @ Roof, U =
1.4D ( M = P*e -- No P
* Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. =
N.A. in.
Mu
9.32
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
771.99
in -k
CASE 1 @ Mid -ht., U
= 1.4D ( M = .5*P*e +
P * Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. =
0.01 in.
Mu
5.77
in -k
Ultimate Defl.=
0.04 in.
Phi * Mn
865.58
in -k
CASE 2 @ Roof, U =
1.2D + 1.6 (Lr or S or
R) + 1.OL (M=P*e,
No P*Delta)
Service Load = 1.0D
+ 1.0(Lr or S or R)
----------------------------------------------------------------------------
Service Defl. =
N.A. in.
Mu
25.75
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
778.17
in -k
CASE 2 @ Mid -ht, U
= 1.2D + 1.6(Lr or S or R).+ 1.01, (M=.5*P*e +
P*Delta.)[
Service Load = 1.OD
+ 1.0(Lr or S or R)
----------------------------------------------------------------------------
Service Defl. =
0.02 in.
Mu
15.67
in -k
Ultimate Defl.=
0.10 in.
Phi * Mn
858.41
in -k
CASE 3 U = 1.2D +
1.6 ( Lr or S or R ) +
0.5W
Service load = 1.0D
+ 0.751, + 0.75*0.6W +
0.75(Lr or S or
R)
----------------------------------------------------------------------------
Service Defl. =
0.21 in.
Mu
173.41
in -k
Ultimate Defl.=
1.14 in.
Phi * Mn
856.41
in -k
CASE 4 U = 1.2D +
1.OW + 1.OL + 0.5 (Lr
or S or R)
Service load = 1.0D
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
0.75(Lr or S or
R)
Service Defl. =
0.21 in.
Mu
320.47
in -k
Ultimate Defl.=
2.12 in.
Phi * Mn
853.88
in -k
CASE 5 U = (1.2 +
0.2 Sds)D + 1.OE + 1.0L
+ 0.2S
Service load = (1.0
----------------------------------------------------------------------------
+ 0.1 Sds)D + 0.75L +
0.525E + 0.75(Lr
or S or
R)
Service Defl. =
1.25 in.
Mu
709.32
in -k
Ultimate Defl.=
4.63 in.
Phi * Mn
866.57
in -k
CASE 6 U = 1.2D + 1.0W
Service load = 1.OD
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.32 in.
Mu
315.68
in -k
Ultimate Defl.=
2.09 in.
Phi * Mn
851.83
in -k
CASE 7 U = (1.2 + 0.2 Sds)D + 1.OE
Service load = (I +
0.14Sds)D + ME
----------------------------------------------------------------------------
Service Defl. =
1.86 in.
Mu
706.63
in -k
Ultimate Defl.=
4.62 in.
Phi * Mn
865.75
in -k
CASE 8 U = 0.9D + 1.OW
Service load = 0.61)
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.30 in.
Mu
300.30
in -k
Ultimate Defl.=
2.02 in.
Phi * Mn
831.12
in -k
CASE 9 U = (0.9 - 0.2 Sds)D + 1.OE
Service load = (0.6
- 0.14 Sds)D + ME
----------------------------------------------------------------------------
Service Defl. =
1.77 in.
Mu
631.71
in -k
Ultimate Defl.=
4.31 in.
Phi * Mn
817.10
in -k
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: JjS
Bellevue, washington 98005 'Date: 11-4-2016
(425) 450-4075 Sheet No.:
------------------------------------------------------------------------------------------
***** TILT UP WALL DESIGN *****
(Considering P -Delta effects per Section 14.8 of ACI 318-11)
Tilt- wall design program, Version 1.4, latest revision 2-1-2016
Description: Solid panel supporting 501 purlins
***** ALLOWABLE STRESSES AND DESIGN CRITERIA *****
Pc of concrete =
5,000.00 psi.
Fy of steel =
60,000.00 psi.
Basic wind speed --- >
110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
Wind exposure catagory ( B, C or D ) --- >
B
Lamda based on a mean roof height =
34.00 feet
Net design wind pressure based on a calc. trib area =
28.33 sq ft.
Kzt, Wind topographic factor =
1.00
Wind load ( p Lamda * Iw * P net 30 =
23.73 psf.
(P = 1.05 1.00 * 22.60)
Seismic importance factor =
1.00
Site class (A, B, C, D, or E) --- >
D
Seismic load, Fp .4 * Sds Ip * Wp, 0.1 Wp (min) =
36.69 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds = 1.01
Ev = 0.2 * Sds Ip * D =
0.20 D
Maximum allowed overstress =
0.00 %
Wall thickness for weight calculations =
7.25 inches
Wall thickness for design calculations =
6.50 inches
Parapet height, height of wall above roof. =
3.33 feet
Design height, distance between floor and roof. =
33.33 feet
Fixity coefficient =
0.85
Tributary width for design loads =
1.00 feet
Uniform dead load on design section =
375.00 # / ft.
Uniform live load on design section =
625.00 # / ft.
Additional wt. applied to wall. ( ie. Stucco. =
0.00 psf.
Eccentricity, dist from center of wall to load =
7.13 inches
Depth to centroid of steel =
3.25 inches
Weight of wall =
90.63 psf.
Weight of wall on design section =
1,585.51 # / ft.
Total design load on design section =
2,585.51 # / ft.
Steel ratio ( As ( b * d )) =
0.0123
Modulus of rupture (7.5 * (f'c^.5)) =
530.33 psi.
Modulus of elasticity ( Concrete =
4,030.51 ksi.
n = ES / Ec =
7.20
Cracking Moment =
44.81 in. -k
Delta Cracked =
0.49 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.27 in. for all cases.
Wall is tension controled for all load cases, minimum steel strain is 0.01015
Maximum axial stress ( 42.98 psi. ) is less than .06 * f'c = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
Page 1
SHUTLER CONSULTING ENGINEERS, INC.
Structural Engineers
12503 Bel -Red Road, Suite 100
Bellevue, washington 98005
(425) 450-4075
----------------------------------------
Job Name SEBCO
Job No. 16-47
Engr: JJS
Date: 11-4-2016,
Sheet No.:
-------------------------------------------
Description: Solid panel supporting 501 purlins
# 6 Bar @ 11.00 inches o.c.
Page 2
CASE 1 @
Roof, U =
1AD ( M = P*e -- No P
* Deflection.
Service
Load = 1.OD
----------------------------------------------------------------------------
Service
Defl. =
N.A. in.
Mu
3.74
in -k
Ultimate
Defl.=
N.A. in.
Phi * Mn
78.19
in -k
CASE I @
Mid -ht., U
= 1AD ( M = .5*P*e +
P * Deflection.
Service
Load = 1.0D
----------------------------------------------------------------------------
Service
Defl. =
0.01 in.
Mu
3.26
in -k
Ultimate
Defl.=
0.51 in.
Phi * Mn
83.49
in -k
CASE 2 @
Roof, U =
1.2D + 1.6 (Lr or S or
R) + 1.0L (M=P*e,
No P*Delta)
Service
Load = 1.OD
+ 1.0(Lr or S or R)
----------------------------------------------------------------------------
Service
Defl, =
N.A. in.
Mu
10.34
in -k
Ultimate
Defl.=
N.A. in.
Phi * Mn
80.41
in -k
CASE 2 @
Mid -ht, U
= 1.2D + 1.6(Lr or S or
R) + 1.OL (M=.5*P*e + P*Delta.)l
Service
Load = 1.0D
+ 1.0(Lr or S or R)
----------------------------------------------------------
Service
Defl. =
0.04 in.
7 -----------------
Mu
10.66
in -k
Ultimate
Defl.=
1.64 in.
Phi * Mn
84.92
in -k
CASE 3
U = 1.2D +
1.6 ( Lr or S or R ) +
0.5W
Service
load = 1.0D
+ 0.75L + 0.75*0.6W +
0.75(Lr or S or
R)
----------------------------------------------------------------------------
Service
Defl. =
0.18 in.
Mu
40.12
in -k
Ultimate
Defl.=
6.17 in.
Phi * Mn
84.92
in -k
CASE 4
U = 1.2D +
1.OW + 1.OL + 0.5 (Lr
or S or R)
Service
load = 1.OD
+ 0.75L + 0.75*0.6W +
0.75(Lr or S or
R)
----------------------------------------------------------------------------
Service
Defl. =
0.18 in.
Mu
53.45
in -k
Ultimate
Defl.=
8.32 in.
Phi * Mn
83.30
in -k
CASE 5
U = (1.2 + 0.2 Sds)D + 1.0E + 1.01,
+ 0.2S
Service
----------------------------------------------------------------------------
load = (1.0
+ 0.1 Sds)D + 0.75L +
0.525E + 0.75(Lr
or S or
R)
Service
Defl. =
0.29 in.
Mu
83.78
in -k
Ultimate
Defl.=
13.00 in.
Phi * Mn
83.80
in -k
CASE 6 U
= 1.2D + 1.0W
Service
load = 1.OD
+ 0.6W
----------------------------------------------------------------------------
Service
Defl. =
0.21 in.
Mu
47.74
in -k
Ultimate
Defl.=
7.48 in.
Phi * Mn
82.56
in -k
CASE 7 U
= (1.2 + 0.2 Sds)D + 1.0E
Service
load = (1 +
0.14Sds)D + ME
----------------------------------------------------------------------------
Service
Defl. =
1.20 in.
Mu
80.34
in -k
I Ultimate
Defl.=
12.49 in.
Phi * Mn
83.50
in -k
CASE 8 U
= 0.9D + 1.0W
Service
load = 0.6D
+ 0.6W
----------------------------------------------------------------------------
Service
Defl. =
0.20 in.
Mu
41.30
in -k
Ultimate
Defl.=
6.54 in.
Phi * Mn
81.16
in -k
CASE 9 U
= (0.9 - 0.2 Sds)D + 1.OE
Service
load = (0.6
- 0.14 Sds)D + ME
----------------------------------------------------------------------------
Service
Defl. =
0.73 in.
Mu
57.67
in -k
Ultimate
Defl.=
9.21 in.
Phi * Mn
80.21
in -k
SHUTLER CONSULTING ENGINEERS, INC. Job Name S9BCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: JJS
Bellevue, washington 98005 Date: 11-4-2016
(425) 450-4075 Sheet No.: P4/
------------------------------------------------------------------------------------------
***** TILT UP WALL DESIGN *****
(Considering P -Delta effects per Section 14.8 of ACI 318-11)
Tilt- wall design program, Version 1.4, latest revision'2-1-2016
Description: Typical solid panel supporting 101-011 sub -purlins Page 1
***** ALLOWABLE STRESSES AND DESIGN
CRITERIA *****
Vc of concrete
=
5,000.00 psi.
Fy of steel
=
60,000.00 psi.
Basic wind speed
--- >
110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
Wind exposure catagory ( B, C or D )
--- >
B
Lamda based on a mean roof height
=
34.00 feet
Net design wind pressure based on a calc.
trib area =
29.39 sq ft.
Kzt, Wind topographic factor
=
1.00
Wind load ( p Lamda * 1w * P net 30
=
23.73 psf.
(p = 1.05 1.00 * 22.60)
Seismic importance factor
=
1.00
Site class (A,'B, C, D, or E)
--- >
D
Seismic load, Fp .4 * Sds Ip * Wp, 0.1
Wp (min) =
36.69 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds =
1.01
Ev = 0.2 * Sds ip * D
=
0.20 D
maximum allowed overstress
=
0.00 %
Wall thickness for weight calculations
=
7.25 inches
Wall thickness for design calculations
=
6.50 inches
Parapet height, height of wall above roof.
=
1.42 feet
Design height, distance between floor and
roof. =
34.58 feet
Fixity coefficient
=
0.85
Tributary width for design loads
=
1.00 feet
Uniform dead load on design section
=
75.00 # ft.
Uniform live load on design section
=
125.00 # ft.
Additional wt. applied to wall. ( ie. Stucco.
=
0.00 psf.
Eccentricity, dist from center of wall to
load =
7.88 inches
Depth to centroid of steel
=
3.25 inches
Weight of wall
=
90.63 psf.
Weight of wall on design section
=
1,460.56 # / ft.
Total design load on design section
=
1,660.56 # / ft.
Steel ratio ( As ( b * d ))
=
0.0115
Modulus of rupture (7.5 * (f'c^.5))
=
530.33 psi.
Modulus of elasticity ( Concrete
=
4,030.51 ksi.
n = Es / Ec
=
7.20
Cracking Moment
=
44.81 in. -k
Delta Cracked
=
0.52 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.35 in. for all cases.
Wall is tension controled for all load cases, minimum steel strain is 0.01150
Maximum axial stress ( 27.93 psi. ) is less than .06 * f'c = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
SHUTLER CONSULTING ENGINEERS, INC.
Structural Engineers .
12503 Bel -Red Road, Suite 100
Bellevue, washington 98005
(425) 450-4075
Job Name : SEBCO
Job No. : 16-47
Engr: : JJS
Date: : 11-4-2016
Sheet No.:
---------------------------
Description: Typical solid panel supporting 101-0" sub -purlins
10-f I,
--------------
Page 2
a�e #(1 01 /0 11 %�
# 6 Bar @ 11.75
inches o.c.
Kz_
CASE 1 @ Roof, U =
1.4D ( M = P*e -- No P
* Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. =
N.A. in.
Mu
0.83
in -k
Ultimate Defl.=
N.A. in.
Phi *
Mn
72.71
in -k
CASE 1 @ Mid -ht., U
= 1.4D ( M = .5*P*e +
P * Deflection.
Service Load = 1.0D
----------------------------------------------------------------------------
Service Defl. =
0.00 in.
Mu
0.66
in -k
Ultimate Defl.=
0.12 in.
Phi *
Mn
77.67
in -k
CASE 2 @ Roof, U =
1.2D + 1.6 (Lr or S or
R) + 1.OL
(M=P*e, No P*Delta)
Service Load = 1.OD
+ 1.0(Lr or S or R)
----------------------------------------------------------------------------
Service Defl. =
N.A. in.
Mu
2.29
in -k
Ultimate Defl.=
N.A. in.
Phi *
Mn
73.16
in -k
CASE 2 @ Mid -ht, U
= 1.2D + 1.6(Lr or S or R) + 1.0L (M=.5*P*e + P*Delta.)l
Service Load = 1.OD
----------------------------------------------------------------------------
+ I.O(Lr or S or R)
Service Defl. =
0.01 in.
Mu
1.78
in -k
Ultimate Defl.=
0.31 in.
Phi *
Mn
77.41
in -k
CASE 3 U = 1.2D + 1.6 ( Lr or S or R ) +
0.5W
Service load = 1.OD
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
0.75(Lr
or S or
R)
Service Defl. =
0.17 in.
Mu
25.77
in -k
Ultimate Defl.=
4.53 in.
Phi *
Mn
77.41
in -k
CASE 4 U = 1.2D +
1.OW + 1.OL + 0.5 (Lr
or S or
R)
Service load = 1.OD
------ ---------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
.0.75(Lr
or S or
R)
7
Service.Defl. =
0.17 in.
Mu
47.21
in -k
Ultimate Defl.=
8.33 in.
Phi *
Mn
77.08
in -k
CASE 5. U = (1.2 + 0.2 Sds)D + 1.0E + 1.0-L + 0.2S
Service load = (1.0
-----------------------
+ 0.1 Sds)D + 0.75L +
-----------------------------------------------------
0.525E + 0.75(Lr
or S or R)
Service Defl. =
7
0.31 in.
Mu
77.69
in -k
Ultimate Defl.=
13.63 in.
Phi *
Mn
77.74
in -k
CASE 6 U = 1.2D + 1.OW
Service load = 1.0D
+ 0.6W
----------------------------------------------------------------------------
SerViGe Defl. =
0.22 in.
Mu
46.10
in -k
Ultimate Defl.=
8.15 in.
-Phi *
Mn
76.93
in -k
CASE 7 U = (1.2 + 0.2 Sds)D + 1.OE
Service load = (1 +
0.14Sds)D + ME
----------------------------------------------------------------------------
Service Defl. =
1.64 in.
Mu
77.01
in -k
Ultimate Defl.=
13.5.2 in.
Phi *
Mn
77.68
in -k
CASE 8 U = 0.9D + 1.OW
Service load = 0.6D
+ 0.6w
----------------------------------------------------------------------------
Service Defl. =
0.22 in.
Mu
41.16
in -k
Ultimate Defl.=
7.34 in.
Phi *
Mn
75.82
in -k
CASE 9 U = (0.9 - 0.2 Sds)D + 1.OE
Service load = (0.6
- 0.14 Sds)D + ME
----------------------------------------------------------------------------
Service Defl. =
1.25 in.
Mu
59.11
in -k
Ultimate Defl.=
10.62 in.
Phi *
Mn
75.06
in -k
a�e #(1 01 /0 11 %�
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: JJS
Bellevue, washin4ton 98005 Date: 11-�-4-2016
(425) 450-4075 Sheet No.:
------------------------------------------------------------------------------------------
***** TILT UP WALL DESIGN *****
(Considering P -Delta effects per Section 14.8 of ACI 318-11)
Tilt- wall design program, Version 1.4, latest revision 2-1-2016
Description: 36" section adjacent to man door, panel 31 Page 1
***** ALLOWABLE STRESSES AND DESIGN CRITERIA *****
f'c of concrete =
5,000.00 psi.
Fy of steel =
60,000.00 psi.
Basic wind speed --- >
110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
Wind'exposure catagory ( B, C or D ) --- >
B
Lamda based on a mean roof height =
34.00 feet
Net design wind pressure based on a calc. trib area =
137.27 sq ft.
Kzt, Wind topographic factor =
1.00
Wind load ( p Lamda * Iw * P net 30 =
21.42 psf.
(p = 1.05 1.00 * 20.40)
Seismic importance factor =
1.00
Site class (A, B, C, D, or E) --- >
D
Seismic load, Fp .4 * Sds *.Ip * Wp, 0.1 Wp (min) =
36.69 psf.
Fa = 1.00, Ss 1.52, Sms = 1.52, Sds = 1.01
Ev = 0.2 * Sds Ip * D =
0.20 D
Maximum allowed overstress =
0.00 %
Wall thickness for weight calculations =
7.25 inches
Wall thickness for design calculations =
6.50 inches
Parapet height, height of wall above roof. =
1.42 feet
Design height, distance between floor and roof. =
34.58 feet
Fixity coefficient =
0.85
Tributary width for design loads =
4.67 feet
Uniform dead load on design section =
75.00 # ft.
Uniform live load on design section =
125.00 # ft.
Concentrated dead load on design section =
0.00 lbs.
Concentrated live load on design section =
0.00 lbs.
Additional wt. applied to wall. ( ie. Stucco. =
0.00 psf.
Eccentricity, dist from center of wall to load =
7.88 inches
Depth to centroid of steel =
5.00 inches
Weight of wall =
90.63 psf.
weight of wall on design section =
6,820.80 # / ft.
Total design load on design section =
7,754.80 # / ft.
steel ratio ( As ( b * d )) =
0.0073
Modulus of rupture (7.5 * (f'c^.5)) =
530.33 psi.
Modulus of elasticity ( Concrete =
4,030.51 ksi.
n = Es / Ec =
7.20
Cracking Moment =
134.44 in. -k
Delta Cracked =
0.52 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.35 in. for all cases.
Wall is tension controled for all load cases, minimum steel strain is 0.01973
Maximum axial stress ( 43.48 psi. ) is less than .06 * f'c = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: JJS
Bellevue, washington 98005 Date: 11-4-2016
(425) 450-4075 Sheet No.:
--------------------------------------------------------------------------------------
Description: 36" section adjacent to man door, panel 31 Page 2
3 Number 6 Bars
Results shown are for 36.00 inch wide section.
I CASE 1 @ Roof, U =
1.4D ( M = P*e -- No P
* Deflection.
I Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. =
N.A. in.
Mu
3.86
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
339.24
in -k
CASE 1 @ Mid -ht., U
= 1.4D ( M = .5*P*e +
P * Deflection.
Service Load = 1.0D
----------------------------------------------------------------------------
Service Defl. =
0.01 in.
Mu
2.47
in -k
Ultimate Defl.=
0.05 in.
Phi * Mn
364.15
in -k
CASE 2 @ Roof, U = 1.2D + 1.6 (Lr or S or
R) + 1.0L (M=P*e,
No P*Delta)
Service Load = 1.0D
----------------------------------------------------------------------------
+ I.O(Lr or S or R)
Service Defl. =
N.A. in.
Mu
10.67
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
341.50
in -k
CASE 2 @ Mid -ht, U
= 1.2D + 1.6(Lr or S or R) + 1.0L (M=.5*P*e
+ P*Delta.)l
I Service Load = 1.OD
----------------------------------------------------------------------------
+ I.O(Lr or S or R)
Service Defl. =
0.01 in.
Mu
6.73
in -k
Ultimate Defl.=
0.15 in.
Phi * Mn
362.85
in -k
I CASE 3 U = 1.2D + 1.6 ( Lr or S or R ) +
0.5W
Service load = 1.0D
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
0.75(Lr or S or
R)
Service Defl. =
0.25 in.
Mu
88.54
in -k
Ultimate Defl.=
1.93 in.
Phi * Mn
362.85
in -k
CASE 4 U = 1.2D +
1.OW + 1.OL + 0.5 (Lr
or S or R)
Service load = 1.0D
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
0.75(Lr or S or
R)
Service Defl. =
0.25 in.
Mu
164.42
in -k
Ultimate Defl.=
3.60 in.
Phi * Mn
361.18
in -k
CASE 5 U = (1.2 + 0.2 Sds)D + 1.OE + 1.OL
+ 0.2S
Service load = (1.0
----------------------------------------------------------------------------
+ 0.1 Sds)D + 0.75L +
0.525E + 0.75(Lr or S or R)
Service Defl. =
1.14 in.
Mu
287.95
in -k
Ultimate Defl.=
6.26 in.
Phi * Mn
364.50
in -k
CASE 6 U = 1.2D + 1.OW
Service load = 1.0D
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.32 in.
Mu
161.78
in -k
Ultimate Defl.=
3.55 in.
Phi * Mn
360.42
in -k
CASE 7 U = (1.2 + 0.2 Sds)D + 1.OE
Service load = (I +
----------------------------------------------------------------------------
0.14Sds)D + 0.7E
Service Defl. =
2.01 in.
Mu
286.49
in -k
Ultimate Defl.=
6.23 in.
Phi * Mn
364.20
in -k
CASE 8 U = 0.9D + 1.OW
Service load = 0.6D
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.31 in.
Mu
152.75
in -k
Ultimate Defl.=
3.39 in.
Phi * Mn
354.82
in -k
I CASE 9 U = (0.9 - 0.2
Sds)D + 1.OE
Service load = (0.6
----------------------------------------------------------------------------
- 0.14 Sds)D + ME
Service Defl. =
1.85 in.
Mu
251.05
in -k
Ultimate Defl.=
5.62 in.
Phi * Mn
351.04
in -k
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers . Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: JJS
'Bellevue I " washingion 98005 Date:' 11-4-2Oi6
(425) 450-4075 Sheet No.:
-------------------------------------------------------------------------------------------
***** TILT UP WALL DESIGN *****
(Considering P -Delta effects per Section 14.8 of ACI 318-11)
Tilt- wall design program, Version 1.4, latest revision 2-1-2016
Description: 91-4" section adjacent to 614" window, south wall Page
ALLOWABLE STRESSES AND DESIGN CRITERIA
f'c of concrete =
5,000.00 psi.
Fy of steel =
60,000.00 psi.
Basic wind speed --- >
110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
Wind exposure catagory ( B, C or D ) --- >
B
Lamda based on a mean roof height =
34.00 feet
Net design wind pressure based on a calc. trib area =
355.09 sq ft.
Kzt, Wind topographic factor =
1.00
Wind load ( p Lamda * Iw * P net 30 =
21.42 psf.
(p = 1.05 1.00 * 20.40)
Seismic importance factor =
1.00
Site class (A, B, C, D, or E) --- >
D
Seismic load, Fp .4 * Sds Ip * Wp, 0.1 Wp (min) =
36.69 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds = 1.01
Ev = 0.2 * Sds Ip * D =
0.20 D
Maximum allowed overstress =
0.00 %
Wall thickness for weight calculations =
7.25 inches
Wall thickness for design calculations =
6.50 inches
Parapet height, height of wall above roof. =
2.58 feet
Design height, distance between floor and roof. =
33.42 feet
Fixity coefficient
0.85
Tributary width for design loads
12.50 feet
Uniform dead load on design section
375.00 # / ft.
Uniform live load on design section
625.00 # / ft.
Concentrated dead load on design section
0.00 lbs.
Concentrated live load on design section
0.00 lbs.
Additional wt. applied to wall. ( ie. Stucco.
0.00 psf.
Eccentricity, dist from center of wall to load
7.13 inches
Depth to centroid of steel
5.00 inches
Weight of wall
90.63 psf.
Weight of wall on design section
19,012.56 # / ft.
Total design load on design section
31,512.56 # / ft.
Steel ratio ( As ( b * d ))
0.0055
Modulus of rupture (7.5 * (f'c^.5))
530.33 psi.
Modulus of elasticity ( Concrete
4,030.51 ksi.
n = Es / Ec
7.20
Cracking Moment
418.25 in. -k
Delta Cracked
0.49 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.27 in. for all cases.
Wall is tension controled for all load cases, minimum steel strain is 0.02571
Maximum axial stress ( 56.24 psi. ) is less than .06 * f1c = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
SHUTLER CONSULTING ENGINEERS, INC. Job Name : SEBCO
Structural Engineers Job No. : 16-47
12503 Bel -Red Road, Suite 100 Engr: : JJS
Bellevue, wishington 9800 - 5 Date: : 11-4-2 . 016
(425) 450-4075 Sheet No.:
J
-------------------------------------------------------------------------------------------
Description: 91-4" section adjacent to 614" window, -south wall Page 2
7 Number 6 Bars
Results shown are for 112.00 inch wide section.
CASE 1 @ Roof, U =
1.4D ( M = P*e -- No P
* Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. =
N.A. in,
Mu
46.79
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
817.00
in -k
CASE 1 @ Mid -ht., U
= 1.4D ( M = .5*P*e +
P * Deflection.
Service Load = 1.0D
----------------------------------------------------------------------------
Service Defl. =
0.02 in.
Mu
31.76
in -k
Ultimate Defl.=
0.25 in.
Phi * Mn
888.39
in -k
CASE 2 @ Roof, U = 1.2D +.1.6 (Lr or S or
R) + 1.OL (M=P*e,
No P*Delta)
Service Load = 1.0D
----------------------------------------------------------------------------
+ I.O(Lr or S or R)
Service Defl. =
N.A. in.
Mu
129.23
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
848.08
in -k
CASE 2 @ Mid -ht, U
= 1.2D + 1.6(Lr or S or R) + 1.OL (M=.5*P*e + P*Delta.)1
Service Load = 1.OD
----------------------------------------------------------------------------
+ I.O(Lr or S or R)
Service Defl. =
0.05 in.
Mu
94.88
in -k
Ultimate Defl.=
0.74 in.
Phi * Mn
909.10
in -k
CASE 3 U 1.2D + 1.6 ( Lr or S or R ) +
0.5W
Service load = 1.0D
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
0.75(Lr or S or
R)
Service Defl. =
0.22 in.
Mu
332.82
in -k
Ultimate Defl.=
2.59 in.
Phi * Mn
909.10
in -k
CASE 4 U = 1.2D +
1.OW + 1.OL + 0.5 (Lr
or S or R)
Service load = 1.0D
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
0.75(Lr or S or
R)
Service Defl. =
0.22 in.
Mu
482.18
in -k
Ultimate Defl.=
3.84 in.
Phi * Mn
886.16
in -k
CASE 5 U = (1.2 + 0.2 Sds)D + 1.0E + 1.0L
+ 0.2S
Service load = (1-0
----------------------------------------------------------------------------
+ 0.1 Sds)D + 0.75L +
0.525E + 0.75(Lr
or S or R)
I Service Defl. =
0.97 in.
Mu
805.75
in -k
Ultimate Defl.=
6.38 in.
Phi * Mn
892.72
in -k
CASE 6 U = 1.2D + 1.0W
I Service load = 1.OD
+ 0.6w
----------------------------------------------------------------------------
Service Defl. =
0.25 in.
Mu
446.15
in -k
Ultimate Defl.=
3.59 in.
Phi * Mn
875.72
in -k
CASE 7 U = (1.2 + 0.2
Sds)D + 1.OE
Service load = (I +
----------------------------------------------------------------------------
0.14Sds)D + ME
Service Defl. =
1.70 in.
Mu
785.85
in -k
Ultimate Defl.=
6.24 in.
Phi * Mn
888.54
in -k
CASE 8 U = 0.9D + 1.OW
Service load = 0.6D
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.24 in.
Mu
410.88
in -k
Ultimate Defl.=
3.37 in.
Phi * Mn
856.68
in -k
CASE 9 U = (0.9 - 0.2
Sds)D + 1.OE
Service load = (0.6
----------------------------------------------------------------------------
- 0.14 Sds)D + ME
Service Defl. =
1.44 in.
Mu
656.79
in -k
Ultimate Defl.=
5.45 in.
Phi * Mn
843.81
in -k
SHUTLER CONSULTING ENGINEERS, INC. Job Name : SEBCO
Structural Engineers Job No. : 16-47
12503 Bel -Red Road, Suite 100 Engr: : JJS
Belle-�ue,_washingt6n 98005 Date: : . 11-5-2016
(425) 450-4075 Sheet No.:
----- -------- ----- ---- -------
***** TILT UP WALL DESIGN
(Considering P -Delta effects per Section 14.8 of ACI 318-11)
Tilt- wall design program, Version 1.4, latest revision 2-1-2016
Description: Solid panel 68, 9.25" thick w/ reinf each face. Page 1
***** ALLOWABLE STRESSES AND DESIGN CRITERIA *****
f1c of concrete =
5,000.00 psi.
Fy of steel =
60,000.00 psi.
Basic wind speed --- >
110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
Wind exposure catagory ( B, C or D ) --- >
B
Lamda based on a mean roof height =
34.00 feet
Net design wind pressure based on a calc. trib area =
28.69 sq ft.
Kzt, Wind topographic factor =
1.00
Wind load ( p Lamda * Iw * P net 30 =
23.73 psf.
(p = 1.05 1.00 * 22.60)
Seismic importance factor =
1.00
Site class (A, B, C, D, or E) --- >
D
Seismic load, Fp .4 * Sds Ip * Wp, 0.1 Wp (min) =
46.81 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds = 1.01
Ev = 0.2 * Sds Ip * D =
0.20 D
Maximum allowed overstress =
0.00 %
Wall thickness for weight calculations =
9.25 inches
Wall thickness for design calculations =
8.50 inches
Parapet height, height of wall above roof. =
2.92 feet
Design height, distance between floor and roof. =
33.75 feet
Fixity coefficient =
0.85
Tributary width for design loads =
1.00 feet
Uniform dead load on design section =
375.00 # ft.
Uniform live load on design section =
625.00 # ft.
Additional wt. applied to wall. ( ie. Stucco. =
0.00 psf.
Eccentricity, dist from center of wall to load =
8.13 inches
Depth to centroid of steel =
6.90 inches
Weight of wall =
115.63 psf.
Weight of wall on design section =
1,996.12 # / ft.
Total design load on design section =
2,996.12 # / ft.
Steel ratio ( As ( b * d )) =
0.0025
Modulus of rupture (7.5 * (f'c^.5)) =
530.33 psi.
Modulus of elasticity ( Concrete =
4,030.51 ksi.
n = Es / Ec =
7.20
Cracking Moment =
76.63 in. -k
Delta Cracked =
0.38 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.30 in. for all cases.
wall is tension controled for all load cases, minimum steel strain is 0.05841
Maximum axial stress ( 37.70 psi. ) is less than .06 * f1c = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
SHUTLER CONSULTING ENGINEERS, INC. Job Name : SEBCO
Structural Engineers Job No. : 16-47
12503 Bel -Red Road, Suite 100 Engr: : JJS
Bellevue-, wasihington §8005' bate: : 11'5-2016
(425) 450-4075 Sheet No.:
------------------------------------------------------------------------------------------
Description: Solid panel 68, 9.25" thick w/ reinf each face. Page 2
# 4 Bar @ 11.76 inches o.c.
CASE 1 @ Roof, U =
1.4D ( M = P*e -- No P
* Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. =
N.A. in.
Mu
4.27
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
76.66
in -k
CASE I @ Mid -ht., U
= 1AD ( M = .5*P*e +
P * Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. =
0.01 in.
Mu
2.61
in -k
Ultimate Defl.=
0.14 in.
Phi * Mn
86.94
in -k
CASE 2 @ Roof, U = 1.2D + 1.6 (Lr or S or
R) + 1.0L (M=P*e,
No P*Delta)
Service Load = 1.0D
+ I.O(Lr or S or R)
----------------------------------------------------------------------------
Service Defl. =
N.A. in.
Mu
11.79
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
80.06
in -k
CASE 2 @ Mid -ht, U
= 1.2D + 1.6(Lr or S or R) + 1.OL (M=.5*P*e + P*Delta.)l
Service Load = 1.OD
----------------------------------------------------------------------------
+ 1.0(Lr or S or R)
Service Defl. =
0.02 in.
Mu
7.44
in -k
I Ultimate Defl.=
0.40 in.
Phi * Mn
88.86
in -k
CASE 3 U = 1.2D + 1.6 ( Lr or S or R ) +
0.-5W
Service load = 1.OD
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
0.75(Lr or S or
R)
Service Defl. =
0.08 in.
Mu
25.91
in -k
Ultimate Defl.=
1.40 in.
Phi * Mn
88.86
in -k
CASE 4 U = 1.2D +
1.OW + 1.OL + 0.5 (Lr
or S or R)
Service load = 1.OD
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
0.75(Lr or S or
R)
I Service Defl. =
0.08 in.
Mu
39.26
in -k
Ultimate Defl.=
2.18 in.
Phi * Mn
86.34
in -k
CASE 5 U = (1.2 + 0.2 Sds)D + 1.OE + 1.OL
+ 0.2S
Service load = (1.0
----------------------------------------------------------------------------
+ 0.1 Sds)D + 0.75L +
0.525E + 0.75(Lr
or S or R)
Service Defl. =
0.17 in.
Mu
74.50
in -k
Ultimate Defl.=
4.08 in.
Phi * Mn
87.42
in -k
CASE 6 U = 1.2D + 1.OW
Service load = 1.OD
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.10 in.
Mu
37.04
in -k
Ultimate Defl.=
2.08 in.
Phi * Mn
85.20
in -k
CASE 7 U = (1.2 + 0.2 Sds)D + 1.0E
Service load = (I +
0.14Sds)D + ME
----------------------------------------------------------------------------
Service Defl. =
0.21 in.
Mu
73.34
in -k
Ultimate Defl.=
4.04 in.
Phi * Mn
86.96
in -k
I CASE 8 U = 0.9D + 1.OW
Service load = 0.6D
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.09 in.
Mu
34.97
in -k
Ultimate Defl.=
2.02 in.
Phi * Mn
82.58
in -k
CASE 9 U = (0.9 - 0.2
Sds)D + 1.OE
Service load = (0.6
- 0.14 Sds)D + ME
----------------------------------------------------------------------------
Service Defl. =
0.21 in.
Mu
65.19
in -k
Ultimate Defl.=
3.84 in.
Phi * Mn
80.82
in -k
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: JJS
BeIleviie, washifigton 98005 Dat . e: 11-5-2016
(425) 450-4075 Sheet No.:
---------------------------------------------------------------------------------
***** TILT UP WALL DESIGN *****
(Considering P -Delta effects per Section 14.8 of ACI 318-11)
Tilt- wall design program, Version 1.4, latest revision 2-1-2016
Description: Solid panel grid 5
***** ALLOWABLE STRESSES AND DESIGN CRITERIA *****
f1c of concrete =
5,000.00 psi.
Fy of steel =
60,000.00 psi.
Basic wind speed --- >
110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
Wind exposure catagory ( B, C or D ) --- >
B
Lamda based on a mean roof height =
34.00 feet
Net design wind pressure based on a calc. trib area -
29.47 sq ft.
Kzt, Wind topographic factor =
1.00
Wind load ( p Lamda * Iw * P net 30 =
23.73 psf.
(p = 1.05 1.00 * 22.60)
Seismic importance factor =
1.00
Site class (A, B, C, D, or E) >
D
Seismic load, Fp .4 * Sds Ip * Wp, 0.1 Wp (min) =
36.69 psf.
Fa = 1.00, Ss 1.52, Sms 1,52, Sds = 1.01
Ev = 0.2 * Sds Ip * D =
0.20 D
maximum allowed overstress =
0.00 %
Wall thickness for weight calculations =
7.25 inches
Wall thickness for design calculations =
7.25 inches
Parapet height, height of wall above roof. =
3.25 feet
Design height, distance between floor and roof. =
34.67 feet
Fixity coefficient =
0.85
Tributary width for design loads =
1.00 feet
Uniform dead load on design section =
150.00 * / ft.
Uniform live load on design section =
Additional wt. applied to wall. ( ie. Stucco. =
250.00 # / ft.
0.00 psf.
Eccentricity, dist from center of wall to load =
7.88 inches
Depth to centroid of steel =
3.60 inches
Weight of wall =
90.63 psf.
Weight of wall on design section =
1,629.87 # / ft.
Total design load on design section =
2,029.87 # / ft.
Steel ratio ( As ( b * d )) =
0.0091
Modulus of rupture (7.5 * (f'c^.5)) =
530.33 psi.
Modulus of elasticity ( Concrete =
4,030.51 ksi.
n = Es / Ec =
7.20
Cracking Moment =
55.75 in. -k
Delta Cracked =
0.47 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.36 in. for all cases.
Wall is tension controled for all load cases, minimum steel strain is 0.01495
Maximum axial stress ( 29.27 psi. ) is less than .06 * f'c = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
Page I
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: JJS
Bellevue,'washington 98005 Date: :'11-5-2016
(425) 450-4075 Sheet No.:
------------------------------------------------------------------------------------
Description: Solid panel grid 5 Page 2
# 6 Bar @ 13.47
inches o.c.
CASE 1 @ Roof, U =
1.4D ( M = P*e -- No P
* Deflection.
Service Load = 1.0D
----------------------------------------------------------------------------
Service Defl. =
N.A. in.
Mu
1.65
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
71.92
in -k
CASE 1 @ Mid -ht., U
= 1.4D ( M = .5*P*e +
P * Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. =
0.01 in.
Mu
1.31
in -k
I Ultimate Defl.=
0.20 in.
Phi * Mn
78.35
in -k
CASE 2 @ Roof, U =
1.2D + 1.6 (Lr or S or
R) + 1.OL (M=P*e, No P*Delta)
Service Load = 1.0D
----------------------------------------------------------------------------
+ 1.0(Lr or S or R)
Service Defl. =
N.A. in.
Mu
4.57
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
72.97
in -k
CASE 2 @ Mid -ht, U
= 1.2D + 1.6(Lr or S or R) + 1.OL (M=.5*P*e + P*Delta.)l
Service Load = 1.0D
----------------------------------------------------------------------------
+ I.O(Lr or S or R)
I Service Defl. =
0.01 in.
Mu
3.66
in -k
I Ultimate Defl.=
0.54 in.
Phi * Mn
78.48
in -k
CASE 3 U = 1.2D + 1.6 ( Lr or S or R ) +
0.5W
Service load = 1.0D
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
0.75(Lr or S or
R)
Service Defl. =
0.13 in.
Mu
28.45
in -k
Ultimate Defl.=
4.23 in.
Phi * Mn
78.48
in -k
CASE 4 U = 1.2D +
I -OW + 1.0L + 0.5 (Lr
or S or R)
I Service load = 1.01)
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
0.75(Lr or S or
R)
Service Defl. =
0.13 in.
Mu
48.53
in -k
Ultimate Defl.=
7.27 in.
Phi * Mn
77.71
in -k
CASE 5 U = (1.2 + 0.2 Sds)D + 1.OE + 1.01,
+ 0.2S
Service load = (1.0
----------------------------------------------------------------------------
+ 0.1 Sds)D + 0.75L +
0.525E + 0.75(Lr
or S or R)
Service Defl. =
0.23 in.
Mu
78.45
in -k
I Ultimate Defl.=
11.66 in.
Phi * Mn
78.51
in -k
CASE 6 U = 1.2D + 1.OW
I Service load = 1.OD
----------------------------------------------------------------------------
+ 0.6W
Service Defl. =
0.16 in.
Mu
46.55
in -k
Ultimate Defl.=
6.99 in.
Phi * Mn
77.36
in -k
CASE 7 U = (1.2 + 0.2
Sds)D + 1.0E
Service load = (1 +
----------------------------------------------------------------------------
0.14Sds)D + ME
Service Defl. =
0.29 in.
Mu
77.28
in -k
Ultimate Defl.=
11.50 in.
Phi * Mn
78.37
in -k
CASE 8 U = 0.9D + 1.0W
Service load = 0.6D
----------------------------------------------------------------------------
+ 0.6W
Service Defl. =
0.16 in.
Mu
41.59
in -k
Ultimate Defl.=
6.34 in.
Phi * Mn
75.85
in -k
I CASE 9 U - (0.9 - 0.2
Sds)D + 1.0E
Service load = (0-6
----------------------------------------------------------------------------
- 0.14 Sds)D + ME
Service Defl. =
0.29 in.
Mu
59.58
in -k
Ultimate Defl.=
9.17 in.
Phi * Mn
74.84
in -k
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr�: JJS
Bellevue, washington 98005 Date: 11-5-2016
(425) 450-4075 Sheet No.:
------------------------------------------------------------------------------------------
***** TILT UP WALL DESIGN *****
(Considering P -Delta effects per Section 14.8 of ACI 318-11)
Tilt- wall design program, Version 1.4, latest revision 2-1-2016
Description: 41-6" section adjacent to 111-0" opening, panel 75 Page I
***** ALLOWABLE STRESSES AND DESIGN CRITERIA *****
f'c of concrete =
5,000.00 psi.
Fy of steel =
60,000.00 psi.
Basic wind speed --- >
110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
Wind exposure catagory ( B, C or D ) --- >
B
Lamda based on a mean roof height =
34.00 feet
Net design wind pressure based on a calc. trib area =
294.70 sq ft.
Kzt, Wind topographic factor =
1.00
Wind load ( p Lamda �' Iw * P net 30 =
21.42 psf.
(P = 1.05 1.00 * 20.40)
Seismic importance factor =
1.00
Site class (A, B, C, D, or E) --- >
D
Seismic load, Fp .4 * Sds Ip * Wp, 0.1 Wp (min) =
36.69 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds = 1.01
Ev = 0.2 * Sds Ip * D =
0.20 D
Maximum allowed overstress =
0.00 %
Wall thickness for weight calculations =
7.25 inches
Wall thickness for design calculations =
7.25 inches
Parapet height, height of wall above roof. =
3.25 feet
Design height, distance between floor and roof. =
34.67 feet
Fixity coefficient =
0.85
Tributary width for.design loads =
10.00 feet
Uniform dead load on design section =
150.00 # ft.
Uniform live load on design section =
250.00 # ft.
Concentrated dead load on design section =
0.00 lbs.
Concentrated live load on design section =
0.00 lbs.
Additional wt. applied to wall. ( ie. Stucco. =
0.00 psf.
Eccentricity, dist from center of wall to load =
7.88 inches
Depth to centroid of steel =
5.00 inches
Weight of wall =
90.63 psf.
Weight of wall on design section =
16,298.68 # / ft.
Total design load on design section =
20,298.68 # / ft.
Steel ratio ( As ( b * d )) =
0.0130
Modulus of rupture (7.5 * (f'c^.5)) =
530.33 psi.
Modulus of elasticity ( Concrete =
4,030.51 ksi.
n = Es / Ec =
7.20
Cracking Moment =
250.88 in. -k
Delta Cracked =
0.47 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.36 in. for all cases.
Wall is tension controled for all load cases, minimum steel strain is 0.00974
Maximum axial stress ( 65.03 psi. ) is less than .06 * f'c = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
SHUTLER CONSULTING ENGINEERS, INC.
Structural Engineers
12503 Bel -Red Road, Suite 100
Bellevue, washington 98005
(425) 450-4075
-----------------------------------
Job Name : SEBCO
Job No. : 16-47
Engr: : JJS
Date: , : 11-5-2016,
Sheet No.:
------------------------
Description: V-6" section adjacent to 111-0" opening, panel 75
8 Number 6 Bars
Results shown are for 54.00 inch wide section.
CASE 1 @ Roof, U =
1.4D ( M = P*e -- No P
* Deflection.
Service Load = 1.0D
----------------------------------------------------------------------------
Service Defl. =
N.A. in.
Mu
16.55
in -k
Ultimate Defl.=
N.A. in.
Phi *
Mn
868.52
in -k
CASE I @ Mid -ht., U
= 1.4D ( M = .5*P*e +
P * Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. =
0.01 in.
Mu
11.01
in -k
Ultimate Defl.=
0.11 in.
Phi *
Mn
928.63
in -k
CASE 2 @ Roof, U =
1.2D + 1.6 (Lr or S or
R)_ + 1.0L (M=P*e,
No P*Delta)
Service Load = 1.OD
+ 1.0(Lr or S or R)
----------------------------------------------------------------------------
Service Defl.
N.A. in.
Mu
45.70
in -k
Ultimate Defl.=
N.A. in.
Phi *
Mn
878.34
in -k
CASE 2 @ Mid -ht, U
= 1.2D + 1.6(Lr or S or R) + 1.OL (M=.5*P*e
+ P*Delta.)1
Service Load = 1.OD
+ 1.0(Lr or S or R)
----------------------------------------------------------------------------
Service Defl. =
0.03 in.
Mu
30.59
in -k
Ultimate Defl.=
0.31 in.
Phi *
Mn
929.78
in -k
CASE 3 U = 1.2D +
1.6 ( Lr or S or R ) +
0.5W
Service load = 1.OD
+ 0.75L + 0.75*0.6W +
0.75(Lr
or S or
R)
----------------------------------------------------------------------------
Service Defl. =
0.27 in.
Mu
217.34
in -k
Ultimate Defl.=
2.17 in.
Phi *
Mn
929.78
in -k
CASE 4 U = 1.2D +
1.0W + 1.OL + 0.5 (Lr
or S or
R)
Service load = 1.0D
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
0.75(Lr
or S or
R)
Service Defl. =
0.27 in.
Mu
376.36
in -k
Ultimate Defl.=
3.78 in.
Phi *
Mn
922.60
in -k
CASE 5 U = (1.2 + 0.2 Sds)D + 1.OE + 1.0L
+ 0.2S
Service load = (1.0
+ 0.1 Sds)D + 0.75L +
0.525E + 0.75(Lr
or S or R)
----------------------------------------------------------------------------
Service Defl. =
1.41 in.
Mu
654.25
in -k
Ultimate Defl.=
6.53 in.
Phi *
Mn
930.05
in -k
CASE 6 U = 1.2D + 1.0W
Service load = 1.OD
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.43 in.
Mu
364.19
in -k
Ultimate Defl.=
3.66 in.
Phi *
Mn
919.32
in -k
CASE 7 U = (1.2 + 0.2 Sds)D + 1.OE
Service load = (1 +
0.14Sds)D + ME
----------------------------------------------------------------------------
Service Defl. =
2.19 in.
Mu
647.49
in -k
Ultimate Defl.=
6.47 in.
Phi *
Mn
928.74
in -k
CASE 8 U = 0.9D + 1.OW
Service load = 0.6D
+ 0.6W
----------------------------------------------------------------------------
Service Defl. =
0.38 in.
Mu
339.54
in -k
Ultimate Defl.=
3.45 in.
Phi *
Mn
905.32
in -k
I CASE 9 U = (0.9 - 0.2 Sds)D + 1.OE
Service load = (0.6
- 0.14 Sds)D + 0.7E
----------------------------------------------------------------------------
Service Defl. =
1.96 in.
Mu
551.93
in -k
Ultimate Defl.=
5.64 in.
Phi *
Mn
895.83
in -k
Page 2
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: JJS
Bellevue, washington 98005' Date: 11-5-201 . 6
(425) 450-4075 Sheet No.:
------------------------------------------------------------------------------------------
***** TILT UP WALL DESIGN *****
(Considering P -Delta effects per Section 14.8 of ACI 318-11)
Tilt- wall design program, Version 1.4, latest revision 2-1-2016
Description: 71-0" section adjacent to 111-0" opening, panel 73. Page 1 J
***** ALLOWABLE STRESSES AND DESIGN CRITERIA *****
f1c of concrete =
5,000.00 psi.
Fy of steel =
60,000.00 psi.
Basic wind speed --- >
110 MPH
Zone of building (zone 4=typ. wall, zone 5=corner.--->
4
Wind exposure catagory ( B, C or D ) --- >
B
Lamda based on a mean roof height =
34.00 feet
Net design wind pressure based on a calc. trib area =
368.37 sq ft.
Kzt, Wind topographic factor =
1.00
Wind load ( p Lamda * Iw * P net 30 =
21.42 psf.
(p = 1.05 1.00 * 20.40)
Seismic importance factor =
1.00
Site class (A, B, C, D, or E) --- >
D
Seismic load, Fp .4 * Sds Ip * Wp, 0.1 Wp (min) =
36.69 psf.
Fa = 1.00, Ss 1.52, Sms 1.52, Sds � 1.01
Ev = 0.2 * Sds 1p * D =
0.20 D
Maximum allowed overstress =
0.00 %
Wall thickness for weight calculations =
7.25 inches
Wall thickness for design calculations =
7.25 inches
Parapet height, height of wall above roof. =
3.25 feet
Design height, distance between floor and roof. =
34.67 feet
Fixity coefficient =
0.85
Tributary width for design loads =
12.50 feet
Uniform dead load on design section =
150.00 # / ft.
Uniform live load on design section =
250.00 4 / ft.
Concentrated dead load on design section =
0.00 lbs.
Concentrated live load on design section =
0.00 lbs.
Additional wt. applied to wall. ( ie. Stucco. =
0.00 psf.
Eccentricity, dist from center of wall to load =
7.88 inches
Depth to centroid of steel =
5.00 inches
Weight of wall =
90.63 psf.
Weight of wall on design section =
20,373.35 # / ft.
Total design load on design section =
25,373.35 # / ft.
Steel ratio ( As ( b * d )) =
0.0073
Modulus of rupture (7.5 * (f'c^.5)) =
530.33 psi.
Modulus of elasticity ( Concrete =
4,030.51 ksi.
n = Es / Ec =
7.20
Cracking Moment =
390.26 in. -k
Delta Cracked =
0.47 in.
DESIGN SUMMARY
Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn
Service load deflection is less than design ht./150 = 2.36 in. for all cases.
wall is tension controled for all load cases, minimum steel strain is 0.01890
Maximum axial stress ( 52.26 psi. ) is less than .06 * f1c = 300.00 psi.
Phi Mn is greater than M cracked for all cases.
SHUTLER CONSULTING ENGINEERS, INC. Job Name SEBCO
Structural Engineers Job No. 16-47
12503 Bel -Red Road, Suite 100 Engr: JJS
Bellev-Ue, wAshington'98005 Date: 11-5-2016
(425) 450-4075 Sheet No.:
------------------------------------------------------------------------------------------
Description: 71-01, section adjacent to 111-0" opening, panel 73. Page 2
7 Number 6 Bars
Results shown are for 84.00 inch wide section.
CASE 1 @ Roof, U =
1.4D ( M = P*e -- No P
* Deflection.
Service Load = 1.OD
----------------------------------------------------------------------------
Service Defl. =
N.A. in.
Mu
20.69
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
796.23
in -k
CASE I @ Mid -ht., U
= 1.4D ( M = .5*P*e +
P * Deflection.
I Service Load = 1.OD
I----------------------------------------------------------------------------
I Service Defi. =
0.01 in.
Mu
14.44
in -k
Ultimate Defl.=
0.13 in.
Phi * Mn
879.01
in -k
CASE 2 @ Roof, U =
1.2D + 1.6 (Lr or S or
R) + 1.OL (M=P*e, No P*Delta)
Service Load = 1.OD
------------------------------------
+ I.O(Lr or S or R)
I Service Defl. =
---------------------------------------
N.A. in.
Mu
57.13
in -k
Ultimate Defl.=
N.A. in.
Phi * Mn
809.72
in -k
CASE 2 @ Mid -ht, U
= 1.2D + 1.6(Lr or S or R) + 1.OL (M=.5*P*e + P*Delta.)l
I Service Load = 1.OD
----------------------------------------------------------------------------
+ 1.0(Lr or S or R)
Service Defl. =
0.02 in.
Mu
40.14
in -k
Ultimate Defl.=
0.37 in.
Phi * Mn
880.60
in -k
CASE 3 U = 1.2D + 1.6 ( Lr or S or R ) +
0.5W
Service load = 1.OD
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
0.75(Lr or S or
R)
Service Defl. =
0.22 in.
Mu
285.21
in -k
I Ultimate Defl.=
2.60 in.
Phi * Mn
880.60
in -k
CASE 4 u = 1.2D +
1 -OW + 1.OL + 0.5 (Lr
or S or R)
Service load = 1.OD
----------------------------------------------------------------------------
+ 0.75L + 0.75*0.6W +
0.75(Lr or S or
R)
I Service Defl. =
0.22 in.
Mu
491.33
in -k
Ultimate Defl.=
4.52 in.
Phi * Mn
870.68
in -k
CASE 5 U = (1.2 + 0.2 Sds)D + 1.OE + 1.OL
+ 0.2S
Service load = (1-0
----------------------------------------------------------------------------
+ 0.1 Sds)D + 0.75L +
0.525E + 0.75(Lr
or S or R)
Service Defl. =
1.24 in.
Mu
858.75
in -k
Ultimate Defl.=
7.82 in.
Phi * Mn
880.96
in -k
CASE 6 U = 1.2D + 1.0W
Service load = 1.OD
----------------------------------------------------------------------------
+ 0.6W
Service Defl. =
0.27 in.
Mu
474.49
in -k
Ultimate Defl.=
4.38 in.
Phi * Mn
866.16
in -k
CASE 7 U = (1.2 + 0.2
Sds)D + 1.OE
Service load = (1 +
----------------------------------------------------------------------------
0.14Sds)D + ME
I Service Defl. =
2.32 in.
Mu
849.07
in -k
Ultimate Defl.=
7.75 in.
Phi * Mn
879.16
in -k
CASE 8 U = 0.91) + 1.OW
I Service load = 0.6D
----------------------------------------------------------------------------
+ 0.6W
Service Defl. =
0.26 in.
Mu
437.67
in -k
I Ultimate Defl.=
4.11 in.
Phi * Mn
846.85
in -k
I CASE 9 U = (0.9 - 0.2
Sds)D + 1.0E
I Service load = (0.6
----------------------------------------------------------------------------
- 0.14 Sds)D + ME
Service Defl. =
2.03 in.
Mu
706.77 in -k
I Ultimate Defl.=
6.72 in.
Phi * Mn
833.79 in -k
625'-0" qrql 0 ' 10 17
501�0'1 47,3'—O'l 40'-6" 50'1-0"
50'-0" 50'-0" 50'-0" 59'-6" 40'-6" 50'-0" 50'-0" 50'-0" 50'-0" 50'-0" 501 —0" 50'LO" k5'—O"
E-4
NZ
E-4 M
�:) z
M L) PA 9:a F
A
0
0
U-)
coo
cQ
cQ
0
- I
0
U-)
0
cy)
0
0 04
NOTES: 1) ROOF D.L. = 15 PSF + GIRDER WT
2) ROOF L.L. = 25 PSF SNOW LOAD
3) DESIGN JOIST FOR 500# ADD LOAD
PLACED ANYWHERE ALONG JOIST SPAN.
0
(29
0
T T — — — T
"c
0
I
co
C)
C)
-0
LO
C)
0.
jr,
z
0
0
co
9
415'-6"
_j
z
lwll
cl)
9
CD
Lo
P.-
w
>
--3
0
co
w
z
0
(-)
p
Go
w
C)
CD
CD
LU
z
Lii
�8—
_j
6
0
Z
ca
LATERAL ANALYSIS & DESIGN,
co
z
w
co
0
--3
SCALE: 1"=50'
SHEET No.:
L-0
SHUTLER
CONSULTING
ENGINEERS, INC.
12503 Bel -Red Road, Suite 100
Bellevue, WA 98005
(425) 4504075 - FAX (425) 4504076
joBSehm-Develooment 11000 Bld
SHEET No. L- I -OF
CALCULATED BY Jis
DATE - .10-7-2016
SCALE
WIND LOADS - MAIN WIND FORCE RESISTING SYSTEM
Simplified Design Wind Pressure based on Section 28.6 of ASCE 7-10
Wind Criteria:
Risk Category, 1, 11, 111 or IV (See Table 1.6-1 of ASCE 7-10)
Basic Wind Speed 110 MPH (See Figure 26.5-1A, B or C of ASCE 7-10)
Exposure B . -
Average roof height 35.00 ft.
Roof angle 00 to 50
Ke 1.00 (See Section 26.8 and Figure 26.8-1 of ASCE 7-10)
1.05
Minimum wind pressure, p, for Zones A and C is +16 PSF, Zones B and D is +8 PSF, while assuming
p, for Zones E, F, G and H are equal to zero psf. (Section 26.6.4 of ASCE 7-10)
PS A Ke PS30
Load Case 1 Load Case 2
Zone PS30 PS
A 19.20 PSF 20.16 PSF
B -10.00 PSF -10.50 PSF
C 12.70 PSF 13.34 PSF
PSF -6.20 P-S'F—
E -23.10 PSF -24.26 PSF
F -13.10 PSF -13.76 PSF
G -16.00 PSF -16.80 PSF
H -10.10 PSF -10.61 PSF
EOH -32.30 JPSF -33.92 PSF
GOH -25.30 JPSF -26.57 PSF
Main Wind Force Resisting System —Method 2 h!� 60 ft.
Figure 28.6-1 Design Wind Press
Enclosed Buildings Walls & Roofs
8
F
F
E
Case A
A c_
Case B
File:Wind cover ASCE 7-1 0.xls, modified 7-24-13
4t
X
"I'llillf I
jili
o
"Iffir"IE IF IPA%
Cat (IML 'I;
—F— OR3,
Or-=
jr
Ir -r -
201C. Goog!Q
a'rt,h
A ft, OoS 7
lourGukle Imagery Date: %W/2uio lit 41.503497- lun 122.20LI934 el�. 19 t, e�� alt JOJ ft 0
ZUSW Design Maps Summary Report
User"Specified Input
Report Title Sebco Development 11000 Bldg
Fri October 7, 2016 17:30:26 LJTC
Building Code Reference Document 2012/2015 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 47.50N, 122.29OW
Site Soil Classification Site Class E - "Soft Clay Soil"
Risk Category I/II/III
94 IV 6 OR kA VAL
S U9 1AA R I NE
BASE BOSM6
1i FLD KtN6
0 owrL
0
FL
Iss
WOU
Burie Jlenton
no
Vashoq
SEAME+�
TACO 1AA N. TL
Ao"PORT
Maple Valley
mini as-
,5gpeW
LZ
USGS-Provided Output
S, = 1.518 g Sms = 1.366 g S.S = 0.911 g
S, = 0.570 g Sm, = 1.368 g SD1 = 0.912 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the '2009 NEHRP" building code reference document.
1.40
1.26
1.12
0.59
CID OJU
0�70
0-42
0.00
C
MCEIt Response S ectrum Design Response SpectrOm
Period, T Ucc)
)0
1.1f
1.04
0.94
0.94
0.21
0AI
Q.W
Period, T (set)
DO
5,o-oeo
MUGU Design Maps Summary Report
User -Specified Input
Report Title Sebco Development 11000 Bldg
Fri October 7, 2016 17:32:30 UTC
Building Code Reference Document 2012/2015 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 47.50N, 122.291W
Site Soil Classification 49tF:7� - "Stiff Soil"
Risk Category I/II/III
JMM27 T—
gT37
,91MC, OR NAVAL
I r
I UTUARWE
SAS E N,
FJD k'jNCt
ssa q'
REN r0h' U
;Penton
Burien.
Vashoq
ve A -4tr+
'T
TACOMA 1INT—T
A LR P.0 9? T Maple Valley
USGS—Provided Output
w — ltj pt-SI&O
S, = 1.518 g S., = 1.518 g Sm = �"-1.012 g
S, = 0.570 g Sm, = 0.855 g Sm = 0.570 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
MCER Response Spectrum
LTG—
Co G.SG
(A N
0.64
0. 49
0' 22.
010.
0.00 0.20 0,40 GAO M90 1,00 1.20 1.40 1.60 1.90 2.00
Peetod, T I sec)
1.1c
C1 0.0
C.M.
Desion Response Spectrum
POW, T ( sec)
Z7
ZUSW Design Maps Summary Report
User -Specified Input
Report Title Sebco Development 11000 Bldg
Fri October 7, 2016 17:33:14 UTC
Building Code Reference Document 2012/2015 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 47.50N, 122.29OW
Site Soil Classification Site C13 Q -
"Very Dense Soil and Soft Rock"
Risk Category I/II/III
a.; �'G 0� W VAL
S UWARiNE
OAS E
FLD KING
OJATL
Issaquah
RENTON
PtP OR T+
Burien. (1� jrkenton
Vpshort
SEATTo+
TAco0A,,_N1rL
AJPPORT Maple Valley
DA-c.AA nin-as_ _Li
USGS-Provided Output
Ss = 1.518 g S"s = 1.518 g SDs = 1.012 g
S, = 0. 570 g S.� = 0.741 g SD1 = 0.494 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
MCE.It Response Spectrum Design Response Spectrmm
0.77
Imp 103. C.
0.44
G.W.
0.22--
0.0 T
0 ' i i i i 71 0.00
0.00 0.iO CiO 0.1
60 0,20 1.00 1.20 1.40 1.0 1.20 2.00 C00 0.20 CAD 0.60 0,20 1.00 1.20 130 1.0 1.20 2.1
Period. T (sec) Period, T (se�p)
SHUTLER
CONSULTING
ENGINEERS, INC.
12503 Bel -Red Road, Sufte 100
. Bellevue, WA 98065
(425) 450-4075 - FAX (425) 4504076
JOB i5e�oeo
SHEET No. t _& OF
TS
CALCULATED BY
DATE
SCALE
CALCULATION OF SEISMIC DESIGN PARAMETERS BASED ON SECTION 12.8 OF ASCE 7-10
Seismic Criteria:
Risk Category, 1, 11, 111 or IV (Table 1.5-1 of ASCE 7-10)
Seismic importance factor, 1, (Table 1.5-2 of ASCE 7-10)
= 1.00
Mapped spectral response for short periods, Ss (Site specific)
=
151.80.
%
Mapped spectral response acceleration at a period of 1 second, S, (Site specific)
=
57.00
%
Site soil class (From soils report)
E
Response modification factor, R (Table 12.2-1 of ASCE 7-10)
=
5.00
0, (Table 12.2-1 of ASCE 7-10, footnote g for flexible diaphragms)
=
2.00
Ct (Table 12.8-2 of ASCE 7-10)
=
0.02
Average roof height
=
35,00
ft.
Long period transition period, TL (Figure 22-12 of ASCE 7-10)
=
&.00
T, = Ct * (hX, x = 0.75
= 0.288 Sec.
Fa (Table 11.4-1 of ASCE 7-10)
= 0.900
F, (Table 11.4-2 of ASCE 7-10)
= 2.400
Maximum spectral response acceleration at short periods, Sms = F, * Ss
= 1.366
Maximum spectral response acceleration at 1 -second, Sm, = F, * S,
= 1.368
Design spectral response acceleration at short periods, SDS= 2/3 * Sms
= 0.911
Design spectral response acceleration at 1 -second, SD1 = 2/3 * Sm,
= 0.912
Seismic Design Category based on short period response acceleration
D
Seismic Design Category based on 1 -second period response acceleration
D
Seismic Design Category, choose most severe of above two.
= 1777
CS = SDS / (R/le)
= 0. 182 Controls
If T < TL then Cs(m,x) =SD1 T * (R/1))
= 0.634
If T > TL thenCS(m.) SD1 *TL /(T2*(R/1))
= N.A.
Cs(mi,) = 0.044* SIDS le => 0-01
= 0.040
If S, is equal to or greater than 0.6g, then Cs(mj,,) = 0.50 * S, R/I
= N.A.
Seismic Design Force
V = CS * W
= 0.182 W
Diaphragm Shear force ASCE 7-10 section 12. 10. 1.1
Fp. (.jr�) 0-2 SDS le WPX = 0. 182 Wpx
Fpx(m.) 0.4 SDS 1. WPX = 0.364 Wpx
File:Seismic cover ASCE 7-1 0.xIs, modified 7-25-13
SHUTLER
CONSULTING
ENGINEERS, INC.
12503 Bel -Red * Road, Suite 100
Bellevue, WA 96005
(425) 450-4075 - FAX (425) 450-4076
JOB 54F60_0
SHEET No. 1-2 OF
CALCULATED BY
DATE
SCALE
CALCULATION OF SEISMIC DESIGN PARAMETERS BASED ON SECTION 12.8 OF ASCE 7-10
Seismic Criteria:
Risk Category, 1, 11, 111 or IV (Table 1.5-1 of ASCE 7-10) =
Seismic importance factor, le (Table 1.5-2 of ASCE 7-10) = 1.00
Mapped spectral response for short periods, Ss (Site specific) =
Mapped spectral response acceleration at a period of I second, S, (Site specific) =
Site soil class (From soils report)
Response modification factor, R (Table 12.2-1 of ASCE 7-10)
0, (Table 12.2-1 of ASCE 7-10, footnote g for flexible diaphragms)
Ct (Table 12.8-2 of ASCE 7-10)
Average roof height
Long period transition period, TL (Figure 22-12 of ASCE 7-10)
X
ft.
I a = %�t k11n) , X = U. ft) = 0.288 Sec.
F, (Table 11.4-1 of ASCE 7-10)
F, (Table 11.4-2 of ASC E 7-10)
Maximum spectral response acceleration at short periods, Sms = Fa * Ss
Maximum spectral response acceleration at I -second, Sm, = F, * S,
Design spectral response acceleration at short periods, SDS = 2/3 * Sms
Design spectral response acceleration at 1 -second, SDI = 2/3 * Sm,
Seismic Design Category based on short period response acceleration
Seismic Design Category based on 1 -second period response acceleration
Seismic Design Category, choose most severe of above two.
CS = SDS / ( R/ le)
If T < TL then Cs(rnax) = SDI ( T (R/1))
If T > TL then CS(max) = SDI TL ( V * (R / I
Cs(mi,) = 0.044 * SDS * le => 0-01
If S, is equal to or greater than 0.6g, then Cs(min) = 0.50 * S, R/I
Seismic Design Force
V = CS * W
= 0.202 W
Diaphragm Shear force ASCE 7-10 section 12.10.1-.1
FPx (rnin) 0. 2 SDS le WPx = 0.202 WPx
Fp. (..) 0.4 SDS 1. WPX = 0.405 WPx
File:Seismic cover ASCE 7-1 O.xls, modified 7-25-13
= 1.000-
= 1.500
= 1.518
= 0.855
= 1.012
= 0.570
D
D
= 0.202 Controls
= 0.396
= N.A.
= 0.045
= N.A.
SHUTLER
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite -100
Bellevue, WA 98005
(425) 450-4075
JOB 6 -CO d- 0
SHEET No. L-0 OF.
CALCULATED BY J-5
DATE /;
FAX (425) 450-4076
bUALL
aai
7
(ov;
Q
'M
pie
-.4
1)(
19�-
k.
I
J
OYT- / V -N �
L -I(
Job Name: -
Sebco -
Job Number
16-47
Angled Shear Calc:
Engineer
AH
Roof Weight
1/2 (X)(Xtan33.09)(17)
Date:
10/17/2016
Wall Weight
(X/cos33.09)(4.5+33.5/2)(91)
-
Angled Shear 1414 *
[Roof Weight + Wall Weight]
Transverse Diaphragm
Diaphragm Diaphragm
Position
Shear
Angled Shear
Total Shear
Depth
Shear
5
2.70
1.65
15.65
96.76
162
10
5.40
3.34
11.26
100.02
113
15
8.10
5.07
6.83
103.27
66
20
10.80
6.84
2.36
106.53
22
25
13.50
8.65
-2.15
109.79
-20
30
16.20
10.50
-6.70
113.05
-59
35
18.90
12.38
-11.28
116.31
-97
40
21.60
14.31
-15.91
119.57
-133
45
24.30
16.27
-20.57
122.82
-167
50
27.00
18.28
-25.28
126.08
-200
Diaphragm Depth Change
55
29.13
20.32
60.55
79.34
763
60
31.26
22.40
56.34
82.60
682
65
33.39
24.52
52.09
85.86
607
70
35.52
26.68
47.80
89.12
536
75
37.65
28.88
43.47
92.37
471
80
39.78
31.12
39.10
95.63
409
85
41.91
33.40
34.69
98.89
351
90
44.04
35.72
30.24
102.15
296
95
46.17
38.07
25.76
105.41
244
100
48.30
40.47
21.23
108.66
195
105
50.43
42.90
16.67
111.92
149
110
52.56
45.38
12.06
115.18
105
115
54.69
47.89
7.42
118.44
63'
120
56.82
50.44
2.74
121.70
22
125
58.95
53.03
-1.98
124.96
-16
130
61.08
55.66
-6.74
128.21
-53
135
63.21
58.33
-11.54
131.47
-88
140
65.34
61.04
-16.38
134.73
-122
145
67.47
63.79
-21.26
137.99
-154
150
69.60
66.58
-26.18
141.25
-185
155
71.73
69.40
-31.13
144.50
-215
160
73.86
72.27
-36.13
147.76
-245
16 ' 5
75.99
75.17
-41.16
151.02
-273
170
78.12
78.12
-46.24
154.28
-300
175
80.25
81.10
-51.35
157.54
-326
180
82.38
84.12
-56.50
160.80
-351
185
84.51
87.18
-61.69
164.05
-376
190
86.64
90.28
-66.92
167.31
-400
195
88.77
93.42
-72.19
170.57
-423
200
90.90
96.60
-77.50
173.83
-446
205
93.03
99.82
-82.85
177.09
-468
209.5
94.95
102.75
-87.70
180.02
-487
SHUTLER
CONSULTING
ENGINEERS, INC
1250.3 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
FAX (425) 450-4076
JOB '�E_bclo
SHEET No. L— I -I—
CALCULATED BY
DATE
SCALE
OF
mmmmmmmmmmmmmmmmmmmmmmmmmmmmmm
mmmummmmsommmmmmummommummmmmmm
Emmummummmmmmmmma-M
ommummmmmmm
mmmmmmummammmmmmm
mmmmmmmmmmmm
mmmmwmmmmmmmmmmmmmmmmmmmmmmmmm
mmmmmmmmmmmmmmmmmmmmmmmmmmmmmm
MMMMIMMMMMMMMMMMMMMMMMMMMMMMMMI
Emon
ammmmmmmamommmummmmmmmmmm
mmmmm2mmmmmmmmmmmmmmmmmmmmmmmm
mmmmwVmmmmmmmmm_mmmmmmmmmmmmmmm
mmmmmmmmmmmmmmmmmmmmmmmmmmmmmm
mmmmmmmmmmmmmmmmmmmmmmmmmmmmmm
MMm=mMpmmMMMMMMMMMMMMmmmmmmmmm
MMEMMEMMOMMEMMEMMEMOMMMMMMMMMM
mmmmmmmmmmmmmmmmmmmmmmmmmmmmmm
Emmommma"MMMMEEMMMMOMMOMMMMMMM
EMMEMMMOMMMMMEMMMMMO
mmmmmmmmi
EMMEEMMMMMMMMMOMMMMMEmmmmmmmmms
mMMmMMMMMMMMMMmMMMMMMxmmmmmmmm1
mmmmmmmmmmmmmmmmmmmmmmmmmmmmmm
ommmmmmmmmmmmmmmmmmmmmmmmmmmmms
nomomm-Moncommeg"MMMMmmmmmmmmmms
MMEMEN
scrammoffinsm"Mmmmmmmmmmmm
Emmmmmmmmmmmmmmmmmmmmmmmmmmmmmm
mmmmomm"MMMEROMMMMEMMORM"Mmmmms
Emmmammmammumommmummmmmummmmmmm
mmmwmmmmmmmmmmmmmmmmmMswMMMMMMm
mmmmmmmmmmmmmmmmmmmmmmmmmmmmmmm
mmmmmmmmmmmmmmmmmmmmmmmmmmmmmmm
mmmmmmmmmmmmmmmmmmmmmmmmmmmmmmm
mmmmmmmmmmmmmmmmmmmmmmmmmmmmmmm
ommmmmmmmmmmmmmmmmmmmmmmmmmmmms
ommmmmmmmmmmmmmmmmmmmmmmmmmmmms
mmmmmmmmmmmmmmmmmmmmmmmmmmmmmms
SHUTLER
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
JOB S F-bCQ
SHEETNO. L-- 14 OF
CALCULATEDBY All
DATE Ig/ 1-7 19016
I I
FAX (425)
450-4076
SCALE
IMMEMEMEMEMEME
MENOMONEE
MMEMEMMEMMEMMEMMEM
No
OMEN
ONE
139,10
MJMMMMMMMMMMMM
MOMMEM
ME
MENEM
EMMEMMEMOMMEMMEMEMME
No
0
ME
MMEMMEME
IPENEMEMEMMOMMEMEM
MEMEMEMEMMM
IMMMEMMEMM
No
ffimmmm-
MENEM
MEMNON
"�M
No
M
IMMIIEWHIMMMMM
MENIESHIMEMMEWE
No
No
ffi
mmmmmmmf�
�jmw
No
OMM
IWANHIMMMENFAMEMEMMEMEMEM
ONE
m-E111111MMEMIrm
MOMMENIMMEMEM
ME
MENEM
;.lap
111MENOMMOMMOMMEMMEME
0
HEMINNAIRIMEMEM
MEMEMERMEMEM
No
MEN
M
0
EMEMIN
0
OMMININNIIINNOWANOMEN
OFMMMMMMM
MEMME
E11015
WHIMMERNEMEMMEM
EM01111111100FINNNEMEMEMOMMEM
MEMO
MEN
No
No
No
MEMININIHINEFAMOMMEMN
ME,
NONE
'Job Name: Sebco
Job Number 16-47
Engineer AH
Date: 10/17/2016
(- �K
Angled Shear Calc:
Roof Weight 1/2 (X)(Xtan56.91)(17)
Wall Weight (X/cos56.91)(4.5+33.5/2)(91)
Angled Shear = .1414 * [Roof Weight + Wall Weight]
Longitudinal Diaphragm
Diaphragm
Diaphragm
Position
Shear
Angled Shear
Total Shear
Depth
Shear
5
7.68
2.55
179.77
423
425
10
15.36
5.19
169.45
431
393
15
23.04
7.93
159.03
439
363
20
30.72
10.75
148.53
446
333
25
38.40
13.67
137.93
454
304
30
46.08
16.68
127.24
462
276
35
53.76
19.79
116.45
469
248
40
61.44
22.98
105.58
477
221
45
69.12
26.27
94.61
485
195
50
76.80
29.65
83.55
492
170
55
84.48
33.13
72.39
500
145
60
92.16
36.69
61.15
508
120
65
99.84
40.35
49.81
515
97
70
107.52
44.10
38.38
523
73
75
115.20
47.94
26.86
531
51
80
122.88
51.87
15.25
538
28
84
129.02
55.08
5.89
544
11
85
130.43
55.90
3.67
496
7
90
137.46
60.01
-7.47
504
-15
95
144.49
64.22
-18.71
511
-37
100
151.52
68.53
-30.05
519
-58
105
158.55
72.92
-41.47
527
-79
110
165.58
77.41
-52.99
534
-99
115
172.61
81.99
-64.60
542
-119
120
179.64.
86.66
-76.30
550
-139
125
186.67
91.42
-88.09
557
-158
130
193.70
96.28
-99.98
565
-177
135
200.73
101.23
-111.96
573
-196
136.5
202.84
102.73
-115.57
575
-201
140
210.58
102.73
-123.31
575
-214
145
221.63
102.73
-134.36
575
-234
150
232.69
102.73
-145.42
575
-253
155
243.74
102.73
-156.47
575
-272
160
254.80
102.73
-167.53
575
-291
165
265.85
102.73
-178.58
575
-311
170
276.91
102.73
-189.64
575
-330
175
287.96
102.73
-200.69
575
-349
180
299.02
102.73
-211.75
575
-368
M � M SHUTLER
CONSULTING
mr.
12503 Bel -Red Road, Suite too
Bellevue, WA 98005
(425) 450-4075 - FAX (425) 450-4076
Wall Criteria
JOB Sebco Tukwila 16-4t IA -1
SHEET No, L -I(- OF
CALCULATED BY AH
DATE 10/18/2016
SCALE
Overall Wall height
ft.
Lf %* , �, ft. (diaphragm span)
Height to roof
ft.
k,=1.0+(Lf/100) = 2.00
Parapet height 1.50 ft.
k�, = 2.0 max., use ka= 2.00
Wall thickness - in.
PLF (ASD)
WP 90.63 psf
Risk Category, 1, 11, 111 or IV
Seismic Criteria
Short period spectral response, Ss 151 .8, %
TD @ C_ LS
Site soil class D
@LQ
Seismic importance factor, 1, 1.00
Fa 1.00
Maximum short period spectral response, Sms = Fa SS
1.52
Design short period spectral response, SDS = 2/3 * Sms
1.01
FP = 0.4 - SDS-ka-1,-WP = 73.37 PSF times trib ht.
1378.08 PLF
Fp(mi,) = 0.2 - ka - I.'WP = 36.25 PSF times trib ht.
6K87 PLF
Design Seismic tie force 1378.08 PLF (LRFD)
Design Seismic tie force 964.66 PLF (ASD)
Wind Criteria
Basic Wind Speed
Average roof height
Effective wind area
Exposure
Wind Zone (4 or 5)
Pnet30 (POS. pressure) =
PnetK(Neg� pressure) =
Pn.t30 (Design pressure)
Pnet = X * Kzt * Pnet3O
Design Wind tie force
Design Wind tie force
110 MPH
ft
Square feet
B
4 (4= typical wall, 5= wall corner)
1.05
1,00
18.5 PSF
-20.4
PSF
-20.4
PSF
-21.42
PSF
402.32
PLF(LRFD)
241.39
PLF (ASD)
**** Seismic Governs ****
Tie Spacing
Tie force = 964.66 Lbs. (Working Stress)
File: Parapet wall ties 2012 1 BC.xls 3-23-15
R00�
DFIHI lo
F0 C)l NG
F 001 NG
TH , CKNI '�'
SHUTLER
CONSULTING
F?jr.1NFFRR mr.
12503 Be] -Red Road, Suite 100
Bellevue, WA 98005
(425) 450-4075 - FAX (425) 450-4076
JOB Sebco,Tukwila 16-47
SHEET No. L_ - I I OF
CALCULATED BY AH
10/18/2016
DATE
SCALE
Wall Criteria
1.05
Overall Wall height
KA
Height to roof
Parapet height
2.50 ft.
Wall thickness
Nii n.
01"
WP
90.63 psf
Risk Category, 1, 11, 111 or IV
-20.4
Seismic Criteria
Pnet = X * Kzt * Pnet30
Short period spectral response, Ss
js 4"-� %
[_�1_11
Site soil class
414.33
Seismic importance factor, 1,,
1.00
Fa
1.00
Maximum short period spectral response, Sms = Fa SS
Design short period spectral response, SIDS = 2/3 * Sms
FP = 0.4 - SDs-kz,'Ie.Wp 73.37
PSF times trib ht.
Fp(min) = 0.2 - ka - le -WP 36.25
PSF times trib ht.
Design Seismic tie force 1419.22 PLF (LRFD)
Design Seismic tie force 993.45 PLF (ASD)
Wind Criteria
Basic Wind Speed
Average roof height
Effective wind area
Exposure
Wind Zone (4 or 5)
:MPH
ft.
-"I Square feet
Lf Mft.
k�,=1.0+(Lf/100)
ka = 2.0 max., use ka=
Loce-T � ot'l :
GI;,\-t� & �'h'wt�-s
1.52
1.01
1419.22 PLF
701.19 PLF
(4= typical wall, 5= wall corner)
**** Seismic Governs ****
Tie Spacing
Tie force 993.45 Lbs. (Working Stress)
File: Parapet wall ties 2012 1 BC.xls 3-23-15
(diaphragm span)
2.00
2.00
ROOF
DEFH1 TO
FOOTING
FOOTING
THICKNESS
1.05
KA
llioo;�
Pnet30(POS- pressure)
1 8.5
PSF
Pnet30 (Neg. pressure)
-20.4
PSF
Pnet30(Design pressure)
-20.4
PSF
Pnet = X * Kzt * Pnet30
-21.42
PSF
Design Wind tie force
414.33
PLF(LRFD)
Design Wind tie force
248.60
PLF (ASD)
**** Seismic Governs ****
Tie Spacing
Tie force 993.45 Lbs. (Working Stress)
File: Parapet wall ties 2012 1 BC.xls 3-23-15
(diaphragm span)
2.00
2.00
ROOF
DEFH1 TO
FOOTING
FOOTING
THICKNESS
SHUTLER
CONSULTING
12503 Bel -Red Road, Suite 100
Bellevue, WA 98005
(425) 450-4075 - FAX (425) 450-4076
joB__ - Sebco. Tukwila 16-47
SHEET No. — I- — 18 OF
CALCULATED BY AH
DATE 10/18/2016
SCALE
Wall Criteria
1.05
Overall Wall height
K7t
Height to roof
Parapet height
2.83 ft.
Wall thickness
in.
WID
90.63 psf
Risk Category, 1, 11, 111 or IV
-20.4
Seismic Criteria
Pnet = X * Kzt * Pnet30
Short period spectral response, Ss
70
Site soil class
418.46
Seismic importance factor, le
1.00
Fa
1.00
Maximum short period spectral response, Sms = F, Ss
Design short period spectral response, SDS= 2/3 * Sms
FP = 0.4-SDS'k,,*Ie.W P = 73.37
PSF times trib ht.
Fp(min) = 0.2 - ka * le'Wp = 36.25
PSF times trib ht.
Design Seismic tie force 1433.34 PLF (LRFD)
Design Seismic tie force 1003.34 PLF (ASD)
Wind Criteria
Basic Wind Speed
Average roof height
Effective wind area
Exposure
Wind Zone (4 or 5)
��_1110_ MPH
Lf = JAM ft. (diaphragm span)
ka=1.0+(Lf/100) = 2.00
ka = 2.0 max., use ka= 2.00
�_o(,F)1-ioN ,
1.52
1.01
1433.34 PLF
708.17 PLF
Square feet
(4= typical wall, 5= wall corner)
**** Seismic Governs ****
Tie Spacing VAMSM ft.
Tie force = 1003.34 Lbs. (Working Stress)
File: Parapet wall ties 2012 IBC.xls 3-23-15
ROOF
DETHT TO
FOOTING
FOOTING
THICKNESS
1.05
K7t
n 'Ai.'�00
Pnet30(POS- pressure)
18.5
PSF
Pnet30 (Neg. pressure)
-20.4
PSF
Pnet31)(Design pressure)
-20.4
PSF
Pnet = X * Kzt * Pnet30
-21.42
PSF
Design Wind tie force
418.46
PLF(LRFD)
Design Wind tie force
251.07
PLF (ASD)
**** Seismic Governs ****
Tie Spacing VAMSM ft.
Tie force = 1003.34 Lbs. (Working Stress)
File: Parapet wall ties 2012 IBC.xls 3-23-15
ROOF
DETHT TO
FOOTING
FOOTING
THICKNESS
SHUTLER
CONSULTING
FNrIMFFP.q INC
12503 Bel -Red Road, Suite 100
Bellevue, WA 98005
(425) 460-4075 - FAX (425) 450-4076
JOB Sebco, Tukwila--. 16-47
SHEET No. L_- 101 nF:
CALCULATED BY AH
DATE 10/18/2016
SCALE
Wall Criteria
1.05
Overall Wall height
ft
Height to roof
FM ft.
Parapet height
3.17 ft.
Wall thickness
UM in.
WP
90.63 psf
Risk Category, 1, 11, 111 or IV
-20.4
Seismic Criteria
Pnet = X * Ke * Pnet30
Short period spectral response, Ss
0�
6i:z 0
Site soil class
422.79
Seismic importance factor, 1,
1.00
Fa
1.00
Maximum short period spectral response,
Sms = F, Ss
Design short period spectral response, SDS= 2/3 * Sms
FP = 0.4 *SDS*ka*le*Wp = 73.37
PSF times trib ht.
Fp(.ir,) = 0.2 * ka * le.Wp = 36.25
PSF times trib ht.
Design Seismic tie force 1448.18 PLIF (LRFD)
Design Seismic tie force 1013.73 PLF (ASD)
Li, = IM ft. (diaphragm span)
k,=1.0+(Lf/100) = 2.00
ka = 2.0 max., use k,,= 2.00
L -or -q Ir I ON
1.52
1.01
1448.18 PLF
715.50 PLIF
Wp
Wind Criteria
Basic Wind Speed
Average roof height
Effective wind area
Exposure
Wind Zone (4 or 5)
��.,110 1MPH
ift
Square feet
4 (4= typical wall, 5= wall corner)
**** Seismic Governs ****
Tie Spacing = h
Tie force 1013.73 Lbs. (Working Stress)
File: Parapet wall ties 2012 IBC.xls 3-23-15
,zc
ROOF
DETHT 10
FOOTING
FOOTING
THICKNESS
1.05
K,t
ri '66,
Pnet3o (POS. pressure)
18.5
PSF
Pnet30 (Neg. pressure)
-20.4
PSF
P,et30 (Design pressure)
-20.4
PSF
Pnet = X * Ke * Pnet30
-21.42
PSF
Design Wind tie force
422.79
PLF(LRFD)
Design Wind tie force
253.67
PLF (ASD)
**** Seismic Governs ****
Tie Spacing = h
Tie force 1013.73 Lbs. (Working Stress)
File: Parapet wall ties 2012 IBC.xls 3-23-15
,zc
ROOF
DETHT 10
FOOTING
FOOTING
THICKNESS
SHUTLER
CONSULTING
i:mr.iKjm=R.q mr.
12503 Be[ -Red Road, Suite 100
Bellevue, WA 98005
(425) 450-4075 - FAX (425) 450-4076
JOB Sebco,Tukwila 16-47
SHEET No. (– _' Ze) —OF —
CALCULATED BY AH
DATE 11/2/2016
SCALE
Wall Criteria
1.05
Overall Wall height
K,t
Height to roof
Parapet height
3.33 ft.
Wall thickness
Q& in.
WP
90.63 psf
Risk Category, 1, 11, 111 or IV
-20.4
Seismic Criteria
Pnet = X * Kzt * Pnet30
Short period spectral response, Ss
If Oil, %
Site soil class
446.07
Seismic importance factor, le
1.00
Fa
1.00
Maximum short period spectral response,
Sms = F,, Ss
Design short period spectral response, SDS= 2/3 * Sms
FP = 0.4-SDS'k,,-Ie'Wp 73.37
PSF times trib ht.
Fp(min) = 0.2 - ka - le'Wp 36.25
PSF times trib ht.
Design Seismic tie force 1527.92 PLF (LRFD)
Design Seismic tie force 1069.55 PLF (ASD)
Lf ft. (diaphragm span)
ka=1.0+(Lf/100) = 2.00
k, = 2.0 max., use k,= 2.00
Location:
Interior Panels
1.52
1.01
1527.92 PLF
754.90 PLIF
W
Wind Criteria
Basic Wind Speed
Average roof height
Effective wind area
Exposure
Wind Zone (4 or 5)
110,_ MPH
'Square feet
(4= typical wall, 5= wall corner)
**** Seismic Governs ****
Tie Spacing
Tie force 1069.55 Lbs. (Working Stress)
File: Parapet wall ties 2012 IBC.xIs 3-23-15
ROOF
DETHT TO
FOOI-ING
FOOTING
THICKNESS
1.05
K,t
Pnet30(POS- pressure)
18.5
PSF
Pnet3l)(Neg. pressure)
-20.4
PSF
Pnet30(Design pressure)
-20.4
PSF
Pnet = X * Kzt * Pnet30
-21.42
PSF
Design Wind tie force
446.07
PLF(LRFD)
Design Wind tie force
267.64
PLIF (ASD)
**** Seismic Governs ****
Tie Spacing
Tie force 1069.55 Lbs. (Working Stress)
File: Parapet wall ties 2012 IBC.xIs 3-23-15
ROOF
DETHT TO
FOOI-ING
FOOTING
THICKNESS
111111M SHUTLER
CONSULTING
FNmNFFRR INCI
12503 Bel -Red Road, Suite 100
Bellevue, WA 98005
(425) 450-4075 - FAX (425) 450-4076
JOB Sebco,Tukwila 16-47
SHEET No. L -OF
CALCULATED BY AH
DATE 11/2/2016
SCALE
Wall Criteria
1.05
Overall Wall height
ft.
Height to roof
ft.
Parapet height
2.17 ft.
Wall thickness
r,,,. A 0� j in.
WP
115.63 psf
Risk Category, 1, 11, 111 or IV
-20.4
Seismic Criteria
Pnet = k * Kt * Pnet3O
Short period spectral response, Ss
%
Site soil class
399.63
Seismic importance factor, 1,
1.00
Fa
1.00
Maximum short period spectral response, Sms Fa Ss
Design short period spectral response,
SIDS = 2/3 * Sms
FP = 0.4 * SDs'k,,*Ie*Wp 93.61
PSF times trib ht.
Fp(mir,) = 0.2 * ka * le-Wp 46.25
PSF times trib ht.
Design Seismic tie force 1746.46 PLF (LRFD)
Design Seismic tie force 1222.52 PLF (ASD)
Wind Criteria
Basic Wind Speed
Average roof height
Effective wind area
Exposure
Wind Zone (4 or 5)
Lf = Mft. (diaphragm span)
k�,=1.10+(Lf/100) = 2.00
ka = 2.0 max., use ka= 2.00
Location:
Loading Dock Panels
Grid B
1.52
1.01
1746.46 PLF
862.87 PLF
-MPH
ft
Square feet
'k
(4= typical wall, 5= wall corner)
**** Seismic Governs ****
Tie Spacing =
Tie force = 1222.52 Lbs. (Working Stress)
File: Parapet wall ties 2012 IBC.xls 3-23-15
ROOF
DETHT TO
FOOTING
FOOTING
THICKNESS
1.05
K,t
Pnet30 (POS- pressure) =
18.5
PSF
Pnet30 (Neg. pressure) =
-20.4
PSF
Pn.M(Design pressure)
-20.4
PSF
Pnet = k * Kt * Pnet3O
-21.42
PSF
Design Wind tie force
399.63
PLF(LRFD)
Design Wind tie force
239.78
PLF (ASD)
**** Seismic Governs ****
Tie Spacing =
Tie force = 1222.52 Lbs. (Working Stress)
File: Parapet wall ties 2012 IBC.xls 3-23-15
ROOF
DETHT TO
FOOTING
FOOTING
THICKNESS
M SHUTLER
CONSULTING
Fmr.1NFFR.R mr.
12503 Bel -Red Road, Suite 100
Bellevue, WA 98005
(425) 450-4075 - FAX (425) 450-4076
joB Sebco,Tukwila 16-47
SHEET No. L - 2, 1- —OF _
CALCULATED BY AH
DATE 11/2/2016
SCALE
Wall Criteria
1.05
Overall Wall height
1<2�
Height to roof
Parapet height
3.42 ft.
Wall thickness
Pnet30 (Neg. pressure)
WP
90.63 psf
Risk Category, 1, 11, 111 or IV
-20.4
Seismic Criteria
Pnet = k * Kzt * Pnet30
Short period spectral response, Ss
'8 %
Site soil class
433.06
Seismic importance factor, 1,
1.00
Fa
1.00
Maximum short period spectral response,
Sms = F�, Ss
Design short period spectral response, SDS= 2/3 * Sms
FP = 0.4 -SDS-ka-le_WP 73.37
PSF times trib ht.
Fp(min) = 0.2 - ka - Ie -WP 36.25
PSF times trib ht.
Design Seismic tie force 1483.36 PLF (LRFD)
Design Seismic tie force 1038.35 PLF (ASD)
Lf = Mft. (diaphragm span)
k�=1.0+&/100) = 2.00
ka = 2.0 max., use k,,= 2.00
Location:
Angled Wall
1.52
1.01
1483.36 PLIF
732.89 PLF
W
Wind Criteria
Basic Wind Speed
Average roof height
Effective wind area
Exposure
Wind Zone (4 or 5)
�'110 �MPH
�35'�' ft
Square feet
(4= typical wall, 5= wall corner)
**** Seismic Governs ****
Tie Spacing kim, ft.
Tie force = 1038.35 Lbs. (Working Stress)
File: Parapet wall ties 2012 IBC.xls 3-23-15
ROOF
DETHT TO
FOOTING
FOOTING
THICKNESS
1.05
1<2�
1.00
Pnet3o(POS- pressure)
18.5
PSF
Pnet30 (Neg. pressure)
-20.4
PSF
Pnet30 (Design pressure)
-20.4
PSF
Pnet = k * Kzt * Pnet30
-21.42
PSF
Design Wind tie force
433.06
PLF(LRFD)
Design Wind tie force
259.84
PLIF (ASD)
**** Seismic Governs ****
Tie Spacing kim, ft.
Tie force = 1038.35 Lbs. (Working Stress)
File: Parapet wall ties 2012 IBC.xls 3-23-15
ROOF
DETHT TO
FOOTING
FOOTING
THICKNESS
SHUTLER
CONSULTING
ENGINEERS, INC
.12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
JOB -SF-BCD
SHEET No. L - V5 OF
CALCULATED BY (18
DATE_ /�o
FAX (425)
450-4076
SCALE
IMEMEMEN
MEMMEMEMMEMEMEN
NONE
NEON
MMMUMMMEMMEN
MMEMEMEMMEEMMEMME
EMEMEMMEME
MEMEMEMMEMMEMME
EMEMMEMEMEMEMEN
��M SHUTLER JOB - SE5CO
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite'100
Bellevue, WA 98005
(425) 450-4075
FAX (425) 450-4076
SHEETNo. L—;l OF
CALCULATED BY
DATE a Lao I b
SCALE
'a'o'39',,g)
ziO
-31$V
A�zv
�r rz
t� P
OR
5-n
L&L
PAIDW
3a
61
4a
M6_rl
�b
SuBto4tiMOM
IcAad)c-�
SHUTLER
CONSULTING
ENGINEERS, INC
.12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
JOB :5sV_o
SHEET NO. L- 11- OF
CALCULATED BY f94
DATE 10/1?/010ib
FAA (425)
450-4076
SCALE
moommmmmmmmmmmmmmmmmmmmmmmmmmm
MEMSEEMMMM
MIMMMMMMMMMMMMMMMMM
EMMEMEMMEMOM
mmmmmmmmmmmmmmmmm
ommmmmmmmmmmmmmmmmmmmmmmmmmmmm
ommmmmmmmmmmmmmmmmmmmmmmmmmmmm
monammommmmmmmmmmmmmmmmmmmmmmm
ommenommmmmmmmmmmmmmmmmmmmmmmm
mmmammmwmmmmmmmmmmmmmmmmmmmmmm
ommmmmmmmmmmmmmmmmmmmmmm
mmmmm
ommoolsommummomommmommmmmmmmmmm
ommmmmommmmmmmmmmmmmmmmmmmmmmm
ommmmmmmmmmmmmmmmmmmmmmmmmmmmm
NOMMEMEMMMMMMMMMMMMMMMMMMMMMMM
mmom"Em"N"Mommosommmmmmmmmmmmm
ommusommomommmmmmmmmmmmmmmm
mm
m
ommmmummmmmmmmmmmmmmmmmmmmmmmm
ommmocommmammummmmmmmmmmmmommm
I
ommmmmmmmmmmmmmmmmmmmmmmmmmmmm
mommommunsmamommummommmmmmmmmm
ommmmmmmmmmmmmmmmmmmmmmmmmmmmmi
mmmwmmffmffmmmKmmmmmmmmmmmmmmmmm
ommmmmmmmmmmmmmmmmmmmmmmmmmmmm
ommmmmmmmmmmmmmmmmmmmmmmmmmmmmi
mmmmmmEwmmmmmmmmmmmmmmmmmmmmmm1
ommmmmmmmmmmmmmmmmmmmmmmmmmmmm
MMMUMMUMMOOMMUMMEEMMMMMMMMMMMMM
ommmmmmmmmmmmmmmmmmmmmmmmmmmmms
ommmmmmmmmmmmmmmmmmmmmmmmmmmmm
ommmmmmmmmmmmmmmmmmmmmmmmmmmmmi
ommmmmmmmmmmmmmmmmmmmmmmmmmmmmo
11-97
Roof Embed with Parapet 'Typical B-5.0 Embed
Dead x 1.2 4.50 kips
vertical eccentricity
Snow @.251 x 1.6 10.00 kips
concrete strength
5,000 psi
seismic D, E or F
0.75
Wall Tie 1�.93- x 1.4 18.10 kips
cracked concrete
yes
ductile steel
yes
Vu Mu Tu
Sds
1.-61-2
Case I - 1.2DL + 1.6SL 14.5 50.8 4.6
% top bolt
100
Case 11 - (1.2+0.2Sds)DL+0.2SL+E 6.5 22.8 20.2
6 - 5/8" weld head studs
ha = panel thickness
z6 �in
stud diameter
d.62�5- in
hef = eff. embedment
5.00 in
head diameter
1.25 �in
tension studs
2
Ase = area of anchor
0.307 inA2
shear studs
6
fut
65,000 psi
ca = edge distance
12.0 in
kc
24
sl = horiz. space of studs
14.0 in
Abrg
0.92 in A 2
s2 = vert. space of studs
12.0 in
Tension Capacity
Steel (PNsa 0.75*n*Ase*fut
29.9 kips
Concrete breakout (PNcbg = 0.70*Anc/Anco*4)ec*4Jed*4)c*Nb
19.3 kips
Anco = 9*hefA2
225 in A 2
Anc (3*hef)*(3*hef+s1)
435 in A 2
kPec tension to top studs
1.00
kPed not near edge
1.00
LPc = 1.00 - cracked concrete
1.00
Nb = kc*f CA 2*hefAl.5
19.0 kips
Concrete pullout (PNnp = 0.70*n*8*Abrg*fc*tVc
38.6 kips
4)c = 1.00 - cracked concrete
1.00
Concrete blowout Does Not Apply - ca is greater than 0.4hef
4)Nsb = 0.7*160*ca*AbrgAo.5*fCAO.5
68.4 kips
Shear Capacity
Steel (DVsa = 0.65*n*Ase*fut
77.7 kips
Concrete breakout Does Not Apply - load is away from edge
(DVcbg = 0.70*Avc/Avco*LVeeLPcd*4JeVb
5.0 kips
Avco 4.5*ca A 2
648 in A 2
Avc: ca*(3*ca+s)
600 in A 2
4Jec concentric load
1.00
LIJed not near other edge
1.00
4Jc = 1.00 - cracked concrete
1.00
Vb = 7*(Le/do)Ao .2*doA 0. 5*f CAO .5*ca Al .5
10.36 kips
Concrete pryout cDVcpg = 0.70*kcp*Ncbg
69.3 kips
Anc = (3*hef+s2)*(3*hef+sl)
783 in A 2
Ncbg = Anc/Anco*LPeeLVed*4Jc*Nb
66.0 kips
Case I - (Vu/OVn) + (Tu/(DNn) 0.45 < 1.20 - OK
Case 11 - (Vu/OVn) + (TuI(PNn) 1.14 < 1.20 - OK
Roof Embed with Parapet
Dead -d---75 x 1.2
Snow 6.25 x 1.6
Wall Tie x 1.4
Case I - 1.2DIL + 1.6SL
Case 11 - (1.2+0.2Sds)DL+0.2SL+E
6 - 5/8" weld head studs
ITYlpical-B-5.0, Embed
4.50
kips
10.00
kips
18.10
kips
Vu
Mu Tu
14.5
50.8 4.6
6.5
22.8 20.2
L,�f
vertical eccentricity
3--,5- in
concrete strength
5,000 psi
seismic D, E or IF
0.75
cracked concrete
yes
ductile steel
yes
Sds
-f Ad -f
%topboltl
-,,- 10 1 0
ha = panel thickness
9.26 Jn
stud diameter
6:��z '� in
hef = eff. embedment
7.00 in
head diameter
1.25 :: in
tension studs
2
Ase = area of anchor
u-b7-'-'inA2
shear studs
6
fut
65,000 psi
ca = edge distance
12.0 in
kc
24
sl = horiz. space of studs
10.0 in
Abrg
0.92 inA2
s2 = vert. space of studs
t 12.-0 - in
Tension Capacity
Steel
(DNsa = 0.75*n*Ase*fut
29.9 kips
Concrete breakout
4)Ncbg = 0.70*Anc/Anco*LPeetPed*LPc*Nb
24.4 kips
Anco = 9*hefA2
441 in A 2
Anc = (3*heo*(3*hef+sl)
651 in A 2
Wec = tension to top studs
1.00
Wed = not near edge
1.00
Wc = 1.00 - cracked concrete
1.00
Nb = kc*f CA 2*hefA1.5
31.4 kips
Concrete pullout
(PNnp = 0.70*n*8*Abrg*feLPc
38.6 kips
Wc = 1.00 - cracked concrete
1.00
Concrete blowout
Does Not Apply - ca is greater than 0.4hef
(PNsb = 0.7*160*ca*AbrgAo.5*fCAO .5
68.4 kips
Shear Capacity
Steel
4)Vsa = 0.65*n*Ase*fut
77.7 kips
Concrete breakout
Does Not Apply - load is away from edge
(PVcbg = 0.70*Ave/Avco*LPec*4Jcd*LPc*Vb
6.7 kips
Avco = 4.5*ca A 2
648 in A 2
Avc ca*(3*ca+s)
552 in A 2
Wec concentric load
1.00
Wed not near other edge
1.00
Wc = 1.00 - cracked concrete
1.00
Vb = 7*(Leldo)Ao .2*doAo .5*fcAO.5*caAl.5
14.92 kips
Concrete pryout
(DVcpg = 0.70*kcp*Ncbg
76.6 kips
Anc = (3*hef+s2)*(3*hef+sl)
1023 in A 2
Ncbg = Anc/Anco*4)ee4Jed*4)c*Nb
72.9 kips
Case I - (Vu/(DVn) + (Tu/ONn) 0.38 < 1.20 - OK
Case 11 - (Vu/(DVn)
+ (Tu/4)Nn) 0.91 < 1.20 - OK
PAV
SHUTLER
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite 100.
Bellevue, WA 98005
(425) 450-4075
FAX (425) 450-4076
JOB %� , TUYWLJ�i 16 - q7
SHEET NO. L- �)O -OF
CALCULATED BY M
DATE
SCALE
mMMMmMMMMMMMMMMMMMMMMMMMMMMM
IN
IIMMMMMMMMMMMMMEMMMMMMMMMMMMMMM
1011officammomoms-ImmommNIMMEMMIMMIMI
M
IMMEMMMMMMMMMMMMMMMMMMMMM
111110111
mMMMM1MMM1MMMMMMMMMMMm11mmmMMMMM
111MIMMEMEMMEEMMENSIM111mommommmmm
IIMMMMMMMMMMMMMMMMMMMMMMMMMMMMM
NMMMMMMMMMMMMMMMMMMMMMMMMMMMMM
1111mmmommomMIMMIMMMIMMIMMMMEM01111111
IIMMMMMMMMMMMMMMMMMMMMMMMMMMM
M
NMRRMMMMMMMMMMMMMMMMMMMMMMMMMM
ommommommmommsNEMINIMMEMMMEMMIMMIM!
1111MMIMMIMMMIMMMMMIMMMMMMMMMMMMMM
mMMMM1M1MMMM1MMMMMMmMMMMMMMMMMmM
MMMMmmE"MmmmMmmMMMMMMMMMMMMMMM
mMMMMMMMMMmMmMMMMMMMMMMMmMMMMM
11111102MEMMMMMEMENVEMMMMIMMIMMEM
MM1
mMM1MMMM1MMMMM1MMMMMMMMM1M1MMMMMM
1111MMOMMINUMERIMMEMMINUMNIMMIMINIMMEM
M
IN
mMMMMMMMmMMMMMmMMMmM1MMMM1MMMMM
MMMMMMMMMMMMMMMMMIMIMMMIMIMM
IMME
mMMMMMmMMMMmMMMMmMMMMMMMMMmMMM
ommmormommmmmomemmmmmmmmmmmmmmi
IMMEMIMMMMEMMEMEMMUERIMMEMMEMMIM11011
11MMMMMmMMmMMmmmmmmmMMMmMMMMMMM1
mMMMMMmMMMMmMmMMMMMMMMmMMMMMMM1
mMMMMMMMM1MMM1mMMMMMMmMMMMMmM
ME
mMMMMMMMMMMmM1MMMMMMMMM1MMMMMMM1
EMMMMMIMMIMMMIMIMMMIMMMMMMMMIMMMMIM
mMMMMMMM1MMMM11MMM1MMMMmMMMMMMM1M
mMMMMMMMMMMmMMM1MM1MMMMMMMMMM1M1M
mMMM1MMMMMMMM1MMMMMmMMMMMMM1MM1M1M
MMMMMMMMMMMMMMMMMMMMMMMMmMMMmM1
SHUTLER
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
FAX (425) 450-4076
JOB
SHEETNO. L� -St OF
CALCULATED BY N4
DATE
SCALE.
EMEMEMMMMMMMMMMOMMMMMMMMMMEMME
EMMEMEMMEMEMMEM
m1mmmmmmmmmm
onormonommmmmmmmm
EMEMMMMMMM
EmommommEMEMMMMMM
MMMMMEMEM
M
Emimm
MEE
sm"MEEMEMMMESH
Emmmommommom
MEN-mommom
M
mMMMMMMMMMMMMMMM'd_1_m
offln"Emommmmmmmman.
a
MMMEMIMMIMMM
ME
wowl-WINEIR..-so
EMMEMMMIMEEMMMMMMMMMMMMMMMMMMMM
MEMO
MEN
MEN
Will
MMNMMMMMMMMM
ME
M
No
MMMMMMMMMMMMMMMMMMMMMM
No
M
MEN
ENMEMIMMEMMEMMMEMMMEMEMMEM
MEN
NONE
No
mom
No
MENOMONEE
MMMMMMMMMMMMNMMM
MEMEMEMMEMEMEMMEMEM
MEMO
MEMEMMOMME
MMMEMMEMM
mom
mom
I
on
on
NMMMMMMMMMMMMMMMIMMMMMMMMMMM
mom
SHUTLER
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
FAX (425) 450-4076
JOB SgZM 0 fYUY-VJ ILA(
SHEETNo. L- $2- OF
CALCULATED BY ft �4
DATE- .11 h3 �0110
SCALE
I- I I I I - I -I I
W11 -LL UJAU-
V "ILA. T
t
ZT I Sr A UL
SHUTLER
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
JOB e7ftco tb —117
SHEETNO.—L-- ' �
CALCULATED BY A H
DATE. I I / 0 o') a o 1-b
OF
MEN
NMMMMMMMMMMMMMM
MEEMMMMEM
No
No
MENEM
00
M
MEE
No
MMMMMMMMMMMMMNMMMMMMM
MEN
NONE
0
NOON
MIT HommommomM
lump5mmom
M
mom
MENEM
ON
ME
mom
EMMEMENMEM
MMMMMMMMMEMMMM
No
mom
MMEMMMEMEMMEMEMMEM
No
No
ME
NMMMMMMMMMMMMNEMMMMMMMM
NNEEMMEMMEMEMMEMMEME
NONE
NMMMMMMMMMMMMMMMMMMM
No
ME
MMNMMMMMMEMMMMMMMMMMMM
No
0
0
EMEMEMNEENNEM
MEMEME
0
M
mom
MEMMEMMEMEMM
moommom
MEN
EMOMMEMOMMEMEM
OMMENOMMEMOM
M
MEMMEMEMEM
MOMMMMEMMEMEMEMMMEM
NEEMMMMEMMOMMMMEMMENE
MOMMEMEM
Rod Embed with Paravet'at
Angled
Wall
Dead [ 3.75-
x 1.2
4.50 kips
Live 1.__,6.25
x1.6
10.00 kips
Wall Tie
x 1.4
12.18 kips
Vertical VU
Case I - 1.2DIL + 1.6SL 14.5
Case 11 - (1.2+0.2Sds)DL+0.2SL+E 6.5
Horizontal VU
Case 11 - (1.2+0.2Sds)DL+0.2SL+E 6.7
6 - 6/8" weld head studs
ha panel thickness
7.25 �in
hef eff. embedment
5.00 in
tension studs
3
shear studs
6
ca = edge distance
12.0 -in
sl = horiz. space of studs
13.0 in
s2 = vert. space of studs
10.0. --in
Tension Capacity
Abrg
Steel ONsa = 0.75*n*Ase*fut
vertical eccentricity
wd��
concrete strength
5,000 psi
seismic D, E or F
0.75
cracked concrete
yes
ductile steel
yes
MU Tu Sds
psi
43.5 4.7 % top bolt
100
19.5 2.1
Mu Tu
20.0 11.9
Concrete breakout cDNcbg = 0.70*Anc/Anco*4)ee4)ed*LVc*Nb
Anco = 9*hefA2
Anc = (3*heo*(3*hef+sl)
LlJec = tension to top studs
4)ed = not near edge
4)c = 1.00 - cracked concrete
Nb = kefCA 2*hefA1.5
Concrete pullout (DNnp = 0.70*n*8*Abrg*feLPc
LVc = 1.00 - cracked concrete
Concrete blowout Does Not Apply - ca is greater than 0.4hef
ONsb = 0.7*160*ca*AbrgAo.5*fcAO.5
Shear Capacity
Steel OVsa = 0.65*n*Ase*fut
stud diameter
wd��
in
head diameter
1.25
in
Ase = area of anchor
0.3&
-in A 2
fut
65,000
psi
kc
24
Abrg
0.92
in A 2
Concrete breakout Does Not Apply - load is away from edge
(PVcbg = 0.70*Avc/Avco*4Jec*4Jcd*4)eVb
Avco = 4.5*ca A 2
Avc ca*(3*ca+s)
qJec concentric load
4)ed not near other edge
4Jc = 1.00 - cracked concrete
Vb = 7*(Le/do)Ao .2*doAO. 5*fcAO.5*ca Al .5
Concrete pryout (DVcpg = 0.70*kcp*Ncbg
Anc = (3*hef+s2)*(3*hef+sl)
Ncbg = Anc/Anco*4Jec*tPed*4)c*Nb
Case I - (Vu/(DVn) + (Tu/ONn) 0.48 < 1.20 - OK
Case 11 - (Vu/OVn) + (Tu/ONn) 0.96 < 1.20 - OK
44.8 kips
18.6 kips
225 in A 2
420 in A 2
1.00
1.00
1.00
19.0 kips
58.0 kips
1.00
68.4 kips
77.7 kips
4.9 kips
648 in A 2
588 in A 2
1.00
1.00
1.00
10.36 kips
62.0 kips
700 in A 2
59.0 kips
SHUTLER
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd., Suite 100
Bellevue, WA 98005
(425) 450-4075
'r
JOB
SHEETNO. J& '5'7 OF_
CALCULATED BY
DATE -11 Ica /@0 lb
FAX (425)
450-4076
SCALE
OMEN
MEN
0
mom
NMNMEMMMMMMMMMMMMMMMMMM
0
mom
ENO
ON
mommmommmmommmommommm
ON
EMMEMEMEMMEMMEMMEMEME
M
M
0
NEEMMOMMEMMEMOMMEME
mom
No
ME
mom
0
NMMMMMMMMMMMMMMMMMMMMMM
M
0
MMIMEMEmmomm
MENOMONEE
0
mom
mom
No
No
MMMMMMMMMMMMMMMMMMIMMM
NONE
0
mom
MEMEMEERMEMEMMEMOMMEME
M
No
ME
ME
EMMMMMMMMMMMMMMMMMMMMMM
MENNEN
am
mom
Emom
son
MMMMMMMMMMMMMMMMMMMMMMMMM
MEN
0
mom
MEMOMMESEEMERNMEMEMEM
EMMEMMENE
EMEMOMMEMEME
MMOMMEMMME
MEMEMEN
SHUTLER
CONSULTING
ENGINEERS, INC
12503 Bel -Red Rd.; Suite 100
Bellevue, WA 98005
(425) 450-4075
FAX (425) 450-4076
JOB SF-t(b , 'TQV-WIW� lb -'-n
SHEET NO._L- - IS OF
CALCULATED BY
DATEJ
SCALE
OMEN
mommommol4mmoommommmmMM
-MENEM
onemmmmommmmmmmmmmmmm
slim.
Ism
M
ONE
No
No
M
M
NNE
ON
0
ME
ME
ON
ON
NNE
NmMMMMMEMMMMMMMMmMmMMMM
momomm
MONOMERIC!
Elm
0311221111111
No
mom
0
ommommoomm
mom
ME
ME
mom
mommommommmommommmommm
0
mom
1111111111100111
WEEEMSENOMMEMENEEN
mom
ME
0
M
Is
mommom
mommommum
mommommommom
No
moommommommommoommmom
mmmmmmmms
Shutler Consulting Engineers Project Title:
12503 Bel -Red Road, Suite 100 Engineer: Project ID:
Bellevue, WA 98005 Project Descr: J/6
425-4504075
Nrited: 7 NOV 2016, 2:13PM
�el Colum- n File C'-TR0GRA-1XENERCA~1
ENERCALQ INC. 1983-2016, Build:6.16.7,21, Ver.6.16.7.21
Description : Grid 15 Beam
Code References
Calculations per
Load Combinations Used: IBC 2015
General Information
Steel Section Name: W21x48 Overall Column Height 50.0 It
Analysis Method: Load Resistance Factor Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade Brace condition for deflection (buckling) along columns
Fy: Steel Yield 50.0 ksi X -X (width) axis:
E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X -X Axis buckling = 10 it, K = 1.0
Y -Y (depth axis:
UnbracUlLength for Y -Y Axis buckling = 50.0 It K = 1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
AXIAL LOADS..
Axial Load at 50.0 fl, E = 175.0 k
BENDING LOADS ...
Lat. Uniform Load creating Mx -x, D = 0. 1980, S = 0.250 Wit
DESIGN SUMMARY
Bending & Shear Check Results
Stress Ratios
PASS Max. Axial+Bending Stress Ratio
0.6411 : I
Load Combination +1.20D+0.50L+0.20S+E+1.60H
Location of maxabove base
24.832 ft
At maximum location values are ...
0.218
Pu
175.0 k
0.9 * Pn
430.592 k
Mu -x
89.871 k -ft
0.9 * Mn -x: 340.446 k -ft
Mu -y 0.0 k -ft
0.9 * Mn -y: 55.227 k -ft
PASS Maximum Shear Stress Ratio = 0.07369
Load Combination +1.20D+0.50L+1.60S+1.60H
Location of max.above base 0.0 ft
At maximum location values are...
Vu: Applied
Vn * Phi: Allowable
Load Combination Results
Load Combination
+1.40D+1.60H
+1.20D+O.5OLr+1.60L+1.60H
+1.20D+1.60L+0.50S+1.60H
+1.20D+1.6OLr+0,50L+1.60H
+1.20D+1.6OLr+0.50W+1.60H
+1.20D+0.50L+1.60S+1.60H
+1.20D+1.60S+0.50W+1.60H
+1.20D+O.5OLr+0.50L+W+1.60H
+1.20D+0.50L+0.50S+W+1.60H
+1.20D+0.50L+0.20S+E+1.60H
+0.90D+W+0.90H
40.90D+E+0.90H
15.940 k
216.30 k
Maximum Axial + Bending
Stress Ratios
Stress Ratio
Status
Location
0.254
PASS
24.83 ft
0.218
PASS
24.83 ft
0.333
PASS
24.83 ft
0.218
PASS
24.83 ft
0.218
PASS
24.83 ft
0.585
PASS
24.83 ft
0.585
PASS
24.83 ft
0.218
PASS
24.83 ft
0.333
PASS
24.83 ft
0.641
PASS
24.83 ft
0.164
PASS
24.83 ft
0.552
PASS
24.83 ft
Maximum SERVICE Load Reactions..
Top along X -X
0.0 k
Bottom along X -X
0.0 k
Top along Y -Y
11.20 k
Bottom along Y -Y
11.20 k
Maximum SERVICE Load Deflections ...
0.027
Along Y -Y 2.290 in at
25.168ft above base
for load combination : +D+S+H
PASS
Along X -X 0.0 in at
0.0ft above base
for load combination :
0.00 It
Maximum Shear Ratio
Stress Ratio Status Location
0.032
PASS
50.00 ft
0.027
PASS
0.00 ft
0.042
PASS
0.00 ft
0.027
PASS
0.00 ft
0.027
PASS
0.00 ft
0.074
PASS
0.00 It
0.074
PASS
0.00 ft
0.027
PASS
0.00 ft
0.042
PASS
0.00 It
0.033
PASS
0.00 It
0.021
PASS
0.00 It
0.021
PASS
0.00 ft
Shutler Consulting Engineers Project Title:
12503 Bel -Red Road, Suite 100 Engineer:
Bellevue, WA 98005 Project Descr:
425-450-4075
Steel Column
Description : Grid 15 Beam
Code References
Z' ,a/
INC.
Project ID:
Pdrftd: 7 NOV 2016, 2:59PM
Calculations per
Load Combinations Used: IBC 2015
General Information
Steel Section Name: W21x48 Overall Column Height 34.0 ft
Analysis Method: Load Resistance Factor Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade Brace condition for deflection (buckling) along columns:
Fy: Steel Yield 50.0 ksi X -X (width) axis:
E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X -X Axis buckling= 10f(K= 1.0
Y -Y (depth) axis:
Unbraced Length for Y -Y Axis buckling = 34.0 ft, K = 1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
AXIAL LOADS...
Axial Load at 34.0 ft, E = 295.0 k
BENDING LOADS ...
Lat. Uniform Load creating Mx -x, D = 0.1980, S = 0.250 k/ft
Moment acting about X -X axis, E = 110.625 k -ft
DESIGN SUMMARY
Bending & Shear Check Resufts
Maximum Axial + Bendinci
PASS Max. Axial+Bending Stress Ratio
0.9823 : 1
Load Combination +1.20D+0.50L+0.20S+E+1.60H
0.0 k
Location of max.above base
28.295 ft
At maximum location values are ...
8.262 k
PU
295.0 k
0.9 * Pn
433.004 k
Mu -x
115.275 k -ft
0.9 * Mn -x:
Mu -y
0.9 * Mn -y:
PASS Maximum Shear Stress Ratio=
Load Combination
Location of max.above base
At maximum location values are. .
Vu Applied
Vn Phi: Allowable
Load Combination Results
340.446 k -ft
0.0 k -ft
55.227 k -ft
0.05011
+1.20D+0.50L+1.60S+1.60H
0.0 ft
10.839 k
216.30 k
Maximum SERVICE Load Reactions..
Maximum Axial + Bendinci
Top along X -X
0.0 k
Bottom along X -X
0.0 k
Top along Y -Y
7.616 k
Bottom along Y -Y
8.262 k
Maximum SERVICE Load Deflections...
Along Y -Y 0.6868 in at 18.027ft above base
r load combination: +D+0.750L+0.750S+0.5250E+H
Along X -X 0.0 in at 0.0ft above base
for load combination :
Maximum Axial + Bendinci
Stress Ratios
Maximum Shear Ratios
Load Combination
Stress Ratio
Status
Location
Stress Ratio
Status
Location
+1.40D+1.60H
0.118
PASS
17.11 ft
0.022
PASS
0.00 ft
+1.20D+0.5OLr+1.60L+1.60H
0.101
PASS
16.89 ft
0.019
PASS
0.00 ft
+1.20D+1.60L+0.50S+1.60H
0.154
PASS
16.89 ft
0.028
PASS
0.00 ft
+1.20D+1.6OLr+0.50L+1.60H
0.101
PASS
16.89 ft
0.019
PASS
0.00 ft
+1.20D+1.6OLr+0.50W+1.60H
0.101
PASS
16.89 ft
0.019
PASS
0.00 ft
+1.20D-+0.50L+1.60S+1.60H
0.271
PASS
16.89 ft
0.050
PASS
0.00 ft
+1.20D+1.60S+0.50W+1.60H
0.271
PASS
16.89 ft
0.050
PASS
0.00 ft
+1.20D+0.5OLr+0.50L+W+1.60H
0.101
PASS
16.89 ft
0.019
PASS
0.00 ft
+1.20D+0.50L+0.50S+W+1.60H
0.154
PASS
16.89 ft
0.028
PASS
0.00 ft
+1.20D+0.50L+0.20S+E+1.60H
0.982
PASS
28.30 ft
0.038
PASS
0.00 ft
+0.90D+W+0.90H
0.076
PASS
17.11 ft
0.014
PASS
0.00 ft
+0.90D+E+0.90H
0.970
PASS
34.00 ft
0.029
PASS
0.00 ft
SHUTLER
CONSULTING
M M imt-
12503 Be] -Red Road, Suite 100
Bellevue, WA 98008
(206) 450-4075 — FAX 450-4076
JOB Sebco. Tukwila 1641
SHEET No. L— Al?; —OF
AH
CALCULATED BY
DATE 11/19/2016
RMI F JOR No
Description: East Wall - Gridline 14
Total Shear on wall line
205.50
Kips
(Working Stress Load)
287.70
Kips
(Ultimate Load)
Panel
Rigidity
Rigidity
Panel
Panel
1. D.
Sum Rigid
Shear
Shear
(W.S.)
(Ult.)
34
16.222
0.236
48.53
67.94
33
15.248
0.222
45.62
63.87
32
18.707
0.272
55.97
78.35
31
18.512
0.270
55.38
77.54
Totals
68.69
1.00
205.50
287.70
File: Rigidity2.xls, modified 4-2-08
SHUTLER
CONSULTING
r_Purzw;:;:P.q imn
12503 Bel -Red Road, Suite 100
Bellevue, WA 98008
(206) 450-4075 - FAX 450-4076
JOB Sebco.Tukwila 16-47
SHEET No. 45
CALCULATED BY
DATE
.q('Al F
JOR Nn
File: Rigidity2.xis, modified 3-22-16
1
Description:
Total Shear on wall line
East Wall - Gridline 15
205.50 Kips
287.70 Kips
(Working Stress Load)
(Ultimate Load)
Panel
I.D.
Panel
Length
Shear
Rigidity
Rigidity
Sum Rigid
Panel
Shear
M.S.)
Panel
Shear
(Ult.)
Vin
(Kips)
Total V out
0 ta
n
In (Kips)
Total
Out
Drag
Em
(Drag * 0)
(Ult.)
D S
-77-
50
1252
0
0
0
0
62.6
62.6 0.0
0.0
62.6 1
176.3
34
1252
0
0
0
0
42.6
73-5-.2 0.0
0.0
j942
105.2
J96
294.5
34
23.58
1044
16.222
0.236
48.53
67.94
24.6
1j29.848.5
9
48.5
81.3
227.5
33
23
1044
n-49-
0.222
45.62
63.87
74-0
1.53.8 45.6
6
167.0
32
25
1044
18.707
0.272
55.97
78.35
26.1
179.9 56.0 _715-01
29.8
83.4
31
24.33
1044
18.512
0.270
55.38
77.54
25.4
2 . 05.3 55.4
'0
205.5
-0=2
1
-0.6
Totals
179.91
68.69
1.00
205.50
287.70
File: Rigidity2.xis, modified 3-22-16
1
SHUTLER
CONSULTING
12503 Bel -Red Road, Suite 100
Bellevue,, WA 98008
(206) 450-4075 — FAX 450-4076
Description: Man Door Panel
SHEET No. OF
CALCULATED
DATE
RIVID1
Overall Wall Height
33.83 Feet
Solid Wall 33.83 Ft. 24.33 Ft. 1.390 C
Overall Wall Length
24.33 Feet
0.004 258.907
Opening Height
8.00 Feet
Opening Length
3.33 Feet
Distance From left edge to opening
8.00 Feet
Wall thickness
7.25 inches
Modulus of Elasticity (E)
4030.51 Ksi
----
F'c of concrete
5000.00 Psi
SLAB
Pier Height Length Ht/Length Fixed (F)
Cant (C)
Delta Rigidity
Solid Wall 33.83 Ft. 24.33 Ft. 1.390 C
0.051 19.579
Deduct Bottom Strip 8.00 Ft. 24.33 Ft. 0.329 C
0.004 258.907
1 f
0.047 1
Add pier 2 8.00 Ft. 8. 00 - [Ft. 1.000 1 C 1 0.024 41.745
Add pier 3 8.00 Ft. 13.00 IFt. 1 0.6151_2� 0.010 105.175
Sum of Rigidities for piers , & 3 146.920
Wall Rigidity = 1 / wall deflection
Deflection of Piers 2, & 3 = 1 / R2, & 3
0.007
Wall Deflection = Solid wall - middle strip + piers 2 & 3
0.054
Wall Rigidity = 1 / wall deflection
18.512
File: Rigidity2.xis, modified 4-2-08
SHUTLER
CONSULTING
1=NrZ1N9=1=p_Q 1mr
12503 Bel -Red Road, Suite 100
Bellevue, WA 98008 .
(206) 4504075 — FAX 4504076
Description: Solid Panel
Overall Wall Height
Overall Wall Length
Wall thickness
Modulus of Elasticity (E)
F'c of concrete
SHEET No. OF
CALCULATED BY
-DATE.
RrAl F JOR Nn
33.83 Feet
23.58 Feet
7.25 inches
3605.00 Ksi
5000.00 Psi
SOLID WALL PANEL
Pier
Height
Length
Ht/Length
Fixed (F)
Cant (C)
Delta
Rigidity
Solid Wall
33.83
Ft.
23.58
Ft.
1.435
C
0.062
16.222
File: Rigidity2.xls, modified 4-2-08
SHUTLER
CONSULTING
Mr.111UPPRA
12503 Bel -Red Road, Suite 100
Bellevue, WA 98008
(206) 450-4075 – FAX 450-4076
Description: Solid Panel
Overall Wall Height
Overall Wall Length
Wall thickness
Modulus of Elasticity (E)
F'c of concrete
SHEET No —OF
CALCULATED BY
DATE
33.83 Feet
23.00 Feet
7.25 inches
3605.00 Ksi
5000.00 Psi
SOLID WALL PANEL
Pier
Height
Length
Ht/Length
Fixed (F)
Cant (C)
Delta
Rigidity
Solid Wall
33.83
Ft.
23.00
1 Ft.
1.471
C
0.066
15.248
File: Rigidity2.xls, modified 4-2-08
SHUTLER
CONSULTING
r_MrZ1M1=1=p_q [Mr.
12503 Bel -Red Road, Suite 100
Bellevue, WA 98008
(206) 450-4075 — FAX 450-4076
Description: Solid Panel
Overall Wall Height
Overall Wall Length
Wall thickness
Modulus of Elasticity (E)
F'c of concrete
JOB
SHEET No. All OF
CALCULATED BY
DATE
RrAl F AOR Nn
33.83 Feet
25.00 Feet
7.25 inches
3605.00 Ksi
5000.00 Psi
SOLID WALL PANEL
Pier
Height
Length
Ht/Length
Fixed (F)
Cant (C)
Delta
Rigidity
Solid Wall
33.83
Ft.
25.00
Ft.
1.353
C
0.053
18.707
File: Rigidity2.xls, modified 4-2-08
SHUTLER
CONSULTING
1=f-jrZ1Mr_1=P_Q Imp
12503 Bel -Red Road, Suite 100
Bellevue, WA 98008
(206) 450-4075 — FAX 450-4076
JOB Sebco. Tukwila 16-41
SHEET No. t- � 14b OF
AH
CALCULATED BY
DATE 11/19/2016
SCAl F
AOR Nn
Description: Interior Wall - Grid 5
Total Shear on wall line
272.00 Kips
(Working Stress Load)
380.80 Kips
(Ultimate Load)
Panel
Rigidity
Rigidity
Panel
Panel
1. D.
Sum Rigid
Shear
Shear
(W.S.)
(Ult.)
72
18.707
0.221
60.06
84.08
73
9.553
0.113
30.67
42.94
74
10.697
0.126
34.34
48.08
75
3.404
0.040
10.93
15.30
76
3.404
0.040
10.93
15.30
77
10.697
0.126
34.34
48.08
78
9.553
0.113
30.67
42.94
79
18.707
0.221
60.06
84.08
Totals
84.72
1.00
272.00
380.80
File: Rigidity2.xls, modified 4-2-08
SHUTLER JOB ' Sebco,Tukwila 16-47
CONSULTING SHEET No. L -OF
1=fjr.IM1=1=R.Q 1Mr
12503 Be[ -Red Road, Suite 100
Bellevue, WA 98008
(206) 4504075 - FAX 450-4076
CALCULATED BY
DATE
.RrAl F JOR Nn
File: Rigidity2.xis, modified 3-22-16
1
Description:
Total Shear on wall line
Interior Wall - Grid 5
272.00 Kips
380.80 Kips
(Working Stress Load)
(Ultimate Load)
Panel
I.D.
Panel
Length
Shear
Rigidity Rigidity
Sum Rigid
Panel
Shear
(W.S.)
Panel
Shear
(Ult.)
Vin
(Kips)
Total
In
V out
(Kips)
Total
Out
Drag
I
Em
(Drag * 0)
(Ult.)
72
25
1511
18.707 0.221
60.06
84.08
37.8
37.8
60.1
-22.3 1
-62.4
73
25
1511
9.553 _707713-
30.67
42.94
37.8
75.6
30.7
90.7
-15.2
-42.5
74
20
1511
10.697 -0.126
34.34
48.08
30.2
105.8
34.3
125.1
7 19-3
- -54.0
75
20
'---T--
15TI-
3.404 0.040
--T
10.93
15.30
30.2
136.0
15.9
-7-65
-35
0.5
76
20
15 1
TT4-- 0.040
-TT671-
10.93
_75 3-0
30.2
166.2
10.9
-146-9
_117-3
54.0
77
20
15T-1-
0.126
34.34
48.08
30.2
196.4
4=3
181.3
157'
42.4
78
25
1511
9.553 0.113--1
30.67
42.94
37.8
234.2
0=7
__2_f 1-9
22.3
62.3
79
25
18.707 0.221
60.06
84.08
:F
=8
272.0
60.1
272.0
_00
----O-.T-
Totals±
180
84.72 1.00
272.00
380.80
File: Rigidity2.xis, modified 3-22-16
1
SHUTLER
CONSULTING
1=NrZ1N1=1=p_q 1mr
12503 Bel -Red Road, Suite 100
Bellevue, WA 98008 -
(206) 4504075 — FAX 4504076
Description: Solid Panel
Overall Wall Height
Overall Wall Length
Wall thickness
Modulus of Elasticity (E)
F'c of concrete
SHEET No. L � � () 0 F
CALCULATED BY
DATE
SCA1 F
33.83 Feet
25.00 Feet
7.25 inches
3605.00 Ksi
5000.00 Psi
.10R Nn
SOLID WALL PANEL
Pier
Height
Length
Ht/Length
Fixed (F)
Cant (C)
Delta
Rigidity
Solid Wall
33.83
Ft.
25.00
1 Ft.
1.353
C
0.053
18.707
File: Rigidity2.xls, modified 4-2-08
SHUTLER
CONSULTING
ime,
12503 Bel -Red Road, Sulte 100
Belle�ue, WA 98008
(206)450-4075 — FAX 450-4076
Description: Interior Drive Through Door (25')
JOB
SHEET No. OF
CALCULATED BY
DATE
SCA1 F AOR Nn
Overall Wall Height
33.83 Feet
Ht/Length Fixed (F)
Cant (C)
Delta Rigidity
Overall Wall Length
25.00 Feet
1.353 C
0.048 20.915
Opening Height
14.00 Feet
0.560 C
0.008 122.651
Opening Length
11.00 Feet
Distance From left edge to opening
7.00 Feet
Wall thickness
7.25 inches
Modulus of Elasticity (E)
F'c of concrete
4030.51 Ksi
5000.00 Psi
SLAB
Pier Height
Length
Ht/Length Fixed (F)
Cant (C)
Delta Rigidity
Solid Wall 33.83 Ft.
25.00 Ft..
1.353 C
0.048 20.915
Deduct Bottom 14.00 Ft.
25.00 Ft.
0.560 C
0.008 122.651
1
0.040
Add pier 2 14.00 Ft. 7.00 Ft. 2.000 C 0.130 7.690
Add pier 3 14.00 Ft. 7.00 Ft. 2.000 C 0.130 7. 0
Sum of Rigidities for piers , & 3 - 15T86
Wall Rigidity = 1 /wall deflection
Deflection of Piers 2, & 3 = 1 / R2, & 3
0.065
1 1
Wall Deflection = Solid wall - middle strip + piers 2 & 3
0.105
Wall Rigidity = 1 /wall deflection
9.553
File: Rigidity2.xls, modified 4-2-08
SHUTLER
JOB
CONSULTING
SHEET No. OF
5=NrZ1N1=F:p.q Mir!
CALCULATED BY
12503 Bel -Red Road, Suite 100
Bellevue, WA 98008
DATE
(206) 450-4075 — FAX 45G-4076
Sr'Al F Ann N�
Description: Solid Panel
Overall Wall Height
33.83 Feet
Overall Wall Length
20.00 Feet
Wall thickness
7.25 inches
Modulus of Elasticity (E)
F'c of concrete
3605.00 Ksi
5000.00 Psi
SOLID
WALL PANEL
SLAB
Pier
Height
Length
Ht/Length
Fixed (F)
Delta
Rigidity
Cant (C)
Solid Wall
33.83
Ft.
20.00
1 Ft.
1.692
C
0.093
10.697
L Fil e: Rigidity2.xls, modified 4-2-08
SHUTLER
CONSULTING
JOB
SHEET No. —OF
CALCULATED BY
12503 Bel -Red Road, Suite 100
Bellevue, WA 08008 DATE .
(206) 450-4075 – FAX 450-4076
R('Al F
Description: Interior Drive Through Door (20')
1r%0 K1 -
Overall Wall Height
33.83 Feet
Solid Wall 33.83 Ft. 20.00 Ft. 1.692 C 0.084
11.960
Overall Wall Length
20.00 Feet
' 0.072
Opening Height
14.00 Feet
Opening Length
11.00 Feet
Distance From left edge to opening
4.50 Feet
Wall thickness
7.25 inches
Modulus of Elasticity (E)
F'c of concrete
4030.51 Ksi
5000.00 Psi
----- -
01
SLAB
Pier Height Length Ht/Length Fixed (F) Delta
Cant (C)
Rigidity
Solid Wall 33.83 Ft. 20.00 Ft. 1.692 C 0.084
11.960
Deduct Bottom Strip 14.00 Ft. 20.00 Ft. 0.700 C 0.012
84.162
' 0.072
Add pier 2 14.00 Ft. 4.50 Ft. 3.111 C 0.444 2.2U
Add pier 3 14.00 Ft. 4.50 Ft. 3.111 C 0.444 2.252
Sum of Rigidities for piers , & 3 4.503
Wall Rigidity = 1 / wall deflection
Deflection of Piers 2, & 3 = 1 / R2, & 3
0.222
Wall Deflection = Solid wall - middle strip + piers 2 & 3
0.294
Wall Rigidity = 1 / wall deflection
3.404
File: Rigidity2.xls, modified 4-2-08
4111111111111111 SHUTLER
CONSULTING
ENGINEERS, Inc.
12503 Bel -Red Road, Suite 100
Bellevue, Washington 98005
(425) 450-4075 FAX (425) 450-4076
JOB SEBCO
SHEET NO. COVER OF
CALCULATED BY AH DATE 5/29/2018
CHECKED BY JH DATE
SCALE
JOB NUMBER 16-47
SUPPLEMENTAL CALCULATIONS FOR:
SEBCO DEVELOPMENT
11000 BUILDING
11060 TUKWILA INTERNATIONAL BLVD
TUKWILA, WASHINGTON
PROPOSED BY:
SEBCO DEVELOPMENT
4020 EAST MADISON, SUITE
SEATTLE, Washington 98112
ARCHITECT:
David Kehle Architect
REVIEWED FOR
CODE COMPLIANCE
.. APPROVED
IrIL
JUL 0 3 2018 lik lw;�- '�;
175 7
J0
NAL
City of Tukwila
BUILDING DIVISIO
*h`EV'1S10N,-N0*--'2m-
1960 Bonair Drive SW
Seattle, Washington 98116
(206) 433-8997 * Fax (206) 246-8369
DESIGN CRITERIA:
b I '-W' 0 3,3 z
CODE .................................. INTERNATIONAL BUILDING CODE, 2015 EDITION
FLOOR LOAD ................. 25 PSF (SNOW LOAD)
WIND LOAD ......................... 110 MPH ZONE, EXPOSURE'B', Iw = 1.0
SEISMIC DESIGN INFORMATION:
RECEIVED
CITY OF TUKWILA
JUN 06 2018
PERMITCENTER
Ss= 151.80% SDS 0.911
Si = 57.00% SD1 0.912
Cs=.182
R = 5.0 Qo = 2.0
IE= 1.0
SITE SOIL CLASS = "E"
SEISMIC DESIGN CATEGORY = "D"
RISK CATEGORY = II
FOUNDATION DESIGN BASED ON GEOTECHNICAL REPORT NUMBER 2455-042-02 BY
GEOENGINEERS, DATED NOVEMBER 22,2016. DESIGN SOIL BEARING CAPACITY
EQUALS 3,000 PSF PER THE GEOTECHNICAL REPORT. ALL FOUNDATION WORK TO BE
IN ACCORDANCE WITH THIS REPORT.
SHUTLER
CONSULTING
ENGINEERS, INC.
12603 Bel -Red Road, Suite 100
Bellevue, WA 98005
(425) 450-4075 - FAX (425) 450-4076
JOB SEBCO
SHEET No -s- I -OF
CALCULATED BY: AH
DATE: 1-3-2018
Ar.Al F -
Girder Reactions & Sizes
Mark number
RG- 5
Span
61.00
ft.
Assumed girder wt
80.00
pif
Deadload
15.00
psf
Live load
25.00
psf
Tributary width for uniform
loads
0.00
ft.
Uniform dead load
0.00
plf
Uniform live load
0.00
plf
Total uniform load
0.00
plf
Point Loads
Mark
Girder Trib
Joist Trib
Distance*
PDL
PLL
PTL
Pi
45.00
10.00
10
7.55
11.25
18.80
P2
45.00
10.00
20
7.55
11.25
18.80
P3
45.00
10.00
30
7.55
11.25
18.80
P4
45.00
10.00
40
7.55
11.25
18.80
P5
45.00
7.75
50
5.85
8.72
14.57
P6
45.00
5.50
56.5
4.15
6.19
10.34
P7
0.00
0.00
0.00
P8
0.00
0.00
0.00
Distance to the point load from the left end of
the girder.
Reactions
Point loads
Uniform Loads
Total Loads Total Load
Dead Load
Live Load
Dead Load
Live Load
Dead Load
Live Load
Left
19.18
28.59
0.00
0.00
19.18
28.59 47.77
Right
21.02
31.32
0.00
0.00
21.02
31.32 52.34
Girder size
Weight
PLF
Weight
PLF
Weight
PLF
Weight
I File: Girder Reactions.xls, 11 -27-12
February 28, 2019
Mr. Jay Blasingame
SEBCO Inc.
4020 E. Madison St. #320
Seattle, WA 98122
Email: jayb@sebcoinc.com
Subject: SEBCO Development I 1000 Building
Permit#: DI 6-0332
Tukwila, Washington
PSI Project Number 07421806
Dear Mr. Blasingame:
3011 South Huson Street, Ste A
I acorna, VVA ';',,8409
phone: 253-589-1804
fax: 253-589-2136
intcrtek.corn/building
psiusa.com
In accordance with your request and authorization, Professional Service Industries, Inc. (PSI) has
performed special inspection and testing services for the above referenced permits for the SEBCO
Development 11000 Building project located in Tukwila, Washington. The structural special
inspections provided were:
• Reinforcing Steel Inspection
• Placement of Reinforced Concrete
• Testing of Reinforced Concrete
• Structural Steel Welding
• Lateral Wood Framing
To the best of our knowledge, all work listed above that PSI was scheduled on-site to verify, has
been found to be in general accordance with the approved plans and specifications, approved
changes from the Engineer of Record (EOR) and Chapter 17 of the International Building Code.
If you have any questions or if we can be of further assistance, please do not hesitate to contact our
office at (253) 589-1804.
Respectfully submitted,
Professional Service Industries, Inc.
Joshua Hernandez
Branch Manager
Professional Service Industries, Inc. - Tacoma Branch 3011 South Huson Street Suite A, Tacoma WA 98409 Phone: 253/589-1804
�IIIIIIIp ASSOCIATED AIR BALANCE COUNCIL
1w
Project Name: ARIZONA TILE
SUPPLY AIR DIFFUSERS
Date: 02/19/2019
Page: 1 of —1
TERMINAL ROOM
NUMBER NUMBER
TERMINAL FACTOR
pE SIZE
DESIGN
FPM CFM
TEST (FPM OR CFM)
TEST 1 TEST 2
TEST 3
FINAL
FPM CFM
1 -
CD
12"0 -
- 450
500
475
470
- 470
2 -
CD
12"0 -
- 450
400
415
420
- 420
3 -
CD
12"0 -
- 450
420
425
430
- 430
4 -
CD
12"0 -
- 450
400
415
420
- 420
5 -
CD
12"0 -
- 450
420
425
430
- 430
6 -
CD
12"0 -
- 450
500
475
470
- 470
7 -
CD
10"0 -
- 300
330
320
310
- 310
8 -
CD
8"0 -
- 200
220
215
210
- 210
9 -
CD
10"0 -
- 250
265
265
255
- 255
10 -
CD
10"0 -
- 250
280
270
260
- 260
11 -
CD
10"0 -
- 350
365
355
345
- 345
12 -
CD
10"0 -
- 350
360
350
340
- 340
13 -
CD
12"0 -
- 300
270
280
290
- 290
14 -
CD
12"0 -
- 250
215
225
235
- 235
15 -
CD
10"0 -
- 250
265
255
250
- 250
16 -
CD
12"0 -
- 350
365
360
355
- 355
17 -
CD
12"0 -
- 350
380
370
360
- 360
18 -
CD
12"0 -
- 350
320
330
335
- 335
19 -
CD
12"0 -
- 250
295
285
275
- 275
20 -
CD
8"0 -
- 100
115
110
105
- 105
21 -
CD
10"0 -
- 200
205
200
195
- 195
22 -
CD
8"0 -
- 175
150
155
160
- 160
23 -
CD
8"0 -
- 100
90
95
100
- 100
24 -
CD
10"0 -
- 200
180
185
190
- 190
25 -
CD
10"0 -
- 175
200
195
185
- 185
26 -
CD
10"0 -
- 200
1 215
210 1
205
205
DOAS DIFFUSERS
SIGN
NOTE: These olans are diagrammatical only.
Please verify Lill dimensions at job site.
WAREHOUSE HVAQ PLAN MEST)
SCALE: 1/8'= 11-V
E/A
F5-<
(ON ROOD
FRENDINO CITY APPROV
33
r
� AIR CONDMONING - HEAT PUMPS - REFRIGERATION
COW CTORS UMSE �UMBER; UNNERI 15OF
AUBURN: =) M-001 TACO— (25 )gn�141
SEAnU; (2W) WB -2126 M: (20) 73-32
- AUBURN -"OTON 98011
RFRIGERAMN QRAWJNB�2001
z
0
U)
w
0
w
Z,
>
w
cc
w
Co
M -
w
CC)
(D
w
0c)
cy)
-J
0
z
w
0
11
0.1
0
Cc
N
c:>
CD
PRINT/PLOT DATE:
4/4/18
DRAFFER:
ARW
DESIGNER:
HH
PROJECT MANAGER:
HH
JOB NUMBER:
18xxx
SHEET NUMBER:
M — 1
33
10100 W Ute Ave (80127)
JohnsManville PO Box 625001
V37A Berkshire Hathaway Company Littleton, CO 80162-5001
800-922-5922
877-403-1747 Fax
Dear Building Owner:
Attached to this letter is the Peak Advantageo Roofing Systems Guarantee for the new roof recently installed
on your building. We believe your building is now protected by one of the finest commercial roofing systems
available on the market today. We appreciate the opportunity to provide you with a level of protection.
unmatched in the industry.
There are some things you should be aware of before you file this document away in a safe place:
This is NOT a maintenance agreement or an insurance policy. Johns Manville
liability is strictly governed by the terms of the guarantee. If you have any questions
about this Guarantee, contact Johns Manville Guarantee Services at the appropriate
number given below.
2. You are required to perform routine maintenance on the roofing system to keep the
coverage to the guarantee intact. For your convenience, a list of maintenance items
is printed on the back of the guarantee.
We hope that you never experience any difficulty with your roofing system. If you do have a problem, you
should contact Johns Manville Guarantee Services at the appropriate numbers provided. Please have the
guarantee on hand so that we may more efficiently handle your inquiry.
Our Technical Services Department is staffed by some of the most experienced roofing professionals in the
roofing industry. Please call on them for any questions you might have about commercial and industrial
roofing and Johns Manville products.
Sincerely,
Eric Olson
Manager, Guarantee Services
Johns Manville Roofing Systems Group
(800) 922-5922
gsugim.com
www.im.com
Im"
JohnsManville
Building Owner:
SEBCO, inc.
4020 E Madison St. #320
Seattle, WA 98122
Building Name:
SEBCO Development - 11000 Bldg.
11060 Tukwila International Blvd.
Tukwila, WA 98168
Approved Roofing Contractor:
TRI -STAR ROOFING INC
PO BOX 237
RAVENSDALE, WA 98051-0237
Peak Advantage Guarantee
P E A Kj/A'�o .10MSUNWIft
VANTAGE
Guarantee Number: BNT157360506
Expiration Date: October 16, 2033
Job Name: SEBCO Development - 11000
Bldg.
Date of Completion: October 16, 2018
Terms & Maximum Monetary Obligation to Maintain a Watertight Roofing System.
Years: 15 Year
$ No Dollar Limit
Coverage:
The components of the Roofing System covered by this Guarantee are:
Total Squares: 975
Membrane
Insulation Type
Sec. Sgs. RoofType Spec. Layerl
Layer2 Layer 3
Cover Board
1 1 975 TPO ST6RM ENRGY 3
ENRGY 3
1
Accessories: Type Product Name
Quantity
Expand -O -Flash (1) Style:
0
lin. ft.
Expand -O -Flash (2) Style:
0
lin. ft.
Expand -O -Flash (3) Style:
0
lin. ft.
Fascia Style:
0
fin, ft.
Copings Style:
0
lin. ft.
Gravel Stop Style:
0
lin. ft.
Drains (1) Style:
0
ea.
Drains (2) Style:
0
ea.
Vents Style:
0
ea.
These Johns Manville Guaranteed components are referred to above as the "Roofing System" and ALL OTHER COMPONENTS OF THE OWNER'S BUILDING ARE EXCLUDED
FROM THE TERMS OF THIS GUARANTEE, including any amendments thereto.
Johns Manvife* guarantees to the original Building Owner that during the Term commencing with the Date of Completion (as defined above), JM will pay for the materials and labor
reasonably required in Johns Manville's sole and absolute discretion to repair the Roofing System to return it to a watertight condition if leaks occur due to: ordinary wear and tear, or
deficiencies in any or all of the Johns Manville component materials of the Roofing System, or workmanship deficiencies only to the extent they arise solely out ofthe application ofthe
Roofing System, Non -leaking blisters are specifically excluded tom coverage. Should any investigation or inspection reveal the cause of a reported leak to be outside the scope of
coverage under this Guarantee, then all such investigation and inspection costs shall be bome solely by the Building Owner.
All 4 pages must be present for guarantee number BNTI 57360506 to be valid
Page I of 4
WHAT TO DO IF YOUR ROOF LEAKS
If you should have a roof leak please refer to directions on the reverse side. Failure by the Building Owner to comply with any of the directions on the reverse side ofthis document will render
the coverage provided under this Guarantee, including any applicable amendments and/or riders, null and void.
LIMITATIONS AND EXCLUSIONS
This Guarantee is not a maintenance agreement or an insurance policy; therefore, routine inspections and maintenance are the Building Owner's sole responsibility (see reverse side of
this document). Failure to follow the Maintenance Program on the reverse side of this document will void the Guarantee in its entirety. This Guarantee does not obligate JM to repair or replace
the Roofing System, or any part of the Roofing System, for leaks or appearance issues resulting, in whole or in part, from one or more of the following (a) natural disasters including but not
limited to the direct or indirect effect of lightning, flood, hail storm, earthquake, tornados, hurricanes or other extraordinary natural occurrences and/orwind speeds in excess of55 miles per
hour, (b) misuse, abuse, neglect or negligence; (c) installation or material failures other than those involving the component materials expressly defined above as the Roofing System or
exposure of the Roofing System components to damaging substances such as oil, fertilizers, or solvents or to damaging conditions such as vermin; (d) any and all (i) changes, alterations,
repairs to the Roofing System, including, but not limited to, structures, penetrabons, fixtures or utilities (including vegetative and solar overlays) based upon or through the Roofing System as
well as any (ii) changes to the Building's usage that are not pre -approved in writing by JM; (e) failure of the Building substrate (mechanical, structural, or otherwise and whether resulting from
Building movement, design defects or other causes) or improper drainage; (f) defects in or faulty/iimproper design, specification construcbon or engineering ofthe Building or any area over
which the Roofing System is installed; (g) defects in or faultyrtimproper architectural, engineering or design flaws of the Roofing System or Building, including, but not limited to, design issues
arising out of improper climate or building code compliance; or (h) in instances of a recover project Johns Manville is not responsible for the performance of pre-existing materials that predated
the recover. Instead, Johns Manville's sole responsibility in recover systems where JM materials are adhered to existing matedals is limited to the installed recover JM Roofing materials up to
the wind speed listed herein. Guarantee coverage is limited to replacing recover JM Roofing materials only (and not the pre-existing materials — which is the Owners responsibility) as required
to return the roofing system to a watertight condition due to a claim covered under the terms and conditions herein. Johns Manville is not responsible for leaks, injuries or damages resulting
from any water entry from any portion of the Building structure not a part of the Roofing System, including, but not limited to, deterioration of the roofing substrate, walls, mortarjoints, HVAC
units and all other non -Johns Manville materials and metal components. Moreover, the Building Owner is solely and absolutely responsible for any removal and/or replacement ofany
overburdens, super -strata or overlays, in any form whatsoever, as reasonably necessary to expose the Roofing System for inspection and/or repair.
This Guarantee becomes effective when (1) it is delivered to Owner; and (2) all bills for installation, materials, and services have been paid in full to the Approved Roofing contractor and to JM.
Until that time, this Guarantee is not in force, has no effect — and JM is under no obligation whatsoever to perform any servicestwork.
The Parties agree that any controversy or claims relating to this Guarantee shall be first submitted to mediation under the Construction Industry Arbitration and Mediation Rules of the American
Arbitrat:ion Association (Regular Track Procedures) or to such other mediation arrangement as the parties mutually agree. No court or other tribunal shall have jurisdiction until the mediation is
completed. In any action or proceeding brought against the Building Owner to enforce this Guarantee or to collect costs due hereunder, Johns Manville shall be entitled to recover its
reasonable costs, expenses and fees (including expert witness' fees) incurred in any such action or proceeding, including, without limitation, attorneys' fees and expenses, and the Building
Owner shall pay it.
TO THE FULLEST EXTENT PERMITTED BY LAW, JM DISCLAIMS ANY IMPLIED WARRANTY, INCLUDING THE WARRANTY OF MERCHANTABILITY AND THE WARRANTY OF
FITNESS FOR A PARTICULAR PURPOSE, AND LIMITS SUCH WARRANTY TO THE DURATION AND TO THE EXTENT OF THE EXPRESS WARRANTY CONTAINED IN THIS
GUARANTEE.
THE EXCLUSIVE RESPONSIBILITY AND LIABILITY OF JM UNDER THIS GUARANTEE IS TO MAKE REPAIRS NECESSARY TO MAINTAIN THE ROOFING SYSTEM IN A WATERTIGHT
CONDITION IN ACCORDANCE WITH THE OBLIGATIONS OF JM UNDER THIS GUARANTEE. JM AND ITS AFFILIATES WILL NOT BE LIABLE FOR ANY INCIDENTAL OR
CONSEQUENTIAL DAMAGES TO THE BUILDING STRUCTURE (UPON WHICH THE ROOFING SYSTEM IS AFFIXED) OR ITS CONTENTS AND OR OCCUPANTS, LOSS OF TIME OR
PROFITS OR ANY INCONVENIENCE, INJURY, JM SHALL NOT BE LIABLE FOR ANY CLAIM MADE AGAINST THE BUILDING OWNER BY ANY THIRD PARTY AND THE BUILDING
OWNER SHALL INDEMNIFY AND DEFEND JM AGAINST ANY CLAIM BROUGHT BY ANY THIRD PARTY AGAINST JM RELATING TO OR ARISING OUT OF THE ROOFING SYSTEM OR
JM'S OBLIGATIONS UNDER THIS GUARANTEE. JM AND ITS AFFILIATES SHALL NOT BE LIABLE FOR ANY DAMAGES WHICH ARE BASED UPON NEGLIGENCE, BREACH OF
WARRANTY, STRICT LIABILITY OR ANY OTHER THEORY OF LIABILITY OTHER THAN THE EXCLUSIVE LIABILITY SET FORTH IN THIS GUARANTEE. THIS GUARANTEE DOES NOT
COVER, AND EXPLICITLY EXCLUDES, ANY AND ALL INJURIES, CLAIMS AND/OR DAMAGES RESULTING, IN WHOLE OR IN PART, FROM ANY WATER ENTRY FROM ANY PORTION
OF THE BUILDING STRUCTURE INCLUDING, BUT NOT LIMITED TO, THE ROOFING SYSTEM.
No one is authorized to change, alter, or modify the provision of this Guarantee other than the Manager, Guarantee Services or authorized delegate. JM's delay or failure in enforcing the terms
and conditions contained in this Guarantee shall not operate as a waiver of such terms and conditions. This Guarantee is solely for the benefit of the Building Owner identified above and
Building Owners rights hereunder are not assignable. Upon sale or other transfer of the Building, Building Owner may request transfer of this Guarantee to the new owner, and JM may transfer
this Guarantee, in its sole and absolute discreton only after receiving satisfactory information and payment of a transfer fee, which must be paid no later than 30 days after the date of Building
ownership transfer.
In the event JM pays for repairs which are required due to the acts or omissions of others, JM shall be subrogated to all rights of recovery of the Building Owner to the extent ofthe amount of
the repairs.
Because JM does not practice Engineering or Architecture, neither the issuance of this Guarantee nor any review of the Building's construction or inspection of roof plans (or the Building's roof
deck) by JM representatives shall constitute any warranty by JM of such plans, specifications, and construction or in any way constitute an extension of the terms and conditions ofthis
Guarantee. Any roof inspections are solely for the benefit of JM.
JM does not supervise nor is it responsible for a roofing contractors work except to the extent stated herein, and roofing contractors are not agents of JM
'JOHNS MANVILLE ('JM") is a Delaware corporation with its principal mailing address at P.O. Box 5108, Denver, Colorado 80217-5108.
Qk,
By: Joseph Smith
Title: President Roofing Systems
All 4 pages must be present for guarantee number BNTI 57360506 to be valid Page 2 of 4
Addendum(s)
- None -
All 4 pages must be present for guarantee number BNT1 57360506 to be valid Page 3 of 4
Maintenance Program
In order to continue the coverage of this Guarantee, the following Maintenance Program must be implemented and followed:
1 . Building Owner must notify JM Guarantee Services Unit (see below) immediately upon discovery of the leak and in no event later than ten
(10) days after initial discovery of the leak, time being of the essence, Failure of the Building Owner to provide timely notice to JM Guarantee
Services of any leak is a material ground for termination of the Guarantee,
2. In response to timely notice, JM will arrange to inspect the Roofing System, and
(i) If, in JM's sole and absolute opinion, the leak(s) is/are the responsibility of JM under this Guarantee (see Limitations and
Exclusions), then JM will take prompt appropriate action to return the Roofing system to a watertight condition, or
(ii) If, in JM's sole and absolute opinion, the leak(s) is/are not the responsibility of JM under this Guarantee, then JM will advise the
Building Owner within a reasonable time of the minimum repairs that JM believes are requirRd to return the Roofing System to a
watertight condition. If the Building Owner, at his expense, promptly and timely makes such repairs to the Roofing System (time
being of the essence) then this Guarantee will remain in effect for the unexpired portion of its Term. Failure to make any of these
repairs in a timely and reasonable fashion will void any further obligation of JM under this Guarantee as to the damaged portion of
the Roofing System as well as any other areas of the Roofing System impacted by such failure.
3. In the event an emergency condition exists which requires immediate repair to avoid damage to the Building, its contents or occupants, then
Building Owner may make reasonable, essential temporary repairs. JM will reimburse Building Owner for those reasonable repair expenses
only to the extent such expenses would have been the responsibility of JM under the Guarantee.
There are a number of items not covered by this Guarantee that are the sole, exclusive responsibility of the Building Owner. In order to ensure that
your new roof will continue to perform its function and to continue JM's obligations under the Guarantee, you must examine and maintain these
items on a regular basis:
• Maintain a file for your records on this Roofing System, including, but not limited to, this Guarantee, invoices, and subsequent logs of all
inspections performed and repairs that are made to the Roofing System.
• Inspect your Roofing System at least semi-annually. This is best done in the spring, after the Roofing System has been exposed to the harsh
winter conditions, and, in the Fall after a long hot summer. It is also a good idea to examine the Roofing System for damage after severe
weather conditions such as hailstorms, heavy rains, high winds, etc.
• Since these types of Roofing Systems typically have a low slope, they are easily examined. However, care must be taken to prevent failing
and other accidents. JM expressly disclaims and assumes no liability for any inspections performed on the Roofing System.
When checking the Roofing System:
• Remove any debris such as leaves, small branches, dirt, rocks, etc. that have accumulated.
• Clean gutters, down spouts, drains and the surrounding areas. Make certain they allow water to flow off the Roofing System. Positive
drainage is essential.
• Examine all metal flashings and valleys for rust and damage that may have been caused by wind or traffic on the Roofing System, and make
certain they are well attached and seated. Any damaged, loose, or poorly sealed materials must be repaired by a JM Approved Roofing
Contractor only.
• Examine the areas that abut the Roofing System. Damaged masonry, poorly mounted counter flashing, loose caulking, bad mortar joints, and
any loose stone or tile coping can appear to be a membrane leak. Have these items repaired by a JM Approved Roofing Contractor if found to
be defective.
• Examine the edges of the Roofing System. Wind damage often occurs in these areas. Materials that have been lifted by the wind need to be
corrected by a JM Approved Roofing Contractor.
• Examine any roof top equipment such as air conditioners, evaporative coolers, antennas, etc. Make certain they do not move excessively or
cause a roof problem by leaking materials onto the Roofing System.
• Check the building exterior for settlement or. movement. Structural movement can cause cracks and other problems which in turn may lead to
leaks in your Roofing System.
• Examine protective coatings; any cracked, flaking, or blistered areas must be recoated.
Protecting your investment:
• Avoid unnecessary roof top traffic.
• If you allow equipment servicemen to go onto the Roofing System, advise them to be careful. Dropped tools, heavy equipment, etc. can
damage the membrane. Log all such trips to the Roofing System.
• Do not allow service personnel to make penetrations into the Roofing System; these are to be made only by a JM Approved Roofing
Contractor.
All the terms and conditions of this Guarantee shall be construed under the internal law of the state of Colorado without regard to its conflicts of law
principles. Invalidity or unenforceability of any provisions herein shall not affect the validity or enforceability of any other provision which shall
remain in full force and effect to the extent the main intent of the document is preserved.
This form is not to be copied or reproduced in any manner. This Guarantee is valid only in the United States of America
Guarantee Services
Mailing Address:
Shipping Address:
(800) 922-5922
Johns Manville.
Johns Manville
E-mail: gsu@jm.com
Guarantee Services
Guarantee Services
www.im.com/roofin-q
P.O. Box 625001
10 100 West Ute Avenue
Littleton, CO 80162-5001
Littleton, CO 80127
All 4 pages must be present for guarantee number BNT1 57360506 to be valid Page 4 of 4
Perform inspections at least twice a year or as
required by the guarantee. The ideal times to perform
inspections are at the end of winter and the end of
summer, when roofs have gone through the greatest
amount of thermal stress (inspecting your roof for any
trouble spots and to unclog drains in the spring and
fall is also a good idea).
Conduct additional inspections immediately after
unusual occurrences such as heavy rains, high winds,
hail, nearby fires, explosions, etc.
•
Keep a file of all records and inspection reports
relating to your roof.
•
Advise equipment service personnel to be careful
handling tools and heavy equipment on the roof.
Log all such trips to the roof.
•
Keep Your roof clean and free of debris and
contarninants.
Establish a rooftop control policy. Keep access
doors or hatches locked. Advise equipment service
personnel to be careful.
•
Keep root drains free of debris.
•
Allow unqualified personnel to maintain your roof.
•
Allow equipment service personnel to make
penetrations into Your roof; these are to be made
only by an approved roofing contractor
•
Power -wash your roof. You may cause unintended
A W
-w4owwwro, -W
damage!
•
Puncture the membrane.
•
Move heavy equipment across the roof.
Maintenance Checklist
To ensure the integrity of the roofing system, it is important to contact JIVII before any alterations are made. We encourage
all alterations and repairs to be completed by a JM Peak Advantage Contractor to ensure they meet the high standards
of JIVI and the requirements outlined in the guarantee.
Below is a checklist of things to look for while on your roof. Good roofing practice recommends these areas be inspected twice
annually to ensure the roofing system integrity.
Building Exterior
General Condition
Inspect all areas for signs of leeks and/or deterioration.
Walls
Inspect for deterioration, missing mortar and stains in walls indicating possible leaks.
Roof Edge —
A coping is a covering for the top of a wall that is exposed to weather. It is usually sloped to shed water to the roof.
Coping Caps or
Check for cracking, splits and mortar integrity. Replace any damaged, loose or cracked areas. Caulk joints if necessary.
Gravel Stop/Gutter
Fascia
Inspect all surfaces for signs of leaks and/or deterioration.
Building Interior
General Condition
Inspect all areas for signs of leaks and/or deterioration.
Walls
Inspect all surfaces for signs of leeks and/or deterioration.
Underside of Deck
Inspect for stains, discoloration, spalled or rusted surfaces.
Ceilings
Inspect for evidence of staining.
Field of Roof
General Condition
Remove any debris such as leaves, small branches, dirt rocks, etc. that have accumulated.
Surfacing
Minimize the amount of foot traffic on the roof whenever possible. Place walkway pads at roof entry areas and at
rooftop equipment access panels.
Laps
Inspect the condition of membrane laps, if applicable.
Drainage System
General Condition
Water should flow freely, unobstructed from the roof.
Gutters/Scuppers/Down
Remove any debris from inside and the surrounding areas.
Spouts/Drains
Make sure strainers and clamping rings are secure.
Perimeter/Flashings
General Condition Inspect attachment to make sure it remains watertight All metal work must be caulked and watertight
Only JM metal is covered by the JM Peak Advantage Guarantee.
Base Flashing Inspect for adequate fastening at top of the flashing. Check attachment to the substrate. Inspect vertical flashing
end laps and horizontal laps at membrane.
Counterflashing Ensure that the counterflashing is well secured. Periodically remove and replace caulking to ensure watertight
conditions. Only use commercial grade caulk suitable for rooftop application.
Roof Top Units
General Condition All roof penetrations are prone to leaks. All units should be installed using compatible roof materials and should be
properly flashed. Be sure to have a JM Peak Advantage contractor assist in the installation and flashing of new rooftop
equipment.
HVAC Check condensation lines for positive drainage. Ensure they are flowing freely to roof drains. Condensation lines should
rest on wood blocks or rubber supports and never directly on the roof surface. Ensure equipment is in good condition and
working properly. Install protection/walkpads around perimeter of equipment that requires periodic maintenance.
Equipment Supports: Properly support all heavy equipment on vertical curbs. All vertical curbs should be properly flashed and covered with
Satellite Dishes, Signs, a metal cap. Use protection/walkpads below all lightweight horizontal wood equipment supports.
Antennas, etc.
Lightning Protection Should not penetrate the roof surface. Ensure there are no overly loose or dangling cables.
Equipment Flashing Ensure equipment base flashings are secure, waterlight and counterflashed.
Penetrations
General Condition Do not allow exhaust fats, petroleum or other chemicals or contaminants directly onto the roof, Contact JM if any
chemicals or service fluids come into contact with the roofing system.
Pipes and Vents Inspectthe lap at membrane and vertical lap. Ensure that the top to the flashing is secured and caulked properly.
Penetration Pan/ An enclosure made of sheet metal, rubber or other material used to flash penetrations through a roof system.
Pitch Pocket Often a source of leaks. Must be topped -off annually with compatible sealer.
Expansion Joints A structural separation between two building elements that allows free movement between the elements without
damage to the building or roofing system. Check for excessive movement or deterioration. Check all end laps and
repair or replace lap splice as necessary. JM Expand -O -Flash expansion joints are covered under the terms of the
JIVI Peak Advantage Guarantee.
RS -7395 6-08 (New)
I im
NN 00 'W
a
tnew E0J.
W A T 2 A 0 f a a a A I IL W i 1W D
WILOROK 0 Professional Service Industries, Inc.
Report No: SIDF:07421806-45
3011 South Huson Street, Suite B
ls�ue No: I
Tacoma, WA 98421
Phone: (253) 589-1804
These test results apply only to the specific locations and materials
Fax: (253) 589-2136
noted and may not represent any other locations or elevations. This
report may not be reproduced, except in full, without written
permission by Professional Service Industries, Inc. If a non-
Special Inspection Daily Field Report
compliance appears on this report, to the extent that the reported
non-compliance impacts the project, the resolution is outside the
PSI scope of engagement.
Client: SEBCO, INC. CC:
4020 E MADISON STREET
#320
SEATTLE, WA 98112
Project: SEBCO DEVELOPMENT BLDG
TUKWILA
proved Signatory: Joshua Hemandez ranch Manager)
rDate
of Issue: 1002018
,General Details
Date: 10/2/2018 General Contractor: Poe Construction
Permits: Weather: 60F
Type of Inspection Performed
Reinforced Concrete structural masonry
High Strength Bolting Fireproofing
Reinforcing Steel soils
F1 Welding R_ Other
New Inspection Re -Inspection
I Standby Time: 0
Field Observations & Comments
f,-,] Special inspection EJ Continuous
Periodic
Location(s)/Item(s):
Roof Diaphragm 12-1 5/A -B, 13 -17/E -H, 10-1 3/G -H
Reference Details/Drawings:
S3.0
Remarks:
Verified diaphragm nailing of 15/32" Exposure 1 32/16 Span Rated OSB to framing with 2" x 0.135" nails to include
installation of 16 gauge drag straps
To the best of PSI's knowledge, the work inspected to the approved construction documents are:
Fa Conforming n Non -Conforming
Inspector: Douglas Brusoe Inspector Cert No.: 11081091
Jobsite Representative: Bob W at POE Construction
0 2000-2018 QESTLab by SpectraQEST.00rri Page 1 of I
. a a I
UIlLerWaK 0 Professional Service Industries, Inc,
Report No: SIDF:07421806-44
3011 South Huson Street, Suite 8
Issue No: I
Tacoma, WA 98421
P0 Phone: (253) 5MI 804
These test results apply only to the specific locations and materials
Fax: (253) 589-2136
noted and may not represent any other locations or elevations. This
report may not be reproduced, except in full, without written
permission by Professional Service Industries, Inc. If a non-
Special Inspection Daily Field-Repoft
compliance appears on this report, to the extent that the reported
non-compliance impacts the project, the resolution is outside the
PSI scope of engagement.
Client: SEBCO, INC. CC:
4020 E MADISON STREET
#320
SEATTLE, WA 98112
Project: SEBCO DEVELOPMENT BLDG
TUKWILA
Approveci Signatory: Joshua Remandez (Mranch lVanager)
DatA of Issue: 10/112018
i:General Details
Date: 10/1/2018 General Contractor: Poe Construction
Permits: Weather: 59F
Type of Inspection Performed
Reinforced Concrete Structural Masonry
El High Strength Bolting Fireproofing
Reinforcing Steel soils
Welding Other
New Inspection Re -Inspection
I Standby Time: 0
Field Observations & Comments
F/� special inspection continuous
Periodic
Location (s)/Item(s):
Welding D-1-1/1-5, G-1-1/5-17
Roof Diaphragm 1 -5/C -H, 5 -7/B -D
Reference DetailS/Drawings:
Welding B/S5-1, S6-0 Details F and M
Diaphragm S3-0
Remarks:
Welding of Bar Joist to ledger clips and Girders
Diaphragm nailing of 15/32 Exposure 1 32/16 Span Rated OSB to framing with 2" x 0. 135" nails, patterns per schedule
To the best of PSI's knowledge, the work inspected to the approved construction documents are:
F/ Conforming n Non -Conforming
Inspector: Douglas Brusoe Inspector Cort No.: 11081091
Jobsite Representative: Bob W at Poe Construction
0 2000-2018 QESTLab by SpectraCIEST.corn Page 1 of 1
tnrcerECM 0 Professional Service Industries, Inc,
Report No: SIDF:07421806-40
3011 South Huson Street, Suite B
Issue No: 1
Tacoma, WA 98421
Phone: (253) 589-1804
These test results apply only to the specific locations and materials
Fax: (253) 589-2136
noted and may not represent any other locations or elevations. This
report may not be reproduced, except in full, without written
permission by Professional Service Industries, Inc. If a non-
Special Inspection Daily Field Repoft
compliance appears on this report, to the extent that the reported
non-compliance impacts the project, the resolution is outside the
PSI scope of engagement.
Client: SEBCO, INC. CC:
4020 E MADISON STREET
#320
SEATTLE, VVA 98112
Project: SEBCO DEVELOPMENT BLDG
TUKWILA
Approved Signatory: Joshua Hemandez (Branch Manager)
Date of Issue: 9/10/2018
�General Details
Date: 9/7/2018 General Contractor: Poe Construction
Permits: D16-0332 Weather: Partly Cloudy/70's
Type of Inspection Performed
Reinforced Concrete F-1 structural masonry High Strength Bolting Fireproofing
Reinforcing Steel 0 soils Welding Other
New Inspection Re -Inspection
Standby Time:
Field Observations & Comments
R special inspection continuous Periodic
Location(s)/Item(s):
Roof/Sheathing Nailing
Reference Details/Drawings:
S3-0,Revision 3, 5-29-18/Roof Diaphragm Nailing Diagram
Remarks:
The roof nailing at Grids B thru H/5 thru 9 are completed and acceptable. (Additional areas are completed as indicated on
a drawing in the office trailer with Bob. No additional complete Grids are completed.)
To the best of PSI's knowledge, the work inspected to the approved construction documents are:
F/ Conforming E] Non -Conforming
Inspector: Kenneth Sutter Inspector Cert No.: 07020351
1 Jobsite Representative: Bob
0 2000-2018 QESTLab by SpectraQEST.corn Page 1 of 1
PROJECT NAME: S P- 5v 1 6% PERMIT NO:
SITEADDRESS: ORIGINAL ISSUE DATE:
REVISION LOG
REVISION
NO.
DATE RECEIVED STAFF
INITIALS
ISSUED DATE
STAFF
INITIALS
I
to -(60
Lk) -7-��—i
UA --
Summary of Revision:
.1 1 4�, -
Receivedby: Q)—�44, 0A =\,1y(k1-A4
REVISION
NO.
DATE RECEIVED
STAFF ISSUED DATE
INITIALS
STAFF
INITIALS
--�3
to -(60
Lk) -7-��—i
W
Summary of Revision: mA4-'vjq e v �4 Y1 6 (05 414
Af
.1 1 4�, -
Received b�,�
(pleasie—print)
REVISION
NO.
DATE RECEIVED
STAFF
INITIALS
ISSUED DATE STAFF
INITIAJLS
--�3
-
W
- I.
-
mary of Revision:
Sum h�xa+p -) na�" C�u U S at" (a �&c Jae!
4-6 so;A^�p�j ()I Lo+f t/ .1 1 -
- V IS:
1 0 Received by-, INUttA-/-� I
(please print)
REVISION DATE RECEIVED
NO.
STAFF
INITIALS
ISSUED DATE
STAFF
INITIALS
STAFF
INITIALS
Summary of Revision:
Received by:
(please print)
REVISION
NO.
DATE RECEIVED
STAFF
INITIALS
ISSUED DATE
STAFF
INITIALS
Summary of Revision:
Received by:
(please print)
REVISION
NO.
DATE RECEIVED
STAFF
INITIALS
ISSUED DATE
STAFF
INITIALS
Summary of Revision:
Received by:
(please print)
CITY OF SEATTLE — SEATTLE PUBLIC UTILITIES
PERMIT AGREEMENT
File # 305423
THIS PERMIT AGREEMENT ("Permit") is entered into by and between The City of Seattle, a
municipal corporation of the State of Washington, acting through and by Seattle Public Utilities (the
4(city" or "SPU") and SEBCO (the "Permittee").
RECITALS
WHEREAS, SPU owns mi fee the West Seattle Pipeline right-of-way, as further described in
Section 1. 1. (the "Property"); and
WHEREAS, Permittee has requested the use of SPU Property for landscaping and an irrigation
system; and
WHEREAS, SPU is willing to a] low such use of the Property by Permittee, under the terms and
conditions listed herein:
1. PERMITTED USE:
1. 1. Grant. The City grants to Permittee limited and nonexclusive permission to use the real
property (the "Property") described below solely for the pen-nitted use presented in Section 1.2.
Unpaved portion of King County tax parcel 032304-9065 west of East Marginal Way South,
east of a line approximately 450 feet west of the eastern boundary of East Marginal Way
South and north of S I I 2th St. Displayed in engineering drawing attached as Exhibit A.
1.2. Permitted Use. The City permits Permittee to use the Property for landscaping and installation
of irrigation system with the restrictions that (1) nothing will be placed over SPU's 48 -inch
diameter West Seattle Pipeline or other SPU infrastructure and (2) no major vibration -inducing
activities will occur. SPU's primary concern is the preservation of the City's infrastructure.
1.3. Limitations on Use and Changes to Approved Use, Permittee's use of the Property is limited to
what SPU approves in this permit. Any and all changes to approved uses must be approved by
SPU and included within a signed addendum to this permit.
1.4. Non-exclusive Use. This Permit is subject to existing rights, if any, of other parties. The use
herein granted to Pennittee shall be non-exclusive and SPU reserves to itself, its successors and
assigns the right to use the Property for any purpose and grant other pen -nits, which shall not
unreasonably conflict with Pen-nittee's intended use. Permittee shall not interfere with access
or use by other such authorized parties.
1,5. Suitability of Use. Permittee understands and agrees that SPU makes no representations to the
suitability of the Property for the Permittee's purposes and use. D 16ap CY339
Page I FILE
2. EFFECTIVES DATE/TERM:
2. 1. Effective Date. This Permit shall be effective when signed by both parties (Effective Date),
subject to the terms of Section 2.2,
2.2. Permit Validitv. This Permit is not valid until signed by an authorized representative for
Permittee and counter -signed by the Division Manager of SPU Real Property Services,
3, PERMIT FEES:
3. 1. Fee amount. As of the Bfketive Paw, and- en t-h-e—an-nivefsafy ef the Effer.6ye Date fer- the t
ef the Pefmit, Pefmiaee shall pay a permit fee ("PeFmit Fee") whieh shall be the sum ef an
;MV41-3-Al 1 -1 -se f-ee and m annual adwkistfa4ive fee, as delineated in 9?d�ibit A,wl�eh will be
updated peF par-agmph 3.2.- Annual permit fee for the use of SPU's property is waived.
SEBCO's landscape maintenance will provide a mutual and off -setting benefit to SPU as it
relieves SPU's Operations staff of the responsibility for landscape maintenance at this site.
3-2- Fee adjustment. SPU will 4tist afmoally the Pem4t Fee on the amiver-sal-y of the gff�eetiy
Date ef the pewnit for- anyapdates to published stffiWard pfieing er- ttpdefts te the assessed
p r-ep ", ,,alues t* s ed in the e- a le-, u la 6 A-;; A- f- th e P enni t Fe @- Ghanges te MJ US; A. approved
by SPU may alse r-esak in a fee adjustment at the tifne ef appfeval ef the ehaege by SPU. The
annual permit fee is waived. See Section 3. 1.
3.3. Taxes. Permittee shall be liable for all taxes deemed by the King County, the State of
Washington, or Other taxing entity responsible thereof. created by this permit and/or due as a
result of Permittee's use of the Property or any improvements, or personal property placed
upon it. These taxes may include, but are not limited to, the Leasehold Excise Tax that, if
applicable, will be collected for the State of Washington by SPU together with the Permit Fee.
4. SPECIAL TERMS and CONDITIONS:
4. 1. Installation of the landscaping and irrigation system will conform to the Engineering Plans
attached as Exhibit A. Changes to this installation must be approved in advance by Ryan
Manning,SPU Ryati-Matiiiiiii.,,(ei,,Seattle.�,,o%lor(206)684-0127).
4.2. Nothing will be placed over SPU's 48 -inch diameter West Seattle Pipeline or other SPU
infrastructure and no major vibration -inducing activities will occur.
5. MAINTENANCE OF PROPERTY AND PERMITTEE OPERATIONS:
5. 1. Pennittee oblip-ations. Permittee is responsible for limiting the activities on the Property to
those approved in this Petm�it and assures appropriate and continuous monitoring of such
activities.
5.2. Maintenance of Prope .
5.2. 1. Permittee will operate and maintain the Property in a clean, safe, and orderly condition at
all times. Permittee will not allow Hazardous Substances to be released into the
environment on the Property, and shall not use pesticides, herbicides, or other weed-
killiniz substances on the property.
Page 2
5.2.2. SPU is under no obligation to maintain or assume any costs associated with maintaining
the Property for the benefit of Permittee.
5.3. Permittee Facilities and Improvements.
5.3. 1. Permittee will be responsible for constructing, operating, maintaining and repairing its
own facilities and for conducting its own activities at its own expense, including repairs
that may be caused by SPU's operation, management, or control of the property.
5.3.2. Any property improvements or installation of structures proposed by Permittee must be
pre -approved in writing by SPU. SPU will review and approve any designs for allowable
structures or improvements, or plans for allowable activities, and may require that the
design or plans include preventative measures to protect water quality in utility systems,
receiving waters, or other sensitive areas, as well as the security and physical integrity of
the utility property, The preventative measures may include but are not limited to denial
of certain structures or activities, adjustments or corrections to designs or plans, and
specific ongoing monitoring and oversight.
5.3.3. New structures approved by SPU after the Effective Date of the Permit may result in an
increase in the Pen -nit Fee.
5.3.4. Pen-nittee's placement of any improvements or personal property in the Permit Area shall
be at Permittee's sole risk, and Pen-nittee hereby releases City from any claims for loss or
damage to Permittee's property in the Pen -nit Area. SPU is not responsible in any way for
damage to the Pen-nittee's improvements within the Permit Area, including damage by
SPU.
5.3.5. During the term of the Permit and upon notification by SPU, Pen-nittee, at the Permittee's
sole expense, will be responsible for relocating or removing any of its permitted structures
or improvements. SPU may also require Permittee to pay SPU for installation, relocation
or removal of improvements to protect SPU property from the permitted use or for any
increased maintenance or operational costs incurred by SPU that are caused by the
permitted use. If agreed to by SPU, Permittee may directly perform the maintenance or
operational work.
5.3.6. Pen-nittee agrees, upon being billed by SPU, to pay for any increase in SPU's actual,
reasonable costs incurred for installing, replacing or repairing SPU s pipelines or other
City improvements resulting from the existence of Permittee's facilities or improvements.
5.4. Heaw Eguipment and excavations.
5.4. 1. Permittee -agrees that during any construction, operation or maintenance of said permitted
use, (1) no heavy equipment shall be used or (2) excavations conducted without
pen-nission of SPU.
5.4.2. Permittee will not cross the Property with any load in excess of King County gross
vehicle weight loading standards.
Page 3
6. SPU ACCESS AND OPERATIONS:
6.1. SPU Access. SPU will at all times have free access to the Property for the operation,
maintenance and repair of its pipeline or facilities or for any other purpose. If SPU, in its
discretion, desires to undertake activities on the Property that may impact the operation of the
permitted use, SPU will endeavor to give Permittee reasonable notice under the circumstances,
6.2. Closure of Property. SPU may close the Property at times for the installation, repair or
replacement of its pipelines or facilities, or to make other improvements. Permittee shall not be
entitled to payment for damages for any loss of use of the Property during such operation,
maintenance, and repair; except for return of a prepaid Permit Fee covering the time Permittee
was not allowed use of the Property.
7. TERMINATION:
7. 1. Termination without Cause. This Permit may be terminated upon thirty (30) days' notice by
either SPU or Permitlee.
7.2. Terrr�nation for Permit Violation. SPU may revoke Permittee's use immediately for any
violations of Permit conditions and requirements that are not corrected by the Permittee within
a reasonable time frame pursuant to Section 8.4.
7.3. Prepaid Permit Fees, Upon revocation by either party, SPU will refund any prepaid Annual
Permit Fee to Pen-nittee for periods extending beyond the termination of this agreement.
7.4. Permittee Obligations. At the expiration or termination of this Permit, Pen-nittee agrees to quit
and surrender the Property in as good state or condition as now exists. Upon the written request
of SPU, Pen-nittee agrees to remove from said Property all property of Permittee, and to restore
that portion of the Property affected by Permittee's facilities to a condition at least equal to that
existing prior to the construction of said Permittee facilities, including removal of any
Hazardous Substances on the Property, all subject to the approval of SPU.
8. INSURANCE:
8. 1. MINIMUM COVERAGES AND LIMITS OF LIABILITY. Prior to the commencement of
use of Premises pursuant to this Permit and at all times during the effective date of this
Permit, Permittee shall maintain continuously, at its own expense, minimum insurance
coverages and limits of liability as specified below:
8. 1. 1. Commercial General Liability (CGL) written on an occurrence form at least as broad
as ISO CG 00 01, with Minimum Limits of Liability:
$ 1,000,000 per Occurrence
$2,000,000 General Aggregate
$ 1,000,000 Products/Completed Operations Aggregate
$1,000,000 Personal/Advertising Injury Liability
Employers Liability / Washington Stop
$ 1,000,000 Each Accident / Each Disease / Policy Limit
Alternatively, may be evidenced as Employer's Liability insurance under Part B of a
Workers Compensation insurance policy.
Page 4
"Claims Made" and "Modified Occurrence" policy forms are not acceptable.
8.1.2. Worker's Compensation for industrial injury to Service Provider's employees in
accordance with the provisions of Title 5 1 of the Revised Code of Washington
8.2. CITY AS ADDITIONAL INSURED. The City of Seattle shall be included as an additional
insured under CGL insurance as applicable for primary and non-contributory limits of
liability,
8.3. LIMITS OF INSURANCE COVERAGE. The limits of liability described above are
minimum limits of liability only. Regardless of provisions to the contrary under the terms of
any insurance policy maintained by Permittee, the specification of any such minimum limits
shall neither be (1) intended to establish a maximum limit of liability to be maintained by
Permittee regarding this Permit, nor (2) construed as limiting the liability of any of
Permittee's insurers, which must continue to be governed by the stated limits of liability of
the relevant insurance policies.
8.4. NOTICE OF CANCELLATION. Evidence of not less than 30 (thirty) days prior written
notice of cancellation by insurer shall be provided, except 10 (ten) days as respects
cancellation for non-payment of premium.
8.5. EVIDENCE OF -INSURANCE. Prior to commencing any of the activities approved by a
permit, the applicant, at no expense to the City, shall provide all of the following evidence of
insurance:
8.S. 1. A Certificate of Insurance showing the policy number, effective dates and limits of
liability.
8.5.2. An Additional Insured Endorsement designating the "City of Seattle" as an additional
insured for governmental permitting under an ISO form CG 2012 or CG 2026 or
equivalent or blanket policy wording. The endorsement must include the policy
number.
8.5.3. The Certificate Holder for notice of cancellation purposes: (City of Seattle -SPU, Attn:
Pree Carpenter, 700 5�' Ave, Suite 4900, Seattle, WA, 98124)
8.5.4. Send Insurance Certification to: prec.carpcnter(a scattIC."ov.
al
9. GENERAL CONDITIONS
9-t. Co liance with ADDlicable Laws and Rearulations
9. 1. 1. Permittee shall comply with all applicable federal, state, and local laws, ordinances,
codes, rules and regulations, including but not limited to health, safety and environmental
laws.
9.1.2. During the term of this Permit, the Pen-nittee agrees to not cause or permit SPU's property
to become contaminated with any Hazardous Substances or Pollutants. Upon notice or
discovery of any release of any Hazardous Substance or Pollutants caused by the
Perm�ittee to occur upon SPU property, the Permittee shall, at its own costs, immediately
take all necessary steps to respond to, and clean up the same and restore the Property to its
pre-existing condition in accordance with applicable Environmental Laws and
Page _5
Requirements. The Pen-nittee shall report any such release, to SPU within 24 hours of
discovery.
9.2. Indemnification. Permittee shall indemnify the City as follows:
9.2. L Permittee shall release, defend, indemnify and hold harmless the City and its officials,
employee& agents, licensees, contractors, consultants and representatives (collectively,
the "Indemnitees") from and against any and all claims, liens, demands, actions, costs,
losses, expenses, harm, damages, and liability of any kind or character (collectively,
"Claims"), including any damage or injury to any person or property, asserted or arising
from, on account of, caused by, or in any way related to (i) Pen-nittee's exercise of its
rights or obligations under this Permit Agreement, (ii) the acts or omissions of Pen-nittee
or Permittee's employees, agents, consultants, contractors, representatives, or licensees in
or upon the Property, or (iii) the existence of, damage to, or failure of any of Permittee's
improvements both on and off the Property; provided, however, nothing herein shall
require Permittee - to so indemnify and hold harniless the Indemnitees firom Claims arising
out of any damage or injury to any person or property to the extent caused by or resulting
from the Indemnite& negligence.
9.2.2. As between the parties and solely for the purpose of effectuating the indemnities
contained in this Section 9.2, Pennittee specifically and expressly waives, with respect to
the Indemnitees, its immunity and limitation, defense or protection on liability that may be
granted to it under any industrial insurance legislation, including but not limited to, the
Washington State Industrial Insurance Act, Revised Code of Washington Title 51 or any
other industrial insurance, workers' compensation or similar laws of the State of
Washington. This section shall not be interpreted or construed as a waiver of Pennittee's
right to assert any such immunity, defense or protection directly against any of its own
employees or such employee's estate or other representatives. Permittee acknowledges
that this Section 9.2 was specifically entered into after mutual negotiation.
9.2.3. The Indemnifications set forth in this agreement shall survive the expiration or earlier
termination of this Permit.
9.3. Dama2es. Permittee will correct at its expense any damages to SPU's utility system.
, property
or facilities that arise out of the permitted use within the time frame stipulated in Section 9.4. If
Permittee has not corTected or made an acceptable agreement with SPU to correct any
condition caused by Permittee within the stipulated timeframe, SPU, in its sole discretion, may
revoke this permit pursuant to Section 7.2 or SPU may perform any required work, and all
reasonable costs incurred will be billed to Permittee. SPU may act immediately for conditions
which pose a threat to public health, safety or the environment. Permittee agrees to pay such
bills in a timely manner.
9.4. Permit Violations and Remedies. If Permittee violates the terms or requirements of this Permit,
Pen-nittee will have fourteen (14) days after receipt of notice of violation to cure the specified
violation. If cure cannot be accomplished within such fourteen -day period, SPU may grant
Pen-nittee a longer period as is reasonably necessary to effect such cure, so long as such cure
has been commenced within such fourteen -day period and is being diligently pursued.
Page 6
9.5. Temporary and Revocable Use. Pen-nittee's use of the Property is revocable upon 30 -days
written notice and does not grant or convey any permanent property rights or change SPU
rights in any way.
9.6. Other Permits. This Permit shall not be construed to replace or to be used in lieu of any other
permit or licenses that may be required, granted or supervised by any other agency or
subdivision of government.
9.7. Actions of Other Parties. The Permittee expressly agrees that the actions of its employees,
contractors, agents, invitees, or licensees of the Pen, mittee are considered to be the sarn. e as if
perfon-ned or caused by the Permittee.
9.8. Assignabili1y of Permit. This Permit is not transferable or assignable without the written
approval of SPU.
9.9. Emerizency Conditions. In the event of an emergency condition that presents an immediate
threat to life or property on or near the Property, Permittee may take immediate, reasonable
actions to remove or reduce the immediate threat; provided, however that Peim�ittee must (1)
provide SPU with notice of such actions as soon as practicable under the scenario, (2) seek
input from and coordinate with SPU at all reasonable junctures during any response to the
immediate threat and any subsequent remedial action, and (3) remain responsible for any and
all damage, including restoring the Permit Areas to the same or better condition after such
remedial actions are completed and the threat has been resolved.
10. CONTACTS:
10.1. SPU EmLrgency contact:
24-hour Emergency Number
Operations Response Center (ORC)
10.2. SPU Contact, other puEposes:
Pree Carpenter
Sr Real Property Agent
Seattle Public Utilities: Facilities and Real Property Services
PO Box 34018
Seattle WA 98124-4018
10.3. Permittee Contact:
Permittee Name 'SF:&/0' T4u
Street Address _��20 e�F, lqPW6�011 5/4 *�012
City, WA Zip _=Sfq�& W �Z—
A. 9Fl
Page 7
(206) 386-1800, Ext 3
Phone:
Fax: 206-615-1215
Contact:.Z� &1.5i'Ammr
Phone: c4ll —32-3 — ��r�7
Cell phone: �;'� -'77P 1
Email: e �4,-cMr�,,cM
PROVIDED, that the City does not waive or subordinate any of the rights and privileges granted to
the City.
THIS AGREEMENT is entered into by and between the CITY OF SEATTLE, a municipal
corporation of the State of Washington acting through and by Seattle Public Utilities and SEBCO,
Inc.
ACCEPTED BY SEBC0. Inc
Printed(Name
Wit
Title
C�
Date
APPROVED BY SEATTLE PUBLIC UTILITIES
Thomas A. Fawthrop, Acting Division Manager Date
Real Property Services
Page 8
Exhibit A (4 pages)
k.A
0-
77
m
m -.7 L
-7
L1040
Page 9
lox
A' I�Z
L-2
Page 10
0,7110 1 1� T
IMP 1, �.,
Vill"Hi
L-4
Page I I
Joanna Spencer
From: Jay Blasingame <jayb@sebcoinc.com>
Sent: Friday, February 22, 2019 4:37 PM
To: Joanna Spencer
Cc: 'dkehle@dkehlearch.com'; Jay Ayers
Subject: 11060 Tukwila Int'l Blvd
Attachments: Sea Public Utilities - Permit Agree - fully signed 2-22-19.pdf
Joanna,
See the attached fully signed agreement with SPU that resolves the landscape issue on their property. Dave Kehle and I
will call you at 9am Monday to discuss this, other landscape issues, and the final details to insure permits are signed off
by mid -week, with a C of 0 to be issue immediately thereafter.
Jay Blasingame, VP
SEBCO, Inc.
206-323-9507
CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links
from an unknown or suspicious origin.
PERMIT GOORD COPY "
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D16-0332 DATE: 02/13/19
PROJECT NAME: SHELL BUILDING
SITE ADDRESS: 11060 TUKWILA INT'L BLVD
Original Plan Submittal Revision # before Permit Issued
—1– Response to Correction Letter # 1 REV #3 Revision # after Permit Issued
DEPAKIMEN115:
N) NP
Build' ing Divis9i% Fire Prevention El Planning Division
)31� Mb �p (q
Public Works Structural 0 Permit Coordinator El
PRELIMINARY REVIEW: DATE: 02/14/19
Not Applicable 0
(no approvallreview required)
REVIEWER'S INITIALS:
APPROVALS OR CORRECTIONS:
Structural Review Required 11
DATE:
DUE DATE: 03/14/19
Approved 1:1 Approved with Conditions El
Corrections Required El
(corrections entered in Reviews)
Notation4- ulmtw (-.
REVIEWER'S INITIALS:
Denied El
(ie: Zoning Issues)
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg Fire PIng El PW El Staff Initials:
12/18/2013
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D16-0332
PROJECT NAME: SHELL BUILDING
DATE: 01/09/19
SITE ADDRESS: 11060 TUKWILA INTERNATIONAL BLVD
- Original Plan Submittal
Response to Correction Letter #
Revision # before Permit Issued
X Revision # 3 after Pen -nit Issued
DEPARTMENTS
I Iq AM
ki 1 0 1 M Ayf
Buildi rDivision Fire Prevention Planning Division
Public Works Structural Permit Coordinator
MELIMINARY REVIEW: DATE: 01/10/19
Not Applicable F
(no approvallreview required)
REVIEWER'S INITIALS:
Structural Review Required 1-1
DATE:
APPROVALS OR CORRECTIONS: DUE DATE: 02/07/19
Approved Approved with Conditions F-1
Corrections Required F-1
(corrections entered in Reviews)
Notation:
REVIEWER'S INITIALS:
Denied
(ie: Zoning Issues)
I D3.61#118
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg 0 Fire El Ping El PW Staff Initials:
12/18/2013
f
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D16-0332 DATE: 06/06/18
PROJECT NAME: SHELL BUILDING
SITE ADDRESS: 11060 TUKWILA INTERNATIONAL BLVD
- Original Plan Submittal Revision 4 before Pen -nit Issued
Response to Correction Letter # X Revision # 2 after Permit Issued
DEPARTMENTS:
W 0 Oml I d
Building Division
Public It �11A
PRELIMINARY REVIEW:
Not Applicable 1-1
(no approvallreview required)
REVIEWER'S INITIALS:
APPROVALS OR CORRECTIONS:
Approved M
Corrections Required F-1
(corrections entered in Reviews)
Notation:
REVIEWER'S INITIALS:
AtA
Fire Prevention
Structural 1:1
MA-f-�
Planning Division
Permit Coordinator a
DATE: 06/07/18
Structural Review Required
DATE:
DUE DATE: 07/05/18
Approved with Conditions F-1
Denied EJ
(ie.- Zoning Issues)
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg El Fire El Plng El PW Staff Initials:
12/19/2013
PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D16-0332
PROJECT NAME: SHELL BUILDING
DATE: 03/06/18
SITE ADDRESS: 11060 TUKWILA INTERNATIONAL BLVD
- Original Plan Submittal Revision # before Permit Issued
X Response to Correction Letter 2 Revision # after Permit Issued
DEPARTMENTS:
MA,�D "
but ld inrDivisiAklill Fire Prevention Planning Division
�� Au)(- Z-106
Public Works % Structural Permit Coordinator
PRELIMINARY REVIEW: DATE: 03/08/18
Not Applicable F-1 Structural Review Required
(no approvallreview required)
REVIEWER'S INITIALS:
DATE:
APPROVALS OR CORRECTIONS: DUE DATE: 04/05/18
Approved El Approved with Conditions 0
Corrections Required 1-1
(corrections entered in Reviews)
Notation:
REVIEWER'S INITIALS:
Denied El
(ie.- Zoning Issues)
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg E] Fire Plng PW E] Staff Initials:
12/18f2013
- PERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D16-0332 DATE: 01/19/18.
PROJECT NAME: SHELL BUILDING
SITE ADDRESS: 11060 TUKWILA INTERNATIONAL BLVD
- Original Plan Submittal X Revision # 1 before Permit Issued
Response to Correction Letter # Revision # after Pen -nit Issued
DEPARTMENTS:
)kT M 4A N//,� t—��O t4., j� AW c -9--, 3-10
Building Division Fire Prevention Planning Division r
A14
Public Works Structural Pen -nit Coordinator
PRELIMINARY REVIEW: DATE: 01/23/18
Not Applicable F-1 Structural Review Required
(no approvallreview required)
REVIEWER'S INITIALS: DATE:
APPROVALS OR CORRECTIONS: DUE DATE: 02/20/18
Approved
x
Corrections Required F-1
(corrections entered in Reviews)
Notation:
REVIEWER'S INITIALS:
Approved with Conditions �Q
Denied F]
(ie: Zoning Issues)
DATE:
'Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg El Fire [:1 PIng El PW [:1 Staff Initials:
12/1812013
""ERMIT COORD COPY
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D16-0332 DATE: 01/12/18
PROJECT NAME: SHELL BUILDING
SITEADDRESS: 11060 TUKWILA INTA BLVD
Original Plan Submittal
X Response to Correction Letter # I _
DEPARTMENTS:
A-
A Auc 1-�q-tg
Vuli ding Division
P ac � ore �,
PRELIMINARY REVIEW:
Not Applicable El
(no approvallreview required)
REVIEWER -S INITIALS:
APPROVALS OR CORRECTIONS:
Approved E]
Corrections Required El
(corrections entered in Reviews)
Notation:
REVIEWER -5 INITIALS:
Revision #
Revision #
AA ft(.' I -2--b-t 6
Fire Prevention Is
Structural El
before Permit Issued
after Permit Issued
rAay -B AA
Planning Division
Permit Coordinator 0
DATE: 01/16/18
Structural Review Required
DATE:
DUE DATE: 02/13/18
Approved with Conditions El
Denied El
(ie: Zoning Issues)
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg Fire Plng PW Staff Initials:
12/18/2013
'ERMIT "'OORD COPY
I U
PLAN REVIEW/ROUTING SLIP
PERMIT NUMBER: D16-0332
PROJECT NAME: SHELL BUILDING
DATE: 12/09/16 1
SITE ADDRESS: 11060 TUKWILA INTT BLVD
X Original Plan Subn-:tittal
Response to Correction Letter #
DEPARTMENTS:
Building Division
&S cow
Public Works
PRELIMINARY REVIEW:
Not Applicable F-1 '
(no approvallreview required)
REVIEWER'S INITIALS:
Revision # before Permit Issued
Revision # after Permit Issued
AA cowzI
Fire Prevention
FM Pffl 1�1,x
tructural
a W/p�to
Planning Division Im
Permit Coordinator 1:1
DATE: 12/13/16
Structural Review Required
DATE:
APPROVALS OR CORRECTIONS: DUE DATE: 01/10/17
Approved 1:1 Approved with Conditions 1-1
Corrections Required
(corrections entered in Reviews)
Notation:
REVIEWER'S INITIALS:
Denied El
(ie: Zoning Issues)
DATE:
Permit Center Use Only
CORRECTION LETTER MAILED:
Departments issued corrections: Bldg Fjre�8/ Ping �N— PW er Staff Initials:
INK
12/18/2013
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Web site: hltp://www.TukwilaWA.go
REVISION
SUBMITTAL
Revision submittals must be submitted in person at the Permit Center.
Revisions will not be accepted through the mailfax, etc.
Date: 9z 0*1 Plan Check/Permit Number:
F� Response to Incomplete Letter #
Response to Correction Letter # — I
Revision # 3 after Permit is Issued
Fj Revision requested by a City Building Inspector or Plans Examiner
r-1 Deferred Submittal #
Project Name: SHELL BUILDING
D16-0332
Project Address: 11060 TUKWILA INTERNATIONAL BLVD
Contact Person: 61�� Phone Number: _8MI
Summary of Revision:
0104
I RECEIVED
CITY OF TUKWILA
FEB 0 6 2019
-PERMIT Cr_NTER
Sheet Number(s): to �q Vey
"Cloud" or highlight all areas of revision includ:ing adate oyf r visio
Received at the City of Tukwila Permit Center by:
ZR—Entered in TRAKiT on
W:\Permit Center (Rachelle)\Foms\Permit Center Documents (Word)\Revision Submittal Form.doc
Revised: August 2015
City of Tukwl*.l.n Steven M. Mullet, Mayor
Department of Community Development Steve Lancaster, Director
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Fax; 206-431-3665
Web site: hgp.-11Www.ci-tukwi1a.iva.
REVISION SUBMITTAL
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fax, eta
&-2 LJ a - -
Date: _ _� [I ___ Plan Check/Permit Number: f2 3 Z— ":—:� W 6 1- L
Response to incomplete Letter #
Response to Correction Letter #
Revision #3 after Permit is Issued
F� Revision requested by a City Building Inspector or Plans Examiner
Project Name:
Project Addre
Contact Perso
Sheet Number(s): �M[ Y -j6 I
"Cloud" or highlighi all areas of
inclu'ding date of revisio
0
Received at the City of Tukwila Permit Center by:
tR' Entered in Permits Plus on
%applicationslforms-applications on linekrevision submittal
Created: 8-13-2004
Revised:
City of Tukwila Steven M. Mullet, Mayor
Department of Community Development Steve Lancaster, Director
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Fax-. 206-431-3665
Website: ht(p:llwww,c tukwila.iva.us
REVISION SUBMITTAL
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fav, etc.
Date: -AM6, Plan Check/Permit Number:
F-� Response to Incomplete Letter #
: K
;N -V4
Response to Correction Letter # —
Revision # I— after Permit is Issued
CITY OF TUKWILA
JUN 0 6 2013
Revision requested by a City Building Inspector or Plans Examiner PERMIT CENTER
Project
Project
Contact Person PhoneNumber: 149 -A -3-3-b941
Summary of Revision:
Sheet Number(s): 'L�- 0 ---- =z !2:5
"Cloud" or highlight aft areas of revision including date ofn
Received at the City of Tuk-wila Permit Center by: A. U�)
E�- Entered in Permits Plus on O� �0 � �/ k
�applications\formi-appi-ications on fineVrevision submittal
Created: 8-13-2004
Revised:
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Web site: b–q://www.TukwilaWA.gov
REVISION
SUBMITTAL
Revision submittals must be submitted in person at the Permit Center.
Revisions will not be accepted through the mail, fax, etc.
Date: 0A 190 Plan ChecWPermit Number: D16-0332
I
F� Response to Incomplete Letter #
E Response to Correction Letter # 2
F1 Revision # after Permit is Issued
F] Revision requested by a City Building Inspector or Plans Examiner
F-1 Deferred Submittal #
Project Name: SHELL BUILDING
Project Address: 11060 TUKWILA INT'L BLVD
11�
Contact Person: 3ftr) Phone Number: IN 4-3 3 -bqa4-::-
W
Summary of Revision:
J-4—:7, J-- 1119034ki
Sheet Number(s): -L WVJtTh!R.Jh4t4 YX.,U Z� U(TtkQ6EW4 Y—Apmrr
a
"Cloud" or highlight all areas of revision'includiAg date of revision
Received at the City of Tukwila Permit Center by: �,�A
10— Entered in TRAKiT on
H \Saved Docs\Revision Submittal Form.doc
Revi sed: August 2015
I i '
City of Tukwila
Department of Community Development
63 00 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Web site: htU2://www.TukwilaWA.gov
REVISION
SUBMITTAL
Revision submittals must be submitted in person at the.Permit Center.
Revisions will not be accepted through the mail, fax, etc.
Date: 1/18/2018 Plan Check/Permit Number: Building Permit D16-0332
F-1 Response to Incomplete Letter #
r-1 Response to Correction Letter #
Rx Revision # after Perm!Lis-4s9u'eda (Lw f
Revision requested by a City Building Inspector or Plans Examiner
Deferred Submittal #
Project Name: 11000 Building - SEBCO
Project Address: 11060 Tukwila International BLVD
Contact Person: Ryan Thamm PhoneNumber: 206.223.1732
Summary of Revision: 206.612.7196
Deferred submittal for Ground Improvement/Soil Amendment (Stone Columns)
by Hayward Baker, Inc.
Plan revision for updated foundation and addition of
monitoring program plan
RECEIVED
CITY OF TUKWILf4',
JAN 19 2018
PEW iTeENTER
SheetNumber(s): HBI -1 to HBI -7, monitoring plan dated 1.18.2018
"Cloud" or highlight all areas of revision including date o�f revision
Received at the City of Tukwila Permit Center by: M'�M a ---
R-- Entered in TRAKiT on 1—t ��f
WAPermit Center�Templates\Forms\Revision Submittal Form.doc
Revised: August 2015
City of Tukwila Steven M. Mullet, Mayor
Department of Community Development Steve Lancaster, Director
6300 Southcenter Boulevard, Suite #100
Tukwila, Washington 98188
Phone: 206-431-3670
Fax: 206-431-3665
Web site: htW.-11www.cLtukwila.iva. us
I REVISION SUBMITTAL
Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through
the mail, fax, etc.
Date: * t?, i IJ&._ Plan Check/Permit Number
Response to incomplete Letter #
Response to Correction Letter #
FJ Revision # _ after Permit is Issued
0 Revision requested by a City Building inspector or Plans Examiner
Project Name:
Project Addre:
Contact Perso Phone Number: 1M-4*3*3-.4M1--- -
TRAI --*Ads I "ATITHAW
Sheet Number(s): !W -^I — L %Q&4k lgV I I T/ It 11: ys;/—
"Cloud" or highlight all ar�as of revisiorf includin at 0 evis
Received at the City of Tuk-wila Permit Center by:
PEntered in Permits Plus on
\applications\forms-applications on lineVevision submittal
Created: 8-13-2004
Revised:
C 0
ity of Tukwila Allan Ekberg, May'or
Department of Community Development - Jack Pace, Director
i
April 30, 2019
Columbia State Bank
7192 "d Ave, Ste 500
Seattle, WA 98104
RE: Release of Assignment of Account
This letter hereby authorizes release of the Assignment of Account dated February 2 ' 5, 2019 in the
amount of $22,500 for landscaping, tree planting, and inspection along S 112 1h Street inside SPU
property. The outstanding items have been completed by the contractor and inspected/approved by the
City of Tukwila.
If you should have any questions, please contact our office at (206)433-7165.
Sincerely,
W � m�%
Rachelle Ripley
Permit Coordinator
end
xC: Jay Blasingame, Sebco
Permit Numbers. D 16-0332
Tukwila City Hall - 6200 Southcenter Boulevard - Tukwila, WA 98188 - 206-433-1800 - Website: Tukwila WA.gov
REceivEo
City of Tukwila
6300 Southcenter Blvd., Suite 100 FEB Z 8 2019
Tukwila, WA 98188 TUKWILA
206-433-0179 PUBLIC WORKS
DEVELOPER'S PROJECT WARRANTY REQUEST FORM
Section I - to be
Name of
Release should be sent to: Name: 5JE"-
Date: 21251
!Pkla 011"W Permit No:
) 7C�0 C -
Address: b2 --J)
city/state/zip: , J E- 14
- i Y -t-6 441A 5s i 1 -2---
Phone Number:.( -3 2- ZA '6 -in -6-
Description of items to be completed (reference plans/documents where items are described):
Te-er--5 10ZA"TIA16 AIV
4 /RA/4^/04 AKOMS
As the owner or a-mthorized agent of the owner, I hereby submit cash or cash equivalent in the amount of
g. f2 -, 500 '— (150% of value to complete work above) and attach supporl documentation for value of
work. I will have this work carried out and call for a final inspection by this date: �;91:9 WZZ421-2 - or risk
having the City use these funds to carry out the work with their own contractor or ir4ousb manpower. If I fail to
carry out the work, I hereby authorize the City to go onto the property and carry out completion of the above
deficiencies. I further agree to complete all work listed above prior to requesting inspection and release of these
funds. --"9-1
Signed: \ /- / -/ 6=:�)
Title: ?.:�Vs- kg,00 ilL
Section 2,=. to be cpmpleted by City staff THIS FUND IS AUTPbRIZED-Tid BE ACCEPTED
Signed: tM!�Jf4tL,.�-
Amount: $
0 Cash/Check
City Receipt No:
Section 3 - to be
[V Cash Assignment
Department Head: WW 12#L 31/m
Deposited this Date: I
F] 8 nd #
Received by:�Gfltidkl (Dw
All work identified in Section 1 of this form has now been completed and return
to department which authorized warranty. I hereby request inspection and
release of my cash/cash equivalent bond.
Developer's Representative: Date:
To be completed by City staff
I have reviewed the above work and found it acceptable and therefore authorize
e release of the above cash/cash equivalent/bond. :1
(I Authorized By: Z465�<--
Inspector- kk DAX- Date:
I Section 4 - to be completed by City Staff I
Amount Released: $
F] Check - Checl� No' Cash Equivale - L fter "icheVI%oril - Letter attached
Date Released: Lfl-H Released by
(P:Forms/Developeils 4ject Lrranty Request Form)
Chris Gruenfe[d
Senior Vice President and Manager
Seattle 1 Commercial Banking Center
Millennium Tower
719 2nd Ave, Suite 500
Seattle, WA 98104
Colmbia
01,Bank
P 206-223-4542 1 C 206-730-7811 1 F 206-223-4540
cgruenfetd@columbiabank.com
CITY OF TUKWIL, -
ASSIGNMENT OF ACCOUNT
I/`We hereby establisl�our Assignment of Account in favor Of the City of Tukwila in the
amount of S 7-Z j SDO - r"ar . This Assignment of Account is issued in connection
with construction of the project known as. sgaclo . ....... -
located at JIV&V
to guarantee installation of
It is understood that the nature and extent of the improvements is defined bv the approved
plans and conditions contained in the City of Tukwila File No.
If, in the determination of the Director of the Department of Community Development,
the above -referenced improvements are not completed as required by the approved p I art s,
conditions, and applicable City standards at the above location no later than
this bank agrees to pay to the City of Tukwila the sum of $ 1-1, SOO orsuch
ance with approved
amount as required by the City of Tuk-wila,to complete said pro.j.(- - in accord
plans, conditions, and applicable City standards. Payment shall be made within five (5) days of
receipt of written request from the City of Tukwila.
Th�is Assignment of Account shall riot expire until released in writing by the City of
I
Tukwila, which release shall be provided upon request when the required improvements have
be -In completed as provided above.
01_'1?_S1?'0 I q,
Date
aLCtM to I OL, 517p!� 1B
Bank Name
')_P� t '(' 6ca"we 1W'+
Bai-�< Branch
Acco,_mt Number
'57e� , T—A c' -
Account De-oositor
tJ I A'
Account DeposlioT
By: Cjt�
(to be signed by authorized reprc-sentative cf!��nd;ng ;ns�;M;cn)
Name (Please Print)
!�V P
Title
It q .- G`OR�
Address
Secl_�,r_ LJA- TS 10
Cjtv, State, Zin
Rachelle Ripley
From: Maxwell Baker
Sent: Thursday, April 25, 2019 3:34 PM
To: Rachelle Ripley
Subject: Re: SEBCO - Assignment of Account $22,500 Permit D16-0332
Hi Rachelle,
I did complete a final inspection which I'd marked as improved. Is there an additional field I should fill out?
Maxwell Baker I Assistant Planner
Department of Community Development I City of Tukwila
6300 Southcenter Blvd, Suite 100 1 Tukwila, WA 98188
Max. Baker@Tukwilawa.gov 1206.431.3683
Tukwila: The City of opportunity, the community of choice.
From: Rachelle Ripley
Sent: Thursday, April 25, 2019 1:45:13 PIM
To: Maxwell Baker
Subject: FW: SEBCO - Assignment of Account $22,500 Permit D16-0332
Hi Max,
Can you confirm if a final inspection was completed on this? If it was, can you update TRAKiT if you did the inspection?
Thank you,
Rachelle Ripley
Permit Coordinator
City of Tukwila
206-433-7165
Rachelle.Ripley@TukwilaWA.gov I http://www.TukwilaWA.gov
----- Oriainal Message -----
0
From: Jay Blasingame <jayb@sebcoinc.com>
Sent: Thursday, April 25, 2019 12:53 PM
To: Rachelle Ripley <Rachelle.Ripley@TukwilaWA.gov>
Subject: FW: SEBCO - Assignment of Account $22,500 Permit D16-0332
Rachelle,
Are you making any progress with my request below from April 9?
Jay Blasingame
206-323-9507
----- Original Message -----
From: Joanna Spencer [mailto:Joanna.Spencer@TukwilaWA.gov]
Sent: Tuesday, April 09, 2019 2:42 PM
To: Jay Blasingame <jayb@sebcoinc.com>; Rachelle Ripley <Rachel le. Ripley@TukwilaWA.gov>; Bill Rambo
<Bill. Rambo @Tu kwilaWA.gov>
Cc: Jay Ayers <jaya@sebcoinc.com>; Joanna Spencer <Joanna.Spencer@TukwilaWA.gov>
Subject: FW: SEBCO - Assignment of Account $22,500 Permit D16-0332
Jay,
I'm forwarding your email to the Building Dept., since they are in charge because it was covered under a Bldg. permit
and not a Public Works permit.
Joanna Spencer
Development Engineer Tukwila Public Works
6300 Southcenter Blvd, Suite 100, Tukwila, WA 98188-2544
Phone: 206 431-2440 Fax: 206 431-3665
----- Original Message -----
From: Jay Blasingame <jayb@sebcoinc.com>
Sent: Tuesday, April 9, 2019 1:39 PM
To: Joanna Spencer <Joanna.Spencer@TukwilaWA.gov>
Cc: Jay Ayers <jaya@sebcoinc.com>
Subject: SEBCO - Assignment of Account $22,500
Joanna,
For reference, see the attached Assignment of Account. The referenced permit had Building Final signed off last month
and there was also a City inspection of the landscaping with no correction list. Thus, SEBCO, Inc. is hereby requesting a
written release by the City of Tukwila.
Please confirm your receipt of this request and if any additional information is needed.
Thank you,
Jay Blasingame, VP
SEBCO, Inc.
206-323-9507
CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links
from an unknown or suspicious origin.
CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links
from an unknown or suspicious origin.
P "_ q
49 sk
L
d d
keclhvie
February 4, 2019
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite 100
Tukwila, WA 98188
Aftn; Ms. Jazzel Salzar
RE: Sebco Shell Landscape
D16-0332
11060 Tukwila International Blvd
Dear Ms. Salzar,
RECEIVED
CITY OF TUKWILA
FEB 0 6 2019
PERMIT CENTER
I am in receipt of a correction letter #1 to Revision #3 for the above project. There are
comments from two departments and I will address each department separately.
BUILDING (Allen Johannessen)
1. Construction of block wall. I have added location notes and dimension for the
concrete wall on the southerly property line (adjacent to city light property) with
cross sections referenced to a new sheet T-0. 1. This page also has the elevation
with section cuts and notes regarding the construction of the gravity wall.
PUBLIC WORKS (Joanna Spencer)
1 . The landscape plan does have the property lines including distance and bearing
on the plan. It may be hidden under the landscape hatch. I have included a new
site plan, T-0 which includes the hatched area of the SPU right of way being
requested to be landscape.
2. SPU has been contacted and Ryan Manning has approved subject to the paper
work being submitted to SPIJ. That paper work has been submitted to SPU via
e-mail on February 4.
I have included 2 sets of T-0 and T-0.1 and the revision submittal form. The plans have
been clouded and flagged with rev 5. 1 trust this will answer every ones comments.
Sincerely,
C r
David Kehle
Encl. 2 sets of revised plans T -O& T-0. 1,
1916 Bonair Drive S.W.
Seattle, WA 98116
ORE V I S 10, -N.
CNRREOCTION
specs on wall
'Vbor
fax (206) 246-8369
email: dkehle@dkehlearch.com
City of Tukwila
Allan Ekberg, Mayor
Department of Community Development Jack Pace, Director
January 29, 2019
DAVID KEHLE
1913 BONAIR DR SW
SEATTLE, WA 98116
RE: Correction Letter# I to Revision #3
DEVELOPMENT Permit Application Number D16-0332
SHELL BUILDING - 11060 TUKWILA INT'L BLVD
Dear DAVID KEHLE,
This letter is to inform you of corrections that must be addressed before your development permit can be approved. All
correction requests from each department must be addressed at the same time and reflected on your drawings. I have
enclosed comments from the following departments:
BUILDING - R DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these
comments.
(GENERAL INFORMATION NOTE)
PLAN SUBMITTALS: (Min. size I I x 17 to a preferably maximum size of 24x3 6; all sheets shall be the same
size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously
submitted.)
"STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the
seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the
work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall
contain the seal/stamp, signature of the licensee, and the date of signature. If the "specifications" prepared by a
licensee are a portion of a bound specification document that contains specifications other than that of an
engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents
for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to
be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date"
only not required (WAC 3 08-12-08 1).
(BUILDING REVIEW NOTES)
1. The revision indicated construction of a block wall. I was not able to clearly locate the proposed wall on the site
plan. For clarification provide the height of the wall, wall details and clarify location of the wall on the plan and
length of the wall.
Note: Contingent on response to these corrections, further plan review may request for additional corrections.
PW - R DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments.
1) Show clearly and label property lines on the landscape plans. S I 12th Street is a private street owned by Seattle
Public Utilities (SPU), so is triangular parcel at the SE comer of Sebco property. Please verify perimeter of Sebco's
property with your site survey.
2) Landscaping and irrigation shall not be installed outside of Sebco's property, unless a written approval from SPU
is obtained.
1) Show clearly and label property lines on the landscape plans. S I 12th Street is a private street owned by Seattle
Public Utilities (SPU), so is triangular parcel at the SE comer of Sebco property. Please verify perimeter of Sebco's
6300 Southcenter Boulevard Suite #100 9 Tukwila Washington 98188 * Phone 206-431-3670 e Fox 206-431-3665
property with your site survey.
2) Landscaping and irrigation shall not be installed outside of Sebco's property, unless a written approval from SPU
is obtained. I
Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other
documentation. The City requires that two-(21sets of revised plan pages, specifications and/or other documentation be
resubmitted with the appropriate revision block.
In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. Ihave
enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail
or by a messenger service.
Sincerely,
Jazzel Salzar
Permit Technician
File No. D 16-0332
6300 Southcenter Boulevard Suite 9100 9 Tukwila Washington 98188 * Phone 206-431-3670 e Fax 206-431-3665
damid
Wdhle
January 02, 2019
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite 100
Tukwila, WA 98188
Aftn; Staff Shell
Landscape Revision
D16-0332 shell
11060 Tukwila International Blvd
Dear Staff,
Due to some site conditions, we have added a block retaining wall along the southerly
property line and have added a landscape strip along the south edge of the west
parking lot, deleted one parking stall for additional landscape, deleted one parking stall
adjacent to the fire hydrant and transformer pad and stripped it for fire department
access. These have been clouded and flagged. The drawings affected are SD -11 and
Ll and L2. Two new stalls are being stripped along the north property line. Civil has
already submitted directly to Joanna last week.
The tenant was concerned about the west parking lot and vehicles trying to access the
City Light property. If there are any questions, please call.
Sincerely,
David Kehle
Encl. 4 Revised SDA and Ll and L2.
RECEIVED
CITY OF TUKWILA
JAN 0 9 2019
PERMIT CENTER
033 z
(206) 433-8997
1916 Bonair Drive S.W fax (206) 246-8369
Seattle, WA 98116 email: dkehle@dkehlearch.com
F "— P
Le ki
.A
d w..m d
Wdhle
May 31, 2018
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite 100
Tukwila, WA 98188
Attn; Mr. Bill Rambo
RE: Sebco Shell
D16-0332
11060 Tukwila International Blvd
Dear Mr. Rambo,
The owner has made several changes to the shell permit. Some are due to previous
planning comments, but most are for a new tenant. The changes are flagged T dated
04-25-18, T1 dated 04-30-18 and T2 dated 05-23-18. There was a Rev Building
revision for some dimensional changes due to field conditions dated 11-29-17 and 03-
07-18 (SD -1). The following sheets have been revised:
Sheet SD -11
1 .
2.
3.
4.
5.
Sheet Al,
1 .
2.
3.
4.
5.
6.
7.
Sheet A2,
1 .
2.
3.
Dimensional changes to east end
Building setback from diagonal property line
Transformer location SW corner 10 -N, -.NO --'2m
REvI" 8, - -
Dumpster size
Add 10 parking stalls and planter north property line
rev T and T1
Change door sizes 32 and 33
Change location and size of doors 53,54 and 56
Delete door 55
Change doors 49 and 50 to storefront with door
Updated door schedule
Delete door 2, personnel door
Add store front door 1A (NW office nodule
rev T, T1 and T2
Change door 27 to full height x 11'
Add interior truck well at door 27
Delete door 28
RECEIVED
CITY OF TUKWILA
JUN 0 6 2WO
PERMIT CENTER
4. Delete door 17 and add exterior door and stairs (moves door 15)
5. Change door size of door 16
6. Delete sprinkler riser room
7. Update door schedule
0:5 3 2, (206) 433-8997
1916 Bonair Drive S.W. fax (206) 246-8369
Seattle, WA 98116 email: dkehle@dkehlearch.com
8. Add dock levelers at doors 21,22,26, and 29
Sheet A3, Rev T, T1 and T2
1 Reflect door changes and storefront changes, East, North elevations
Structural
1. Modify plans and panel elevations for door changes
2. Add recessed internal dock pit
3. Add dock levelers
These are the shell revisions for this project. All changes have been flagged and
clouded and dated in title block. I trust these are clear enough and can be plan checked
in house by staff. If there are any questions, please call.
Sincerely,
(Jp-�e
David Kehle
Encl. 4 sets of revised plans and 2 sets revised structural calcs.
L
L A
damid
Wdhle
March 5, 2018
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite 100
Tukwila, WA 98188
Aftn; Ms. Rachel Ripley
RE: Sebco Shell
D16-0332
11060 Tukwila International Blvd
Dear Ms. Ripley,
I am in receipt of your correction letter #2 for the above project, D16-0332, Shell permit
and have addressed those as follows;
It looks as though only Public Works PW -C Department has corrections:
Public Works (Joanna Spencer):
1. We have submitted the attached monitoring plan to SPU, Ryan Manning,
who has approved the plan (see e-mail correspondence) and Ryan has said
that he is fine with the permit being released. That is all we can get from
SPU.
2. There will be excavations within the plume area with special handling being
required and disposal. The dock area excavation, footings, and potentially
sanitary sewer will be within the plume. Attached is the latest plume
information from GeoEngineers and the letter for Contained -in Waiver to
DOE. This is a supplemental request from the approved DOE letter of
October 15, 2015 (attached). There are references to the CID previously
issued. I had e-mailed the GeoEngineers report to you directly (200 pages)
which had the testing logs in it.
I trust this will resolve any issues for the shell permit to be issued. RECEIVED
CITY OF TUKWILA
Sincerely, CORRE�TION MAR 0 6 2018
(DD LTR#__LL=._ PERMIT CENTER
David Kehle
Encl. 2 sets of reports (monitoring plan, soil plume supplemental contained in waiver
determination)
1916 Bonair Drive S.W. 0 t33 Z (206) 433-8997
t$1 fox (206) 246-8369
Seattle, WA 98116 email: dkehle@dkehlearch.com
City of Tukwila
Allan Ekberg, Mayor
Department of Community Development Jack Pace, Director
February 23, 2018
DAVID KEHLE
1913 BONAIR DR SW
SEATTLE, WA 98116
RE: Correction Letter # 2
DEVELOPMENT Pen -nit Application Number D 16-03 3 2
SHELL BUILDING - 11060 TUKWILA INT'L BLVD
Dear DAVID KEHLE,
This letter is to inform you of corrections that must be addressed before your development permit can be approved. All
correction requests from each department must be addressed at the same time and reflected on your drawings. I have
enclosed comments from the following departments:
PW - C DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments.
0 1) Applicant shall submit required vibration monitoring plan to assure that there is no adverse effect to the existing
SPU high pressure water line during foundation columns installations in a similar format what was done for Sound
Transit.
0 2) Submit fmdings of the contaminated soil plum(s) locations investigation to assure that there is no conflict with
any utility lines or foundation columns.
Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other
documentation. The City requires that two_C21 sets of revised plan pages, specifications and/or other documentation be
resubmitted with the appropriate revision block.
In order to better expedite your resubmittal, a'Revision Submittal Sheet'must accompany every resubmittal. I have
enclosed one for your convenience. Corrections/revisions must be made in verson and will not be accepted through the mail
or by a messenger service.
If you have any questions, I can be reached at (206)433-7165.
Sincerely,
04A � ��
Rachelle Ripley
Permit Technician
File No. DI 6-0332
6300 Southcenter BoulevardSuite #100 * Tukwila Washington 98188 e Phone 206-431-3670 o Fax 206-431-3665
. 0
ON of Tukwila
Department of Community Development - Jack Pace, Director
December 1, 2017
David Kehle
David Kehle Architects
1916 Bonair Dr SW
Seattle, WA 98116
RE: Request for Application Extension #2
Permit Number D16-0332
Dear Mr. Kehle,
Allan Ekberg, Mayor
This letter is in response to your written request for an extension to Application Number D16-0332. The
Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above
referenced permit. It has been determined that the City of Tukwila Building Division will be granting an
extension to the permit through June 7, 2018.
If you should have any questions, please contact our office at (206) 431-3670.
Sincerely,
— "I- 7'��L
Bill Rambo
Permit Technician
File: Pennit No. D 16-0332
Tukwila City Hall - 6200 Southcenter Boulevard - Tukwila, WA 98188 - 206-433-1800 - Website: TukwilaWA.gov
November 29, 2016
City of Tukwila
Department of community Development
6300 Southcenter Blvd, Suite 100
Tukwila, WA 98188
Attn: Mr. Maxwell Baker
RE: 11000 Building
11060 Tukwila International Blvd
SEPA Development Permit D16-0281
Dear Max,
I am in receipt of your e-mail of Nov. 8 requesting additional items relative to the demolition permit and
SEPA. The following reflect my answers to your comments:
1. Need a completed Traffic Concurrency Certificate: This is now attached. How does the existing
traffic get credited back to the new project?
2. The project will comply with the geotechnical report which will accompany the permit submittal and
will be noted on the structural notes.
3. The level one and two environmental reports will be sent via e-mail to both you and to Joanna
Spencer in Public Works as they are extremely long.
4. The correction to the item #9, page 14 of the Environmental check list is attached listing the
additional government approvals being required.
Fire has asked for the transmission lines locations to be on the site plan along the southerly property
line which I will try and show accurately.
Building has commented that the building permit will not be issued until the demolition permit has final
inspections. RECEIVED
I agree to the above and can be conditions of the M DNS. CITY OF TUKWILA
0 Sincerel , JAN 12 2018
k.;OR R-ECT*N PERMIT CENTER
David Kehle LTR# I
(206) 433-8997
1916 Bonair Drive S.W. fax (206) 246-8369
Seattle, WA 98116 email: dkehle@dkehlearch.com
d w.-8 d
November 27, 2017
January 9, 2018
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite 100
Tukwila, WA 98188
Aftn; Mr. Bill Rambo
RE: Sebco Shell
D J 16-0332
11060 Tukwila International Blvd
Dear Mr. Rambo,
RECEIVED
CITY OF TUKWILA
JAN 12 2018
PERMIT CENTER
I am in receipt of your comment letter #1 for the above project, D1 6-0332, Shell permit
and have addressed those as follows;
There are several departments involved in the response.
Building Department (Allen Johannessen);
1. The structural review has been completed by Reid Middleton and has been
approved and sent to the City.
Fire Department (All Metzler):
1. See civil drawings showing location of fire line, double detector
Check valve post indicator, FDC, fire hydrants and connection details
Planning Department (Max Baker);
1. The second floor areas will be under a separate permit as tenants are
acquired under a tenant improvement permit. No second floors at this time.
2. Eastern edge of building has been moved to provide clearance to sound
Transit fencing. Closest point is the NE corner which is now over 2' from the
fence. Access to the eastern side of building can be via personnel doors and
from the south side of building.
3. The dumpster area has been doubled and is now 342 sf, more than is
required.
4. Lighting will be wall mounted to building (scale is not an issue), with direct cut
off type fixtures to keep lighting within the site. i1%
Public Works (Joanna Spencer): 1-J0 R RE CUO H
1. The NOI permit has been applied for (see Civil) LTR#.
2. The $8,000 Traffic concurrency check is attached.
3. We have met with City Light and they have given notes of our meeting which
are attached and they are only requiring us to meet their 14' clearance
requirements, which I have shown on Sheet El and E2, attached.
(206) 433-8997
1916 Bonair Drive S.W. fax (206) 246-8369
Seattle, WA 98116 D\41f Memail: dkehle@dkehlearch.com
4. The water line is now located on the south side of the building with services,
hydrants, domestic service, sprinkler, etc off of this line. See civil drawings.
5. The owner will enter into the Agreement for Payment, please provide this
document for signature.
6. A separate permit for DDCVA will be submitted if it is inside the building.
7. The transformer will be located on the west side of the building (SW Corner)
per City Light. It is new and noted.
8. A separate permit has been submitted to Valley View as required for sanitary
sewer hookup.
Max et al, I have moved the westerly line of the building to be 6' from the property line
(previously 5') per clearances for City Light Transmission lines and as submitted to City
Light.
I trust this will resolve any issues for the shell permit to be issued.
Encl. 4 sets of revised pages, SD -1, El,E2,(civil has been re submitted to Public Works)
�A
9 A
C) d
e9le
November 14, 2017
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite 100
Tukwila, WA 98118
Attn: Bill Rambo
Re: Sebco Shell Permit D16-0332
11060 Tukwila International Blvd
Dear Bill,
RECEIVED
CITY OF TUKWILA
NOV 15 2017
PERMIT CENTER
Thank you for your notification of the permit expiring soon. I would like to extend that permit
for several reasons:
1. The existing tenant is not able to relocate now until after their lease is up potentially
into December, 2017, and so we cannot do the demolition until they are gone.
2. 1 am still working with the several other agencies adjacent to the property. I have
obtained the capping permit from Valevue; Sound transit meeting is on site 11/15/17 as
well as meeting with City Light on site 11/15/17. 1 am hoping to get approvals from both
at least for the building location. They may want to have construction related items as a
part of the approval.
3.
These seem to be on a slow track for these reviews. Thus, the reason for the extension.
Thank you for your review and I trust we can obtain the permit extension for the new building.
If you have any other concerns or comments, please let me know.
0 Sinc
a
David Kehle
Cc: Jay Ayers
Request for Extension # 2
Current Expiration Date: 0-- -7- 1 -7 -
Extension Request:
Approved for days
El Denied (provide explanation)
Signature/Initials
(206) 433-8997
1916 Bonair Drive S.W. fax (206) 246-8369
Seattle, WA 98116 email: dkehle@dkehlearch.com
4 City of Tukwila
Department of Community Development
11/2/2017
DAVID KEHLE
1913 BONAIR DR SW
SEATTLE, WA 98116
RE: Permit Application No. D 16-03 3 2
SHELL BUILDING
11060 TUKWILA INT'L BLVD
Dear DAVID KEHLE,
Allan Ekberg, Mayor
Jack Pace, Director
In reviewing our current application files, it appears that your permit applied for on 12/7/2016, has not been issued by the City of
Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or
National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become
null and void. Currently your application has a status of COMMENTS OUT and is due to expire on 12/7/2017.
If you still plan to pursue your project, you are hereby advised to do one of the following:
1) If the plan review is complete for the project and your application is approved, you may pick up the application before
the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days.
-or-
2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the
expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your
application.
The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension
request is granted, you will be notified by mail.
In the event that we do not receive your written request for extension or request is denied, your permit application will expire and
your project will require a new permit application, plans and specifications, and associated fees.
Thank you for your cooperation in this matter.
Sincerely,
Bill Rambo
Permit Technician
File No: D 16-0332
6300 Southcenter Boulevard Suite #100 * Tukwila Washington 98188 9 Phone 206-431-3670 * Fax 206-431-3665
C 0
itv of Tukwila
Department of Communit Development- Jack Pace, Director
Y
May 11, 2017
David Kehle
1916 Bonair Dr SW
Seattle, WA 98116
RE: Request for Application Extension #1
Permit Number D16-0332
Dear Mr. Kehle,
Allan Ekberg, Mayor
This letter is in response to your written request for an extension to Application Number D16-0332. The
Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above
referenced permit. It has been determined that the City of Tukwila Building Division will be granting an
extension to the permit through December 7, 2017.
If you should have any questions, please contact our office at (206) 431-3670.
Sincerely,
�' -A I
Bill Rambo
Permit Technician
File: Pern�t.No. D16-0332
i
Tukwila City Hall - 6200 Southcenter Boulevard - Tukwila, WA 98188 a 206-433-1800 - Website: TukwilaWA.gov
damod
96 h I e
D:E�J
May 9, 2017
City of Tukwila
Department of Community Development
6300 Southcenter Boulevard, Suite 100
Tukwila, WA 98118
Attn: Bill Rambo
Re: Sebco Shell Permit D16-0332
11060 Tukwila International Blvd
Dear Bill,
Request fa. =ension # J—
Current Expiration Date:
Extension Request:
Approved for days
Denied (provide explanation)
Signature/Initials
Thank you for your notification of the permit expiring soon. I would like to extend that permit
for several reasons:
1. The existing tenant is not able to relocate until after their lease is up in November 2017,
and so we cannot do the demolition until they are gone.
2.. .1 am still working with the several other agencies adjacent to the property. I have
submitted the capping application and plan to Valley View but no formal answer; Sound
..transit now wants the full civil package for the new curb. cut work; city light has given
me some info on the wires and clearances and I am working on the sections for that.
These seem to be on a slow track for reviews. Thus, the reason for the extension.
I have sent the structural review comments directly back to Reid Middleton as per their
instructions. However, there does not seem to be a tracking system to the City. I had asked for
an extension for both demo and the shell back in March but only received the demo extension.
Thank you for your review and I trust we can obtain the permit extension for the new building.
If you have any other concerns or comments, please let me know.
Sincerely,
David Kehle.-
Cc: J'ay Ayers
(206) 433-8997
1916 Bonair Drive S.W fox (206) 246-8369
Seattle, WA 98116 Ornall: dkehle@dkehlearch.com
5/1/2017
City of Tukwila
Department of Community Development
DAVID KEHLE
1913 BONAIR DR SW
SEATTLE, WA 98116
RE: Permit Application No. D 16-0332
SHELL BUILDING
11060 TUKWILA INT'L BLVD
Dear DAVID KEHLE,
Allan Ekberje. Mavor
Jack Pace, Director
In reviewing our current application files, it appears that your permit applied for on 12/7/2016, has not been issued by the City of
Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform' Plumbing Code and/or
National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become
null and void. Currently your application has a status of COMMENTS OUT and is due to expire on 6/7/2017.
If you still plan to pursue your project, you are hereby advised to do one of the following:
1) If the plan review is complete for the project and your application is approved, you may pick up the application before
the date of expiration. At the time of permit . issuance the expiration date will automatically be extended 180 days.
-or-
2) If the plan review is not complet . ed submit a written request for application extension (7) seven days in advance of the
expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your
application.
The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension
request is granted, you will be notified by mail.
In the event that we do not receive your written request for extension or request is denied, your permit application will expire and
your project will require a new permit application, plans and specifications, and associated fees.
Thank you for your cooperation in this matter.
Sincerely,
Bill Rambo
Permit Technician
File No: D 16-0332
6300 Southcenter Boulevard Suite #100 a Tukwila Washington 98188 a Phone 206-431-3670 e Fax 206-431-3665
City of Tukwila
Allan Ekberg, Mayor
Department of Community Development Jack Pace, Director
March 30, 2017
DAVID KEHLE
1913 BONAIR DR SW
SEATTLE, WA 98116
RE: Correction Letter # I
DEVELOPMENT Permit Application Number D16-0332
SHELL BUILDING - 11060 TUKWILA INT'L BLVD
Dear DAVID KEHLE,
This letter is to inform you of corrections that must be addressed before your development permit can be approved. All
correction requests from each department must be addressed at the same time and reflected on your drawings. I have
enclosed comments from the following departments:
BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments.
0 Pending Structural Review
FIRE DEPARTMENT: All Metzler at 206-971-8718 if you have questions regarding these comments.
Please provide a civil drawing showing the location of the fire line, double detector check valve
assembly(DDCVA), post indicator valve(PIV), fire department connection(FDC), fire hydrants and connection
details.
PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments.
0 See redlined notes on site plans for revisions.
Elevations appear to show a second story for office area, while page SD- I calls only for a first -floor office. Will
building contain or not contain working spaces at ground level only?
Eastern edge of building abutting Sound Transit's fenced utility area creates an enclosed space that doesn't allow for
outside access, posing a potential safety issue for those exiting building here and limiting maintenance potential for
landscaping located within. Suggest pulling building edge away from ST utility yard and/or 'creating access at
chokepoints.
A larger recycling storage area will need to be provided for the site. TMC 18.52.08OA2 Recycling Storage Space
for Non- Residential Uses: "Three square feet per every 1,000 square feet of building gross floor area in
manufacturing, industrial and other non-residential uses not specifically mentioned in these requirements." Current
proposal calls for only 180.5 sq. ft., it needs to be at least 293 sq. ft. for a 97,932 sq. ft. industrial building.
Ensure that lighting does not impact neighboring properties. TMC 18.52.065A: "Parking and loading areas shall
include lighting capable of providing adequate illumination for security and safety. Lighting standards shall be in
scale with the height and use of the associated structure. Any illumination, including security lighting, shall be
directed away from adjoining properties and public rights-of-way."
6300 Southcenter Boulevard Suite #100 * Tukwila Washington 98188 e Phone 206-431-3670 * Fax 206-431-3665
PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments.
1) Since more than I acre of land will be disturbed by the proposed construction Project will require a Notice of
Intent (NOI) application form -CONSTRUCTION STRMWATER GENERALPERMIT to the Washington State
Dept. of Ecology. Applicant shall download an electronic application (EMOI) at
www.ecy.wa.gov/biblio/ecy02O85.htmi. If unable to submit electronically, contact Ecology at 360-407-6556.
2) $ 8,000 Traffic Concurrency Test Application C16-0008 fee needs to be paid to Public Works.
3) Applicant shall submit plans to Seattle City Light for review and approval for building construction next to high
power lines and clearance from the O/H high power lines. Written approval from SCL required.
4) S I 12th St is a private street and the existing 48 " water main pipe belongs to City of Seattle, therefore water
services (domestic, fire prevention, irrigation) and fire hydrants are not allowed to be tapped off the water main in
S I I 2th St. Water services shall be tapped off the proposed water line at the north side of the building. This may
change the location of the fire sprinkler/mechanical room inside the building.
5) Per City. Engineer the developer shall enter into an Agreement for Payment in Lieu of Constructing Frontage
Improvements with the City. Public Works is in the process of drafting this agreement.
5) A separate Public Works permit is required for the fire prevention DDCVA inside the building.
6) Sheet SD- I shows a transformer; please provide a callout if it is existing or proposed.
7) Submit a separate sanitary sewer permit from Valley View Sewer District, phone (206)242-3238.
Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other
documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be
resubmitted with the appropriate revision block.
In order to better expedite your resubmittal, a'Revision Submittal Sheet'must accompany every resubmittal. I have
enclosed one for your convenience. Correctionshevisions must be made in person and will not be accepted through the mail
or by a messenger service.
If you have any questions, I can be reached at 206-431-3655.
Sincerely,
_1410 __�Xj
Bill Rambo
Permit Technician
File No. D16-0332
6300 Southcenter Boulevard Suite #100 o Tukwila Washington 98188 o Phone 206-431-3670 o Fax 206-431-3665
December 9, 2016
City of Tukwila Ihn Haggerton, MaYor
Department of Community Development Jack Pace, Director
Dave Swanson
Reid Middleton
728 - 134th Street SW, Suite 200
Everett, WA 98204
RE: Supplemental Structural Review
Development Permit D16-0332
Shell Building
Dear Mr. Swanson,
Please review the enclosed set of plans and documents for structural compliance with the 2015
Internati * onal Building Code. As always, once all items have been reviewed and deemed correct, please
provide two approved sets of approved plans and calculations with original approval stamps back to' the
Permit Center, attention Building Official.
If you should have any questions, please feel free contact us in the Permit Center at (206) 433-7165.
Sincerely,
ww�/ �"
Rachelle Rip
Permit Technician
end
File: D16-0332
WAPerinit CenteMtructural Review\D]6-0317 Structural Reviewdocx
63 )00 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 * Phone 206-431-3670 - Fax 200-431-3665
POE CONSTRUCTION INC
^ Washington State Department of
kiLabor & Industries
Page I of 3
0 1 . 7 jspafiol Contact ISearch L&I
A, Z I n dex lielp My L'u
Safety & Health Claims & Insurance Workplace Rights Trades & Licensing
I POE CONSTRUCTION INC I
Owner or tradesperson PO BOX 1838
AUBURN, WA 98071-1838
Principals 253-833-2400
WILLIAMS, WAYNE WALTER, PRESIDENT KING County
PETERSON, ALAN DONALD, VICE
PRESIDENT
POE, CHARLES EARL, SECRETARY
POE, FRED W
(End: 01/01/1980)
CLARK, DENNIS M, CHIEF OPERATING
OFFICER
(End: 01/16/2006)
FRY, KYLE R, TREASURER
(End: 02/18/2010)
POE, CHARLES E, PRESIDENT
(End: 04/10/2015)
WILLIAMS, WAYNE W, VICE PRESIDENT
(End: 04/10/2015)
PETERSON, ALAN DONALD, SECRETARY
(End: 04/10/2015)
REIFSCHNEIDER, CAROL M, SECRETARY
(End: 07/09/2003)
WELFRINGER, SUZANNE M, TREASURER
(End: 07/09/2003)
Doing business as
POE CONSTRUCTION INC
WA UBI No. Business type
171 004362 Corporation
Governing persons
ALAN
PETERSON
CHARLES POE;
WAYNE WILLIAMS;
KYLE RAY FRY;
ILicense
Verify the contractors active registration / license / certification (depending on trade) and any past violations.
Construction Contractor Active.
Meets current requirements.
License specialties
GENERAL
License no.
POECOI*247QZ Help us improve
https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=171004362&LIC=POECOI*247QZ&SAW= 3/23/2018
POE CONSTRUCTION INC
Effective — expiration
11/09/1976— 05/01/2019
Bond
Safeco Ins Co of America
Bond account no.
69sOO9891
Received by L&I
05/11/2012
Bond history
Insurance
Phoenix Insurance Company, The
Policy no.
DTC0526D9242PHX17
Received by L&I
04/19/2017
$12,000.00
Effective date
04120/2012
Expiration date
Until Canceled
$1,000,000.00
Effective date
05/01/2017
Expiration date
05/0112018
Insurance history
Savings
N6'sivings accounts during the previous 6 year period.
Laws.�!i,t.sl.lag.a,i.n.s..t.1th,.e,..b.o.n.1d.,,o..r...s.a..v.i.n.g.s.
46 law . s . ui . t . s I a I g I a . i . ns t .. th .. e .1. bon . d I o . r . s . a vings accounts during the previous 6 year period.
L&I Tax debts
NoUll 'fix* d, e*'bts are recorded for this contractor license during the previous 6 year period, but some debts
may be recorded by other agencies.
License Violations
No ficensev'i6latio'ns during the previous 6 year period.
IWorkers'comp
Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums.
L&I Account ID Account is current.
240,917-00
Doing business as
POE CONSTRUCTION INC
Estimated workers reported
Quarter 4 of Year 2017 "51 to 75 Workers"
L&I account contact
TO / KARLA BOWMAN (360)902-5535 - Email: BOWK235@lni.wa.gov
IPublic Works Strikes and Debarments I
Verify the contractor is eligible to perform work on public works projects.
Contractor Strikes
146-iiii ke-s' ha"'Ve "been issued against this contractor.
Contractors not allowed to bid
N6d6*a'rm' e, n ts, have' bee in, lis"'ued against this contractor.
Workplace safety and health
Check for any past safety and health violations found on jobsites this business was responsible for.
Inspection results date
06/18/2015 No violations
Inspection no.
317936341
Location
9726 47th Ave SW Building 17
Lakewood, WA 98499
Inspection results date No violations
Page 2 of 3
Help us improve
https://secure.Ini.wa.gov/verify/Detail.aspx?UBI=171004362&LIC=POECOI*247QZ&SAW= 3/23/2018
FOURED IN PLACE CONCRETE POURED IN PLACE CONCRETE
CURB
EXTRUDED CURB AT caw' PRIVACYLINK CHAIN LINK CUR5 WD
LANDSCAPI FENCING WITH SLATS DUMP5TER 8"PRIVACYLINK CHAIN LINK EXT El? CUR5
_-j
QQ FENCING WITH SLATS LANDSCAPING 5' ERMANENT EASEMENT AREA
WHEEL STOPS AT PARKING ENCL05URE
WHEEL STOPS AT PARKING F R LECTRICAL TRACTION POWER
4? STALL
A S P H A L T A R E A STALLS
STATION TO CENTRAL PUGET
ASPH ALT AREA A S P H A L T t -5 -U -N D EGIONAL TRANSIT AUTHORITY
POURED IN PLACE CURB A R E A
2 -GAS VALVESN REC. NO. 200440517003078
G EXI TING GAS MAIN I 1 9*18 5 N Y LINE
G_
9 646.64'1 EXISTING GAS MAIN
44j I G G (-,
G
I= pac pz G LU
cl, N
14
>
Z) -1 25- ADD TWO a ALLS Sim
TRUCK LOADING .4
FAIR OF 130' MIN. E T NO FENCE
CO MANUAL Ili STRI INGII FAIR OF MANUAL 22' BUILDING TO'EX FENCE M
ES, SOLID TIRES M
GATE 0
a' 8' 8' 11' 20' 11 FIRE HYDRANT GATES, SOLID TIRES Uj
_W H_'_11F5LW TRACK 7) z
X < !W,-�
(0 WUL4 "FLUS14! TRACK 15, (01 11, 0
KN K 5ox 50, 32 x 0:
C C IL 0
NOSE OF li'RACTER T
A0 cq V SURVEY
0' 5UILDIN (�Iv (0
5ET5AC
Ov 50
4ol
in DRIVE IN RAM .% S REVISIONS
RECESSED DOCK
5' LANDS A \0 r2oll
/7, LL) SHELL -11allyt!5, Shall be made to the coDe 9
I
501 0 f work without prior approval
the
Tukwila Building Division. >
0 Co- JU
N, C14 MO Revisions will reauire a n Piar 12
al nd may include additionaii
JIM _x miiiii! i ye%
CL
TRIP FIRE 413, w
L)
L 4. > >
Lj ACCESS
0 10101
0
ci
O\A
0
9!
SO g! ca
C-4
C'V _n z_
LLI
Q)
CO
EXT. 3 HOUR FIRE WALL
A
TABLE 7106.4
cj
C-9 6-
C/) ,��E DEPT ACCESS PAT MAX 25% OF WALL CAN
En
0
BE RATED 3 H U
�: z
NEW APPROX 386 LF. OF r- 0) CD
OPENING 0ii 111 0) �0 00
"CORNERSTONE" BLOCK WALL 0) n
FOR 12 "ALONG WEST TO MAX EXT. 2 HOUR W4LL 00 00 0
30" FROM PAWING LOT WEST TABLE 602 z
_PP Q
OVER LL T_
EDGE TO SOUTH PROPERTY CO
CORNER WITH CHAIN LINK PENCE <
0- 5ULDING
FROM SOUTH PROPERTY CORNER (0c.0
C_� 00 z
P TO TRANSFORMER 91AN ep 01. 0 Ld
4,,l c,-) M _j
A -co
_1/ OVERHEAD foo R Co. F
0 PP N 2 01223 " E LINE, APPROX. 24 .4 z (D F_
0 0 x I_ <
16 _117 < 0) W
N56*11'53"W /'
.12' ABOVE GRADE TO 0)
27. N89*18'52"E LOWEST LOCAL FIRE DEPARTM NT ACCESS 0- U- V) 0)
28.68' DOORS AT 100' O.C. A
/c POWER AND PHONE,
W 60 A S P H A L T A R E A APPROX 48'TO 51B' SPRINKLER
HIGHER VOLTAGE A S P H A L T A E A A
TRANSMISSION LINES. cq
_Z* SEE ELCTRICAL
70
S
2
S H ........ . 1"' 1 .5 9' 15' LANDSCAPE 0'5UILDING
oil FRONT SETBACK C14
CONCRETE EXTRUDED CURB GA 0
WMH C -D 0
RIM=1 5.2' 0 4
W 48" WATER MAIN W CONCR CUF?B XTRUDED P G
N89*1852"W _W_ RB
60' WIDE CONDEMNED BY THE CITY OF SEATTLE W-N87*41'1 0"W
b i
r0. FOR PIPE LINE RIGHT OF WAY UNDER KING COUNTY W
SUPERIOR COURT CAUSE NO. 121648, PURSUANT
SOUTH 112 Z� NEW L _SCA
TO CITY OF -SEATTLE ORDINANC - E NO. 37022. TH STREET sm ROW ER BLO z2F
PRIVATE STREET
LUMINAIRE NEW FEN EXT
ENCE F
Z�� NOTE: FE 5UIL TO
I EX. FENCE ITH GA AND
BUILDING AND SITE STATISTICS: SHEL USE EX REME CARE TO AVOID ANY UTILITESIWITH f ..' _
PENCE POSTS. Z
BUILDING CODE: 15C 20B ZONING REQUIREMENTS: LEGAL DESCRIPTION: CODE COMPLANCE
ZONING: MIC/H FRONT YARD SET BACK: 20 AND LYING SOUTHERLY OF: A LINE DRAWN APPROVED
SITE AREA: APPROXB.1'B ACRE (221136F) SECOND FRONT 10' PARALLEL WITH AND 389.23 FEET NORTH FENCING 51TE FLAN
INTERIOR SIDE YARDS 0' OF THE SOUTH LINE OF SAID SECTION 4 NORTH SCALE: P = 30' FEB 2 5 2019
5UILDING AREA. -FOOTPRINT '�1,402 5F(43%) REAR YAF;?�D 0 EXTENDED EASTi PROPERTY LINE---,, Z t; -.—
WAREHOUSE: City of TukWfla
FUTURE FIRST FLOOR OFFICE: 4,500 SF MAXIMUM HEIGHT- 125' EXCEPT THE SOUTH ii FEET THEREOF AS
92,c�02 SF PROPOSED HEIGHT: 40'PANEL5 0
CONDEMNED IN KING COUNTY SUPERIOR BUILDING DIVISI P-ECE-VEI)
PROPOSED COVERAGE: 43 COI1QT r_.AHc4= Njen 11)1&,A my -r t-ii-ry ,-= 5UILDIN6 AND SITE! STATIATIii 1*PNJANr _F OF TUKWILA
TYPE OF CONSTRUCTION: 111 5
SEATTLE FOR PIPELINE RIGHT-OF-WAY, Sc4in OF UkWK-
BUILDING CODE.- 15C 2015
1
5PRINKLERED ESFR
LANDSCAPE:
PURSUANT TO ORDINANCE NO. 310221 TO CONSTRUCT AN VCHAIN LINK SCREEN
ZONING: MIC/H "PRIVACYLINK 11
FRONT YARD: 5'
AND EXCEPT THAT PORTION THEREOF AS FENCE WITH VINYL SLATS PER PLAN
SITE AREA:APPROXB.1e ACRE (22113SF) CHAIN LINK FENCING
PER TA5LE 506.2,51 OCCUPANCY,
INTERIOR 0'
CONDEMNED IN KING COUNTY SUPERIOR
WITH SLATS
SPRINKLER I STORY = 10,000 SF
REAR 01
COURT CAUSE NO, 4&e551 BY THE CITY OF
BUILDING AREA:FCOTFRINT'31,402 SF(43%)
I
WITH 3 SIDES SET5ACK OVER 20,
TAX ID NUMBER: 042304-c3014,
SEATTLE FOR TRANSMIS51ON LINE
PURPOSE5, PURSUANT TO ORDINANCE NO,
NEW FIRST FLOOR OFFICE: S,810 SF
WAREHOUSE: 51�5132 SP
FEB 0 6 2019
PERMIT CENTER
52SB(o i 1 2 oil
1 31-211 3" ASPHALT OVER
/A Lo; MAL, r' I I HA I t -"UK I IU IH M=OF AS
PARKING: REQUIRED: OFFICE 4,500 5F(5%) LEGAL DE5CRIPTION: CONVEYED TO KING COUNTY FOR
6 2.5/1000 5F = 11 CARS THAT PORTION OF THE SOUTHWEST WIDENING SAID EAST MARGINAL WAY
WAREHOUSE cJ2,BO2 SF,01/2000=41 QUARTER OF THE SOUTHWE5T QUARTER OF 5OUTH, RECORDED JUNE O'BY2185 UNDER
TOTAL CARS REQUIRED: 55 CARS SECTION 31 AND OF GOVERNIM"ENT LOT 10 RECORDING NO, 5806OW8154
(4 HANDICAPED STALLS) IN SECTION 41 OF TOWNSHIP 2,2 NORTH IN AND EXCEPT THAT PORTION THEREOF
TOTAL CARS 5HCUN: 5'3 RANGE 4 EAST W.M. IN KING COUNTY, LYING 5ELOW T14E E700 FOOT VERTICAL
WASHINGTON, ALL LYTING 5ETWEEN: DEPTH LEVEL BELOW T14E SURFACE OF
THE EASTERLY MARGIN OF STAT ROAD NO HTE PROPERY, AS RESERVED UNDER
I (TUKWILA INTERNATIONAL 5OULEVARD, RECORDING NO 6262412, RECORDED
PACIFIC HIG IIJAY n1 IT ) Ar, rr)Kl\1=y n
I I T- L,117- �,UN [KUL, I I Coft 111 5 0 1111
SPRINKLERED ESFR POURED IN PLACE CRUSHED ROCK
CONCRETE CURB BASE R5E
PER TABLE 506.2,51 OCCUPANCY, WITH 1*4 REBARS 11 C.0
SPRINKLER 1 STORY = 10,000 SF (oil -0
RE ION. -,N
WITH 3 SIDES SETBACK OVER 20,
10,000 5F +(11500X.15) = 83,125 SF CORR CT N
PARKING: REQUIRED: OFFICE SAW SFa "4� LTR
4.,
BY DEEDS UNDER RECORDNING NO'S 4_4-- RE5AR
WAREHOUSE 81,5c32 SF-SI/2000=44
Bc3O'B041 AND 3'30130413+ AND THE TOTAL CARS REQUIRED: 6S CARS ATTACHEM ' ENT5
WERSTERLY MARGIN OF EAST MARGINAL (4 HANDICAPED STALLS)
WAY SOUTH (STATE HIGHWAY 5-M, TOTAL CARS SHOWN: &B 5ECTI N AT FROFERTY.LINE
DUWAMISH ROAD) RIGHT OF WAYi
C:\Documents and Settili Users\ ocumekCG�.bUo15V2!b3:92k%b HORIZON FORMTENANT TILE\CDS\REVT-0 CITY Co -04-19.dwa. T-0. 2/4/2019 19-17111 IRE PM
NIMENTS WALL 02
m
PROPERTY
LINE
LANDSCAPE
-AND PARKING -
TILT UP CONCRETE 5UILD
5LACK VINYL CHAIN LINK
PENCE, POSTS IN CONGRE
CORNERSTONE 100 SERIES
CONCRETE 5LOCK RETAINING
WALL, VARIES WITH MAX AT
+30" AFF
I J-
I pl I 1 1-1 1 1-1117.
COMPACTED DIRT WITH 5ARK
COMPACTED GRAVEL
LEVELING PAD
U"I-) 5LOCK WALL SECTION
SCALE: 3/41, = r-oll
-% %0'1 IF" I I 's &. I I %I -%
r -d
ALONG PROPERTY LL INE
SCALE-. 1116" =l'-011
5LACK VINYL CHAIN LINK
FENCE, POSTS IN CO TE
PIL-
77��
CORNERSTONE 100 SERIES F- ASPHALT PARKING ADN DRIVE
CONCRETE 5LOCK RE INI WITH EXTRUDED CURZIBING
WALL, VARIES WITH M T
CORNERSTONE 100 SERIES
CONCRE'll"E 5LOCK RETAINING
WALL, VARIES WITH MAX AT
+30" AFF
COMPACTED DIRT WITH 5ARK
COMPACTED GRAVEL
LEVELING PAD
15LOCK WALL SECTI
SCALE: 3/4,, = r-ou
COMPACTED DIRT WITH TOP
SOIL AND LANDSCAPE
COMPACTED GRAVEL
LEVELING PAD
5LOCK WALL SECTION
SCALE: 3/411 = 11-011
CORNERSTONE WALL
5LOCK RETAINING WALL TO 5E CORNERSTONE SERIES 100 LANDSCAPE GRAVITY WALL WITH
TOP CAP -
PROVIDE COMPACTED CRIUSH ROCK GRAVEL LEVELING PAD PER MANUFACTURERES
RECOMMENDATIONS.
EACH CORSE 5ATTERS 5ACK E7/8" PER COURSE.
INSTALLATION PER MANUFACTURERS RECOMMENDATIONS
WALL MAY VARY IN HEIGHT 5ASED ON GRADES, IBUT MAX 15 30" A50VE LOWEST GR4r.>E.
CORNERSTONE 16 MANUFACTURED 15YMUTUAL MATERIALS
CHAIN LINK FENCI
PROVIDE AND INSTALL 4' TALL BLA4X CHAIN L INK PENCE AS SHOUN
. I
INSTALL PER MANUFACTURERS RECOMMENDATIONS
PROVIDE POSTS SET IN 1'60 DEEP CONCRETE POST HOLE FOOTINGS
REVIEWED FOR
CODE COMPLIANCE
APPROVED
FEB 2 5 2G19
City of Tulcwila
BUILDING DIVISION
RECEIVED
CITY OF T=VILA
FEB 0 6 2019
PERMIT CENTER
�4
C:)
E-1
Z
E-1
CD
T-o,i
FREV
POUREP IN PLACE CONCRETE POURED IN PLACE CONCRETE
CUR5 CUR5
--M
EXTRUDED CUR5 AT PRIVACYLINK CHAIN LINK
VPRIVACYLINK CHAIN LINK ExTfpuDr=l? CUR15
DUMP5TER
LANDSCAPI FENCING WITH SLATS FENCING WITH SLATS LANDSCAPING 5' ERMANENT EASEMENT AREA
WHEEL STOPS AT PARKING ENCLOSURE WHEEL STOPS AT PARKING F R LECTRICAL TRACTION POWER
-STALLS STALLS STATION TO CENTRAL PUGET
4? ASPH ALT AREA j
A
A S P H A L T A R E A t -o -U t� D EGIONAL TRANSIT AUTHORITY
A S P H A L T A R E A
I-L,/URED IN PLACE CUR5 REC. NO. 200440517003078
:.S
EXI TING GAS MAIN 2 -GAS VALVES-� IN 9018 5 N-ESOPERTY LINE
G 646-64' 1 EXISTING GAS MAIN
0z
M %1 G 0 j G — G G
4.ja pm PX pu 0 0
N
C" <
A S
6 14�. 6 4 -\G
>
TT
ADD W -SIM
oil
IV- 2E� 10 OBI 85 TRUCK LOADING E ��:Nr) FENCE FROM >-
\111. X1 011A >- m
4 FAIR Or- MANUAL Wo 130' MIN. FAIR OF MANUAL 22' 24' Ioea.51 5UILDING TO EX. FENCE F- m a
Iff -- L) Ld
cloj (01 LLI z
ES, SOLID TIRES
GATE GATES, SOLID TIRES 0
a, a, a, 111 20' 1 IRAC FIRE HYDRANT 0 J -13E,
, e-- 11� W H T K 9114 "FLUS14! TRACK 18, (01 111 a, a, a, bt�--
I I& L&
r- T P HYDRANT;��"W
(o C rcN X 5ox (KNO op
7 71/ C E OF II TRACTER q- Hc1Hc SURVEY
ND Q NOS 21
,(\v
0'. 5UILL") IN (o
5ET5AC C Q
50,
4ol S
DRIVE IN RAMI= G C)
I rx via RECESSED DOCK o
5' LANDS AP 50, SWELL ....... L
/71 501 ul
C >
4.4, Qo- T
Ln I LE) . �7- OL
C14
10, IV z
A\ -A %Ao Z- LL LL
F- ff (v-
tgn 13-
H Li Li If 1!
413
L8
STRIP FIRE
_44j
ACCESS
�o
J�y g!
0
-�Q
0 4z 93 (156, LLJ
1") 1-5� F-
A — 8 co
zc
Q) �Af EXT. 3 HOUR FIRE WALL ZIA
co 1��>"
TA5LE 7106-4 03
W
0
OF WA dc)
MAX 25% L CAN
cl) o
�r- cp z
co 5E RATED 3 HOUI Z r- cy) Lo
0)(0 0
OPENING 06.84-111 0) to
FIRE DEPT ACCESS PATH---,--_ 00 00
0
A S P H A L T A R E A 4 z
EXT. 2 HOUR WALL (o Q -v -
Ar TA5LE 602 T -
POTENTIAL LEASED IP, p OVERALL
TRUCK AND CAP, PAWING
CD CD Z
5UILDII G- 00
OVERHEAD POWER ow
'01 91AN OF
pp LINE, APPROX. 24'
Do
A S P H A L T A R E A AL:3k,7VE GRADE TO Ick
�j co --4- z
LOCAL 0 X
m < 0) W
pp N 20*12'23" E IVER AND PHONE, - V) 0)
0
0
:Q=(D
0 16.12' FIRE DEPARTMENT ACCESS
N56*1 1'53"W N 89 *18'5 2" E A!="-ROX 48' TO r5e'
E 50
27,81' H GHER VOLTAGE DOORS AT 100' O.C. 0
28.68'
TR,,-%NSMIS5ION LINES.
tl I/' SPRINKLER
7* A S P H A L T A R E A SEE ELCTRICAL
wv W BO a)
A S P H A L T ......
CROSS- SECT IONS A R E A --� 1 %4-
L21
20'5UILDING
70.
59'"�
8 0 FRONT-$-ET5ACK.-
SH 31 —
�H H 0 GA !N 8 41'10 W N �7 ... . ........ E UZ. n �j x N
WMH -CD CONCRETE EXTRUDED CURB 0 4 W 188.19, 1 87015 4 p x
PIP G R A S S GA
CONCRETE EXTRUm:�
5.2' W 48" WATER MAIN
W— Cot'7�
T- 4- vy - . "7 - -6-
N89'18'52"W 60' WIDE CONDEMNED BY THE CITY OF SEATTLE —W—N87*41'1 0" —W P�0
0 FOR PIPE LINE RIGHT OF WAY UNDER KING COUNTY W—
SUPERIOR COURT CAUSE NO. 121648, PURSUANT SOUTH 112TH STREET --- W ER BLO -OF
TO CITY OF SEATTLE ORDINANCE NO. 37022.
PRIVATE STREET
NEW FEN EXT
FENCE F
LUMINAIRE z 5ui TO
NOTE: EX. FENCE ITH GA AND
USE EXTREME CARE TO AVOID ANY LITILITES WITH
PENCE POSTS.
UILDING AND 5119 STATISTICS: SHEL ZONING REQUIREMENTS: LEGAL DESCRIPTION: 4h
]BUILDING CODE: 15C 206 R E,V# 1 10, 1 O'N. -NO
FRONT YARD SET 5ACK: 20 AND LYING SOUTHERLY OF: A LINE DRAWN E --q Ul
ZONING: MIC/H r- E N G I NG N51TE FLAN
51TE AREA: Afmf=ROXB.lc3 ACRE (22(o0S85F) SECOND FRONT 10' PARALLEL WITH AND 38cJ23 FEET NORTH
INTERIOR SIDE YARDS 0' Or- THE SOUTH LINE OF SAID SECTION 4 NORTH SCALE: I" = 30, PROPERTY LINE--,,
5UILDING AREA -FOOTPRINT c31,402 SF(43%) REAR YARD 01 EXTENDED EA5Ti
FUTURE FIRST FLOOR OFFICE: 4,500 BF MAXIMUM HEIGHT: 125' EXCEPT THE SOUTH 60 FEET THEREOF AS 0
E-1
WAREHOUSE: S2,c302 SF PROPOSED HEIGHT: 40'PANELS CONDEMNED IN KING COUNTY SUPERIOR 5UILDING AND SITE STATISTICS: TE �4
PROPOSED COVERAGE: 43 % COURT CAUSE NO 12111 5Y THE CITY OF SCOPE OF WOR�- 5UILDING CODE: 15C 2015 RECEIVED
TYPE OF CON5TRUCTION: 111 5 SEATTLE FOR PIPELINE RIGHT-OF-WAY, ZONING: MIC/H "PRIVACYLINK" CITY OF TUKWILA
5PRINKLERED ESFR LANDSCAPE: PURSUANT TO ORDINANCE NO. 310221 TO CONSTRUCT AN VCHAIN L INK, SCREEN SITE AREA: APPROXB.Ic3 ACRE (22&,0955F) CHAIN LINK FENCING RECEIVED
FRONT YARD: 5' AND EXCEPT THAT PORTION THEREOF AS PENCE WITH VINYL SLATS FER PLAN WITH SLATS JAN 0 9 2019
PER TA15LE 506-2,51 OCCUPANCY, INTERIOR 0' CONDEMNED IN KING COUNTY SUPERIOR
SPRINKLER I STORY = 10,000 SF REAR 01 COURT CAUSE NO. 4(oc3551 5Y THE CITY OF 5UILDING AREA:FOOTPRINT SI,402 SF(43%) JAN 10 2019 PERMIT CENTER
SEATTLE FOR TRANSMISSION LINE NEW FIRST FLOOR OFFICE: S,810 OF ILA E=,
1 WAREHOUSE-. 15115S2 OF TUKW
WITH 3 SIDES SET5ACK OVER 20, TAX ID NUM5ER: 042304-c3014, PURPOSES, PURSUANT TO ORDINANCE NO. YVPRKS
10,000 SF +(11500X.15) = a3,125 5F 032304-e02S 62c3iB6i TYPE OF CONSTRUCTION: 111 5 1-211 -01. PUB�I�fo 4001 3" ASPHALT e OVER E..
AND EXCEPT THAT PORTION THEREOF AS POURED IN PLACE CRU5HE ICK
CONVEYED TO KING COUNTY FOR 5PRINKLERED ESFR CONCRETE CUR5 5ASE REVIEWED 0
PARKING: REQUIRED: OFFICE 4,500 SF(5% LEGAL DESCRIPTION, ODE COMPLIANC c'o
6 2.5/1000 SF = 11 CARS THAT PORTION OF THE 5OUTHWE5T WIDENING SAID EAST MARGINAL WAY PER TA15LE 506.2,51 OCCUPANCY, WITH 04 RE5AR5 APPROVED CD
WAREHOUSE 132,W2 BF61/2000=41 QUARTER OF THE SOUTHWEST QUARTER OF: SOUTH, RECORDED JUNE O%IS86 UNDER SPRINKLER I STORY 10,000 SP (oil T-1
TOTAL CARS REQUIRED: E58 CARS SECTION 3± AND OF GOVERNMENT LOT 10 RECORDING NO. 58060SO815i FED 2 5 2019 E-1
(4 HANDICAPED STALLS) IN SECTION 4i OF TOWNSHIP 23 NORTH IN AND EXCEPT THAT PORTION THEREOF WITH 3 51DES 5ET5ACK OVER 201,
TOTAL CARS SHOWN- E�S RANGE 4 EAST W.M. IN KING COUNTY, LYING 5ELOW THE 500 FOOT VERTICAL o zl�
WASHINGTON, ALL LYTING 5ETWEEN: DEPTH LEVEL IBELOW THE SURFACE OF 10,000 SF +(11500X.15) = 63,125 SF N -��CitY of Tukwila
THE EASTERLY MARGIN OF 6TAT ROAD NO HTE PROPERY, AS RESERVED UNDER PARKING: REQUIRED: OFFICESAW SF6 [BUII ING DIVISION
I (TUKWILA INTERNATIONAL 15OULEVARD, RECORDING NO 6262412, RECORDED 4V- WHEEL STOPS WITP—
PACIFIC HIGHWAY SOUTH) AS CONVEYED NOVEM5ER 0%IS(ol. 2B/1000 SF = 25 CARS REBAR FENCE
5Y DEEDS UNDER RECORDNING NO'S WAREHOUSE 81�5`32 SF,01/2000=44 ATTACHEMENT5
BSOS041 AND 3TIOSO4c3i AND THE TOTAL CARS REQUIRED: &S CARS
�A L.1AMt-)Ie-Af= n TAI I ) = 0-1 1- 1 'Isd AT IN
WER5TERLY MARGIN OF EAST MARGINAL TOTAL CARS SHOWN: &S A
WAY SOUTH (STATE HIGHWAY 5-M,
n11111AMI.4U-;Pt1Ar)) ;Plr.UT e79 III.AY-,+ 1\61210�5\15-03 SEBCO HORIZON. FORD\TENANT TILE\CD' fiI nr 19! 7= 775! 1'! 78/2 o 1 9`�, o - 11 A M
CADocuments and Se inas\AII bQlAkEeurliGis s\T-0 ch as 09-
WM H,,,/'
I= 15.2' \_�l
S LINE OF SE 1/4, SEC 4, TWP
1 114 L_1111L_ �Ijl INI-)L- I / t I ID E_ U z:1 I I vvI_ ZI) IN. 4 1- VV RA
PLANT SCHEDULE
SYMBOL
BOTANICAL NAME / COMMON NAME
QTY
SIZE
RIVER ROCK MULCH
DECIDUOUS TREES
WEATHERED
GRANITE OUTCROP ROCK
ACER CIRCINATUM / VINE MAPLE
/'l
MIN. 2" �CAL.
0
CARPINUS BETULUS 'FASTIGIATA' / PYRAMIDAL EUROPEAN HORNBE?�'
11
MIN. 2",. CAL.
GINKGO BILOBA 'PRINCETON SENTRY' / PRINCETON SENTRY GINKG&/1\
5
MIN. 2" CAL.
ULMUS 'FRONTIER' / FRONTIER ELM
7
MIN. 2" CAL.
CONIFEROUS TREES
AND SHRUBS ADDITIONALLY BE FERTILIZED WITH AGSAFE' 20-10-5, 21 GRAM
THUJA PLICATA 'EXCELSA' WESTERN RED CEDAR
14
MIN. 6' HT.
0
EVERGREEN SHRUBS
11.
LANDSCAPE ARCHITECT TO INSPECT AND APPROVE ALL PLANT MATERIAL
0—
OSMANTHUS H. 'GOSHIKI' VARIEGATED OSMANTHUS JY
9
MIN. 18" HT., 5 GAL.
INSTALL TOPSOIL IN TWO LIFTS OF 6"'EACH. ROTOTILL EACH LIFT TO A DEPTH OF 8"
MIN. 18" HT., 5 GAL.
0—
PRUNUS L. 'OTTO LUYKEN' / OTTO LUYKEN LAUREL
91
MIN. 18" HT., 5 GAL.
0—
TAXUS X MEDIA 'HICKSII' / HICKS YEW
8
MIN. 18" HT., 5 GAL.
(3�
TAXUS 'DARK GREEN SPREADER' / SPREADING YEW
N. 18" H T., 5 GAL.
0—
VIBURNUM DAVIDII / DAVIDI C,&@
33
MIN. 18" HT., 5 GAL.
DECIDUOUS SHRUBS
IRRIGATION SYSTEM. IRRIGATION SYSTEM TO HAVE A ET/RAIN SENSOR
0—
BERBERIS T. 'ROSE GLOW' / ROSE GLOW BARBERRY
20
MIN. 18" HT., 5 GAL.
@—
SPIRAEA JAPONICA 'ANTHONY WATERER' / ANTHONY WATERER SPI��
MIN. 18" HT., 5 GAL.
E)--
SPIRAEA JAPONICA 'LITTLE PRINCESS' / LITTLE PRINCESS SPIREA
14
MIN. 18" HT., 5 GAL.
GROUNDCOVER
THE OWNER AND THE CITY OF TUKWILA.
ARCHTOSTAPHYLOS UVA-URSI / KINNIKINNiCK
2,180
4" POT @ 12" O.C.
&ffl
COTONEASTER DAMERII / BEARBERRY
0
1 GAL. @ 24" O.C.
GERANIUM X CANTABRIGIENSE 'CAMBRIDGE' / CRANSBILL
300
4" POT @ 12" O.C.
LOW GROW HYDROSEED MIX
APPLY AT A RATE OF
40% DWARF TALL FESCUE
80 LBS. / ACRE
30% DWARF PERENNIAL RYE "BARCLAY"
APPLY HYDROMULCH
AT A RATE OF
25% RED FESCUE
1,500 LBS. / ACRE
5% COLONIAL BENTGRASS
NOTE:
PLANT MATERIAL HAS BEEN SELECTED TO BE DROUGHT TOLERANT
TREES TO BE MAINTAIN A 3' CLEARANCE FROM BASE OF TRUNK.
6. LANDSCAPE DRAWINGS ARE BASED ON THE SITE PLANS PREPARED BY
DAVID KEHLE ARCHITECTS. IMMEDIATELY NOTIFY LANDSCAPE ARCHITECT OF
ANY FIELD CHANGES TO THE SITE PLANS WHICH MAY REQUIRE
ADJUSTMENT OF DESIGN.
7. REFER TO CIVIL ENGINEERING DRAWINGS FOR GRADING AND DRAINAGE
INFORMATION. IMMEDIATELY NOTIFY LANDSCAPE ARCHITECT OF ANY ADVERSE
DRAINAGE CONDITIONS WHICH MAY AFFECT THE HEALTH OF PLANT MATERIAL.
8. "NO PRE -EMERGENT HERBICIDES TO BE USED ON THE PROJECT SITE
- �_ �-- �7- , - 7 t\
LEGEND
NOTES
DIA. WASHED
RIVER ROCK MULCH
000 2 -MAN
WEATHERED
GRANITE OUTCROP ROCK
1 LANDSCAPE CONTRACTOR TO CLEAR AND GRUB ALL AREAS WITHIN CLEARING
9.
B & B PLANTS TO BE DUG AND SECURED PRIOR TO END OF MARCH. WRITTEN
LIMITS. AREAS OUTSIDE OF CLEARING LIMITS SHALL NOT BE DISTURBED.
CONFIRMATION FROM NURSERY TO BE PROVIDED TO THE CITY OF TUKWILA.
2. ALL NEW LANDSCAPE AREAS ADJACENT TO BUILDINGS AND WITHIN PARKING LOT
10.
ALL NEW PLANTINGS TO BE FERTILIZED WITH STARTER FERTILIZER 2-4-2, OR
TO BE SET AT 8" MINUS FINISH ELEVATION EXCEPT AS NOTED. THESE AREAS TO
APPROVED EQUAL, APPLIED AT MANUFACTURES RECOMMENDED RATE. TREES
RECEIVE IMPORTED 3 -,WAY TOPSOIL TO A MINIMUM DEPTH OF 12". SUBGRADE
AND SHRUBS ADDITIONALLY BE FERTILIZED WITH AGSAFE' 20-10-5, 21 GRAM
TO BE SCARIFIED TO A DEPTH OF 12-18" AND ALL SPOILS (ROCK & DEBRIS > 2" DIA.)
PLANT TABS AT MANUFACTURES RECOMMENDED RATE.
0
TO BE REMOVED PRIOR TO INSTALLATION OF NEW TOPSOIL. INSTALL PROFESSIONAL
11.
LANDSCAPE ARCHITECT TO INSPECT AND APPROVE ALL PLANT MATERIAL
GROWERS BLEND TOPSOIL MIX PROVIDED BY LLOYD'S ENTERPRISES, INC (253-874-6692)
PRIOR TO PLANTING TO ENSURE ACCEPTABLE QUALITY. LANDSCAPE ARCHITECT
INSTALL TOPSOIL IN TWO LIFTS OF 6"'EACH. ROTOTILL EACH LIFT TO A DEPTH OF 8"
TO ALSO BE PRESENT DURING PLANT INSTALLATION TO ASSURE PROPER
INTO SUBGRADE.
PLANTING.
12.
BURLAP TO BE COMPLETLY REMOVED FROM ALL B & B PLANT MATERIAL
WINTER MIX TO CONSIST OF 40% BY VOLUME NATIVE SOIL, 40% BY VOLUME SAND,
AND LOOSEN ROOTS OF POTTED PLANTS PRIOR TO BACKFILLING OF PLANTING.
AND 20% BY VOLUME COMPOST. PROFESSIONAL GROWERS BLEND TOPSOIL VIX TO BE
13.
ALL NEW LANDSCAPE PLANTING TO BE IRRIGATED WITH A COMPLETELY AUTOMATIC
UNIFORMLLY AMENDED FOR FERTILITY AND PH AS RECOMMENDED BY A CURRENT
IRRIGATION SYSTEM. IRRIGATION SYSTEM TO HAVE A ET/RAIN SENSOR
SOILS TEST PROVIDED BY A APPROVED SOIL TEST LABORATORY FOR NEW PLANTING.
14.
LANDSCAPE ARCHITECT TO INSPECT AND APPROVE LANDSCAPE AND IRRIGATION
3. ALL NEW PLANTING BEDS TO HAVE FINE BARK MULCH TO A MINIMUM
TO DETERMINE 100 PERCENT COMPLETION OF THE CONTRACTED WORK, ALL
DEPTH OF 2". EXISTING BEDS TO BE MULCHED AS NOTED.
PUNCH LIST ITEMS, AND THAT THE PROJECT IS ACCEPTED AS COMPLETE BY
4. ALL PLANT MATERIAL HAS BEEN SELECTED TO BE DROUGHT TOLERANT.
THE OWNER AND THE CITY OF TUKWILA.
LANDSCAPE CONTRACTOR TO BE RESPONSIBLE FOR ALL WATERING AS REQUIRED
15.
OUTCROP ROCK TO BE 2 -MAN BANDERA WEATHERED GRANITE. A MINIMUM OF 6 TONS OF
BEFORE FINAL ACCEPTANCE OF WORK BY OWNER.
ROCKS TO BE PROVIDED. WASHED RIVER ROCK TO BE 5-15" DIA. FRONTIER RIVER ROCK
5. GROUND COVER TO EXTEND UNDER ALL DECIDUOUS TREE CANOPIES AT THE
WASHED ROCK TO BE INSTALLED TO A MINIMUM DEPTH OF 6" TO COMPLETELY COVER SOIL.
SPECIFIED SPACING TO PROVIDE COMPLETE COVERAGE IN ALL PLANTING BEDS
BOTH AVAILABLE AT MARENAKOS ROCK CENTER 425-392-3313, OR APPROVED EQUAL.
DESIGNATED TO RECEIVE GROUND COVER. GROUNDCOVER BENEATH EVERGREEN
SEE DETAIL #5 ON SHEET L-2.
TREES TO BE MAINTAIN A 3' CLEARANCE FROM BASE OF TRUNK.
6. LANDSCAPE DRAWINGS ARE BASED ON THE SITE PLANS PREPARED BY
DAVID KEHLE ARCHITECTS. IMMEDIATELY NOTIFY LANDSCAPE ARCHITECT OF
ANY FIELD CHANGES TO THE SITE PLANS WHICH MAY REQUIRE
ADJUSTMENT OF DESIGN.
7. REFER TO CIVIL ENGINEERING DRAWINGS FOR GRADING AND DRAINAGE
INFORMATION. IMMEDIATELY NOTIFY LANDSCAPE ARCHITECT OF ANY ADVERSE
DRAINAGE CONDITIONS WHICH MAY AFFECT THE HEALTH OF PLANT MATERIAL.
8. "NO PRE -EMERGENT HERBICIDES TO BE USED ON THE PROJECT SITE
- �_ �-- �7- , - 7 t\
LEGEND
Me -
OUTCROP OCK AND
WASHED COBBLE.
SEE NOTE #
�.b
'S OUND TRANSIT
COLUMN —
I CONDUITS (6)
ON NORTH AND
SOUTH SIDES
( \ox
--A
V,
0
Vtl
\%\
V,
.VX
tn.
vZZ04 M �_, I � 0M M,
MF�
WrWA -
VS -PEED LIMIT
SIGN 35
co
CID
ON
so
REVIEWED OR
.CODE COK4PLIANCE
I.. APPROVED
FEB 2 5 2019
City of Tukwila
BUILDING DIVISION
AECEIVED
CITY OF TUKWILA
0 15' 30' 60' .120
1 1 mmmmmovil
SCALE: 1 " = 30' - 0"
SHEET SIZE: 24" x 36" AT 100%
4 111
N"
IF 7� CM -4 S t 111, t
PROJECT:
11000 BUILDING
LOCATION:
TUKWILA, WA
CLIENT:
SEBCO, INC
4020 EAST MADISON ST.
SEATTLE, WA 98112
NO. DATE REVISION
12.02.2016 PERMIT
03.28.2018 BID SET
A112.28.2018 PARKING REV.
DESIGNED C13
DRAWN C13
CHECKED C13
PROFESSIONAL SEAL
N
STATE OF
WASHINGTON
REGISTERED
CT
e�15,
zix.t�
WIWAM A. BROWN
CERTIFICATE NO. 501
DATE
11.28.2016
PROJECT NO.
20.1633
TITLE
LANDSCAPE
PLAN
SHEET NUMBER
L Im.
5-15"
DIA. WASHED
RIVER ROCK MULCH
000 2 -MAN
WEATHERED
GRANITE OUTCROP ROCK
Me -
OUTCROP OCK AND
WASHED COBBLE.
SEE NOTE #
�.b
'S OUND TRANSIT
COLUMN —
I CONDUITS (6)
ON NORTH AND
SOUTH SIDES
( \ox
--A
V,
0
Vtl
\%\
V,
.VX
tn.
vZZ04 M �_, I � 0M M,
MF�
WrWA -
VS -PEED LIMIT
SIGN 35
co
CID
ON
so
REVIEWED OR
.CODE COK4PLIANCE
I.. APPROVED
FEB 2 5 2019
City of Tukwila
BUILDING DIVISION
AECEIVED
CITY OF TUKWILA
0 15' 30' 60' .120
1 1 mmmmmovil
SCALE: 1 " = 30' - 0"
SHEET SIZE: 24" x 36" AT 100%
4 111
N"
IF 7� CM -4 S t 111, t
PROJECT:
11000 BUILDING
LOCATION:
TUKWILA, WA
CLIENT:
SEBCO, INC
4020 EAST MADISON ST.
SEATTLE, WA 98112
NO. DATE REVISION
12.02.2016 PERMIT
03.28.2018 BID SET
A112.28.2018 PARKING REV.
DESIGNED C13
DRAWN C13
CHECKED C13
PROFESSIONAL SEAL
N
STATE OF
WASHINGTON
REGISTERED
CT
e�15,
zix.t�
WIWAM A. BROWN
CERTIFICATE NO. 501
DATE
11.28.2016
PROJECT NO.
20.1633
TITLE
LANDSCAPE
PLAN
SHEET NUMBER
L Im.
I
T CURB OR HEADER
NOTE: SPACING TO BE TRIANG. PER DISTANCE
SHOWN ON PLANT SCHEDULE
GROUND COVER SPACING
NTS
WEATHERED GRANITE OUTCROP—
ROCKS TO BE SET FIRM WITHIN
COMPACTED SUBGRADE. APPROX.
1/3 OF ROCK BELOW GRADE.
WASHED RIVER ROCK
TO A MIN. DEPTH OF 611
CONCRETE CUR
ASPHALT
PAVING
NOTE:
ROCK OUTCROP TO CONSIST OF
WEATHERED GRANITE 2 MAN ROCK.
SET ROCK WITH ALL EXPOSED
SIDES'SLOPING OUT AND AWAY
FROM TOP OF ROCK.
LANDSCAPE ISLAND WITH ROCK
NTS
RIVER ROCK -1"
BELOW T.O.C.
COMPACTED SUBGRADE. GRADED
TO DRAIN.
W
F I I I V UL. /-A
DIA. OF ROOTBALL
SHRUB PLANTING
NTS
SET CROWN AT NURSERY
HEIGHT
BARK MULCH PER SPECS
BACKFILL TO CONSIST
OF TOPSOIL PER SPECS.
ADD FERTILIZER, PER
SPECS
SCARIFY ROOTBALL ON
CONTAINER MATERIAL.
REMOVE ALL BURLAP
ON B&B MATERIAL
PLANT TREES HIGH
ENOUGH TO A!.,. LOW
POSITIVE DRAINAGE
AWAY FROM ROOTBALL
TREE STAKING
NTS
DIA. OF ROOTBALL
SECURE TRUNK WITH DOUBLE
STRAND OF 14 GAUGE GALV.
WIRE WRAPPED IN CLEAR
VINYL. -TWIST TIGHT
2" DIA. "BVC" LODGEPOLE
PINE TREE STAKES WITH
6" CONICAL POINT
36" DIA. TREE WELLS IN
LAWN AREAS. FILL WITH
2" OF SPECIFIED MULCH
REMOVE ALL BURLAP
AND WIRE BASKETS
BACKFILL PIT WITH 50%
TOPSOIL AND 50% NATIVE
SOIL. ADD SPECIFIED
FERTILIZER TO MIX
REMOVE ADDITIONAL ASPH ALT/CON CRETE AS REQUIRED
TO INSTALL. IRRIGATION HEADS ADJACENT TO
CURB.
ESTABLISH CROWN AS INDICATED
CONCRETE CURB MULCH PER PLAN
ASPHALT 5% 5% SOD -0"
PAVING MULCH -1"
IMPORT TOPSOIL AS SPECIFIED
REMOVE PAVING & CRUSHED ROCK
AS INDICATED. SCARIFY EXISTING
SUBGRADE TO DEPTH OF 6" AND
BACKFILL WITH IMPORT TOPSOIL
PER NOTES
.PAVING/CRUSHED TOP COURSE
LANDSCAPE ISLAND
NTS
R
REVIEWED FOR
CODE COMPLIANCE
APPROVED
FEB 2 5 '2019
City of Tukwila
BUILDING DIVISION
RECEIVED
CITY OF TUKWILA
JAN 0 9 2019
PERMIT CENTER
SHEET SIZE: 24" x 36" AT 100%
IVI� ".4
PROJECT:
11000 BUILDING
LOCATION:
TUKWILA, WA
CLIENT:
SEBCO, INC.
4020 EAST MADISON ST.
SEATTLE, WA 98112
77700MMM I
NO. DATE REVISION
12.02.2016 PERMIT
03.28.2018 BID SET
12.28.2018 PARKING REV.
STATE OF
WASHINGTON
REGISTERED
2�e*
WIWAM A. BROWN
CERTIFICATE NO. 501
DATE
11.28.2016
PROJECT NO.
201633
TITLE
LANDSCAPE
DETAILS
IWAM
SHEET NUMBER
a
Lm=2
BARK.MULCH
EDGE OF BED
'0/mmmxv-
%1411100
I
T CURB OR HEADER
NOTE: SPACING TO BE TRIANG. PER DISTANCE
SHOWN ON PLANT SCHEDULE
GROUND COVER SPACING
NTS
WEATHERED GRANITE OUTCROP—
ROCKS TO BE SET FIRM WITHIN
COMPACTED SUBGRADE. APPROX.
1/3 OF ROCK BELOW GRADE.
WASHED RIVER ROCK
TO A MIN. DEPTH OF 611
CONCRETE CUR
ASPHALT
PAVING
NOTE:
ROCK OUTCROP TO CONSIST OF
WEATHERED GRANITE 2 MAN ROCK.
SET ROCK WITH ALL EXPOSED
SIDES'SLOPING OUT AND AWAY
FROM TOP OF ROCK.
LANDSCAPE ISLAND WITH ROCK
NTS
RIVER ROCK -1"
BELOW T.O.C.
COMPACTED SUBGRADE. GRADED
TO DRAIN.
W
F I I I V UL. /-A
DIA. OF ROOTBALL
SHRUB PLANTING
NTS
SET CROWN AT NURSERY
HEIGHT
BARK MULCH PER SPECS
BACKFILL TO CONSIST
OF TOPSOIL PER SPECS.
ADD FERTILIZER, PER
SPECS
SCARIFY ROOTBALL ON
CONTAINER MATERIAL.
REMOVE ALL BURLAP
ON B&B MATERIAL
PLANT TREES HIGH
ENOUGH TO A!.,. LOW
POSITIVE DRAINAGE
AWAY FROM ROOTBALL
TREE STAKING
NTS
DIA. OF ROOTBALL
SECURE TRUNK WITH DOUBLE
STRAND OF 14 GAUGE GALV.
WIRE WRAPPED IN CLEAR
VINYL. -TWIST TIGHT
2" DIA. "BVC" LODGEPOLE
PINE TREE STAKES WITH
6" CONICAL POINT
36" DIA. TREE WELLS IN
LAWN AREAS. FILL WITH
2" OF SPECIFIED MULCH
REMOVE ALL BURLAP
AND WIRE BASKETS
BACKFILL PIT WITH 50%
TOPSOIL AND 50% NATIVE
SOIL. ADD SPECIFIED
FERTILIZER TO MIX
REMOVE ADDITIONAL ASPH ALT/CON CRETE AS REQUIRED
TO INSTALL. IRRIGATION HEADS ADJACENT TO
CURB.
ESTABLISH CROWN AS INDICATED
CONCRETE CURB MULCH PER PLAN
ASPHALT 5% 5% SOD -0"
PAVING MULCH -1"
IMPORT TOPSOIL AS SPECIFIED
REMOVE PAVING & CRUSHED ROCK
AS INDICATED. SCARIFY EXISTING
SUBGRADE TO DEPTH OF 6" AND
BACKFILL WITH IMPORT TOPSOIL
PER NOTES
.PAVING/CRUSHED TOP COURSE
LANDSCAPE ISLAND
NTS
R
REVIEWED FOR
CODE COMPLIANCE
APPROVED
FEB 2 5 '2019
City of Tukwila
BUILDING DIVISION
RECEIVED
CITY OF TUKWILA
JAN 0 9 2019
PERMIT CENTER
SHEET SIZE: 24" x 36" AT 100%
IVI� ".4
PROJECT:
11000 BUILDING
LOCATION:
TUKWILA, WA
CLIENT:
SEBCO, INC.
4020 EAST MADISON ST.
SEATTLE, WA 98112
77700MMM I
NO. DATE REVISION
12.02.2016 PERMIT
03.28.2018 BID SET
12.28.2018 PARKING REV.
STATE OF
WASHINGTON
REGISTERED
2�e*
WIWAM A. BROWN
CERTIFICATE NO. 501
DATE
11.28.2016
PROJECT NO.
201633
TITLE
LANDSCAPE
DETAILS
IWAM
SHEET NUMBER
a
Lm=2
CITY OF SEATTLE — SEATTLE PUBLIC UTILITIES
PERMIT AGREEMENT
File # 305423
THIS PERMIT AGREEMENT ("Permit") is entered into by and between The City of Seattle, a
municipal corporation of the State of Washington, acting through and by Seattle Public Utilities (the
"City" or "SPU") and SEBCO (the "Pen-nittee").
RECITALS
WHEREAS, SPU owns in fee the West Seattle Pipeline iight-of-way, as further described in
Section 1. 1. (the "Property"); and
WHEREAS, Permittee has requested the use of SPU Property for landscaping and an irrigation
system; and
WHEREAS, SPU is willing to allow such use of the Property by Permittee, under the terms and
conditions listed herein:
1. PERMITTED USE:
1. 1. Grant. The Citv grants to Permittee limited mid nonexclusive permission to use the real
property (the "Property") described below solely for the permitted use presented in Section 1.2.
Unpaved portion of King County tax parcel 032304-9065 west of East Marginal Way South,
east of a line approximately 450 feet west of the eastern boundary of East Marginal Way
South and north of S I I 2h St. Displayed in engineering drawing attached as Exhibit A.
1.2. Pen-nitted Use. The City permits Permittee to use the Property for landscaping and installation
of irrigation systern with the restrictions that (1) nothing will be placed over SPU's 48 -inch
diameter West Seattle Pipeline or other SPU infrastructure and (2) no major vibration -inducing
activities will occur. SPU's primary concern is the preservation of the City's infrastructure.
1.3. Limitations on Use and Changes to Approved Use. Permittee's use of the Property is limited to
what SPU approves in this permit. Any and all changes to approved uses must be approved by
SPU and included within a signed addendum to this permit.
1.4. Non-exclusive Use. This Permit is subject to existing rights, if any, of other parties. The use
herein granted to Permittee shall be non-exclusive and SPU reserves to itself, its successors and
assigns the right to use the Property for any purpose and grant other permits, which shall not
unreasonably connict with Permittee's intended use. Permittee shall not interfere with access
or use by other such authorized parties.
1.5. Suitability of Use. Permittee understands and agrees that SPU makes no representations to the
suitability of the Property for the Permittee's purposes and use.
RECEIVED
FEB 2 5 2019
Page I
TUKWILA
PUBLIC WORKS
2. EFFECTIVES DATE/TERM:
2. 1. Effective Date. This Permit shall be effective when signed by both parties (Effective Date),
subject to the terms of Section 2.2.
2.2. Permit Validity. This Permit is not valid until signed by an authorized representative for
Permittee and counter -signed by the Division Manager of SPU Real Property Set -vices,
3. PERMIT FEES:
3.1. Fee amount. ie Eff-eetive "'We, --A - n the aaaiveFsafy of the E&etiye Date4T-tha4erm
of the Pefmit, Permiaee shall pay a perff4t-fe . .... ...... t Fee") whieh shall be the sani efan
annual use fee and an annual adtr�aistr-ative fee, as delineated in Exl4bit A, whieh will be
updated per pamgfflph 3.2. Annual permit fee for the use of SPU's property is waived.
SEBCO's landscape maintenance will provide a mutual and off -setting benefit to SPU as it
relieves SPU's Operations -staff of the responsibility for landscape maintenance at this site.
3-4- Fe adjustment. SPU will adjust anflually thee P"R.H. f -- on ;11-y ef the Eff-eetiv-e
Date efthe - ---_A,+_
. -J apda_s te published standafd p6eing or- updates te the assessed
pr-epei4y N,alues used in the ealeulatien of the Permit Fee. Changes �e penniqed use appr-ely
by SPU may also result in a fee adjustment at the time of a r-eVal of the ehange4y-SPU-. The
annual permit fee is waived. See Section 3. 1.
3.3. Taxes. Permittee shall be liable for all taxes deemed by the King County, the State of
Washington, or Other taxing entity responsible thereof, created by this permit and/or due as a
result of Permittee's use of the Property or any irnprovements, or personal property placed
upon it. These taxes may include, but are not limited to, the Leasehold Excise Tax that, if
applicable, will be collected for the State of Washington by SPU together with the Permit Fee.
4. SPECIAL TERMS and CONDITIONS:
4. 1. Installation of the landscaping and irrigation system will confon-n to the Engineering Plans
attached as ExItibit A. Changes to this installation must be approved in advance by Ryan
Manning, SPU or (206) 684-0127).
4.2. Nothing will be placed over SPU's 48 -inch diameter West Seattle Pipeline or other SPU
infrastructure and no major vibration -inducing activities will occur.
5. MAINTENANCE OF PROPERTY AND PERMITTEE OPERATIONS:
5. 1. Permittee obligations. Permittee is responsible for limiting the activities on the Property to
those approved in this Permit and assures appropriate and continuous monitoring of such
activities.
5.2. Maintenance of Prope .
5.2. 1. Permittee will operate and maintain the Property in a clean, safe, and orderly condition at
all tirnes. Permittee will not allow Hazardous Substances to be released into the
environment on the Property, and shall not use pesticides, herbicides, or other weed -
killing substances on the property.
Page 2
5.2.2. SPU is under no obligation to maintain or assume any costs associated with maintaining
the Property for the benefit of Permittee.
5.3. Pen-nittee Facilities and Improvements.
5.3. 1. Permittee will be responsible for constructing, operating, maintaining and repairing its
own facilities and for conducting its own activities at its own expense, including repairs
that may be caused by SPU's operation, rnanagement, or control of the property.
5.3.2. Any property improvements or instal lation of structures proposed by Pen-nittee must be
pre -approved in writing by SPU. SPU will review and approve any designs for allowable
structures or improvements, or plans for allowable activities, and may require that tile
design or plans include preventative measures to protect water quality in utility systems,
receiving waters, or other sensitive areas, as well as the security and physical integrity of
the utility property, The preventative measures may include but are not limited to denial
of certain structures or activities, adjustments or corrections to designs or plans, and
specific ongoing monitoring and oversight
5.3.3. New structures approved by SPU after the Effective Date of the Permit may result in an
increase in the Permit Fee.
5.3.4. Pen-nittee's placement of any improvements or personal property in the Permit Area shall
be at Permittee's sole risk, and Pen-nittee liereby releases City from any claims for loss or
damage to Pen-nittee's property in the Pennit Area. SPU is not responsible in any way for
damage to the Permittee's improvements within the Permit Area,. including damage by
SPU.
5.3.5. During the term of the Permit and upon notification by SPU, Permittee, at the Permittee's
sole expense, will be responsible for relocating or removing any of its permitted structures
or improvements. SPU may also require Permittee to pay SPU for installation, relocation
or removal of improvements to protect SPU property fi-orn the permitted use or for any
increased maintenance or operational costs incurred by SPU that are caused by the
permitted use. If agreed to by SPU, Permittee may directly perform the maintenance or
operational work.
5.3.6. Permittee agrees, upon being billed by SPU, to pay for any increase in SPU's actual,
reasonable costs incurred for installing, replacing or repairing SPU*s pipelines or other
City improvernents resulting from the existence of Pen-nittee's facilities or improvements.
5.4. Heavy Equipment and excavations.
5.4. 1. Permittee -agrees that during any construction, operation or maintenance of said permitted
use, (1) no heavy equipment shall be used or (2) excavations conducted without
permission of SPU.
5.4.2. Pen-nittee will not cross the Property with any load in excess of King County gross
vehicle weight loading standards.
Page 3
6. SPU ACCESS AND OPERATIONS:
6.1. SPU Access. SPU will at all times have free access to the Property for the operation,
maintenance and repair of its pipeline or fiacilities or for any other purpose. If SPU, in its
discretion, desires to undertake activities on the Property that may impact the operation of the
permitted use, SPU will endeavor to give Permittee reasonable notice under the circumstances.
6.2. Closure of Property. SPU may close the Property at times for the installation, repair or
replacement of its pipelines or facilities, or to make other improvements. Permittee shall not be
entitled to payment for damages for any loss of use of the Propeity during such operation,
maintenance, and repair; except for return of a prepaid Permit Fee covering the time Permittee
was not allowed use of the Property.
7. TERMINATION:
7. 1, Termination without Cause. This Permit may be terminated upon thirty (30) days' notice by
either SPU or Pen-nittee.
7.2. Termination for Permit Violation. SPU may revoke Pen-nittee's use immediately for any
violations of Permit conditions and requirements that are not corrected by the Pennittee within
a reasonable time frame pursuant to Section 8.4.
7.3. Prepaid Permit Fees. Upon revocation by either party, SPU will refund any prepaid Annual
Permit Fee to Pen-nittee for periods extending beyond the ten-nination of this agreement.
7.4. Permittee Obligations. At the expiration or tennination. of this Permit, Pen-nittee agrees to quit
and surrender the Property in as good state or condition as now exists. Upon the written request
of SPU, Pen-nittee agrees to remove fi-om said Property all property of Permittee, and to restore
that portion of the Property affected by Permittee's facilities to a condition at least equal to that
existing prior to the construction of said Permittee facilities, including removal of any
Hazardous Substances on the Property, all subject to the approval of SPU.
8. INSURANCE:
8. 1. MINIMUM COVERAGES AND LIMITS OF LIABILITY. Prior to the commencement of
use of Premises pursuant to this Permit and at all times during the effective date of this
Permit, Permittee shall maintain contimiously, at its own expense, minimum insurance
coverages and limits of liability as specified below:
8. 1. 1. Commercial General Liability (CGL) written on an occurrence fon-n at least as broad
as ISO CG 00 01, with Minimurn Limits of Liability:
$ 1,000,000 per Occurrence
$2,000,000 General Aggregate
$ 1,000,000 Products/Completed Operations Aggregate
$1,000,000 Personal/Advertising Injury Liability
Employers Liability / Washington Stop
$ 1,000,000 Each Accident / Each Disease / Policy Limit
Alternatively, may be evidenced as Employer's Liability insurance under Part B of a
Workers Compensation insurance policy.
Page 4
"Claims Made" and "Modified Occurrence" policy forms are not acceptable.
8.1.2. Worker's Compensation for industrial injury to Service Provider's employees in
accordance with the provisions of Title 51 of the Revised Code of Washington
8.2. CITY AS ADDITIONAL INSURED. The City of Seattle shall be included as an additional
insured under CGL insurance as applicable for primary and non-contributory limits of
liability.
8.3. LIMITS OF INSURANCE COVERAGE. The limits of liability described above are
minimum limits of liability only. Regardless of provisions to the contrary under the terms of
any insurance policy maintained by Permittee, the specification of any such rninimum limits
shall neither be (1) intended to establish a maximum limit of liability to be maintained by
Permittee regarding this Permit, nor (2) construed as limiting the liability of any of
Permittee's insurers, which must Continue to be governed by the stated limits of liability of
the relevant insurance policies.
8.4. NOTICE OF CANCELLATION. Evidence of not less than 30 (thirty) days prior written
notice of cancellation by insurer shall be provided, except 10 (ten) days as respects
cancellation for non-payment of premium.
8.5. EVIDENCE OF INSURANCE. Prior to commencing any of the activities approved by a
permit, the applicant, at no expense to the City, shall provide all of the following evidence of
insurance:
8.5. 1. A Certificate of Insurance showing the policy number, effective dates and limits of
liability.
8.5.2. An Additional Insured Endorsement designating the "City of Seattle" as an additional
insured for goverru-nental permitting under an ISO form CG 2012 or CG 2026 or
equivalent or blanket policy wording. The endorsement must include the policy
number.
8.5.3. The Certificate Holder for notice of cancellation purposes: (City of Seattle -SPU, Attn:
Pree Carpenter, 700 5"' Ave, Suite 4900, Seattle, WA, 98124)
8.5.4. Send Insurance Certification to:
9. GENERAL CONDITIONS
9. 1. Compliance with Applicable Laws and Regulations
9. 1. 1. Pennittee shall comply with all applicable federal, state, and local laws, ordinances,
codes, rules and regulations, including but not limited to health, safety and environmental
laws.
9.1.2. During the term of this Permit, the Pennittee agrees to not cause or pennit SPU's property
to become contaminated with any Hazardous Substances or Pollutants. Upon notice or
discovery of any release of any Hazardous Substance or Pollutants caused by the
Permittee to occur upon SPU property, the Permittee shall, at its own costs, immediately
take all necessary steps to respond to, and clean up the sarne and restore the Property to its
pre-existing condition in accordance with applicable Environmental Laws and
Page 5
Requirements. Tile Perinittee shall report any such release, to SPU within 24 hours or
discovery.
9.2. Indemnification. Permittee shall indermlify the City as follows:
9.2. 1. Permittee shall release, defend, indemnify and hold harmless the City and its officials,
employees, agents, licensees, contractors, consultants and representatives (collectively,
the "Indernnitees") from and against any and all clairns ., liens, dernands, actions, costs.
losses, expenses, harm, darnages, and liability of any kind or character (collectively'
"Claims"), including any damage or injury to any person or property, asserted or arising
from, on account of, caused by, or in any way related to (i) Pennittee's exercise of its
rights or obligations under this Permit Agreement, (ii) the acts or omissions of Permittee
or Pennittee's employees, agents, consultants, contractors, representatives, or licensees in
or upon the Property, or (iii) the existence of, damage to, or failure of any of Perinittee's
improvements both on and off the Property, provided, however, nothing herein shall
require Permittee -to so indemnify and hold harmless the Indemnitees from Claims arising
out of any damage or injury to any person or property to the extent caused by or resulting
frorn the Inderrinite& negligence.
9.2.2. As between the parties and solely for the purpose of effectuating the indemnities
contained in this Section 9.2, Permittee specifically and expressly waives, with respect to
the Indeninitees, its irrullunity and limitation, defense or protection on liability that may be
granted to it under any industrial insurance lcgislation, including but not limited to, the
Washington State Industrial Insurance Act, Revised Code of Washington Title 51 or any
other industrial insurance, workers� compensation or similar laws of the State of
Washington. This section shall not be interpreted or construed as a waiver of Pen-nittee's
light to assert any such immunity, defense or protection directly against any of its own
employees or such employee's estate or other representatives. Permittee acknowledges
that this Section 9.2 was specifically entered into after mutual negotiation.
9.2.3. The Indemnifications set forth in this agreement shall survive the expiration or earlier
termination of this Permit.
9.3. Damages. Permittee will correct at its expense any damages to SPU's utility systern, property
or facilities that arise out of the permitted use within the time frame stipulated in Section 9.4. If
Permittee has not corrected or made an acceptable agreement with SPU to correct any
condition caused by Permittee witNn the stipulated timeframe, SPU, in its sole discretion, may
revoke this pen -nit pursuant to Section 7.2 or SPU may perform any required work, and all
reasonable costs incurred will be billed to Pennittee. SPU may act immediately for conditions
which pose a threat to public health, safety or the environment. Pennittee agrees to pay such
bills in a timely manner.
9.4. Permit Violations and Remedies. If Permittee violates the tenns or requirements of this Permit,
Perrnittee will have fourteen (14) days after receipt of notice of violation to cure the specified
violation. If cure cannot be accomplished within such fourteen -day period, SPU may grant
Pen-nittee a longer period as is reasonably necessary to effect such cure, so long as such cure
has been commenced within such fourteen -day period and is being diligently pursued.
Page 6
9.5. Temporary and Revocable Use. Pennittee's use of the Property is revocable upon 30 -days
written notice and does not grant or convey any permanent property rights or change SPU
rights in any way.
9.6. Other Permits. This Pen -nit shall not be construed to replace or to be used in lieu of any other
permit or licenses that may be required, granted or supervised by any other agency or
subdivision ofgovernment. tD
9.7. Actions of Other Parties. The Pennittee expressly agrees that the actions of its employees,
contractors, agents, invitees, or licensees of the Pen-nittee are considered to be the same as if
perfornied or caused by the Permittee.
9.8. Assi-gnabilijy of Permit. This Permit is not transferable or assignable without the written
approval of SPU.
9.9. Erner�zency Conditions. In the event of an emergency condition that presents an immediate
threat to life or property on or near the Property, Permittee may take immediate, reasonable
actions to remove or reduce the immediate threat; provided, however that Permittee must (1)
provide SPU with notice of such actions as soon as practicable under the scenario, (2) seek
input from and coordinate with SPU at all reasonable junctures during any response to the
immediate threat and any subsequent remedial action, and (3) remain responsible for any and
all damage, including restoring the Permit Areas to the same or better condition after such
remedial actions are completed and the threat has been resolved.
10. CONTACTS:
10.1. SPU Emergency contact:
24-hour Emergency Number
Operations Response Center (ORC)
10.2. SPU Contact, other purposes:
(206) 386-1800, Ext 3
Pree Carpenter Phone:
Sr Real Property Agent Fax: 206-615-1215
Seattle Public Utilities: Facilities and Real Property Services
PO Box 34018
Seattle WA 98124-4018
10.3. Pennittee Contact:
Permittee Name
Street Address ��(2 20 /V241f�0zi 5/. *�Zz)
City, WA Zip [IVA - 9F///
Page 7
Contact: NA,5i'A41J1VIr
-J
Phone: 200- -32-3 - �7
Cell phone:'��
Email:
.J
PROVIDED, that the City does not waive or subordinate any of the rights and privileges granted to
the City.
THIS AGREEMENT is entered into by and between the CITY OF SEATTLE, a municipal
corporation of the State of Washington acting through and by Seattle Public Utilities and SEBCO,
Inc.
ACCEPTED BY SEBCO, Inc
gj�� B&'!;
PrintedName
V) \
Title
cl-d,�
Date
APPROVED BY SEATTLE PUBLIC UTILITIES
Thomas A. Fawthrop, Acting Division Manager
Real Property Services
Page 8
Date
Exhibit A (4 pages)
Page 9
Page 10
Page I I
Q
C)
('V
----------
TS
WMH,� --------------
1=1 5.2", - --------------
CD
r10
S LINE OF SE 1/4, SEC 4, TWP
IN LIINL Url\1311 1/4, btLU �). IWF 2,5 N. RGF 4 F WNA
IRRIGATION SCHEDULE
SYM.___
DESCRIPTION
om
1" Irrigation Meter (refer to Water Civil Drawings)
E21
Point of Connection:
DESCRIPTION
(1) 1" Bronze Gate Valve
Up to
(1) 1" Febco 950XLT, Double Check Valve Assembly
P. S. 1.
(1) Hunter ICV -101G, 1" Master Valve
G. P. M.
(1) Hunter HQ5—RC, 1" Quick Coupler Valve
RE
Irrigation Controller:
PRS40—
Hunter IC-600—M—ICM-600, '12 Station Modular Irrigation Controller (wall mounted)
360, 6" Pop—up Rotator
W/ Hunter WSS—SEN, Wireless Weather Sensor
------------
NDS SFCV—BR-6418, Dripline with 0.90 GPH drip emitters @ 18" o.c.
e% MP3
w/ Hunter SW6 galvanized tie—down stakes @ 3' o. c.
PROS—
Hunter ICV-101G—FS, 1" Automatic Valve
PRS40—MP3000-90,
wl 1" Isolation Ball Valve ZONE NUMBER
6" Pop—up Rotator
Hunter ICZ-101-25, 1" Drip Control Zone Kit WTU �:G.P.M.
30'
I 1.5*DRIP
Hunter PLD—BV, Manual Flush Valve 2,396 L VALVE SIZE/TYPE
0
Hunter PLD—AVR, Air/Vacuum Relief Valve LENGTH OF DRIPLINE
QC 0
Hunter HQ5—RC, 1" Quick Coupler w/ rubber cap
PRS40—
Mainline, 1-1/4" Schedule 40 PVC
90, 6" Pop—up Rotator
Lateral, (sized per pipe sizing chart) Class 200 PVC
30,
Sleeving, Schedule 40 PVC (2x size of interior pipe, minimum 4")
IRRIGATION
SCHEDULE
PIPE SIZE
MAX.
SYM.
DESCRIPTION
Up to
10 G.P.M.
P. S. 1.
RAD.
G. P. M.
0 MP3
Hunter
PROS— 06—
PRS40—
M P3000—
360, 6" Pop—up Rotator
40
30'
3.64
e% MP3
Hunter
PROS—
06—
PRS40—MP3000-90,
6" Pop—up Rotator
40
30'
1.82
IS. MP3
Hunter
PROS—
06—
PRS40—
MP3000—
90, 6" Pop—up Rotator
40
30,
0.74
0 MP2
Hunter
PROS—
06—
PRS40—
M P2000—
360, .6" Pop—up Rotator
40
19,
1.47
.M6MP2
Hunter
PROS—
06—
PRS40—
M P2000—
90, 6" Pop—up Rotator
40
19'
0.74
IS. MP2
Hunter
PROS—
06—
PRS40—
MP2000—
90, 6" Pop—up Rotator
40
19,
0.40
0 MPI
Hunter
PROS—
06—
PRS40—
M P1 000—
360, 6" Pop—up Rotator
40
14'
0.75
.A=MPI
Hunter
PROS—
06— PRS40— MP1 000—
90, 6:: Pop—up Rotator
40
14'
0.37
IS. MP1
Hunter
PROS—
06—
PRS40—
MP1 000—
90, 6 Pop—up Rotator
40
14'
0.19
,& MPC
Hunter
PROS-06—PRS40—MPCORNER,
6" Pop—up Rotator
40
14'
0.19
.=L MPSR
Hunter
PROS-06—PRS40—MP800-90,
6" Pop—up Rotator
40
10,
0.42
IS. MPSR
Hunter
PROS— 06—
PRS40—
MP800—
90, 6" Pop—up Rotator
.40
10,
0.23
• MPSS
Hunter
PROS—
06—PRS40—MPSS530,
6" Pop—up Rotator
40
5502'
0.44
• MMS
Hunter
PROS—
06—
PRS40—M
PRCS515, 6" Pop—up Rotator
40
5.5'xl 6'
0.22
C1 MPLS
1 1
Hunter
PROS-06—PRS40—MPLCS515,
6" Pop—up Rotator
1
40
1
5.5x 16'
1
0.22
1
PIPE SIZING
TABLE
PIPE SIZE
MAX.
G.P.M.
3/4" PVC Class 200
Up to
10 G.P.M.
1" PVC Class 200
Up to
16 G.P.M.
1-1/4" PVC Class' 200
Up to
26 G.P.M.
1-1/2" PVC Class 200
Up to
35 G.P.M.
RRIGATION NOTES
I MG. brbuicT wvi 1, bcvPr -1
upt8lL rW1G_C)1e0 S
1113lig
1 VERIFY EXISTING STATIC P.S.I. BEFORE INSTALLATION OF IRRIGATION. NOTIFY
LANDSCAPE ARCHITECT IF P.S.I. IS LOWER THAN 65 P.S.I.
2. VERIFY LOCATIONS OF ALL UNDERGROUND UTILITIES PR IOR TO COMMENCEMENT
OF WORK. PROTECT ALL NEW AND EXISTING UTILITIES. PROMPTLY NOTIFY
THE LANDSCAPE ARCHITECT OF ANY CONFLICT BETWEEN PROPOSED WORK
AND OBSTRUCTIONS.
3. IRRIGATION CONTRACTOR SHALL PROVIDE PROTECTION OF ALL PROPERTY,
PERSONS, WORK IN PROGRESS, STRUCTURES, UTILITIES, WALKS, CURBS,
PAVED SURFACES AND EXISTING LANDSCAPE AND IRRIGATION TO
REMAIN DURING THE INSTALLATION OF LANDSCAPE AND IRRIGATION WORK.
VERIFY LOCATIONS OF ALL UNDERGROUND UTILITIES PRIOR TO
COMMENCEMENT OF WORK AND PROTECT SAID UTILITIES.
4. IRRIGATION CONTRACTOR SHALL OBTAIN AND PAY FOR ALL NECESSARY
PERMITS AND FEES AS REQUIRED BY APPLICABLE CODES AND ORDINANCES
FOR THIS WORK. ALL WORK TO BE INSTALLED PER LOCAL CODE
REQUIREMENTS AND MANUFACTURE'S SPECIFICATIONS.
�.b
(.n
--A
C)7\
100-
4 —1-7
_7
N\A
0
"'V C::�
un
--A
0
A
00
V
\ - `-A
MPI A.
MP1
.4
I WP -A
5. PRESSURIZE MAINLINE TO 100 PSI FOR A PERIOD OF 2 HOURS
CHECK ALL JOINTS AND CONNECTIONS FOR LEAKS AND REPAIR AS REQUIRED.
PROVIDE WRIITEN DOCUMENTATION THAT A PRESSURE TEST HAS BEEN
COMPLETED WITH NO MORE THAN 5 PSI LOSS DURING THE TEST DURATION.
6. UPON THE COMPLETiON OF IRRIGATION WORK, OPERATE THE SYSTEM IN THE
PRESENCE OF THE OWNERS REPRESENTATIVE. ADJUST AS REQUIRED.
7. GUARANTEE ALL MATERIALS AND WORKMANSHIP FOR A PERIOD OF ONE YEAR
COMMENCING AT THE TIME OF FINAL ACCEPTANCE. THIS GUARANTEE
DOES NOT APPLY TO WORK OR DAMAGE DONE TO THE IRRIGATION REVIEWED FOR
SYSTEM BY OTHERS AFTER FINAL ACCEPTANCE. 0
CODEE COMPLIANCE
8. PRIOR TO FINAL ACCEPTANCE PROVIDE THE OWNER WITH A SET OF CLE FR�Ly APPROVED
DRAWN REPRODUCIBLE RECORD DRAWINGS SHOWING ACTUAL LOCATION
AND TYPE OF IRRIGATION ELEMENTS INSTALLED.
FEB 2 5 2019
City of Tukwila
BUILDING DIVISION
These plans have been reviewed by the Public
Works Department for conformance with current
City standards. Acceptance is subject to errors and
omissions which do not authorize violations of
adopted standards or ordinances. The responsibility
for the adequacy of the design rests totally with the
designer. Additions, deletions or revisions to these
drawings after this date will void this acceptance
and will require a resubmittal of revised drawings
for subsequent approval.
Final acceptance is subject to field inspection by
the Public Works utilities inspector.
Date: By:
�4 1 �2b[ ---- C%
RRIGA�T ON PL...AN
0 1 15' 310' 60 120'
SCALE: 1 " = 30' — 0"
SHEET SIZE: 24" x 36" AT 100%
I Ali it
% 7770=
77,
PROJECT:
11000 BUILDING
LOCATION:
TUKWILA, WA
CLIENT:
SEBCO, INC
4020 EAST MADISON ST
SEATTLE, WA 98112
""Mom
NO DATE REVISION
12.02.2016 PERMIT
03.28.2018 BID SET
12.28.2018 PARKING REV.
DESIGNED CB
DRAWN CB
CHECKED CB
awmalum
PROFESSIONAL SEAL
STATE OF
WASHINGTON
REGISTERED
419�* ARCHITECT
W1WAM A. BROWN
CERTIFICATE NO. 501
DATE
11.28.2016
PROJECT NO.
201633
TITLE
IRRIGATION
PLAN
VANOWERM 11111 11 SIR!" NUMMIRIMEW
SHEET NUMBER
L�3
WILKENS P.R.V. IF REQUIRED.
DOUBLE CHECK VALVE ASSEMBLY
VALVE BOX. REFER TO NOTE #2
rQUICK COUPLER VALVE
MASTER VALVE
WASHED DRAIN ROCK
GATE VALVE MINIMUM 12" DEPTH (TYP.)
MAIN SHUT OFF SCH 80 PVC UNION (TYP.)
NOTE:
1. INSTALLATION SHALL CONFORM WITH CITY OF FIFE
STANDARDS. REVIEW CURRENT CITY STANDARDS.
2. FOR 3/4" & 1" DEVICES, N.D.S. PRO JUMBO BOXES
FOR 1-1/2" & 2" DEVICES, INSTALL FOG TITE #2
REINFORCED CONCRETE BOXES
POINT OF CONNECTION
NTS
iff flifl
12" MIN.
1%,
IN
PVC LATERAL LINE
POP-UP HEAD
NTS
DRIPLINE LAYOUT
INITS
—INSTALL POP—UP SPRINKLER HEADS
3" ABOVE GRADE AND ADJUST TO
FINISH GRADE. SEE PLAN FOR MODEL
AND BRAND
—FINISH GRADE
<
(1) MARLEX FITTING
(2) SPIRAL BARB
FITTINGS
SWING PIPE (18" MAX.)
PVC SCH. 40 ELL (OR TEE)
AIRVVACUUM RELIEF VALVE
LO ATED AT EACH HIGH POINT
—PVC SCH 40
r—COMP. ADAPTER
DRIPLINE TUBING
SPACED 18 P) O.C.
DRIPLINE TEE
EDGE OF BED
DRIP CONTROL VALVE
MAINLINE
MANUAL FLUSH VALVE
LOCATED AT LOW POINT
FLOW
am --
100 dUP T0 800' AWAY
U
(])MODEL: WIRELESS SOLAR SYNC SENSOR, (DMODEL: SOLAR SYNC MODULE
MOUNT UP TO 800' FROM RECEIVER MOUNT LESS THAN 6' AWAY
D2MOUNT SENSOR ON ROOF PARPIT ABOVE FROM CONTROLLER
CONTROLLER LOCATION WHERE SENSOR CAN (�)HUNTER I—CORE CONTROLLER
RECEIVE FULL SUN, IS OPEN TO RAINFALL. WALL MOUNTED
(�)WIRELESS SOLAR SYNC RECEIVER MOUNTED 01 (�)VALVE CONTROL WIRE CONDUIT
THE WALL NEXT TO THE CONTROLLER CABINET TO EXTERIOR LANDSCAPE BED
01/2" POWER SUPPLY CONDUIT
J—BOX INSIDE CONTROLLER
*NOTE* CONNECT PER LOCAL CODE
MOUNT CONTROLLER WITH LCD SCREEN AT EYE LEVEL.
IRRIGATION CONTROLLER
INTS
FINISHED GRADE BEFORE MULCH/SOD
1" ABOVE FINISH GRADE
10". ROUND VAULT
WITH LOCKING LID
QUICK COUPLER VALVE
SET A MINIMUM 2" CLEAR
BELOW TOP OF VAULT.
18" MI
�BOVE FINISH GRADE
DRY SPLICE CONNECTORS
IVIDE FOR A 18" EXPANSION LOOP
EXCESS WIRE.
OTE CONTROL VALVE
STIC ISOLATION BALL VALVE
IE SIZE AS CONTROL VALVE
S. PRO STANDARD VALVE BOX
VALVES PER VAULT
ILT TO EXTEND MIN. 6" BELOW
VE. USE EXTENSIONS AS NEEDED.
;ONARY UNIT SUPPORT
CORNERS
40 PVC
PEA GRAVEL MIN. 3" DEPTH
NOTES:
1. VALVE BOX SHA11 NOT REST ON PIPES.
2. ALL PIPE AND FITTINGS WITHIN VAULT TO BE SCH 40 PVC SAME SIZE
AS OUTLET LATERAL PIPE.
3. PROVIDE EXPANSION COILS AT EACH WIRE CONNECTION IN VALVE BOX.
4. COMPACT SOIL AROUND VALVE BOX TO SAME DENSITY AS
UNDISTURBED ADJACENT SOIL.
5. PROVIDE VALVE BOX EXTENSIONS AS REQUIRED.
6. TAPE CONTROL WIRES AND SPARE TO BOTTOM OF MAINLINE (TYPICAL).
AUTOMATIC VALVE
INTS
PAVING, CONCRETE
OR PAVERS.
SUBBASE— REFER TO
CIVIL PLANS AND
SPECIFICATIONS
[—N.D.S. PRO STANDARD
VALVE BOX.
3M DRY SPACE CONNECTORS.
FPROVIDE FOR A 24" LOOP OF
EXCESS WIRE.
rill
FINISH GRADE.
10411111
DRIP CONTROL ZONE KIT
REFER TO IRRIGATION SCH.
BALL VALVE
PVCSCH 40SXS90
DRAIN GRAVEL MIN 2" DEPTH
PVC SCH. 80 NIPPLE
18" MIN. (LENGTH AS REQUIRED).
P.V.C. SCH 80 UNION
TOPSOIL DEPTH VARIES
P.V.C. MAINLINE
SCH. 40 PVC TEE OR ELL.
NOTES:
1.VALVE BOX SHALL NOT REST ON PIPES.
2. ALL PIPE AND FITTINGS WITHIN VAULT TO BE SCH 40 PVC SAME SIZE
AS OUTLET LATERAL PIPE.
3. PROVIDE EXPANSION COILS AT EACH WIRE CONNECTION IN VALVE BOX.
4. COMPACT SOIL AROUND VALVE BOX TO SAME DENSITY AS
UNDISTURBED ADJACENT SOIL.
5. PROVIDE VALVE BOX EXTENSIONS AS REQUIRED.
6. TAPE CONTROL WIRES AND SPARE TO BOTTOM OF MAINLINE (TYPICAL).
DRIP CONTROL ZONE
NTS
------------------------ ----
------------------------ -------- —
7
TOPSOIL PER
STEEL 'T' FENCE POST, 36" LENGTH
,m"6tt-,fa 18" MIN. PLANTING PLAN
"1W .1 �vvc?9w. ,
SS HOSE CLAMP (2)
BACKFILL SEE BACKFILL SEE
0,4 SCH. 80 PVC NIPPLE NOTE BELOW
NOTE BELOW
o's =9 9T 00
PVC LATERALS
-V. SCH 40 PVC ST ELL & 90 DEG. ELL
SCH 40 PVC ST. ELL
SCH 80 PVC NIPPLE, 1"X12" LENGTH
SCH 40 PVC MAIN LINE
NOTE: U
1. VALVE BOX SHALL NOT REST ON PIPES.
2. VALVE TO BE SET PLUM & CENTERED IN VALVE BOX.
3. PROVIDE DRAIN ROCK TO A MINIMUM DEPTH OF 6".
4. CONTRACTOR TO PROVIDE (1) EACH QCV KEY AND SWIVEL
HOSE ELL.
QUICK COUPLER VALVE
NTS
FLUSH VALVE
NTS
FINISH GRADE
2"IN BED AREAS
N.D.S. PRO 6" ROUND VALVE'IBOX
D17
HARDSCAI L-
HUNTER MANUAL
EASY FLUSH VALVE
PVC SCH 40 HEADER
PVC REDUCER
ADAPTER S X 1/2" FPT
BRICK SUPPORTS (THREE)
PEA GRAVEL SUMP
MIN. 1 CUBIC FT.
PVC SCH. 40
IRE SLEEVE
VC SCH. 4
MIN. 2X DIA.
OF INTERIOR PIPE
NOTE:
1. BACKFILL TO BE FREE OF ROCK OR DEBRIS LARGER THAN 1"
DIA. ABSOLUTELY NO ROCK OR DEBRIS SHALL BE PLACED
DIRECTLY ADJACENT TO ANY PIPE.
2. REPLACE DISTURBED OR DAMAGED LANDSCAPE.
SLEEVING
INITS
KI n S, PRO 6' ROUND
VE BOX
VACUUM
IEF VALVE
SH GRADE
DSCAPE
AIR/VACUUM RELIEF VALVE
NoTS
'LINE
-DEGREE
'AY ADAPTER TEE
'K SUPPORTS
'EE)
FLm
VEL SUMP
MIN. 1 CUBIC FT.
PVC MAIN LINE
VALVE WIRES
NOTE:
1. BACKFILL TO BE FREE OF ROCK OR DEBRIS LARGER THAN 1"
DIA. ABSOLUTELY NO ROCK OR DEBRIS SHALL BE PLACED
DIRECTLY ADJACENT TO ANY PIPE.
2..REPLACE DISTURBED OR DAMAGED LANDSCAPE.
PIPE TRENCHING
NTS
REVIEWED FOR
CODE COMPLIANCE
APPROVED
FEB 2 5 2019
City of Tukwila
BUILDING DIVISION
CALL BEFORE YOU DIG:
1-800-424-5555
RECEIVED
CITY OF TUKWILA
JAN 0 9 2019
PERMIT CENTER
LOCATION:
TUKWILA, WA
CLIENT:
SEBCO, INC.
4020 EAST MADISON ST.
SEATTLE, WA 98112
NO. DATE - REVISION
12.02.2016 PERMIT
03.28.2018 BID SET
12.28.2018 PARKING REV.__
STATE OF
WASHINGTON
REGISTERED
419�*
WILUAM A. BROWN
CERTIFICATE NO. 501
DATE
11.28.2016
PROJECT NO. 201633
mm— 11 11
TITLE
IRRIGATION
DETAILS
4? ASPH ALT AREA
2 - 32 VALVES N 89018
`4 EXI TI
G f,
NIS GAS MAIN
A SPHALT AREA
Rr-%,/.
DUMPBTER ENCLOSURE
SEE 15/5D-3
ASPH ALT AREA
C-
-�Q
01
I
U)
2
5' ERMANENT EASEMENT AREA
F R LECTRICAL TRACTION POWER
STATION TO CENTRAL PUGET
tOUND EGIONAL TRANSIT AUTHORITY
REC. NO. 200440517003078
-I,— -- - . r G— '% - . - - . LAI -D I IINU UAZ) MAIN %
Lao) i0e 14---- a G-- —G- G G G
PM III=
44j POURED IN PLACE CUR* I rp W= 07u- 1 Ll
ERTY LINE
ON PROPE
Az >
I % to 0 .4
13,06.51 110.51 25 0 10 5.51 ar- I TRUCK LOADING
wo
0 130' MIN. 24'
4) Cf) &
U5 10
8 W
W )
20'
0
2 CL
(0 4F L&
N05E OF 65' TRACTER TRAILER Ln SURVEY
Q
W
111H HCJHJ 3:
0' 5UILDIN
61V
5ET15AC I,- C 7 501 121
Q) 50, H.C. RAMPS AND siGNAGE H.C. RAMPS AND 5IGNAGE
SEE SID -3 SEE SD -3 40
J6
D a) io DRIVE IN RAMF 5' SIDEWAL
In 0-11
51 L
0
11 SIDEWALK I ILI 9W
15 IDOCK DOORS 10 IDOCK DOORS
51 �N /N
C14
LANDSCA L 4ND5CAP 10,
z
__J FA &A.& (0 10 0
Ilk
FIRE H H H
413' >
0/
/V
k
/�o 0 O\A T-
Xz IT& r 7
&
0 -
CS 4z Li 7 1
C\)
4 0.
i4 C14
C'V
.1 - /�r ' !T .3 HOUR FI
0' -
cd si -��Co TABLE 10 .4
TENANT ONE TE rr-%O�
0-0� ;I, -- \ 1, M
260M OF MAX 25% WALL. CAN
S E 1"A RAT E P E R M 1" 00
BE RATED 3 HOU M REQUIRE'D FOR: co 3:z'
ILM OF r-- 0) (0
OPENING (7106.84-16.5) A�. 0)(0 0
O'Chanical 0) 110
FIRE DEPT ACCESS PAT 00 00
ect Q
dcal
A S P H- A L T A R E A
2 HOUR WALL yyfu—m-15ing z
n
POTENTIAL LEASED 'p, P TABLE 602 OVERALL Croas PipuV LIN 1*�
Cl) TRUCl< AND CAR f0ARKlW3
QVI of TuWa
5ULD I NG 0 Z (0
00 Z
OVERHEAD POWER 04 Cq 0
10, 1 � 91A�2, OF Ld
PP LINE, APPROX. 24 -1
A S P H A L T A R E A Do
A50VE GRADE TO A\ z
LOWEST LOCAL 0 Ox <
PP N20'1 2'23"E POWER AND PHONE, RE MIONS W -r < o) W
0 C; a- U -
No chanr, s ihal t, -,e ronde to the sicope 0 V) 0)
FIRE DEPARTM=-NT ACCESS of worh withr" 1 print. approval of 7--
N56*11'53"W APPROX 48'TO 513'
N89*18'52"E
Sim �4-49
HIGHER VOLTAGE Division,
DOORS AT 1001 O.C.
27.81 lnTa�'
28.68' n,�Viszans vill require a new plan submift. A
TRANSMISSION LINES. and may owl-E&IIIIIIIIIIIIII =
SPRINKLER indude Witional plan review fees. j =
WV ASPH ALT AREA SEE ELCTRICAL 100
W 80
ECTIONS V
CROSS -SE A S P H A L T A R E A
Cq L
70-59 5' LANDSCAPE BUILDING
CO
FRONT-- -ET5ACX-
GA :N 87*41'10' -7� 02-189
WMH 0 CRETE EXTRUDED CURB IRP 0 W N b/�41'10- W N 87-15' 6" P x
P n R A q GA
48" WATER MAIN CONCRETE EXTRUDED CURB CO
R1M=1 5.2 —W W —W
N89018'52"W Ill'" — FILE160
60' WIDE CONDEMNED BY THE CITY OF SEATTLE i—W—N87*41'10"W 151
W
0 FOR PIPE LINE RIGHT OF WAY UNDER KING COUNTY POTENTIAL FIRE DEPT AC4C:F-SS 7..—. 7.—
SUPERIOR COURT CAUSE NO. 121648, PURSUANT CUR5 CUT WITH 5OLLAF Sou 1 Z--- — A
12TH ER BLOW:z1F
f TO CITY OF SEATTLE ORDINANCE NO. 37022. STREET Plan review approval is subject to errors and omissions!
Approval of construction documents does not authooe RE\AEWED FOR
PRIVATE STREET the violation of any adopted code or ordinance. Recdo CODE COMPLIANCE
LUMINAIRE ....... .. acknowledged APPROVED
FRONTAOIE IMPIRDVEMENTS NPT REQUIRED C)
ILDII SITE STATISTICS MR I=U5LlC WOWS OWNER TO ENTER INTO
)BUILDING CODE: 15C 201D ZONING REQUIREMENTS: LEGAL DESCRIPTION: AN AGGREEMENT FOR PAYMENT IN LIEW OF By: JULX3 z
ZONING MIC/H AND LYING SOUTHERLY OF: A LINE DRAWN STRUCTING STREET IMPROVEMENTS. Date: M.=,— Z z z
FRONT YARD SET BACK: 20 1 1 ' ' 'City of Tukwila C)
SECOND FRONT 10' PARALLEL WITH AND 36S.23 FEET NORTH city of Tukwila
SITE AREA: AFFROXB.1'3 Ar INTERIOR SIDE YARDS 0' OF THE, SOUTH LINE OF SAID SECTION 4 ENERGY CODE LBUILDINP DIVISION
1 -2h FIRELIM 51TE LAN 61X ING DIVISION
BUILDING AREA:FOOTFRI lb -1,402 SF(43% REAR YARD 0 EXTENDED EA5Ti 1. THE BUILDING WILL USE ALL THE DEPR�9 NEW 30' CURB UT FOR
FUTURE FIRST FLOOR OFF1 E: 4,500 SF MAXIMUM HEIGHT: 125' EXCEPT THE SOUTH &0 FEET THEREOF AS NORTH SCALE: P = 30'. VALUES AS A MIN ' DJACENT NEIG 5OR
WAREHOUSE: 132,1302 SF PROPOSED HEIGHT: 40'PANELS CONDEMNED IN KING COUNTY SUPERIOR 2. LIGHTING WILL BE PER THE STATE ENGERY RECEIVED
PROPOSED COVERAGE: 43 9-, COURT CAUSE NO 121648 BY THE CITY OF CODE
SEATTLE FOR PIPELINE RIGHT-OF-WAY, 0"J-22-16 /N 3. MAX. 609o, OF A 20 AMP BREAKER FOR ALL ITY OF TUKWILA E--1
TYPE OF CONSTRUCTION: 111 5 II -21B-11
SPRINKLERED ESFR LANDSCAPE: PURSUANT TO ORDINANCE NO. 310221 SCOPE OF WORK;'e"%V-N SWITCHES JUN 0 6 2018 4
FRONT YARD: E�' AND EXCEPT THAT PORTION THEREOF AS TO CONSTRUCT A(c3l,404 SF fOOTPRINT 4. ALL EXTERIOR JOINTS TO 01551MALR
PER TABLE 5062,51 OCCUPANCY, INTERIOR 0' CONDEMNED IN KING COUNTY SUPERIOR WAREHOUSE, HIGHNI"""TtteD ST RAGE (30 MATERIALS WILL BE CAULKED AND MADE AIR
01 1 ISEPARATE TI TIGHT EX15TING DO C rV
SPRINKLER 1 STORY = 10,000 8F REAR COURT CAUSE NO. 4&S551 BY THE CITY OF CLEAR), WITH FUTURE OFFICr=�(
SEATTLE FOR TRANSMISSION LINE PERMIT) AND ASSOCIATED ITE WORK CONTINUOUS, L AVE IN PLACE
�D
WITH 3 SIDES SETBACK OVER 20 TAX ID NUMBER: 042304-ciOI4, PURPOSES, PURSUANT TO ORDINANCE NO. REMOVE EXISTING 21k04 SF BUILDING AND SEPARATE PERMITS:
10,000 5F +(I1r500X.1E7) = 53,125 SF 032304-IB0213 52 W& i PAVING AS REQUIRED. I.HVAC
AND EXCEPT THAT PORTION THEREOF AS 2. REFRIGERATION
PAWING: REQUIRED: OFFICE 4,500 5F(5%) LEGAL DESCRIPTION: CONVEYED TO KING COUNTY FOR i \ \ \ E..
3. PLUM51NG ::0
Q 2B/1000 11 CARS THAT PORTION OF TH SOUTHWEST WID NING SAID A5T MARGINAL WAY
WAREHOUS S2,12I SFOI/2000=41 QUARTER Or- THE SOUTHWEST QUARTER OF SOUTH, RECORDED JUNE Oc3,1958 UNDER
TOTAL CA IRED: 58 CARS SECTION 31 AND OF GOVERNMENT LOT 10 RECORDING NO. 88060cJ0815i
(4 HANDICAPED STALLS) IN SECTION 41 OF TOWNSHIP 23 NORTH IN AND EXCEPT THAT PORTION THEREOF
TOTAL CARS SHOWN: 5'3 RANGE 4 EAST W11. IN KING COUNTY, LYING BELOW THE 500 FOOT VERTICAL
WASHINGTON, ALL LYTING BETWEEN: DEPTH LEVEL BELOW THE SURFACE OF
THE EASTERLY MARGIN OF STAT ROAD No HTE PROPERY, AS RESERVED UNDER
I (TUKWILA INTERNATIONAL BOULEVARD, RECORDING NO &262412, RECORDED
PACIFIC HIGHWAY SOUTH) AS CONVEYED NOVEMBER 0c3,IcJ&1.
4. ELECTRICAL NEW 35' CURB UT
R EXPAND EXIST G CURB C:)
5. SPRINKLER (ESFR)
(o. RACKING CUT TO THE 50 H C)
CD �D
I. -SIGNAGE V --i
REVIS10* REMOVE RAMP F EX.
CURB Cutil
EP Ir r)
7 5c, P,
Ui
U-1
rz '45
-I,— -- - . r G— '% - . - - . LAI -D I IINU UAZ) MAIN %
Lao) i0e 14---- a G-- —G- G G G
PM III=
44j POURED IN PLACE CUR* I rp W= 07u- 1 Ll
ERTY LINE
ON PROPE
Az >
I % to 0 .4
13,06.51 110.51 25 0 10 5.51 ar- I TRUCK LOADING
wo
0 130' MIN. 24'
4) Cf) &
U5 10
8 W
W )
20'
0
2 CL
(0 4F L&
N05E OF 65' TRACTER TRAILER Ln SURVEY
Q
W
111H HCJHJ 3:
0' 5UILDIN
61V
5ET15AC I,- C 7 501 121
Q) 50, H.C. RAMPS AND siGNAGE H.C. RAMPS AND 5IGNAGE
SEE SID -3 SEE SD -3 40
J6
D a) io DRIVE IN RAMF 5' SIDEWAL
In 0-11
51 L
0
11 SIDEWALK I ILI 9W
15 IDOCK DOORS 10 IDOCK DOORS
51 �N /N
C14
LANDSCA L 4ND5CAP 10,
z
__J FA &A.& (0 10 0
Ilk
FIRE H H H
413' >
0/
/V
k
/�o 0 O\A T-
Xz IT& r 7
&
0 -
CS 4z Li 7 1
C\)
4 0.
i4 C14
C'V
.1 - /�r ' !T .3 HOUR FI
0' -
cd si -��Co TABLE 10 .4
TENANT ONE TE rr-%O�
0-0� ;I, -- \ 1, M
260M OF MAX 25% WALL. CAN
S E 1"A RAT E P E R M 1" 00
BE RATED 3 HOU M REQUIRE'D FOR: co 3:z'
ILM OF r-- 0) (0
OPENING (7106.84-16.5) A�. 0)(0 0
O'Chanical 0) 110
FIRE DEPT ACCESS PAT 00 00
ect Q
dcal
A S P H- A L T A R E A
2 HOUR WALL yyfu—m-15ing z
n
POTENTIAL LEASED 'p, P TABLE 602 OVERALL Croas PipuV LIN 1*�
Cl) TRUCl< AND CAR f0ARKlW3
QVI of TuWa
5ULD I NG 0 Z (0
00 Z
OVERHEAD POWER 04 Cq 0
10, 1 � 91A�2, OF Ld
PP LINE, APPROX. 24 -1
A S P H A L T A R E A Do
A50VE GRADE TO A\ z
LOWEST LOCAL 0 Ox <
PP N20'1 2'23"E POWER AND PHONE, RE MIONS W -r < o) W
0 C; a- U -
No chanr, s ihal t, -,e ronde to the sicope 0 V) 0)
FIRE DEPARTM=-NT ACCESS of worh withr" 1 print. approval of 7--
N56*11'53"W APPROX 48'TO 513'
N89*18'52"E
Sim �4-49
HIGHER VOLTAGE Division,
DOORS AT 1001 O.C.
27.81 lnTa�'
28.68' n,�Viszans vill require a new plan submift. A
TRANSMISSION LINES. and may owl-E&IIIIIIIIIIIIII =
SPRINKLER indude Witional plan review fees. j =
WV ASPH ALT AREA SEE ELCTRICAL 100
W 80
ECTIONS V
CROSS -SE A S P H A L T A R E A
Cq L
70-59 5' LANDSCAPE BUILDING
CO
FRONT-- -ET5ACX-
GA :N 87*41'10' -7� 02-189
WMH 0 CRETE EXTRUDED CURB IRP 0 W N b/�41'10- W N 87-15' 6" P x
P n R A q GA
48" WATER MAIN CONCRETE EXTRUDED CURB CO
R1M=1 5.2 —W W —W
N89018'52"W Ill'" — FILE160
60' WIDE CONDEMNED BY THE CITY OF SEATTLE i—W—N87*41'10"W 151
W
0 FOR PIPE LINE RIGHT OF WAY UNDER KING COUNTY POTENTIAL FIRE DEPT AC4C:F-SS 7..—. 7.—
SUPERIOR COURT CAUSE NO. 121648, PURSUANT CUR5 CUT WITH 5OLLAF Sou 1 Z--- — A
12TH ER BLOW:z1F
f TO CITY OF SEATTLE ORDINANCE NO. 37022. STREET Plan review approval is subject to errors and omissions!
Approval of construction documents does not authooe RE\AEWED FOR
PRIVATE STREET the violation of any adopted code or ordinance. Recdo CODE COMPLIANCE
LUMINAIRE ....... .. acknowledged APPROVED
FRONTAOIE IMPIRDVEMENTS NPT REQUIRED C)
ILDII SITE STATISTICS MR I=U5LlC WOWS OWNER TO ENTER INTO
)BUILDING CODE: 15C 201D ZONING REQUIREMENTS: LEGAL DESCRIPTION: AN AGGREEMENT FOR PAYMENT IN LIEW OF By: JULX3 z
ZONING MIC/H AND LYING SOUTHERLY OF: A LINE DRAWN STRUCTING STREET IMPROVEMENTS. Date: M.=,— Z z z
FRONT YARD SET BACK: 20 1 1 ' ' 'City of Tukwila C)
SECOND FRONT 10' PARALLEL WITH AND 36S.23 FEET NORTH city of Tukwila
SITE AREA: AFFROXB.1'3 Ar INTERIOR SIDE YARDS 0' OF THE, SOUTH LINE OF SAID SECTION 4 ENERGY CODE LBUILDINP DIVISION
1 -2h FIRELIM 51TE LAN 61X ING DIVISION
BUILDING AREA:FOOTFRI lb -1,402 SF(43% REAR YARD 0 EXTENDED EA5Ti 1. THE BUILDING WILL USE ALL THE DEPR�9 NEW 30' CURB UT FOR
FUTURE FIRST FLOOR OFF1 E: 4,500 SF MAXIMUM HEIGHT: 125' EXCEPT THE SOUTH &0 FEET THEREOF AS NORTH SCALE: P = 30'. VALUES AS A MIN ' DJACENT NEIG 5OR
WAREHOUSE: 132,1302 SF PROPOSED HEIGHT: 40'PANELS CONDEMNED IN KING COUNTY SUPERIOR 2. LIGHTING WILL BE PER THE STATE ENGERY RECEIVED
PROPOSED COVERAGE: 43 9-, COURT CAUSE NO 121648 BY THE CITY OF CODE
SEATTLE FOR PIPELINE RIGHT-OF-WAY, 0"J-22-16 /N 3. MAX. 609o, OF A 20 AMP BREAKER FOR ALL ITY OF TUKWILA E--1
TYPE OF CONSTRUCTION: 111 5 II -21B-11
SPRINKLERED ESFR LANDSCAPE: PURSUANT TO ORDINANCE NO. 310221 SCOPE OF WORK;'e"%V-N SWITCHES JUN 0 6 2018 4
FRONT YARD: E�' AND EXCEPT THAT PORTION THEREOF AS TO CONSTRUCT A(c3l,404 SF fOOTPRINT 4. ALL EXTERIOR JOINTS TO 01551MALR
PER TABLE 5062,51 OCCUPANCY, INTERIOR 0' CONDEMNED IN KING COUNTY SUPERIOR WAREHOUSE, HIGHNI"""TtteD ST RAGE (30 MATERIALS WILL BE CAULKED AND MADE AIR
01 1 ISEPARATE TI TIGHT EX15TING DO C rV
SPRINKLER 1 STORY = 10,000 8F REAR COURT CAUSE NO. 4&S551 BY THE CITY OF CLEAR), WITH FUTURE OFFICr=�(
SEATTLE FOR TRANSMISSION LINE PERMIT) AND ASSOCIATED ITE WORK CONTINUOUS, L AVE IN PLACE
�D
WITH 3 SIDES SETBACK OVER 20 TAX ID NUMBER: 042304-ciOI4, PURPOSES, PURSUANT TO ORDINANCE NO. REMOVE EXISTING 21k04 SF BUILDING AND SEPARATE PERMITS:
10,000 5F +(I1r500X.1E7) = 53,125 SF 032304-IB0213 52 W& i PAVING AS REQUIRED. I.HVAC
AND EXCEPT THAT PORTION THEREOF AS 2. REFRIGERATION
PAWING: REQUIRED: OFFICE 4,500 5F(5%) LEGAL DESCRIPTION: CONVEYED TO KING COUNTY FOR i \ \ \ E..
3. PLUM51NG ::0
Q 2B/1000 11 CARS THAT PORTION OF TH SOUTHWEST WID NING SAID A5T MARGINAL WAY
WAREHOUS S2,12I SFOI/2000=41 QUARTER Or- THE SOUTHWEST QUARTER OF SOUTH, RECORDED JUNE Oc3,1958 UNDER
TOTAL CA IRED: 58 CARS SECTION 31 AND OF GOVERNMENT LOT 10 RECORDING NO. 88060cJ0815i
(4 HANDICAPED STALLS) IN SECTION 41 OF TOWNSHIP 23 NORTH IN AND EXCEPT THAT PORTION THEREOF
TOTAL CARS SHOWN: 5'3 RANGE 4 EAST W11. IN KING COUNTY, LYING BELOW THE 500 FOOT VERTICAL
WASHINGTON, ALL LYTING BETWEEN: DEPTH LEVEL BELOW THE SURFACE OF
THE EASTERLY MARGIN OF STAT ROAD No HTE PROPERY, AS RESERVED UNDER
I (TUKWILA INTERNATIONAL BOULEVARD, RECORDING NO &262412, RECORDED
PACIFIC HIGHWAY SOUTH) AS CONVEYED NOVEMBER 0c3,IcJ&1.
4. ELECTRICAL NEW 35' CURB UT
R EXPAND EXIST G CURB C:)
5. SPRINKLER (ESFR)
(o. RACKING CUT TO THE 50 H C)
CD �D
I. -SIGNAGE V --i
REVIS10* REMOVE RAMP F EX.
CURB Cutil
EP Ir r)
F
F
14
I 4.e idj.. %wor"101mv-al6aw
itoKi I I A I I.— 1-%j *410"�-4,— 1 4-4—wl III 14p" 1 i.—W
EXIT SIGN WITH PATHWAY
LIGHTS, 5ATTERY 5ACK UP
NORTH
DOOR SCHEDULE: PROVIDE LEVER HANDLES ON
A L DOOR$
I,IA,14 3'-0" X 1'-0" STOREFRONT DOOR, ALUMINUM
FRAME, EXIT PADDLE INSIDE, KEYED OUTSIDE,
CLOSER, MAX. 1/211 THRESHOLD, WEATHERSTRIP
(U=O.(oO)
2-13 3'-0" X 1'-0" H. MTL DOOR INSULATED, H. MTL
15�3,31 FRAME, LOCKBET (INSDIE HANDLE TURNS FREELY
34,52 TO EXIT), 1 1/2 NRP 5UTTS, CLOSER, MAX. 1/211
THRESHOLD, LATCH GUARD, DRIP CAP,
THERSTRIP (U=031) (34 ARE 2 HOUR RATED)
16,32,33 14XI(o OVERHEAD DOOR, 2" EPS INSULATION,
(aHERSTRIP, SLIDE LATCH (U=0.21)
10-2 24-30 cJlX10l OVERHEAD DOOR, 211 EPS INSULATION,
35-30,41-5 WEATHER STRIP, SLIDE LATCH, WITH DOCK SEALS
(U=021) DELETE DOOR 4c3 (SEE 5ELOW)
3 C3 c3'XIO' COILING OVERHEAD DOOR, 3/4 HOUR RATED,
WEATHERSTRIP, SLIDE LATCH, DOCK SEALS
40 31-ol x 11-oll H. MTL DOOR INSULATED FIRE RATED
3/4 HOUR, H. MTL FRAME, LOCKSET (INSIDE
HANDLE TURNS FREELY TO EXIT), 1 1/2 NRP
IBUTTS, CLOSER, MAX 1/2" THRESHOLD, LATCH
, DRIP CAP, WEATHERSTRIP (U=031)
53-54 4'xl(&ol COILING OVERHEAD 3 HOUR RATED
IpcDoOR WTH SMOKE ACTIVATION OR CLOSE
WITH POWER 1055 TO SMOKE DETECTOR NOT
LIMITED TO 15(o SP PER 10(o.5 EXCEPTION 2.
MAX WIDTH OF PROTECTED OPENING 16 2596' OF
WALL LENGTH = 45'MAX.
DOOR 5 T E (o 1 X1(o IT LL
i MOM m
ADD MOTORIZED OMRATORS ON DOOfRS
32,33;1,16,53f54 AND 55 1 -
FIRE RATED OPENINGS:
1. IN 3 HOUR FIRE WALL PER TA5LE 106.4, MAX. WIDTH OF
OPENING 15 25% OF OVERALL LENGHT.
2. FIRE WALL HORIZONTAL PROTECTION, PER 106-5-2, WALL TO
5E RATED I HOUR FOR 4' EACH SIDE OF WALL WITH 3/4 HOUR
PROTECTED OPENINGS.
3. AT NON CONCEALED OVERHANGS, NO EXTENSION REQUIRED
IF I HOUR WALL PROTECTION FOR 4EACH SIDE.
"IN
KtVIEVVED FOR
CODE COMPLIANCE
APPROVED
JUL 03- 2018
i
CItY of TukvAIa
BUILDING DIVISION
FUTURE OFFICE: 4,E�00 SF 2B/1000 = 11 CARS
WAREHOUSE: 93,432 6F 1/2000 = 41 CARS
TOTAL CARS REQUIRED: E;6 CARS
TOTAL CARS SHOWN: 58 CARS
IM WE&T FLOO
SCALE: 1116" = 1'-0"
RECEIVED
CITY OF TUKWILA
JUN .06 2010
AN
PERMIT CENTER
--A 0-441 — - - %All I M3 I — —1 — — - — — — -
= I
p
1-4
z
0
Z Z
C)
E
�D
E-4
C:) �D
v ---i E .. i
51
12'X14' DRIVE IN DOOR, FIX
IN DOWN POSITION, LOCK,
SEAL OUTSIDE, SIGN IIDOOR
5LOCKED", TENANT TO FURR
55
DELETE DOOR, FUTURE
KNOCK DOOR 14Xib
26
DELETE DOOR 28'
413
CHANGED TO 31-011XII-011
STOREFRONT DOOR, LOCK,
THRESHOLD, CLOSER,
WEATHER5TRIP, SAFETY
GLAZING
11
DELETE DOOR 11
i MOM m
ADD MOTORIZED OMRATORS ON DOOfRS
32,33;1,16,53f54 AND 55 1 -
FIRE RATED OPENINGS:
1. IN 3 HOUR FIRE WALL PER TA5LE 106.4, MAX. WIDTH OF
OPENING 15 25% OF OVERALL LENGHT.
2. FIRE WALL HORIZONTAL PROTECTION, PER 106-5-2, WALL TO
5E RATED I HOUR FOR 4' EACH SIDE OF WALL WITH 3/4 HOUR
PROTECTED OPENINGS.
3. AT NON CONCEALED OVERHANGS, NO EXTENSION REQUIRED
IF I HOUR WALL PROTECTION FOR 4EACH SIDE.
"IN
KtVIEVVED FOR
CODE COMPLIANCE
APPROVED
JUL 03- 2018
i
CItY of TukvAIa
BUILDING DIVISION
FUTURE OFFICE: 4,E�00 SF 2B/1000 = 11 CARS
WAREHOUSE: 93,432 6F 1/2000 = 41 CARS
TOTAL CARS REQUIRED: E;6 CARS
TOTAL CARS SHOWN: 58 CARS
IM WE&T FLOO
SCALE: 1116" = 1'-0"
RECEIVED
CITY OF TUKWILA
JUN .06 2010
AN
PERMIT CENTER
--A 0-441 — - - %All I M3 I — —1 — — - — — — -
= I
p
1-4
z
0
Z Z
C)
E
�D
E-4
C:) �D
v ---i E .. i
w
"'All
"Ah,
DOOR 5GHEDULE: PROVIDE I-EvER HANDLES ON
ALL DOORS
1,14 3'-0" X 1'-0" STOREFRONT DOOR, ALUMINUM
FRAME, EXIT PADDLE INSIDE, KEYED OUTSIDE,
CLOSER, MAX. 1/2" THRESHOLD, WEATHERSTRIP
(U=O.(oO)
2-13 3'-0" X 1'-0" H. MTL DOOR INSULATED, H. MTL
ir;0�3'31 FRAME, LOCKSET (INSDIE HANDLE TURNS FREELY
34,52 TO EXIT), 1 1/2 NRP IBUTTS, CLOSER, MAX. 1/211
THRESHOLD, LATCH GUARD, DRIP CAP,
HERSTRIP (U=031) (3,4 ARE 2 HOUR RATED)
16,32,33 14'XI ' OVERHEAD DOOR, 2" EPS INSULATION,
(:� PEATIH'ERSTRIP, SLIDE LATCH (U=0.21)
15-22�4-30 13'XIO' OVERHEAD DOOR, 2" EPS INSULATION,
35-38,41-50 WEATHER STRIP, SLIDE LATCH, WITH DOCK SEALS
(U=0.21)
3C.3 c3'XIO' COILING OVERHEAD DOOR, 3/4 HOUR RATED,
WEATHERSTRIP, SLIDE LATCH, DOCK SEALS
40 3'-O'X 1'-0" H. MTL DOOR INSULATED FIRE RATED
3/4 HOUR, H. MTL FRAME, LOCKSET (INSIDE
HANDLE TURNS FREELY TO EXIT), 1 1/2 NRP
5UTTS, CLOSER, MAX 1/2" THRESHOLD, LATCH
GUARD, DRIP CAP, WEATHERSTRIP (U.-031)
DELETE DOOR 11
1'!53
Fit
ADD MOTORIZEI�- OPERATORS ON DOORS
32133,21,1(or53A4 AND 55 f -
WALL TYPE:
A FULL HEIGHT (o"XI8 GA STEEL STUD AT 24" O.C. WITH
S
. 1=2
1 41 UM 14A
DEFLECTION TRACK AT HEAD TO ROOF, 5/8" GYP 5D EACH
SIDE.
fg'ft I�TERNALLY ILLUMINATED
�XIT SIGN WITH PATHWAY
I
�IGHTS, 5ATTERY 5ACK UP
NORTH
FUTURE OFFICE: 4WO SF 6 2.5/1000 = 11 CARS
WAREHOUSE: 1 '33,432 SF 0 1/2000 = 41 CAR
TOTAL CARS REQUIRED: 58 CARS
TOTAL CARS SHOWN: 58 CARS
IM EA6T FLOOR PLAN
S 6
CALE: 1/16" m 1'-0"
All I
REVIEWED FOR
CODE COMPLIANCE
APPROVED
JUL 03 2018
0
ClItY of TukvAIa
BUILDING DIVISION
RECEIVED
CITY OF TUKWILA
JUN 0 6 2018
PERMIT CENTER
0) CD
0) to
Ou
00 00
1 1
F-
0
x
po (o
z
n 't
-r
14- N
V)
COW
00
z
04 C14
0 Lj
M I
Ld
�— 00
F-
z
0 x
<
r <
CY) Ld
CL
V) 0)
�sko)
(LIU
E E..
C-�
Z
C
F -i
Z
E
E-1
c)
0
E --q
COLORS(3)
CORNICE CLERE. TORY
WINDO:151
PAINTED (U 0.3�)
FLASHING
TYPICAL
5OUTH WE6T ELEVATION REVEAL%'
PAINTED TILT -SCALE: 111(oll = 11-011
UP CONCRETE CORNICE
WALLS WITH FLASHING
ACCENT
COLOR,5(3) PAINTED
INSULATED GLAZING
IN THERMAL BROKEN
FRAMES(U=038)
SPANDREL GLASS
(SP)
CORNICE
FLASHING
PAINTED
PAINTED
METAL
DOORS WITH
STEPS AND
RAILINGS
CORNICE TYPICAL
FLASHING REVEALS
PAINTED
nHI) na
a)
CA
FAINTED
METAL
DOORS
TYPICAL
REVEALS
PAINTED b"
DOWNSPOUT
DA
PAINTED METAL
IN T E
M ET L
rAINTED
0 0
DOOR AND
D R A N
METAL DOCK
F 4ME 5T
FRAME, STAIRS
AIRS
DOORS WITH—
CK
FUTURE DOC
FUTURE Do
SEALS
'DOO 5ECT71ON
__
T YPICAL 5/A5
P C
METAL
REVEALS
C ANOPY OUT
/
I
3-1111
METAL
CANOPY OUT
31-1111
PRE-FIN15HED
LIDOCK
EVELE)R
PAINTED TILT
UP CONCRETE
WALL5 WITH
ACCENT
I COLOR5(3)
FAINTED TILT
UP CONCRETE
WALLS WITH
ACCENT
COLORS(3)
FAINTED
METAL .
DOORS WITH
STEPS AND
RAILINGS
PAINTED TILT
UP CONCRETE
WALLS WITH
ACCENT
COLORS(3)
Whil
" �m 15�
=!tp MWM
, :07ik
X,
HORIZONTAL PAINTED
PROTECTION AT FIRE METAL DOCK
WALL, IHOUR EACH DOORS WIT ORTH EL
SIDE FOR 41,3/4 SEALS
HOUR OPENINGS. AT SCALE: 1116" = I'-011
OVERHANG,NO PAINTED TILT
PROTECTION UP CONCRETE
REQUIRED FOR WALL WITH
EVATION: WE5T
NON -CONCEALED ACCENT
(f)NON COM5U5TI5L1._ o -,-%i N ( B-) k A /_0 J
CORNICE
FLASHING
FAINTED An
I
EA5T ELEVATION
SCALE: 1116" = V-011
PAINTED
METAL INSULATED GLAZING
DOORS IN THERMAL BROKEN
FRAMES (U=0.35)
SPANDREL GLASS
(SP)
I
NOPY To LEV ER
E1A5T CORNICE
FLASHING
PAINTED
A I I /
milli
INom
FEW
ME
121XI41 DRIVE IN
D09R, LOCK
DO�N IN
POSITION,
WEATHERSTRIP
AN� SEAL DOOR,
SIGN, "DOOR
BLOCKED 11
la�ffl
CORNICE
t-_1 A?-%# I fiL 1�-
11
go
FAINTED TILT
UPCONCRETE
WALLS WITH
ACCENT
CONSTRUCTION
11 wo Qvil 129 k I
Emil
"MA;val
i
poll,
NMI No
0
11111110
MAIN
I IN
NMI
rim
WIN
I
EA5T ELEVATION
SCALE: 1116" = V-011
PAINTED
METAL INSULATED GLAZING
DOORS IN THERMAL BROKEN
FRAMES (U=0.35)
SPANDREL GLASS
(SP)
I
NOPY To LEV ER
E1A5T CORNICE
FLASHING
PAINTED
A I I /
milli
INom
FEW
ME
121XI41 DRIVE IN
D09R, LOCK
DO�N IN
POSITION,
WEATHERSTRIP
AN� SEAL DOOR,
SIGN, "DOOR
BLOCKED 11
la�ffl
CORNICE
t-_1 A?-%# I fiL 1�-
11
go
FAINTED TILT
UPCONCRETE
WALLS WITH
ACCENT
w
INSULATED GLAZING
IN THERMAL BROKEN
FRAMES (U=0.38)
SPANDREL GLASS
(SP)
A
INWLATF=f�) CiLAZING
IN THERMAL BROKEN
FRAMES (U=038)
SPANDREL GLASS
(SP)
TYPICAL PAINTED
REVEALS -7 METAL
WE5T ELEVAtfbl'�
SCALE: 1116" = V-011
0
I
11 wo Qvil 129 k I
"MA;val
poll,
NMI No
0
NMI IME
rim
WIN
w
INSULATED GLAZING
IN THERMAL BROKEN
FRAMES (U=0.38)
SPANDREL GLASS
(SP)
A
INWLATF=f�) CiLAZING
IN THERMAL BROKEN
FRAMES (U=038)
SPANDREL GLASS
(SP)
TYPICAL PAINTED
REVEALS -7 METAL
WE5T ELEVAtfbl'�
SCALE: 1116" = V-011
0
I
(L
zo
zo Usu- u-
>
%Q -a t -
ANGLED WALL I -
,r4
SEE SOUTH WEST w
ELEVATION
1p 01 1
an
z
0)(0 V)o
0) po F_
00 00 0
1 1 wz
rj uj Q
to
<
z V_
0
w
co I
Ld F- co
z F_
0 x <
r < G)LIJ
CL LL V) 0)
70AA%,C:,
WW 0
r%�LLIl All 2
REVIEWED FOR
CODE COMPLIANCE
APPR
!OVED
JUL 03;2010
LItY Of TukMla
BUICLDING DIVIE!2NJ
RECEIVED
CITY OF TUKWILA
JUN 0 6 2018
PERMIT CENTER
0
�-4 E --i
Z
C:)
F-1
E-1
E .. i
C)
c)
_none=
0
(L
zo
zo Usu- u-
>
%Q -a t -
ANGLED WALL I -
,r4
SEE SOUTH WEST w
ELEVATION
1p 01 1
an
z
0)(0 V)o
0) po F_
00 00 0
1 1 wz
rj uj Q
to
<
z V_
0
w
co I
Ld F- co
z F_
0 x <
r < G)LIJ
CL LL V) 0)
70AA%,C:,
WW 0
r%�LLIl All 2
REVIEWED FOR
CODE COMPLIANCE
APPR
!OVED
JUL 03;2010
LItY Of TukMla
BUICLDING DIVIE!2NJ
RECEIVED
CITY OF TUKWILA
JUN 0 6 2018
PERMIT CENTER
0
�-4 E --i
Z
C:)
F-1
E-1
E .. i
C)
c)
_none=
I
a,
inrl
cn
r4
a)
C,
9
10 2
GENERAL NOTES CONTINUED:
THE ENGINEER OF RECORD WILL REVIEW SHOP DRAWINGS FOR DESIGN INTENT ONLY.
VERIFICATION OF DIMENSIONS AND QUANTITIES ARE THE RESPONSIBILITY OF THE
CONTRACTOR AND ARE NOT GUARANTEED BY THE ENGINEER OF RECORD. DRAWINGS FOR
COMPONENTS DESIGNED PRIMARILY BY TT-lE MANUFACTURER SHALL BEAR THE STAMP OF A
LICENSED WASHINGTON STATE STRUCTURAL ENGINEER AND BE SUBMITTED TO THE
STRUCTURAL ENGINEER FOR A CURSORY REVIEW FOR COMPLIANCE WITH THE INTENT OF
THE STRUCTURAL DRAWINGS AND FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE
COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY
CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL
DRAWINGS. SUBMISSIONS SHALL INCLUDE A REPRODUCIBLE AND TWO COPIES;
REPRODUCIBLE WILL BE REVIEWED AND RETURN -ED. SHOP DRAWINGS MUST BE REVIEWED
AND STAMPED BY THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER.
SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE SUPERSEDED BY THE
STRUCTURAL DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR
TO MAKE CERTAIN THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST
STRUCTURAL DRAWINGS.
SPECIAL CONDITIONS:
THE DRAWINGS INDICATE THE STRUCTURE IN ITS FINAL CONDITION. DURING
CONSTRUCTION THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, AND
GUYING IN ACCORDANCE WITH SOUND PRACTICE AND ALL NATIONAL, STATE, AND LOCAL
CODES. CONTRACTOR TO COORDINATE ALL TRADES AND VERIFY DIMENSIONS IN FIELD.
OBTAIN ARCHITECT'S APPROVAL PRIOR TO ALL FIELD CHANGES. SEE ARCHITECTURAL
DRAWINGS FOR ALL FLOOR AND WALL OPENING DIMENSIONS AND LOCATIONS, FLOOR AND
WALL FINISHES, ETC.
MECHANICAL, FIRE PROTECTION AND ELECTRICAL SYSTEMS:
IT SHALL BE THE GENERAL CONTRACTOR AND/OR SUB -CONTRACTORS RESPONSIBILITY TO
PROVIDE ALL NECESSARY ENGINEERING AND CONSTRUCTION DOCUMENTS FOR THEIR
SCOPE OF WORK. THIS SHALL INCLUDE THE DESIGN OF THEIR SYSTEM AND ANY REVIEW
AND MODIFICATIONS OF THE BASIC STRUCTURAL SYSTEM SHOWN ON THESE CONSTRUCTION
DOCUMENTS AS WELL AS ANY ADDITIONAL STRUCTURAL SUPPORT REQUIRED BY THEIR
SYSTEM.
STAIRS:
STAIRS TO BE DESIGNED BY OTHERS. SHOP DRAWINGS ALONG WITH STRUCTURAL
CALCULATIONS STAMPED BY A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER
SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION. STAIR STRINGERS SHALL BE C12
X 20.7 MINIMUM. STAIR LANDING SUPPORT POSTS SHALL BE HSS 3 X 3 X 3/16 MINIMUM.
GENERAL NOTES CONTINUED:
ALL PLYWOOD SHALL CON -FORM TO U.S. PRODUCT STANDARD P.S. 1-09. ALL O.S.B. SHALL
CONFORM TO U.S. PRODUCT STANDARD P.S. 2-10. NAILING SHALL BE AS INDICATED ON PLAN.
HIGH SHEAR DIAPHRAGMS SHALL HAVE SPECIAL INSPECTIONS AS OUTLINED BELOW.
CONTRACTOR IS TO CALL THE ENGINEER TO SCHEDULE SITE VISIT PRIOR TO COVERING ROOF
SHEATHING.
PRECAST PANELS:
PANEL LIFTING STRESSES ARE TO BE CHECKED BY THE CONTRACTOR AND HE SHALL.
PROVIDE REINFORCING STEEL AS REQUIRED FOR HIS METHOD OF HANDLING AND ERECTION
OF PRECAST PANELS. USE STRONGBACKS AS REQUIRED AT EXCESSIVE PANEL OPENINGS.
CONTINUOUS GROUT BETWEEN PANELS AND FOOTINGS TO BE "EMBECO" MASTER FLOW #713
BY MASTER BUILDERS, INC. OR APPROVED EQUAL. SEE DRAWINGS FOR ADDITIONAL NOTES
REGARDING PRECAST PANELS.
STATEMENT OF SPECIAL INSPECTIONS:
SPECIAL INSPECTIONS SHALL BE PERFORMED AS OUTLINED IN THE STRUCTURAL NOTES.
TESTING SHALL BE IN ACCORDANCE WITH THE SPECIAL INSPECTION SECTION OUTLINED ON
THIS DRAWING SHEET. A SEPARATE STATEMENT OF SPECIAL INSPECTIONS AS REQUIRED PER
IBC SECTION 1705 SHALL BE PROVIDED BY OTHERS FOR ALL MATERIALS, SYSTEMS,
COMPONENTS AND WORK NOT INCLUDED IN THE STRUCTURAL DRAWINGS.
SPECIAL INSPECTION FOR SEISMIC RESISTANCE:
SPECIAL INSPECTION FOR SEISMIC RESISTANCE IS REQUIRED FOR THE FOLLOWING
COMPONENTS AND SYSTEMS:
1) ROOF TOP HVAC UNITS CONTAP41NG HAZARDOUS MATERIALS
2) WALL TIES
3) ROOF DIAPHRAGM
4) DRAG STRUTS
5) CONCRETE WALL REINFORCING AND CONNECTIONS
6) FOUNDATION REINFORCING
CONTRACTORS RESPONSIBILITY (IBC SECTION 1704.4):
THE CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF THE MAIN WIND OR SEISMIC
FORCE RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM, OR WIND/SEISMIC RESISTING
COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTIONS SHALL SUBMIT A
WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER
PRIOR TO COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR!S
STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE FOLLOWING:
1. ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN.
THE STATEMENT OF SPECIAL INSPECTIONS;
2. ACKNOWLEDGMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE
WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL;
3. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR!S ORGANIZATION,
THE METHOD AND FREQUENCY OF REPORTING AND DISTRIBUTION OF THE REPORTS;
AND
4. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL
AND THEIR POSITION(S) IN THE ORGANIZATION.
SPECIAL INSPECTIONS:
SPECIAL INSPECTIONS PER IBC SECTION 1705. A COPY OF ALL INSPECTION REPORTS AND
TEST RESULTS FOR ALL REQUIRED INSPECTIONS SHALL BE SUBMITTED TO THE BUILDING
DEPARTMENT, SHUTLER CONSULTING ENGINEERS, THE OWNER AND THE ARCIIITECT BY THE
TESTING AGENCY FOR REVIEW. THE TESTING AGENCY SHALL BE AN INDEPENDENT TESTING
AGENCY APPROVED BY THE BUILDING DEPARTMENT. THE FOLLOWING INSPECTIONS SHALL
BE PROVIDED AS A MINIMUM; ADDITIONAL INSPECTIONS AS REQUIRED BY THE BUILDING
DEPARTMENT SHALL ALSO BE PERFORMED. JOB SITE VISITS BY THE ENGINEER DO NOT
CONSTITUTE AN OFFICIAL INSPECTION. SPECIAL INSPECTION OF THE PANELIZED ROOF
STIFFENER HANGERS SHALL BE PER THE DETAIL ON SHEET S-3.0.
SEE SPECIAL INSPECTION FREQUENCY TABLE ON THIS SHEET FOR BOTH ON SITE
CONSTRUCTION AND OFF SITE FABRICATION.
SPRINKLER SUPPORT NOTES:
IA. ALL SPRINKLER PIPE LARGER THAN 3" NOMINAL DIAMETER IS TO BE CONSIDERED A
"MAIN" FOR THE PURPOSE OF THESE NOTES.
B. THE BIDS FOR BOTH THE SPRINKLER AND JOISTS ARE TO INCLUDE ALL HANGERS, BRACES,
ETC., AND ACCOUNT FOR THE LOADS INDICATED.
2A. ALL MAINS RUNNING PERPENDICULAR TO THE JOISTS ARE TO BE VERTICALLY
SUPPORTED NO FARTHER APART THAN AT EVERY OTHER JOIST.
B. EACH JOIST THAT IS CROSSED BY A MAIN IS TO BE DESIGNED FOR THE VERTICAL SUPPORT
LOAD BASED ON SUPPORTS AT EVERY OTHER JOIST.
5. ALL MAINS RUNNING PARALLEL TO THE JOISTS MUST BE:
A. PLACED MID -WAY BETWEEN TWO JOISTS AND BE TRAPEZED SO EACH JOIST SUPPORTS
HALF THE LOAD.
B. SUPPORTED AT 10'-0" ON CENTER MAXIMUM.
4. USE THE FOLLOWING WEIGHTS FOR SPRINKLER VERTICAL SUPPORT DESIGN:
PIPE SIZE WTPERFOOT HANGER VERTICAL LOAD EXAMPLE:
811 51# GIVEN: 8" DIAMETER MAIN --
SUPPORTS AT 5'ON CENTER
611 32# FIND: HANGER DESIGN LOAD
511 24# SOLN: 51#/FTX10'=510#
411 17# ADDN'L PER NFPA #13 = 250#
3-1/2" 14# TOTAL SUPPORT DESIGN LOAD = 760#/HGR
GENERAL NOTES CONTINUED:
REINFORCING STEEL:
ALL REINFORCEMENT SHALL CONFORM TO ASTM A615. (SEE BELOW FOR WELDED REBAR).
ALL REINFORCING SHALL BE GRADE 60 (Fy = 60,000 PSI; Fs = 32,000 PSI). LAP CONTINUOUS
REINFORCING BARS IN CONCRETE AS INDICATED BELOW, SEE MASONRY SECTION OF
STRUCTURAL NOTES FOR LAP LENGTH IN MASONRY, P-7" MINIMUM UNLESS NOTED
OTHERWISE. CORNER BARS (F -T' BEND) WILL BE PROVIDED FOR ALL HORIZONTAL
REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH THE ACI MANUAL OF STANDARD
PRACTICE OF DETAILING REINFORCED CONCRETE STRUC LDED WIRE FABRIC TO
CONFORM TO ASTM A82 AND Al 85. WELDED HEAD STUDS SHALL COMPLY WITH AWS Dl.
AND STUD MATERIAL SHALL COMPLY WITH ASTM A29 (Fy=65,000 PSI).
REBAR FOR TILT -UP PANELS SHALL BE A706. A615 REBAR IS ACCEPTABLE IF MILL TESTS
SHOW: 1) Fy DOES NOT EXCEED 60,000 PSI BY MORE THAN 18,000 PSI, AND 2)THE RATIO OF
ACTUAL TENSILE STRENGTH TO ACTUAL YIELD STRENGTH IS NOT LESS THAN 1.25.
THE FOLLOWING MINIMUM COVER SHALL BE PROVIDED FOR REINFORCEMENT (UNLESS
INDICATED OTHERWISE ON DRAWINGS):
A) CONCRETE CAST AGAINST & PERMANENTLY EXPOSED TO
EARTH..................................................................................... 3" EARTH FACE
B) CONCRETE EXPOSED TO EARTH OR WEATHER (CAST IN FORMS)
#6 THROUGH #18 BARS ......................................................... 2"
#5 BARS & SMALLER ............................................................ 1-1/2"
C) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND
SLABS, WALLS & JOIST - #11 BAR & SMALLER ................ 3/4"
BEAMS & COLUMNS ............................................................. 1-1/2"
D) PRECASTPANELS
#8 BARS & SMALLER ................................................ 1 " EXTERIOR FACE
#9 BARS & LARGER .................................................. 2" EXTERIOR FACE
(SEE ITEM'Cl ABOVE FOR INTERIOR FACE.)
WELDED REBAR:
WELDED REBAR TO BE GRADE 60 CONFORMING TO ASTM A706. (PREHEAT ALL GRADE 60
REBAR PRIOR TO WELDING.) USE FRESH E80XX LOW HYDROGEN ELECTRODES TO WELD
GRADE 60 REINFORCING; CONFORM TO PROCEDURES OF AWS D1.4, RECOMMENDED
PRACTICES FOR WELDING REINFORCING STEEL. SEE SPECIAL INSPECTION PROGRAM.
REINFORCING TO BE WELDED SHALL NOT HAVE CARBON CONTENT IN EXCESS OF.35%. ALL
WELDS TO BE BY WABO CERTIFIED WELDERS.
STRUCTURAL STEEL:
RECTANGULAR AND SQUARE HSS SECTIONS SHALL CONFORM TO ASTM A500, GRADE B (Fy
46,000 PSI). STRUCTURAL STEEL FOR WIDE FLANGE BEAMS SECTIONS SHALL CONFORM TO
ASTM A992, GRADE 50 (Fy = 50,000 PSI). ALL OTTIER STRUCTURAL STEEL SHALL CONFORM TO
ASTM A36 (Fy = 36,000 PSI) OR ASTM A992 GRADE 50 (Fy = 50,000 PSI). APPLY PRIMER COATS
PER ARCHITECTURAL SPECIFICATIONS. WELDS NOT SPECIFIED SHALL BE 3/16" CONTINUOUS
FILLET MINIMUM. ALL WELDS TO BE IN ACCORDANCE WITH AWS D1.1 AND BY WABO
CERTIFIED WELDERS. USE FRESH E70XX LOW HYDROGEN ELECTRODES. WELDS AT
MEM13ERS AND CONNECTIONS OF THE SEISMIC FORCE REINFORCING SYSTEM SHALL BE
MADE WITH FILLER METAL PRODUCING WELDS WITH A MINIMUM CHARPY V -NOTCH
TOUGHNESS OF 20 FT -LBS AT 0 DEGREES -F AS DETERMINED BY THE APPLICABLE AWS A5
CLASSIFICATION TEST METHOD. THE CONTRACTOR SHALL SUBMIT TO THE BUILDING
OFFICIAL A WELDING PROCEDURE SPECIFICATION THAT VERIFIES THESE REQUIREMENTS.
MISCELLANEOUS STEEL CONNECTORS TO BE SIMPSON, OR APPROVED EQUAL, NAIL ALL
HOLES WITH NAILS AS SPECIFIED BY MANUFACTURER UNLESS SHOWN OTHERWISE ON
DRAWINGS. ALL NAILS ATTACHING TO PRESSURE TREATED WOOD MEMBERS SHALL BE HOT
DIPPED GALVANIZED.
MACHINE BOLTS TO BE A307.
HIGH STRENGTH BOLTS FOR STEEL TO STEEL CONNECTIONS SHALL BE ASTM A325N (TYPE 3)
OR ASTM A490 (TYPE 3), INSTALLATION AND SPECIAL INSPECTION PER AISC SPECIFICATIONS.
ALL A325N OR A490 BOLTS SHALL BE PRETENSIONED IN STANDARD BOLT HOLES UNLESS
NOTED OTHERWISE ON PLANS. MINIMUM BOLT PRETENSION PER AISC 16.1 TABLE J3.1
UNLESS NOTED OTHERWISE. ACCEPTABLE PRETENSIONING METHODS ARE TURN -OF -NUT,
CALIBRATED WRENCH, TWIST -OFF -TYPE (ASTM F 1852), OR DIRECT -TENSION INDICATOR
(ASTM F959) PER AISC SPECIFICATIONS.
STEEL JOISTS AND JOIST GIRDERS:
STEEL JOISTS ARE TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE AMERICAN
INSTITUTE OF STEEL CONSTRUCTION SPECIFICATIONS, 14TH EDITION AND STANDARD
SPECIFICATIONS FOR STEEL JOISTS AS ADOPTED BY THE STEEL JOIST INSTITUTE AND
PROVIDE A CERTIFICATION OF COMPLIANCE AT THE COMPLETION OF FABRICATION. JOIST
MANUFACTURER TO PROVIDE ALL BRIDGING AND BLOCKING, BOTH PERMANENT AND
ERECTION. SHOP DRAWINGS AND DESIGN CALCULATIONS, STAMPED BY A LICENSED
WASHINGTON STRUCTURAL ENGINEER, ARE TO BE SUBMITTED FOR REVIEW PRIOR TO
FABRICATION. SHOP DRAWINGS WILL NOT BE REVIEWED UNLESS THEY BEAR THE STAMP OF
A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER AND CALCULATIONS STAMPED BY
THE SAME ENGINEER ARE SUBMITTED ALONG WITH THE SHOP DRAWINGS. DESIGN CRITERIA
SHALL MEET OR EXCEED THE FOLLOWING:
GENERAL NOTES
CODE: INTERNATIONAL BUILDING CODE, 2015 EDITION
BUILDING RISK CATEGORY = 11
LIVE LOADS:
UNIFORM LOADS:
LOCATION LIVE LOAD REDUCIBLE
SLAB ON GRADE (SEE SLAB ON GRADE NOTES)
.ROOF PSF (SNOW) NO
SNOW LOAD DATA:
Pg = 20 PSF Pf = 25 PSF (WITHOUT DRIFT)
Ce = 0.9 Pd = N/A
Ct = 1.0 W=N/A
Is = 1.0
WIND DESIGN INFORMATION:
WIND LOADS ON THE MAIN WIND -FORCE RESISTING SYSTEM (MWFRS) WAS DETERMINED
USING THE ENVELOPE PROCEDURE.
WIND SPEED (BASED ON TABLE 1609.3.1 OF IBC 2015): Vllt = 110 MPH V.d = 85 NTH
EXPOSURE "B" A= 1.05 K�t =1.00
SEISMIC DESIGN INFORMATION:
SEISMIC FORCE RESISTING SYSTEM IS A BEARING WALL SYSTEM WITH SPECIAL REINFORCED
CONCRETE SHEAR WALLS. THE STRUCTURE WAS ANALYZED USING THE EQUIVALENT
LATERAL FORCE PROCEDURE.
R 5.0 0.0 = 2.0
Ss 151.80% SDS = 0-911
S, 57.0% SDI = 0.912
q 0.182
IE 1.0
SITE SOIL CLASS = E
SEISMIC DESIGN CATEGORY = D
BASE SHEAR, V = 1,700 KIPS
FOUNDATIONS:
FOUNDATION DESIGN PER GEOTECHNICAL REPORT #2455-042-02 DATED NOVEMBER 22,2016,
BY GEOENGINEERS. ALL FOUNDATION WORK PER THIS REPORT. DESIGN CRITERIA
INDICATED IN THE GEOTECHNICAL REPORT ARE AS FOLLOWS.
ALLOWABLE SOIL BEARING CAPACITY ... 3,000 PSF ON IMPROVED SOILS (GEOPIERS)
PASSIVE SOIL RESISTANCE ...................... 250 PCF
ACTIVE SOIL PRESSURE ................... * ....... 35 PCF
COEFFICIENT OF FRICTION ....................... 0.35
ALL EXTERIOR FOOTINGS TO BE A MINIMUM OF 18 INCHES BELOW LOWEST ADJACENT
GRADE. SOILS ENGINEER TO INSPECT AND APPROVE FOUNDATION EXCAVATIONS PRIOR TO
POURING. ALL FOOTINGS SHALL BEAR ON GEOPIER FOUNDATION SYSTEM. ALL SLABS
SHALL BEAR ON CAPILLARY BREAK OVER 2'-0" OF STRUCTURAL FILL. SEE THE SOILS REPORT
FOR SPECIFIC FILL REQUIREMENTS, FILL PLACEMENT REQUIREMENTS, SOIL IMPROVEMENT
REQUIREMENTS AND ADDITIONAL INFORMATION.
SLABS ON GRADE:
THE SLAB ON GRADE FOR THIS PROJECT IS TYPICAL OF OTHER BUILDINGS WITH SIMILAR
FLOOR LOADING AND SOIL CONDITIONS CONSTRUCTED IN THIS AREA. THE SLAB HAS NOT
BEEN DESIGNED FOR ANY SPECIFIC LIVE LOAD AND HAS BEEN DETAILED TO MEET LOCAL
INDUSTRY STANDARDS FOR SIMILAR BUILDINGS. NO CONSTRUCTION LOADS HAVE BEEN
INCLUDED IN THE DESIGN OF THE FLOOR SLAB.
THE CONTRACTOR SHALL REVIEW WITH THE SOILS ENGINEER THE CONSTRUCTION LOADING
OF THE SLAB AND SOILS BELOW. HE SHALL TAKE THE NECESSARY MEASURES TO INSURE
THAT THE SLAB AND SOILS BELOW WILL NOT BE AFFECTED OR DAMAGED BY THE
CONSTRUCTION LOADING. THE CONTRACTOR SHALL ADD ADDITIONAL CONCRETE,
REINFORCING AND UPGRADE JOINT DETAILING AS REQUIRED FOR HIS LOADING.
CONTROL JOINTS SHALL BE SOFF CUT JOINTS PER THE DETAILS ON THE STRUCTURAL
DRAWINGS. JOINTS SHALL BE CUT 0 TO 2 HOURS AFTER FINAL FINISH AT EACH JOINT
LOCATION (AS SOON AS THE SLAB WILL SUPPORT THE SOFF CUT MACHINE AND
OPERATOR). COMPLY WITH THE SOFF-CUT INTERNATIONAL, INC. INSTRUCTIONS FOR
THE SOFF CUT SYSTEM. ALL JOINTS SHALL BE FILLED WITH MM -80 AS MANUFACTURED BY
METZER MCGUIRE OR APPROVED EQUAL. THE JOINT FILLER SHALL BE INSTALLED IN
CONFORMANCE WITH THE MANUFACTURER'S SPECIFICATIONS. INSTALL THE JOINT FILLER
AS LONG AFTER THE SLAB HAS BEEN POURED AS POSSIBLE, BUT NOT LESS THAN 90 DAYS
AFTER THE SLAB HAS BEEN POURED. THE JOINT SHALL BE CLEAN AND SOUND, AND FREE OF
ALL OIL, DIRT, DEBRIS, PAINT AND ANY OTHER MATERIAL THAT MAY BE A BOND BREAKER.
THE CONCRETE CURING COMPOUND MUST BE REMOVED PRIOR TO INSTALLING THE JOINT
FILLER AND/OR SURFACE SEALER.
CONCRETE:
MINIMUM LAP SPLICE LENGTHS FOR CONCRETE
BAR SIZE
F'c=3500 F'c=5000
#4
2712 2315
#5
3311 2811
#6
4015 34$'
#7
58" 49"
#8
66') 56"
#9
75?2 63"
THE FOLLOWING MINIMUM COVER SHALL BE PROVIDED FOR REINFORCEMENT (UNLESS
INDICATED OTHERWISE ON DRAWINGS):
A) CONCRETE CAST AGAINST & PERMANENTLY EXPOSED TO
EARTH..................................................................................... 3" EARTH FACE
B) CONCRETE EXPOSED TO EARTH OR WEATHER (CAST IN FORMS)
#6 THROUGH #18 BARS ......................................................... 2"
#5 BARS & SMALLER ............................................................ 1-1/2"
C) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND
SLABS, WALLS & JOIST - #11 BAR & SMALLER ................ 3/4"
BEAMS & COLUMNS ............................................................. 1-1/2"
D) PRECASTPANELS
#8 BARS & SMALLER ................................................ 1 " EXTERIOR FACE
#9 BARS & LARGER .................................................. 2" EXTERIOR FACE
(SEE ITEM'Cl ABOVE FOR INTERIOR FACE.)
WELDED REBAR:
WELDED REBAR TO BE GRADE 60 CONFORMING TO ASTM A706. (PREHEAT ALL GRADE 60
REBAR PRIOR TO WELDING.) USE FRESH E80XX LOW HYDROGEN ELECTRODES TO WELD
GRADE 60 REINFORCING; CONFORM TO PROCEDURES OF AWS D1.4, RECOMMENDED
PRACTICES FOR WELDING REINFORCING STEEL. SEE SPECIAL INSPECTION PROGRAM.
REINFORCING TO BE WELDED SHALL NOT HAVE CARBON CONTENT IN EXCESS OF.35%. ALL
WELDS TO BE BY WABO CERTIFIED WELDERS.
STRUCTURAL STEEL:
RECTANGULAR AND SQUARE HSS SECTIONS SHALL CONFORM TO ASTM A500, GRADE B (Fy
46,000 PSI). STRUCTURAL STEEL FOR WIDE FLANGE BEAMS SECTIONS SHALL CONFORM TO
ASTM A992, GRADE 50 (Fy = 50,000 PSI). ALL OTTIER STRUCTURAL STEEL SHALL CONFORM TO
ASTM A36 (Fy = 36,000 PSI) OR ASTM A992 GRADE 50 (Fy = 50,000 PSI). APPLY PRIMER COATS
PER ARCHITECTURAL SPECIFICATIONS. WELDS NOT SPECIFIED SHALL BE 3/16" CONTINUOUS
FILLET MINIMUM. ALL WELDS TO BE IN ACCORDANCE WITH AWS D1.1 AND BY WABO
CERTIFIED WELDERS. USE FRESH E70XX LOW HYDROGEN ELECTRODES. WELDS AT
MEM13ERS AND CONNECTIONS OF THE SEISMIC FORCE REINFORCING SYSTEM SHALL BE
MADE WITH FILLER METAL PRODUCING WELDS WITH A MINIMUM CHARPY V -NOTCH
TOUGHNESS OF 20 FT -LBS AT 0 DEGREES -F AS DETERMINED BY THE APPLICABLE AWS A5
CLASSIFICATION TEST METHOD. THE CONTRACTOR SHALL SUBMIT TO THE BUILDING
OFFICIAL A WELDING PROCEDURE SPECIFICATION THAT VERIFIES THESE REQUIREMENTS.
MISCELLANEOUS STEEL CONNECTORS TO BE SIMPSON, OR APPROVED EQUAL, NAIL ALL
HOLES WITH NAILS AS SPECIFIED BY MANUFACTURER UNLESS SHOWN OTHERWISE ON
DRAWINGS. ALL NAILS ATTACHING TO PRESSURE TREATED WOOD MEMBERS SHALL BE HOT
DIPPED GALVANIZED.
MACHINE BOLTS TO BE A307.
HIGH STRENGTH BOLTS FOR STEEL TO STEEL CONNECTIONS SHALL BE ASTM A325N (TYPE 3)
OR ASTM A490 (TYPE 3), INSTALLATION AND SPECIAL INSPECTION PER AISC SPECIFICATIONS.
ALL A325N OR A490 BOLTS SHALL BE PRETENSIONED IN STANDARD BOLT HOLES UNLESS
NOTED OTHERWISE ON PLANS. MINIMUM BOLT PRETENSION PER AISC 16.1 TABLE J3.1
UNLESS NOTED OTHERWISE. ACCEPTABLE PRETENSIONING METHODS ARE TURN -OF -NUT,
CALIBRATED WRENCH, TWIST -OFF -TYPE (ASTM F 1852), OR DIRECT -TENSION INDICATOR
(ASTM F959) PER AISC SPECIFICATIONS.
STEEL JOISTS AND JOIST GIRDERS:
STEEL JOISTS ARE TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE AMERICAN
INSTITUTE OF STEEL CONSTRUCTION SPECIFICATIONS, 14TH EDITION AND STANDARD
SPECIFICATIONS FOR STEEL JOISTS AS ADOPTED BY THE STEEL JOIST INSTITUTE AND
PROVIDE A CERTIFICATION OF COMPLIANCE AT THE COMPLETION OF FABRICATION. JOIST
MANUFACTURER TO PROVIDE ALL BRIDGING AND BLOCKING, BOTH PERMANENT AND
ERECTION. SHOP DRAWINGS AND DESIGN CALCULATIONS, STAMPED BY A LICENSED
WASHINGTON STRUCTURAL ENGINEER, ARE TO BE SUBMITTED FOR REVIEW PRIOR TO
FABRICATION. SHOP DRAWINGS WILL NOT BE REVIEWED UNLESS THEY BEAR THE STAMP OF
A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER AND CALCULATIONS STAMPED BY
THE SAME ENGINEER ARE SUBMITTED ALONG WITH THE SHOP DRAWINGS. DESIGN CRITERIA
SHALL MEET OR EXCEED THE FOLLOWING:
GENERAL NOTES
CODE: INTERNATIONAL BUILDING CODE, 2015 EDITION
BUILDING RISK CATEGORY = 11
LIVE LOADS:
UNIFORM LOADS:
LOCATION LIVE LOAD REDUCIBLE
SLAB ON GRADE (SEE SLAB ON GRADE NOTES)
.ROOF PSF (SNOW) NO
SNOW LOAD DATA:
Pg = 20 PSF Pf = 25 PSF (WITHOUT DRIFT)
Ce = 0.9 Pd = N/A
Ct = 1.0 W=N/A
Is = 1.0
WIND DESIGN INFORMATION:
WIND LOADS ON THE MAIN WIND -FORCE RESISTING SYSTEM (MWFRS) WAS DETERMINED
USING THE ENVELOPE PROCEDURE.
WIND SPEED (BASED ON TABLE 1609.3.1 OF IBC 2015): Vllt = 110 MPH V.d = 85 NTH
EXPOSURE "B" A= 1.05 K�t =1.00
SEISMIC DESIGN INFORMATION:
SEISMIC FORCE RESISTING SYSTEM IS A BEARING WALL SYSTEM WITH SPECIAL REINFORCED
CONCRETE SHEAR WALLS. THE STRUCTURE WAS ANALYZED USING THE EQUIVALENT
LATERAL FORCE PROCEDURE.
R 5.0 0.0 = 2.0
Ss 151.80% SDS = 0-911
S, 57.0% SDI = 0.912
q 0.182
IE 1.0
SITE SOIL CLASS = E
SEISMIC DESIGN CATEGORY = D
BASE SHEAR, V = 1,700 KIPS
FOUNDATIONS:
FOUNDATION DESIGN PER GEOTECHNICAL REPORT #2455-042-02 DATED NOVEMBER 22,2016,
BY GEOENGINEERS. ALL FOUNDATION WORK PER THIS REPORT. DESIGN CRITERIA
INDICATED IN THE GEOTECHNICAL REPORT ARE AS FOLLOWS.
ALLOWABLE SOIL BEARING CAPACITY ... 3,000 PSF ON IMPROVED SOILS (GEOPIERS)
PASSIVE SOIL RESISTANCE ...................... 250 PCF
ACTIVE SOIL PRESSURE ................... * ....... 35 PCF
COEFFICIENT OF FRICTION ....................... 0.35
ALL EXTERIOR FOOTINGS TO BE A MINIMUM OF 18 INCHES BELOW LOWEST ADJACENT
GRADE. SOILS ENGINEER TO INSPECT AND APPROVE FOUNDATION EXCAVATIONS PRIOR TO
POURING. ALL FOOTINGS SHALL BEAR ON GEOPIER FOUNDATION SYSTEM. ALL SLABS
SHALL BEAR ON CAPILLARY BREAK OVER 2'-0" OF STRUCTURAL FILL. SEE THE SOILS REPORT
FOR SPECIFIC FILL REQUIREMENTS, FILL PLACEMENT REQUIREMENTS, SOIL IMPROVEMENT
REQUIREMENTS AND ADDITIONAL INFORMATION.
SLABS ON GRADE:
THE SLAB ON GRADE FOR THIS PROJECT IS TYPICAL OF OTHER BUILDINGS WITH SIMILAR
FLOOR LOADING AND SOIL CONDITIONS CONSTRUCTED IN THIS AREA. THE SLAB HAS NOT
BEEN DESIGNED FOR ANY SPECIFIC LIVE LOAD AND HAS BEEN DETAILED TO MEET LOCAL
INDUSTRY STANDARDS FOR SIMILAR BUILDINGS. NO CONSTRUCTION LOADS HAVE BEEN
INCLUDED IN THE DESIGN OF THE FLOOR SLAB.
THE CONTRACTOR SHALL REVIEW WITH THE SOILS ENGINEER THE CONSTRUCTION LOADING
OF THE SLAB AND SOILS BELOW. HE SHALL TAKE THE NECESSARY MEASURES TO INSURE
THAT THE SLAB AND SOILS BELOW WILL NOT BE AFFECTED OR DAMAGED BY THE
CONSTRUCTION LOADING. THE CONTRACTOR SHALL ADD ADDITIONAL CONCRETE,
REINFORCING AND UPGRADE JOINT DETAILING AS REQUIRED FOR HIS LOADING.
CONTROL JOINTS SHALL BE SOFF CUT JOINTS PER THE DETAILS ON THE STRUCTURAL
DRAWINGS. JOINTS SHALL BE CUT 0 TO 2 HOURS AFTER FINAL FINISH AT EACH JOINT
LOCATION (AS SOON AS THE SLAB WILL SUPPORT THE SOFF CUT MACHINE AND
OPERATOR). COMPLY WITH THE SOFF-CUT INTERNATIONAL, INC. INSTRUCTIONS FOR
THE SOFF CUT SYSTEM. ALL JOINTS SHALL BE FILLED WITH MM -80 AS MANUFACTURED BY
METZER MCGUIRE OR APPROVED EQUAL. THE JOINT FILLER SHALL BE INSTALLED IN
CONFORMANCE WITH THE MANUFACTURER'S SPECIFICATIONS. INSTALL THE JOINT FILLER
AS LONG AFTER THE SLAB HAS BEEN POURED AS POSSIBLE, BUT NOT LESS THAN 90 DAYS
AFTER THE SLAB HAS BEEN POURED. THE JOINT SHALL BE CLEAN AND SOUND, AND FREE OF
ALL OIL, DIRT, DEBRIS, PAINT AND ANY OTHER MATERIAL THAT MAY BE A BOND BREAKER.
THE CONCRETE CURING COMPOUND MUST BE REMOVED PRIOR TO INSTALLING THE JOINT
FILLER AND/OR SURFACE SEALER.
CONCRETE:
CODE COMPLIANCE
WOOD SHEATHING:
ROOF SHEATHING ...... 15/32" OSB OR 15/32" CDX PLYWOOD STRU
TIMAMPPAPAVARELS
WITH STRENGTH AXIS PERPENDICULAR T
ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE
HAVING A UNIT WEIGHT OF
APPROXIMATELY 145 POUNDS PER CUBIC FOOT. 28 DAY COMPRESSIVE STRENGTH SHALL BE
AS FOLLOWS:
City of TukvAla
CONSTRUCTION
Ec
EXPOSURE
MAXW/C
AIR
CLASS
RATIO
CONTENT
PRECAST WALL PANELS
5,000 PSI
FO, SO, PO, Cl
N/A
N/A
FOOTINGS
3,500 PSI
Fl, SO, PO, Cl
0.55
5%
CAST IN PLACE WALLS
3,500 PSI
FO, SO, PO, Cl
N/A
N/A
INTERIOR SLAB ON GRADE
3,500 PSI
FO, SO, PO, CO
N/A
N/A
FOR EXPOSURE CATEGORY AND CLASS SEE ACI 318-14 TABLE 19.3.1.1. REQUIREMENTS FOR
CONCRETE MIX BASED ON ONEXPOSURE CLASS SEE ACI 318-14 TABLE 19.3.2.1.
WC T TM'Clk AUNT'rC 'UnD. A M *0
ALL HANGERS TO BE DESIGNED, SUPPLIED AND INSTALLED BY THE SPRINKLER SUPPLIER. Ilz 14 I-All-vib- i 13 -ami UIN EXPUSURE CLASS SEE ACI 318-14 TABLE
19.3.3.1
ROOF TOP CHORD .................. 25 PSF L.L. PLUS
5. SPRINKLER LATERAL SWAY BRACING (AT 90 DEGREES TO MAIN) TO BE:
A. SPACED A MAXIMUM OF TWICE THE VERTICAL SUPPORT SPACING. 9 PSF D.L. DESIGN MIX FOR SLABS ON GRADE SHALL PROVIDE A MIX WITH A MAXIMUM SHRINKAGE OF
B. BRACED FROM THE MAIN TO A ROOF STRUCTURAL MEMBER WITH CONNECTIONS BOTTOM CHORD ........ 6 PSF D.L. 0.03% AT 42 DAYS.
DESIGNED AND INSTALLED BY THE SPRINKLER SUPPLIER. ROOF JOIST ..................................... DEFLECTION LIVE LOAD ................. L/360 CONCRETE IN ALL EXTERIOR SLABS TO BE AIR ENTRAINED 6% PLUS OR MINUS 1%.
C. DESIGNED FOR A LATERAL LOAD OF THE WEIGHT PER FOOT OF HALF THE WATER FILLED TOTAL LOAD ............. L/240
PIPE WEIGHT TIMES THE SWAY BRACE SPACING.
STEEL JOIST SUPPLIERS NOTE.- CONCRETE SUBMITTALS SHALL CONFORM TO ACI 318 CHAPTER 26. MIXING AND PLACING OF
ALL CONCRETE SHALL BE IN ACCORDANCE WITH THE IBC AND ACI CODE 318. PROPORTION
6. THE SPRINKLER DESIGNER IS TO PROVIDE THE CONTRACTOR, ARCI-HTECT AND JOIST THE JOIST CONFIGURATIONS, INCLUDING DEPTHS AND SPACING, SHOWN ON THE DRAWINGS OF AGGREGATE TO CEMENT SHALL BE AS SUCH TO PRODUCE A DENSE, WORKABLE MIX
MANUFACTURER WITH DETAILS OF HANGER AND SWAY BRACE ATTACHMENTS WITH INDICATE THE DESIRED JOIST CONFIGURATION AND ARE TO BE COMPLIED WITH WHEREVER WITH A MAXIMUM SLUMP OF FOUR INCHES, WHICH CAN BE PLACED WITHOUT SEGREGATION
DESIGN LOADS, SO THESE LOADS CAN BE DESIGNED INTO THE JOISTS, ETC. POSSIBLE. IF A JOIST MANUFACTURER IS UNABLE TO MEET THE LOAD REQUIREMENTS OR EXCESS FREE SURFACE WATER. 3/4", CHAMFER ON ALL EXPOSED CONCRETE EDGES
SPECIFIED WITH THE JOIST CONFIGURATION INDICATED, HE OR SHE IS TO SUBMIT WRITTEN UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. GROUT FOR COLUMN
7. THE ROOF JOIST DESIGNER TO PROVIDE AND INSTALL ADDITIONAL BRACES TO TAKE NOTICE TO THAT AFFECT TO THE ARCHITECT PRIOR TO SUBMITTING A COST PROPOSAL OR BASES SHALL BE."HI-FLOW GROUT" AS MANUFACTURED BY THE EUCLID CHEMICAL CO. OR
THE SWAY BRACE, LOAD FROM THE SWAY BRACE INTO THE ROOF DIAPHRAGM. BID.
DEFERRED SUBMITTALS
THE FOLLOWING ITEMS ARE DEFERRED STRUCTURAL COMPONENTS SUBMITTALS. REFER TO
ARCHITECTURAL, MECHANICAL ELECTRICAL AND CIVIL DRAWINGS FOR ADDITIONAL
DEFFERED SUBMITTAL COMPONENTS.
1. STEEL JOIST AND GIRDERS
2. PRE-ENGINEERED STEEL STAIRS (SEE STAIR NOTES)
3. MECHANICAL AND ELECTRICAL COMPONENT CONNECTIONS & SUPPORTS
4. CONCRETE MIX DESIGNS
DOCUMENTS FOR DEFFERED SUBMITTALS SHALL BE SUBMITTED TO SHUTLER CONSULTING
ENGINEERS, INC. WHO SHALL REVIEW THEM FOR GENERAL CONFORMANCE WITH THE
DESIGN OF THE BUILDING. THE DEFFERED SUBMITTALS SHALL THEN SUBMITTED TO THE
BUILDING DEPARTMENT BYTHEGENERAL CONTRACTOR. DEFFERED SUBMITTAL ITEMS
SHALL NOT BE INSTALLED UNTIL APPROVED BY THE BUILDING OFFICIAL.
SHOP DRAWINGS:
SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND
STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS CONSISTING
OF REPRODUCTIONS OR COPIES OF ANY PORTIONS OF THE STRUCTURAL DRAWINGS WILL
NOT BE ACCEPTED AS SHOP DRAWINGS NOR REVIEWED BY THE STRUCTURAL ENGINEER AS
SUCH.
1) REINFORCING STEEL
A)STRUCTURAL CONCRETE ELEMENTS I.E. BEAMS, WALLS, COL,FTGS, ETC.
B)MASONRY
2) STRUCTURAL STEEL ITEMS
3) . STEEL JOISTS& GIRDERS
(GENERAL NOTES CONTINUED ABOVE LEFT)
1W
v r�lj r-yutxi,.
IF A DIFFERENT SYSTEM IS PROPOSED THAT REQUIRES REVISIONS TO PRESENT STRUCTURAL ANCHORAGE TO CONCRETE:
FRAMING OR DETAILS, SUCH SYSTEM SHALL BE CONSIDERED SUBJECT TO THE APPROVAL OF EXPANSION BOLTS INTO CONCRETE SHALL BE SIMPSON STRONG -BOLT 2 AS MANUFACT . LTRED
THE OWNER, ARCHITECT AND ENGINEER. BY SIMPSON STRONG -TIE COMPANY, INC. SPECIAL INSPECTION AND INSTALLATION PER
ICC -ES REPORT ESR -3037.
WHERE IT IS NECESSARY TO BUTT OPPOSITE JOISTS OVER A NARROW SUPPORT WITH
BEARING LENGTH LESS THAN MINIMUM REQUIREMENT, SPECIAL END CONDITIONS (SHORT EXPANSION BOLTS INTO CONCRETE SHALL BE HILTI KWIK BOLT TZ AS MANUFACTURED BY
BEARING LENGTH) SHALL BE DESIGNED BY THE JOIST MANUFACTURER PER Sii HILTI, INC. SPECIAL INSPECTION AND INSTALLATION PER ICC -ES REPORT ESR -1917.
SPECIFICATION SECTION 104.4(B).
CONCRETE SCREW ANCHORS SHALL BE SIMPSON TITEN HD SCREW ANCHORS AS
IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND JOIST MANUFACTURER TO MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. SPECIAL INSPECTION AND
VERIFY THE WEIGHT AND LOCATIONS OF ALL MECHANICAL EQUIPMENT PRIOR TO INSTALLATION PER ICC -ES REPORT ESR -2713.
SUBMITTING SHOP DRAWINGS. IT SHALL BE NOTED IN THE JOIST MANUFACTURER!S BID
WHETHER OR NOT AN ALLOWANCE HAS BEEN MADE FOR MECHANICAL UNITS. CONCRETE SCREW ANCHORS SHALL BE HILTI HUS -EZ SCREW ANCHORS AS MANUFACTURED
FRAMING LUMBER: REFERENCE DESIGN VALUES BY HILTI, INC. SPECIAL INSPEC . TION AND INSTALLATION PER ICC -ES REPORT ESR -3027.
STEEL JOIST PURLIN NAILERS ............ D.F. #2 .............................. Fb = 900 PSI EPDXY FOR FASTENING ANCHOR BOLTS AND REBAR INTO EXISTING CONCRETE TO BE
2X, 3X, 4X MEMBERS ................................... D.F. #2 ........................................ Fb = 900 PSI
SIMPSON SET -XP EPDXY ADHESIVE AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY,
LUMBER NOT NOTED SHALL BE D.F. #2 OR BETTER. INC. SPECIAL INSPECTION AND INSTALLATION PER ICC -ES REPORT ESR -2508.
ALL GRADES SHALL CONFORM TO WWPA WESTERN LUMBER GRADING RULES -- 2011
EDITION. ALL BOLTS HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH
STANDARD CUT WASHERS EXCEPT AS NOTED FOR ANCHOR BOLTS UNDER STRUCTURAL
STEEL SECTION. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE
PRESSURE TREATED. MAXIMUM MOISTURE CONTENT 19% AT ft4&T.Al_LA_Tl= FOR ALT
LUMBER. Rl=Vh:vu=n crim 1
EPDXY FOR FASTENING ANCHOR BOLTS AND REBAR INTO EXISTING CONCRETE TO BE HILTI
HIT -RE 500-V3 ADHESIVE AS MANUFACTURED BY HILTI, INC. SPECIAL INSPECT10N AND
INSTALLATION PER ICC -ES REPORT ESR -3814.
ANCHOR RODS INTO CONCRETE SHALL BE GRADE 36 MANUFACTURED AND INSTALLED PER
ASTM F1554. ALL ANCHOR RODS/BOLTS ATTACHING PRESSURE TREATED WOOD PLATES TO
CONCRETE SHALL BE HOT DIPPED GALVANIZED. ALL ANCHOR BOLTS FOR SILL PLATES
SHALL BE PROVIDED WITH 3" X 3" X 0.229" THICK (MIN) PLATE WASHERS.
RECEIVED
ANCHORAGE SUBSTITUTIONS MUST BE APPROVED BY THE ENGINEER. ANC&TV" TUKWILA
SUBSTITUTION REQUESTS REQUIRE ADDITIONAL ENGINEERING SERVICES.
(GENERAL NOTES CONTINUED ABOVE LEFT) BN 06 folle
3 2 PERMIT CENTER
CODE COMPLIANCE
WOOD SHEATHING:
ROOF SHEATHING ...... 15/32" OSB OR 15/32" CDX PLYWOOD STRU
TIMAMPPAPAVARELS
WITH STRENGTH AXIS PERPENDICULAR T
ilJPPORTS W/EXTERIOR
GLUE.....INDEX'3/16
JUL 03 2018
(GENERAL NOTES CONTINUED ABOVE LEFT)
City of TukvAla
BUILDING DIVISION
EPDXY FOR FASTENING ANCHOR BOLTS AND REBAR INTO EXISTING CONCRETE TO BE HILTI
HIT -RE 500-V3 ADHESIVE AS MANUFACTURED BY HILTI, INC. SPECIAL INSPECT10N AND
INSTALLATION PER ICC -ES REPORT ESR -3814.
ANCHOR RODS INTO CONCRETE SHALL BE GRADE 36 MANUFACTURED AND INSTALLED PER
ASTM F1554. ALL ANCHOR RODS/BOLTS ATTACHING PRESSURE TREATED WOOD PLATES TO
CONCRETE SHALL BE HOT DIPPED GALVANIZED. ALL ANCHOR BOLTS FOR SILL PLATES
SHALL BE PROVIDED WITH 3" X 3" X 0.229" THICK (MIN) PLATE WASHERS.
RECEIVED
ANCHORAGE SUBSTITUTIONS MUST BE APPROVED BY THE ENGINEER. ANC&TV" TUKWILA
SUBSTITUTION REQUESTS REQUIRE ADDITIONAL ENGINEERING SERVICES.
(GENERAL NOTES CONTINUED ABOVE LEFT) BN 06 folle
3 2 PERMIT CENTER
0
9 E
Z
E-4 U)
�D z
= o Z
0
ca
0 cQ
,64 -0
cd
0
rT4
Q
pq
Lo
cq Lo
cq
a
0
2 ?L
,:5
E -50
E
0
E
0 0
0
z 0 �5
E
ID
0
E---, o
<� E i
P -i
C)
(Z)
C)
1 OF 17
Lo
o
op
(6
<
c�
M
Lu
C,4
Ld
z<
biLo
AA
0 Li
=4-t�
bi
I cr-) in
m
Ld
bi
cl
Ld
Ld
0
w
z
0
Lj
y
Q
i1i
a_
z
Li
0
0
z
LLJ
U)
Lu
U)
Z
<
0
Z
U)
0
z
o
o
z
g
c/5
5;
im
=)
0
m
D
w
w
U)
W
U)
5:
w
z
W
z
U)
Lu
U)
Lli
w
Lu
1�
�:
Z
0
Z
W
Lu
0
il
(L
0
0
0
m
g
(6
L6
L6
ch
A
A
0
9 E
Z
E-4 U)
�D z
= o Z
0
ca
0 cQ
,64 -0
cd
0
rT4
Q
pq
Lo
cq Lo
cq
a
0
2 ?L
,:5
E -50
E
0
E
0 0
0
z 0 �5
E
ID
0
E---, o
<� E i
P -i
C)
(Z)
C)
1 OF 17
REVISIO-N -.N0.2-mm.
9
9
Ln
UN
SPECIAL INSPECTION PROGRAM
. ........... .. . . .... .. .......... ..
INSPECTION FREQUENCY REFERENCED
VERIFICATION AND INSPECTION
'STANDARD
CONTJN� PERIODIC
STRUCTURAL DRAWING ABBREVIATIONS:
Special inspections and non-distructive testing of structuial steel elements in buildings, structures and portions thereof sliall be in
accordance with the quality assurance inspection requirements of AISC 360.
A.B.
ANCHOR BOLT
(E)
EXISTING
KSF
KIPS PER SQUARE FOOT
PT
POINT
ADJ.
ADJACENT
EA.
EACH
LBS/#
POUNDS
P.T.
PRESSURE TREATED
A.F.F.
ABOVE FINISHED FLOOR
EL./ELEV.
ELEVATION
LF
LINEAR FOOT
R.D.
ROOF DRAIN
ALT.
ALTERNATE
EQ.
EQUAL
L.L.
LIVE LOAD
R.O.
ROUGH OPENING
APPROX.
APPROXIMATELY
EQUIP.
EQUIPMENT
LLH
LONG LEG HORIZONTAL
REINF.
REINFORCING
ARCH.
ARCHITECTURAL
E.B.
EACH FACE
LLV
LONG LEG VERTICAL
REQ'D
REQUIRED
BM
BEAM
E.S.
EACH SIDE
LSH
LONG SLOTTED HOLE
REV.
REVISION
BLDG
BUILDING
E.W.
EACH WAY
LSL
TIMBERSTRAND
RTN
RETURN
BLKG
BLOCKING
EXP.
EXPANSION
LVIL
MICROLLAM
SCHEID.
SCHEDULE
BRC
BRACING
EXT.
EXTERIOR
M.B.
MACHINE BOLT
SECT.
SECTION
BRG
BEARING
F.B.
FLUSH BEAM
M.B.C.
METAL BUILDING SUPPLIER
SHT.
SHEET
BTWN
BETWEEN
F.D.
FOOTING DRAIN
MAX.
MAXIMUM
SHTHG
SHEATHING
BOT.
BOTTOM
FDN
FOUNDATION
MECH.
MECHANICAL
Sim.
SIMILAR
CA
CAMBER
FIN.
FINISH
MEZZ.
MEZZANINE
S.j.
SHRINKAGE CONTROL JOINT
C.A.
CENTER -TO -CENTER
FLG
FLANGE
MFR
MANUFACTURER
S.O.G.
SLAB ON GRADE
C.I.P.
CAST -IN-PLACE
FLR
FLOOR
MTL
METAL
SP.
SPACE
C.J.
CONSTRUCTION JOINT
F.O.C.
FACE OF CONCRETE
MIN.
MINIMUM
SPEC.
SPECIFICATION
t
CENTERLINE
F.O.F.
FACE OF FINISH
misc.
MISCELLANEOUS
SQ.
SQUARE
CLG
CEILING
F.O.S.
FACE OF STUD
N.I.C.
NOT IN CONTRACT
SSH
SHORT SLOTTED HOLE.
CLR
CLEAR
F.P.
FULL PENETRATION
(N)
NEW
STID
STANDARD
CMU
CONCRETE MASONRY UNIT
F.S.
FAR SIDE
NO.
NUMBER
STI FF.
STIFFENER
COL.
COLUMN
FT
FOOT
NOM.
NOMINAL
STL
STEEL
CONC.
CONCRETE
FTG
FOOTING
N.S.
NEAR SIDE
STRUCT.
STRUCTURAL
CONN.
CONNECTION
GA.
GAGE
NTS
NOTTO SCALE
SYM
SYMMETRICAL
CONST.
CONSTRUCTION
GALV.
GALVANIZED
O.C.
ON CENTER
T&B
TO P & 8 OTTO M
CONT.
CONTINUOUS
G.L.
GLULAM
O.T.
OUTSIDE DIAMETER
T&G
TONGUE & GROOVE
CONTR.
CONTRACTOR
GLB
GLULAM BEAM
O.F.
OUTSIDE FACE
THK
THICKNESS
COORD.
COORDINATE
GR.
GRADE
OPING
OPENING
Til
TRUS JOIST
C.P.
COMPLETE PENETRATION
GWB
GYPSUM WALL BOARD
OPP.
OPPOSITE
T.O.C.
TOP OF CONCRETE
C.S.
CLOSURE STRIP JOINT
HD'
HOLDOWN
OSB
ORIENTED STRAND BOARD
T.O.F.
TOP OF FOOTING
d
PENNY SIZE
HDR
HEADER
OVS
OVERSIZED HOLE
T.O.J.
TOP OF JOIST
DBIL
DOUBLE
HORIZ.
HORIZONTAL
P
POST
T.O.W.
TOP OF WALL
DIET.
DETAIL
HSS
HOLLOW STRUCTURAL STEEL
P.A.
POWDER ACTUATED
U.N.O.
UNLESS NOTED OTHERWISE
DF
DOUGLAS FIR
HT
HEIGHT
P.C.
PRECAST
VERT.
VERTICAL
DIA./O
DIAMETER
IBC
INTERNATIONAL BLDG CODE
PCIF
POUNDS PER CUBIC FOOT
w/
WITH
DIM.
DIMENSION
I.D.
INSIDE DIAMETER
PEN.
PENETRATION
WF
WIDE FLANGE
D.L.
DEAD LOAD
I.F.
INSIDE FACE
It
PLATE
W/o
WITHOUT
D.O.
DITTO
IN.
INCH
P.L.
PROPERTY LINE
WD
WOOD
DN
DOWN
INFO.
INFORMATION
PLYWID
PLYWOOD
W.H.S.
WELD HEAD STUD
D.S.
DOWNSPOUT
INT.
INTERIOR
PNL
PANEL
WIP
WORK POINT
DWG
DRAWING
JST
JOIST
PSF
POUNDS PER SQUARE FOOT
WT
STRUCTURAL TEE
DWL
DOWEL
K
KIP (1000 Ibs)
PSI
POUNDS PER SQUARE INCH
W.W.F.
WELDED WIRE FABRIC
KSI
KIPS PER SQUARE INCH
PSL
PARALLAM
REVISIO-N -.N0.2-mm.
9
9
Ln
UN
SPECIAL INSPECTION PROGRAM
. ........... .. . . .... .. .......... ..
INSPECTION FREQUENCY REFERENCED
VERIFICATION AND INSPECTION
'STANDARD
CONTJN� PERIODIC
STRUCTURALSTM,
Special inspections and non-distructive testing of structuial steel elements in buildings, structures and portions thereof sliall be in
accordance with the quality assurance inspection requirements of AISC 360.
REQUIRED SPECIAL INSPECTIONS OFOPEN-WEB STEEL JOIST AND JOIST GIRDERS
TYPE
CPNIINVPPS
PERIODIC
REFERENM_
V §
:Z)
Z
E-4 co
INSPECTIONS
INSPECTIONS
STANDARD
-ru,�t
1. 4ristallation of open web steeljoist and joist girders
C) Z
0A
...... . .... ...
a. End connections -welding or bolted.
Cd
X
SH specifications listed
*
0
in Sect io 112207. 1.
z
CO
ib. Bridging horizontal or diagonal
CO
Standard bridging.
co
X
Sil specifications listed
CQ
r- 3:
Cq
@;�
in. Section 2207.1.
12. B gingthatdiffersfroi tlieSJIspecifications listed in
i'Section 2207.1.
X
.. . ..... . .... . .. . .. ... ..... -
. ..... .... .
... . . ......... .. .. . ...... . . ........... .............. -
...... ..... -
REQUIRED SPECIAL INSPECTIONS
AND TEST OF CONCRE17E CONSTRUC`11ON
TYPE
CONTINUOUS
PERIODIC
REF RENCED
MC REFERENCE
INSPECTIONS
INSPECTIONS
STANDARD
-Inspection of reinforcing steel, including prestressing tendons,
!and placement.
X
AC1318:3.5,7.1-7.7
1908.4
2:,,. �,.Refi forcing bar welding: .... ...
...
weladability of reinforcing bars other than ASTM A706
X
AWS DIA
---
1b. Inspect sirigle-p4�s fillet welds, maxiinum5/16"; and
... . . ........... . ..
X
ACI 318:26.6.4
c. Inspect all other welds.
X
3. �Inspection of anchors cast in concret.
X
ACI 318:17.8.2
4 Inspect anchors post -installed in hardened concrete members.
:_ . . . .
....... .......................... ............................. .. . 1.11 . ..... -1.1- .............................
4a. Adhesive anchors installed in� horizontally orupwardly
....... .....
. . ... . ....
. ........ .......
inclined orientations to resist sustained tension loads
X
A CI 318: 17.8.2.4
---
. .. .. .. ...... ...
.�b. Mechanical anchors and adhesive anchors not defineed in 4.a.
X
5.
�Vcrifying use of required design ii -ix
X
ACI 318: Ch. 19,26.4.3,
1904.1,1904.2,
26.4.4
1908.2,1908.3
6. �Priorto concrete placement, fabricate specimens for strength test
.... .... . ... . .. . ........
ASTM C172, ASTM
Opuip and air content test, and deterniiii,th temperature
... .. ...... . . ........ ...... .
X
---
C31, ACI 318:26.4,
1908.10
of the concrete.
26.12
7. Inspection of concrete and shotcrete placement for proper
1908.6� 1908.7,
application techniques.
X
---
ACI 318:26.5
1908.8
8. maintenance of specified curing temperature and
ACI 318:26.513
techniques.
X
. .... . .... ... ....
26.5.5
1908.9
9. Inspect prestressed concrete for.
of prestressing forces, and I....
X*
AC1318:26.10
. . ........ . .......
Giroutin of bonded pre tressing tendons.
.... .. .. .......
X
... .. ........ .
10. i his pect erection of precast c ncreternernbers.
X
ACI 318: Ch. 26.8
---
I IJ Verification in-situ concrete strength, prior to stressing of
itendons in post -tensioned concrete and priorto removal of
---
X
ACI 318:26.11.2
---
�sliores and forms frombeanis and structural slabs.
12.4nspect fonnworkforsliape, location and dimensions ofthe
concrete member being fanned.
X
ACI 318:26.11.2a))
REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS
TYPE
CONTINUOUS
PERIODIC
INSPECTIONS
INSPECTIONS
..........
1. '�Verify materials below shallow foundations are adequate to
achieve the design bearing capacity.
X
..... ... . ..
2- �Verify excavations are extended to pro er depth and have
p
�reached proper irmterial.
X....
..... . . .. ......
3. iPerform classification and testing of compacted fill materials.
---
X
4. �Nerify use of proper materials, densities andfftthicknesses
iduring placement and compaction of compacted fill.
X
---
5. �Prior to placement of compacted fill, inspect subgrade and verify
X
ithat site has been prepared properly.
WOOD
..... ..... . ...........
For Wind &,posure Category B, C, or D and Scisinic Design Categ YCD,]EorF. i(IBC1705.11.1,170,5.1;.2)
1. "Field Gluing of elements of inaiii windforce-resisting systemor
X ---
'seisinic force -resisting system.
2. "Nailincy, bolting, anchoring and other fastening of components
within the main. windfarce or seisinicforce resisting system,
X .. ... . . .. ..... ..... .... ..
iftichi.ding wood sliearwa%,, diaphragms, drag struts, braces, and
�hold-dowiis.
a. Special inspection is not required for wood shear walls, shear panels and dia
... ... ............... ..,.,-- . .... . .......... ,including
inailing, bolting, anchoring and other fastening to othercomponents of the main windfarce or
........... . -
s eis inieforce re s is ting s y s tem, wh ere th e fas tei er s pacin g of th e s heath in g is more than 4 in.
. . ........ . ..
on center.
REQUIRED SPECIAL INSPECTIONS OF PLUMBING� NIECHANICAL
.... .. ......
AND ELECTRICAL COAPONENTS
For Seismic Design CategoryC, DFor F- (IBC 1705.12.6)
1. 1 Anchorage of electrical equipment for emergency and stand b y
X -CODECOMPLIANCE
power sy steins.
2. �Ilristallation and anchonacre of piping sys tems designed to car -ry
X. ... .. .. .. . .... .. ....... ... ..... ........ . . ........
liazardous inaterials and their associated mechanical units.
JUL 0'3 2018
3- Installation and anchorage of ductwoik designed to carry
X... ....
liamrdous materials.
4..AInstallation and anchorage of vibration isolation systems -where ........... ..... City Of TUI(Wilci.
1121ING'DIVISION
the construction documents require a noininal clearance of 1/4 X LBUIL
"inch or less between the equipment support franie and restraint,
For Seismic Design Category Eor F. 1
�iAnchouage of otherelectrical equipment. X
.1.
. ..... .. .....
RECEIVED,
C F KWILA
.ITY,o 'Tu
REQUIRED SPECIAL INSPECTIONS OF ARCH[TTErURAL CO1%1PONENTS
TYPE
_C0NT1.NU0,US,
__PERIODIC
IWO 6 lots,-
INSPECTIONS
INSP'E' C'ITONS
.. . . ........
PERMIT. CENTER__
For WindEq)6sure Category% C,or D andSeisniie Design CategoryD,F, orF. (IBC 1705.12.5)
1. E-ection and fastening of roof and wall cladding. X
For Seisn-dc Design Category D, Eor F:
1. 1 Interior and e)deiior nonbearin g walls. X
2. 'Interior and exterior veneer. K -
Special Ins pection/Testing Program Notes:
.......... .. .. ...................... ... .. .... .. ... ....................
................... ....... .......... .
11 �Tl e special inspector shall be a qualified person who shall demonstrate competence to the satisfaction of the Building 9fficia for tl
... ........ .. type,".
_�S
iof inspections listed.
.... .... .. .. ..... .... . .....
f
2. 4,1 necessary, the contractor sliall arrange a pre -construction ineeting with the Architect, Eigineer, Building Official, Testing'Agency to review the
07
__ .. . .. .... . .. ..
!,Special inspection prograill.
... .........
3. Duties of the Special Inspector include, but are not 1huited to:
,.a. !Observe the work for conformance with the approved penuit plans and specifications. Discrepencies shall be brought tothe attention of the
I Contractor for correction, if uncorrected, then to the attention of the Architect, Eligineer, and Building Official.
;b. 1I"ssue'jsp'ec'tion Reports for each inspection to the Contractor, Architect, Fiigineer, and Building Official as a minimum. The reports sh all be
_ i-.- 11.111, In 11 -.1-1-.- 1— -1 1-1; -111.1 11-11 -1 1111. 1.11-1--,"', .. *"""""",�-.,.-,�,�,-�-1-�,� - -_.__...1_- -
...-.,.. . _. � ,I,.,.,, I 1_-- 11.1.1 1. 11..�. , _.". , ,, ,, , ", . .. ................. . -
issued in a tiniely manner.
.. . ............. ..
!T�eS ecial Inspector shall submit a final report stating whether the work p�quiring,spe�ial inspection was inspected, whether the work was
Xonipleted in conformance with the approved plans and specifications, and whether the work was in conformance with any applicable
... ....... ... -1.1-111 .......... ................... ............ ... ... - .... ..... .....
.... .. ... ....... ..... ... .. ... - ........
4orlarianship provisions of the applic able code or standard.
... ........ ...... ... . ..... ''I�.,�,�1.11".,-"�..'�."��,,�� .... .... . . _J -
4. Special inspections and testing requirements apply equally, to all bidder desi ned components.
9
.. .. ... .. .....
S. Fabricators shall subinit a certificate of compliance to the Build ing Official stating that work was comple�5d in accordance with the approved
......... ...
�constru ction documents.
C
,_� z
E-74 E ---i 0
z <� E i
Z
C) 0
C) (z)
7__� --�
cf) 7 .. � E..
2 OF 17
r_
.0
Z
"
r4
co to
C3
E
(M "tt,
V §
:Z)
Z
E-4 co
1-1
010
ri 02
E' IS8
. - .
Q Co
Z.
-ru,�t
0 CD
V E W
C) Z
0A
M >, 0)
s
16 >, -s
Cd
2 rp
0 0
*
0
z
CO
CO
coo
.0
co
CQ
CQ
r- 3:
Cq
@;�
C
,_� z
E-74 E ---i 0
z <� E i
Z
C) 0
C) (z)
7__� --�
cf) 7 .. � E..
2 OF 17
cn
w
rn
in
cn
2
!2.2
P.C. PANEL
SEE ELEVATION
FOR REINF.
#4 oil @ 24"o.c.
. 17--0
PAVING OR GRADE
PER SITE PLAN -
. . 22 -1 1 1
J�PER PLAN) fc,-4 bj
4
IT
tn
CONC. SLAB
PER PLAN
0'-6"
#4 J, 24"o.c. (TYP.)
- jcc� _@
0'-6" F07-
0"]
4
00
I iFI ILI 1-11 It
-%" CONT. GROUT
- #5 CONT. FULL
LENGTH OF FTG.
-2-#5 CONTINUOUS
TOP & BOTTOM
L41b
SLOPE NOTE: PAINT COLUMN
SLAB BELOW SLAB WITH
6" ASPHALTIC EMULSION COL &
- - z- r r- /--,1 -4 V_ L ID V_ I %j I'i u
11/2
Typ.
PAD FTG. DIAMOND ISOLATION 0
44x4xY4x4'-O" w/3- JOINT AS REQUIRED 5/16
)/2"OxC W.H.S. (AT P.C. PANEL
SEE ELEVATION 4,_�DRY PACK AFTER 'All
O.H. DOORS ONLY) FOR REINF. COLUMN IS IN PLACE
3J/2 HSS COL. PER PLAN 0
44x4x)/4 w/Y2"Ox6" #4 CONT.
W.H.S. @ 18"o.c. '/2
CONIC. SLAB n2- CONIC SLAB PER PLAN
2
LAN
BASE
It- PER SCHEID.
FO HSS COL. PER PLAN
w/4 -%"O EXP BOLTS
r-7
(EMBED 6" MIN.)
4
1�6
'00 cr_
J DIAMOND ISOLATION
1 LEVELING GROUT JOINT AS REQUIRED
goo
-oil C3 0 0
, qp
DRY PACK AFTER
> CONIC. SLAB
COLUMN IS IN PLACE
#4 @ 24"o.c.
114 PER PLAN
w/4 -3/4"O EXP. BOLTS
Fo-;--7
Xlly//10000�> BASE It- PER SCHED.
(EMBED 6" MIN.)
X<
CONIC. PAVING j
Z
1FjLI IF, �I I I -
PER SITE PLAN
RI tF I I Fi-I
BALANCE PE 4'
0
ECT. A-1.1
S 1'4.
4 .4
4 1 LEVELING GROUT 00 - 0 cp
1 .4 .0
(PER PLAN)
_j
D
1,54 y
cli 5 Lli
z 0"I (PER PLAN) 1 1Fi ILI IF, 1111- -A A
0
OL LLJ Lj Lli
0 C-)
4 V) CL
\\-3/4" CONT. GROUT F_
0 4 'd.4 -4 1 , a- " w
0 LIJ
4_=
CONT. FTG. BEYOND
_/I 1 !Fi 1L1 IF _j
E=,. 11 F1 I CONTINUE REINF. C)
k_) I SEE FOOTING SCHEDULE
THRU PAD FOOTING- SEE FOOTINP SCHEDULE FOR SIZE & REINFORCING
PER PLAN FOR SIZE &REINFORCING QCY%T1nK1 r) 1 * 1
SECTION A- 1. 1 SECTION -1.1 SCALE: 3/4"=V-0"
SECTION B
SCALE: -3/4"=V-0" SCALE: N4"=1' -O"
V-6"
SCALE: %"=V-0"
#4 @ 24 o.c.
C14 -9/16
POST SLEEVE,
COORDINATE LOC's NOTE: PAINT COLUMN
WITH ARCH. CONC. SLAB BELOW SLAB WITH
NOTE: PAINT COLUMN ASPHALTIC EMULSION
/-PER PLAN
COL.
BAS E It
SIZE
-
7x7
%x10xx1,-1"
11/2
Typ.
PAD FTG. DIAMOND ISOLATION 0
44x4xY4x4'-O" w/3- JOINT AS REQUIRED 5/16
)/2"OxC W.H.S. (AT P.C. PANEL
SEE ELEVATION 4,_�DRY PACK AFTER 'All
O.H. DOORS ONLY) FOR REINF. COLUMN IS IN PLACE
3J/2 HSS COL. PER PLAN 0
44x4x)/4 w/Y2"Ox6" #4 CONT.
W.H.S. @ 18"o.c. '/2
CONIC. SLAB n2- CONIC SLAB PER PLAN
2
LAN
BASE
It- PER SCHEID.
FO HSS COL. PER PLAN
w/4 -%"O EXP BOLTS
r-7
(EMBED 6" MIN.)
4
1�6
'00 cr_
J DIAMOND ISOLATION
1 LEVELING GROUT JOINT AS REQUIRED
goo
-oil C3 0 0
, qp
DRY PACK AFTER
> CONIC. SLAB
COLUMN IS IN PLACE
#4 @ 24"o.c.
114 PER PLAN
w/4 -3/4"O EXP. BOLTS
Fo-;--7
Xlly//10000�> BASE It- PER SCHED.
(EMBED 6" MIN.)
X<
CONIC. PAVING j
Z
1FjLI IF, �I I I -
PER SITE PLAN
RI tF I I Fi-I
BALANCE PE 4'
0
ECT. A-1.1
S 1'4.
4 .4
4 1 LEVELING GROUT 00 - 0 cp
1 .4 .0
(PER PLAN)
_j
D
1,54 y
cli 5 Lli
z 0"I (PER PLAN) 1 1Fi ILI IF, 1111- -A A
0
OL LLJ Lj Lli
0 C-)
4 V) CL
\\-3/4" CONT. GROUT F_
0 4 'd.4 -4 1 , a- " w
0 LIJ
4_=
CONT. FTG. BEYOND
_/I 1 !Fi 1L1 IF _j
E=,. 11 F1 I CONTINUE REINF. C)
k_) I SEE FOOTING SCHEDULE
THRU PAD FOOTING- SEE FOOTINP SCHEDULE FOR SIZE & REINFORCING
PER PLAN FOR SIZE &REINFORCING QCY%T1nK1 r) 1 * 1
SECTION A- 1. 1 SECTION -1.1 SCALE: 3/4"=V-0"
SECTION B
SCALE: -3/4"=V-0" SCALE: N4"=1' -O"
V-6"
SCALE: %"=V-0"
#4 @ 24 o.c.
C14 -9/16
POST SLEEVE,
COORDINATE LOC's NOTE: PAINT COLUMN
WITH ARCH. CONC. SLAB BELOW SLAB WITH
NOTE: PAINT COLUMN ASPHALTIC EMULSION
/-PER PLAN
COL.
BAS E It
SIZE
-
1OX10
3�
80 6xl'-4"
11/2
Typ.
PAD FTG. DIAMOND ISOLATION 0
44x4xY4x4'-O" w/3- JOINT AS REQUIRED 5/16
)/2"OxC W.H.S. (AT P.C. PANEL
SEE ELEVATION 4,_�DRY PACK AFTER 'All
O.H. DOORS ONLY) FOR REINF. COLUMN IS IN PLACE
3J/2 HSS COL. PER PLAN 0
44x4x)/4 w/Y2"Ox6" #4 CONT.
W.H.S. @ 18"o.c. '/2
CONIC. SLAB n2- CONIC SLAB PER PLAN
2
LAN
BASE
It- PER SCHEID.
FO HSS COL. PER PLAN
w/4 -%"O EXP BOLTS
r-7
(EMBED 6" MIN.)
4
1�6
'00 cr_
J DIAMOND ISOLATION
1 LEVELING GROUT JOINT AS REQUIRED
goo
-oil C3 0 0
, qp
DRY PACK AFTER
> CONIC. SLAB
COLUMN IS IN PLACE
#4 @ 24"o.c.
114 PER PLAN
w/4 -3/4"O EXP. BOLTS
Fo-;--7
Xlly//10000�> BASE It- PER SCHED.
(EMBED 6" MIN.)
X<
CONIC. PAVING j
Z
1FjLI IF, �I I I -
PER SITE PLAN
RI tF I I Fi-I
BALANCE PE 4'
0
ECT. A-1.1
S 1'4.
4 .4
4 1 LEVELING GROUT 00 - 0 cp
1 .4 .0
(PER PLAN)
_j
D
1,54 y
cli 5 Lli
z 0"I (PER PLAN) 1 1Fi ILI IF, 1111- -A A
0
OL LLJ Lj Lli
0 C-)
4 V) CL
\\-3/4" CONT. GROUT F_
0 4 'd.4 -4 1 , a- " w
0 LIJ
4_=
CONT. FTG. BEYOND
_/I 1 !Fi 1L1 IF _j
E=,. 11 F1 I CONTINUE REINF. C)
k_) I SEE FOOTING SCHEDULE
THRU PAD FOOTING- SEE FOOTINP SCHEDULE FOR SIZE & REINFORCING
PER PLAN FOR SIZE &REINFORCING QCY%T1nK1 r) 1 * 1
SECTION A- 1. 1 SECTION -1.1 SCALE: 3/4"=V-0"
SECTION B
SCALE: -3/4"=V-0" SCALE: N4"=1' -O"
V-6"
SCALE: %"=V-0"
#4 @ 24 o.c.
C14 -9/16
POST SLEEVE,
COORDINATE LOC's NOTE: PAINT COLUMN
WITH ARCH. CONC. SLAB BELOW SLAB WITH
NOTE: PAINT COLUMN ASPHALTIC EMULSION
/-PER PLAN
.SLOPE SLAB AT
OVERHEAD DOORS
P.C. PANEL
A BEYOND
v
2-#4 CONT. #4 NOSING
CONIC. RAMP CONIC * SLAB
PER ARCH PER PLAN
J
00L_ :4 .0 A V) I
C)
a r-75'0
m
J-'
-A."t
I 24"o tl
T
co
#4 c.
4 4
I 1FAI IFi i-11 I -
BALANCE PER
SECTION A-1.1
SECTION E- 1.
SCALE: %"=V-0"
COL.
BAS E It
SIZE
-
8x8
%xl lY2xl'-2"
.SLOPE SLAB AT
OVERHEAD DOORS
P.C. PANEL
A BEYOND
v
2-#4 CONT. #4 NOSING
CONIC. RAMP CONIC * SLAB
PER ARCH PER PLAN
J
00L_ :4 .0 A V) I
C)
a r-75'0
m
J-'
-A."t
I 24"o tl
T
co
#4 c.
4 4
I 1FAI IFi i-11 I -
BALANCE PER
SECTION A-1.1
SECTION E- 1.
SCALE: %"=V-0"
CD r__ co CID 00 co
T_ V_ V_ � .
(b 4 L6 L6 6
Ur-LUVV Z)LAO VVI I t-1 Ljj
04 A , A A L6
0 0 0 0 0
CONC. SLAB
ASPHALTIC EMULSION /-DIAMOND ISOLATION
I&M
R
P.C. PANEL JOINT AS REQUIRED DRY < T @ 10"o.c. PER ARCH
'_2
0 4 WALL & #4 VER
4t__j 5
-01y
.4 "' I ,,, ", "'I", PACK AFTER COLUMN IS
j 16ft DIAMOND ISOLATION PAD FTG.
SEE ELEVATION IN PLACE (TYP.)
'p? 0 7,y4 JOINT AS REQUIRED FOR REINF. 5
GRID
w 'COL. & DRY PACK AFTER 6" C.I.P.
N\1N\11 X\/1 \ 1 ()9* HSS COL. PER PLAN (TYP.)
_j 5�) 1 1 PANEL
COLUMN IS IN PLACE
COL. & PAD FTG.� 1 1/25 1 & FrG
CONC. SLAB PER PLAN P.C. PANEL #4 HORIZ. @ 16"o.c.--/ .0
�0 V-10" FREE -2o
HSS COL. PER PLAN 2-1
</ PAD FTG. y: 11
)/2" SEE ELEVATION
V -1 #4 1 18"o.c.
DRAINING
Fo - �6" 11/2
5/16 v FOR REINFORCING -
- BACKFILL
P.C. PANEL CONC. SLAB PER PLAN 2'-6- in N:p m CL
0
#4x2-6" DOWELS @ 48"o.c. C) E
CONC SLAB
J fc�
gm
@ 18"o.c. (EPDXY
PER PLAN E vf
r
E-4 M C*"
4 4
J�1& o 0
GR
OUT 6" INTO
(TYP.)
1 0946 SEE ELEVATION R. 1
2"0 WEEP HOLE
Fo-7-- �6"
FOR REINF.
c,
04
-gi; p
EQ. --
"T Z E
Z 0.5
&00
0
CONCRETE OR
�7_ PANEL)
BASE
0 a -0 ASPHALT PAVING 0 PA -6
fEv8X 1 3X 1 1 L - - - I - - '4 1�>cico�lo
44 VERT. 0 -9
BASE ra PER
4
CL - N
Fa
%J
b
SCHED. 4.
HOLD 3"
'4848 4' C? 0
1 @ 24"o.c. BOLTS (EMBED 6" 2 � 0 0
CLR.
0 c
w/4 4"0 EXP
A;d MIN. TRIM wul'i"I'll, Q'8 000
@ 12"o.c. w/4- 4"0 EXP.
#4 o"
0 bu 'b
BOLTS
oct 0�
C> 0. b.0
CORNER A 0 vi
1 0
2'-0- #4 HORIZ. (EMBED
E
0
0 6"o.c. 6" MIN.) I � C, ; .0
@ 1 b2 0 a 0 -
REQUIREC 1 LEVELING GROUT
C, N) 0
I !Fi ILI IF, 1 0 0
W cq
1 77 74 177 71 (PER PLAN) .4, +
9
cq
11' IF C.4
T 4-
00 0
00 1 LEVELING GROUT f \-,3/4" CONT. GROUT
uj _j
(PER PLAN) n
0 C�l
v4
Sim. 06 0 41-o
@ 0. 6 (PER PLAN)j, I !Fi, L1IFi 1111 1 0 0 4 U)
SECTION 0 bj Ld 4411 .4 F_ 2-#5 CONTINUOUS
1 A Q _j_ 0- m* J__ - __ - - - i
A A C)
A. C) ij�p I �=i I IUr (M t3UHUM
A 4 U) 10 #4 @ 18"o.c.
404 . - " 4 4 o 1 - - I -
of 4 CONTINUOUS
A �' 0 4
od _j CONT. FTG. BEYOND 1Y2"x3Y2" KEY' FTG. D RAI N
6-#4 CONT.
-7 M� LAC)FE CONTINUE REINF. DCD 01 AM PFP q011 q
. . I . ... . I - I
A CONT. FTG. BEYOND 1 tF, ILI IFi j-11 1 to 10� THRU PAD FOOTING SEE FOOTING SCHEDULE
_/I _j
\-7-#4 CONT. c� CONTINUE REINF. FOR SIZE & REINFORCING
_j
0 THRU PAD FOOTING- SEE FOOTING SCHEDULE
1 '-�-Ojp 600 3' -Op$ -#4 @ 18"o.c. FOR SIZE & REINFORCING iv
3 SECTION H -1,1 -
SCALE: Y2"=V-0" SECTION J
SECTION F- 1. SECTION G. 1.1- SCALE: ;Y4"=V-0"
2-#4 PER ARCH.
SCALE: %"=V-10" SCALE: Y2"=V-0" P.C. PANEL #4 CONT. TRIM
,AtR
BEYOND
nnry
V_0" pi! 2f -61f ENGINEER
41-01)
SECTION K- 1. 1 -
SCALE %"= V-0"
STOP REINF. EACH
SIDE OF JOINT JOINT LOCATION
3 PER PLAN r�)
2 SOFF CUT OINI
CONIC. SLAB
N,
LEVELER PIT
CONIC. SLAB
1. oil PER LAN E 0
# (SEE STRUCTURAL
f
4 PER PLAN
DET.
NOTES)
cq _j
w,
I A 0'-01
n
v If
16"o.c.
w
N;'a,
- - - - - - - - - -
1q,
,N�
F, f P. C. P A
A
R C�, A
SR 43x3yY4 (PER PLAN)j, LLJ- HOID 3
R A
w/Y2"Ox5" W.H.S. 43x3xY4 CONT. ANEL A
A.
A
'M 4
4
0
_c
Of
0 18"o.c. TRIM w/)/2lpOx6jp
P.C. PANEL V-0. (if
DOOR OR
6 -6" W.H.S. @ 12"o.c.
< REINFORC c?
.1 .,q a: :2 . \ / \-VAPOR BARRIER
I EMENT-
BEYOND ------------- A #4 @ -F 7o
PER PLAN
WINDOW SYSTEM 8" CONC. SLAB 24 o.c. Ld E
PER ARCH.
"R- 0Lf (PER PLAN) 3/4 CONT.
PER ARCH. DETAIL AT WALL w/#4 @ 12"o.c.
CAPILLARY BREAK
EACH WAY _<�
#4 CONT.
........... GROUT (TYP.) PER SOILS REPORT
#4 NOSING
3
CONIC. RAMP
OR SIDEWALK
%N2"x`12" PD BASKET
)ET. AT
PER ARCH.---\ CONIC. SLAB AyAyV ylq'_n" .4 4 -#5 TO MATCH ASSEMBLY AT 26"o.c. AS
PER PLAN
Iff.
11-011
#4 24"o.c.
SECTION L- 1 0 1.
SCALE: %"=V-0"
MANUFACTURED BY
CONT. REINF. CONT. REINF. SUBGRADE PER
w/642"OxC W.H.S. 00
mg (TYP.) PNA CONSTRUCTION
EACH SIDE OF V-61) 1J.5 H SOILS REPORT
R
Ta TECHNOLOGIES INC.
,A -M,
1/2" JOINT -
OPENING rK
#4 @ -0. 1 1_09)
0
N #4 NOSING
2-#4 Typ. STEP FOOTING DETAIL
'L+
24 o.c. CONTROL JOINT (S111*11
TIE BLOCK 2-#4 STOP REINF. EACH
JOINT LOCATION AS REQ'D FOR
BEYOND P. PAVING PER
SIDE OF JOINT �__SLAB PLACEMENT. MUST BE
TRUCK COURT AT TRUCK WELL) ARCH
43x3xY4x4'-0 CONIC. SLAB LOCATED TO REPLACE A CONTROL
SLAB PER CIVIL CLOSURE POUR JOINT LOCATION PER
TI!Rl Y'R�"4 -SLOPE w/342"OxC 3 3 JOINT (S.J.) AS SHOWN ON THE
.0QaER PLAN
DRAWINGS V7T I FOUNDATION
f FOUNDATION PLAN
M PER ARCH. W. H.S. PP'IKIP* D17D DIAKI
4)-Ojf)
OL(PER PLAN)]
A
CONT. FTG.
PER PLAN- 7
. j I (VARIES)
GNI T z
REINFORCE
w/#4 BARS
@ 24"o.c.
6" CONCRETE
SLAB
SECTION
A-1.1 W+
12"o.c.
Lj�-=j 1 r=I I
DETAIL n
3
SECTION N-1.1
SCALE: 3/4"=l'- 01$
STOP REINF. *'SaV SLAB
. Ip_
SIDE OF JOINTttVWUITIIVD--�� �.EMENT-\ [-,SECOND SLAB
#4x3' -O" DOWEL PLACEMENT
CONIC. SLAB
@ 18"o.c. PER PLAN
__ I _\ 1= I
6 \11 L � LLJ -HOLFIECEIVED
IN Sp
HOLD t
cy 4 CLEAR 01WROF TUKWILA
REINFORCEMENT-// APOR BARRIER ..JUN 06 toll
REINFORCEMENT PER PLAN PER ARCH.
S/ `�,/\ . A
VAPOR BARRIER PER PLAN CAPILLARY BREAK
PER ARCH. 33
PER SOILS REPORT PERMIT CENTER
__71FiLI IFi ILI 1 LOCATED @
V/ iv ;Y8" DIAMOND DOWEL SYSTEM
CAPILLARY BRE
SUBGRADE PER 18"o.c. AS
PER SOILS REPORT SUBGRADE PER MANUFACTURED BY PNA
SOILS REPORT SOILS REPORT CONSTRUCTION TECHNOLOGIES INC. 3 OF 17
LOSURE STRIP JT, (C.S.)_ CONSTRUCTION JOINT (C*J.)
<)
LP
4T
0
C)
L6
LA
Ld
LLJ
0
10!�
0
w
Ld
0-
z
Lu
z
Lu
U)
cn
z
<
z
0
z
0
fl)
0
CD
F__
D
D
_j
Lu
cy-
0
2
z
LLJ
F-
cn
uj
V)
Ld
w
Lu
Z
0
z
Lu
uj
r')
a.
rL
0
0
(L
CD r__ co CID 00 co
T_ V_ V_ � .
(b 4 L6 L6 6
Ur-LUVV Z)LAO VVI I t-1 Ljj
04 A , A A L6
0 0 0 0 0
CONC. SLAB
ASPHALTIC EMULSION /-DIAMOND ISOLATION
I&M
R
P.C. PANEL JOINT AS REQUIRED DRY < T @ 10"o.c. PER ARCH
'_2
0 4 WALL & #4 VER
4t__j 5
-01y
.4 "' I ,,, ", "'I", PACK AFTER COLUMN IS
j 16ft DIAMOND ISOLATION PAD FTG.
SEE ELEVATION IN PLACE (TYP.)
'p? 0 7,y4 JOINT AS REQUIRED FOR REINF. 5
GRID
w 'COL. & DRY PACK AFTER 6" C.I.P.
N\1N\11 X\/1 \ 1 ()9* HSS COL. PER PLAN (TYP.)
_j 5�) 1 1 PANEL
COLUMN IS IN PLACE
COL. & PAD FTG.� 1 1/25 1 & FrG
CONC. SLAB PER PLAN P.C. PANEL #4 HORIZ. @ 16"o.c.--/ .0
�0 V-10" FREE -2o
HSS COL. PER PLAN 2-1
</ PAD FTG. y: 11
)/2" SEE ELEVATION
V -1 #4 1 18"o.c.
DRAINING
Fo - �6" 11/2
5/16 v FOR REINFORCING -
- BACKFILL
P.C. PANEL CONC. SLAB PER PLAN 2'-6- in N:p m CL
0
#4x2-6" DOWELS @ 48"o.c. C) E
CONC SLAB
J fc�
gm
@ 18"o.c. (EPDXY
PER PLAN E vf
r
E-4 M C*"
4 4
J�1& o 0
GR
OUT 6" INTO
(TYP.)
1 0946 SEE ELEVATION R. 1
2"0 WEEP HOLE
Fo-7-- �6"
FOR REINF.
c,
04
-gi; p
EQ. --
"T Z E
Z 0.5
&00
0
CONCRETE OR
�7_ PANEL)
BASE
0 a -0 ASPHALT PAVING 0 PA -6
fEv8X 1 3X 1 1 L - - - I - - '4 1�>cico�lo
44 VERT. 0 -9
BASE ra PER
4
CL - N
Fa
%J
b
SCHED. 4.
HOLD 3"
'4848 4' C? 0
1 @ 24"o.c. BOLTS (EMBED 6" 2 � 0 0
CLR.
0 c
w/4 4"0 EXP
A;d MIN. TRIM wul'i"I'll, Q'8 000
@ 12"o.c. w/4- 4"0 EXP.
#4 o"
0 bu 'b
BOLTS
oct 0�
C> 0. b.0
CORNER A 0 vi
1 0
2'-0- #4 HORIZ. (EMBED
E
0
0 6"o.c. 6" MIN.) I � C, ; .0
@ 1 b2 0 a 0 -
REQUIREC 1 LEVELING GROUT
C, N) 0
I !Fi ILI IF, 1 0 0
W cq
1 77 74 177 71 (PER PLAN) .4, +
9
cq
11' IF C.4
T 4-
00 0
00 1 LEVELING GROUT f \-,3/4" CONT. GROUT
uj _j
(PER PLAN) n
0 C�l
v4
Sim. 06 0 41-o
@ 0. 6 (PER PLAN)j, I !Fi, L1IFi 1111 1 0 0 4 U)
SECTION 0 bj Ld 4411 .4 F_ 2-#5 CONTINUOUS
1 A Q _j_ 0- m* J__ - __ - - - i
A A C)
A. C) ij�p I �=i I IUr (M t3UHUM
A 4 U) 10 #4 @ 18"o.c.
404 . - " 4 4 o 1 - - I -
of 4 CONTINUOUS
A �' 0 4
od _j CONT. FTG. BEYOND 1Y2"x3Y2" KEY' FTG. D RAI N
6-#4 CONT.
-7 M� LAC)FE CONTINUE REINF. DCD 01 AM PFP q011 q
. . I . ... . I - I
A CONT. FTG. BEYOND 1 tF, ILI IFi j-11 1 to 10� THRU PAD FOOTING SEE FOOTING SCHEDULE
_/I _j
\-7-#4 CONT. c� CONTINUE REINF. FOR SIZE & REINFORCING
_j
0 THRU PAD FOOTING- SEE FOOTING SCHEDULE
1 '-�-Ojp 600 3' -Op$ -#4 @ 18"o.c. FOR SIZE & REINFORCING iv
3 SECTION H -1,1 -
SCALE: Y2"=V-0" SECTION J
SECTION F- 1. SECTION G. 1.1- SCALE: ;Y4"=V-0"
2-#4 PER ARCH.
SCALE: %"=V-10" SCALE: Y2"=V-0" P.C. PANEL #4 CONT. TRIM
,AtR
BEYOND
nnry
V_0" pi! 2f -61f ENGINEER
41-01)
SECTION K- 1. 1 -
SCALE %"= V-0"
STOP REINF. EACH
SIDE OF JOINT JOINT LOCATION
3 PER PLAN r�)
2 SOFF CUT OINI
CONIC. SLAB
N,
LEVELER PIT
CONIC. SLAB
1. oil PER LAN E 0
# (SEE STRUCTURAL
f
4 PER PLAN
DET.
NOTES)
cq _j
w,
I A 0'-01
n
v If
16"o.c.
w
N;'a,
- - - - - - - - - -
1q,
,N�
F, f P. C. P A
A
R C�, A
SR 43x3yY4 (PER PLAN)j, LLJ- HOID 3
R A
w/Y2"Ox5" W.H.S. 43x3xY4 CONT. ANEL A
A.
A
'M 4
4
0
_c
Of
0 18"o.c. TRIM w/)/2lpOx6jp
P.C. PANEL V-0. (if
DOOR OR
6 -6" W.H.S. @ 12"o.c.
< REINFORC c?
.1 .,q a: :2 . \ / \-VAPOR BARRIER
I EMENT-
BEYOND ------------- A #4 @ -F 7o
PER PLAN
WINDOW SYSTEM 8" CONC. SLAB 24 o.c. Ld E
PER ARCH.
"R- 0Lf (PER PLAN) 3/4 CONT.
PER ARCH. DETAIL AT WALL w/#4 @ 12"o.c.
CAPILLARY BREAK
EACH WAY _<�
#4 CONT.
........... GROUT (TYP.) PER SOILS REPORT
#4 NOSING
3
CONIC. RAMP
OR SIDEWALK
%N2"x`12" PD BASKET
)ET. AT
PER ARCH.---\ CONIC. SLAB AyAyV ylq'_n" .4 4 -#5 TO MATCH ASSEMBLY AT 26"o.c. AS
PER PLAN
Iff.
11-011
#4 24"o.c.
SECTION L- 1 0 1.
SCALE: %"=V-0"
MANUFACTURED BY
CONT. REINF. CONT. REINF. SUBGRADE PER
w/642"OxC W.H.S. 00
mg (TYP.) PNA CONSTRUCTION
EACH SIDE OF V-61) 1J.5 H SOILS REPORT
R
Ta TECHNOLOGIES INC.
,A -M,
1/2" JOINT -
OPENING rK
#4 @ -0. 1 1_09)
0
N #4 NOSING
2-#4 Typ. STEP FOOTING DETAIL
'L+
24 o.c. CONTROL JOINT (S111*11
TIE BLOCK 2-#4 STOP REINF. EACH
JOINT LOCATION AS REQ'D FOR
BEYOND P. PAVING PER
SIDE OF JOINT �__SLAB PLACEMENT. MUST BE
TRUCK COURT AT TRUCK WELL) ARCH
43x3xY4x4'-0 CONIC. SLAB LOCATED TO REPLACE A CONTROL
SLAB PER CIVIL CLOSURE POUR JOINT LOCATION PER
TI!Rl Y'R�"4 -SLOPE w/342"OxC 3 3 JOINT (S.J.) AS SHOWN ON THE
.0QaER PLAN
DRAWINGS V7T I FOUNDATION
f FOUNDATION PLAN
M PER ARCH. W. H.S. PP'IKIP* D17D DIAKI
4)-Ojf)
OL(PER PLAN)]
A
CONT. FTG.
PER PLAN- 7
. j I (VARIES)
GNI T z
REINFORCE
w/#4 BARS
@ 24"o.c.
6" CONCRETE
SLAB
SECTION
A-1.1 W+
12"o.c.
Lj�-=j 1 r=I I
DETAIL n
3
SECTION N-1.1
SCALE: 3/4"=l'- 01$
STOP REINF. *'SaV SLAB
. Ip_
SIDE OF JOINTttVWUITIIVD--�� �.EMENT-\ [-,SECOND SLAB
#4x3' -O" DOWEL PLACEMENT
CONIC. SLAB
@ 18"o.c. PER PLAN
__ I _\ 1= I
6 \11 L � LLJ -HOLFIECEIVED
IN Sp
HOLD t
cy 4 CLEAR 01WROF TUKWILA
REINFORCEMENT-// APOR BARRIER ..JUN 06 toll
REINFORCEMENT PER PLAN PER ARCH.
S/ `�,/\ . A
VAPOR BARRIER PER PLAN CAPILLARY BREAK
PER ARCH. 33
PER SOILS REPORT PERMIT CENTER
__71FiLI IFi ILI 1 LOCATED @
V/ iv ;Y8" DIAMOND DOWEL SYSTEM
CAPILLARY BRE
SUBGRADE PER 18"o.c. AS
PER SOILS REPORT SUBGRADE PER MANUFACTURED BY PNA
SOILS REPORT SOILS REPORT CONSTRUCTION TECHNOLOGIES INC. 3 OF 17
LOSURE STRIP JT, (C.S.)_ CONSTRUCTION JOINT (C*J.)
Ulk
oSA
m
4:_1
626'-6"
COL.'s
�4
BEYOND --J') Z��OUTSIDE FACE
500 OF PANEL
2'-6't -4pp 472'-8"
NOTE:
21'-2" 81 -off 21 P-2fs 20-21' PROVIDE TROWELED CONTROL JT.
CL AT -ALL CORNERS OF CLOSURE
OUR AND AS A CONTINUATION
to (-2'-03/4" 0 D P
D 4 6YO OF ALL SLAB JOINTS.
0
0 CL
Lo _j
7A
7 -11--
A -72. 11 at 0
F7.5
C. S..
1 1. - 7 1. 11
Ui UL "o V5
z
0
C14 0
LL - 1.1 C�n CLOSURE
POUR
A S.J.
9y
4"� P.C.
P.C,
JA- �1. 1 PANEL
0 4NEL
N Lo 00 z
cn
-8.0
0 P-0 RCH. (TYP.)
-2 S.J. -4'-6Y4")
M
F C:YNT.-
FTG.
0 0 5 0
"7711 0 N-1.1
I V) D Ld
I z a- j
00 z
_j CL 0
E-1.1 04 < ..
M -ICL
S.J.. V A-2.1 6 A-1.1 871.1 T 0 F1.1 E-1.1 -1.1 M-1.1
------------------
F 7-f
0 L
I I S.J. �R
78. 0 A li FA 3
- 5'- Yr- . c - /DOCK ELE
0 C. S.
C. =_5 -01' PIT, COORD. C.S.
C14 CLOSURE CLO URE LOC's
POUR -#5x V).
lo. -o", J_ P 1JR
V) V) V) V)
C6 vi _(n` vi 6 V)
vi vil vil S.J. vi vi V) V)
S Ui vi vi
STEP STEP
b G TT:G__
LID r -j F7. 0
vi < 6,Y4")
3 IF
(3
S.J.
F-1.1 I I
>
2p- 00)
COI NIT.
(-31-6Y4"Y FT 37 -r-j I� F-1.1
2
Co'
FT
9
�A
E-1.1
a
FL1 1
IF- F, 771
F S.J. F.
-- - - - - S.j* F
F
_j D-1.1
_j
4 IN
_j
F5.5 F6.0 F6.5 J _j
+ F_j F6.0 F6.0 F6.0 L
7.0
8 8. O�
ONC. SLAB REINFORCED 1'-O"x50'--0"
1 1 q5/ S.J.
7 W /-It O.C. tAk'n MAT UN E L -
VAPOR BARRIER OVER.4" (SLOPE PER
PANEL GRANULAR BASE, ON SUBGRADE ARCH.)
< PREPARED PER SOILS REPO T
0
04 S. S.J. 3
>
1< N
rj
__S.J S.J. F. F
7 - - - - - - - - - - - - -
L
4.5 __j
F6.0 F6.0 F6.0
F6.0
J. IN
& . I
*c, 0 -21 1 -off
C )NT.
rG.
S S.J.
F F
S.J S.J.
4.5
F -i 7.0 F6.0 F6.0 F6.0
J. S.J.
ro
L-2 0
CQNT.
'o vil _v') ui V)
Lo S. f7G. 0 V) V) V) vi U;
S.J.
C, J_ 1.1
UJI
_j 0 p x
C z 0 IL W V)
00
0 z j
I C.S. C, S.*
Ji - - - L
3' A-1.1 A-1.1
7 (-21
4"/ -2'-0)/4")
50' -off 50P-011 50'-01' 61'-0" 39'-Opf 509-O'l 501-099 50j-0"
21 V-0" 415 f -610
626'-6"
PARTIAL FOUNDATION. PLAN
SCALE: X16"=V-10" I
NOTE 1) FINISHED FLOOR -SLAB AT ELEVATION 20.5' IS REFERENCE DATUM, .4) SEE SHEET S-1.1 FOR ST'P FOOTING & SLAB JOINT DETAILS.
2). ELEVATIONS SHOWN THUS: INDICATE TOP OF FOOTING �LEVATIONS 5) SEE SHEET S-3.0 FOR FO TING SCHEDULE.
BELOW REFEREN�E DATUM.
3) BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE V-6" MINIMUM BELOW LOWEST
ADJACENT GRADE.
c; r_
.2
zoo 'd
E-4 Coto
Z C40 m to (6
E-4 0-4 F) q G
Z 4tw�t 2
W
0 z
m In
40"
mu)
E
0 010
cQ
CL
E --i C
Z. E-4
Z
Z,�
RE EW5D FOR
CODE COMPLIANCE
APPROVED
JUL 03 2018
CHY of Tukwila
L��UILDING DIVISION
(Z) CIO
E-1
RECEIVED
CITY OF TUKWILA
JUN 0� 2018
PERMIT CENTER s;e
4 OF 17
ly2" 9" 1Y211
14� 4
W IYP' . V�11144 _'
6
p 4
1/4 4"
UV2x4x0'-83
(TYP.)
TY2xl2xl'-3"
w/6 # L7\
2'-0"'
Il o"
Typ\,
V
IA I I A
—P.C. PANEL SEE ELEV.
FOR SIZE & REINF.
L6x4xV,6xl'-70"
W/4—#6 @ 3" GAGE (TYP.)
(L6X3y2X_5/16 @ A -2.1A)
_< P.
6F 'y
—CONTINUOUS #5
PER A-1.1
—DRY PACK CONNECTION
(3" MIN. COVER).
CONCRETE TIE
PER A-1.1
(PER PLAN)j,
LL:
Z
4. Ld Ld
ry
(A
LLJ
N
V)
Llj
Lli Of
V)
SEE FOOTING SCHEDULE
FOR SIZE & REINFORCING
SECTION A 2. 1 -
SCALE: ;Y4"=l'-o"
P.C. PANEL
SEE ELEVATION
FOR REINF. —
6—#9 TOP &
BOTTOM
PANEL & FTG.
IL
N.
"n,
"k
BALANCE PER
5
CL
SECTION A 0
3iih
KY'
co
s
4
'�'Aw'
E
IS -
"N "NIN",
"N'S",
#4 TIES @ 8"o.c. Z E
m E-4
E WE
Z MA
OA
7-1
w
V lao
0
(PERIPLAN 0
Z —0 "o
c�CK
_j
W
r=
0 0 0) ko
Lo M
cQ V_
Lo H,
o -. 1
N — CL
4
lLr_
3s-013 '---2—#4 CROSS
TIES @ 8"o.c.
SECTION B-2.1 2
SCALE: Y4"=l'-O'
P.C. PANEL J/2"JOINT
�7/4 CONT.
GROUT (TYP.)
E ---q C
Z=;R (PER PLAN)'L z
L
11 FiLl IF—, T,_I I- I
.#5 TO MATCH ..�E
(o
CONT. REINF.
1.5H
- (PER PLAN)
A 4
4
4'
.4 .4-
< 4.
4
U C)
41 RECEIVED
. . . .... A CITY OF TUKWILA C)
El F -
CK
_j
—CONTINUOUS
REINF. (TYP.) JUN 06 2018 C)
SEE FOOTING SCHEDULE
FOR IZE & REINF ING
PERMIT CENTER
2
STEP FOOTING DETAIL
U)
rn
c�
CD
T_
<
Lo
c�
_r
IL
N.
"n,
"k
BALANCE PER
5
CL
SECTION A 0
3iih
KY'
co
s
4
'�'Aw'
E
IS -
"N "NIN",
"N'S",
#4 TIES @ 8"o.c. Z E
m E-4
E WE
Z MA
OA
7-1
w
V lao
0
(PERIPLAN 0
Z —0 "o
c�CK
_j
W
r=
0 0 0) ko
Lo M
cQ V_
Lo H,
o -. 1
N — CL
4
lLr_
3s-013 '---2—#4 CROSS
TIES @ 8"o.c.
SECTION B-2.1 2
SCALE: Y4"=l'-O'
P.C. PANEL J/2"JOINT
�7/4 CONT.
GROUT (TYP.)
E ---q C
Z=;R (PER PLAN)'L z
L
11 FiLl IF—, T,_I I- I
.#5 TO MATCH ..�E
(o
CONT. REINF.
1.5H
- (PER PLAN)
A 4
4
4'
.4 .4-
< 4.
4
U C)
41 RECEIVED
. . . .... A CITY OF TUKWILA C)
El F -
CK
_j
—CONTINUOUS
REINF. (TYP.) JUN 06 2018 C)
SEE FOOTING SCHEDULE
FOR IZE & REINF ING
PERMIT CENTER
2
STEP FOOTING DETAIL
U)
rn
bi
0
Ld
cl)
bi
w
<
0
z
Ld
0
0
ui
z
U)
z
z
m
IL
hi
S)
o
F_
IL
N.
"n,
"k
BALANCE PER
5
CL
SECTION A 0
3iih
KY'
co
s
4
'�'Aw'
E
IS -
"N "NIN",
"N'S",
#4 TIES @ 8"o.c. Z E
m E-4
E WE
Z MA
OA
7-1
w
V lao
0
(PERIPLAN 0
Z —0 "o
c�CK
_j
W
r=
0 0 0) ko
Lo M
cQ V_
Lo H,
o -. 1
N — CL
4
lLr_
3s-013 '---2—#4 CROSS
TIES @ 8"o.c.
SECTION B-2.1 2
SCALE: Y4"=l'-O'
P.C. PANEL J/2"JOINT
�7/4 CONT.
GROUT (TYP.)
E ---q C
Z=;R (PER PLAN)'L z
L
11 FiLl IF—, T,_I I- I
.#5 TO MATCH ..�E
(o
CONT. REINF.
1.5H
- (PER PLAN)
A 4
4
4'
.4 .4-
< 4.
4
U C)
41 RECEIVED
. . . .... A CITY OF TUKWILA C)
El F -
CK
_j
—CONTINUOUS
REINF. (TYP.) JUN 06 2018 C)
SEE FOOTING SCHEDULE
FOR IZE & REINF ING
PERMIT CENTER
2
STEP FOOTING DETAIL
U)
z
cl)
Lu
z
<
0
z
wo
0
0
z
U)
m
z
m
S)
o
F_
m
p
w
Lu
12-
CIO
>
w
Q�
D
,
Of
of
W
0
(n
2
w
z
uj
z
Z
z
uj
0
uj
Lu
CL
a.
0
0
0
a.
CD
I--
co
co
co
co
(6
4
L6
6
6
9
04
c�
a
c�
a
CD
0
0
0
IL
N.
"n,
"k
BALANCE PER
5
CL
SECTION A 0
3iih
KY'
co
s
4
'�'Aw'
E
IS -
"N "NIN",
"N'S",
#4 TIES @ 8"o.c. Z E
m E-4
E WE
Z MA
OA
7-1
w
V lao
0
(PERIPLAN 0
Z —0 "o
c�CK
_j
W
r=
0 0 0) ko
Lo M
cQ V_
Lo H,
o -. 1
N — CL
4
lLr_
3s-013 '---2—#4 CROSS
TIES @ 8"o.c.
SECTION B-2.1 2
SCALE: Y4"=l'-O'
P.C. PANEL J/2"JOINT
�7/4 CONT.
GROUT (TYP.)
E ---q C
Z=;R (PER PLAN)'L z
L
11 FiLl IF—, T,_I I- I
.#5 TO MATCH ..�E
(o
CONT. REINF.
1.5H
- (PER PLAN)
A 4
4
4'
.4 .4-
< 4.
4
U C)
41 RECEIVED
. . . .... A CITY OF TUKWILA C)
El F -
CK
_j
—CONTINUOUS
REINF. (TYP.) JUN 06 2018 C)
SEE FOOTING SCHEDULE
FOR IZE & REINF ING
PERMIT CENTER
2
STEP FOOTING DETAIL
NOTES: 1)
SCALE: Y16"=l'—O"
AMING P
ELEVATIONS SHOWN THUS: INDICATE TOP OF FRAMING (BOTTOM OF
SHEATHING) ABOVE REFERENCE DATUM.
2) MECHANICAL EQUIPMENT & DUCTS AN%R PIPES & SPRINKLER SYSTEMS SHALL
NOT BE SUSPENDED FROM OR SUPPORTED BY THE 2x6 STIFFENERS WITHOUT
PRIOR CONSENT OF THE ENGINEER. ALL MECHANICAL EQUIPMENT ON THE
ROOF SHALL BE REVIEWED BY THE ENGINEER PRIOR TO PLACEMENT. (SHOP
DRAWINGS SHOWING THE SIZE, WEIGHT & LOCATION OF ALL MECHANICAL
EQUIPMENT & SPRINKLER LINES SHALL BE SUBMITTED TO THE ENGINEER
PRIOR TO GIRDER FABRICATION.)
3)
MECHANICAL
UNIT
WEIGHTS ARE IN ADDITION TO THE TABULATED LOADINGS FOR
Lo
THE
JOISTS
AND GIRDERS.
4)
SEE
SHEET
S-3.0
FOR ROOF GIRDER SCHEDULE.
5)
SEE
SHEET
S-3.0
FOR ROOF DIAPHRAGM NAILING SCHEDULE.
6)
ALL
ROOF JOISTS
SHALL BE DESIGNED FOR A NET UPLIFT OF 8.0 PSF.
7)
SEE
SHEET
S-3.0
FOR SKYLIGHT/SMOKE VENT & ROOF HATCH FRAMING DETAILS.
03.9 E
SEE
ARCHITECTURAL DRAWINGS FOR LOCATIONS.
0A,
REVIER�D—�O�R
CODE COMPLIANCE
APPROVED
JUL 0 3 2010
City Of Tukwila
BUILDING DIVISION
oo���
RECEIVED
CITY OF TUKWILA
JUN 66 tole
PERMFT.CENTER
9 E--4
z
z
0 z
W
6 OF 17
Lo
C 0
co
to
150 10
1 1
M gj to
E T
00
E ---I
co U
E Wr-
0
T) r>� 0)
0 0
0 E �
Lo
p 4
Z _O CD
'=
A
b
03.9 E
m
0 Q) Lo
(n
coq
(o
C�D 2
19�R CL
6 OF 17
0
F4
E ---I
C
E
C)
c)
C)
0
6 OF 17
; Q
2 N PARTIAL ROOF FR
SCALE: )/16"=l' -O"
NOTES: 1) SEE SHEET S-2.2 FOR ROOF FRAMING NOTES.
11
REVIEWED FOR
CODE COMPOANCE
APPROVED
JUL 03 2010
MY of Tukmdla
BUILDING DIVISION
1 Od NAILS
(SPACING PER
NAILING SCHEDULE)
2-1 Odx2Y8" NAIL
THRU SHEATHING
& HANGER TOP
FLANGE (TYP.)
STIFFENER
HF HANGER
TOP FLANGE
SHEATHING
2-1062W' NAIL
THRU SHEATHING &
TOP FLANGE OF
HANGER
1% LVL, 1 % LSL
OR 3x DF NAILER
BY JOIST MFR. —
NOTE- PROVIDE 1)/4))
Y,," T6 Y4" GAP
ALL SHEATHING
EDGES
4 MIN .11 -
7:ryp.
0
NAIL MUST BJE
IN THIS AREA
ALLOWABLE NAIL
k_,41 LVL, 1:K LSL LOCATION.
NAILER IN HANGER
PLAN By JOIST MFR. TOP FLANGE
NAILER WIDTH MUST 311= 1 1 -0s'
BE EQUAL TO OR
LARGER THAN JOIST
TOP CHORD WIDTH
)/4131
G
TYP*
\-2xi OR 3x STIFFENER
(SEE NAILING SCHEDULE
& DETAIL A-5.0)
CONN. BY JOIST
MFR. (TYP.)
BAR JOIST PURLIN
PER PLAN
JIL
, iiiii, 1 1 11 1
c� 111111,11-11m
FOOTING SCHEDULE
MARK
SIZE
REINFORCEMENT
F3.0
3j-O'?x3'-011x0'_1o"
3-#5 E.W., BOTTOM
F3.5
3'-6"x3'-6 NO'- 10"
3-#5 E.W., BOTTOM
F4.0
4'-O"x4'-O"xO'-1 1
4-#5 E.W., BOTTOM
F4.5
4'-6"x4'-6"xl 0.�_ofp
4-#5 E.W., BOTTOM
F5.0
5'-O"x5'-O"x 1'- 1
5-#5 E.W., BOTTOM
F5.5
5' -6"x5' -76"x1'-3"
6-#5 E.W., BOTTOM
F6.0
6'-O"x6'-0"x1'-4"
5-#6 E.W., BOTTOM
F6.5
6 f-60)x6p-6)1x1 P-510
6-#6 E.W., BOTTOM
F7.0
7s-Oppx7p-0f1x1 P-6"
7-#6 E.W., BOTTOM
F7.5
7' -6"x7' -6"x1'-7"
8-#6 E.W., BOTTOM
F8. 0
8'-O"x8'-0"x1'-9"
9-#6 E.W., BOTTOM
F8.5
8'-61px81-6'jx1 $-10"
7-#7 E.W., BOTTOM
F9.O
go-osIxg)-olIxi 1_1 i It
8-#7 E.W., BOTTOM
F9.5
9' -6"x9' -6"x2'_0"
9-#7 E.W., BOTTOM
F1 0.0
1 0'-O"xl 0'-O"x2'-2"
10-#7 E.W., BOTTOM
FA
60'-O"x5'-O"x2'-6"
10-#4 L.W., TOP
10-#7 L.W., BOTTOM
#6 @ 16"o.c. S.W.,
TOP & BOTTOM
FB
102'-O"x5'-O"x2'-6"
10-#4 L.W., TOP
10-#7 L.W., BOTTOM
#6 0 16"o.c. S.W.,
TOP & BOTTOM
NOTE: SOME FOOTINGS IN SCHEDULE MAY NOT BE USED.
S. W. (T . RANSVERSE) - TOP REINF. IS 2" CLEAR
L.W. (LONGITUDINAZ\ �BOTTOM REINF. IS 3" CLR.
E.W. (EACH WAY)—/ \--TIE TRANSVERSE REINF.
TO TOP OF BOTTOM REINF.
& BOTTOM OF TOP REINF.
TYPICAL
REINFORCEMENT PLACEMENT
UPPER PANE
UPPER
NAILING SCHEDULE
POINT (TYP.)�-�, PANEL
SHEATHING
THICKNESS
POINT (TYP.)
NUMBER
OF ROWS
NAIL SPACING
ALONG CONTINUOUS
BOUNDARY
ALLOWABLE
8
r
JOINT
OPEN WEB
SEE "DIAGONA L
"TF
STEEL JOIST 0
.
BRACE DETAIL"
0 HANG WITHIN 3" OF ANY UPPER PANEL POINT.
15/32"
STRUCT I
(2) HANG WITHIN S' OF ANY LOWER PANEL POINT.
2
TRAPEZE BETWEEN ANY PANEL POINTS.
2 ROWS 0 4"o.c.
ADD AN ANGLE E.S. TO STIFFEN THE TOP CHORD. SEE "DIAGONAL
BRACE DETAIL".
tv
j
ADD AN ANGLE E.S. TO STIFFEN THE BOTTOM CHORD. SEE
"DIAGONAL
BRACE DETAIL".
3
NOTES:
2 ROWS @ 4"o.c.
1) DO NOT CUT OR DRILL THRU ANY JOIST MEMBER.
0
2) THIS DETAIL IS APPLICABLE TO LOADING FROM MECHANICAL
EQUIPMENT,
SPRINKLER PIPES, ETC.
LL -
0
3) ROOF JOISTS ARE DESIGNED TO SUPPORT AN EQUIVALENT UNIFORM
COLLATERAL DEAD LOAD OF 6 POUNDS PER SQUARE FOOT
(OF ROOF
AREA) FOR THE SUPPORT OF SUSPENDED CEILINGS, DUCTS,.
SPRINKLER
LINES, ETC. (15 PSF TOTAL DEAD LOAD).
J-7
ALLOWABLE METHODS
&
TS. FROM
ONE ANGLE
(E. S. J 0 1 ST)
BY JOIST
MANUFACTURER
FOR HANGING I
I WEB STEEL J
GREATER THAN
3" K SERIES, :71
6" LH SERIES—
CONCENTRATED PANEL
LOAD POINT
77 IN
CONCENTRATED INEW M J I IS,
PANEL I LOAD MANUFACTURER
POINT —GREATER THAN (Typ.)
3" K SERIES,
NOTES: 6" LH SERIES
1) WHERE CONCENTRATED LOADS ARE SUPPORTED BY JOIST CHORDS &
ARE LOCATED MORE THAN 3" FROM A PANEL POINT CENTERLINE,
FOR K SERIES JOIST OR 6" FOR LH SERIES JOIST, REINFORCE
THE JOIST WITH AN ANGLE BY JOIST MANUFACTURER (E.S.
JOIST), EXTENDING FROM THE POINT LOAD TO THE INEAREST
PANEL POINT ON THE OPPOSITE CHORD.
2) REMOVE LOAD FROM JOIST PRIOR TO WELDING ANGLE.
DIAGONAL BRACE DETAIL,
PURLIN
A
15.7K
TIE FORCE LOAD DIAGRAM NOTES:
1) LOAD SHOWN IS FOR EACH JOIST IN
DESIGNATED AREA, FULL WIDTH OF
BUILDING.
2) DESIGN TOP CHORD & SEAT OF ROOF
PURLIN BAR JOIST TO TRANSFER THE
SHOWN SEISMIC LOAD.
3) THE LOAD SHOWN IS A WORKING STRESS
VALUE, BUT DOES INCLUDE THE 1.4
FACTOR PER ASCE SECTION 12.11.2.2.2.
HIGH. SHEAR ROOF DIAPHRAG,M
NAILING SCHEDULE
MARK
SHEATHING
THICKNESS
STIFFENER
AT PLYWOOD
NUMBER
OF ROWS
NAIL SPACING
ALONG CONTINUOUS
BOUNDARY
ALLOWABLE
8
&,GRADE
JOINT
OF NAILS
PANEL EDGES
NAILING
SHEAR
IV
15/32"
STRUCT I
3x6
2
4"o.c.
2 ROWS 0 4"o.c.
815)!/Fr
C
=tj
tv
j
J-4.
1%2"
STRUCT I
4x6
3
4"o.c.
2 ROWS @ 4"o.c.
1 2204T
NOTES:
1) ALL NAILS TO BE.10d COMMON (.1480x2" MINIMUM LENGTH).
2) SPACE NAILS @ 12"o.c. AT ALL INTERMEDIATE FRAMING MEMBERS.
3) STAGGER NAILING AT ALL DIAPHRAGM BOUNDARIES.
4) PROVIDE 3x6 STIFFENER WITH HF36N HANGER EACH END AT ALL PANEL EDGES IN
PARK qD
5) PROVIDE 4x6 STIFFENER w/F46 HANGER EACH END AT ALL PANEL EDGES IN MARK(y).
6) PROVIDE 4x6 STIFFENER w/F46 HANGER EACH END AT ALL SEISMIC STRAPS (SEE
SECTION A-5.0). SEISMIC STRAPS NOT PERMITTED ON SHEATHING JOINT AT EXTERIOR
WALL IN HIGH SHEAR DIAPHRAGM.
7) AT DRAG STRUT IN HIGH SHEAR NAILNG REGION, PROVIDE 2 ROWS 10d COMMON @
4"o.c. EACH SIDE OF JOINT PER HIGH SHEAR DIAPHRAGM NAILING DETAIL.
8) HIGH -LOAD DIAHRAGMS MUST BE INSTALLED WITH SPECIAL INSPECTION. THE SPECIAL
INSPECTOR MUST INSPECT THE STRUCTURAL WOOD PANEL SHEATHING TO ASCERTAIN
WHETHER IT IS OF THE GRADE & THICKNESS SHOWN ON THE APROVED BUILDING
PLANS. ADDITIONALLY, THE SPECIAL INSPECTOR MUST VERIFY THE NOMINAL WIDTH OF
FRAMING MEMBERS AT ADJOINING PANEL EDGES, THE NAIL DIAMETER AND LENGTH, THE
NUMBER OF FASTENER LINES, THE SPACING BETWEEN FASTENERS IN EACH LINE AND AT
EDGE MARGINS AGREE WITH THE APPROVED BUILDING PLANS.
SPACING PER SPACING PER
(::!�SCHED. (TYP.) SCHED. (TYP.)
77--
Z, - -7
77
V q)
EL PANEL
JOINT JOINT
HIGH SHEAR DIAPHRAGM HIGH SHEAR DIAPHRAGM
NAILING DETAIL AT 3x'S NAILING DETAIL AT 4x'S
PURLIN PURLIN
ixg HF26N HANGER 2-xS- HF26N HANGER
(TYP UNO)
ROOF HATCH. I . . SKYLIGHT SKYLIGHT
FRAMING DETAIL FRAMING DETAIL FRAM ING DETAIL
DIAPHRAGM
BOUNDARY -
BAR JOIST TOP CHORD TIE
FORCE LOAD DIAGRAM.
SCALE: 1 "=80'
JOIST SCHEDULE
SHEATHING
MARK
�--F26-2
NET
UPLIFT
AXIAL
FORCE
J-1
24/40LH400/250
8
PSF
(TYP. U.N.O.)
DIAGRAM
J-2
3OK400/250
8
HANGER (TYP.
04
IN 04
J-3
2BK400/250
8
04
C
=tj
04
J-4.
1OK400/250
8
PSF
@ 2-2x)
DIAGRAM
Li- LL
n c
0
SMOKE
VENT
LL_
cl
LL -
0
J-6
1 6K400/250
8
PSF
SEE
HF36N HANGER
J-7
W21x48
J-8
24LH400/250
8
PSF
SEE
DIAGRAM
J-9
(TYP. @ 3x6)
x
(o (c
ix
cl
co
x
V)
DIAGRAM
J-10
(o
x
(o (c
x N
�n
(D
x
SEE
DIAGRAM
J-11
24LH400/250
8
ROOF
N
I
n
I I
J-12
14K400/250
8
04
I
c*11
I I
n
J-13
04
8
PSF
SEE
HATCH
04
cl,
0
PSF
SEE
cq
otf
10
SMOKE
0
Cq
::#=
LL_
PSF
(xo
N
cq
LL_
HF26N
8
CL
SEE
DIAGRAM
J-17
1OK400/250
8
VENT
0
DIAGRAM
J-18
12K400/250
in
HANGER (TYP.
SEE
11 1 _2x
J-19
18K400/250
8
PSF
SEE
DIAGRAM
(o
x
(o
x
8
(D
X
(o
x
U.N.O.)
LLIJ
L
8
PSF
SEE
DIAGRAM
J-22
24LH400/250
N
PSF
SEE
04
to
24LH400/250
PURLIN
PSF
SEE
DIAGRAM
PURLIN
04
0
04
0
26-2
HANGER
F26-2 HANGER
uji
u,
(TYP. @
2-2x)
NOTE: ARCHITECT MUST
(TYP. @ 2-2x)
PURLIN
HF36N
HANGER
APPROVE THE USE OF
HF36N HANGER
(TYP. @
3x6)
THIS ALTERNATE DETAIL
(WP.. @ 3X6)
PRIOR TO USE.
ALTERNATE
ROOF HATCH. I . . SKYLIGHT SKYLIGHT
FRAMING DETAIL FRAMING DETAIL FRAM ING DETAIL
DIAPHRAGM
BOUNDARY -
BAR JOIST TOP CHORD TIE
FORCE LOAD DIAGRAM.
SCALE: 1 "=80'
DIAPHRAGM
BOUNDARY -
ROOF DIAPHRAGM
NAILING DIAGRAM
JOIST SCHEDULE
SHEATHING
MARK
NOMENCLATURE
NET
UPLIFT
AXIAL
FORCE
J-1
24/40LH400/250
8
PSF
SEE
DIAGRAM
J-2
3OK400/250
8
PSF
SEE
DIAGRAM
J-3
2BK400/250
8
P SF
SEE
DIAGRAM
J-4.
1OK400/250
8
PSF
SEE
DIAGRAM
J-5
1OK400/250
8
PSF
SEE
DIAGRAM
J-6
1 6K400/250
8
PSF
SEE
DIAGRAM
J-7
W21x48
J-8
24LH400/250
8
PSF
SEE
DIAGRAM
J-9
24LH400/250
8
PSF
SEE
DIAGRAM
J-10
24LH400/250
8
PSF
SEE
DIAGRAM
J-11
24LH400/250
8
PSF
SEE
DIAGRAM
J-12
14K400/250
8
PSF
SEE
DIAGRAM
J-13
18K400/250
8
PSF
SEE
DIAGRAM
J-14
24LH400/250
8
PSF
SEE
DIAGRAM
J-15
24LH400/250
8
PSF
SEE
DIAGRAM
J-16
24LH400/250
8
PSF
SEE
DIAGRAM
J-17
1OK400/250
8
PSF
SEE
DIAGRAM
J-18
12K400/250
8
PSF
SEE
DIAGRAM
J-19
18K400/250
8
PSF
SEE
DIAGRAM
J-20
24LH400/250
8
PSF
SEE
DIAGRAM
J-21
24LH400/250
8
PSF
SEE
DIAGRAM
J-22
24LH400/250
8
PSF
SEE
DIAGRAM
J-23
24LH400/250
8
PSF
SEE
DIAGRAM
DIAPHRAGM
BOUNDARY -
ROOF DIAPHRAGM
NAILING DIAGRAM
MARK
SHEATHING
STIFFENER AT
PLYWOOD JOINT
CONTINUOUS
EDGE
'OTHER'
EDGE
ALLOWABLE
SHEAR
4J CO kO
15/32"
2x6
6"o.c.
6"o.c.
320#/FT
ron 0
%2"
2x6
4"o.c.
4"o.c.
425#/FT
2
3x6
Loc. I
3"o.c.
640#/FT
NOTES -
1). SHEATHING TO BE APA STRUCTURAL I PANELS.
2) NAILS TO BE 10d COMMON (0.148"Ox2" MIN.
LENGTH).
3) SPACE NAILS @ 12"o.c. AT ALL INTERMEDIATE
FRAMING. MEMBERS.
4) PROVIDE 2 ROWS 10d @ 2"o.c., STAGGERED,
AT ALL DRAG STRUTS.
5) PROVIDE 2 ROWS 10d @ 3"o.c., STAGGERED',
AT ALL DIAPHRAGM BOUNDARIES.
6) IF NAILS LONGER THAN 2" IN LENGTH ARE
USED, THEN 3x6 STIFFENERS ARE REQUIRED
AT PANEL EDGES IN MARKO).
7) 3x6 STIFFENER REQUIRED AT ALL WALL TIES
PER SECTION B-5.1 & E-5.1.
8) PROVIDE Ys" TO Y4" GAP AT ALL SHEATHING
EDGES.
CONTINUOUS
INTERMEDIATE EDGES
MEMBERS
7—NOTE: PROVIDE
TO Y4" GAP AT
X8
ALL SHEATHING
EDGES
"Is
4'-0"x10'-.o1j 1z
I
SHEATHING 'OTHER' EDGES
aa 15
E IEVVED ---
FOR
DIAPHRAGM CODE COMPLIANCE
BOUNDARY--,,, APPROVED
REVIS ON. !NO.� , .2.0op JUL 03 2010
u I cl
BUILDIN D1V1.Q1nKi
BOUNDARY
ROOF DIAPHRAGM
NAILING DIAGRAM
SCALE: 1 "=50'
.JUN 06 2018
PERMIT CENTER
DIAPHRAGM
BOUNDARY
.0
I. -A
4J CO kO
-4 m "t
'Lo
a
OE)
E-4 CQ
ron 0
E Lru-
c Z
r --
r14
0.
0
or
80
0 ff
z o ,
4
CE
to
o m
C14 :� 0.
g
2 ' 0 SCREWS MIN.
( CMBED 1)/2" MIN.
INTO STRUCTURE)
SIMPSON W . 48 �(TYP. ALL FOUR EXHAUST FAN & CURB BY
HANGER EA. END (TYP.) SIDES) MECH. CONTRACTOR (MAX.
CONT. WOOD PLATE TOTAL WEIGHT PER PLAN)
BY JOIST MFR.
Lir ---ROOF SHEATHING
.0919L PER PLAN
133-3.1
IL wz Q:
ri\ I -An
(E) JOIST \_S -IFFENERS PER PLAN
PER PLAN
w/SIMPSON LUS26
HANGER TO 4x6 HEADER
48 DF#2 AT 4x6 DF#2
BENEATH EDGE OF
EA. EDGE OF UNIT
UNIT W/SIMPSON
LUS46 HANGER EA. END
SECTION A-3. 1 -
SCALE: %"=V-0"
ADDITIONAL WEB
2-#10 SCREWS MIN REQUIRED EXHAUST FAN & CURB BY
(EMBED 1)/2" MIN. IF GREATER MECH. CONTRACTOR (MAX.
INTO STRUCTURE) THAN 0'-3" TOTAL WEIGHT PER PLAN)
(E)STIFFENER T-
SIMPSON W48 HANGER
PER PLAN EACH END (TYP.)
(E)SHEATHING
PER PLAN---\ A-3.1 NOTES:
REMOVE LOAD PRIOR TO WELDING.
WHEN WELDING, USE CAUTION TO
WEB STIFFENER P R JOI§ NOT DAMAGE TRUSS MEMBERS.
MFR. OR ADDITION 2- ALL EDGES OF ROOF TOP UNITS
L2x2X:yl6 FROM INT O\F TO BE SUPPORTED BY 4X6, 4X8
LOAD APPLICATION OR A JOIST.
CLOSEST PANEL POINT AT EACH END OF
BOTTOM OF JOIST (REQUIRE 3/16 2" EACH ANGLE
@ EA. END OF EA. 48 FOR
ALL UNITS) 1: -4
(E) JOIST PER PLAN
SECTION B. 3,1 -
SCALE: 3/4"=l' -O"
Pi P2 P3 P4
PER PER
PLAN P N
TYP. TYP.
F
PER PLAN
ROOF GIRDER LOADING DIAGRAM (D
(SEE PLAN FOR GIRDER SPAN & JOIST SPACING)
PER Pi PER Pi Pi Pi
PLAN PLAN
TYP. TYP.
\y N/
F
PER PLAN
ROOF GIRDER LOADING DIAGRAM
(SEE PLAN FOR GIRDER SPAN & JOIST SPACING)
PER Pi PER Pi Pi Pi P2 P3
PLAN PLAN
Typ. Typ.
PER PLAN
ROOF GIRDER LOADING DIAGRAM (1)
(SEE PLAN FOR, GIRDER SPAN & JOIST SPACING)
Pi Pi Pi Pi
PER I PER I I I
PLAN PLAN UNIFORM
TYP. Typ.
_jLOAD
PER PLAN
ROOF GIRDER LOADING DIAGRAM n4
(SEE PLAN FOR GIRDER SPAN & JOIST SPACING)
Pi P2 P3
PER I PER I
PLAN PLAN I
Typ. TYP. UNIFORM
ISLOAD
I
PER PLAN
ROOF GIRDER LOADING DIAGRAM
(SEE PLAN FOR GIRDER SPAN & JOIST SPACING)
Pi P2 P2
PER PER
PLAN PLAN
TYP.
PER PLAN
ROOF GIRDER LOADING DIAGRAMS
(SEE PLAN FOR GIRDER SPAN & JOIST SPACING)
Pi P2
PER PER
PLAN PLAN
TYP.
PER PLAN
.ROOF GIRDER LOADING DIAGRAM
(SEE PLAN FOR GIRDER SPAN & JOIST SPACING)
Pi Pi P2 P3 P4 P4
TPER -I- PER -
PLAN -PLAN
TYP' TYP*
PER PLAN
ROOF GIRDER LOADING DIAGRAM
(SEE PLAN FOR GIRDER SPAN & JOIST SPACING)
Pi P2 P3 P4 P2 P2
PER- PER I
PLKNT PLAN
TYP.
PER PLAN
ROOF GIRDER LOADING DIAGRAM
(SEE PLAN FOR GIRDER SPAN & JOIST SPACING)
Pi Pi
F
PER PLAN
ROOF GIRDER LOADING DIAGRAM
(SEE PLAN FOR GIRDER SPAN & JOIST SPACING)
ROOF GIRDER DESIGN CRITERIA
MARK
DEPTH
NOMENCLATURE
LOAD
DIAGRAM
NUMBER
LOAD P 1
LOAD P2
LOAD P3
LOAD P4
UNIFORM LOAD
AXIAL
FORCE
NET
U PLIFT
T.L.
L.L.
T.L.
L. L
T. L.
L. L.
T.L.
L.L.
T.L.
L.L.
RG -1
8, co.r_
o a) 0')
E
W21 xl 01
4
1 off
6.25�
0
t� -2 ro
. 0.28%
0.125%
RG -2
3301
33G4N SPECIAL
5
1.31K
0.82K
2.61K
1.6J'
3.91K
2.45K
Lo pq
cq ko
0.28%
0.125%
66.1 K
6 PSF
-3
34"/40"
34/4OG5N SPECIAL
1
17.9 2K
10.70K
18.6 2K
11.10
19-92K
11.95�
21.
RG -4
40"
40G5N 1 8.8K
2
18.e
11.25K
66.1K
6 PSF
RG -5
401)
40G7N 1 8.8K
3
18.8K
1 1.25K
14.57 K
8.72K
10.30
6.1 9K
66.1K
6 PSF
RG -6
401$
40G4N 1 8.8K
6
17.8e
10.69K
18.8 OK
11.25K
6 6. 1 K
6 PSF
RG -7
40ps
40G5 N 1 8.8K
2
18.8K
1 1.25K
66.1K
6 PSF
RG -8
32"
32G3N SPECIAL
7
11 .90K
7.1 Z
1 8.8K
11.25K
66.1K
6 PSF
RG -9
30"/50"
30/5OG5N SPECIAL
1
13.8 3K
8.2C�
15.10
9.00�
16.40
9.80K
17.70
10.60K
59.5K
6 PSF
RG -10
50$p
50G7N 1 6.8K
3
1 6.8K
1 O.00K
13.0 2K
7.V
9.20
5.5C�
59.5K
6 PSF
RG -1 1
500.*
50G4N 1 6.8K
6
15.9e
9.50K
16.8C�
1 Off
59.5K
6 PSF
RG -12
50
50G5 N 1 6.8K
2
16.d'
1 O.OK
59.5 K
6 PSF
RG -13
32"
32G3N SPECIAL
7
10.63 K
6.33K
16.8 K
j O.OK
59.5 K
6 PSF
RG -14
33"/40"
33/4OG7N SPECIAL
8
13.46K
8.02K
14.V
8.72K
16.06'
9.54K
66.1
6 PSF
RG -15
4013
40G7N SPECIAL
9
12.54)'
7.50�
18.8 OK
11.25K
13.55K
6.92K
11.63K
6.92K
66.1K
6 PSF
RG -16
3290
32G3N SPECIAL
10
16.8C�
1 O.00K
66.1K
6 PSF
ROOF GIRDER SCHEDULE NOTES:
1 LIVE LOAD DEFLECTION SHALL BE LIMITED TO SPAN/360.
TOTAL LOAD DEFLECTION SHALL BE LIMITED TO SPAN/240.
2) MECHANICAL EQUIPMENT LOADS, ROOF TOP UNIT LOADS &
SPRINKLER MAIN LOADS ARE IN ADDITION TO LOADS SHOWN.
3) DEPTH OF JOIST. GIRDER BEARING TO BE 7Y2"
4) TOTAL LOADS SHOWN INCLUDE AN 80 PLF ALLOWANCE FOR
THE GIRDER WEIGHT. ADJUST THE TOTAL IF REQUIRED.
5) MECHANICAL UNIT LOADS SHOWN ON THE DRAWINGS ARE TO
BE ADDED TO THE LOADING INDICATED IN SCHEDULE.
6) ROOF GIRDER INDICATED BY xx/yy DEPTH SHALL BE TAPERED
FROM THE xx" DEPTH AT THE LOWER ROOF ELEVATION TO THE
yy" DEPTH AT THE HIGHER ROOF ELEVATION, SEE -ROOF PLAN
FOR ROOF ELEVATIONS.
7) ALL GIRDERS WITH A STRAIGHT TAPER END-TO-END TO
MAINTAIN CLEAR HEIGHTS MAY, AT THE SUBCONTRACTOR'S
OPTION, BE DESIGNED & FABRICATED AT A UNIFORM DEPTH
EQUAL TO THE TABULATED SHALLOW END DEPTH.
8) WORKING STRESS WIND/SEISMIC AXIAL FORCE INCLUDES 1.4
FACTOR FOR STEEL INCREASE PER ASCE-7 SECTION
12.11.2.2.2.
C3
z
kn
m CL
-P co ko
aE)
Z
0
ro- 'o
E-4
Z
C\l
_brjb�t
8, co.r_
o a) 0')
E
0. z
cl
w
0
t� -2 ro
gL 0 0
0
Z
M
U)
E
m
0-40
0
Lo pq
cq ko
2
Lm
9 OF 17
e
:.2
GA. w/JOIST MFR.) 4x6 BLOCKING PER SHEATHING
Lu
SECTION F-5.0
2 SHEATHING PER PLAN PER PLAN
I VARIES I 4x6 LEDGER
"i -`11-
A, Z-OX%Xr2X I -U W/Z- -
%"Ox5" W.H.S. & 0
-#5x3'-O" @ 6"o.c.
LOCATE CONN.
BTWN JOISTS (3 w
BOUNDARY NAILING FOR JOIST AT PANEL 2'-0", FROM V18x4xl'-4" [PER PLAN] WOOD PLATE
[VARIE
M-2
w/3 -3/4"O JOINT (TYP.) 1>1
PER SCHEDULE EA. END OF BY JOIST MFR.
BOLTS 0�10
(SHEET S-3.0) WOOD PLATE
2x TOP PLATE JOIST GIRDER
(EMBED 02") OL[PER PLAN] PICAL STIFFENER
WA"O A.B. @ �STRAP CONDITION BOUNDARY PER PLAN (TYP
T
46 LEDGER w/%"O �5/, �7 Tyo: EACH PER PLAN
6 -O"o.c. MAX.--\ NAILING PER IY2" 16 GIRDER
(TYP.)
EXP. BOLT @ 36"o.c . BTWN JOISTS S1
SCHEDULE P. F-5. 0 Ty
P) 1/4 �3-
J<PER LAN> (EMBED 02") (SHT S-3 0) E 5.0
PER
SIMPSON MST148
ry
�7_
GRID LOCATIONS m m: v
STRAP @ 24"o.c.
SHEATHING L4LLL 1 11 _�l i I uo�!
w/20 -10d COMMON 1. a- 11 LO
47
PER PLAN 2"BRG C.0
5Y
NAILS EACH END k<PER PLAN> CONDITION AT !Jc1i T MFR. NOTE: V11
< c�
OVER FIRST SIX BAR
WOOD PLATE BY DESIGN JOISTS FOR
" I I" �111 i is GIRDER MFR. NOTE: - I L== -,-A -_ -
JOISTS/BEAMS (ALIGN 2x PLATE PANEL JOINT CONN. PER zzzx WORKING STRESS AXIAL
BAR JOIST MFR. & [VARIES]
& -- n,-
OIST IRDEF
SEISMIC/WIND LOAD,
IST GIRDER MFR. NOTE:
OL
wA"O A.B. @
w/WALL TIE) DESIGN J FOR
I \ SECT. F-5.0 BAR JOIST
1 6 -0 o.c. MAX. MAX. SHEATHING �J_O
-/N A WORKING ST ESS AXIAL PER PLAN -
P. C. PA
NEL
WIND,/SEISMIC ORCE PER PER DIAGRAM ON
SEE ELEV. FOR 4 CONT. AT TOP Df
S-3.0, THRU GIRDER
JOIST GIRDER GIRDER SCHEDULE ON S-3.1 A WORKING STRESS AXIAL
THICKNESS & STUD OF EMBED BAR JOIST TOP CHORD uj
REINFORCING 1/4 3 PLAN WIND/SEISMIC FORCE OF uj
__.) 0
P.C. PANEL -PER PLAN Lij Ld
90.0`1
2'-0" 5/16 Y2
SEE ELEV. FOR �5/
16 TYP.
SIMPSON HTT4 @ y P.
1A Y. U 0
�gg
Ai
THICKNESS &
3 �i
3
24"o.c. w/l 8-1 Od
REINFORCING HSS COLUMN
46 0
COMMON NAILS Xl'-O" W/4 -%"O
STRAPS. PER PLAN
V2xl 4x l'-3' A325N BOLTS
%"0 EXP. BO�T I . 111 L�
DESIGN JOIST
(COORDINATE BOLT
(EMBED 3%") STIFFENER PER PLAN w/6-%"Ox5" FOR AXIAL JOIST PER
T
BAR JOIST GAGE w/MFR.)
(NOTE: INSTALL 46 W.H.S. 6x:Y4x FORCE PER r TYP PLAN (TYP.)
loss PER PLAN
STIFFENERS w/F46 0 !sX 1/4
DIAGRAM ON I I
2 1ADs
HANGERS EACH END rl\ BRACING PER
S-3.0 JOIST MFR.
WHERE TIES/STRAPS
' �_ BRACE BY
OCCUR) (SEE DIAPHRAGM JOIST MFR. (01 JOIST GIRDER
NAILING SCHEDULE FOR
L_'_"7"�%x6xO'-6" STABILIZEIR It ;y4xl6xO'-6" PER PLAN
ADDITIONAL 3x6 STIFFENER
;62-" (DO NOT WELD TO STABILIZER It- (TYP.) z
REQUIREMENTS) BAR JOIST JOIST GIRDER) (DO NOT WELD TO LLJ
PER PLAN A 1 2 co
opt ___�P.C. PANEL JOIST GIRDER) 2 U) U) z
is- 0 z 0
ili, SEE ELEVATION FOR 0 0 z U)
HSS COL. PER PLA A 0 3: 0
THICKNESS & REINF. 5
w
> =� _j 0�
SECTION B-5.0 ui w
ps ry w I. -
SECTION A-5.0. SECTION C-5.0. SECTION D - 5, 0-' SECTION E 5*0. 0 2 Z cl) w
SCALE: -3/4"=l'-O" w W Z z W
SCALE: 3/41P=10-00) SCALE: 3/4"=l' -O" SCALE: %"=l' -O" SCALE: %"=l' -O" 111 0 W w
3 tL CL 0 0 01 a. 11
�%xl'-O" w/2 -%"O 2pf WT6x25x21-6sj
2 C.P. z co 00 00 00 00
(COORDINATE BOLT CK T_
Lij GAGE (TRIM FLANGE TO
0 w `� rl� (6 4 L6 A C6
[VARIES] 0 GA. W/JOIST MFR.) B-5.0 MATCH P\NEL WIDTH)-
uj
-#6x3'-2" @ 3"
2 A325N BOLTS L w/9
C14 N N CO
0 0 0 0 0
DRAG
�1/4
E
END OF 4x6xlO'-O" A WORKING STRESS AXIAL LL STRUT
NOTE: LOCATE CONN. 0 JOIST GIRDER MFR. NOTE:
ItY4x4Y2xO'-9" ONE 2'-0" FROM EACH BOUNDARY NAILING DESIGN JOIST GIRDER FOR
SIDE w/2 -%"O (NOMINAL) BLOCK. WIND/SEISMIC FORCE PER
PER SCHEDULE 8x4xO'-g"
CARRIAGE BOLTS J,[PER PLA (SHT S-3..0) GIRDER SCHEDULE ON S-3.1 Ty EA. SIDE OF WT6x25xl'-5" w/5- DETAIL PER P
(DRAW HEAD F USH) /--2 ROWS 1 Od COMMON 4x CONT. SPLICE PLATE #6x3-2" (LAP V2X 11 X 1 �_L PER PER
P' "5/-1/
16 8.
@ 4"o.c. STAGGERED 2'-10" w/5-#6 IN SECTION
P LEDGER Ln w/4-W8"0x5"
K, JOIST GIRDER PLAN 4x DF#2 PLATE w/%"O
B-5.0 DRAG STRUT NAILING
PER A-5.0 DETAIL b PANEL) (TRIM V2 x 8Y2 X 1 0 W.H.S. co up
16 6" PER PLAN (TYP.) CARRAGE BOLT @ 18"o.c.
WOOD PLATE 4x6 BLOCKING FULL FLANGE TO MATCH w/8 -%"O A,325N PER SCHEDULE
-3.0)
. . . . . . . . . . .
(SHEET S (STAGG.) NOTE: PLATE c
BY JOIST MFR. LENGTH OF JOIST jjPER PLAN] PANEL WIDTH) CONDITION AT
WIDTH TO MATCH STEEL z a I
E
_E BOLTS LO
T JOIST GIRDER
GRID 14 B E' Eu
SHEATHING GIRDERS SUPPORTING K, SHEATHING BEAM FLANGE WIDTH 9 a) 0 0
STEEL JOIST Lm
STIFFENERS
PER PLAN PER PLAN PER PLAN PER PLAN STEEL JOIST
SHEATHING v DETAI PER PLAN E vf
M-5.0 Z+
11 1 PER PLAN K-5.0 4x NAILER SHEATHING E-1 Cn " CQ
V2" DET. Iii M-5.0 �D Z 0 E
PER PLAN
d z
f [VARIES]
A I I - 1 (,-2 Pq 0 M
\y 0 0 1 A
m = - - - 213)), �%4
STIFFENER PER JOIST GIRDER
u (U
DIAPHRAGM PER PLAN _�ly TYP Ln
2 0
NAILING SCHED.- STIFFENER PER r
IFFENER PER a
-ep- "8
SECTION A-5.0 4 >
ro
b PO E
DIAPHRAGM y,, 5/16
P.
2 0 0
NAILING SCHEDULE V21) BRG.
0)
HSS COLUMN DEPTH BM. & It
JOIST @ 0 -81 in
11 43x3yY4 EACH SIDE
-57�x
9PER ' F
P
LAN ?
7�1 B TRG
-7167 JY2."-
WP
PER PLAN
oc
a
PER PLAN L EMBED & Typ.
0 OF DRAG STRUT @ LO a
cq a
777�7� 1 0'-O"o.c. MAX. N, CL
0 ANGLE 3/16 2 0
1�13AR JOIST -6 PER B-5.0
-5/
1 PER PLAN
L
0 �` 1k
1_41" 4V Typ. JL JL
BAR JOIST H'I I 1 1/4 DRAG STRUT DRAG STRUT
0
PER PLAN (TYP.) PER PLAN
PER PLAN ilt 1 n11 omf- rh
ly2' 4" 1 -2"
BRACING PER w/2 -%"O A325N It_V8xl8x2'-l" THRU
It- 1 1/4 t%X9XO'-1 )/2"
JOIST MFR. BOLTS EACH JOIST I W -P-1 TV, -TyP. COL. w/l 2-%"0 4s'
(DO NOT WELD TO
m "d;L,
'N A I
GIRDER (COORD. A325N BOLTS
JOIST GIRDER RDER) BOLT GA. w/MFR) v P.C. PANEL v
___�P.C. PANEL
JOIST GI
PER PLAN SEE ELEV. FOR'
SEE ELEVATION FOR HSS COLUMN SIZE & REINF.�-/
THICKNESS & REINF. PER PLAN Y2'�4 2m!' L2
SECTION F-5.0. SECTION G-5400. SECTION H-5.0. SECTION J 5, 0.
It I it It .1 to . of I is
SCALE: %4 =1 -0 SCALE: 114 =1 -0 SCALE: -Y4 =1 -0 SCALE: :Y4"=l'-O" _O"
SCALE: 4/4"=l'
�_VFXV-O" w/2-:Y4"O
'3 _Y�2@3121 0
6 _6"
(COORDINATE BOLT 10' C)
2 2 1112 12@31. sp A38�5N BOLTS
REVISIO E�
�k [VARIES] 0 GA. W/JOIST MFR.)
NOTE: LOCATE CONN.
2'-0" FROM EACH END LL - j
lot-ost
x 2xO' OF 4x6x 2 -ROWS 10d NAILS @ 4"o.c.
4)/ -9" ONE (NOMINAL) BLOCK & JOIST MANUFACTURER NOTE:
[PER PLAN] SIDE w/2 -%"'O ONE CONN. IN CENTER. DESIGN JOIST GIRDER WEB �JPER PLAN] SHEATHING PER PLAN
CARRIAGE BOLTS ANGLE FOR A VERTICAL LOAD T
i+ (DRAW HEAD FLUSH) DETAIL a CONNECTION PER F-5.0
DRAG STRUT 2 ROWS 10d COMMON OF 3.37K DEAD LOAD & 4.2J' 5/16 4" -PER JOIST BAY, 2'-0"
@ 4"o.c. STAGGERED 1,, 2
PER PLAN SNOW LOAD JOIST MANUFACTURER NOTE: 4x. PLATE
-9 FROM ENDS (CONTINUE 3
OL<PER PLAN> WOOD PLATE 1/16 6 4x PER DESIGN JOIST GIRDER WEB DRAG STRUT� 116V4" BAYS ON JOIST GIRDER)
T 46 BLOCKING FULL F�AN
4x LEDGER BY JOIST MFR LENGTH OF JOIST SECTION R-5.0 ANGLE FOR A VERTICAL LOAD Typ. PER PLAN
S SUPPORTING SHEATHING
BEYOND PER SHEATHING
"9199L SNOW LOAD 0 0
PER PLAN TIFFENERS PER PLAN
SECT. B-5.0 K-5.0 S -5.0 PER PLAN
IF K-5.0
1/4 , _\ * OF 4.95� DEAD LOAD & 6.2J' 1/4 4"
#4 CONT. @ SHEATHING GIRDER
JJPER PLAN]
TOP STUD
Lwy\
CONN. PER / %1%
SECTION B-5.0---,,jii
JOIST GIRDER MFR. NOTE:
STIFFENER PER HSS STRUT
DESIGN JOIST GIRDER FOR
NAILING SCHED.- e 8 ED e e In
DIAPHRAGM
LO STIFFENER PER
(D a I la x3x l' -O"
1
@ WIND/SEISMIC FORCE PER
C14 @
DIAPHRAGM d) (b
0 0 0 C:) CD 0 0 0 16* 5/1 �6
GIRDER SCHEDULE, 22.0
-4-0- G 9 E E3_ a
BM. & NAILING SCHEDULE D-4 t -c3,-
=:3 P.
N L V') THIS END
--------- SLOT HSS TO
CONN. 1/4 3
JOIST
PER PLAN ACCOMODATE
WF BEAM
TIE PLATE
PER PLAN
'2'
t
C)
M �2_
2 Q.0
miAL%"t THRU GIRDER
CHORD STRUT RECEIVED
w/9 -%"O A325N
. . . . . . CITY OF TUKWILA
3" -9"
WT6x25xO' F PER PLAN (TYP
R
BOLTS
BOLTS (HORIZ. PER PLAN 8 JUN 06 2018
SLOTTED HOLES JOIST GIRDER
R (Z) �D
w/3-;Y4"O A325N BAR JOIST AT EACH BEAM
PLAN
BRACING PER PER PLAN VERTICAL ANGLE V2xl 2x2' -O" PLAN
I N WT) JOIST MIR. w/A325N BOLTS w/l 4-%"o
SECTION L-5.0.
SCALE: %"=l' -O"
IN HORIZ. SHORT A325N BOLTS %ocim 1 r.K
JOIST MANUFACTURER NOTE: SLOTTED HOLES i its-, is -239 HSS COLUMN �_.GIRDER
ADJUST WEB PLACEMENT TO PER JOIST WT6x25x2'-6 MAX. PIi PER PLAN ff I
MANUFACTURER
ALLOW FOR THRU P_ PLACEMENT (TYP.) w/l 0-#7x4l-
SECTION M 5.0. SECTION N-5.0. SECTION P-5. SECTION R-5 0 10 OF 17
SCALE: 3/4"=l' -O" SCALE: %"=l' -O" SCALE: %"=l' -O" SCALE: :Y4"=l'-O" sp
fn
tn
Lh
tn
m
9
J9
LEDGER PER
SECTION A-5.0
STIFFENER PER PLANJ
(NOTE: INSTALL 46
STIFFENERS w/F46
HANGERS EACH ENDWHERE
TIES/STRAPS OCCUR)
(SEE DIAPHRAGM NAILING BRACE BY
SCHEDULE FOR JOIST MFR.
ADDITIONAL 3x6 STIFFENER BAR JOIST
REQUIREMENTS) PER PLAN
S ECTI 0 N A- 5.
SCALE: �/4"=V-0"
o
0
0
\\-t!Y8xl'-O" w/2-%`0
A325N BOLTS
(COORDINATE BOLT,
GA. w/JOIST MFR.)
IN4xl 2'. 1
LEDGER PER
-3/16
SECTION F-5.1
U8x 2y2X 0'- 2T�-�
E-5.0
E-5.0
F�%x2Y8&-O"
8
1 -10d
C)
r--)
COMMON NAILS
D ETAI L
a
2x TOP PLATE
w/k'0 A.B. @
6
-0"o.c.
<PER PLAN>
STRAP
WOOD PLATE BY
SIMPSON MST148 STRAP
BAR JOIST MFR.
@ 48"o.c. OVER FIRST
9/8"0 EXP. BOLT
3 BAR JOISTS
(EMBED 3%")
SHEATHING
w/18 -10d COMMON
DET. a
PER PLAN
EACH END (ALIGN
w/WALL ANCHOR)
P.C. PANEL
77777,,�
SEE ELEVATION
FOR THICKNESS
& REINF.
4x6 @ STRAPS
LEDGER PER
SECTION A-5.0
STIFFENER PER PLANJ
(NOTE: INSTALL 46
STIFFENERS w/F46
HANGERS EACH ENDWHERE
TIES/STRAPS OCCUR)
(SEE DIAPHRAGM NAILING BRACE BY
SCHEDULE FOR JOIST MFR.
ADDITIONAL 3x6 STIFFENER BAR JOIST
REQUIREMENTS) PER PLAN
S ECTI 0 N A- 5.
SCALE: �/4"=V-0"
o
0
0
\\-t!Y8xl'-O" w/2-%`0
A325N BOLTS
(COORDINATE BOLT,
GA. w/JOIST MFR.)
IN4xl 2'. 1
LEDGER PER
SECTION F-5.1
E-5.0
E-5.0
MIA
IVA
WAVrW.rAVZA
T.Y2xl 2xl'-3"
w/6-V8"Ox5"
W.H.S.
LVAKILtijj,,
PANEL JOINT
2x PLATE
MAX.
wA"O A.B. @ GAP
6 -0"o.c. MAX.-/ 5/16 2
SHEATHING
DET. bb
#4 CONT. AT TO P PE R PLAN
STUD OF EMBED BAR JOIST
PER PLAN
P.C. PANEL DET. b
SEE ELEV. FOR
,REINFORCING
THICKNESS &
1:0
A, �'h
V2xl 2xl'-3"
DESIGN JOI
w/6-V8"Ox5"
3 FOR AXIAL
W.H.S. 6X/4xl'-O: FORCEPER
01
DIAGRAM
S -3.0
0 BALANCE P
SECTION B -
Ll -11
DESIGN JOIST GIRDER FOR
"`,`,,,,,,,, . . . . . . . . . . . �,9,
A WORKING STRESS AXIAL
\&5/-16 WIND/SEISMIC FORCE PER
i9l'
GIRDER SCHEID. ON S-3.1
JL LUMN
HSS CO
-R PLAN
JOIST GIRDER MFR. NOTE:
PE _JL'*�BAR JOIST
DESIGN JOIST GIRDER FOR
PER PLAN
1/4
A WORKING STRESS AXIAL
WIND/SEISMIC FORCE PER
GIRDER SCHEID. ON S-3.1
:Y4x6xO'-6" STABILIZER It
(DO NOT WELD TO
...........
T GIRDER)
JOIS
P.C. PANEL
le -41 SEE ELEVATION FOR
THICKNESS & REINF. 0
SECTION E-5, 1.
SCALE: 3/4"=V-0"
10d COMMON NAILS
2 -ROWS @ 4"o.c.
4x6 DF#2
CONNECTION PER
F-5.0 EACH SIDE /-SHEATHING
2 -PER JOIST BAY PER PLAN
2'-0" FROM ENDS
1,1117
lur rL./A114%_7r_
HANGER HSS STRUT V4x3xO'-8" EACH
SIDE OF STRUT (IF
JOIST SPLICE IS REQ'D)
PER PLAN
Typ.
JOIST MFR. NOTE: 16
r.nnRDINATF inrATinN
SECTION J -5.1 -
SCALE: 3/4"=V-0"
SECTION B-5.
SCALE: 414"=V-0"
2x TOP PLATE
wA"O A.B. @
6 -0"o.c. MAX.
4x6 LEDGER wl
:Y4"O A36 THRU
BOLTS @ 24"o.c.----\
2
411
IB
9J/4
<PER PLAN>, J,<PER PLAN>
WT 6x2gxl'-9"
w/7 -#7x4'-6"
[PER PLAN] CONNECTION PER
/[PER
T SECTION M-5.0 B
WF BEAM SHEATHING 9Y4
PER PLAN C-5.1 PER PLAN
16 M-5.0
Typ. 1/4 4"
0 0 Of a_
PLAN LN in ui
fn
[,Cc
14
q It's
EWBEDS
2!-4,13"13" 1 1: 1
STEEL BEA F -"T --T- - - 11" GAP- 3" STEEL BEAM PER PLAN
PER PLANkM 1" GAP- 1/4 4 " T . yp. MAX. FLY2x9xl'-6" w/10 -3/8"O
OTE: MAX. A325N BOLTS
EAM ON GRID (2) 11-A v 11
MITTED FOR CLARITY \L�/6x4xY20 0-400 U4X9XO'-1 1)/2"
5 -16x4' -O" PANEL - C w/2-%110
z I M.B. TO BEAM
HSS COLUM & 2-Y8"Ox5" W.H.S. I BEYOND A __j a
N PLAN
PER PLAN-' T-%x7xl'-O" HSS COLUMN
L+_Ll PER PLAN 7"
SECTION C-5.1- SECTION D-5. 1 -
SCALE: ;Y4"=V-0" SCALE: %"=V-0"
<VARIES
STRAP
BOUNDARY NAILING MSTI 36 STRAP @ 24"o.c.
PER SCHEDULE w/14 -10d COMMON NAILS
(SHEET S-3.0) EACH END (OVER FIRST
JOISTS ALIGN w/WALL TIE
4x6 @ STRAPS
%"0 A36 STIFFENER PER PLAN
SIMPSON HTT4 @ (NOTE: INSTALL 46
THRU BOLT
24"o.c. w/18 -10d STIFFENERS w/F46
P.C. PANEL COMMON NAILS HANGERS AT EACH END
WHERE TIES/STRAPS
SEE ELEV. FO STAGGER THRU
THICKNESS OCCUR) (SEE DIAPHRAGM
BOLT PLACEMENT NAILING SCHEDULE FOR
REINFORCING
v ADDITIONAL STIFFENER
REQUIREMENTS)
_tBAR JOIST
PER PLAN
SECTION F-5, 1 -
SCALE: �/4"=V-0"
8xl'-O" w/2 -%"O
A325N BOLTS
(COORDINATE BOLT
0 GA. w/JOIST MFR.)
(TRIM CORNER AS
0 REQ'D)
[PER PLAN] JOIST GIRDER MFR. NOTE:
DESIGN JOIST GIRDER FOR
A WORKING STRESS AXIAL
f -BOUNDARY NAILING WIND/SEISMIC FORCE PER
PER SCHEDULE GIRDER SCHEDULE ON S-3.1
(SHT S-3.0)
4x CONT.
LEDGER F-5.0
PER A-5 0 .0
0
0
0
JOIST GIRDER
PER PLAN
CONNECTION
PER F-5.0
)/2 5/16
L _P
Z 1/4
BAR JOIST
PER PLAN
I .%l. I 1nlllL_L_ jrlL_YVk_LJ
SEE ELEVATION FOR
THICKNESS & REINF.
SECTION K-5.1
SCALE: %"=V-0"
1 MAX
GA
2x TOP PLATE
J . . . . . . . . . . . wA"O A.B. @
6 -0010 c
<PER PLAN C3
TRIM
6, K
FLANGE/WEB
9"
TO MATCH P.C. PANEL, SEE
z
WALLANGLE ELEVATION FOR
co in
E lZo G
THICKNESS & REINF. STRAP
[PER PLAN]
'E 16 8
> CONNECTION PER F-5.0 Z� g =3 'r -.c
�YFCO EXP., BOLT WOOD PLATE BY E-4 rn �_4 0 cq
(EMBED 3W) EACH SIDE 2 -PER JOIST 00 0
STEEL BEAM BAR JOIST MFR. �Z) z 0 'vO E
4x LEDGER BAY 2'-0" FROM ENDS
PER PLAN p Z 0.�
BEYOND PER LEDGER PER SHEATHING pq
SECT. B-5.0 SECTION A-5.0 PER PLAN SIMPSON FTA7 It w
K-5.0 DETAII cd
#4 CONT. W/6 -%"O BOLTS
TOP STUD I - Z' i
0 0
co
0 0
CONN. PER
SECTION E
;T, e
STIFFENER PER PLAN - - - - - - -
cq c 2
@ (NOTE: INSTALL 4x6 0 0
"aW CQ .9
C14 -
BM. & STIFFENERS w/F46 HSS
CONN. HANGERS EACH ENDWHERE
TIES/STRAPS OCCUR)
(SEE DIAPHRAGM NAILING
SCHEDULE FOR
ADDITIONAL 3x6 STIFFENER
REQUIREMENTS)
3 ;72�� U2x7xO'-g
W/3- BRACE BY
3/4"0 A325N JOIST. MFR.
BOLTS (HORIZ. BAR JOIST
SLOTTED HOLES PER PLAN
IN
HSS STRUT
DETAIL h
SECTION G-5, SECTION H -5.1 -
SCALE: %"=V-0" SCALE: R"=V-0" E ... 0
C)
r--)
c)
k
r -E
P
10
n
b
v
r
2
2.2
D ETA I L ri`*�
SCALE: �Y4"=V-0" \ �_. �-o
CONN.
(SEE PANEL
ELEVATIONS
FOR CONN.
LOCATIONS)
D ETAI L
SCALE: 3/4"=l'— osp
---.v
6
'ryp;> 114
PLAN
TYPE 'A' CONNECTION.
PANEL
0 H
Z
DETAIL /�2
SCALE: %"=V-0" \, �.o
MARK
ANGLE 'A'
PLATE '13,
WELD
61
Z-5x,3x%xl'-4" w/4
#5x3' -O" @ 4" GA.
Uax5x1'-0"
X
B2
L5x3x3/8xl'-8" w/5-
Z%x5x V-4"
5/16
E-4
#6x3'-6" @ 4" GA.
-4811
43 CO to
_E
B3
L5x3x%x2'-O" w/6-
T%x5x1'-8"
5/f 6
�D
E-4 M
#6x3'-6" @ 4" GA.
m glo
cq
E If ra)
z, . o
2 —
B4
L5x3xY8x2'-4" w/7-
Z%x5x2'-0"
V1 6
= b
#6x3'-6" @ 4" GA.
10,
Mn
65
L5x,3x%x2'-8" w/8-
U1 6x5x2'-4"
3/8
#7x4'-6" @ 4" GA.
WELD PER
SCHEDULE
PAVING
PER ARCH.
1 2 6 7
OA
51
T 18 3
4 4 29
79 31
30
2
t
7 33
6
34
5- +
1 37
36
38
13
2
40
C69
IT
4 1 1 0 1 1 1 1 41
7 ITTT TTT T T. T
2
P.C. PANEL PLACEMENT KEY
SCALE: 1 "=50'
EXTERIOR FACE HORIZ. REINF. PER
%"' MAX. PANEL ELEVATIONS
REVEAL (EXTERIOR FACE)
PER ARCH.-+,\
— #4 DOWELS @ 2 "o.c. —THICKNESS
cy PER PANEL
V-6"
ELEVATIONS
— #4 CONT. I
VERT. REINF. PER
INTERIOR FAC I E PANEL ELEVATIONS EXTERIOR FACE x _j
4" CONCRETE SLAB <
(TYPICAL) _j W
w >
(�6',76-W1.4/W1.4 W.W.F. z VERT. REINF. Q� C)
±1% AIR CONTENT) 0 D . �i W W
/6 TYPICAL SINGLE MAT PER. ELEV__j) <
SEE ARCH. DRAWINGS
FOR LOCATION.
REBAR PLACEMENT
I Ilk
0 HORIZ. REINF. PER INTER12RJ
TIES @ 6"o C.
o FACE TE: T TIE SPACING
.41 9 1 FE1 I I- PANEL ELEVATIONS ADJUS'
EXTERIOR FACE
z n (TIED TO INSIDE TO MISS REVEAL LOCATIONS.
OF VERT. REINF.) 1 CLR PROVIDE ADDITIONAL TIES AS
NOTE: TIES TO EXTEND
Lc
CD 7 OMPACTED MAX. TO VER�. 24" MINIMUM AE30VE & REQUIRED TO MAINTAIN
STRUCTURAL FILL REVEAL REINF. BELOW OPENINGS. SPECIFIED SPACING.)
4
PER ARCH.
3/4" CONT. GROUT PROVIDE #3 CROSS TIES
@ 6"o.c. CROSS TIES
n1l CK V-01. THICKNESS RE , Q'D AT EVERY OTHER
_j LEE I PER PANEL 44� TIES ARE REQUIRED IN
0 . . ALL PANEL LEGS 4'-0"
#4j 24"o.c. ELEVATIONS 3/4 CLR. IN LENGTH OR LESS. VERTICAL. ALTERNATE
3-#5 CONT. 21-01' NOTE: TO VERT. END OF 90* BEND.
WHERE VERT.. BARS ARE REINF.
0 N EAC H FAC E (E. F.) & INTERIOR FACE Typ. REBAR PLACEMENT
TYP. MAT IS CENTERED,
SEE ARCHITECTURAL PROVIDE RISER BARS @ VERT. REINF. PER AT PANEL LEG
DRAWINGS FOR LOCATION 48"o.c. MAX. TO MAIN- PANEL ELEVATIONS
TAIN CLEAR DIMENSIONS. (TYPICAL)
WITH TI ES & REVEALS
DUMPSTER DETAIL TYPICAL DOUBLE MAT
SCALE: %"=V-0" REBAR PLACEMENT PRECAST PANEL REINFORCING NOTES:
1 1130 PANEL �n
IV r
TYPE 'C' CONNECTION 0�1
CONN.
AL
(SEE PANELT
ELEVATIONS
FOR CONN. 1_V16x6x0'-8"
LOCATIONS) w/2-#5 x 2'-6"
4'A' @ 6" GAGE (TYP.) -
ELEVATION BENT It_�frx6x0'-6"-
BEND.BARS AS
NECESSARY TO 43x3XV16XO'-8"
I VY2 FIT INTO LEGS w/2 -#5x2-6"
NT @ 6" GA. (TYP.)
PLAN
'B' C C
NECTION TYPE 'D'
1/4 V
DNNECTION.
1) THICKNESS INDICATED IS MINIMUM THICKNESS ALLOWED w/%"
DEEP REVEAL IN PANELS INDICATED ONLY. DEEPER REVEALS,
EXPOSED AGGREGATE ANWOR RAKED ARCHITECTURAL FINISHES ARE
NOT ALLOWED WITHOUT PRIOR REVIEW AND APPROVAL BY THE
STRUCTURAL ENGINEER.
2) PROVIDE 1-#7 OR 2-#5 MINIMUM HORIZONTAL AT TOP
BOTTOM OF ALL OPENINGS (EXTEND 2'-0" BEYOND OPENINGS)
REVISION',No.-I. UNLESS NOTED OTHERWISE.
3) PROVIDE #4x2'-6" DIAGONALS AT CORNERS OF ALL OPENINGS.
#4x2'-6" DIAGONALS EACH FACE AT CORNERS OF ALL OPENINGS
5 IN PANELS OVER 7Y4" THICK.,
7)/4 4) PANEL ELEVATIONS ARE VIEWED FROM INSIDE LOOKING OUT,
UNLESS NOTED OTHERWISE.
�_V10601-8'# 5) SEE PANEL ELEVATIONS FOR PANEL THICKNESS.
w/2-#5 x 2'-6"
@ 6" GAGE (TYP.) 6) CONTRACTOR I . S TO VERIFY ALL DIMENSIONS IN FIELD PRIOR TO
BENT t?46X6x0'-6" FORMING PANELS.
7) SHOP DRILL Y4" DIAMETER AIR -
AT 6" CENTERS TO DISPLACE ALL VOIDS.
TYPICAL SINGLE MAT REBAR
PLACEMENT" DETAIL UNLESS INDICATED AS EACH FACE ("E.F.").
SEE "TYPICAL DOUBLE MAT REBAR PLACEMENT" DETAIL FOR REBAR
"R
'@K
Ri
""N
Ai PLACEMENT INDICATED AS EACH FACE ("E.F.").
'Y
PANEL 5
1/4 V 6
REVIEWED FOR
CODE COMPLIANCE
APPROVED
JUL 0 3 2018
City of Tukwila
.BUILDING DIVISION
RECEIVED
CITY OF TUKWILA
PERMIT CENTER
TYPE 'E' CONNECTION, TYP E 'F'
TION
E-1 0
z
C) C
gmmbh� 'dob,
ty— -m
vftb.�
10 0
12 OF 17
0
E-4
M
-4811
43 CO to
_E
�D
E-4 M
Z
P-4
m glo
cq
E If ra)
z, . o
2 —
�D Z
16
�08 E
= b
-z
10,
Mn
Uj
E
0
I
CQ
1-4
2
11 oil
cq
"It
. 1..�
0. 3r
E-1 0
z
C) C
gmmbh� 'dob,
ty— -m
vftb.�
10 0
12 OF 17
Ij
I
D
- P
2.2
OL<PER PLAN>
y
30P-011
OL 12'- 0
T
4 6l-0py
J, (PER PLAN)
PANEL �Z) -
i
ral
251- 1 Y4's
n.. -r^rn
A lic
T
250-lY4'o
4-#5 :1
CHORD
STEEL
2'- 11 Y4L-/ 2'- 11 Y4
).c. WALL ELEVATION AT
(94" THICK PANELS w/h" MAX. REVEALS)
CONN.
PANEL (1)
A
9)/49) 241-21' -1/2"JT. 251-9$1
Tj -
BEYOND -�L2'-2Y4" 2l-llY4"j 2'- 11 Y4'
-9411
Y2 4
T
02 2404/4" 1-1/2"JT. 24'- 1 lY2" 24'-1 1J/2" -1/2"j. 24'- 11)/2"
TYP. TYP.
lot-oll 41 lot-ols Oil 4 lot-oll
91-7y2" -1 lY4$1 41-1 9p-1 ly4l' 90-1 ly4ll 4
10'- Y4" 9' IY411
5-#6
5-46 CHORD EMBED F B-5.0
CHORD STEEL (COORD. ELEV.
#4 @ TOP :.E ROOF P N)
STUDS OF STE L I F#4 @ TOP
�k<PER PLAN> EMBEDS 2x TOP STUDS OF 2x TOP 2x TOP -2x TOP
F PLATE EMBEDS PLATE PLATE PLATE
,,k<PER PLAN>/ -
T k L -Li j
I v LJ v"
1, 300-00'
REINF. & BAL. REINFORCING &
OF CONNECTIONS CONNECTIONS
PER PANEL(D PER PANELa)
OL 24'-0" 18"o.c. E.W. 18"o.c.
TYPE '132' (D),
E.F. ABOVE & BELOW E.W. E.F. ABOVE & TYPE '132'
OPENINGS CONN. BELOW OPENINGS CONN.
,k 18j-0') #4x2'-6" E.F.
ONN
DIAG. (TYP.)
5-1 P E 'Do 4 -TYPE 'A' F4 -TYPE 'A'
1 TY
CONN. C
CONN.' CONN.
1, 12J -Opp E*F/ I 4x2'-6" E.F
T I T r - j t�DIAG. (
Al, 6'-Ojj
T #3 TIES
@ Cox;
4PER PLAN)
PANEL �n PANEL (D
BEYOND
\EMBED PER A-2.1
IN FRONT & BEYOND
TIE-$
6"ox�
5 E. F.
'--6-#6 E.F.
t (12 TOTAL)
3-#6 E.F. 4-#6 E.F.
(6 TOTAL) (8 TOTAL)i
3'-4" 5'-7" l2l-011
R.O.
- 1 #-W211 V-1 ly4'!
rA 0
E.F.
@ @
�5 E \Fj//�/
1%
-3-#6 E.F. 6-#6 E.F.
(6 TOTAL) OTAI
3-#6 E.F.
TOTAL)
9'-0" 1 �3-61' 91-011
11-8y4" V-8%�'
rA -Slk
9'-0" 13'-6"1 gs-09)
GRID.0 EAST. P.C. WALL ELEVATION AT GRID.9 NORTH RIC, WALL ELEVATION AT
(9h" THICK PANELS w/3
/4" MAX. REVEALS) (9h" THICK PANELS w/%" MAX. REVEALS)
n5
US
n7
"m
LIN 10N I
PANEL
91-031 93-011
V-8%"
24'- 1 lY2" 1/2 " J T. 24'- 1 lY2" 24'- 1 ly2l' -1/2"j. 24'- 1 lY2"
Y2*"
24'-1 1J/2" -1/2"JT. 24'- 1 lY2" 24'-11)/2" -1/2"JT. 24'- 11 24'-1 lY2"
TYP.
9'- 0/4" 101-011 1 I' -7Y41'
5' 3Y41'
101-011 io'-5y4"
2x I
PLATE #4 CONT.
g
TYP.
EMBED PER B-5.0
@ TOP
@ Top
E-4 CQ
ej
/(COORD. ELEV.
6-#61 STU DS 0
CHORD STUDS OF
[LEMBEDS
*411 91-1 lY41)
lot-oll
2x TOP w/ ROOF PLAN)
STEELI
41 -11 Y41) 91-1 ly4ti
i 0#-0to
PLATE
(TYP. U N.O.)
go-, lyll lot
4 -011 4- 11 Y4"
if
4'- 11 101-031 9'-1 ly4ij
Y4 101-0j)
9, -ll 4l-1 0/4"
REINFORCING 7-#7
06
0
9 0
18"o.c. E.W.
1 EMBED PER B-5.0
1 (COORD. ELEV.
co
PER PANEL CHORD
Op
-G E
STEEL
E.F. ABOVE & BELOW
:PER PLAN>
10
2x TOP
P LATE
OPENINGS
1
<PER PLAN>
6-#6
CHORD 2x TOP
STEE PLATE
TYPE '133'
6-#6
2x TOP CHORD
PLATE STEEL
EMBEDS 6 #6
1 -
2xTOP CHORD
PLATE STEEL
IF I r
CONN.
6 #6
CHORD 2x TOP
STE EL PLATE
I I
(--#5 E.F.
-#3 TIES ---#3 TIES j
C.0
- -
--- - F� -- - - - - -
�� -- I I - 0 -
@ Cox @ Cox
O.C. O.C.
-1 .
,301-011
#5 E. .
E
I
E
I
\-#4x2'-6" E. F.
Lu
bi
DIAG. (TYP.)
I
G
4 -TYPE
'135'
CONN.
y
1--#5 E.F.
bi
—#3 TIES #3 TIES
V
F414
18", O.C.
I E.W. E.F. ABOVE & (
BELOW OPENINGS
#4x2'-6" E.F.
BAL. OF REINF.
& CONNECTIONS
PER PANEL 03�
TYPE 'B3' TYPE '133'
CONN. CONN.
O:E.S
611 C.
@ 6"o.c. @ 6 "o. c.'—
24'-Oj$
181-01)
REINFORCING &
CONNECTIONS
PER PANELa)
REINF. & BAL.
OF CONNECTIONS
PER PANEL (1>
TYPE '132'
CONN.
r-#7 E.F.
BAL. OF REINF.
& CONNECTIONS
PER PANEL (1)
TYPE '133' TYPE '133'
CONN. CONN.
#4 VERT. E.F.,
#4 HO liz. @ 18"o.c.
E.F., ABOVE
@ 18"c.c OPENING ---
#6 VERT. E.F.,
18"O.C.
-7�-
�-#4 @ 180po.c-(.
E.W. E. F.
ABOVE &
BELOW OPNGS.
BAL. OF REINF.
& CONNECTIONS
PER PANEL
,
TYPE '133'
CONN.
z
4 -TYPE 'A'
CONN.
5 -TYPE ICP #4 @ i 8"O.C.
CONN. EACH FAC E
4 -TYPE 'A'
CONN.
E.F.
DIAG. (TYP.)
4 -TYPE 'A'
CONN.
4 -TYPE 'A'
CONN.
#4x2'-6 E F.
;DIAG. (TYP.)
121-01;
�2-#7
#4 TIES
#4x2'-6" E.F..
DIAG. (TYP.)
()
#5 E.F.
@ 16 o.c.
U)
T
L-#5 E.F.
0
a_
m
M
U)
5-#7 E.F.
D
-i
U)
Ill
(10 TOTAL)
�61-019
UJI
#3 IES
45
.#3 ES
5 r-#5 E.F.
191-01)
#3 IES
45 @ S
F
(-#5 E.F.
z
191-011
3'- 94
BEYOND -�L2'-2Y4" 2l-llY4"j 2'- 11 Y4'
-9411
Y2 4
T
02 2404/4" 1-1/2"JT. 24'- 1 lY2" 24'-1 1J/2" -1/2"j. 24'- 11)/2"
TYP. TYP.
lot-oll 41 lot-ols Oil 4 lot-oll
91-7y2" -1 lY4$1 41-1 9p-1 ly4l' 90-1 ly4ll 4
10'- Y4" 9' IY411
5-#6
5-46 CHORD EMBED F B-5.0
CHORD STEEL (COORD. ELEV.
#4 @ TOP :.E ROOF P N)
STUDS OF STE L I F#4 @ TOP
�k<PER PLAN> EMBEDS 2x TOP STUDS OF 2x TOP 2x TOP -2x TOP
F PLATE EMBEDS PLATE PLATE PLATE
,,k<PER PLAN>/ -
T k L -Li j
I v LJ v"
1, 300-00'
REINF. & BAL. REINFORCING &
OF CONNECTIONS CONNECTIONS
PER PANEL(D PER PANELa)
OL 24'-0" 18"o.c. E.W. 18"o.c.
TYPE '132' (D),
E.F. ABOVE & BELOW E.W. E.F. ABOVE & TYPE '132'
OPENINGS CONN. BELOW OPENINGS CONN.
,k 18j-0') #4x2'-6" E.F.
ONN
DIAG. (TYP.)
5-1 P E 'Do 4 -TYPE 'A' F4 -TYPE 'A'
1 TY
CONN. C
CONN.' CONN.
1, 12J -Opp E*F/ I 4x2'-6" E.F
T I T r - j t�DIAG. (
Al, 6'-Ojj
T #3 TIES
@ Cox;
4PER PLAN)
PANEL �n PANEL (D
BEYOND
\EMBED PER A-2.1
IN FRONT & BEYOND
TIE-$
6"ox�
5 E. F.
'--6-#6 E.F.
t (12 TOTAL)
3-#6 E.F. 4-#6 E.F.
(6 TOTAL) (8 TOTAL)i
3'-4" 5'-7" l2l-011
R.O.
- 1 #-W211 V-1 ly4'!
rA 0
E.F.
@ @
�5 E \Fj//�/
1%
-3-#6 E.F. 6-#6 E.F.
(6 TOTAL) OTAI
3-#6 E.F.
TOTAL)
9'-0" 1 �3-61' 91-011
11-8y4" V-8%�'
rA -Slk
9'-0" 13'-6"1 gs-09)
GRID.0 EAST. P.C. WALL ELEVATION AT GRID.9 NORTH RIC, WALL ELEVATION AT
(9h" THICK PANELS w/3
/4" MAX. REVEALS) (9h" THICK PANELS w/%" MAX. REVEALS)
n5
US
n7
"m
LIN 10N I
PANEL
91-031 93-011
V-8%"
24'- 1 lY2" 1/2 " J T. 24'- 1 lY2" 24'- 1 ly2l' -1/2"j. 24'- 1 lY2"
Y2*"
24'-1 1J/2" -1/2"JT. 24'- 1 lY2" 24'-11)/2" -1/2"JT. 24'- 11 24'-1 lY2"
.2
U)
TYP.
TYP.
g
TYP.
1-t
TYP.
E-4 CQ
ej
E'
9'-1 ly4" 41-1 *41)
100-011
*411 91-1 lY41)
lot-oll
10'- 113/4"
13'- 11 Y4"
41 -11 Y41) 91-1 ly4ti
i 0#-0to
lot-oll
lY411 4'-1*4"
lot-osj
4'-llY4" 9'-11%"
go-, lyll lot
4 -011 4- 11 Y4"
if
4'- 11 101-031 9'-1 ly4ij
Y4 101-0j)
9, -ll 4l-1 0/4"
06
0
9 0
51-5Y411 14'-61' 41-11)/41)
1
1 EMBED PER B-5.0
1 (COORD. ELEV.
co
[—#4 @ TOP
STUDS OF
Op
-G E
1-1 w'
-
:PER PLAN>
10
2x TOP
P LATE
2x TOP
PLATE
1
<PER PLAN>
6-#6
CHORD 2x TOP
STEE PLATE
4 @ TOP w/ ROOF LAN) 6-#6
TUDS OF 2x TOP CHORD
MBEDS PLATE STEEL
I I -111��,�
6-#6
2x TOP CHORD
PLATE STEEL
EMBEDS 6 #6
1 -
2xTOP CHORD
PLATE STEEL
IF I r
6-#6 1
2x TOP CHORD
PLATE STEEL
I I I
6 #6
CHORD 2x TOP
STE EL PLATE
I I
-6-#6
2x To CHORD
PLATE
/ STEEL
C.0
- -
--- - F� -- - - - - -
�� -- I I - 0 -
-
-1 .
,301-011
E
I
E
I
i / r
Lu
bi
E
I
Li v
L
y
n
bi
F414
18", O.C.
I E.W. E.F. ABOVE & (
BELOW OPENINGS
#4x2'-6" E.F.
BAL. OF REINF.
& CONNECTIONS
PER PANEL 03�
TYPE 'B3' TYPE '133'
CONN. CONN.
BAL. OF REINF.
& CONNECTIONS
PER PANEL�M
TYPE 'B3'
CONN.
24'-Oj$
181-01)
REINFORCING &
CONNECTIONS
PER PANELa)
REINF. & BAL.
OF CONNECTIONS
PER PANEL (1>
TYPE '132'
CONN.
BAL. OF REINF.
& CONNECTIONS
PER PANEL (1)
TYPE '133' TYPE '133'
CONN. CONN.
#4 VERT. E.F.,
#4 HO liz. @ 18"o.c.
E.F., ABOVE
@ 18"c.c OPENING ---
#6 VERT. E.F.,
18"O.C.
-7�-
�-#4 @ 180po.c-(.
E.W. E. F.
ABOVE &
BELOW OPNGS.
BAL. OF REINF.
& CONNECTIONS
PER PANEL
,
TYPE '133'
CONN.
z
4 -TYPE 'A'
CONN.
5 -TYPE ICP #4 @ i 8"O.C.
CONN. EACH FAC E
4 -TYPE 'A'
CONN.
4 -TYPE 'A'
CONN.
DIAG. (TYP.)
4 -TYPE 'A'
CONN.
4 -TYPE 'A'
CONN.
#4x2'-6 E F.
;DIAG. (TYP.)
121-01;
#4x2'-6" E.F..
DIAG. (TYP.)
()
#5 E.F.
z
0
U)
T
L-#5 E.F.
0
a_
m
M
U)
w
-
D
-i
U)
Ill
�61-019
UJI
#3 IES
45
.#3 ES
5 r-#5 E.F.
#3 IES
45 @ S
F
(-#5 E.F.
z
#3 S
CO
Z
w
a.
0
0
6
Lzu
(D
(L
PANEL
rl-
co
CC)
00
co
3-#6 E.F
(6 TOTAQ-J
7-#6 E.F.
(14 TOTAL) -
-
9
(6
,
�PANEL
L6
,
L6
C6
c�
3-#6 E.F.
—(6 TOTAL)
N
c�
c�
3-#6 E.F
(6 TOTAQ.,
Lo
L-6
- #6 E.F 5- 6 E.F.
(12 TOTA (10 TOTAL).
3
3
5-#6 E.F.
@ 12 o.c.
(10 TOTAL)
3-#6 E.F.
(6 TOTAQ-
�mm
91-011
S-13"
99-00
go -Olt
3f-610
gp-off
S-4 of
W-201
9p-0fl
go -of)
S-611
9'-0"
9'-0 10
31-63t
91-01;
31-1
3p- 11 1)
141-011
14�-Q"
3'- 11
S-4
go- 011
31-61)
121-0/411
1 13-0j,
I
t
R�0.
7
Ph
TY�PB3�'
CONN.
4 -TYPE 'A'
CONN.
R
CODE COMPLIANCE
'APPROVED
JUL 0 3 2018
City of TukvAla
�BUILDING DIVISI
PANEL �M
8Y, V-0/4" .-By- . l' -8y4" 1 '-8)/4" V-8%`-�/ l' -8y4" l' -8Y4" Y4.' l' -8y4" 11 3 8Y43-#--/ -
l' -8y4" l'- 4 1 8% 4 Y4---/ 1 8 Y4'- 4 RECEIVED
.17 3 CITY. OF TUKWILA
JUN 06 20ill
PERMIT CEWER
REVISION
NORTH P,C. WALL ELEVATION AT GRID
AV' THICK PANELS w/y4" MAX. REVEALS)
0334.
44=%
13 OF 17
.2
U)
g
1-t
E-4 CQ
ej
E'
�D Z
E w-
= 0 z
cn u pq
t� 72
000
06
0
9 0
yj S
co
I IP
Op
-G E
1-1 w'
0-. 2-�
10
C, - CL
@; R Q2 . a
C.0
L6
r-
-r
c�
n
Lu
bi
cl
w
Lu
0
y
n
bi
la
U 10
V)
z
U)
0
U)
Z
z
0
z
()
0
z
0
U)
co
0
a_
m
M
U)
w
-
D
-i
U)
Ill
UJI
0
[n
z
Z
�:
CO
Z
w
a.
0
0
6
Lzu
(D
(L
co
rl-
co
CC)
00
co
bi
9
(6
,
4
9
L6
,
L6
C6
c�
N
c�
c�
Lo
F
�mm
44=%
13 OF 17
.2
U)
g
1-t
E-4 CQ
I-- I
M 00
cQ
E'
�D Z
E w-
= 0 z
cn u pq
t� 72
000
06
0
9 0
co
I IP
-G E
1-1 w'
0-. 2-�
10
C, - CL
@; R Q2 . a
44=%
13 OF 17
/k<PER PLAN>
30'-0"
/k 24'-0"
1 8p -Off
12'- 0
6p-Ols
/.k
y
PANEL (M
N
10
ij
24'- 1 1X'
T24' - 11)/)"
,-1/9"JT. 24'- 1 1Y9 "
24'-1 1J/9"
,/'-1/2"JT. 24'-1 1J/5"
IM7
m
V-0/4" 1 1— 81)/44 V-8%"
OL<PER PLAN>
OL 30'-0"
6p-O)p
j,
T
OL (PER PLAN)
PANEL
19,-1 ly4,,
01. _rnm
4
8)/4'j 1' 8Y4
NORTH P*Co WALL ELEVATION AT
(94's THICK PANELS w/%" MAX. REVEALS)
-1/2"JT. 19'— 11 y4"
Typ.
2'- 11 Y4L-/ \- 2'- 11 Y4"
4—#5
CHORD
STEEL
NORTH P.C. WALL,
ELEVATION AT GRID A
(9y4" THICK PANELS w/3 ir 4):�
/4" MAX. REVE S)
5 -TYPE 'C'
CONN.
PANEL (2-8-)
9)/4"
OL<PER PLAN>
�k 30 P-0
,mk 24P-O'p
5 -TYPE C'
CONN. 4
OL 12'- 0
y
OL 61-00)
j,
T
OL (PER PLAN)
PANEL
V-0/44' j
Y2 I'
94
<PER PLAN>,L , OL<PER PLAN>
y y
24)-211 1/2 "J T 24'-1 1Y4"
T 7�
YP
W-0/4" 10'_ofp 41-7Y4" r5l-3Y4'p i 01-0;p 9 3 - 7y2l$
[-2X TOP /-2x TOP
P1 ATF P1 ATF
1- 1 1/4 1- 1 1/4 Z_ - I 1/z
9 �p *
EAST P.C. WALL,
ELEVATION AT GRID
(9/4" THICK PANELS w/3
/4" MAX. REVeES)
Y2 "
kUUUMU. r -Lr -V.
w/ ROOF PLAN)
(TYP. U.N.O.)
+LP
OL 30'-0'
T
PAN EL �mjq)
BEYOND
5 -TYPE 'D//
1, 61-030
(PER PLAN)
'ANEL
15
11 1
1 O$-9y4'j
10'-4
1 #4 @ TOP
STUDS OF
EMBEDS
2x TOP
F PLATE
24'-11)/4" 1/2 " J T. 24'-2
TYP.
9l-7)/2jI 10 1-0.11 5t-3)/411 f4l-7Y4'j io'-o" 91-EY421
)p
L2x T( _2x Top
PLATE PLATE
OF CONNECTIONS CONNECTIONS
PER, PANEL CD PER PANELa)
17�-PANEL�M
9
T7
i91-olt lg,-o 1.
2'- 11 Y4'Y' 2'- 11 Y4" 2'- 2J/4'
WEST P,C. WALL,
ELEVATION AT GRID 12
(9y4" THICK PANELS w/%" MAX. REVQES)
REVISI-ON:,N.
7Y4"T, 241-4" r�/2"JT. 24'- 11)/2"
TYP.
5-#6
CHORD 2x TOP
STEEL PLATE
7-#6
CHORD /-2x TOP
STEEL PI ATF
OL<PER PLAN>
OL 30,-0,
#4 HORIZ.
@ 12"o.c.
1, 24 I-011 #4 HORIZ.
12"o.c. Q ) I LTYPE '132' TYPE '134
5 -TYPE 'C' CONN. CONN.
CONN.
18'-O)l
5 -TYP E 'C' 4 -TYPE 'B3' 4 -TYPE '83'
CONN. CONN. CONN.
OL 121-031_ #6 VERT. #4x2'-6"
@ 1 O"o.c. DIAG. (TYP.)
6l-O)o �,#7 '�#6 VERT.
4 @ i o"o.c.
TYPE
CONN*
TYPE E '83'
7, FCA
-4-#6 E.F.
OL @ 4"o.c.
r#7
OIL (PER PLAN)
- =N110A(En EOP
3-#6 E.F. CODE COMPLIANCE
NEL PANEL @ 12"o.c. APPROVED, :'AN EL
(6 TOTAL)
EMBED P R
A -2.1A I JUL 03 2018
FRONT & 6
BEYOND
13'-74J/411 31-4111. 71�7%lj City of TukvAla
R.O. LBUILDING DIVISION, RECEIVED
CITY OF TUKWILA
JUN 06 2018
PERMIT CEIRTER
N 0 RTH P. C. WALL EAST P. C. WALL
ELEVATION AT GRID B ELEVATION AT GRID,
7 " THICK PANELS w/3 " MAX. REVE S) " THICK PANELS w "MAX. REVE S)
Y4 /4 (7y4 /Y4
C3
TYP.
TYP.
41-1 lY4)11 101-0-P 9'_1 *4#1
W-1 ly4ts lot—olf 141-11Y4"
4'-11y4"1 101-011 91-1 *411
9'_1 ly4" i 01—olt 41 -11 Y41)
4) -11 Y4.11 10 1 —0" 9'_1 *411
91-1 ly4$#
lot-oll 3' RJ/4
1 f 4
6 #6
CHORD 2x TOP
STEEL PLATE
6 - #b
CHORD
STEEL
1 #4 @ TOP
2x TOP STU DS OF
PLATE EMBEDS
6-ffo
umumu 2x TOP
STEEL PLATE
6 #6
Z_x I ut- C�ORD
F PLATE STEEL
6- #6
CHORD 2x TOP
STEEL PLATE
.1
#4 @ YOP
STUDS OF 2x TOP
EMBEDS PLATE
6-#
CHORD PANEL(ZD
STEEL i BEYOND
E
Q
E
I
o
uj
Lj Li
46
>,
t! �!
0 ro-
0
r2
z :g
BAL. OF REINF.
2:
BAL. OF REINF.
BAL. OF REINF.
BAL. OF REINF.
& CONNECTIONS
PER PANEL
N�-#4
& CONNECTIONS
PER PANEL
7
& CONNECTIONS
PER PANEL
& CONNECTIONS
PER PANEL
FE#4 18"o.c.
'TWE "013" TYPE '133'
/@ 18"o.c.
TYPE '133' TYPE '133'
TYPE '133' TYPE 'B3'
3j'
'\I E. W. E. F. ABOVE &
CONN. CONN.
E.W. E.F. ABOVE &
CONN. CONN.
CONN. CONN.
Bd "I
BELOW OPENINGS
I 4 -TYPE )As 4 -TYPE 'A'
CONN. CONN.
#4 @ 18"o.c.
EACH FACE
4 -TYPE 'A'
CONN.
#�4 JH R.1Z. E.F.,
890 c. CONT.,
4x2'-6" E.F.
IAG. (TYP.)
LD
-#4x2'-6" E.F.
THRU FUTURE 0
THRU FUTURE OPNG.
#5 E.F.
DIAG. (TYP.)
#5 E.F.
r\
7 45
I 00,
3 1 ES
3 IES
E.F
----#3 ES
X
<
W
6
c .
5
C-#5 E.F.
V.
r-#5 E.F.
r-#5 E. F.
71 001,
'00 iz_
#5 E.F.
C-#5 E.F. #5 E.F.
�'_ X3
3-#6 E.F.
(6 TOTAL)
7-#6 E.F.
(14 TOTAL)i
�3_ E.F.
(6 TOTAL)
3
5-#
5-#6 E.F.
@ 1,
@ 12"o.c.
(10 TOTAQ-�
4-#6
(8 TOTAL)
5'-8"_l
F.
31-41t
4-#6 E.F.
@ 8"o.c.
(8 TOTAQ--
9141
31-611
91-011
91—oll
9'-2'p
31-41'
91-01)
131-61'
91-001
9'-0"
go-oll
9'-0" 3'-6"
141-011
7'4/4-
I R.O.
91-09, .
V-0/4" 1 1— 81)/44 V-8%"
OL<PER PLAN>
OL 30'-0"
6p-O)p
j,
T
OL (PER PLAN)
PANEL
19,-1 ly4,,
01. _rnm
4
8)/4'j 1' 8Y4
NORTH P*Co WALL ELEVATION AT
(94's THICK PANELS w/%" MAX. REVEALS)
-1/2"JT. 19'— 11 y4"
Typ.
2'- 11 Y4L-/ \- 2'- 11 Y4"
4—#5
CHORD
STEEL
NORTH P.C. WALL,
ELEVATION AT GRID A
(9y4" THICK PANELS w/3 ir 4):�
/4" MAX. REVE S)
5 -TYPE 'C'
CONN.
PANEL (2-8-)
9)/4"
OL<PER PLAN>
�k 30 P-0
,mk 24P-O'p
5 -TYPE C'
CONN. 4
OL 12'- 0
y
OL 61-00)
j,
T
OL (PER PLAN)
PANEL
V-0/44' j
Y2 I'
94
<PER PLAN>,L , OL<PER PLAN>
y y
24)-211 1/2 "J T 24'-1 1Y4"
T 7�
YP
W-0/4" 10'_ofp 41-7Y4" r5l-3Y4'p i 01-0;p 9 3 - 7y2l$
[-2X TOP /-2x TOP
P1 ATF P1 ATF
1- 1 1/4 1- 1 1/4 Z_ - I 1/z
9 �p *
EAST P.C. WALL,
ELEVATION AT GRID
(9/4" THICK PANELS w/3
/4" MAX. REVeES)
Y2 "
kUUUMU. r -Lr -V.
w/ ROOF PLAN)
(TYP. U.N.O.)
+LP
OL 30'-0'
T
PAN EL �mjq)
BEYOND
5 -TYPE 'D//
1, 61-030
(PER PLAN)
'ANEL
15
11 1
1 O$-9y4'j
10'-4
1 #4 @ TOP
STUDS OF
EMBEDS
2x TOP
F PLATE
24'-11)/4" 1/2 " J T. 24'-2
TYP.
9l-7)/2jI 10 1-0.11 5t-3)/411 f4l-7Y4'j io'-o" 91-EY421
)p
L2x T( _2x Top
PLATE PLATE
OF CONNECTIONS CONNECTIONS
PER, PANEL CD PER PANELa)
17�-PANEL�M
9
T7
i91-olt lg,-o 1.
2'- 11 Y4'Y' 2'- 11 Y4" 2'- 2J/4'
WEST P,C. WALL,
ELEVATION AT GRID 12
(9y4" THICK PANELS w/%" MAX. REVQES)
REVISI-ON:,N.
7Y4"T, 241-4" r�/2"JT. 24'- 11)/2"
TYP.
5-#6
CHORD 2x TOP
STEEL PLATE
7-#6
CHORD /-2x TOP
STEEL PI ATF
OL<PER PLAN>
OL 30,-0,
#4 HORIZ.
@ 12"o.c.
1, 24 I-011 #4 HORIZ.
12"o.c. Q ) I LTYPE '132' TYPE '134
5 -TYPE 'C' CONN. CONN.
CONN.
18'-O)l
5 -TYP E 'C' 4 -TYPE 'B3' 4 -TYPE '83'
CONN. CONN. CONN.
OL 121-031_ #6 VERT. #4x2'-6"
@ 1 O"o.c. DIAG. (TYP.)
6l-O)o �,#7 '�#6 VERT.
4 @ i o"o.c.
TYPE
CONN*
TYPE E '83'
7, FCA
-4-#6 E.F.
OL @ 4"o.c.
r#7
OIL (PER PLAN)
- =N110A(En EOP
3-#6 E.F. CODE COMPLIANCE
NEL PANEL @ 12"o.c. APPROVED, :'AN EL
(6 TOTAL)
EMBED P R
A -2.1A I JUL 03 2018
FRONT & 6
BEYOND
13'-74J/411 31-4111. 71�7%lj City of TukvAla
R.O. LBUILDING DIVISION, RECEIVED
CITY OF TUKWILA
JUN 06 2018
PERMIT CEIRTER
N 0 RTH P. C. WALL EAST P. C. WALL
ELEVATION AT GRID B ELEVATION AT GRID,
7 " THICK PANELS w/3 " MAX. REVE S) " THICK PANELS w "MAX. REVE S)
Y4 /4 (7y4 /Y4
C3
&
z
"Ito
01
000
—.5 's
w
co 0
(D
Z
ko
E
E-4 M "
Z c
Q
§
E
z
o
uj
46
>,
t! �!
0 ro-
0
r2
z :g
2:
r% Awk
(j
14 OF 17
J4<PER PLAN>
y
3OP-011
24'-Ojp
y
A, 18'-0
12'-0"
61-010
y
A., E�l
T
.o
EAST P, C, WALL
ELEVATION AT GRID
(7y4" THICK PANELS w/3
/4" MAX. REV'QES)
a
,k<PER PLAN>
T
'j, 30,-0"
T
�k 6'- 0
8-#6 E.F.
(16 TOTAL)
J, (PER PLAN)
PANEL �M
(1-6)
m
�g
iof—OR$
7,
,J,<PER PLAN>
y
,k 30'�Qvp
y
5 -TYPE 'C'�
CONN.
F
15
24'- 1 1,Y2"
25'-7')
7CONN.
Y2;"
26s-&Y4pl
3,- 24)
-1/2"JT.
TYP.
26--8Y41'
W-Olf
24'- 11)/2"
#3 TIES
7)/4"
J,
7)/4"
101-011 1 0 11
10-
6$-8Y4$1
10'-0'
'AN EL
PANEL M -
)/2
8-#7
r--10-#7 CHORD.
EMBED PER B-5.0
-2x TOP /(COORD. ELEV.
2x TOP
CHORD 2x TOP
STEEL,. LAP 2x TOP
PLATE w/ ROOF PLAN)
STEEL PLATE
w/CONN. PLATE
60-41t
101-03
A
9'-3)/4"
6' 4"
LPLATE
99-3)/4" 6'-411
91-3)/41)
9'-3y4" 61-410
,J,<PER PLAN>
9'-3y4"
61-41'
91-3y4l'
9'-3y4f' 61-4)s
9.- 3y4"
9'-3)/4"
6' 91-3Y411
-4"
91 —3y4)$
61-41)
9s-3y4jl
91, 3y4"
61-411
gs-3)/411
P-5.0
J\ 30p-Olp
T
59-3Y411
W -oj$
'-7y4'1
io'—o' 10' Of
4'-7)/4"
91-1 ly4s)
101-0$1
41 411
-1 1Y
I SNF.
BAL. OF RE7
I
BAL. OF REINF.
91-1 ly4"
REINFORCIN
PER PANE
4'- 11 Y4'
REINFORCIN
PER PANEL
,
PER PANEL.
PER PANELQ2
j
91-1 ly4j$
I 10 I—oil
1 41-1 *411
4l-1 lY4t$
101-0t)
1 *91
91— 4
OL 24'-0"
TYPE '134'
�-3y4jl
T
TYPE '81'
P E
CONN.
TYPE 'B5'
5 -TYPE V
CONN.
CONN*
CONN.
-
I
CONN.
1
- 2x TOP
18p-031
/-#4 @ TOP
STUDS OF
Q
-#4 @ TOP
STUDS OF
�4-TYPE '133'
4 -TYPE '133'
5 -TYPE
V
Ty P
4 -TYPE
'A'
7CONN.
CONN.
CONN.
F4E
C
CONN.
2x TO
P I
I
OL 12'-0"
2x TOP
PLATE
STEEL /
EMBEDS
OL 61-011
EMBEDS
STEEL
/-2x
PLATE
4-#6 E F
PLAN)
PLATE
PLATE
0 4"o . c.
PLATE
PLATE
L
PLATE
117
E
J, (PER PLAN)
Eb
k,
ANEL
PANEL M
IIEMBED
PANEL(ID
E MBED F
L-5.0
E
I
BEYOND
E
I
PER
A-2. 1 A
IN FRONT &
BEYOND
--44 VLKI.
@ 18"o.c.
TYPE p B3 77
TY P E �11 2
EAST P, C, WALL
ELEVATION AT GRID
(7y4" THICK PANELS w/3
/4" MAX. REV'QES)
a
,k<PER PLAN>
T
'j, 30,-0"
T
�k 6'- 0
8-#6 E.F.
(16 TOTAL)
J, (PER PLAN)
PANEL �M
(1-6)
m
�g
iof—OR$
7,
,J,<PER PLAN>
y
,k 30'�Qvp
y
5 -TYPE 'C'�
CONN.
NORTH P.C. WALL ELEVATION AT GRID.(D
(7y4" THICK PANELS w/3
/4" MAX. REVEALS)
n13
in,
191-4" C212 " J T. 19'— 1 ly2" 2"JT. 19'-1 ly2" 2"JT. 193-431
- 4r�/ _ I, r�l
A I/ -
.v.
1 - Ah's
TYP.
/-4-#5
rlunDn 011 -Mm
TYP.
n.. -r/,Nrll
TYP.
P.C. WALL *ELEVATION AT GRID
(7y4" THICK PANELS w/y4" MAX. REVEALS)
nio
-2x TOP
PLATE
I tj-7y4ll
TYP E 'C'
NN.
AN EL T�
"NS
18'-0
24'- 1 ly2"
LTYPE 'C'
7CONN.
�k
12'-0'
24'-1 lY2"
W-Olf
24'- 11)/2"
#3 TIES
@ 6$lox.�,
Ajl
(PER PLAN)
'AN EL
PANEL M -
NORTH P.C. WALL ELEVATION AT GRID.(D
(7y4" THICK PANELS w/3
/4" MAX. REVEALS)
n13
in,
191-4" C212 " J T. 19'— 1 ly2" 2"JT. 19'-1 ly2" 2"JT. 193-431
- 4r�/ _ I, r�l
A I/ -
.v.
1 - Ah's
TYP.
/-4-#5
rlunDn 011 -Mm
TYP.
n.. -r/,Nrll
TYP.
P.C. WALL *ELEVATION AT GRID
(7y4" THICK PANELS w/y4" MAX. REVEALS)
nio
-2x TOP
PLATE
I tj-7y4ll
TYP E 'C'
NN.
AN EL T�
"NS
m
lv�
SOUTH P.C. WALL. ELEVATION AT
(7y4" THICK PANELS w/X's MAX. REVEALS)
REVIEWED FOR
CODE COMPLIANCE
APPROVED
JUL 0 3 2016
CltY of TukvAla
BUILDING 2ELS!�
RECEIVED
CITY OF TUKWILA
JUN 06 20118
PERMIT CENTER
26p -5Y4"
24'- 1 ly2"
24'- 11)/2"
24'- 1 lY2"
-1/2"JT.
241-1 1Y21'
24'-1 lY2"
-1/2opJT.
24'- 11)/2"
24'-1 lY2"
-1/2"JT.
24'-1 lY2"
TYP.
TYP.
TYP.
lot—l)l
60-41t
101-03
A
9'-3)/4"
6' 4"
91-3Y411 1
99-3)/4" 6'-411
91-3)/41)
9'-3y4" 61-410
91-3y4"
9'-3y4"
61-41'
91-3y4l'
9'-3y4f' 61-4)s
9.- 3y4"
9'-3)/4"
6' 91-3Y411
-4"
91 —3y4)$
61-41)
9s-3y4jl
91, 3y4"
61-411
gs-3)/411
10* -41)
i of—olj 11
6'- 1 Y4
59-3Y411
W -oj$
'-7y4'1
io'—o' 10' Of
4'-7)/4"
91-1 ly4s)
101-0$1
41 411
-1 1Y
4'-11%
lop—OH
91-1 ly4"
9j—1 *411
10) —of)
4'- 11 Y4'
4'- 11 Y4"
of—oll
9'— 11 Y4'
91-1 ly4j$
I 10 I—oil
1 41-1 *411
4l-1 lY4t$
101-0t)
1 *91
91— 4
�-3y4jl
-
I
I
1
- 2x TOP
6-#6
CHO RD
/-#4 @ TOP
STUDS OF
-2x TO P
-#4 @ TOP
STUDS OF
6 #6
FC�ORD
1 TOP i
I
EMBED PER B-5.0
2x TOP
(COORD. ELEV.
2x TOP
2x TOP
2x TOP
2x TO
P I
I
2x TOP
PLATE
STEEL /
EMBEDS
PLATE
EMBEDS
STEEL
/-2x
PLATE
PLATE
W/ OOF
PLAN)
PLATE
PLATE
PLATE
PLATE
L
PLATE
117
E
I
Eb
k,
E MBED F
L-5.0
E
I
E
I
--44 VLKI.
@ 18"o.c.
TYPE p B3 77
TY P E �11 2
CONN.
7
7
#4x2 -6"
7
TYPE '133'
TYPE 'B3'-
PE
TYPE
TYPE 'B3#-
DIAG.
(TYP.)
#4 VERT
#4 HORIZ.
#4x2'-6"
4x2 6
DIAG.
JAG
(TYP.
(TYP.)
#4 HORIZ.
@ 12"o.c.
CONN.
REINF. & BAL.
OF CONNECTIONS
PER PANEL
REINF. & BAL
OF CONNECTIONS
PER PANEL
Co NN
CONN.
EINFORCINg
[PER PANEL
CONN.
Co NN
REINF. & BAL.
OF CONNECTIONS
PER PANEL
REINFORCING
PER PANEL �R)
CONNECTIONS
REINFORCING
PER PANEL(4-l-)
CONNECTIONS
REINFORCING
PER PANEL GD
CONNECTIONS
@ 18"o.c.
@ 12"o.c.
PER PANEL�M
PER PANEL �M
PER PANEL�U)
RR
4 -TYPE 'A'
_TY
4 PE
4 -TYPE. 'A'
4 -TYPE
T Y
'A'
4 -TYPE 'A'
TYP
CONN.
CONN.
C R Np
CONN.
F4
F4E
C RN .
CONN.
—#4
VERT.
@ 18"o.c.
ABOVE &
BELOW
V�
47
OPENINGS
E7
$r
�l
, L'�-
8-#6 E.F.
I +
7-11111
8-#6 E.F. 1 -117=
1
L2-#6
(16 TOTAL)
(12 TOTAL)
PANEL �o
E.F.
(4 TOTAL)
31-411
13'-03/4"
9'-3y4"
3'-4"
12t-3Y4j'
12'-3y4))
91-3y Is
4
S-41).
12
P -3Y4"
R n
m r%
I
- I
m
lv�
SOUTH P.C. WALL. ELEVATION AT
(7y4" THICK PANELS w/X's MAX. REVEALS)
REVIEWED FOR
CODE COMPLIANCE
APPROVED
JUL 0 3 2016
CltY of TukvAla
BUILDING 2ELS!�
RECEIVED
CITY OF TUKWILA
JUN 06 20118
PERMIT CENTER
/L<PER PLAN>
300-091
240-091
189 -oft
120-01)
61-0)p
24'- 1 lY2" 1/2 "J T. 24'-1 IY2"
Typ.
91-3y4l$ 60-41$ 9'-3Y4" 9'-3)/4" 6'-4" 9-3y4"
91-1 ly4l) 10'-0" 4l-llY4)0 4l-llY4tj lot -oil 91-1 *411
-2x TOP I I 2x T ' OP
PLATE PLATE
REINFORCING &
.CONNECTIONS
PER PANEL�R)
PANEL �D)
1><l
REINFORCING &
CONNECTIONS
PER PANELq�)
24'-11)/2" -1/2"JT. 24'- 1 lY2" 24'- 11)/2" -1/2"JT. 24'- 11)/2" 24'- 11)/2" -1/2"JT. 13'-4"
Typ. Typ. Typ.
9'-3Y4" 6'-4" 9'-3)/4" 99-3y4lp 6'-4t' 9'-3)/4" 9*-3y4pp 63-41' 9'-3)/4" 6'-4" 9-3)/4" 911—A4 tf 63-4j) 91-3y4t) 4'- 11 Y4" 8)4/4)
#4 @ TOP
109-0)) 101 10'-0"
—off /9)
10/4" io'-o" 4'-1 ly4lp 41 -11 Y4)1 10'-0" 9s-1 ly4'1 9'-1 *411 41-1 lY4$1 4$-1 *411 9'-1 ly4" 91-1 ly4"' STUDS OF
EMBEDS
EMBED PER B-5.0- 2x TOP r2x TOP
2x TOP 2x TOP 2x TOP 2x TOP PLATE I I 2x TOP PLATE
PLATE (COORD ELEV. [PLATE PLATE PLATE PLATE
w/ ROOF PLAN)
El
T� PE '133')
[><I 1><l l><1 CONN. #4 HORIZ.
?19
@ 2 0.c
REINFORCING
REINFORCING & PER PANEL (E) REINFORCING & REINFORCING & REINF. & BAL.
CONNECTIONS CONNECTIONS CONNECTIONS CONNECTIONS OF CONNECTIONS
PER PANEL�� PER PANEL �R) PER PANELqD PE R PANELqD PER PANEL qD
4 -TYPE 'A' 5 -TYPE 'F'
CONN. CONN.
#4x2'-6"
DIAG. (TYP.)
T T/-
47
#6 VERT. 3 TI ES
0 6"o.c.
@ � 10 "0. c,'. J.
OL<PER PLAN>
y
OL 30'-0"
(PER PLAt
PANEL
PANEL
91-3y4jl 13'-4" 1 12'-3Y4"
R.O.
SOUTH P.C. WALL ELEVATION AT
24-1 1J/2" ,-1/2"JT. 24'-1 1J/2" 1/,2 " J T 24-1 tU20
Typ. Typ.
lit 1 l'— 1 ly4"
6'- 1 lY4" 6'-6Y4" 1 ly4of 1 1 l'-1 ly4"
m
(7y4" THICK PANELS w/:y4" MAX. REVEALS)
GRID.0
1/2 J T. 24'— 1 lY2" 1/2 J T.
24'-1 lY2" -1/2"JT. 24'-1 lY2" 1/2 J T.
24'-1 lY2"
1/2"JT4 24'— 1 lY2"
Typ. 21-1 (P211
Typ.
Typ.
Typ.
Lu
Typ.
101—ly4ll 1 11)/4"
9P—QY4"
1 -01'
4'
70-1 (P/4" —1 1J/ 52-1Y211
4"
61-QY413
11' -11
61-Y
5'-7)/411 ll' -ll 71-4/2"
X
#4 CONT @
0
TOP STUDS
5-#6
L6
-r- -r
c�
m
[OF . EM BEDS
CHORD
STEEL. f -2x TOP
LLJ
2x TOP
/-PLATE I
2x TOP
/-PLATE
/-2x TOP
PLATE
z
Ld
/-2x TOP
PLATE
Y4
SOUTHWEST P.C. WALL ELEVATION BETWEEN.
(7y4" THICK PANELS w/%ff MAX. REVEALS)
mm (D
"VIS
% ION.
REVIEWED FOR
CODE COMPLIANCE
PPROVED
JUL 03 2016
MY Of TukWIa
LBUILDING2!Y22�j
PANEL �0
RECEIVED
CITY OF TUKWILA
JUN 06 2018
PERMrr CENTER
I—
L9
Lu
op
0
(0
L6
-r- -r
c�
m
Ld
Lli
LLJ
Ld
0
0
z
Ld
C) to
U)
z
0
cl) V) z
Z 0
z
0 z (n
U) 0 D
0
m Lu
D
fn
ui
Fy
U)
D -i cl�
cl�
0� 9 F-
c)
(/)
LLJ
2
w
LLJ u) LU
z Z Z
3:
0
LLI
CL EL
0 LU Uj
0 0 0 (L
co r-
00 00 00 00
r�- t6
0
4 Lb Lb d)
0 v- , c�
Ld
c� tc�
c� Lo
0
0
z
Li
E
41 CO km —
c
E--1
CIO
cl) to E
Z
p z
'0
V' E
-Z ' i
r--
01
7.5
0 Or -
o
LO
A)
E
-0
00
v IS
IN LO C3)
CQ C.,r-
11
oil
R.�
1.01 OR QR.G
,-k<PER PLAN>
,309-0#p
249 -O's
180-091
12t-Ost
61-011
24'— 1 lY2" 1/2 " J T.
TYP.
140-0/29" 1 l'- 1 ly4" 81-5% 31-511
2-x lur
PLATE
REINFORCING
PER PANEL�M
CONNECTIONS
IPER PANEL(ED
PANEL �0
26'-lW211
10
(7y4" THICK* PANELS w/h" MAX. REVEA
<P ER PLAU+
,�m
171-4,"lp -1/2"j. 241-0/2" 24'- 1 lY2" -1/2"A 24'"2"
Typ. TYP.
lo'—on 4'- 11 Y4" lo'—o" 5P-33/410. 4* -7Y4" 9-01 90-6
o'—O" 9P-8" 10 Y4"
'��21-4Y4P 2—#4 CONT. @ TOP
EMBED PER B-5.9 STUDS OFEMBEDS1 LmoLu r M L -Z).0
(COORD. ELEV. 2x. TOP. I (COORD. ELEV. 2x. TOP
wl/ ROOF PLAN) PLATE j - I LAT
CHORD 2x TO
7 4 #5 P w/ ROOF PLAN) 2x TOP P E <PER P
OL<PER PLAN> STEEL PLATE PLATE
7 IMF/ -1-2!mamlsz� r G
r4i
rP, ril F, 41
1, 0'-0'
' 3 0'
AN 24'-0"
'E'
5 -TYPE 'E'
z
CONN.
18P -O"
E 0
J, 12'-0"
ok 69-010
o-1
0
.6 -jut
cc
-.6 8
#3 TIES
11
@ 6"o.c.,
ZO
#4x2' *6"
E.F. DIAG.
0
0 Cc
(Typ.)--�
(PE PLAN)
CD
PANEL
-J
#4 HORIZ. @ 18"o.4. TYPE 'Bl' TYPE '131
CONTINUOUS THRU FlUTURLE CONN. CONN.
OPENING PE 'Bl'j
-7� .90NN. 4 -TYPE 'A' 4 -TYPE 'A'
CONN. CONN.
#4 VERTI 18"o.c.
E.F., ABqVE &
BELOW QPNGS.
C.
4-�,PE 'A'
CO qN.
REINFORCING REINFORCING
PER PANEL -C) IPER PANEL a)
5
#5
lb
.F T.F/
-#3 TIES
0 6 O.C.
A it
5
# /#5\
I XrE.F. o vvfj�-LIL�
h jilt
Tqrmqq(_,-3-#5 E.F.
-3-#5 E.F. 16-#5 E.F. (6 TOTAL)
(6 TOTAL) (12 TAL).
-4" 59-8" 1 130-4" 1 191-011 1 -11- 1 g' -o"
FUTURE 2'-7lly4'-'I/
4
11 PNG. 2'- 11 -Y4" 20 llY4" 2' 4"
(C8 �) 3#-QY4
(7y4" THICK PANELS w/NO REVEALS)
.c. WALL ELEVATION AT
(9,y4" THICK PANELS w/y4ft MAX. REVEALS)
REINFORCING
PER PANEL (T)
19,-o"
2'- 11 Y4" 2'4/4",
0 . -
-TYPE -'C'
ONN.
PANEL(D
RECEIVED
,ITY- OF TUKWILA
JUN 06 2018
PERMIT CENTER
z
oz
E ---i C
z <� E
Z C-�
Z
C:)
C) 0
C)
�D
b 5
17 OF 17
.0
z
co 0
E 0
z
o-1
0
.6 -jut
cc
-.6 8
z
11
ZO
44
4)
0
0 Cc
CD
4;0
A
M
11 IP
co
E
0
p 4:
cQ 0
cq
to c
1- =
.0 .2 -1
z
oz
E ---i C
z <� E
Z C-�
Z
C:)
C) 0
C)
�D
b 5
17 OF 17
C),tl/-/Iujc)/
C -
44j vin
ca
DUMPSTER ENCLOSURE
SEE 16/5D-3 5' ERMANENT EASEMENT AREA LU
A S P H A L T A R E A F R LECTRI CAL TRACTION POWER
A SPHALT AREA STATION TO CENTRAL PUGET
ASPH ALT AREA Svc C141
EX15IING 2 -GAS VALVES t'01 U N D EGIONAL TRANSIT AUTHORITY
GAS MAIN N 89018'52" w REC. NO, 200440517007
44/ —ZZZZ� 646.64' EXISTING GAS MAIN 3078
G G
r CURB pw G G
Az ON PROPERTY LINE LU
T,
25 (0
TRUCK LOADING
111\41
C'V fn 130' MIN, 241 10
(o' 201
ca
4-4,j 26 M
w
(0, w z
2 0 w
0' 5UILDIN NOSE OF 65' TRACTER TRAILER
1(1�lv SURVEY
t
SET15AC
Q) C
�07 H.C. RAMPS AND SIGNAGE
1k -sNAGE
416 SEE SD -3 H.C. RAMPS AND SIC L
D 1.1 1 SEE SD -3 X
Xz in DRIVE IN M 4o' 0
5' LANDS AP --n C), 0
4,Z 90, 50, S 0 0
11 in 5' SIDEWAL LI -1
71' 51DEWALK 0
51 15 DOCK DOORS \10 U 1, CL
C0 13 DOCK DOORS 50, \,%\,\
LANDSCA I v"\
C14 5 LLI
t j- A\
k-hz FIRE L NDSCAP 101
z
s� cc
U-
qk 13 Irn
'IV 'F
/�o w
w
4,j
1-9
A _O\A
C'V X
Q)
C)
3 HOUR F1 0.
TENANT ONE C::� w
0 TABLE 10 .4
ic)- ..4 /f\
CO 260M V MAX 25% WAL C Tt=
�7 .5 -
BE RATED 3 HOUR
M X. 12,05
8F 0 dc)
FIRE DEPT ACCESS PAT OPENING (106.64-165) ZN 013
TENMT 11r3% OF NUNN=
A S P H A L T A R E A 0) z (0
2 HOUR WALL 0
co %\1 1 --
POTENTIAL LEASED "P, P TABLE 602 00 00 0
0 1
TWCK AND CAR PARKING QVE RR L L z
.178 T,
CE
5ULDING V)
zz� k '101 OVERHEAD POWER <
U j,
P P LINE, APPROX. 241 SIAN 8F Rr---,mtz� PC MIT oo
4j C,) A S P H A L T A R E A D F 0[j.- 0. z
ABOVE GRADE TO
'0, 0 Ljj
LOWEST LOCAL M -i
PP N20*1 2'23"E Co.
trical -:r-_ w
C F- 00
co 16.12' POWER AND PHONE, z
Mbing
4�
N56*11'53"W APPROX 40' TO 5V 0 X <
1 3 N89*1 8'52"E
27.8 0i < 0) w
HIGHER VOLTAGE FIRE DEFARTM NT ACCESS ZZs Pipin T-
28.68' 00 IL U- V) 0)
7-
A S P H A L T TRANSMISSION LINES. DOORS AT 100'O.C. city Ot Tukw! a � A_I I
—w 80 A R E A f 31
SEE ELCTRICAL I, ILDING DIVI 10
0
CROSS- SECT IONS A S P H A L T SPRINKLER
A R E A
...........
C()
I
'4111 1 11 — - I
-Iz� 00 1 i \4
2z L
H
70
.59 5' LANDSCAPE
0 SH `���20' BUILDING S P
WMH CONCRETE EXTRUDED CUR13 GA PP 1N 87041)10)) w FR T -5-E TBACK, C14
COD ON
0
RIM=15.2' w 0 N 87-41'10" w 188.19, 202.89'
:::E:
w [AiB N 87015'46" E x x
� I I � �, � I!, PP G PP
N89'18'52"W w RUDED CURB R A S S G A
60' WIDE CONDEMNED BY THE CITY OF SEATTLE
CD
w N87*41'1 0"W CD
FOR PIPE LINE RIGHT OF WAY UNDER KING COUNTY to
POTENTIAL FIRE DEPT ACcEsS
w
SUPERIOR COURT CAUSE NO. 121648, PURSUANT CUR5 CUT WITH 5OLLARDS
TO CITY OF SEATTLE ORDINANCE NO. 37022. 2
TH S
-FREET =WAN�� R BLO zjF
REVISIONS CODE COMPL-IA E -
LUMINAIRE iPRIVATE� STREET APPIRIOVED
0"I'll No changassh,-
.ill to thp scnpp
I I I M ING AND of ""'ith014 Pnor approval of MAR P- .1, 2010
SITE STATISTIC,* FRONTAGE IMPRO TS NOT REQUIRED
04
ILDIN MR K5LIC WOR11<6 N=C-, Rs
5U G CODE: IBC 2 015 ZONING REQUIREMENTS- LEGAL DESCRIPTION: OWNER TO ENTER INTO rcquirea mv Plan submittai 0
AN AGGREEMENT FOR Fj�YMENT IN LIEW OF rand =Y-inc!Uda addihortW plan revicm, fees �-4 E --i
ZONING: MIC/H FRONT YARD SET BACK: 20 AND LYING SOUTHERLY OF: A LINE DRAWN
51T AREA;APPROX.5113 AC E ---q ,::� C
STRIJCTING STREET �IIMPROVEMENTS.
6 SF) SECOND FRONT 10'
PARALLEL WITH AND 38'3.23 FEET NORTH
INTERIOR SIDE YARDS 0'
SECTION 4 f=f;R ENERGY CODE: 0
BUILDING AREA:FOOTPRI 131,402 SF(43% , REAR YARD 01 OF THE SOUTH LINE OF SAID "4.
FUTURE FIRST FLOOR OFFI` E: 4,E00 SF MAXIMUM HEIGHT: 125' EXTENDED EASTi E --61TE FLAN SIX
EXCEPT THE SOUTH 60 FEET THEREOF AS 7 1. T14E BUILDING WILL USE ALL THE DEFAULT
WAREHOUSE: S2,S02 SF PROPOSED HEIGHT: 40'PANELS CONDEMNED IN KING COUNTY SUPERIOR NORTH SCALE: I VALUES AS A MIN. NEW 301 CURB UT FOR
PROPOSED COVERAGE: 43 %
TYPE OF CONSTRUCTION: 111 5 COURT CAUSE NO 121640 BY THE CITY OF 05-08- 1(0 2. LIGHTING WILL BE PER THE STATE ENGERY DJA CENT NEIG 5OR RECEIVED
SEATTLE FOR PIPELINE RIGHT-OF-WAY, 09-22-16 CODE CITY OF TUKWILA
SPRINKLERED ESFR LANDSCAPE: 11-29-11 z�
FRONT YARD: 5' PURSUANT TO ORDINANCE NO. 310221 SCOPE OF WORK- 3. MAX. 80% OF A 20 AMP BREAKER FOR ALL
5WITCHE5 F4 E--1
AND EXCEPT THAT PORTION THEREOF AS JAN 12 2018 1
0' TO CONSTRUCT A "31,40 SF FOOTPRINT 4. ALL EXTERIOR JOINTS TO DISSIMALR PERMIT CENTER
PER TABLE E706-2,51 OCCUPANCY, INTERIOR 01 CONDEMNED IN KING COUNTY SUPERIOR z
SPRINKLER I STORY = 10,000 SF
REAR COURT CAUSE NO. 46`21551 BY THE CITY OF WAREHOUSE, HIGH STORAGE (30' MATERIALS WILL BE CAULKED AND MADE AIR
1, SEATTLE FOR TRANSMISSION LINE CLEAR), WITH FUTURE Or+ICE (SEPARATE T1 TIGHT
WITH 3 SIDES SETBACK OVER 20 TAX ID NUMBER: 042304-'3014, PURPOSES, PURSUANT TO ORDINANCE NO. PERMIT) AND 455OCIA,�ED SITE WORK. 0 EXISTING DOU LE CUR15 CUT
10,000 SF +071500X.71!�) = 83,125 SF 032304-cJO213 REMOVE EXISTING 21,(on4 0 CONTINUOUS, L AVIE IN PLACE
62986, 1 SF BUILDING AND SEPARATE PERMITS:
PARKING: REQUIRED: OFFICE 4,E�00 SF(5%) LEGAL DESCRIPTION: AND EXCEPT THAT PORTION THEREOF AS PAVING AS REQUIRED. 1. HVAC
CONVEYED TO KING COUNTY FOR 2. REFRIGERATION
6 2-5/1000 11 CARS THAT PORTION OF THE SOUTHWEST WIDENING SAID EAST MARGINAL WAY 3. PLUMBING �:D
WAREHOUS 'B2,(B SPOI/2000=41 QUARTER OF THE 5OUTHWE5T QUARTER OF
SOUTH, RECORDED JUNE 0'3,1'385 UNDER FM 4. ELECTRICAL
TOTAL CAR co
IRED: 58 CARS SECTION 31 AND OF GOVERNMENT LOT 10 NEW 35, CURB LIT
RECORDING NO, 8,50601308151 1 PLAWN, IN 0
(4 HANDICAPED STALLS) IN 5ECTION 4+ OF TOWNSHIP 23 NORTH IN Permit Fjo, 5. SPRINKLER (E.SFR) 1!40 ChII APPROVE61R
I EXPAND EXIST G CURB
AND EXCEPT THAT PORTION THEREOF 2, (b. RACKING nges can be madig to thI)MC, CUT TO THE 50 H
TOTAL CARS SHOWN: E�13 RANGE 4 EAST W.M. IN KING COUNTY, LYING BELOW THE 500 FOOT VERTICAL I. SIGNAGE Planswithout approval fMM the
WASHINGTON, ALL LYTING BETWEEN: C) 0
DEPTH LEVEL BELOW THE SURFACE OF Plan ""4ew apPI 13 subled tO rrom and omlssiong.
T__� � �D
anning Division Of D00
THE EASTERLY MARGIN OF STAT ROAD NO HTE PROPERY, AS RESERVED UNDER Pi REMOVE RAMP Ex. v ---i E --q
Approval of construction dOcumOnt does not authorize
I (TUKWILA INTERNATIONAL BOULEVARD, the violation of any adopted code a CUR15CU��
RECORDING No ( M T --- I
o262412, RECORDED orcrinancO. Receipt APPMVed By: -
PACIFIC HIGHWAY SOUTH) AS CONVEYED RREQTIGN
BY DEEDS UNDER RECORDNING NO'S NOVEM5ER o%jc3(0j. Of approved Field COPY and condIU4ns is 8cknOW1809ed:
390c30471 AND 31301304c�i AND THE BY., TR#
WER5TERLY MARGIN OF EAST MARGINAL Date: 3 S 0
WAY SOUTH (STATE HIGHWAY 5-M,
DUWAMISH ROAD) RIGHT OF WAY+
City Of Tukwl'a
r -) = rl= I K I A ThA
BUILDING DIVI ION
CADocurnents and saftingswi UsersNDocurnents\CAD\2015\1 5-03 SEB 0 HORI f< 1
E 018 :45
509
VICINITY M�
Asphalt Pavement
CAP EXISTING 6EWERAT MAN
PROVIDE FOR FUTURE RE USE
IBUILDING
E
APPROX. LOCATION OF LU5E OIL PLUME
APPROX. r:,' DEEP TO 5E REMOVED AND
REMEDIATED. SEE LEVEL 2 AS6ESMENT
L
51TE AN EX15TING EDEt"*-'410
SCALE: I " = 40'
20.12' TRANSIT GUI DEWAY EASEMENT
FOR CENTRAL PUGET SOUND REGION/
TRANSIT AUTHORITY. REC. NO. 20040
I. DISCONNECT ALL UTILITIES TO THE CODE COMPILIANCE
con
APPROVED
EX16TING IBUILDING AND STRUCTURES:
MAR j;
2. CAP ALL EXISTING UTILITIES PER
GOVERNING AGENCT AT THE PROPERTT
L INE
G.0
EEL, (7,j r"I", -P.!L'
3. RECTCLE AS MUCH AS P05515LE (STE 1, 1 M
ASPHALT, CONCRETE, ETC)
4. SEE CIVIL ENGINEERING PLANS FOR
TEMPORART ERROSION CONTROL AND GRADE
AND FILL
E) FOR FUTRUE CREDIT ON PLUM51NG FIXTURES, R E r"" ' EIVED
Ufy OF TUK%IVILA
TH15 5UILDING HAS (o TOILETS, 3 URINALS, (o SINKS,
3 FLOOR DRAINS, AND 4 HOSE 51555, DEC 0 7 2016
PERIMIT CENTER
CADocuments and Setfings\All Users\Documents\CAD\201 5\1 5-03 SEBCO HORIZON FORD\for permit\ARCHITECTIJRAL\CD's 12-07-16\SD-2.dwg,
C14 >
Uj
Uj
Uj
0
Z
tu
OL C)
(L U_
z
0 (3 U_ U_
U_ LU
CL
W E >
0 =3 73
U)
Li
0
c� c�
> a_ (0
0
r) Z
Z
0 Ld
00
(D F-
<
LLJ
(f) 0)
R
D
Building
Conc. Pavement
Water Line
—W—
Gas Line
Sanitary Sewer Line
_SS_
Storm Drain
—SD—
Underground Power
—P—
Underground Telephone
—T—
—TV —
Underground Television
CAP EXISTING 6EWERAT MAN
PROVIDE FOR FUTURE RE USE
IBUILDING
E
APPROX. LOCATION OF LU5E OIL PLUME
APPROX. r:,' DEEP TO 5E REMOVED AND
REMEDIATED. SEE LEVEL 2 AS6ESMENT
L
51TE AN EX15TING EDEt"*-'410
SCALE: I " = 40'
20.12' TRANSIT GUI DEWAY EASEMENT
FOR CENTRAL PUGET SOUND REGION/
TRANSIT AUTHORITY. REC. NO. 20040
I. DISCONNECT ALL UTILITIES TO THE CODE COMPILIANCE
con
APPROVED
EX16TING IBUILDING AND STRUCTURES:
MAR j;
2. CAP ALL EXISTING UTILITIES PER
GOVERNING AGENCT AT THE PROPERTT
L INE
G.0
EEL, (7,j r"I", -P.!L'
3. RECTCLE AS MUCH AS P05515LE (STE 1, 1 M
ASPHALT, CONCRETE, ETC)
4. SEE CIVIL ENGINEERING PLANS FOR
TEMPORART ERROSION CONTROL AND GRADE
AND FILL
E) FOR FUTRUE CREDIT ON PLUM51NG FIXTURES, R E r"" ' EIVED
Ufy OF TUK%IVILA
TH15 5UILDING HAS (o TOILETS, 3 URINALS, (o SINKS,
3 FLOOR DRAINS, AND 4 HOSE 51555, DEC 0 7 2016
PERIMIT CENTER
CADocuments and Setfings\All Users\Documents\CAD\201 5\1 5-03 SEBCO HORIZON FORD\for permit\ARCHITECTIJRAL\CD's 12-07-16\SD-2.dwg,
C14 >
Uj
Uj
Uj
0
Z
tu
OL C)
(L U_
z
0 (3 U_ U_
U_ LU
CL
W E >
0 =3 73
U)
Li
0
c� c�
> a_ (0
0
r) Z
Z
0 Ld
00
(D F-
<
LLJ
(f) 0)
R
D
8
WANE) ICAF 5TALL IGN
1�,/ NOT TO SCALE
TACTILE WARNING ON 50TH SIDES
SLOPE
at HP I
L.oll__ t-1 / I V_W
SITE NOTES:
PROVIDE TACTILE WARNING AREAS AT ALL GRADE
TRANSITIONS,AT WHEEL CHAIR CUTS, AND AT
TERMINATION ENDS. TACTILE WARNING SHALL 5E
MINIMUM FULL WIDTH OF WALK OR 5', SHALL 5r= 3'
IN LENGTH, WITH 1/2" MESH PATTERN.
TACTILE WARNING
NOT TO SCALE
NEW 4" CONCRETE
SIDEWALK
NEW CONCRETE
SIDEWALK
4
4 A,:
/NEW ASFHALT
SCALE: 3/4" - 11-011
EXTRUDE[) CONIC. CURB
SET IN MASTIC
ASPHALT PAVING
ELEVATION
PLAN
SECTION
4 )" 1 1-Nul" %'0%00" "or" SECTION
SCALP: 1-1/2' 2 11-011
I -A
cc
RE
)DUMPSTER ELEVATION
SCALE, 1/4" = V-0"
CHAINLINK PENCE
4 GATE UJ/
REOUJO(
ro" 0 5TI
GALV4
EM15EDI
5ELOLU
SECTION _\ UMPSTER ELEVATION
(20)RALE, 1/4" = V-0"
=
METAL SIGN, PAINTED
BLUE LETTERING ON
RESERVE
WHITE BACKGROUND
(SEE WASH. STATE AMENDS.
PARKIN
11012.4 FOR CHARACTER
PROPORTION AND HEIGHT).
INTERNATIONAL SYM50L
OF ACCESS SHALL BE
WHITE ON BLUE BACKGROUND
STATE DISABLED PARKIN
(11012.� WASH. ST. AMENDS).
PERMIT REQUIRED
60" ABOVE GROUND SURFACE
OF PARKING SPACE
VAN ACCESSIBLE
PROVIDE "VAN ACCESSIBLE" SIGN
MOUNTED BELOW RESERVED PARKING
SIGN AT VAN ACCESS15LE SPACE
PER SITE PLAN.
8
WANE) ICAF 5TALL IGN
1�,/ NOT TO SCALE
TACTILE WARNING ON 50TH SIDES
SLOPE
at HP I
L.oll__ t-1 / I V_W
SITE NOTES:
PROVIDE TACTILE WARNING AREAS AT ALL GRADE
TRANSITIONS,AT WHEEL CHAIR CUTS, AND AT
TERMINATION ENDS. TACTILE WARNING SHALL 5E
MINIMUM FULL WIDTH OF WALK OR 5', SHALL 5r= 3'
IN LENGTH, WITH 1/2" MESH PATTERN.
TACTILE WARNING
NOT TO SCALE
NEW 4" CONCRETE
SIDEWALK
NEW CONCRETE
SIDEWALK
4
4 A,:
/NEW ASFHALT
SCALE: 3/4" - 11-011
EXTRUDE[) CONIC. CURB
SET IN MASTIC
ASPHALT PAVING
ELEVATION
PLAN
SECTION
4 )" 1 1-Nul" %'0%00" "or" SECTION
SCALP: 1-1/2' 2 11-011
I -A
cc
RE
)DUMPSTER ELEVATION
SCALE, 1/4" = V-0"
CHAINLINK PENCE
4 GATE UJ/
REOUJO(
ro" 0 5TI
GALV4
EM15EDI
5ELOLU
SECTION _\ UMPSTER ELEVATION
(20)RALE, 1/4" = V-0"
=
% 1%
SECTION
DUMPSTER ELEVATION
SCALD 1/4' = l' -O'
PAINTED TILT -UP
CONCRETE W1 HORZ.
REVEALS
DUMPSTER ro'-5"
w x 51-101, D x
1'-0" H OR ro'-3"
H
CONIC.
r-1 Am
SLOPE
1/811/
FOOT
SECTION
4'-311W x 1'-0" TALL
CHAIN LINK W1 REDUJOGD-
SLATS
rjo_'�DLIMPSTER PLAN
SCALD 1/4" = l'—OA'
-------------------------------- -
ro" 0 STEEL
FGALVANIZED POST
EM151EDED IN 6ONS. 2'
pw_
m
10
di,
(P
/7-k
SECTION
REVIEWED F,OR
'C OM - e- 0 M f, " H. M C E
APPROVED
MA
�4b_ d
RECEIVED
CITY OF TUKVVILA
DEC 0 7 2016
PERMIT CENTER
CADocuments and Seffings\All Users\Documents\CAD\2015\15-03 SEBCO HORIZON FORD\for permit\ARCHITECTURAL\CD's 12-07-16\SD-1,SD-3,AI-A7,El.dwg,
0
C) c)
�D
cf) E-1
SD SD SD OUTCROP IkOCK AND
S11 __� WASHED COBBLE.
SD SD SD _.. , I
F SEENOTE#
646.64
_T N-4- W�w_
L
r
HYDRANT HYDRANT
It
37
4�
1K,
V it
01
YP E
I Emma=
vo—
_37
_j BARK M01:09_,0NLY It
1? 0 ____ __1/ 7 C) Itt\ (-n
C)
Cl)
\N1
C'V V_
C.)
all, S6' it
H ONLY
PROPOSCD BUILDN\G
7//
WMH
1=15.2"
'5
------------------------ W -------- N87-41'10"W�±qQ --------- A EXTRUDED C
1140ZI 10 j/_ vv 60' WIDE CONi)-EMNEU HY I HE UI I Y UF SEA I ILE
--- - ------------- U - ------------
0 ------ ------- C
_0 FOR PIPE LINE RIGHT OF WAY UNDER KING COUN'T RB+.Qo
------------ ------------
SUPERIOR COURT CAUSE NO. 121648, PURSUANT
LINE OF SE 1/4, SEC 4, TWP,23 N, RGE_ 4 E, W.M.- TO CITY OF SEATTLE ORDINANCE NO. 37022. 4 3 SPEED LIMIT
SOUTH 112TH STREET _CD SIGN 35
S LINE- OF SW 1/4, SEC 3 TWP 23 N, RGE 4 E, W.M.
N LINE OFNSE 1/4, SEC 9. TWP 23 N. RGF 4 F W M - — I imu nr kits, A - - —_ - - — 1`0
PLANT SCHEDULE
SYMBOL
BOTANICAL NAME / COMMON NAME
QTY
SIZE
LANDSCAPE CONTRACTOR TO CLEAR AND GRUB ALL AREAS WITHIN CLEARING
DECIDUOUS TREES
B & B PLANTS TO BE DUG AND SECURED PRIOR TO END OF MARCH. WRITTEN
LIMITS. AREAS OUTSIDE OF CLEARING LIMITS SHALL NOT BE DISTURBED.
ACER CIRCINATUM / VINE MAPLE x
20
MIN. 2" CAL.
0-
CARPINUS BETULUS 'FASTIGIATA' / PYRAMIDAL EUROPEAN HORNBEAJ�,,,
4
MIN. 2" CAL.
TO BE SET AT 8" MINUS FINISH ELEVATION EXCEPT AS NOTED. THESE AREAS TO
GINKGO BILOBA 'PRINCETON SENTRY' / PRINCETON SENTRY GINKGO
5
MIN. 2" CAL. –
RECEIVE IMPORTED 3 -WAY TOPSOIL TO A MINIMUM DEPTH OF 12". SUBGRADE
ULMUS 'FRONTIER' / FRONTIER ELM `4
4
MIN. 2" CAL.
TO BE SCARIFIED TO A DEPTH OF 12-18" AND ALL SPOILS (ROCK & DEBRIS > 2" DIA.)
CONIFEROUS TREES
PLANT TABS AT MANUFACTURES RECOMMENDED RATE.
TO BE REMOVED PRIOR TO INSTALLATION OF NEW TOPSOIL. INSTALL PROFESSIONAL
GROWERS BLEND TOPSOIL MIX PROVIDED BY LLOYD'S ENTERPRISES, INC (253-874-6692)
THUJA PLICATA 'EXCELSA' / WESTERN RED CEDAR
14
-MIN. 6' HT.
INSTALL TOPSOIL IN TWO LIFTS OF 6" EACH. ROTOTILL EACH LIFT TO A DEPTH OF 8"
PRIOR TO PLANTING TO ENSURE ACCEPTABLE QUALITY. LANDSCAPE ARCHITECT
INTO SUBGRADE. ALL EXISTING BEDS THAT ARE SHOWN TO RECEIVE NEW PLANTING
-EVERGREEN SHRUBS
TO ALSO BE PRESENT DURING PLANT INSTALLATION TO ASSURE PROPER
10 HAVE EXISTING IVY DAMAGE TREE ROOTS.
MANTHU-S-H,.- - VARIEGATED OSMANTHUS
9
MIN. 18" H T.,' 5 GAL.
WINTER MIX B ADDED TO A 2 REPLACING U vwvl 1
NICA / P 0 GAL LAUREL
52
MIN. 18" HT.,'5 GAL.
WINTER MIX TO CONSIST OF 40% BY VOLUME NATIVE SOIL, 40% BY VOLUME SAND,
PRUNUS L. 'OTTO LUYK OTTO LUYKEN LAUREL
82
MIN. 18" H T., 5 GAL.
.0–
TAXUS X MEDIA `HICKSII' / HICKS YEW
8
MIN. 18" HT., 5 GAL.
0—
TAXUS 'DARK GREEN SPREADER' / SPREADING YEW
30
MIN. 18" HT., 5 GAL.
SOILS TEST PROVIDED BY A APPROVED SOIL TEST LABORATORY FOR NEW PLANTING.
VIBURNUM DAVIDII / DAVIDI
23
MIN. 18" HT., 5 GAL.
ALL NEW PLANTING BEDS TO HAVE FINE BARK MULCH TO A MINIMUM
DECIDUOUS SHRUBS
TO DETERMINE 100 PERCENT COMPLETION OF THE CONTRACTED WORK, ALL
0—
BERBERIS T. 'ROSE GLOW' / ROSE GLOW BARBERRY
20
MIN. 18" HT., 5 GAL.
ALL PLANT MATERIAL HAS BEEN SELECTED TO BE DROUGHT TOLERANT.
SPIRAEA JAPONICA 'ANTHONY WATERER' / ANTHONY WATERER SPIREA
33
MIN. 18" HT., 5 GAL.
ED
SPIRAEA JAPONICA 'LITTLE PRINCESS' / LITTLE PRINCESS SPIREA
14
MIN. 18" HT., 5 GAL.
BEFORE FINAL ACCEPTANCE OF WORK BY OWNER.
GROUNDCOVER
�, 1
�
GROUND COVER TO EXTEND UNDER ALL DECIDUOUS TREE CANOPIES AT THE
ARCHTOSTAPHYLOS UVA-URSI / KINNIKINNICK
1,500
4" POT @ 12" O.C.
SPECIFIED SPACING TO PROVIDE COMPLETE COVERAGE IN ALL PLANTING BEDS
COTONEASTER DAMERII / BEARBERRY -
2,500
1 GAL. @ 24" O.C.
DESIGNATED TO RECEIVE GROUND COVER. GROUNDCOVE_R BENEATH EVERGREEN
GERANIUM X CANTABRIGIENSE 'CAMBRIDGE' / CRANSBILL
300
4" POT @ 12" O.C.
LOW GROW HYDROSEED MIX
APPLY AT A RATE OF
40% DWARF TALL FESCUE
80 LBS. / ACRE
APPLY HYDROMULCH
30% DWARF PERENNIAL RYE "BARCLAY"
AT A RATE OF
25% RED FESCUE
1,500 LBS. / ACRE
5% COLONIAL BENTGRASS
NOTE:
PLANT MATERIAL HAS BEEN SELECTED TO BE DROUGHT TOLERANT
NOTES
1.
LANDSCAPE CONTRACTOR TO CLEAR AND GRUB ALL AREAS WITHIN CLEARING
9.
B & B PLANTS TO BE DUG AND SECURED PRIOR TO END OF MARCH. WRITTEN
LIMITS. AREAS OUTSIDE OF CLEARING LIMITS SHALL NOT BE DISTURBED.
CONFIRMATION FROM NURSERY TO BE PROVIDED TO THE CITY OF TUKWILA.
2.
ALL NEW LANDSCAPE AREAS ADJACENT TO BUILDINGS AND WITHIN PARKING LOT
10.
ALL NEW PLANTINGS TO BE FERTILIZED WITH STARTER FERTILIZER- 2-4-2, OR
TO BE SET AT 8" MINUS FINISH ELEVATION EXCEPT AS NOTED. THESE AREAS TO
APPROVED EQUAL, APPLIED AT MANUFACTURES RECOMMENDED RATE. TREES
RECEIVE IMPORTED 3 -WAY TOPSOIL TO A MINIMUM DEPTH OF 12". SUBGRADE
AND SHRUBS ADDITIONALLY BE FERTILIZED WITH AGSAFE 20-10-5, 21 GRAM
TO BE SCARIFIED TO A DEPTH OF 12-18" AND ALL SPOILS (ROCK & DEBRIS > 2" DIA.)
PLANT TABS AT MANUFACTURES RECOMMENDED RATE.
TO BE REMOVED PRIOR TO INSTALLATION OF NEW TOPSOIL. INSTALL PROFESSIONAL
GROWERS BLEND TOPSOIL MIX PROVIDED BY LLOYD'S ENTERPRISES, INC (253-874-6692)
11
LANDSCAPE ARCHITECT TO INSPECT AND APPROVE ALL PLANT MATERIAL
INSTALL TOPSOIL IN TWO LIFTS OF 6" EACH. ROTOTILL EACH LIFT TO A DEPTH OF 8"
PRIOR TO PLANTING TO ENSURE ACCEPTABLE QUALITY. LANDSCAPE ARCHITECT
INTO SUBGRADE. ALL EXISTING BEDS THAT ARE SHOWN TO RECEIVE NEW PLANTING
TO ALSO BE PRESENT DURING PLANT INSTALLATION TO ASSURE PROPER
10 HAVE EXISTING IVY DAMAGE TREE ROOTS.
PLANTING.
WINTER MIX B ADDED TO A 2 REPLACING U vwvl 1
12.
BURLAP TO BE COMPLETLY REMOVED FROM ALL"B'& B PLANTMATERIAL.
WINTER MIX TO CONSIST OF 40% BY VOLUME NATIVE SOIL, 40% BY VOLUME SAND,
AND LOOSEN ROOTS OF POTTED PLANTS PRIOR TO BACKFILLING,OF PLANTING.
AND 20% BY VOLUME COMPOST. PROFESSIONAL GROWERS BLEND TOPSOIL MIX TO BE
13.
ALL NEW LANDSCAPE PLANTING TO BE IRRIGATED WITH A COMPLETELY AUTOMATIC
UNIFORMLLY AMENDED FOR FERTILITY AND PH AS RECOMMENDED BY A CURRENT
IRRIGATION SYSTEM. IRRIGATION SYSTEM TO HAVE A ET/RAIN SENSOR
SOILS TEST PROVIDED BY A APPROVED SOIL TEST LABORATORY FOR NEW PLANTING.
14.
LANDSCAPE ARCHITECT TO INSPECT AND 'APPROVE LANDSCAPE'AND IRRIGATION
3.
ALL NEW PLANTING BEDS TO HAVE FINE BARK MULCH TO A MINIMUM
TO DETERMINE 100 PERCENT COMPLETION OF THE CONTRACTED WORK, ALL
DEPTH OF 2". EXISTING BEDS TO BE MULCHED AS NOTED.
PUNCH LIST ITEMS, AND THAT THE PROJECT IS ACCEPTED AS COMPLETE BY
4.
ALL PLANT MATERIAL HAS BEEN SELECTED TO BE DROUGHT TOLERANT.
THE OWNER AND THE CITY OF TUKWILA.
LANDSCAPE CONTRACTOR TO BE RESPONSIBLE FOR ALL WATERING AS REQUIRED
15.
OUTCROP ROCK TO BE 2 -MAN BANDERA WEATHERED GRANITE. A MINIMUM OF 6 TONS OF
BEFORE FINAL ACCEPTANCE OF WORK BY OWNER.
ROCKS TO BE PROVIDED. WASHED RIVER ROCK TO BE 5-15" DIA. FRONTIER RIVER ROCK
5.
GROUND COVER TO EXTEND UNDER ALL DECIDUOUS TREE CANOPIES AT THE
WASHED ROCK TO BE INSTALLED TO A MINIMUM DEPTH OF 6" TO COMPLETELY COVER SOIL.
SPECIFIED SPACING TO PROVIDE COMPLETE COVERAGE IN ALL PLANTING BEDS
BOTH AVAILABLE AT MARENAKOS ROCK CENTER 425-392-3313, OR APPROVED EQUAL.
DESIGNATED TO RECEIVE GROUND COVER. GROUNDCOVE_R BENEATH EVERGREEN
SEE DETAIL #5 ON SHEET L-2.
TREES TO BE MAINTAIN A 3' CLEARANCE FROM BASE OF TRUNK.
6. LANDSCAPE DRAWINGS ARE BASED ON THE SITE PLANS PREPARED BY
DAVID KEHLE ARCHITECTS. IMMEDIATELY NOTIFY LANDSCAPE ARCHITECT OF
ANY FIELD CHANGES TO THE SITE PLANS WHICH MAY REQUIRE
ADJUSTMENT OF DESIGN.
7. REFER TO CIVIL ENGINEERING DRAWINGS FOR GRADING AND DRAINAGE
INFORMATION, IMMEDIATELY NOTIFY LANDSCAPE ARCHITECT OF ANY ADVERSE
DRAINAGE CONDITIONS WHICH MAY AFFECT THE HEALTH OF PLANT MATERIAL.
8. NO PRE -EMERGENT HERBICIDES TO BE USED ON THE PROJECT SITE
DURING THE FIRST. YEAR WARRANTY PERIOD.
LEGEND
5-15" DIA. WASHED RIVER ROCK MULCH
000 2 -MAN WEATHERED GRANITE OUTCROP ROCK
C00F,. 010 RVF,9�4dE
A F1 P ROV E D
MAR III-- �� 2-013
C, �11� _0�lfl
LANDSCAPE PL
Landscape Architecture
Site Planning Irrigation
16630 30th Dr. S.E.
Bothell, WA 98012
phone (425) 417-4609
11000 BUILDING
LOCATION:
TUKWILA, WA
CLIENT:
SEBCO, INC.
4020 EAST MADISON ST.
SEATTLE, WA 98112
NO. DATE REVISION
12.02.2016 PERMIT
STATE OF
WASHINGTON
REGISTERED
441*
WIWAM A. BROWN
CERTIFICATE NO. 501
DATE
11.28.2016
PROJECT NO.
201633
Eno=
TITLE
LANDSCAPE
PLAN
0 15' 30' 60' 120'
SHEET NUMBER
SCALE: 1 30 '001
SHEET SIZE: 24�'x 36" AT 100%
REC,EIVED
CffY OF TUKWILA
DEC 0 7 2016
PERMIT CENTER
CURB OR HEADER
NOTE: SPACING TO BE TRIANG. PER DISTANCE
SHOWN ON PLANT SCHEDULE
GROUND COVER SPACING
NTS
WEATHERED GRANITE OUTCROP --
ROCKS TO BE SET FIRM WITHIN
COMPACTED SUBGRADE. APPROX.
1/3 OF ROCK BELOW GRADE.
WASHED RIVER ROCK -
TO A MIN. DEPTH OF 6"
CONCRETE CURB
ASPHALT
PAVING � a
NOTE:
ROCK OUTCROP TO CONSIST OF
WEATHERED, GRANITE 2 MAN ROCK.
SET ROCK WITH ALL EXPOSED
SIDES SLOPING OUT AND AWAY
FROM TOP OF ROCK.
LANDSCAPE ISLAND WITH ROCK
NTS
Lo
CD
RIVER ROCK -l"
BELOW T.O.C.
COMPACTED SUBGRADE. GRADED
TO DRAIN.
,&I
v I I Iv ul- 41%
DIA. OF ROOTBALL
SHRUB PLANTING
NTS
SET CROWN AT NURSERY
HEIGHT
BARK MULCH PER SPECS
BACKFILL TO CONSIST
OF TOPSOIL PER SPECS.
ADD FERTILIZER PER
SPECS
SCARIFY ROOTBALL ON
CONTAINER MATERIAL.
REMOVE ALL BURLAP
ON B&B MATERIAL
PLANT TREES HIGH
ENOUGH TO ALLOW
POSITIVE DRAINAGE
AWAY FROM ROOTBALL
TREE STAKING
7
j NTS
-V�
DIA. OF ROOTBALL
SECURE TRUNK WITH DOUBLE
STRAND OF 14 GAUGE GALV.
WIRE WRAPPED IN CLEAR
VINYL. TWIST TIGHT
2" DIA. "BVC" LODGEPOLE
PINE TREE STAKES WITH
6" CONICAL POINT
36" DIA. TREE WELLS IN
LAWN AREAS. FILL WITH
2" OF SPECIFIED MULCH
REMOVE ALL BURLAP
AND WIRE BASKETS
BACKFILL PIT WITH 50%
TOPSOIL AND 50% NATIVE
SOIL. ADD SPECIFIED
FERTILIZER TO MIX
REMOVE ADDITIONAL ASPHALT/CON CRETE AS REQUIRED
TO INSTALL IRRIGATION HEADS ADJACENT TO
CURB. -
ESTABLISH CROWN AS INDICATED
CONCRETE CUR MULCH PER PLAN
ASPHALT SOD -0"
PAVING I ; MULCH -1 it
LANDSCAPE ISLAND
NTS
Tk
IMPORT TOPSOIL AS SPECIFIED
REMOVE PAVING & CRUSHED ROCK
AS INDICATED. SCARIFY EXISTING
SUBGRADE TO DEPTH OF 6" AND
BACKFILL WITH. IMPORT TOPSOIL
PER NOTES
PAVING/CRUSHED TOP COURSE
REVIEWED FOR
coDe-ccmpUrxp'-c
APPROWED
MAR 2 1 2010
11
I 1r ['� I k
yl. OT I uivxlull
SHEET SIZE: 24" x 36" AT
LOCATION:
TUKWILA, WA
CLIENT:
SEBCO, INC.
4020 EAST MADISON ST.
SEATTLE, WA 98112
NO. DATE REVISION
12.02.2016 PERMIT
STATE OF
WASHINGTON
REGISTERED
4591*
WIWAM A. BROWN
CERTIFICATE NO. 501
DATE
11.28.2016
PROJECT NO.
201633
LANDSCAPE
DETAILS
SHEET NUMBER
Cr-=IVEI=
F T(JKWILA
DEC 0 7 2016
PERMI I' i'ER
All
BARK MULCH
EDGE OF BED
171
CURB OR HEADER
NOTE: SPACING TO BE TRIANG. PER DISTANCE
SHOWN ON PLANT SCHEDULE
GROUND COVER SPACING
NTS
WEATHERED GRANITE OUTCROP --
ROCKS TO BE SET FIRM WITHIN
COMPACTED SUBGRADE. APPROX.
1/3 OF ROCK BELOW GRADE.
WASHED RIVER ROCK -
TO A MIN. DEPTH OF 6"
CONCRETE CURB
ASPHALT
PAVING � a
NOTE:
ROCK OUTCROP TO CONSIST OF
WEATHERED, GRANITE 2 MAN ROCK.
SET ROCK WITH ALL EXPOSED
SIDES SLOPING OUT AND AWAY
FROM TOP OF ROCK.
LANDSCAPE ISLAND WITH ROCK
NTS
Lo
CD
RIVER ROCK -l"
BELOW T.O.C.
COMPACTED SUBGRADE. GRADED
TO DRAIN.
,&I
v I I Iv ul- 41%
DIA. OF ROOTBALL
SHRUB PLANTING
NTS
SET CROWN AT NURSERY
HEIGHT
BARK MULCH PER SPECS
BACKFILL TO CONSIST
OF TOPSOIL PER SPECS.
ADD FERTILIZER PER
SPECS
SCARIFY ROOTBALL ON
CONTAINER MATERIAL.
REMOVE ALL BURLAP
ON B&B MATERIAL
PLANT TREES HIGH
ENOUGH TO ALLOW
POSITIVE DRAINAGE
AWAY FROM ROOTBALL
TREE STAKING
7
j NTS
-V�
DIA. OF ROOTBALL
SECURE TRUNK WITH DOUBLE
STRAND OF 14 GAUGE GALV.
WIRE WRAPPED IN CLEAR
VINYL. TWIST TIGHT
2" DIA. "BVC" LODGEPOLE
PINE TREE STAKES WITH
6" CONICAL POINT
36" DIA. TREE WELLS IN
LAWN AREAS. FILL WITH
2" OF SPECIFIED MULCH
REMOVE ALL BURLAP
AND WIRE BASKETS
BACKFILL PIT WITH 50%
TOPSOIL AND 50% NATIVE
SOIL. ADD SPECIFIED
FERTILIZER TO MIX
REMOVE ADDITIONAL ASPHALT/CON CRETE AS REQUIRED
TO INSTALL IRRIGATION HEADS ADJACENT TO
CURB. -
ESTABLISH CROWN AS INDICATED
CONCRETE CUR MULCH PER PLAN
ASPHALT SOD -0"
PAVING I ; MULCH -1 it
LANDSCAPE ISLAND
NTS
Tk
IMPORT TOPSOIL AS SPECIFIED
REMOVE PAVING & CRUSHED ROCK
AS INDICATED. SCARIFY EXISTING
SUBGRADE TO DEPTH OF 6" AND
BACKFILL WITH. IMPORT TOPSOIL
PER NOTES
PAVING/CRUSHED TOP COURSE
REVIEWED FOR
coDe-ccmpUrxp'-c
APPROWED
MAR 2 1 2010
11
I 1r ['� I k
yl. OT I uivxlull
SHEET SIZE: 24" x 36" AT
LOCATION:
TUKWILA, WA
CLIENT:
SEBCO, INC.
4020 EAST MADISON ST.
SEATTLE, WA 98112
NO. DATE REVISION
12.02.2016 PERMIT
STATE OF
WASHINGTON
REGISTERED
4591*
WIWAM A. BROWN
CERTIFICATE NO. 501
DATE
11.28.2016
PROJECT NO.
201633
LANDSCAPE
DETAILS
SHEET NUMBER
Cr-=IVEI=
F T(JKWILA
DEC 0 7 2016
PERMI I' i'ER
INTERANALL-r- ILLUMINATED
EXIT SIGN WITH PATHWAY
LIGHTS, 5ATTERY E3ACK UP
DOOR 5GHEDULE:PROVIDE LEVER HANDLES ON
ALL DOORS
1,14 31-oll x 11-oll STOREFRONT DOOR, ALUMINUM
FRAME, EXIT PADDLE INSIDE, KEYED OUTSIDE,
CLOSER, MAX. 1/211 THRESHOLD, WEATHERSTRIP
(U=O,(oO)
2-13
31-oll x 11-oll H. MTL DOOR INSULATED, H. MTL
15,23,31
FRAME, LOCKSET (INSDIE HANDLE TURNS FREELY
34,52
TO EXIT), 1- 1/2 NRP 5UTTS, CLOSER, MAX. 1/2
THRESHOLD, LATCH GUARD, DRIP CAP,
WEATHER5TRIP (U=0,31) (3,4 ARE 2 HOUR RATED)
16,32,33
12'XI4' OVERHEAD DOOR, 2 " Ef=S INSULATION,
51
WEATHERSTRIP, SLIDE LATCH (U=0.21)
11-22,24-30
VX10'OVERHEAD DOOR, 211 EP5 INSULATION,
35 -3c5,41 -r:)0 WEATHER STRIP, SLIDE LATCH, WITH DOCK SEALS
(U=0,21)
31B
13'XIO' COILING OVERHEAD DOOR, 3/4 HOUR RATED,
WEATHERSTRIP, SLIDE LATCH, DOCK SEALS
40
3'-O'X 1'-0" H. MTL DOOR INSULATED FIRE RATED
3/4 HOUR, H. MTL FRAME, LOCKSET (INSIDE
HANDLE TURNS FREELY TO EXIT), 1 1/2 NRP
IBUTT6, CLOSER, MAX 1/2" THRESHOLD, LATCH
GUARD, DRIP CAP, WEATHER5TRIP (U=0.31)
E73 -5(0
ll'X]2' COIL ING OVERHEAD 3 HOUR RATED FIRE
E
DOOR WTH SMOKE ACTIVATION OR CLOSE WITH
POWER 055 TO SMOKE DETECTOR. NOT LIMITED To
15(o SF PER 106.0 EXCEPTION 2. MAX WIDTH OF
PROTECTED OPENING 15 25% OF WALL LENGTH
= 45' MAX,
FIRE RATED OPENINGS:
1. IN 3 HOUR FIRE WALL PER TA5LE 10(o.4, MAX. WIDTH -OF
OPENING 15 2r;)% OF OVERALL LENGHT.
2. FIRE WALL HORIZONTAL PROTECTION, PER 106.5.2, WALL TO
5E RATED I HOUR FOR 4'EACH 50E OF WALL WITH 3/4 HOUR
PROTECTEC) OPENINGS.
3. AT NON CONCEALED OVERHANGS, NO EXTENSION REQUIREC)
IF I HOUR WALL PROTECTION FOR 4' EACH SIDE,
FUTURE OFFICE: 4,500 6F 2.5/1000 = 11 CARS
WAREHOUSE: 93,432 5F 1/2000 = 41 CARS
TOTAL CARS REQUIREID: 50 CARS
TOTAL CARS SHOWN, 55 CARS
REVI EWfED FOR
COQF- CONPIPWANCE
APPROVED
MAR 2 11 2010
RECEIVED -
CITY OF TUKWILA
DEC 0 7 20%
PERMIT CENTER
rq;;,EL IM WE%5T FLOOR FLAN
NORTH SCALE: 1116" = I'-011
3 2.
CADocuments and Settings\All Users\Documents\CAD\2015\15-03 SEBCO HORIZON FORD\forpermit\ARCHITECTURAL\CD'sl2-07-16\SD-1,SD-3,Al-A7,El.dwg,A-1,
0
ZZ
E -Ii
E
�D
C:)
�D
CADocuments and Settings\All Users\Documents\CAD\2015\15-03 SEBCO HORIZON FORD\forpermit\ARCHITECTURAL\CD'sl2-07-16\SD-1,SD-3,Al-A7,El.dwg,A-1,
DOOR 5GHEDULE:PROVIDE LEVER HANDLES ON
ALL DOORS
1,14 V-0" X 1'-0" STOREFRONT DOOR, ALUMINUM
FRAME, EXIT PADDLE INSIDE, KEYED OUTSIDE,
CLOSER, MAX. 1/2" THRESHOLD, WEATHER6TRIP
(Umo.(00)
2-13 3'-0" X 1'-0" H. MTL DOOR INSULATED, H. MTL
15,23,31 FRAME, LOCK5ET ON6DIE HANDLE TURNS FREELY
34,E�2 TO EXIT), 1 1/2 NRP 5UTT5, CLO5ER, MAX. 1/211
THRESHOLD, LATCH GUARD, DRIP CAP,
WEATHERSTRIP (U=0.31) (3,4 ARE 2 HOUR RATED)
16,32,33 12'XI4'OVERHEAD DOOR, 2" EP6 INSULATION,
Efl WEATHER5TRIP, SLIDE LATCH (U=0.21)
11-22,24-30 VX10- OVERHEAD DOOR, 211 EP6 INSULATION,
35-3,5,41-E�O WEATHER STRIP, SLIDE LATCH, WITH DOCK BEALS
(U=O-?I)
3 Ci 'B'XIO' COILING OVERHEAD DOOR, 3/4 HOUR RATED,
WEATHER5TRIP, SLIDE LATCH, DOCK 8EAL5
40 3'-O'X 1'-0" H. MTL DOOR INSULATED FIRE RATED
3/4 HOUR, H. MTL FRAME, LOCK5ET (INSIDE
HANDLE TURNS FREELY TO EXIT), 1 1/2 NRF
IBUTT5, CLOSER, MAX 1/211 THRESHOLD, LATCH
GUARD, DRIP CAP, WEATHER5TRIP (U=031)
WALL T*rf=El.
A FULL HEIGHT (o"Xia GA STEEL STUD AT 24" O.C. WITH
DEFLECTION TRACK AT HEAD TO ROOF, E�/V' GYP BID EACH
SIDE.
FUTURE OFFICE: 4,E�00 5F 6 2.5/1000 = 11 CARS
WAREHOUSE: 93,432 SF Q 1/2000 = 41 CARS
TOTAL CARS REQUIRED: 50 CARS
TOTAL CARS SHOWN: 5c5 CAR5
(D
E..
Z Z
C:)
REVIEWED FOR
CODE—Ct MsMANCE—
APPROVED
MAR R Z018
RECEIVED
CITY OF TUKWILA
DEC 0 7 2016 0
PERMIT CE[41'ER
E --q
INTERANALLY ILLUMINATED PRELIM EA5T FLOOR FLAN
EXIT 6IGN WITH PATHWAY or, J�� -%
LIGHTS, BATTERY BACK UP NORTH SCALE: 1116" = 1'-011 32
CADocuments and Seffings\All Users\Documents\CAD\2015\15-03 SEBCO HORIZON FORD\for permiAARCHITECTURAUCID's 12-07-16\SD-1,SD-3,AI-A7,El.dwg,
NE
9
WESTERL'1� 5ELOW
Mi=-T,AL-
DOOR'S
Uff C;0NC;KF_TF=
WALLS WITH
ACCENT
COLORS(3)
/_1 ===a1r/1)t=%v1
SCALE: 1116" = V-011
5OUTH WE&T ELEVATION'"
PAINTED TILT SCALE- 111(o" = V-011
UP CONCRETE CORNICE
WALLS WITH FLASHING
ACCENT FAINTED
COLOR5(3) A.- — (
I 1�._ I �j
DOOR'S
T`rPICAL
REVEALS
METAL
CANOPY OUT
PRE -FINISHED
-1 --. 1-1 _�._ I �._
WALLS WITH
ACCENT
PAINTED TILT
UP CONCRETE
WALLS WITH
ACCENT
COLOR5(3)
I
re
CORNICE
FLASHING
cq
PAINTED TILT
UP CONCRETE
WALLS WITH
ACCENT
COLOR5(3)
INSULATED GLAZING
IN THERMAL 5RCKEN
FRAME8(U=030)
SPANDREL GLASS
(5p)
0-
uu fo_
q2
010011MMEN
moll
100�10100
m
min
M0111 NEI
0
00
LL
M
z
min
NEI NMI
0
min
NEI NMI
n
777-T
73
1111
a.
0011100001100011111
0
0
"m
INSULATED GLAZING
IN THERMAL 5RCKEN
FRAME8(U=030)
SPANDREL GLASS
(5p)
IN THERMAL 5ROZN
FRAMES (U=0.30)
SPANDREL GLASS
(5p)
CORNICE
FLASHING
PAI.NTED
DOWNSPOUT
PAINTED
METAL
DOORS WITH
STEPS AND
RAILINGS
CORNICE TYPICAL
FLASHING REVEALS
FAINTED
PAINTED
METAL DOCK
:K
DOORS WITH---/
SEE 5ECTIONEALS
5/A5
TYPICAL METAL
REVEALS CANOPY OUT
pRE-FIN15HED
HORIZONTAL PAINTED
PROTECTION AT FIRE METAL DOCK
WALL, ]HOUR EACH DOORS WITH -
SIDE FOR 41,3/4 SEALS
HOUR OPENINGS, AT
OVERHANG,NO PAINTED TILT
PROTECTION UP CONCRETE
REQUIRED FOR WALLS WITH
NON -CONCEALED ACCENT
NON COM5U5TIIBLP�,A_� COLqRe(3)
e—_enkj�r,T;pj te—Tinm \-AV
PAINTED
METAL
DOORS WITH NORTH EL
FAINTED TILT STEPS AND
UP CONCRETE RAILINGS SCALE: 11i(o" = V-011
WALLS WITH
ACCENT rb_,�
COLORS(3) k Ar -I I
NORTH ELEVATION: WE5T
SCALE: 111(o" = V-011
CORNICE
FLASHING
E PAINTED
I �o / I I
0-
uu fo_
q2
ca
NON
m
z
w
0
00
LL
M
z
0
n
777-T
73
a.
0
0
0
fill,,
IN THERMAL 5ROZN
FRAMES (U=0.30)
SPANDREL GLASS
(5p)
CORNICE
FLASHING
PAI.NTED
DOWNSPOUT
PAINTED
METAL
DOORS WITH
STEPS AND
RAILINGS
CORNICE TYPICAL
FLASHING REVEALS
FAINTED
PAINTED
METAL DOCK
:K
DOORS WITH---/
SEE 5ECTIONEALS
5/A5
TYPICAL METAL
REVEALS CANOPY OUT
pRE-FIN15HED
HORIZONTAL PAINTED
PROTECTION AT FIRE METAL DOCK
WALL, ]HOUR EACH DOORS WITH -
SIDE FOR 41,3/4 SEALS
HOUR OPENINGS, AT
OVERHANG,NO PAINTED TILT
PROTECTION UP CONCRETE
REQUIRED FOR WALLS WITH
NON -CONCEALED ACCENT
NON COM5U5TIIBLP�,A_� COLqRe(3)
e—_enkj�r,T;pj te—Tinm \-AV
PAINTED
METAL
DOORS WITH NORTH EL
FAINTED TILT STEPS AND
UP CONCRETE RAILINGS SCALE: 11i(o" = V-011
WALLS WITH
ACCENT rb_,�
COLORS(3) k Ar -I I
NORTH ELEVATION: WE5T
SCALE: 111(o" = V-011
CORNICE
FLASHING
E PAINTED
I �o / I I
I
EA5T ELEVATION
SCALE: 111(o" = V-011
PAINTED
METAL INSULATED GLAZING
DOORS IN THERMAL 5ROKEN
FRAMES (U=030)
SPANDREL GLASS
(15P)
VATION: EA,5T
CORNICE
FLASHING
PAINTED
INSULATED GLAZING
IN THERMAL 5ROKEN
FRAMES (U=0.3a)
SPANDREL GLASS
(6P)
TYPICAL L PAINTED
REVEALS _/ METAL
WE,5T ELEVATFON
-SCALE.- 1116" = V-011
0-
uu fo_
q2
ca
0-
m
z
w
0
00
LL
M
z
0
n
777-T
73
a.
0
0
0
I
EA5T ELEVATION
SCALE: 111(o" = V-011
PAINTED
METAL INSULATED GLAZING
DOORS IN THERMAL 5ROKEN
FRAMES (U=030)
SPANDREL GLASS
(15P)
VATION: EA,5T
CORNICE
FLASHING
PAINTED
INSULATED GLAZING
IN THERMAL 5ROKEN
FRAMES (U=0.3a)
SPANDREL GLASS
(6P)
TYPICAL L PAINTED
REVEALS _/ METAL
WE,5T ELEVATFON
-SCALE.- 1116" = V-011
REVIEWED F.OR
cOMPOANCE
A f1r, Vit"
V
MAR R 1
, lumvila
- . allLliwl
RECEIVED
CITY 0 F T U K01 I L A
DEC 0 7 2016
PERMIT C;F_NTER
0
ry
z
T
ry
z
0 Ld
00
(D
0) w
V) 0)
R
D
le
CD
1�4
c/1 E-1
1A =3
CADocurnents and Seftings\AII UsersNDocuments\CAD\2015\15-03 SEBCO HORIZON FORD\for permiAARCHITECTURAMD's 12-07-16\SD-1,SD-3,Al-A7,El.dwg,A-3, 12/5/2016 1
0-
uu fo_
q2
ca
0-
m
z
w
REVIEWED F.OR
cOMPOANCE
A f1r, Vit"
V
MAR R 1
, lumvila
- . allLliwl
RECEIVED
CITY 0 F T U K01 I L A
DEC 0 7 2016
PERMIT C;F_NTER
0
ry
z
T
ry
z
0 Ld
00
(D
0) w
V) 0)
R
D
le
CD
1�4
c/1 E-1
1A =3
CADocurnents and Seftings\AII UsersNDocuments\CAD\2015\15-03 SEBCO HORIZON FORD\for permiAARCHITECTURAMD's 12-07-16\SD-1,SD-3,Al-A7,El.dwg,A-3, 12/5/2016 1
0-
0-
m
z
w
0
00
LL
U_
z
0
n
777-T
73
a.
0
0
0
REVIEWED F.OR
cOMPOANCE
A f1r, Vit"
V
MAR R 1
, lumvila
- . allLliwl
RECEIVED
CITY 0 F T U K01 I L A
DEC 0 7 2016
PERMIT C;F_NTER
0
ry
z
T
ry
z
0 Ld
00
(D
0) w
V) 0)
R
D
le
CD
1�4
c/1 E-1
1A =3
CADocurnents and Seftings\AII UsersNDocuments\CAD\2015\15-03 SEBCO HORIZON FORD\for permiAARCHITECTURAMD's 12-07-16\SD-1,SD-3,Al-A7,El.dwg,A-3, 12/5/2016 1
0-
0-
z
w
0
00
LL
U_
n
777-T
73
REVIEWED F.OR
cOMPOANCE
A f1r, Vit"
V
MAR R 1
, lumvila
- . allLliwl
RECEIVED
CITY 0 F T U K01 I L A
DEC 0 7 2016
PERMIT C;F_NTER
0
ry
z
T
ry
z
0 Ld
00
(D
0) w
V) 0)
R
D
le
CD
1�4
c/1 E-1
1A =3
CADocurnents and Seftings\AII UsersNDocuments\CAD\2015\15-03 SEBCO HORIZON FORD\for permiAARCHITECTURAMD's 12-07-16\SD-1,SD-3,Al-A7,El.dwg,A-3, 12/5/2016 1
PRE FINISHED
SHEET METAL
CORNICE FLASHING
SHIM FOR
oil DRAINAGE
TREATED 2X PLATE
ROOFING
TERMINATION 5AR
EXTEND ROOFING
UP AND OVER TOP FLASHING CLEAT
PLATE
L
_lu ROOFING OVER 3X
CANT STRIP FROM 2
> ROOFING OVER _70
R-30 RIGID
INSULATION
TILT -UP 3 HOUR
FIRE WALL MIN &B"
THICK AT FIRE
WALLS (ANGLED
WALL)
ROOF STRUCTURE
CORNICE FLA5HING
.A
-SCALE: 1 1/2" = V-011
PRE FINISHED
SHEET METAL CAP
FLASHING
SHIM FOR
FANVRE�X PLATE
TILT -UP 3 HOUR
FIRE WALL MIN 65"
THICK
EXTEND ROOFING
UPAND OVER TOP
PLATE
ROOFING OVER 3X
CANT STRIP FROM
ROOFING OVER
=-,;La =1/ --In
ML �L/r C? I Nuk.0 I uf.-,�
FIRE WALL 5ECTION
8CALE: 11/2" = I'-011
PRE FINISHED
SHEET MET
FLASHING
DETAIL
TILT -UP P�
CONCRETE
PRE FINISI.-
SHEET MET
DOWNSPOL
SCUPPER,
ALL JOINV
PAINTEID (8
DOWNISPOL
I
�13(0 1511fe
NORTH SCALE: I" = 30'
DOWNSPOUT DETAIL
SCALE: 11/2" = V-011
PRE-FIN16HEID
SHEET METAL
CORNICE-,
FAINTED TILT
UP CONCRE-TE
m
mlmm�
5ECONDAR"r
OVERFLOW WITH
SHEET METAL
FLASHING --\I
R INSULATION
INSULAT
3CUPPER WITH
ROOF
:ING INTO CONIC. TILT -UP
'14
p I E P,
SEE
ROOF
lIDE ROOFING
5TRUCTURAJ
OVEI;Z--LOW (o
CONCRETE SLA5 OVER
R SCUPPER DIAI CONNECT
COMPACTED FILL AND
DOWN OVER TO STORM
DRAINAGE MAT
SYSTEM
IN
RUN ROOFING INTO 6" x
6" OVEI;;U=LOW SCUPPER
CAST [RON ROOF DRAIN
W/DOME STRAINER AND
RECEIVER
BUILT UP ROOFIN6
ROOF DRAIN OVER PLYWOOD AND
INSULATION NOT SHOUN
F, 1/2" CANT
2 x & 50TH SIDES
(TO RECESS DRAIN)
RUN 2 x (o STIFFENERS
5ETWEEN STRUCTURE
50TH SIDES OF ROOF
DRAIN
NOT TO SCALE SECTION
UN RATED OPENINGS IN FIRE WALLS MAX 255'.' PER TA5LF_ 105.0
OPENING 16 &"X(o" FOR OVERFLOW.
SINGLE FLY
ROOFING OVER
R-35 RIGID
INSULATION -7
ROOF
STRUCTURE,
SEE
5TRUCTUR, �L
CONCRETE 6LA5 OVER
COMPACTED FILL AND
DRAINAGE MAT
�_3(01011fe
ELEVATIONBARE TO TOP
CF JOIST, +(o 1/2" TO TOP OF INSULATION
(tO'Ole IS TO TOP OF PARAPET,
DS (oll IDIA DOWNSPOUT CONNECT TO STORM SEWER
RD (oll DIA ROOF DRAIN CONNECT TO STORM SEWER
PROVIDE SEPARATE 6" DIA OVERFLOW PIPED TO
STORM SY6TEM I/A4
SINGLE PLY FAINTED TILT
ROOFING OVEIR
;p_lA91;pl/l*In UP CONCREM
5ULDING CfR065 6ECTION
SCALE- 1/32" = V-011
3 HOUR FIRE PARTITION
WITH 2'&" PARAPET
IR
REVIEVVED FOR
c
A P r 0 V L" D
MAR 2 7010
(t3(0101
�.3(01011
FIRE-FINISHEID
SHEET METAL
CORNICE
/-PAINTEID TILT
UP RETAINING
WALL +421/1
HEAVY/ DUTY
ASPHALT
RECEIVED
CITY OF TUKWILA
DEC 0 7 2016
PERIMIT CIENTER
PRE-FINISHEID
5HEET METAL
CORNICE
5ULDING CR055 5ECTION A -A
-SCALE- 1/32" = V-011
C:\Documents and Seffings\All Users\Documents\CAD\2015\15-03 SEBCO HORIZON FORDWor permit\ARCHITECTURAL\CD's 12-07-16\SD-1,SD-3,Al-A7,El.dwg,
0
Z Z
C:)
E
C)
�D
E --- i
�4
INSULAT
ROOF
w
STRUCTURE,
SEE
5TRUCTURAJ
CONCRETE SLA5 OVER
COMPACTED FILL AND
DRAINAGE MAT
5ULDING CfR065 6ECTION
SCALE- 1/32" = V-011
3 HOUR FIRE PARTITION
WITH 2'&" PARAPET
IR
REVIEVVED FOR
c
A P r 0 V L" D
MAR 2 7010
(t3(0101
�.3(01011
FIRE-FINISHEID
SHEET METAL
CORNICE
/-PAINTEID TILT
UP RETAINING
WALL +421/1
HEAVY/ DUTY
ASPHALT
RECEIVED
CITY OF TUKWILA
DEC 0 7 2016
PERIMIT CIENTER
PRE-FINISHEID
5HEET METAL
CORNICE
5ULDING CR055 5ECTION A -A
-SCALE- 1/32" = V-011
C:\Documents and Seffings\All Users\Documents\CAD\2015\15-03 SEBCO HORIZON FORDWor permit\ARCHITECTURAL\CD's 12-07-16\SD-1,SD-3,Al-A7,El.dwg,
0
Z Z
C:)
E
C)
�D
E --- i
�4
SINGLE FLY ROOFING
MEMIBRANCE OVER R-3& RIGID
INSULATION OVER PLYWOOD--
-------------------------------------------- -----------------
ROOF STRUCTURE
SEE STRUCTURAL
METAL CANOPY WITH
PRE-FIN15HED 5TANDNG 5EAM
SEE DETAILS A-1
OVERHEAD DOOR
R=4.8 RIGID INSULATION
WITH DOCK SEALS
R 10 RIGID INSULATION
X 41
all 6L
FOOTING
PRE FIN15HED SHEET
METAL CORNICE
217.1
Iffm
PAINTED C,
TILT -UF
FAINTED R
RIGID
OD
�TION
SINGLE FLY ROOFING
MEMBRANCE OVER R -3a RIGID
INSULATION OVER FLYWOOP-7 .
ROOF STRUCTURE
17EE STRUCTURAL-
PRE FINISHED SHEET
METAL CORNICE
MIN. &B" SILICEOU6 CONCRETE
3 HOUR FIRE WALL
WALL 5ECTION WALL 5ECTION WALL 5ECTION
SCALE: 1/2" = V-011 SCALE; 1/2" = I'-011 SCALE: 1/2" = V-011
&" SLA5
FOOTING
SINGLE FLY ROOFING
MEM5RANCE OVER R -3a RIGID
INSULATION OVER PLYWOOD,
ROOF STRUCTURE
SEE STRUCTURAL
* 10 RIGID INSULATION
* 21
PRE FINISHED SHEET
METAL CORNICE
I
PAINTED CONCRETE
TILT -UP
FAINTED REVEAL TYPICAL
0
RF-.Vlf;-zWF,,P. FC
APPROVED
MAR P., � 2018
(-,&-)WALL 5ECTION
\11�
RECEIVED
CITY OF TUKWILA
DEC 0 7 2016
PERMIT CENTER
SCALE: 1/2" = V-011
C:\Documents and Settings\All Users\Documents\CAD\2015\15-03 SEBCO HORIZON FORD\for permMARCHITECTURAMD's 12-07-16\SD-1,SD-3,Al-A7,El.dwg,
ZZ
Z
�D
q
C:) �D
FUTURE
CEILING AND
FRAMING
UNDER TI -7"
— --/
---�WINDOW HEA
L) SCALE: 11/2" = V-011
FUTURE
CEILING AND
FRAMING
UNDER TI
PAINTED CONCRETE
TILT -UP
HEAD FLASHING
AND CAULK
1" INSULATED
GLAZING WITH
THERMAL BROKEN
FRAME5
&EGOND
)WINDOW5ILL 5
SCALE; 1 1/2" -- V-011
FUTURE
FRAMING
UNDER TI
I" INSULATED
GLAZING WITH
THERMAL BROKEN
FRAME5
SILL FLASHING
AND CAULK
PAINTED CONCRETE
TILT -UP
CON
PAINTED CONCRETE
TILT -UP
HEAD FLASHING
AND CAULK
I" INSULATED
GLAZING WITH
THERMAL BROKEN
FRAME8
)WINDOW HEAD FIR5T
SCALE: 1 1/2" = V-011
FUTURE
FRAMING
UNDER Tl-----/
CONCRETE
SLAB
R-10
PERIMETER
INSULATION
SPANDREL SAFETY
GLAZING, OPAQUE
SUB SILL FLASHING
AND CAULK
51DEWALK WITH
EXPANSION JOINT
e*l r
)WINDOW 51LL f:IfRc?-,
SCALE: 11/2" = V-011
6INGLE PLY ROOFING
MEM5RANCE OVER R-36 RIGID
INSULATION OVER PLYWOOD
ROOF STRUCTURE
SEE STRUCTURAL
FUTURE FURRED WALL
FUTURE SUSPENDED
CEILING z
FUTURE SECOND FLOOR
WINDOW5 BEYOND
SPANDREL
FUTURE FUF
* 10 RIGID IN
* 21
all 5LA5
I PRE FIN15HED SHEET
� METAL CORNICE
FAINTED CONCRETE
TILT-Uf=l
FAINTED REVEAL TYPICAL
I
A
V INSULATED GLAZI
WITH THERMAL 5RC
ALUMINUM FRAMES
U=0.38
2
14
3 -
A
V INSULATED GLAZINS
WITH THERMAL 5ROI<EN
ALUMINUM FRAMES
U = 0.38
v
2u , REVIE\Afr;�C) FOR
WALL CODE -CO WirJANC
MAR P-, � 7010
4
TION
I \. -4,0'
rIL-1
4" CONCRETE SIDWALK
WITH BROOM PIN15H
(o" DIA POOTING DRAIN
WITH FILTER CLOTH
WRAP TIE TO STORM
R,Er,EIVED
CITV OF TUKWILA
DEC 0 7 2016
WALL5ECTION PEKIVII I Ut:N I MN
SCALE. 1/2" = I'-011
Z Z
C)
�D
c)
CADocuments and Seftings\All Users\Documents\CAD\2015\16-03 SEBCO HORIZON FORD\for permMARCHITECTURAUCID's 12-07-16\SD-1,SD-3,Al-A7,El.dwg,A-6, 1
4
.4
'd,
'.4
4
4
. 4 .
4
4
41
44 n
1
CANOPY DOCK
SCALD 1-1/2" l' -O"
FROM 5UILC)ING
CANOPY DOC
SCALD 1-1/2" 1'-0#
CAULKING
METAL REGLET FLAS14ING
STANDING SEAM
MTL. ROOFING
STEEL ANGLE
STRUCTURE
_STANDIWG SEAM
MTL. ROOFING
STEEL ANGLE PAINTED
STRUCTURE
EXPOSED
cq
ROOF DECKING
JOISTS
2 1/2 x 2 1/2 x
1/4 STL. ANGLE
STRINGER
HATC�
SCALE: 1/2" 1'-0"
RAIL EXTENSION
SIDE RAILS TO EXTEND UP
42 " AIBOVE ROOF EACH
RUN ROOFING UPAND
OVER CANT AND CUR5
COUNTER FLASH OVER
ROOFING. MAKE WEATHER
41 Iff TIGHT
TYP. TOP, MID -$PAN, (4)
4 5OTTOM. 1�
2 x 1/4" x 0" 5ENT �e
w
5AR WELD TO STRINGER t-
4 1/2 " 0 THRU 5OLT TO
2 - 2 x Co W1 1/2
M.5. 4 WASHER TOTAL
(o PLACES.
3/4"0 STL. RUNG 6 1211
O.C. MAX. SPACING
FIELD VERIFY R15E,
SECTION
1-1/2" SQUARE 14ANDRAIL
WITW 1-1/2" SUPPORTS AT
TOP )BOTTOM AND MIDDLE
GRIND ALL WELD5 SMOOTH
PAINTED TYP.
-1/2" SQUARE TUBE
BALUSTERS a 425"
O.C. MAX
TUBE 5
STEEL STAIR "J�
[I
CONC. TREAD
4 4
A . 4:' 4
It
STAIR @ 4' GRADE DIFFERENC I E
SCALE 1/2'=l' -O'
SELF FLASHING
ROOF WATCH
CURB (INSULATED)
SINGLE FLY
ROOFING OVER
R-30 RIGID INSULATION
RUN UP AND OVER CANT AND CU7
SCALE: 1-1/2" 1'-011
SELF FLASHING
SKYLIGHT W1
CURB (INSULATED)
NEW SINGLE FLY
ROOFING OVER RIGID
R-30 INSULATION, RUN
UP AND OVER CUR5
SCALE: 1-1/2" 1'-011
2 2
2
Cc:
2
2A2
pol
3/411 0 5%. RUNG
2 1/2 x 2 1/2
x 1/4 STL. ANGLE
STRINGER
2" x 1/4" BENT BAR
W1 1/211 M.5. 4
WASHER IT MID-SFAN
4 6" FROM BOTTOM
DOUBLE 2 x (o
W/ JOIST HANGER
EACH ENE)
SECTION
INSULATED FROSTED
DOUIBLE DOME
SKYLIGHT, U=050,
SHGC 0,35
IBUILDING 15 EQUIPEED
WITH ESFR SPRINKLER
SYSTEM 50 NO SMOKE
VENTING IS REQUIRED
FOR HIGH PILED
STORAGE
SECTION
RAIN DRIP
HEAD ONLY,
EXTERIOR DC
ONLY. (PAINTE
HOLLOW META
JAMB (PAINTE
HOLLOW META
DOOR (PAIN'll
4 INSULATED)
PAINTED CONCRETE
TILT -UP PANEL
H, METAL DOOR HEAD
SCALE, 1-1/2" V-0'
SECTION
CONC SLAB W1
THICKENED EDGE e
INSULATED HOLLOW METAL DOOR
PAINTED 0 PENINGS
METAL THRESHOLD 1/2" MAX
W1 NEOPRENE
GASKET
EXPANSION JOINT
HOLLOW METAL DOOR THRESHOLD
SCALD 1-1/2' V-0`
NOTE
GALVANIZE MISC. METAL (TYP.)
STEEL ANGLE 3"x 3" x 1/411
14'-0" HIGH W/ WELDED
NELSON STUD a 12" O/C
OVERHEAD DOOR ASSEMBLY
OVERHEAD DOOR JAMB (PLAN)
SCALD 1 1/2" l' -O"
PAINTED CONCRETE
TILT -UP PANEL
FAINT BREAK TO OCCUR
AT TOP OR 50TTOM INSIDE
OF REVEAL
j
L7r)IMEN5ION POINTS
TYPICAL REVEAL
SCALE: 1-1/2" l' -O#
SECTION
At_
---:,,ALUMINUM STOREFRONT WITI4
INSULATED GLAZING
0
ft
ALUMINUM STOREFRONT WITH
INSULATED GLAZING
STOPS
STOREFRONT HEAD
SCALD 1-1/2" l' -O#
EXPANSION JOIN1
CONCRETE SIDEU
WEATHER STRIP 4 STOP
ALUMINUM STOREFRONT DOOR
W1 INSULATED SAFETY GLAZING
SECTION
THRESHOLD 1/2" MAX
)PRENE
=TS
SLAB
STEEL ANGLE 3"x 3" x 1/411
0) n
x 4'- 0" W/ WELDED NELSON STUD
2
a 12" O/C PAINTED
PAINTED CONCRETE TILT -UP
py
PANEL
n
4V 4
4
:.1
4*
STEEL ANGLE 3"x 3" x 1/411
14'-0" HIGH W/ WELDED
NELSON STUD a 12" O/C
OVERHEAD DOOR ASSEMBLY
OVERHEAD DOOR JAMB (PLAN)
SCALD 1 1/2" l' -O"
PAINTED CONCRETE
TILT -UP PANEL
FAINT BREAK TO OCCUR
AT TOP OR 50TTOM INSIDE
OF REVEAL
j
L7r)IMEN5ION POINTS
TYPICAL REVEAL
SCALE: 1-1/2" l' -O#
SECTION
At_
---:,,ALUMINUM STOREFRONT WITI4
INSULATED GLAZING
0
ft
ALUMINUM STOREFRONT WITH
INSULATED GLAZING
STOPS
STOREFRONT HEAD
SCALD 1-1/2" l' -O#
EXPANSION JOIN1
CONCRETE SIDEU
WEATHER STRIP 4 STOP
ALUMINUM STOREFRONT DOOR
W1 INSULATED SAFETY GLAZING
SECTION
THRESHOLD 1/2" MAX
)PRENE
=TS
SLAB
R-10 INSULATION cn
u <
0 CD z
`_o� STOREFRONT DOOR THRESHOLD 0 Ld
SCALD 1-1/2' = l' -O"
PAINTED CONCRETE
TILT UP PANEL
PROTECTOR PLATE -
1/4" BENT PLATE PAINTED,
MOUNT IV 2' A50VE GRADE
4 4'ABOVE GRADE,
TO CENTERLINE
PAINTED DOWNSPOUT
DOWNSPOUT PROTECTOR
SCALE: 1 1/2' V-0"
4
.4
REVIEWED FOR
GODF;� RICT-M&ME
APPROVED
MAR 2, 11 2018
TYPICAL WALL
k 4- NIP., Wyl Z*�%sc�t:�i I
t'
FRAMING
5/81, GYP. 51).
ATTACH 50TTOM 4 .'�
TRACK TO CONC. +
FLOOR W1 POWDER 4 4
DRIVEN ANCHORS, HILTI +
OR APPROVED V
EM5EDMEN I- + CONC. SLAB ON GRADE
AT 24" O.C. 1 4 RECEIVED
ITY OF TUKWILA
7z—, ---r— 4
DEC 0 7 2016
a4
139ERIMIT CENTER
r
SCALE: 1-1/2" 1'-011
SECTIa
Z Z
Z
("F)
C)
u
0
M c 0
0 c)
E
�4 7--� -1
__
Ci
0) n
2
wo
!jj t.>-
z
py
n -
n
3:
Lu
>
.4
m
w
Li
0
x
z
w
'r
0:�
y
w
(L
0 0
0 0
Lu
(L
z
v
w-
2
()
()
u-
u-
0 -
Q
r -
w
R-10 INSULATION cn
u <
0 CD z
`_o� STOREFRONT DOOR THRESHOLD 0 Ld
SCALD 1-1/2' = l' -O"
PAINTED CONCRETE
TILT UP PANEL
PROTECTOR PLATE -
1/4" BENT PLATE PAINTED,
MOUNT IV 2' A50VE GRADE
4 4'ABOVE GRADE,
TO CENTERLINE
PAINTED DOWNSPOUT
DOWNSPOUT PROTECTOR
SCALE: 1 1/2' V-0"
4
.4
REVIEWED FOR
GODF;� RICT-M&ME
APPROVED
MAR 2, 11 2018
TYPICAL WALL
k 4- NIP., Wyl Z*�%sc�t:�i I
t'
FRAMING
5/81, GYP. 51).
ATTACH 50TTOM 4 .'�
TRACK TO CONC. +
FLOOR W1 POWDER 4 4
DRIVEN ANCHORS, HILTI +
OR APPROVED V
EM5EDMEN I- + CONC. SLAB ON GRADE
AT 24" O.C. 1 4 RECEIVED
ITY OF TUKWILA
7z—, ---r— 4
DEC 0 7 2016
a4
139ERIMIT CENTER
r
SCALE: 1-1/2" 1'-011
SECTIa
Z Z
Z
("F)
C)
u
0
M c 0
0 c)
E
�4 7--� -1
U)
0) n
00 00
I
ry
z
n
n -
n
3:
R-10 INSULATION cn
u <
0 CD z
`_o� STOREFRONT DOOR THRESHOLD 0 Ld
SCALD 1-1/2' = l' -O"
PAINTED CONCRETE
TILT UP PANEL
PROTECTOR PLATE -
1/4" BENT PLATE PAINTED,
MOUNT IV 2' A50VE GRADE
4 4'ABOVE GRADE,
TO CENTERLINE
PAINTED DOWNSPOUT
DOWNSPOUT PROTECTOR
SCALE: 1 1/2' V-0"
4
.4
REVIEWED FOR
GODF;� RICT-M&ME
APPROVED
MAR 2, 11 2018
TYPICAL WALL
k 4- NIP., Wyl Z*�%sc�t:�i I
t'
FRAMING
5/81, GYP. 51).
ATTACH 50TTOM 4 .'�
TRACK TO CONC. +
FLOOR W1 POWDER 4 4
DRIVEN ANCHORS, HILTI +
OR APPROVED V
EM5EDMEN I- + CONC. SLAB ON GRADE
AT 24" O.C. 1 4 RECEIVED
ITY OF TUKWILA
7z—, ---r— 4
DEC 0 7 2016
a4
139ERIMIT CENTER
r
SCALE: 1-1/2" 1'-011
SECTIa
Z Z
Z
("F)
C)
u
0
M c 0
0 c)
E
�4 7--� -1
tu
cp
HIGH P(
Lu
z
Lil 14' RAD
f-
-j
w
lu
z
uj
(1)
91
HIGH POWER LINE
If T EX. GRAD"'
POLE AT INTEIRNATIONAL
NO IBUILDING
)WE L
�U5 LE
314 P=Ol
LINE
w
z
w (L
(L
HIGH POWER
i
141 RADIUS
NEXT P IGW
cp
HIGH P(
Lu
z
Lil 14' RAD
f-
-j
NEXT HI
lu
cl)
uj
(1)
91
HIGH POWER LINE
m
M
0
14' RADIUS CLEARANC:E
19
Z
If T EX. GRAD"'
POLE AT INTEIRNATIONAL
NO IBUILDING
)WE L
�U5 LE
314 P=Ol
LINE
w
z
w (L
(L
HIGH POWER
i
141 RADIUS
NEXT P IGW
MID SPAN EX. GIRADE;_�
NO POLE
CZ
SCALE: Illroll = 11-oll
R LINE
��j I-111-01 r -LA -M
LINE
HIGH POWER
Ao�
14- FADIUS c
61-2 NEXT HIGH P
1 17
mi -q -
m
7,1;ZZ:� _!E 20.5-� Z�_
EX. GRADE (60,
LINE
Ln
LLI
lu
Lu
z
-4
f-
-j
lu
cl)
uj
(1)
91
HIGH POWER LINE
m
M
0
14' RADIUS CLEARANC:E
19
Z
w
wo
't
NEXT HIGH POWER LINE
FF 20.5'
MID SPAN EX. GIRADE;_�
NO POLE
CZ
SCALE: Illroll = 11-oll
R LINE
��j I-111-01 r -LA -M
LINE
HIGH POWER
Ao�
14- FADIUS c
61-2 NEXT HIGH P
1 17
mi -q -
m
7,1;ZZ:� _!E 20.5-� Z�_
EX. GRADE (60,
LINE
Ln
LLI
lu
Lu
z
-4
f-
-j
lu
uj
91
HIGH POWER LINE
m
M
0
14' RADIUS CLEARANC:E
w
3
0
Z
w
wo
w
CL.
NEXT HIGH POWER LINE
=
0
FF 20.5'
C:\Documents and Setfings\All UsersiDnilimantolPAnt,3nt=v4= evi
RECEIVED
CITY OF TUKWILA
JAN 12 2018
PERMIT CENTER
SEPARATE
PERMITAND
APPROVAL 14
REQUIRED
z
0
r
a.
U
ucnj
!Z
cn
r�l 0) z
0)(0 V) 0
0) te)
00 00
I I
rn co z
V)
<
(c) co
00 z
N (N
0 Ld
LLJ F- oo
z (.0 F-
0 X r- <
m < 0) w
CL LL- U)
-�Z�
Q
t � I
0
E-1
04
E..
04
�D
E --q
C)
E"
lu
Rai
91
z
0
r
a.
U
ucnj
!Z
cn
r�l 0) z
0)(0 V) 0
0) te)
00 00
I I
rn co z
V)
<
(c) co
00 z
N (N
0 Ld
LLJ F- oo
z (.0 F-
0 X r- <
m < 0) w
CL LL- U)
-�Z�
Q
t � I
0
E-1
04
E..
04
�D
E --q
C)
E"
lu
ct4
m
M
0
w
3
0
Z
w
wo
w
CL.
=
0
z
0
r
a.
U
ucnj
!Z
cn
r�l 0) z
0)(0 V) 0
0) te)
00 00
I I
rn co z
V)
<
(c) co
00 z
N (N
0 Ld
LLJ F- oo
z (.0 F-
0 X r- <
m < 0) w
CL LL- U)
-�Z�
Q
t � I
0
E-1
04
E..
04
�D
E --q
C)
E"
NEW CONCRETE 5
AND GUTTER, SEF4
SCALE: I
05-08-1(0
013-22-1(o
AN 61X
RC -U. INki. C)�F i z1 i t j�)() i i
PERMANENT EASEMENT AREA
TRACTION POWER
STATION TO CENTRAL PUGET
EGIONAL TRANSIT AUTHORITY
I REC. NO. 200440517003078
NEW 30' CURB
�DJACENT NEI
SURVEY
z
z
0
IL L
0
rL
11-v�UILI-1 11111.11
r�l G) Z ce-i
0)(0 0
0) 1`10 F-
00 00
I of
0 z
-Zl;
0 0 z
0 LJJ
bi F- oo
z F-
0 x <
m < Ld
IL I.L. V) 0)
U)
Av
A 114h
C(D
W
T FOR
BOR RECEIVED
CITY OF TUKWILA
JAN 12 2018
p ERMIT CENTER
I
EXISTING DOU LE CUR5 CUT
CONTINUOUS, L AVE IN PLACE
NEW .35, cUrRr=;;;6j
EXPAND EXISTI
CUT TO THEE 501
REMOVE RAMP
CUR5 CUT--�
PEERMITAA
APPROVAL
REQUIRED
CADocuments and Seftings\All UsersNDocuments\CAD\2015\15-03 SEBCO HORIZON FORMCD
'S REV 11-22-17�SD-1,SD-3,Al-A7,El.dwg, poies
:Z)
1-4
c)
c);z)
m
M
z
0
a.
0
z
z
0
IL L
0
rL
11-v�UILI-1 11111.11
r�l G) Z ce-i
0)(0 0
0) 1`10 F-
00 00
I of
0 z
-Zl;
0 0 z
0 LJJ
bi F- oo
z F-
0 x <
m < Ld
IL I.L. V) 0)
U)
Av
A 114h
C(D
W
T FOR
BOR RECEIVED
CITY OF TUKWILA
JAN 12 2018
p ERMIT CENTER
I
EXISTING DOU LE CUR5 CUT
CONTINUOUS, L AVE IN PLACE
NEW .35, cUrRr=;;;6j
EXPAND EXISTI
CUT TO THEE 501
REMOVE RAMP
CUR5 CUT--�
PEERMITAA
APPROVAL
REQUIRED
CADocuments and Seftings\All UsersNDocuments\CAD\2015\15-03 SEBCO HORIZON FORMCD
'S REV 11-22-17�SD-1,SD-3,Al-A7,El.dwg, poies
:Z)
1-4
c)
c);z)
GENERAL NOTES CONTINUED:
THE ENGINEER OF RECORD WILL REVIEW SHOP DRAWINGS FOR DESIGN INTENT ONLY.
VERIFICATION OF DIMENSIONS AND QUANTITIES ARE THE RESPONSIBILITY OF THE
CONTRACTOR AND ARE NOT GUARANTEED BY THE ENGINEER OF RECORD. DRAWINGS FOR
COMPONENTS DESIGNED PRIMARILY BY THE MANUFACTURER SHALL BEAR THE STAMP OF A
LICENSED WASHINGTON STATE STRUCTURAL ENGINEER AND BE SUBMITTED TO THE
STRUCTURAL ENGINEER FOR A CURSORY REVIEW FOR COMPLIANCE WITH THE INTENT OF
THE STRUCTURAL DRAWINGS AND FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE
COMPONENT. DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY
CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL
DRAWINGS. SUBMISSIONS SHALL INCLUDE A REPRODUCIBLE AND TWO COPIES;
REPRODUCIBLE WILL BE REVIEWED AND RETURNED. SHOP DRAWINGS MUST BE REVIEWED
AND STAMPED BY THE CONTRACTOR PRIOR Tb REVIEW BY THE ENGINEER.
SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE SUPERSEDED BY THE
STRUCTURAL DRAWINGS. IT ShALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR
TO MAKE CERTAIN THAT ALL CONSTRUCTION. IS IN FULL AGREEMENT WITH THE LATEST
STRUCTURAL DRAWINGS.
SPECIAL CONDITIONS:
THE DRAWINGS INDICATE THE STRUCTURE IN ITS FINAL CONDITION. DURING
CONSTRUCTION THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, AND
GUYING IN ACCORDANCE WITH SOUND PRACTICE AND ALL NATIONAL, STATE, AND LOCAL
CODES. CONTRACTOR TO COORDINATE ALL TRADES AND VERIFY DIMENSIONS IN FIELD.
OBTAIN ARCHITECTS APPROVAL PRIOR TO ALL FIELD CHANGES. SEE ARCHITECTURAL
DRAWINGS FOR ALL FLOOR AND WALL OPENING DIMENSIONS AND LOCATIONS, FLOOR AND
WALL FINISHES, ETC.
MECHANICAL, FIRE PROTECTION AND ELECTRICAL SYSTEMS:
IT SHALL BE THE GENERAL CONTRACTOR AND/CIR SUB-CONTRACTORIS RESPONSIBILITY TO
PROVIDE ALL NECESSARY ENGINEERING AND CONSTRUCTION DOCUMENTS FOR THEIR
SCOPE OF WORK. THIS SHALL INCLUDE THE DESIGN OF THEIR SYSTEM AND ANY REVIEW
AND MODIFICATIONS OF THE BASIC STRUCTURAL SYSTEM SHOWN ON THESE CONSTRUCTION
DOCUMENTS AS WELL AS ANY ADDITIONAL STRUCTURAL SUPPORT REQUIRED BY THEIR
SYSTEM.
STAIRS:
STAIRS TO BE DESIGNED BY OTHERS. SHOP DRAWINGS ALONG WITH STRUCTURAL
CALCULATIONS STAMPED BY A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER
SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION. STAIR STRINGERS SHALL BE C12
X 20.7 MINIMUM. STAIR LANDING SUPPORT POSTS SHALL BE HSS 3 X 3 X 3/16 MINIMUM.
REVIEWED
This plan was rcvic%ved for general conrormance With the following,
as amended by the jurisdiction:
Structural Provisions of the International Buildin
g Code
Non -Structural Provisions of the International Building Code
Others:
The proJectaPPlicant is responsible for conformance with all
alThcable codes, conditions or approval, and Ircrinit.requiremenit
subJect tO the recluirements and interpretations of the governing
authority 'I his review does not relieve the Mchitect and Engineers
of Record ofthe responsibility for a complete design in accordance
wid] d1c 1,1%%s Ofthe governingjurisdiction and the Stale of WashingW,
Jurisdiction aiLL oF
BY - Dat
REID MIDDLETON, INC. jL-iO CA�
Code Review Consult.lot
REVIEWED FOR.
APPROVED
MAY 1, 2017
Cibi o0f T! ilwvllp,
U��i.4144NG DIVISION
GENERAL NOTES CONTINUED:
ALL PLYWOOD SHALL CONFORM TO U.S. PRODUCT STANDARD P.S. 1-09. ALL O.S.B. SHALL
CONFORM TO U.S. PRODUCT STANDARD P.S. 2-10. NAILING SHALL BE AS INDICATED ON PLAN.
HIGH SHEAR DIAPHRAGMS SHALL HAVE SPECIAL INSPECTIONS AS OUTLINED BELOW.
CONTRACTOR IS TO CALL THE ENGINEER TO SCHEDULE SITE VISIT PRIOR TO COVERING ROOF
SHEATHING.
PRECAST PANELS:
PANEL LIFTING STRESSES ARE TO BE CHECKED BY THE CONTRACTOR AND HE SHALL
PROVIDE REINFORCING STEEL AS REQUIRED FOR HIS METHOD OF HA14DLING AND ERECTION
OF PRECAST PANELS. USE STRONGBACKS AS REQUIRED AT EXCESSIVE PANEL OPENINGS.
CONTINUOUS GROUT BETWEEN PANELS AND FOOTINGS TO BE "EMBECO" MASTER FLOW #713
BY MASTER BUILDERS, INC. OR APPROVED EQUAL. SEE DRAWINGS FOR ADDITIONAL NOTES
REGARDING PRECAST PANELS.
.STATEMENT OF SPECIAL INSPECTIONS:
SPECIAL INSPECTIONS SHALL BE PERFORMED AS OUTLINED IN THE STRUCTURAL NOTES.
TESTING SHALL BE IN ACCORDANCE WITH THE SPECIAL INSPECTION SECTION OUTLINED ON
THIS DRAWING SHEET. A SEPARATE STATEMENT OF SPECIAL INSPECTIONS AS REQUIRED PER
IBC SECTION 1705 SHALL BE PROVIDED BY OTHERS FOR ALL MATERIALS, SYSTEMS,
COMPONENTS AND WORK NOT INCLUDED IN THE STRUCTURAL DRAWINGS.
SPECIAL. INSPECTION FOR SEISMIC RESISTANCE:
SPECIAL INSPECTION FOR SEISMIC RESISTANCE IS REQUIRED FOR THE FOLLOWING
COMPONENTS AND SYSTEMS:
1) ROOF TOP HVAC UNITS CONTAINING HAZARDOUS MATERIALS
2) WALL TIES
3) ROOF DIAPHRAGM
4) DRAG STRUTS
5) CONCRETE WALL REINFORCING AND CONNECTIONS
6) FOUNDATION REINFORCING
CONTRACTORS RESPONSIBILITY (IBC SECTION 1704.4):
THE CONTRACTOR RESPONSIBLE FOR THE CONSTRUCT10N OF THE MAIN WIND OR SEISMIC
FORCE RESISTING SYSTEM, DESIGNATED SEISMIC SYSTEM, OR WIND/SEISMIC RESISTING
COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTIONS SHALL SUBMIT A
WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND THE OWNER
PRIOR TO COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOWS
STATEMENT OF RESPONSIBILITY SHALL CONTAIN THE FOLLOWING:
1. ACKNOWLEDGMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN
THE STATEMENT OF SPECIAL INSPECTIONS;
2. ACKNOWLEDGMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE
WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING OFFICIAL;
3. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOWS ORGANIZATION,
THE METHOD AND FREQUENCY OF REPORTING AND DISTRIBUTION OF THE REPORTS;
AND
4. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL
AND THEIR POSITION(S) IN THE ORGANIZATION.
SPECIAL INSPECTIONS:
SPECIAL INSPECTIONS PER IBC SECTION 1705. A COPY OF ALL INSPECTION REPORTS AND
TEST RESULTS FOR ALL REQUIRED INSPECTIONS SHALL BE SUBMITTED TO THE BUILDING
DEPARTMENT, SHUTLER CONSULTING ENGINEERS, THE OWNER AND THE ARCHITECT BY THE
TESTING AGENCY FOR REVIEW. THE TESTING AGENCY SHALL BE AN INDEPENDENT TESTING
AGENCY APPROVED BY THE BUILDING DEPARTMENT. THE FOLLOWING INSPECTIONS SHALL
BE PROVIDED AS A MINIMUM; ADDITIONAL INSPECTIONS AS REQUIRED BY THE BUILDING
DEPARTMENT SHALL ALSO BE PERFORMED. JOB SITE VISITS BY THE ENGINEER DO NOT
CONSTITUTE AN OFFICIAL INSPECTION. SPECIAL INSPECTION OF THE PANELIZED ROOF
STIFFENER HANGERS SHALL BE PER THE DETAIL ON SHEET S-3.0.
SEE SPECIAL INSPECTION FREQUENCY TABLE ON THIS SHEET FOR BOTH ON SITE
CONSTRUCTION AND OFF SITE FABRICATION.
SPRINKLER SUPPORT NOTES:
IA. ALL SPRINKLER PIPE LARGER THAN 3" NOMINAL DIAMETER IS TO BE CONSIDERED A
"MAIN" FOR THE PURPOSE OF THESE NOTES.
B. THE BIDS FOR BOTH THE SPRINKLER AND JOISTS ARE TO INCLUDE ALL HANGERS, BRACES,
ETC., AND ACCOUNT FOR THE LOADS INDICATED.
2A. ALL MAINS RUNNING PERPENDICULAR TO,rHE JOISTS ARE TO BE VERTICALLY
SUPPORTED NO FARTHER APART THAN AT EVERY OTHER JOIST.
B. EACH JOIST THAT IS CROSSED BY A MAIN IS TO BE DESIGNED FOR THE VERTICAL SUPPORT
LOAD BASED ON SUPPORTS AT EVERY OTHER JOIST.
5. ALL MAINS RUNNING PARALLEL TO THE JOISTS MUST BE:
A. PLACED MID -WAY BETWEEN TWO JOISTS AND BE TRAPEZED SO EACH JOIST SUPPORTS
HALF THE LOAD.
B. SUPPORTED AT 10'-0" ON CENTER MAXIMUM.
4. USE THE FOLLOWING WEIGHTS FOR SPRINKLER VERTICAL SUPPORT DESIGN:
PIPE SIZE WTPERFOOT HANGER VERTICAL LOAD EXAMPLE-:
8ft 51# GIVEN: 8" DIAMETER MAIN --
SUPPORTS AT YON CENTER
6" 32# FIND: HANGER DESIGN LOAD
511 24# SOLN: 51#/FTXIO'=510#
4" 17# ADDN'L PER NFPA #13 = 250#
3-1/2" 14# TOTAL SUPPORT DESIGN LOAD = 760#/HGR
ALL HANGERS TO BE DESIGNED, SUPPLIED AND INSTALLED BY THE, SPRINKLER SUPPLIER.
5. SPRINKLER LATERAL SWAY BRACING (AT 90 DEGREES TO MAIN) TO BE:
A. SPACED A MAXIMUM OF TWICE THE VERTICAL SUPPORT SPACING.
B. BRACED FROM THE MAIN TO A ROOF STRUCTURAL MEMBER WITH CONNECTIONS
DESIGNED AND INSTALLED BY THE SPRINKLER SUPPLIER.
C. DESIGNED FOR A LATERAL LOAD OF THE WEIGHT PER FOOT OF HALF THE WATER FILLED
PIPE WEIGHT TIMES THE SWAY BRACE SPACING.
6. THE SPRINKLER DESIGNER IS TO PROVIDE THE CONTRACTOR, ARCHITECT AND JOIST
MANUFACTURER WITH DETAILS OF HANGER AND SWAY BRACE ATTACHMENTS WITH
,DESIGN LOADS, SO THESE LOADS CAN BE DESIGNED INTO THE JOISTS, ETC.
7. THE ROOF JOIST DESIGNER TO PROVIDE AND INSTALL ADDITIONAL BRACES TO TAKE
THE SWAY BRACE LOAD FROM THE SWAY BRACE INTO THE ROOFDIAPHRAGM.
DEFERRED SUBMITTALS
THE FOLLOWING ITEMS ARE DEFERRED STRUCTURAL COMPONENTS SUBMITTALS. REFER TO
ARCHITECTURAL, MECHANICAL ELECTRICAL AND CIVIL DRAWINGS FOR ADDITIONAL
DEFFERED SUBMITTAL COMPONENTS.
1. STEEL JOIST AND GIRDERS
2. PRE-ENGINEERED STE, EL STAIRS (SEE STAIR NOTES),
3. 1 L CAL COMPONENT CONNECTIONS & SUPPORTS
4. CONCRETE MIX DESIGNS
DOCUMENTS FOR DEFFERED SUBMITTALS SHALL BE SUBMITTED TO SHUTLER CONSULTING
ENGINEERS, INC. WHO SHALL REVIEW THEM FOR GENERAL CONFORMANCE WITH THE
DESIGN OF THE BUILDING. THE DEFFERED SUBMITTALS SHALL THEN SUBMITTED TO THE
BUILDING DEPARTMENT BY THE GENERAL CONTRACTOR. DEFFEREDS)UBMITTAL ITEMS
SHALL NOT BE INSTALLED UNTIL APPROVED BY THE BUILDING OFFICIAL.
SHOP DRAWINGS:
SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND
STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS CONSISTING
OF REPRODUCTIONS OR COPIES OF ANY PORTIONS OF THE STRUCTURAL DRAWINGS WILL
NOT BE ACCEPTED AS SHOP DRAWINGS NOR REVIEWED BY THE STRUCTURAL ENGINEER AS
SUCH.
1) REINFORCING STEEL
A)STRUCTURAL CONCRETE ELEMENTS I.E. BEAMS, WALLS, COL,FTGS, ETC.
B)MASONRY
2) STRUCTURAL STEEL ITEMS
3) STEEL JOISTS & GIRDERS
(GENERAL NOTES CONTINUED ABOVE LEFT)
GENERAL NOTES CONTINUED:
REINFORCING STEEL:
ALL REINFORCEMENT SHALL CONFORM TO ASTM A615. (SEE BELOW FOR WELDED REBAR).
ALL REINFORCING SHALL BE GRADE 60 (Fy = 60,000 PSI; FS = 32,000 PSI). LAP CONTfNUOUS
REINFORCING BARS IN CONCRETE AS INDICATED BELOW, SEE MASONRY SECTION OF
STRUCTURAL NOTES FOR LAP LENGTH IN MASONRY, F-7" MINIMUM UNLESS NOTED
OTHERWISE. CORNER BARS (F -T' BEND) WILL BE PROVIDED FOR ALL HORIZONTAL
REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH THE ACI MANUAL OF STANDARD.
PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES. WELDED WIRE FABRIC TO
CONFORM TO ASTM A82 AND A 185. WELDED HEAD STUDS SHALL COMPLY WITH AWS D 1.
AND STUD MATERIAL SHALL COMPLY WITH ASTM A29 (FY=65,000 PSI).
REBAR FOR TILT -UP PANELS SHALL BE A706. A615 REBAR IS ACCEPTABLE IF MILL TESTS
SHOW: 1) Fy DOES NOT EXCEED 60,000 PSI BY MORE THAN 18,000 PSI, AND 2)THE RATIO OF
ACTUAL TENSILE STRENGTH TO ACTUAL YIELD STRENGTH IS NOT LESS THAN 1.25.
THE FOLLOWING MINIMUM COVER SHALL BE PROVIDED FOR REINFORCEMENT (UNLESS
INDICATED OTHERWISE ON DRAWINGS):
A) CONCRETE CAST AGAINST & PERMANENTLY EXPOSED TO
EARTH..................................................................................... 3" EARTH FACE
B) CONCRETE EXPOSED TO EARTH OR WEATHER (CAST IN FORMS)
#6 THROUGH #18 BARS ......................................................... 2"
#5 BARS & SMALLER ............................................................ 1-1/21'
C) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND
SLABS, WALLS & JOIST - #11 BAR & SMALLER * ............... 3/4"
BEAMS& COLUMNS .............................................................
D) PRECAST PANELS
#8 BARS & SMALLER .............................................. I I" EXTERIOR FACE
#9 BARS & LARGER ..................... ; ............................ 25EXTERIOR FACE
(SEE ITEM'C'ABOVE FOR INTERIOR FACE.)
WELDED REBAR:
WELDED REBAR TO BE GRADE 60 CONFORMING TO ASTM A706. (PREHEAT ALL GRADE 60
REBAR PRIOR TO WELDING.) USE FRESH E80XX LOW HYDROGEN ELECTRODES TO WELD
GRADE 60 REINFORCING; CONFORM TO PROCEDURES OF AWS D 1.4, RECOMMENDED
PRACTICES FOR WELDING REINFORCING STEEL. SEE SPECIAL INSPECTION PROGRAM.
REINFORCING TO BE WELDED SHALL NOT HAVE CARBON CONTENT IN EXCESS OF.35%. ALL
WELDS TO BE BY WABO CERTIFIED WELDERS.
STRUCTURAL STEEL:
RECTANGULAR AND SQUARE HSS SECTIONS SHALL CONFORM TO ASTM A500, GRADE B (Fy
46,000 PSI). STRUCTURAL STEEL FOR WIDE FLANGE BEAMS SECTIONS SHALL CONFORM TO
ASTM A992, GRADE 50 (Fy = 50,000 PSI). ALL OTHER STRUCTURAL STEEL SHALL CONFORM TO
ASTM A36 (Fy = 36,000 PSI) OR ASTM A992 GRADE 50 (Fy = 50,000 PSI). APPLY PRIMER COATS
PER ARCHITECTURAL SPECIFICATIONS. WELDS NOT SPECIFIED SHALL BE 3/16" CONTINUOUS
FILLET MINIMUM. ALL WELDS TO BE IN ACCORDANCE WITH AWS D 1. 1 AND BY WABO
CERTIFIED WELDERS. USE FRESH E70XX LOW HYDROGEN ELECTRODES. WELDS AT
MEMBERS AND CONNECTIONS OF THE SEISMIC FORCE REINFORCING SYSTEM SHALL BE
MADE WITH FILLER METAL PRODUCING WELDS WITH A MINIMUM CHARPY V -NOTCH
TOUGHNESS OF 20 FT -LBS AT 0 DEGREES -F AS DETERMINED BY THE APPLICABLE AWS A5
CLASSIFICATION TEST METHOD. THE CONTRACTOR SHALL SUBMIT TO THE BUILDING
OFFICIAL A WELDING PROCEDURE SPECIFICATION THAT VERIFIES THESE REQUIREMENTS.
MISCELLANEOUS STEEL CONNECTORS TO BE SIMPSON, OR APPROVED EQUAL. NAIL ALL
HOLES WITH NAILS AS SPECIFIED BY MANUFACTURER UNLESS SHOWN OTHERWISE ON
DRAWINGS. ALL NAILS ATTACHING TO PRESSURE TREATED WOOD MEMBERS SHALL BE HOT
DIPPED GALVANIZED.
MACHINE BOLTS TO BE A307.
HIGH STRENGTH BOLTS FOR STEEL TO STEEL CONNECTIONS SHALL BE ASTM A325N (TYPE 3)
OR ASTM A490 (TYPE 3), INSTALLATION AND SPECIAL INSPECTION PER AISC SPECIFICATIONS.
ALL A325N OR A490 BOLTS SHALL BE PRETENSIONED IN STANDARD BOLT HOLES UNLESS
NOTED OTHERWISE ON PLANS. MINIMUM BOLT PRETENSION PER AISC 16.1 TABLE J3.1
UNLESS NOTED OTHERWISE. ACCEPTABLE PRETENSIONING METHODS ARE TURN -OF -NUT,
GENERAL NOTES
CODE: INTERNATIONAL BUILDING CODE, 2015 EDITION
BUILDING RISK CATEGORY = 11
LIVE LOADS:
UNIFORM LOADS:
LOCATION LIVE LOAD REDUC
SLAB ON GRADE I (SEE SLAB ON GRADE NOTES)
ROOF 25 PSF (SNOW) NO
SNOW LOAD DATA:
Pg = 20 PSF Pf = 25 PSF (WITHOUT DRIFT)
Ce = 0.9 Pd = N/A
Ct = 1.0 W = N/A
Is = 11.0
�,J�3
,,�1,34567
zz Vz
WIND L,O;�DS ON THE MAIN WIND -FORCE RESISTING SYSTEM (MWFRS) WAS DETERMINED
USING THE ENVELOPE PROCEDURE.
WIND SPEED (BASED ON TABLE 1609.3.1 OF IBC 2015): V,,It = 110 MPH V.d = 85 MPH
EXPOSURE"B" A= 1.05 Kt =1.00
SEISMIC DESIGN INFORMATION:
SEISMIC FORCE RESISTING SYSTEM IS A BEARING WALL SYSTEM WITH SPECIAL REINFORCED
CONCRETE SHEAR WALLS. THE STRUCTURE WAS ANALYZED USING THE EQUIVALENT
LATERAL �ORCE PROCEDURE
R 5.0 00 = 2.0
SS 151.80% SDS = 0-911
S, 57.0% SDI = 0.912
CS 0. 182
1E= 1-0
SITE SOIL CLASS = E
SEISMIC DESIGN CATEGORY = D
BASE SHEAR, V = 1,700 KIPS
FOUNDATIONS:
FOUNDATION DESIGN PER GEOTECHNICAL REPORT #245 5-042-02 DATED NOVEMBER 22, 2016,
BY GEOENGINEERS. ALL FOUNDATION WORK PER THIS REPORT. DESIGN CRITERIA
INDICATED IN THE GEOTECHNICAL REPORT ARE AS FOLLOWS.
ALLOWABLE SOIL BEARING CAPACITY ... 3,000 PSF ON IMPROVED SOILS (GEOPIERS)
PASSIVE SOIL RESISTANCE ...................... 250 PCF
ACTIVE SOIL PRESSURE ........................... 35 PCF
COEFFICIENT OF FRICTION ....................... 0.35
ALL EXTERIOR FOOTINGS TO BE A MINIMUM OF 18 INCHES BELOW LOWEST ADJACENT
GRADE. SOILS ENGINEER TO INSPECT AND APPROVE FOUNDATION EXCAVATIONS PRIOR TO
POURING. ALL FOOTINGS SHALL BEAR ON GEOPIER FOUNDATION SYSTEM. ALL SLABS
SHALL BEAR ON CAPILLARY BREAK OVER 2'-0" OF STRUCTURAL FILL. SEE THE SOILS REPORT
FOR SPECIFIC FILL REQUIREMENTS, FILL PLACEMENT REQUIREMENTS, SOIL IMPROVEMENT
REQUIREMENTS AND ADDITIONAL INFORMATION.
SLABS ON GRADE:
THE SLAB ON GRADE FOR THIS PROJECT IS TYPICAL OF OTHER BUILDINGS WITH SIMILAR
FLOOR LOADING AND SOIL CONDITIONS CONSTRUCTED IN THIS AREA. THE SLAB HAS NOT
BEEN DESIGNED FOR ANY SPECIFIC LIVE LOAD AND HAS BEEN DETAILED TO MEET LOCAL
INDUSTRY STANDARDS FOR SIMILAR BUILDINGS. NO CONSTRUCTION LOADS HAVE BEEN
INCLUDED IN THE DESIGN OF THE FLOOR SLAB.
THE CONTRACTOR SHALL REVIEW WITH THE SOILS ENGINEER THE CONSTRUCTION LOADING
OF THE SLAB AND SOILS BELOW. HE SHALL TAKE THE NECESSARY MEASURES TO INSURE
THAT THE SLAB AND SOILS BELOW WILL NOT BE AFFECTED OR DAMAGED BY THE
CONSTRUCTION LOADING. THE CONTRACTOR SHALL ADD ADDITIONAL CONCRETE,
REINFORCING AND UPGRADE JOINT DETAILING AS REQUIRED FOR HIS LOADING.
CONTROL JOINTS SHALL BE SOFF CUT JOINTS PER THE DETAILS ON THE STRUCTURAL
DRAWINGS. JOINTS SHALL BE CUT 0 TO 2 HOURS AFTER FINAL FINISH AT EACH JOINT
LOCATION (AS SOON AS THE SLAB WILL SUPPORT THE SOFF CUT MACHINE AND
OPERATOR). COMPLY WITH THE SOFF-CUT INTERNATIONAL, INC. INSTRUCTIONS FOR
THE SOFF CUT SYSTEM. ALL JOINTS SHALL BE FILLED WITH MM -80 AS MANUFACTURED BY
METZER M�CGUIRE OR APPROVED EQUAL. THE JOINT FILLER SHALL BE INSTALLED IN
CONFORMANCE WITH THE MANUFACTURE�t?.'S SPECIFICATiONS. INS TALL ,�HE JOINT FILLER
AS LONG A FTER THE SLAB HAS BEEN POUR -ED AS POSSIBLE, BUT NOT LESS THAN 90 DAYS
AFTER THE SLAB HAS BEEN POURED. THE JOINT SHALL BE CLEAN AND SOUND, AND FREE OF
ALL OIL, DIRT, DEBRIS, PAINT AND ANY OTHER MATERIAL THAT MAY BE A BOND BREAKER.
THE CONCRETE CURING COMPOUND MUST BE REMOVED PRIOR TO INSTALLING THE JOINT
FILLER AND/OR SURFACE SEALER.
-k-b-A 1 ED wif-EINCH, I WIS I -CIFF-TYPE (ASTM F 1852), OR DIRECT -TENSION INDICATOR
MINIMUM LAP SPLICE LENGTHS FOR CONCRETE
BAR SIZE
F'c=3500 F'c=5000
#4
2759 23"
#5
331) 289)
#6
40" 34"
#7
581� 49"
#8
667 56"
#9
7559 631)
THE FOLLOWING MINIMUM COVER SHALL BE PROVIDED FOR REINFORCEMENT (UNLESS
INDICATED OTHERWISE ON DRAWINGS):
A) CONCRETE CAST AGAINST & PERMANENTLY EXPOSED TO
EARTH..................................................................................... 3" EARTH FACE
B) CONCRETE EXPOSED TO EARTH OR WEATHER (CAST IN FORMS)
#6 THROUGH #18 BARS ......................................................... 2"
#5 BARS & SMALLER ............................................................ 1-1/21'
C) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND
SLABS, WALLS & JOIST - #11 BAR & SMALLER * ............... 3/4"
BEAMS& COLUMNS .............................................................
D) PRECAST PANELS
#8 BARS & SMALLER .............................................. I I" EXTERIOR FACE
#9 BARS & LARGER ..................... ; ............................ 25EXTERIOR FACE
(SEE ITEM'C'ABOVE FOR INTERIOR FACE.)
WELDED REBAR:
WELDED REBAR TO BE GRADE 60 CONFORMING TO ASTM A706. (PREHEAT ALL GRADE 60
REBAR PRIOR TO WELDING.) USE FRESH E80XX LOW HYDROGEN ELECTRODES TO WELD
GRADE 60 REINFORCING; CONFORM TO PROCEDURES OF AWS D 1.4, RECOMMENDED
PRACTICES FOR WELDING REINFORCING STEEL. SEE SPECIAL INSPECTION PROGRAM.
REINFORCING TO BE WELDED SHALL NOT HAVE CARBON CONTENT IN EXCESS OF.35%. ALL
WELDS TO BE BY WABO CERTIFIED WELDERS.
STRUCTURAL STEEL:
RECTANGULAR AND SQUARE HSS SECTIONS SHALL CONFORM TO ASTM A500, GRADE B (Fy
46,000 PSI). STRUCTURAL STEEL FOR WIDE FLANGE BEAMS SECTIONS SHALL CONFORM TO
ASTM A992, GRADE 50 (Fy = 50,000 PSI). ALL OTHER STRUCTURAL STEEL SHALL CONFORM TO
ASTM A36 (Fy = 36,000 PSI) OR ASTM A992 GRADE 50 (Fy = 50,000 PSI). APPLY PRIMER COATS
PER ARCHITECTURAL SPECIFICATIONS. WELDS NOT SPECIFIED SHALL BE 3/16" CONTINUOUS
FILLET MINIMUM. ALL WELDS TO BE IN ACCORDANCE WITH AWS D 1. 1 AND BY WABO
CERTIFIED WELDERS. USE FRESH E70XX LOW HYDROGEN ELECTRODES. WELDS AT
MEMBERS AND CONNECTIONS OF THE SEISMIC FORCE REINFORCING SYSTEM SHALL BE
MADE WITH FILLER METAL PRODUCING WELDS WITH A MINIMUM CHARPY V -NOTCH
TOUGHNESS OF 20 FT -LBS AT 0 DEGREES -F AS DETERMINED BY THE APPLICABLE AWS A5
CLASSIFICATION TEST METHOD. THE CONTRACTOR SHALL SUBMIT TO THE BUILDING
OFFICIAL A WELDING PROCEDURE SPECIFICATION THAT VERIFIES THESE REQUIREMENTS.
MISCELLANEOUS STEEL CONNECTORS TO BE SIMPSON, OR APPROVED EQUAL. NAIL ALL
HOLES WITH NAILS AS SPECIFIED BY MANUFACTURER UNLESS SHOWN OTHERWISE ON
DRAWINGS. ALL NAILS ATTACHING TO PRESSURE TREATED WOOD MEMBERS SHALL BE HOT
DIPPED GALVANIZED.
MACHINE BOLTS TO BE A307.
HIGH STRENGTH BOLTS FOR STEEL TO STEEL CONNECTIONS SHALL BE ASTM A325N (TYPE 3)
OR ASTM A490 (TYPE 3), INSTALLATION AND SPECIAL INSPECTION PER AISC SPECIFICATIONS.
ALL A325N OR A490 BOLTS SHALL BE PRETENSIONED IN STANDARD BOLT HOLES UNLESS
NOTED OTHERWISE ON PLANS. MINIMUM BOLT PRETENSION PER AISC 16.1 TABLE J3.1
UNLESS NOTED OTHERWISE. ACCEPTABLE PRETENSIONING METHODS ARE TURN -OF -NUT,
GENERAL NOTES
CODE: INTERNATIONAL BUILDING CODE, 2015 EDITION
BUILDING RISK CATEGORY = 11
LIVE LOADS:
UNIFORM LOADS:
LOCATION LIVE LOAD REDUC
SLAB ON GRADE I (SEE SLAB ON GRADE NOTES)
ROOF 25 PSF (SNOW) NO
SNOW LOAD DATA:
Pg = 20 PSF Pf = 25 PSF (WITHOUT DRIFT)
Ce = 0.9 Pd = N/A
Ct = 1.0 W = N/A
Is = 11.0
�,J�3
,,�1,34567
zz Vz
WIND L,O;�DS ON THE MAIN WIND -FORCE RESISTING SYSTEM (MWFRS) WAS DETERMINED
USING THE ENVELOPE PROCEDURE.
WIND SPEED (BASED ON TABLE 1609.3.1 OF IBC 2015): V,,It = 110 MPH V.d = 85 MPH
EXPOSURE"B" A= 1.05 Kt =1.00
SEISMIC DESIGN INFORMATION:
SEISMIC FORCE RESISTING SYSTEM IS A BEARING WALL SYSTEM WITH SPECIAL REINFORCED
CONCRETE SHEAR WALLS. THE STRUCTURE WAS ANALYZED USING THE EQUIVALENT
LATERAL �ORCE PROCEDURE
R 5.0 00 = 2.0
SS 151.80% SDS = 0-911
S, 57.0% SDI = 0.912
CS 0. 182
1E= 1-0
SITE SOIL CLASS = E
SEISMIC DESIGN CATEGORY = D
BASE SHEAR, V = 1,700 KIPS
FOUNDATIONS:
FOUNDATION DESIGN PER GEOTECHNICAL REPORT #245 5-042-02 DATED NOVEMBER 22, 2016,
BY GEOENGINEERS. ALL FOUNDATION WORK PER THIS REPORT. DESIGN CRITERIA
INDICATED IN THE GEOTECHNICAL REPORT ARE AS FOLLOWS.
ALLOWABLE SOIL BEARING CAPACITY ... 3,000 PSF ON IMPROVED SOILS (GEOPIERS)
PASSIVE SOIL RESISTANCE ...................... 250 PCF
ACTIVE SOIL PRESSURE ........................... 35 PCF
COEFFICIENT OF FRICTION ....................... 0.35
ALL EXTERIOR FOOTINGS TO BE A MINIMUM OF 18 INCHES BELOW LOWEST ADJACENT
GRADE. SOILS ENGINEER TO INSPECT AND APPROVE FOUNDATION EXCAVATIONS PRIOR TO
POURING. ALL FOOTINGS SHALL BEAR ON GEOPIER FOUNDATION SYSTEM. ALL SLABS
SHALL BEAR ON CAPILLARY BREAK OVER 2'-0" OF STRUCTURAL FILL. SEE THE SOILS REPORT
FOR SPECIFIC FILL REQUIREMENTS, FILL PLACEMENT REQUIREMENTS, SOIL IMPROVEMENT
REQUIREMENTS AND ADDITIONAL INFORMATION.
SLABS ON GRADE:
THE SLAB ON GRADE FOR THIS PROJECT IS TYPICAL OF OTHER BUILDINGS WITH SIMILAR
FLOOR LOADING AND SOIL CONDITIONS CONSTRUCTED IN THIS AREA. THE SLAB HAS NOT
BEEN DESIGNED FOR ANY SPECIFIC LIVE LOAD AND HAS BEEN DETAILED TO MEET LOCAL
INDUSTRY STANDARDS FOR SIMILAR BUILDINGS. NO CONSTRUCTION LOADS HAVE BEEN
INCLUDED IN THE DESIGN OF THE FLOOR SLAB.
THE CONTRACTOR SHALL REVIEW WITH THE SOILS ENGINEER THE CONSTRUCTION LOADING
OF THE SLAB AND SOILS BELOW. HE SHALL TAKE THE NECESSARY MEASURES TO INSURE
THAT THE SLAB AND SOILS BELOW WILL NOT BE AFFECTED OR DAMAGED BY THE
CONSTRUCTION LOADING. THE CONTRACTOR SHALL ADD ADDITIONAL CONCRETE,
REINFORCING AND UPGRADE JOINT DETAILING AS REQUIRED FOR HIS LOADING.
CONTROL JOINTS SHALL BE SOFF CUT JOINTS PER THE DETAILS ON THE STRUCTURAL
DRAWINGS. JOINTS SHALL BE CUT 0 TO 2 HOURS AFTER FINAL FINISH AT EACH JOINT
LOCATION (AS SOON AS THE SLAB WILL SUPPORT THE SOFF CUT MACHINE AND
OPERATOR). COMPLY WITH THE SOFF-CUT INTERNATIONAL, INC. INSTRUCTIONS FOR
THE SOFF CUT SYSTEM. ALL JOINTS SHALL BE FILLED WITH MM -80 AS MANUFACTURED BY
METZER M�CGUIRE OR APPROVED EQUAL. THE JOINT FILLER SHALL BE INSTALLED IN
CONFORMANCE WITH THE MANUFACTURE�t?.'S SPECIFICATiONS. INS TALL ,�HE JOINT FILLER
AS LONG A FTER THE SLAB HAS BEEN POUR -ED AS POSSIBLE, BUT NOT LESS THAN 90 DAYS
AFTER THE SLAB HAS BEEN POURED. THE JOINT SHALL BE CLEAN AND SOUND, AND FREE OF
ALL OIL, DIRT, DEBRIS, PAINT AND ANY OTHER MATERIAL THAT MAY BE A BOND BREAKER.
THE CONCRETE CURING COMPOUND MUST BE REMOVED PRIOR TO INSTALLING THE JOINT
FILLER AND/OR SURFACE SEALER.
-k-b-A 1 ED wif-EINCH, I WIS I -CIFF-TYPE (ASTM F 1852), OR DIRECT -TENSION INDICATOR
(ASTM F959) PER AISC SPECIFICATIONS.
CONCRETE:
STEEL JOISTS AND JOIST GIRDERS:
ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF
STEEL JOISTS ARE TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE AMERICAN
APPROXIMATELY 145 POUNDS PER CUBIC FOOT. 28 DAY COMPRESSIVE STRENGTH SHALL BE
AS FOLLOWS:
INSTITUTE OF STEEL CONSTRUCTION SPECIFICATIONS, 14TH EDITION AND STANDARD
CONSTRUCTION EC EXPOSURE MAX W/C AIR
SPECIFICATIONS FOR STEEL JOISTS AS ADOPTED BY THE STEEL JOIST INSTITUTE AND
PROVIDE A CERTIFICATION OF COMPLIANCE AT THE COMPLETION OF FABRICATION. JOIST
CLASS RATIO CONTENT
PRECAST WALL PANELS 5,000 PSI FI, SO, PO, CI 0.55 5%
MANUFACTURER TO PROVIDE ALL BRIDGING AND BLOCKING, BOTH PERMANENT AND
FOOTINGS 3,500 PSI F1, SO, PO, CI 0.55 5%
ERECTION. SHOP DRAWINGS AND DESIGN CALCULATIONS, STAMPED BY A LICENSED
CAST IN PLACE WALLS 3,500 PSI F1, SO, PO, CI 0.55 5%
WASHINGTON STRUCTURAL ENGINEER, ARE TO BE SUBMITTED FOR REVIEW PRIOR TO
INTERIOR SLAB ON GRADE 3,500 PSI FO, SO, PO, CO N/A N/A
FABRICATION. SHOP DRAWINGS WILL NOT BE REVIEWED UNLESS THEY BEAR THE STAMP OF
�Zq
E-4
A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER AND CALCULATIONS STAMPED BY
FOR EXPOSURE CATEGORY AND CLASS SEE ACI 318-14 TABLE 19.3. 1. 1. REQUIREMENTS FOR
THE SAME ENGINEER ARE SUBMITTED ALONG WITH THE SHOP DRAWINGS. DESIGN, CRITERIA
CONCRETE MIX BASED ON ON EXPOSURE CLASS SEE ACI 318-14 TABLE 19.3.2. 1.
SHALL MEET OR EXCEED THE FOLLOWING:
REQUIREMENTS FOR AIR ENTRAINMENT BASED ON EXPOSURE CLASS SEE ACI 318-14 TABLE
101111
ROOF TOP CHORD .................. 25 PSF L.L. PLUS
9 PSF D.L.
BOTTOM CHORD........ 6 PSF D.L.
ROOF JOIST .................................... DEFLECTION LIVE LOAD ................. L/360
TOTAL LOAD ............. L/240
STEEL JOIST SUPPLIERS NOTE.
THE JOIST CONFIGURATIONS, INCLUDING DEPTHS AND SPACING, SHOWN ON THE DRAWINGS
INDICATE THE DESIRED JOIST CONFIGURATION AND ARE TO BE COMPLIED WITH WHEREVER
POSSIBLE. IF A JOIST MANUFACTURER IS UNABLE TO MEET THE LOAD REQUIREMENTS
SPECIFIED WITH THE JOIST CONFIGURATION INDICATED, HE OR SHE IS TO SUBMIT WRITTEN
NOTICE TO THAT AFFECT TO THE ARCHITECT PRIOR TO SUBMITTING A COST PROPOSAL OR
BID.
IF A DIFFERENT SYSTEM IS PROPOSED THAT REQUIRES REVISIONS TO PRESENT STRUCTURAL
FRAMING OR DETAILS, SUCH SYSTEM SHALL BE CONSIDERED SUBJECT TO THE APPROVAL OF
THE OWNER, ARCHITECT AND ENGINEER.
WHERE IT IS NECESSARY TO BUTT OPPOSITE JOISTS OVER A NARROW SUPPORT WITH
BEARING LENGTH LESS THAN MINIMUM REQUIREMENT, SPECIAL END CONDITIONS (SHORT
BEARING LENGTH) SHALL BE DESIGNED BY THE JOIST MANUFACTURER PER SJI
SPECIFICATION SECTION 104.4(B).
IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND JOIST MANUFACTURER TO
VERIFY THE WEIGHT AND LOCATIONS OF ALL MECHANICAL EQUIPMENT PRIOR TO
SUBMITTING SHOP DRAWINGS. IT SHALL BE NOTED IN THE JOIST MANUFACTUREWS BID
WHETHER OR NOT AN ALLOWANCE HAS BEEN MADE FOR MECHANICAL UNITS.
FRAMING LUMBER: REFERENCE DESIGN VALUES
STEEL JOIST PURLIN NAILERS ............ D.F. #2 .............................. Fb = 900 PSI
2X, 3X, 4X MEMBERS ................................... D.F. #2 ........................................ Fb = 900 PSI
LUMBER NOT NOTED SHALL BE D.F. #2 OR BETTER.
ALL GRADES SHALL CONFORM TO ' WWPA WESTERN LUMBER GRADING RULES -- 2011
EDITION. ALL BOLTS HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH
STANDARD CUT WASHERS EXCEPT AS NOTED FOR ANCHOR BOLTS UNDER STRUCTURAL
STEEL SECTION. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE
PRESSURE TREATED. MAXIMUM MOISTURE CONTENT 19% AT INSTALLATION FOR ALL
LUMBER.
WOOD SHEATHING:
ROOF SHEATHING ...... 15/32" OSB OR 15/32" CDX PLYWOOD STRUCTURAL I RATED PANELS
WITH STRENGTH AXIS PERPENDICULAR TO SUPPORTS W/EXTERIOR
GLUE.....INDEX 3 3/16
(GENERAL NOTES CONTINUED ABOVE LEFT)
DESIGN MIX FOR SLABS ON GRADE SHALL PROVIDE A MIX WITH A MAXIMUM SHRINKAGE OF
0.03% AT 42 DAYS.
CONCRETE IN ALL EXTERIOR SLABS TO BE AIR ENTRAINED 6% PLUS OR MINUS 1%
CONCRETE SUBMITTALS SHALL CONFORM TO ACI 318 CHAPTER 26. MIXING AND PLACING OF
ALL CONCRETE SHALL BE IN ACCORDANCE WITH THE IBC AND ACI CODE 318. PROPORTION
OF AGGREGATE TO CEMENT SHALL BE AS SUCH TO PRODUCE A DENSE, WORKABLE MIX,
WITH A MAXIMUM SLUMP OF FOUR INCHES, WHICH CAN BE PLACED WITHOUT SEGREGATION
OR EXCESS FREE SURFACE WATER. 3/4" CHAMFER ON ALL EXPOSED CONCRETE EDGES
UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. GROUT FOR COLUMN
BASES SHALL BE "HI -FLOW GROUT" AS MANUFACTURED BY THE EUCLID CHEMICAL CO. OR
APPROVED EQUAL.
ANCHORAGE TO CONCRETE:
EXPANSION BOLTS INTO CONCRETE SHALL BE SIMPSON STRONG -BOLT 2 AS MANUFACTURED
BY SIMPSON STRONG -TIE COMPANY, INC. SPECIAL INSPECTION AND INSTALLATION PER
ICC -ES REPORT ESR -3037.
EXPANSION BOLTS INTO CONCRETE SHALL BE HILTI KWIK BOLT TZ AS MANUFACTURED BY
HILTI, INC. SPECIAL INSPECTION AND INSTALLATION PER ICC -ES REPORT ESR -1917.
CONCRETE SCREW ANCHORS SHALL BE SIMPSON TITEN HD SCREW ANCHORS AS
MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. SPECIAL INSPECTION AND
INSTALLATION PER ICC -ES REPORT ESR -2713.
CONCRETE SCREW ANCHORS SHALL BE HILTI HUS -EZ SCREW ANCHORS AS MANUFACTURED
BY HILTI, INC. SPECIAL INSPECTION AND INSTALLATION PER ICC -ES REPORT ESR -3027.
EPDXY FOR FASTENING ANCHOR BOLTS AND REBAR INTO EXISTING CONCRETE TO BE
SIMPSON SET -XP EPDXY ADHESIVE AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY,
INC. SPECIAL INSPECTION AND INSTALLATION PER ICC -ES REPORT ESR -2508.
EPDXY FOR FASTENING ANCHOR BOLTS AND REBAR INTO EXISTING CONCRETE TO BE HILTI
HIT -RE 500-V3 ADHESIVE AS MANUFACTURED BY HILTI, INC. SPECIAL INSPECTION AND
INSTALLATION PER ICC -ES REPORT ESR -3814.
ANCHOR RODS INTO CONCRETE SHALL BE GRADE 36 MANUFACTURED AND INSTALLED PER
ASTM F1554. ALL ANCHOR RODS/BOLTS ATTACHING PRESSURE TREATED WOOD PLATES TO
CONCRETE SHALL BE HOT DIPPED GALVANIZED. ALL ANCHOR BOLTS FOR SILL PLATES
SHALL BE PROVIDED WITH 3" X 3" X 0.229" THICK (MIN) PLATE WASHERS.
ANCHORAGE SUBSTITUTIONS MUST BE APPROVED BY THE ENGINEER. ANCHORAGE
SUBSTITUTION REQUESTS REQUIRE ADDITIONAL ENGINEERING SERVICES.
E --i 0
Cf
C)
1 OF 17
.0
v44
a) a)
Z
In
01
M a
>, -5
M
P4
�Zq
E-4
0 0
000
(3
E =0.9
W
�4
V !� [�
�4
e, 6 8.
a
z
-0 E W
b
20 - -
PO4
- ts
M
'd
0
tg,
Q)
CL 0 0
0
04
o E
z a")
A
cc))
Cq
(D
1-4
C:) 0
C\1 C�
A �
<
E --i 0
Cf
C)
1 OF 17
r --" 3 V � E W R; E
D `
MAY 1 1 2017
REID MIDDLETON, INC.
VETM CAA71ON AND LNSPEMO.N..
Special inspections And non�distructive testing o - fgtni
R M- iRENCFI)
F 11 4- �: :� ... ...............
STAINMARD:
, structiims�and portions.thereof shallbe
aig ofAISC360.
TATE
MONS I INSPECUOINS , STANBARD.
1. 1 In s tallat ion. of open webs tee ljois t: andjois t girders,
Sksp6cifications fisted
ti. Flid onnections - welding or bolted. x I . . - ... 111-11-1 -111.111111.1--- --- 11 1
I *in Sectiort.2207.1�
1b. Biidghig:-�lioiizQiital,ordiqgotiaI ...... . ... ... . ......
SjI specifications.1isted
-A, Standard bridging.. X.
in-section:2207, 1.
i2,, Bridging that differs frointhe.SM specifications fisted iii
..... .. .....
2207.t
.. . .. .....
.... ........ ... ....
TYPE.
INSPECTIONS
......
�'S PE C
r MONS
STRUCTURAL DRAWING ABBREVIATIONS:
1.
Inspection,of reinforcing 8 teeljncluding prestres sing tendons
A.B.
ANCHOR BOLT
(E)
EXISTING
KSF
KIPS PER SQUARE FOOT
PT
POINT
ADJ.
ADJACENT
EA.
EACH
LBS/#
POUNDS
P.T.
PRESSURE TREATED
A.F.F.
ABOVE FINISHED FLOOR
EL./ELEV.
ELEVATION
LF
LINEAR FOOT
R.D.
ROOF DRAIN
ALT.
ALTERNATE
EQ.
EQUAL
L.L.
LIVE LOAD
R.O.
ROUGH OPENING
APPROX.
APPROXIMATELY
EQUIP.
EQUIPMENT
LLH
LONG LEG HORIZONTAL
REINF.
REINFORCING
ARCH.
ARCHITECTURAL
E.B.
EACH FACE
LLV
LONG LEG VERTICAL
REQ'D
REQUIRED
BM
BEAM
E.S.
EACH SIDE
LSH
LONG SLOTTED HOLE
REV.
REVISION
BLDG
BUILDING
E.W.
EACH WAY
LSL
TIMBERSTRAND
RTN
RETURN
BLKG
BLOCKING
EXP.
EXPANSION
LVL
MICROLLAM
SCHED.
SCHEDULE
BRC
BRACING
EXT.
EXTERIOR
M.B.
MACHINE BOLT
SECT.
SECTION
BRG
BEARING
F.B.
FLUSH BEAM
M.B.C.
METAL BUILDING SUPPLIER
SHT.
SHEET
BTWN
BETWEEN
F.D.
FOOTING DRAIN
MAX.
MAXIMUM
SHTHG
SHEATHING
BOT.
BOTTOM
FDN
FOUNDATION
MECH.
MECHANICAL
Sim.
SIMILAR
CA
CAMBER
FIN.
FINISH
MEZZ.
MEZZANINE
S.J.
SHRINKAGE CONTROL JOINT
C.A.
CENTER -TO- CENTER
FLG
FLANGE
MFR
MANUFACTURER
S.O.G.
SLAB ON GRADE
C.I.P.
CAST -IN-PLACE
FLR
FLOOR
MTL
METAL
SID.
SPACE
C.J.
CONSTRUCTION JOINT
F.O.C.
FACE OF CONCRETE
MIN.
MINIMUM
SPEC.
SPECIFICATION
CENTERLINE
F.O.F.
FACE OF FINISH
misc.
MISCELLANEOUS
SQ.
SQUARE
CLG
CEILING
F.O�S.
FACE OF STUD
N.I.C.
NOT IN CONTRACT
SSH
SHORT SLOTTED HOLE
CLR
CLEAR
F.P.
FULL PENETRATION
(N)
NEW
STD
STANDARD
CMU
CONCRETE MASONRY UNIT
F.S.
FAR SIDE
NO.
NUMBER
STIFF.
STIFFENER
COL.
COLUMN
FT
FOOT
NOM.
NOMINAL
STL
STEEL
CONC.
CONCRETE
FTG
FOOTING
N.S.
NEAR SIDE
STRUCT.
STRUCTURAL
CONN.
CONNECTION
GA.
GAGE
NTS
NOT TO SCALE
SYM
SYMMETRICAL
CONST.
CONSTRUCTION
GALV.
GALVANIZED
O.C.
ON CENTER
T&B
TO P & 8 OTTO M
CONT.
CONTINUOUS
G.L.
GLULAM
O.T.
OUTSIDE DIAMETER
T&G
TONGUE& GROOVE
CONTR.
CONTRACTOR
GLB
GLULAM BEAM
O.F.
OUTSIDE FACE
THK
THICKNESS
COORD.
COORDINATE
GR.
GRADE
OPNG
OPENING
Til
TRUS JOIST
C.P.
COMPLETE PENETRATION
GWB
GYPSUM WALL BOARD
OPP.
OPPOSITE
T.O.C.
I TOP OF CONCRETE
C.S.
CLOSURE STRIP JOINT
HD
HOLDOWN
OSB
ORIENTED STRAND BOARD
T.O.F.
TOP OF FOOTING
d
PENNY SIZE
HDR
HEADER
OVS
OVERSIZED HOLE
T.O.J.
TOP OF JOIST
DBL
DOUBLE
HORIZ.
HORIZONTAL
P
POST
T.O.W.
TOP OF WALL
DET.
DETAIL
HSS
HOLLOW STRUCTURAL STEEL
P.A.
POWDER ACTUATED
U.N.O.
UNLESS NOTED OTHERWISE
DF
DOUGLAS FIR
HT
HEIGHT
P.C.
PRECAST
VERT.
VERTICAL
DIA./O
DIAMETER
IBC
INTERNATIONAL BLDG CODE
PCF
POUNDS PER CUBIC FOOT
w/
WITH
DIM.
DIMEN81ON
I.D.
INSIDE DIAMETER
PEN.
PENETRATION
WF
WIDE FLANGE
D.L.
DEAD LOAD
I.F.
INSIDE FACE
It
PLATE
W/o
WITHOUT
D.O.
DITTO
IN.
INCH
P.L.
PROPERTY LINE
WD
WOOD
DN
DOWN
INFO.
INFORMATION
PLYWD
PLYWOOD
W.H.S.
WELD HEAD STUD
D.S.
DOWNSPOUT
INT.
INTERIOR
PNL
PANEL
WP
WORK POINT
DWG
DRAWING
JST
JOIST
PSF
POUNDS PER SQUARE FOOT
WT
STRUCTURAL TEE
DWL
DOWEL
K
KIP (1000 Ibs)
PSI
POUNDS PER SQUARE INCH
W.W.F.
WELDED WIRE FABRIC
KSI
KIPS PER SQUARE INCH
PSL
PARALLAM
r --" 3 V � E W R; E
D `
MAY 1 1 2017
REID MIDDLETON, INC.
VETM CAA71ON AND LNSPEMO.N..
Special inspections And non�distructive testing o - fgtni
R M- iRENCFI)
F 11 4- �: :� ... ...............
STAINMARD:
, structiims�and portions.thereof shallbe
aig ofAISC360.
TATE
MONS I INSPECUOINS , STANBARD.
1. 1 In s tallat ion. of open webs tee ljois t: andjois t girders,
Sksp6cifications fisted
ti. Flid onnections - welding or bolted. x I . . - ... 111-11-1 -111.111111.1--- --- 11 1
I *in Sectiort.2207.1�
1b. Biidghig:-�lioiizQiital,ordiqgotiaI ...... . ... ... . ......
SjI specifications.1isted
-A, Standard bridging.. X.
in-section:2207, 1.
i2,, Bridging that differs frointhe.SM specifications fisted iii
..... .. .....
2207.t
.. . .. .....
.... ........ ... ....
TYPE.
INSPECTIONS
......
�'S PE C
r MONS
mc lb��CE
STAI
NMARD
1.
Inspection,of reinforcing 8 teeljncluding prestres sing tendons
And plac emeni.
x
ACI 318.; 3.5j3.143 .1908.4
2..
Reinford' bar.welding,:
P4 E-4
4J CO kO
-" :9
a.verl -,t,,eladibltyofiefiifbrchi�bAt�otliektllailAS.TNI�.A706,
PA
5 0,
AWS DIA
bAnspect.single-pass
... ...... ..
x
AC1.318:26.6.4
o-4
. . ......... ........ . ..
c. Inspect all otherwelds.
... ...... . .. ....
x
d
. ..... .....
3.
11tispection of anchors cast iticoncret..
M U,
x
ACI 318:17.8.2.
4,
linspect anchors post -installed in hardened concrete members.
m
P0 d
t5 a
a, in.s.talled. in 11.o1.#.on.t*..0r upwardLy
0
0
0 g L)
. .. ... ... ... ... .
inclined orientations: to res is t s us tained tons ion loads
x
... ........ ..... ..............
ACI:318:17.812.4
6 O'ch anical 'an A'o`is "a-tid"a dhes iv, e anch ors n oi define ed in'. 4.a.
x
C5 E
5.;
jvcrif�ing: use ofrequired des! . g 1) Inix
tm
x
A.CI13.1&:C,h.. l9,-26A.3i. 1904.1.190,12.
CQ
2
26.4A 1908.Z 19083
6,.,
placenient, fabricate spechnetis forsirength test
A SUM C172 ASTM
. . ....... .
. . ... .... .
nip and. air content test, and,deternifti the teniperature.
- ..................... . ... ....
X.
01 ACI 3,18 26A 1908A0
1 of the concrete.
26.12
7.
Imp ection of concrete and sboteliate placement1or vtoper
x
1908.6:1908.7�
a phention techniques..
p
ACI 31&126.5
:1908.8
So
lVerify maintenance:ofspd6fied curing lempemmie and:
x
AC1.318, 26�5.3� -
................. :1908.9
concrete for
la, Application of prestressing forces,; and
x
AC1318126110
b'.' G, rotit'iig of bonded pmstressingl6id6its
x
..............
10.1hispect
el*ecti6nof precast concrOemembers., I
x
ACI 518;: C11�26.&
I I.IVedficationin7situ
concrete strengtb� prior to stressing of
tendons inpost4ensioned concrete and prior to,removal of
X.
A 0 318:,26.11.2
islioresitidf6nits.frot-Tibe�iinsaiid�stnicti.itals6bs.
1,2. !Inspect
forni%voik for shape, location and dhinensions of the
concrete member Ining f6ruied;
x
ACI 318:,20.11.2(b
�-"i V JL ii 11 vu 4-1a riulkLu"IM,
VVTE
.. .... ........
mSPECTIONS INSPECUONS
1. ]'Verify inaterials below shallow foundations. are, adequate to.
x
achieve the design bea!*ig capacit
_y
.. ........... .. ... .........................
11 lVerif i I
y excavations are e.kende.d.t.6 proper depth and have
x
reached proper juaterig
...............
3. IP�rfdnnc]Assification.aild�testiiig of conipacte&filtm I aterialsi
x
y use of proper materials, dens itiesand. lift thicknesses
x
Iduri�glilaceiiieiitatideoiiioactibil�6fe0ii)pattedfiff.:
lPriottoplaceiiteiitoficoiiipactod,fill,�l�pect subgradoandv6iify
x
Ithat.,site has:been.prepared properly,
. ............. ............ .... ..... ..... ........... ....
WOOD
For Wiudaposure Category B, C, or Dmd Seismic Desitin Categ CD,.L� or,F�. 4113C 1705.11.1,1 05;12.2).
I. IFkIdGluing ofelenients ofinaiiiw*liidfiorcerrdsisthig�systeluor
..... .....
2. Nafling, bolting,anchoring and otherfastening ofconiporients
within (lie sysieni.
... ... . ... .............. .......... ... . ...
including wood, s hear wallsdiaphragu�s drag, struts ..braces and X:
lliold-doiAis.
a; [Speciiilinsppction is. not required ffirwood shear walls. shearvanels and diapl mpvns,�includ-
Inailing, olting,anchoritig and.oflief f�steni I hgto.otli�r�ojiipotients.of.tlie.niain%Nitidf(izteor
scisnu*c . the fastener soncing of the sli.eadiiii is inore than 4 in.
..... ... .. ...... . . . . . ...... . ......... .... . .......
....... ...... ........... ....
�.]Ancliorage of electrical equipment for enie.rg6icy find standby
x... .. . ...... ... . .... ...... .
power sy s tems..
......... . .
2. his tallat ion andancliorageof piping S y.s tenis des igned to carry
x
Iliattaxious materials and tl*idit�ssoci4tediii0cliiiiidalui)its4
.... ......
................. . ...... . ..... .. .... . ........ . . . ..... ..
3� stallation. and anchorage of ductwork designed,to carry
x
hazardous iimteiials.
....... . .....
4. lliigtallatioti.atid:,itioliotageof�,il)ratioiiiso.latiol.isy�teui%*Vv.l)4�td-
the c6iigtmctioii.doctii,ii6ilts:t�q6,h-6.a noiniiialclearanc6 of 1/4 x
in-ch.or less, between the egnipment support frame and res tt-ahit..
IU�orSeistiiieD�giguC�t(�goryEorri��I
,,,--...REV1.EW.ED...F0R ....... ....... ...... .................
1. Anchorage.of other electkicateguipment. x
-COMCOMPLI AffGE'-,-
....... . ... APPR0VED------- ........ ....
REQUMED SPFiCIAL LNSPFiCTIONS OF ARCMUCTURAL COINIPOINIMS
PERIODIC
ME: ........
LNISPWnONS ViS Pi'Li'C"'ifib & S"
For AlInd Expos u reCateg ory Bj Cj 4 D and 9 eis inic. Desig a Cate g o�-y D, E� or F: (IBC 17 05.12.5)
1. 1 laection and fastening ofroof and.wall claddiug� X
mof-Rlkwilg.- ........ . . .... ....... ...
F0rSdsnA*c,DesIgnCatego" -orrt 'H . .........
1. lliit�iiordiideAen6r.iioiibearing..wiiUsA X.
2. lInteriorande-deriorven x
eer�.
... .. ..... ... .. . .. . ...... . ...
S 6al Inspection/
ProgiminNotes:...".". ......
...... . .... ............. ... .......... . ........ . .... A ................... . .... . . . ... ... .......... . ....... ............ .
I 'rhe�svecial inspector s hallbe a qua lifled pers on.who.shall denions trate coinpetence to the s atisfaction.of th,effi i din OfficWf6rAie. ype:...
................. ................. ......... .......... ...... ........... . - t
. ......... . .. .. .......... .... .
of hispoctions: lis ted.
2 If neces s ary,: the contractor s hill arran�.e, a pre.- -vith tile Architect, P�gineer, Building cia e t
. .. ... 'Fons!i�F�� �T�eting N �Offl I '17's, ing
Agency toxeview.the
............
spqcialinspection vroK�qnl... ........ ........
. ......... .. ... .. ... .. ........ ..
......................
1. lljtities� 6ftlia S are not liniited to:.
F�ci Iffismaothichide, but.
6. �Obsewe the.work.for confomancewitli, the approved polinit.plans and specifications. Discrevencies shall be:broughtto. the attention ofthe.
Official
b. 1ssue Insvection.Revorts foreach inspection to tlie.Contrictor� Architect,�Dighieer� and:Building Officialas:a ininii
num, Thereportsshallbe
'issued in a tiniel
y. manner;:
.... ..... .. . ........ ..
1C. he St).elcilall,ili,ilsije,c,to,t.sl,laltstibii�ti:fujal,ivt)oit�stathip- whether.the woikrequiring.,specia inspection mms ihsijQcted,.\vlidtlierilie:N,�ork was
�'mi4ikted:in conforinance with the approved plaus and specifications and:
whether the.,work was in c6nforniAn6e* Ii an applicable
it y
Jy'.vp� Inship provisions ofthe applicable codd orstandard.
... ... ..... ....... .... . .....
4 Specia I ins pe cti6tis and te s fine tea uirem nt a p ly e u ally to all bid
-"olients.
....... .. . . ........ . ....... .. ........ ..
5,
.................. . ..........
........... ................. ... . ..... . ...... .... ............. ... ..... ................ : ................ . .. .................. .......... ..
cons truc t ioil.do c umen t s,
IN
J,
�4
C) Q0
�D
1-=01
2 OF 17
C
.0
z
"
M rL
i� -5 d
C 0
P4 E-4
4J CO kO
-" :9
PA
5 0,
C,3:12
Z
EQ)
E-4 U)
�D Z
o-4
CQ
CU.-
0 (t) ag
m E
d
Z
01
LLJ
16
M U,
Pq
Ig
1
m
P0 d
t5 a
0
0
0 g L)
Z 0 ("D
j
0 00
C5 E
tm
CQ
2
L)
�4
C) Q0
�D
1-=01
2 OF 17
P.C. PANEL
SEE ELEVATION
FOR REINF.
#4 oil @ 24"o.c.
L7 __0
PAVING OR GRADE
PER SITE PLAN -
(0
Lr -
_j
0
SLOPE
SLAB
-P.C. PANEL BEYOND
/1, 44x4xY4x4'-O" w/3-
r--CONC. SLAB I X2 Ox6 W.H.S. (AT
PER PLAN O.H. DOORS ONLY)
0'-6" 44x4xY4 w/)/2"Ox6" #4 CONT.
W.H.S. @ 18"O.C.
#4 1 @ 24"o.c. (TYP.)
0 CONIC. SLAB
0'-6" PER. PLAN
F , Fo—
_j 00
0
0.,f:bb c?c 0
P,
N_/1 \WNS/ N
24"o.c.
#4
00
I r CONC. PAVING
I IT—
IL I Ii
PER SITE PLAN
BALANCE PER
S
SECT. A-1.1
\-3/4" CONT. GROUT
#5 CONT. FULL
LENGTH OF FTG. 0
(0 (PER PLAN),j_1
CONTINUOUS :2�
TOP & BOTTOM
CONT. GROUT
'0
4.q
ci� =1 I 1=1 I 1=1
0
7 7, 7 PER PLAN
OR
6RZ, .... . .. .. .. .
SECTION A- 1. SEU I lu" 1. 1 -
SCALE: %"=1'-0" SCALE: %"=V-0"
'v
-5y/1 6
GRID
AT SIM., PE 1/��
I
EDGE OF SLAB
SIDEWALK
PER ARCH.
(WHERE OCCURS) -
z 7
M ca 19,
N
?
r
2-#4 CONT.
CONT. FTG. BEYOND
811 CONTINUE REINF.
MIN. THRU PAD FOOTING
SEE FOOTINP SCHEDULE
FOR SIZE &'REINFORCING
SECTION F- 1 SECTION G- 1.
SCALE: 3/4"= l' -O" SCALE: )/2"=1'-0"
�k PER ARCH.
'f (7'-0" MAX.)
P * C , PANEL
DOOR OR BEYOND
WINDOW SYSTEM 51/2" P.C. PANEL
PER ARCH. w/#4 @ 14"o.c. E.W.
CONIC. RAMP #4 NOSING
OR SIDEWALK
PER ARCH.- FCONC. SLAB
PER PLAN
PAVING
PER ARCH.--\
r
-gc,-
N
COL.
/o/,
SIZE
-
7x7
%X10y2X1'-1"
# 4 F@ 24"o.c.
'1
0- 001
NOTE: PAINT COLUMN
EALANCE PER
M,
kl� T
F. SECTION A-1.1
0
0.
P.C. PANEL
all
UP
BELOW SLAB WITH
0 Lo
P,
zo
-tp
9
2: v1
G E
ASPHALTIC EMULSION
uo)
�;P'Jl% P�
co A 1:
#5 CONT.TO
-05/
4�) . C
P.C. PANEL
MATCH CONT.
7Y4
DIAMOND ISOLATION
JOINT AS REQUIRED
REINFORCING
�'COL. &
DRY PACK AFTER
(CONTINUE THRU
COL. &
PAD FTG.
COLUMN IS IN PLACE
PAD FTG.) -7
117)/4"m 1
f
PAD FTG.
3/4" CONT.
HSS COL. PER PLAN
I
0/16
P.C. PANEL
CONIC. SLAB PER PLAN
GLAZING
OR DOOR
SEE ELEVATION
FOR REINF.
T_
PER ARCH.
.-PER L
PLAN) -r
Ilk
0
_j
0
CONC. SLAB
<
BASE 1 3x 1- 1 to
Fa 0 0
0 qgz�? 0
PER PLAN
-V8x
w/4 -%"O EXP.
I if I
1
I -
BOLTS (EMBED 6"
1F,:,Ll
FLRI
:J[I
>\ >\
j.,
.PLAN)
MIN. TRIM
CORNER AS
0
#5 TO
MATCH
REQUIRED)
'IF
1FA
CONT.
CL
M:
i it
0
REINFORC
Ld
0
X 0
Ld V)
1 to LEVELING GROUT
4'
PLAN)
!Fi IFi
a,
11-011
.(PER
I !Fi, L1IFhtI1_
(0
iLI 1-111
A0 d A
SEE FOOTING
a4ci
Ld
T_
Ljj
FOR SIZE & REINFORCING
3:
4
4 , . I - 44-
r
CONT. FTG. BEYOND
811 CONTINUE REINF.
MIN. THRU PAD FOOTING
SEE FOOTINP SCHEDULE
FOR SIZE &'REINFORCING
SECTION F- 1 SECTION G- 1.
SCALE: 3/4"= l' -O" SCALE: )/2"=1'-0"
�k PER ARCH.
'f (7'-0" MAX.)
P * C , PANEL
DOOR OR BEYOND
WINDOW SYSTEM 51/2" P.C. PANEL
PER ARCH. w/#4 @ 14"o.c. E.W.
CONIC. RAMP #4 NOSING
OR SIDEWALK
PER ARCH.- FCONC. SLAB
PER PLAN
PAVING
PER ARCH.--\
r
SECTION L- 1,
SCALE: �/4"=V—O"
-gc,-
N
COL.
/o/,
SIZE
-
7x7
%X10y2X1'-1"
# 4 F@ 24"o.c.
'1
0- 001
Fe-'."
EALANCE PER
"6
0
F. SECTION A-1.1
0
0.
SECTION L- 1,
SCALE: �/4"=V—O"
T 0_:i
3-#5 CONT.
It
#4 DOWELS 01 1 @ 24"o.c.
V-6"
#4 CONT.
4" CONCRETE SLAB
w/6x6-W1.4/W1.4 W.W.F.
(w/6%±l% AIR CONTENT)
SEE ARCH. DRAWINGS
FOR LOCATION.
3/4" CONT. GROUT
#4 @ 24"o.c.
SEE ARCHITECTURAL
DRAWINGS FOR LOCATION
DUMPSTER DETAIL,
SCALE: %"=V-0"
NOTE: PAINT COLUMN
BELOW SLAB WITH
ASPHALTIC EMULSION COL &
AA
COL.
BASE It
SIZE
-
7x7
%X10y2X1'-1"
PAD
T 0_:i
3-#5 CONT.
It
#4 DOWELS 01 1 @ 24"o.c.
V-6"
#4 CONT.
4" CONCRETE SLAB
w/6x6-W1.4/W1.4 W.W.F.
(w/6%±l% AIR CONTENT)
SEE ARCH. DRAWINGS
FOR LOCATION.
3/4" CONT. GROUT
#4 @ 24"o.c.
SEE ARCHITECTURAL
DRAWINGS FOR LOCATION
DUMPSTER DETAIL,
SCALE: %"=V-0"
NOTE: PAINT COLUMN
BELOW SLAB WITH
ASPHALTIC EMULSION COL &
,—SLOPE SLAB AT
-61- , OVERHEAD DOORS
TYP.
P C PANEL
BE�OND
tAU V I U. DIAMOND ISOLATION 0 1 -
P.C. PANEL JOINT AS REQUIRED 5/16
SEE ELEVATION 4t_�DRY PACK AFTER
FOR REINF. COLUMN IS IN PLACE 2-#4 CONT. #4 NOSING
3) '2'
1/2 HSS COL. PER PLAN 10 CONIC. RAMP CONIC. SLAB
1)/2" - CONC. SLAB PER PLAN PER ARCH. PER PLAN
01 of$
I ........ . . . . . .
to
, �t
R scHED.
HSS COL. PER PLAN BASE It- PE
F07 0 1
�N%
w/4-y4"O EXP BOLTS
943
(EMBED 6" MIN.)
/05/16
Id c"I I
U9
0
n DIAMOND ISOLATION
R
JOINT AS REQUIRED
1 to LEVELING GROUT 'S9
n 9,
DRY PACK AFTER
N
> CONIC. SLAB
COLUMN IS IN PLACE v.
PER PLAN 3X >
BASE It- PER SCHED.
R".
07 0" to
4"0 EXP. BOLTS
(EMBED 6" MIN.)
v i F@ 24"o.c.
11 FiLI fFi I-
#4
16 cl� CID
00 a
C� 0
4
0 cp C)
1 to LEVELING GROUT
Y.
N\/
4
N�11/ X N 1/1
(PER PLAN),k 4
I11. rl 41
ry, 1 41 0.
4
_)�. - < )� - -d
-T
A! Uj Uj 0- UJI
0- a: _L \ 'N
M )�/\ x
4 - 0 �//, �,//, ��X/\/
, W,
4 4 0 U) I 1F, 1LI IFi P 1
.4
4 14 1 , 11—'
In LLJ
.3 Uj 0 iT I "L,_ -111 Ji—
db A m
-0 < BALANCE PER
CONT. FTG. BEYOND 1F6LI I FiP I- I I '�FLI-'FiPl_ I SECTION A-1.1
CONTINUE REINF. SEE FOOTING SCHEDULE
THRU PAD FOOTING--// ......... SEE FOOTINP SCHEDULE FOR SIZE &'REINFORCING
rum *.IlLr- a REINFORCING
SECTION C- 1. 1 SECTION D -1.1 -
SCALE: %1f=1v-Opf SECTION E- 1.
SCALE: %"=1'-0" SCALE: %"=V—b"
NOTE: PAINT COLUMN
BELOW SLAB WITH
ASPHALTIC EMULSION
COL.
BASE It
SIZE
-
7x7
%X10y2X1'-1"
,—SLOPE SLAB AT
-61- , OVERHEAD DOORS
TYP.
P C PANEL
BE�OND
tAU V I U. DIAMOND ISOLATION 0 1 -
P.C. PANEL JOINT AS REQUIRED 5/16
SEE ELEVATION 4t_�DRY PACK AFTER
FOR REINF. COLUMN IS IN PLACE 2-#4 CONT. #4 NOSING
3) '2'
1/2 HSS COL. PER PLAN 10 CONIC. RAMP CONIC. SLAB
1)/2" - CONC. SLAB PER PLAN PER ARCH. PER PLAN
01 of$
I ........ . . . . . .
to
, �t
R scHED.
HSS COL. PER PLAN BASE It- PE
F07 0 1
�N%
w/4-y4"O EXP BOLTS
943
(EMBED 6" MIN.)
/05/16
Id c"I I
U9
0
n DIAMOND ISOLATION
R
JOINT AS REQUIRED
1 to LEVELING GROUT 'S9
n 9,
DRY PACK AFTER
N
> CONIC. SLAB
COLUMN IS IN PLACE v.
PER PLAN 3X >
BASE It- PER SCHED.
R".
07 0" to
4"0 EXP. BOLTS
(EMBED 6" MIN.)
v i F@ 24"o.c.
11 FiLI fFi I-
#4
16 cl� CID
00 a
C� 0
4
0 cp C)
1 to LEVELING GROUT
Y.
N\/
4
N�11/ X N 1/1
(PER PLAN),k 4
I11. rl 41
ry, 1 41 0.
4
_)�. - < )� - -d
-T
A! Uj Uj 0- UJI
0- a: _L \ 'N
M )�/\ x
4 - 0 �//, �,//, ��X/\/
, W,
4 4 0 U) I 1F, 1LI IFi P 1
.4
4 14 1 , 11—'
In LLJ
.3 Uj 0 iT I "L,_ -111 Ji—
db A m
-0 < BALANCE PER
CONT. FTG. BEYOND 1F6LI I FiP I- I I '�FLI-'FiPl_ I SECTION A-1.1
CONTINUE REINF. SEE FOOTING SCHEDULE
THRU PAD FOOTING--// ......... SEE FOOTINP SCHEDULE FOR SIZE &'REINFORCING
rum *.IlLr- a REINFORCING
SECTION C- 1. 1 SECTION D -1.1 -
SCALE: %1f=1v-Opf SECTION E- 1.
SCALE: %"=1'-0" SCALE: %"=V—b"
NOTE: PAINT COLUMN
BELOW SLAB WITH
ASPHALTIC EMULSION
COL.
BASEIt
SIZE
-
1000
%xl 6xl'-4"
,—SLOPE SLAB AT
-61- , OVERHEAD DOORS
TYP.
P C PANEL
BE�OND
tAU V I U. DIAMOND ISOLATION 0 1 -
P.C. PANEL JOINT AS REQUIRED 5/16
SEE ELEVATION 4t_�DRY PACK AFTER
FOR REINF. COLUMN IS IN PLACE 2-#4 CONT. #4 NOSING
3) '2'
1/2 HSS COL. PER PLAN 10 CONIC. RAMP CONIC. SLAB
1)/2" - CONC. SLAB PER PLAN PER ARCH. PER PLAN
01 of$
I ........ . . . . . .
to
, �t
R scHED.
HSS COL. PER PLAN BASE It- PE
F07 0 1
�N%
w/4-y4"O EXP BOLTS
943
(EMBED 6" MIN.)
/05/16
Id c"I I
U9
0
n DIAMOND ISOLATION
R
JOINT AS REQUIRED
1 to LEVELING GROUT 'S9
n 9,
DRY PACK AFTER
N
> CONIC. SLAB
COLUMN IS IN PLACE v.
PER PLAN 3X >
BASE It- PER SCHED.
R".
07 0" to
4"0 EXP. BOLTS
(EMBED 6" MIN.)
v i F@ 24"o.c.
11 FiLI fFi I-
#4
16 cl� CID
00 a
C� 0
4
0 cp C)
1 to LEVELING GROUT
Y.
N\/
4
N�11/ X N 1/1
(PER PLAN),k 4
I11. rl 41
ry, 1 41 0.
4
_)�. - < )� - -d
-T
A! Uj Uj 0- UJI
0- a: _L \ 'N
M )�/\ x
4 - 0 �//, �,//, ��X/\/
, W,
4 4 0 U) I 1F, 1LI IFi P 1
.4
4 14 1 , 11—'
In LLJ
.3 Uj 0 iT I "L,_ -111 Ji—
db A m
-0 < BALANCE PER
CONT. FTG. BEYOND 1F6LI I FiP I- I I '�FLI-'FiPl_ I SECTION A-1.1
CONTINUE REINF. SEE FOOTING SCHEDULE
THRU PAD FOOTING--// ......... SEE FOOTINP SCHEDULE FOR SIZE &'REINFORCING
rum *.IlLr- a REINFORCING
SECTION C- 1. 1 SECTION D -1.1 -
SCALE: %1f=1v-Opf SECTION E- 1.
SCALE: %"=1'-0" SCALE: %"=V—b"
NOTE: PAINT COLUMN
BELOW SLAB WITH
ASPHALTIC EMULSION
DIAMOND ISOLATION CONIC. SLAB
WALL & JOINT AS REQUIRED DRY Q'-70#4 VERT @ 10"O.C. PER ARCH
P.C. PANEL PAD FTG. PACK AFTER COLUMN IS 5 <1
SEE ELEVATION "to
FOR REINF. 5 IN PLACE (TYP.) ---------
3)/2'- HSS COL. PER PLAN (TYP.) GRID PANEL 6" C..I.P. WALL --------- V 4.1
n2L 11/2 FTG
I i y2; to CONIC. SLAB PER PLAN P.C. PANEL #4 HORIZ. @ 16'0.C.--/ -0" FREE -p
a I a_ 1 ' 0
0
SEE ELEVATION #4 8"O.C.
DRAINING
5/1 r 10,-09 1/2
V <
FOR REINFORCING 2'-6" BACKFILL
2"0 WEEP HOLE aR. z
V 4 @ 48"o.c.
#4x2'-6" DOWE S 003 !4,
L
CONC. SLAB 0
@ 18"o.c, (EPDXY
600 z
LAN
PER P
x;� GROUT 6" INTO TYP.) F
E-4 Co o-4
PANEL) ifi �:) Z 0
0
N,
CONCRETE OR c) Z
A pq
L SPHALT PAVING
BASE It- PER III Xf 0 1�>eclo
SCHED. -A. PERARCH.] o
0 o-
�-HOLD 2"
__v _*0c10_0 0*00_J� I
w/4 -4/4"O EXP. 00 00 0. CJRC;?
D
(D2
61��_i I 1FjLI Ij :JI I I- CLR. 00
BOLTS (EMBE a 0
.0
6" MIN.) 0
C)
(PER PLAN)j,
00 0,
1 to LEVELING GROUT
0 0
(PER PLAN) j,
0) z
I __A__r- 0
0 —c�� 4
.1A 0A W tjj CONT. GROUT
IL 3: 4" 0
0
di 4 4 U)
.4d 1-- " '--2-#5 CONTINUOUS
CL 0 _j
ILIJ n 0 1 1_r�,=,i 1 TOP & BOTTOM _j \L #4 @ 18"o.c.
MI7 t
40NTJN� UOUS
COL.
BASE It
SIZE
-
8x8
%xl lY2xl'-2"
DIAMOND ISOLATION CONIC. SLAB
WALL & JOINT AS REQUIRED DRY Q'-70#4 VERT @ 10"O.C. PER ARCH
P.C. PANEL PAD FTG. PACK AFTER COLUMN IS 5 <1
SEE ELEVATION "to
FOR REINF. 5 IN PLACE (TYP.) ---------
3)/2'- HSS COL. PER PLAN (TYP.) GRID PANEL 6" C..I.P. WALL --------- V 4.1
n2L 11/2 FTG
I i y2; to CONIC. SLAB PER PLAN P.C. PANEL #4 HORIZ. @ 16'0.C.--/ -0" FREE -p
a I a_ 1 ' 0
0
SEE ELEVATION #4 8"O.C.
DRAINING
5/1 r 10,-09 1/2
V <
FOR REINFORCING 2'-6" BACKFILL
2"0 WEEP HOLE aR. z
V 4 @ 48"o.c.
#4x2'-6" DOWE S 003 !4,
L
CONC. SLAB 0
@ 18"o.c, (EPDXY
600 z
LAN
PER P
x;� GROUT 6" INTO TYP.) F
E-4 Co o-4
PANEL) ifi �:) Z 0
0
N,
CONCRETE OR c) Z
A pq
L SPHALT PAVING
BASE It- PER III Xf 0 1�>eclo
SCHED. -A. PERARCH.] o
0 o-
�-HOLD 2"
__v _*0c10_0 0*00_J� I
w/4 -4/4"O EXP. 00 00 0. CJRC;?
D
(D2
61��_i I 1FjLI Ij :JI I I- CLR. 00
BOLTS (EMBE a 0
.0
6" MIN.) 0
C)
(PER PLAN)j,
00 0,
1 to LEVELING GROUT
0 0
(PER PLAN) j,
0) z
I __A__r- 0
0 —c�� 4
.1A 0A W tjj CONT. GROUT
IL 3: 4" 0
0
di 4 4 U)
.4d 1-- " '--2-#5 CONTINUOUS
CL 0 _j
ILIJ n 0 1 1_r�,=,i 1 TOP & BOTTOM _j \L #4 @ 18"o.c.
MI7 t
40NTJN� UOUS
V2 XJIol r\r-T FTG. D RAI N
CON�il\!��"REII. F. PER PLAN 6-#4 CONT. PER SOILS (2)
THR U PAD FOOTING SEE FOOTIN� SCHEDUL 1 P -Opp 0161011" 20-6s' ENGINEER
FOR SIZE &REINFORCING REVIEWED FOR
'-CODE COMPLIANCE
41-0p)
APPROVED
MAY 16 2017
.SECTION H-1.1- SECTION J-1.1- I*" SECTION K- 1. 1 -
SCALE: Y2"=l'-O" SCALE: %"=1'—O" SCALE: 3/V'=1'-0"
JT., COL.
BASE It PER
PAD
E- Uf
:81
U%9
�.G
"6
0
-8 4E'
w
0
P.C. PANEL
all
UP
,u pr-
0 Lo
zo
-tp
9
2: v1
G E
0 cu
uo)
co A 1:
#5 CONT.TO
0:5
0) 0 -E
cx :i;
4�) . C
V2 XJIol r\r-T FTG. D RAI N
CON�il\!��"REII. F. PER PLAN 6-#4 CONT. PER SOILS (2)
THR U PAD FOOTING SEE FOOTIN� SCHEDUL 1 P -Opp 0161011" 20-6s' ENGINEER
FOR SIZE &REINFORCING REVIEWED FOR
'-CODE COMPLIANCE
41-0p)
APPROVED
MAY 16 2017
.SECTION H-1.1- SECTION J-1.1- I*" SECTION K- 1. 1 -
SCALE: Y2"=l'-O" SCALE: %"=1'—O" SCALE: 3/V'=1'-0"
STOP REINF. EACH
'Vj L
SIDE OF JOINT
91 JOINT LOCATION 0 Z
2" SOFF CUT JOINT PER PLAN
I A (SEE STRUCTURAL CONIC. SLAB
NOTES) PER LAN <� E-1
P.C. PANEL i I , E�� Z
I(PER PLAN) 6 - --
L HOLD 2"
II W CLEAR
<
REINFORCEM (0 \:�VAPOR BARRIER
_c
ENT—//
(PER PLAN 3/4" CONT. PER PLAN PER ARCH. E-1
1j W I j 111 GROUT (TYP.) CAPILLARY BREAK
PER SOILS REPORT
—#5 TO MATCH 3/8 "x2 "x 12 to PD3 - BASKET
CONT. REINF. CONT. REINF. ASSEMBLY AT, 26"o.c. AS
(TYP.) L= I1FjwIj=jjII1- 11-011 SUBGRADE PER MANUFACTURED BY
V-15" 1.5 H SOILS REPORT PNA CONSTRUCTION
1/2" JOINT- TECHNOLOGIES INC.
TYP. STEP' FOOTING DETAIL c �4
STOP REINF. EACH JOINT LOCATION AS REQ'D FOR
CLOSURE POUR JOINT LOCATION PER SIDE OF JOINT SLAB PLACEMENT. MUST BE
CONIC. SLAB to LOCATED TO REPLACE A CONTROL
REINF. PER PLAN 3 1 31, FOUNDATION PLAN PER PLAN 3, JOINT (S.J.) AS SHOWN ON THE
STOP REINF. EACH C)
SIDE OF JOINT FIRST SLAB SE I COND SLAB C) c)
#4x3' -O" DOWEL PLACEMENT--\ Q0
CONIC. SLAB PLACEMENT
@ 18"O.C. PER PLAN C.)
v
E i
milk �D
17 cy ':-'-HOLD 2"
.7
CY d '�-HOLD 2" zy�a_
A :AR CLEAR
a 0 C).
REINFORCEMENT --V POR BARRIER
REINFORCEMENT
-v" PER PLAN
PER ARCH.
VAPOR BARRIER PER PLAN
A
PER ARCH. CAPILLARY BREAK
PER SOILS REPORT
CAPILLARY BREAK DIAMOND DOWEL SYSTEM
SUBGRADE PER LOCATED @ 18"o.c. AS
PER SOILS REPORT
SOILS REPORT SUBGRADE PER MANUFACTURED BY PNA
1pook,. 1,00.0,o, a 11 S.M. 11— _.w. SOILS REPORT rnNqTPI 1rTInNI T17rPN101 Or.'IP'(Z 11`x1r1 3 OF 17
JT., COL.
BASE It PER
PAD
SECT. C-1.1
P.C. PANEL
HSS COL. PER PLAN
#5 CONT.TO
1/2" JOINT_`� I
P.C. PANEL
MATCH CONT.
BEYOND
REINFORCING
CONT. REINFORCING
(CONTINUE THRU
PAD FTG.) -7
3/4" CONT.
GROUT (TYP.)-�
.-PER L
PLAN) -r
0
<
I if I
1
I -
(PER
1F,:,Ll
FLRI
:J[I
.PLAN)
#5 TO
MATCH
0 r�
L w
CONT.
CL
M:
4
A
REINFORC
Ld
0
X 0
Ld V)
4'
tootootoo-toottoo-VA
a,
11-011
I !Fi, L1IFhtI1_
SEE FOOTING
SCHEDULE
FOR SIZE & REINFORCING
STOP REINF. EACH
'Vj L
SIDE OF JOINT
91 JOINT LOCATION 0 Z
2" SOFF CUT JOINT PER PLAN
I A (SEE STRUCTURAL CONIC. SLAB
NOTES) PER LAN <� E-1
P.C. PANEL i I , E�� Z
I(PER PLAN) 6 - --
L HOLD 2"
II W CLEAR
<
REINFORCEM (0 \:�VAPOR BARRIER
_c
ENT—//
(PER PLAN 3/4" CONT. PER PLAN PER ARCH. E-1
1j W I j 111 GROUT (TYP.) CAPILLARY BREAK
PER SOILS REPORT
—#5 TO MATCH 3/8 "x2 "x 12 to PD3 - BASKET
CONT. REINF. CONT. REINF. ASSEMBLY AT, 26"o.c. AS
(TYP.) L= I1FjwIj=jjII1- 11-011 SUBGRADE PER MANUFACTURED BY
V-15" 1.5 H SOILS REPORT PNA CONSTRUCTION
1/2" JOINT- TECHNOLOGIES INC.
TYP. STEP' FOOTING DETAIL c �4
STOP REINF. EACH JOINT LOCATION AS REQ'D FOR
CLOSURE POUR JOINT LOCATION PER SIDE OF JOINT SLAB PLACEMENT. MUST BE
CONIC. SLAB to LOCATED TO REPLACE A CONTROL
REINF. PER PLAN 3 1 31, FOUNDATION PLAN PER PLAN 3, JOINT (S.J.) AS SHOWN ON THE
STOP REINF. EACH C)
SIDE OF JOINT FIRST SLAB SE I COND SLAB C) c)
#4x3' -O" DOWEL PLACEMENT--\ Q0
CONIC. SLAB PLACEMENT
@ 18"O.C. PER PLAN C.)
v
E i
milk �D
17 cy ':-'-HOLD 2"
.7
CY d '�-HOLD 2" zy�a_
A :AR CLEAR
a 0 C).
REINFORCEMENT --V POR BARRIER
REINFORCEMENT
-v" PER PLAN
PER ARCH.
VAPOR BARRIER PER PLAN
A
PER ARCH. CAPILLARY BREAK
PER SOILS REPORT
CAPILLARY BREAK DIAMOND DOWEL SYSTEM
SUBGRADE PER LOCATED @ 18"o.c. AS
PER SOILS REPORT
SOILS REPORT SUBGRADE PER MANUFACTURED BY PNA
1pook,. 1,00.0,o, a 11 S.M. 11— _.w. SOILS REPORT rnNqTPI 1rTInNI T17rPN101 Or.'IP'(Z 11`x1r1 3 OF 17
N PARTIAL FOUNDATION PLAN
SCALE: J/16"=l'—O"
,.NOTES: 1 ) FINISHED FLOOR SLAB AT ELEVATION 20.5' IS REFERENCE DATUM
2) ELEVATIONS SHOWN THUS: INDICATE TOP OF FOOTING ELEVATIONS
BELOW REFERENCE DATUM.
3) BOTTOM OF ALL EXTERIOR FOOTINGS SHALL BE 1'-6" MINIMUM BELOW LOWEST
ADJACENT GRADE.
4) SEE SHEET S-1.1 FOR STEP FOOTING & SLAB JOINT DETAILS.
5) SEE SHEET S-3.0 FOR FOOTING SCHEDULE.
D EY0 EWE
MAY 1 1 2017
REID MIDDLETON, INC.
REVIEWED FOR
WDE COM'PUAu(
APPROVED
MAY 16 2017
4 OF 17
U)
oil
E-4
Q)00
r-, r.
z
E %
E-4 U) Po
z 0
'o 41
, r
- -1)
E
c) z
1z bal.-I
0
w
46
>'
-g
0
CL 00
0 E
ko
,
0
ko
CAI
CL
4 OF 17
N PARTIAL FO U N DA7
SCALE: Y16"=l'—O"
NOTES: 1) SEE SHEET S-2.0 FOR FOUNDATION NOTES.
1 L2!- 9" ly2"
. . . . . . . . . . . . . . . . . �i'4"
�3R�T
g'�
Typ.
L6x4X5/16Xl'—O"
1/4 4
w -#6 @ 3" GAGE (TYP.)
/4
V2x4xO'--m8" X5
-2.1A)
A A-
(L6x3,V2 /16 @ A
(TYP.)
TYR
5/16
U20 2xl'-3"
w/6 #7 CONTINUOUS #5
2'-0" PER A-1.1
DRY PACK CONNECTION
MIN. COVER)
(3
Typ.
CONCRETE TIE
,,k(PER PLAN) PER A-1.1
04.
C'4
C-)
. A'
4.
EV0 EWE
ItlAY 1 1 2017
REID MIDDLETON, INC.
SEE FOOTING SCHEDULE
SIZE & REINFORCING
SECTION A-2.
SCALE: 414"=l'—O"
IEWED FOR
.,CODE COMPUAKOE
APPROVED
6 2017
5 OF 17
c
.0
z
to
0
Q)oo
m CL
�"' -5 '3
E 0
45 co in
E-4
Z
cn
N
E vf
ml G
(D 0)
z
z>rl
.rj
t2jo�t
E Lcu
>1 75
o
CL 0 0
0 E ?
Z 0
I
p
a
(uD) E
cli
2
5 OF 17
IL.SN PARTIAL - R
SCALE: )/16"=1'-O"
OING
NOTES: 1) ELEVATIONS SHOWN THUS: INDICATE TOP OF FRAMING (BOTTOM OF
SHEATHING) ABOVE REFERENCE DATUM.
2) MECHANICAL EQUIPMENT & DUCTS AN9/OR PIPES & SPRINKLER SYSTEMS SHALL
NOT BE SUSPENDED FROM OR SUPPORTED BY THE 2x6 STIFFENERS WITHOUT
PRIOR CONSENT OF THE ENGINEER. ALL MECHANICAL EQUIPMENT ON THE
ROOF SHALL BE REVIEWED BY THE ENGINEER PRIOR TO PLACEMENT. (SHOP
DRAWINGS SHOWING THE SIZE, WEIGHT & LOCATION OF ALL MECHANICAL
EQUIPMENT & SPRINKLER LINES SHALL BE SUBMITTED TO THE ENGINEER
PRIOR TO GIRDER rABRICATION.)
3)
MECHANICAL
UNIT
WEIGHTS ARE IN ADDITION TO THE TABULATED LOADINGS FOR
THE
JOISTS
AND GIRDERS.
4)
SEE
SHEET
S-3.0
FOR ROOF GIRDER SCHEDULE.
5)
SEE
SHEET
S-3.0
FOR ROOF DIAPHRAGM NAILING SCHEDULE.
6)
ALL
ROOF JOISTS
SHALL BE DESIGNED FOR A NET UPLIFT OF 8.0 PSF.
7)
SEE
SHEET
S-3.0
FOR SKYLIGHT/SMOKE VENT & ROOF HATCH FRAMING DETAILS.
SEE
ARCHITECTURAL DRAWINGS FOR LOCATIONS.
V9 EWE
MAY' 1 1 2017
:ID MIDDLETON, INC..
REVIEWED FOR
�CQDE COMPLIANCE
APPROVED
MAY 16 2017
C3
c
.0
z
m CL
E
4j
50,04
=0
tig
Z
M
E a 8
E -I 0-4
0
q
gCo
'd
..r-
w -
0
M U W
q0I
fo,
CE
p
kO
10
�-gg
C11
tm
a
.1
cq
o 2
2A
Rom
z
oz
E --- q 0
Z-<� E -I
Z C-�
F-4
E -I <�
�-4
C) F -I
C) o �::
CID
C)
-I �D
r -I E -I
Adomilk 40%
or Is
Vftbbl
,jz=2
6 OF 17
N PARTIAL ROOF FR
SCALE: Y16"=l'—O"
NOTES: 1) SEE SHEET S-2.2 FOR ROOF FRAMING NOTES.
ANN A,
D EV9 EWE
MAY H 2011 DD
REID MIDDLETON, INC.
REVIEWED FOR 1
COD E COMPLIANCE
APPROVED
MAY 16 2017
City of Tulkwila
z
�:D
�D
eo%
Ntftm�
%J2=3
7 OF 17
V
E-4
Er
z
'6 'o
U--.,
E lall
z
'w' oc
0
10-
,t
10,
78
E
cQ
-4
to
m2f:
2.5;
z
�:D
�D
eo%
Ntftm�
%J2=3
7 OF 17
1 Od NAILS
(SPACING PER
NAILING SCHEDULE)
2-1 Odx2-Y8" NAIL
THRU SHEATHING
& HANGER TOP
FLANGE (TYP.)
STIFFENER
HF HANGER
TOP FLANGE--/
SHEATHING ��
2-10dx2,Y8" NAIL
THRU SHEATHING &
TOP FLANGE OF
HANGER
13/4 LVL, 1% LSL
OR 3x DF NAILER
ER
BY JOIST MFR. �
)/V'MA�
GAP
NOTE- PROVIDE
I'Y8" T6 )/4" GAP
TALL SHEATHING
EDGES
A I
0
,�k7
NAIL MUSTUBE
IN THIS AREA
ALLOWABLE NAIL
j___41%'LV'L, 1% LSL LOCATION
OR 3x DF NAILER IN HANGER
PLAN BY JOIST MFR.
TOP FLANGE
NAILER WIDTH MUST 3 1
4::5BE EQUAL TO OR
LARGER THAN JOIST
TOP CHORD WIDTH
2x OR 3x STIFFENER
(SEE NAILING SCHEDULE
& DETAIL A-5.0)
CONN. BY JOIST
M FR. (TYP.)
-BAR JOIST PURLIN
PER PLAN
JIL
INSTALLATION REQUIREMENTS.
FOOTING SCHEDULE
MARK
SIZE
REINFORCEMENT
F3 .0
3'- 0 "x 3'- 0 "xO'- 10 "
3-#5 E.W., BOTTOM
F3.5
3'- 6 NS- 6 NO'- 10 "
3-#5 E.W., BOTTOM
F4.0
4'-O"x4'-O"xO'-1 1 "
4-#5 E.W., BOTTOM
F4.5
4'-6"x4-6"xl'-O"
4-#5 E.W., BOTTOM
F5. 0
5 9 -011x5#-011xl#-llf
5-#5 E.W., BOTTOM
F5.5
5'-6"x5'-6"xl'-3"
6-#5 E.W., BOTTOM
F6.0
6'-O"x6'-O"xl'-4"
5-#6 E.W., BOTTOM
F6.5
6'-6"x6'-6"xl'-5"
6-#6 E.W., BOTTOM
F7.0
71-01lx7j-011xl 1-611
7-#6 E.W., BOTTOM
F7.5
7v-61lx7l-63lxl t -71p
8-#6 E.W., BOTTOM
F8.0
8'-O"x8'-O"xl'-9"
9-#6 E.W., BOTTOM
F8.5
81-61lx8l-6l#xl l-1 Of$
7-#7 E.W., BOTTOM
F9.0
9 _O " X9 _O " X1 _1 1
8-#7 E.W., BOTTOM
F9.5
9' -6"x9' -6"x2' -O"
9-#7 E.W., BOTTOM
Fl 0.0
1 0'-O"xl 0'-O"x2'-2"
10-#7 E.W., BOTTOM
FA
60'-O"x5'-O"x2'-6"
10-#4 L.W., TOP
10-#7 L.W., BOTTOM
#6 @ 16"o.c. S.W.,
TOP & BOTTOM
FB
102'-O"x5'-O"x2'-6"
10-#4 L.W., TOP
10-#7 L.W., BOTTOM
#6 @ 16"o.c. S.W.,
TOP & BOTTOM
NOTE: SOME FOOTINGS IN SCHEDULE MAY NOT BE USED.
S.W. (TRANSVERSE) - TOP REINF. IS 2" CLEAR
I
L.W. (LONGITUDINAL) �BOTTOM REINF. IS 3" CLR.
E.W. (EACH WAY)-/ \-TIE TRANSVERSE REINF.
TO TOP OF BOTTOM REINF.
& BOTTOM OF TOP REINF.
TYPICAL
REINFORCEMENT PLACEMENT
UPPER PANEL
POINT (TYIP.)�-�,
I
'I'l-UPPER PANEL
POINT (TYP.)
F
OPEN WEE� '.'�SEE "DIAGONAL
STEEL JOISTJ BRACE DETAIL"
HANG WITHIN 3" OF ANY UPPER PANEL POINT.
(2) HANG WITHIN 3" OF ANY LOWER PANEL POINT.
TRAPEZE BETWEEN ANY PANEL POINTS.
ADD AN ANGLE E.S. TO STIFFEN THE TOP CHORD. SEE "DIAGONAL
BRACE DETAIL".
.(3) ADD AN ANGLE E.S. TO STIFFEN THE BOTTOM CHORD. SEE "DIAGONAL
BRACE DETAIL".
NOTE :
1) DO NOT CUT OR DRILL THRU ANY JOIST MEMBER.
2) THIS DETAIL IS APPLICABLE TO LOADING FROM MECHANICAL EQUIPMENT,
SPRINKLER PIPES, ETC.
3) ROOF JOISTS ARE DESIGNED TO suppoRT AN EQUIVALENT UNIFORM
COLLATERAL DEAD LOAD OF 6 POUNDS PER SQUARE FOOT (OF ROOF
AREA) FOR THE SUPPORT OF SUSPENDED CEILINGS, DUCTS, SPRINKLER
LINES, ETC. (15 PSF TOTAL DEAD LOAD).
ALLOWABLE METHODS &
TIONS
ONE ANGLE
(E.S. JOIST)
BY JOIST
MANUFACTURER
FO R HAI
GREATER THAN
3" K SERIES,
6" LH SERIES -
CONCENTRATED PANEL
LOAD POINT
WELD BY JOIST
CONCENTRATED MANUFACTURER
PANEL[ LOAD
POINT -GREATER THAN (TYP.)
3" K SERIES,
NOTES: 6" LH SERIES
1) WHERE CONCENTRATED LOADS ARE SUPPORTED BY JOIST CHORDS &
ARE LOCATED MORE THAN 3" FROM A PANEL POINT CENTERLINE,
FOR K SERIES JOIST OR 6" FOR LH SERIES JOIST, REINFORCE
THE JOIST WITH AN ANGLE BY JOIST MANUFACTURER (E.S.
JOIST), EXTENDING FROM THE POINT LOAD TO THE NEAREST
PANEL POINT ON THE OPPOSITE CHORD.
2) REMOVE LOAD FROM JOIST PRIOR TO WELDING ANGLE.
15.7 K
-15.7 K
17. lK
17.1K
TIE FORCE LOAD DIAGRAM NOTES: BAR JOIST TOP CHORD TIE
1) LOAD SHOWN IS FOR EACH JOIST IN
DESIGNATED AREA, FULL WIDTH OF FORCE LOAD DIAGRAM
BUILDING. SCALE: 1 "=80'
2) DESIGN TOP CHORD & SEAT OF ROOF
DHQl IKI mAp jnlIZT TO TDAMIZ17C-D TUC -
SHOWN SEISMIC LOAD.
3) THE LOAD SHOWN IS A WORKING STRESS
VALUE, BUT DOES INCLUDE THE 1.4
FACTOR PER ASCE SECTION 12.11.2.2.2.
HIGH SHEAR ROOF DIAPHRAGM
NAILING SCHEDULE
MARK
SHEATHING
THICKNESS
STIFFENER
AT PLYWOOD
NUMBER
OF ROWS
NAIL SPACING
ALONG CONTINUOUS
BOUNDARY
ALLOWABLE
PSF
Z -x6-
DIAGRAM
5
3OK400/250
NAILING
SHEAR
SEE
& GRADE
JOINT
OF NAILS
PANEL EDGES
PSF
SEE
DIAGRAM
%V'
3x6
2
4"o.c.
2 ROWS @ 4"o.c.
8115#/�T
J-5
STRUCT I
8
F2 6 - 2
SEE
DIAGRAM
1
16K400/250
15/32"
4x6
3
4"o.c.
2 ROWS @ 4"o.c.
1 2201fT
I
'r-
STRUCT I
HANGER (TYP.
C14
I N
C14
8
NOTES:
1) ALL NAILS TO BE 10d COMMON (.1480x2" MINIMUM LENGTH).
2) SPACE NAILS @ 12"o.c. AT ALL INTERMEDIATE FRAMING MEMBERS.
3) STAGGER NAILING AT ALL DIAPHRAGM BOUNDARIES.
4) PROVIDE 3x6 STIFFENER WITH HF36N HANGER EACH END AT ALL PANEL EDGES IN
PARK qS�
5) PROVIDE 4x6 STIFFENER w/F46 HANGER EACH END AT ALL PANEL EDGES IN MARK(D.
6) PROVIDE 4x6 STIFFENER w/F46 HANGER EACH END AT ALL SEISMIC STRAPS (SEE
SECTION A-5.0). SEISMIC STRAPS NOT PERMITTED ON SHEATHING JOINT AT EXTERIOR
WALL IN HIGH SHEAR DIAPHRAGM.
7) AT DRAG STRUT IN HIGH SHEAR NAILNG REGION, PROVIDE 2 ROWS 10d COMMON @
4"o.c. EACH SIDE OF JOINT PER HIGH SHEAR DIAPHRAGM NAILING DETAIL.
8) HIGH -LOAD DIAHRAGMS MUST BE INSTALLED WITH SPECIAL INSPECTION. THE SPECIAL
INSPECTOR MUST INSPECT THE STRUCTURAL WOOD PANEL SHEATHING TO ASCERTAIN
WHETHER IT IS OF THE GRADE & THICKNESS SHOWN ON THE APROVED BUILDING
PLANS. ADDITIONALLY, THE SPECIAL INSPECTOR MUST VERIFY THENOMINAL WIDTH OF
FRAMING.MEMBERS AT ADJOINING PANEL EDGES, THE NAIL DIAMETER AND LENGTH, THE
NUMBER OF FASTENER LINES, THE SPACING BETWEEN FASTENERS IN EACH LINE AND AT
EDGE MARGINS AGREE WITH THE APPROVED BUILDING PLANS.
/--SPACING PER c:XACING PER
SCHE (TYP.) SCHED. (TYP.)
11 77. _R_
�Lx L - -
T)
'A
PANEL PANEL
JOINT JOINT
HIGH SHEAR DIAPHRAGM HIGH SHEAR DIAPHRAGM
NAILING DETAIL AT 3x'S NAILING DETAIL AT 4x'S
PURLIN PURLIN
rill
w
ROOF HATCH,
FRAMING DETAIL
SKYLIGHT
FRAMING DETAIL
SKYLIGHT
FRAMING DETAIL
DIAPHRAGM
BOUNDARY -
JOIST SCHEDULE
MARK
PURLIN
NOMENCLATURE
NET
UPLIFT
1.
AXIAL
FORCE
Tx 6
24/40LH400/250
HF26N HANGER
PSF
Z -x6-
DIAGRAM
5
3OK400/250
8
PSF
SEE
DIAGRAM
J-3
28K400/250
8
PSF
SEE
DIAGRAM
J-4
(TYP. U.N.O.)
8
PSF
HF26N HANGER
DIAGRAM
J-5
1OK400/250
8
F2 6 - 2
SEE
DIAGRAM
1
16K400/250
8
PSF
SEE
(TYP. U.N.O.)
J-7
W x
'r-
HANGER (TYP.
C14
I N
C14
8
PSF
N
C'
C%4
24LH400/250
8
PSF
SEE
@ 2-2x)
0
0
8
PSF
SMOKE VENT
DIAGRAM
U4
u-
8
PSF
SEE
DIAGRAM
HF36N HANGER
14K400/250
8
PSF
SEE
DIAGRAM
J-13
18K400/250
8
PSF
SEE
DIAGRAM
J-14
24LH400/250
(TYP. @ 3x6)
CD
x
CN
(o
x
r4)
DIAGRAM
w
x
24LH400/250
(o
x
(o
x
�n
(0
x
DIAGRAM
J-16
24LH400/250
8
PSF
ROOF
I
I
1OK400/250
n
PSF
04
I
DIAGRAM
n
12K400/250
CN
PSF
SEE
DIAGRAM
HATCH
cq
cy-
PSF
cr
0
DIAGRAM
C14
w
10
smo KE
c.4
:4t:t
LL_
jl�z wx
C-4
LL
LL_
HF26N
8
PSF
2_x 6-
DIAGRAM
J-22
2.4LH400/250
8
VENT
0
DIAGRAM
n
HANGER (TYP.
(o
x
(o
x
(D
(D
x
U.N.O.)
LL14
04
C14
PURLIN
PURLIN
N
0
F26-2 HANGER
F26-2 HANGER
III
ir
w L
(TYP. @ 2-2x)
NOTE: ARCHITECT MUST
(TYP. @ 2-2x)
rUNLIN
HF36N HANGER
APPROVETHE USE OF
HF36N HANGER
(TYP. @ 3x6)
THIS ALTERNATE DETAIL
(TYP. @ 3x6)
PRIOR TO USE.
ALTERNATE
ROOF HATCH,
FRAMING DETAIL
SKYLIGHT
FRAMING DETAIL
SKYLIGHT
FRAMING DETAIL
DIAPHRAGM
BOUNDARY -
JOIST SCHEDULE
MARK
MARK
NOMENCLATURE
NET
UPLIFT
1.
AXIAL
FORCE
J-1
24/40LH400/250
8
PSF
SEE
DIAGRAM
J-2
3OK400/250
8
PSF
SEE
DIAGRAM
J-3
28K400/250
8
PSF
SEE
DIAGRAM
J-4
1OK400/250
8
PSF
SEE
DIAGRAM
J-5
1OK400/250
8
PSF
SEE
DIAGRAM
J-6
16K400/250
8
PSF
SEE
DIAGRAM
J-7
W x
'r-
T-4 Cq
.,44
0 a 2
a.?:
J 8
24LH400/250
8
PSF
SEE
DIAGRAM
J-9
24LH400/250
8
PSF
SEE
DIAGRAM
J-10
24LH400/250
8
PSF
SEE
DIAGRAM
J-11
24LH400/250
8
PSF
SEE
DIAGRAM
J-12
14K400/250
8
PSF
SEE
DIAGRAM
J-13
18K400/250
8
PSF
SEE
DIAGRAM
J-14
24LH400/250
8
PSF
SEE
DIAGRAM
J-15
24LH400/250
8
PSF
SEE
DIAGRAM
J-16
24LH400/250
8
PSF
SEE
DIAGRAM
J-17
1OK400/250
8
PSF
SEE
DIAGRAM
J-18
12K400/250
8
PSF
SEE
DIAGRAM
J-19
18K400/250
8
PSF
SEE
DIAGRAM
J-20
24LH400/250
8
PSF
SEE
DIAGRAM
J-21
24LH400/250
8
PSF
SEE
DIAGRAM
J-22
2.4LH400/250
8
PSF
I SEE
DIAGRAM
DIAPHRAGM
BOUNDARY -
A f)' of),
LE
D 'RV70';mWr`
MAY I I
REID MIDDLETON, INC.
ROOF DIAPHRAGM
NAILING DIAGRAM
MARK
SHEATHING
STIFFENER AT
PLYWOOD JOINT
CONTINUOUS
EDGE
'OTHER'
EDGE
ALLOWABLE
SHEAR
0
1%2"
2x6
6"o.c.
6"o.c.
320#/FT
lb2"
2x6
4"o.c.
4"o.c.
425#/FT
LE
1%2"
3x6
I
3"o.c.
I �
3"o.c.
I
640#/FT
I
NOTES:
1) SHEATHING TO BE APA STRUCTURAL I PANELS.
2) NAILS TO BE 10d COMMON (0.1148"Ox2" MIN.
LENGTH).
3) SPACE NAILS @ 12"o.c. AT ALL INTERMEDIATE
FRAMING MEMBERS.
4) PROVIDE 2 ROWS 10d @ 2"o.c., STAGGERED,
AL DRAG STRUTS.
5) PROVIDE 2 ROWS 10d. @ 3"o.c., STAGGERED,
AT ALL DIAPHRAGM BOUNDARIES.
6) IF NAILS LONGER THAN 2" IN LENGTH ARE
USED, THEN 3x6 STIFFENERS ARE REQUIRED
AT PANEL EDGES IN MARKM.
7) 3x6 STIFFENER REQUIRED AT ALL WALL TIES
PER SECTION B-5.1 & E-5.1.
8) PROVIDE Ya" TO JI/4" GAP AT ALL SHEATHING
EDGES.
CONTINUOUS
INTERMEDIATE EDGES
MEMBERS
4'- 0 N 10' -
SHEATHING
L.� If -%I I I I NMI.7 IVI
BOUNDARY -
aa
DIAPHRAGM
BOUNDARY -t -
OTE: PROVIDE
TO )/" GAP AT
4
LL SHEATHING
DGES
)THER' EDGES
REV
co -OF c
Atli
MAY
DIAPHRAGM
BOUNDARY
E-1
z
�D
E i
AdOlAhk AdWbk
6 la Ar ]l
0�0
8 OF 17
a
.0
0
z C/)
in
-101
000
�o 0.
E-4 Z
M e-1 k0
a CQ
E W,
Z
4
W
'E
0 z
co u pq
0
P4
M
10
t'g, -r-
0
ol
CL
0
-0
V
E
'r-
T-4 Cq
.,44
0 a 2
a.?:
(P
E-1
z
�D
E i
AdOlAhk AdWbk
6 la Ar ]l
0�0
8 OF 17
2 ' 0 SCREWS MIN.
( @BED 1)/2" MIN.
INTO STRUCTURE)
(TYP. ALL FOUR
SIMPSON W48 SIDES)
HANGER EA. END (TYP.)
CONT. WOOD PLATE _T
BY JOIST MFR.--\ I
rn
rrni
EXHAUST FAN & CURB BY
MECH. CONTRACTOR (MAX.
TOTAL WEIGHT PER PLAN)
ROOF SHEATHING
PER PLAN
T I - _-5 �--
;ktz CL
(E) JOIST 'L -STIFFENERS PER PLAN
PER PLAN w/SIMPSON LUS26
HANGER TO 4x6 HEADER
4x8 DF#2 AT -4x6 DF#2
EA. EDGE OF UNIT BENEATH EDGE OF
UNIT w/SIMPSON
LUS46 HANGER EA. END
SECTION A-3. 1 -
SCALE: �Y4"=V-0"
ADDITIONAL WEB
2-#10 SCREWS MIN[ REQUIRED EXHAUST FAN & CURB BY
m
(EMBED 1)/2" MIN. F GREATER MECH. CONTRACTOR (MAX.
INTO STRUCTUREJ_� THAN 0'-3" TOTAL WEIGHT PER PLAN)
4-
(E)STIFFENER T -I
1� SIMPSON W48 HANGER
PER PLAN EACH END (TYP.)
(E)SHEATHING
PER PLAN am`�_
FA -3.1
ZI
WEB STIFFENER PER '0
MFR. OR
Z'
3/16
ADDITIONAL 2- L2x2xNi %F �M
POINT OF LOAD APPLICATION
TO CLOSEST PANEL POINT AT
BOTTOM OF JOIST (REQUIRE 3/16
@ EA. END OF EA. 48 FOR
ALL UNITS)
(E) JOIST PER PLAN
NOTES:
REMOVE LOAD PRIOR TO WELDING.
WHEN WELDING, USE CAUTION TO
NOT DAMAGE TRUSS MEMBERS.
ALL EDGES OF ROOF TOP UNITS
TO BE SUPPORTED BY 4x6, 4x8
OR A JOIST.
EACH END OF
EACH ANGLE
& a
SECTION B-3.
SCALE: �X"=V-0"
Pi P2 P3 P4
Y PER PER
PLAN PLAN
TYP* TYP*
PER PLAN
ROOF GIRDER LOADING DIAGRAM (D
(SEE PLAN FOR GIRDER SPAN & JOIST SPACING)
PER Pi Pi Pi Pi
PER
PLAN PLAN
TYP. TYP.
PER PLAN
ROOF GIRDER LOADING DIAGRAM
(SEE PLAN FOR GIRDER SPAN & JOIST SPACING)
Pi Pi Pi Pi Pi
PER I PER
PLAN I PTLYAPN.
Typ.
PER PLAN
ROOF GIRDER LOADING DIAGRAM (a)
(SEE PLAN FOR GIRDER SPAN & JOIST SPACING)
Pi Pi Pi Pi
PER I PER
Pbk�_ PLAN UNIFORM
Typ. Typ. �11 SLOAD
PER PLAN
ROOF GIRDER LOADING DIAGRAM
(SEE PLAN FOR GIRDER SPAN & JOIST SPACING)
PER P 1 P2 P3
11 PER
PLANI PLAN UNIFORM
Typ. TYP.
LOAD
PER PLAN
ROOF GIRDER LOADING DIAGRAM
(SEE PLAN FOR GIRDER SPAN & JOIST SPACING)
Pi Pi Pi
PER PER
PLAN PLAN
TYP. TYP.
PER PLAN
ROOF GIRDER LOADING. DIAGRAM (B
(SEE PLAN FOR GIRDER SPAN & JOIST SPACING)
Pi P2
PER i PER
PLAN PLAN
Typ. TYP.
PER PLAN
RO OF GIRDER LOADING DIAGRAM
(SEE PLAN FOR GIRDER SPAN & JOIST SPACING)
PER Pi PER Pi P2 P3 P4
PLAN PLAN
TYP. Typ.
PER PLAN
ROOF GIRDER LOADING DIAGRAM
(SEE PLAN FOR GIRDER SPAN & JOIST SPACING)
Pi P2 P3 P3 P3
PER--,, PER - I I I
PLAN - PLAN
TYP. p TYP.
PER PLA N
ROOF GIRDER LOADING DIAGRAM an
\�Ll
(SEE PLAN FOR GIRDER SPAN & JOIST SPACING)
Pi Pi
PER PLAN
ROOF GIRDER LOADING DIAGRAM
(SEE PLAN FOR GIRDER -SPAN & JOIST SPACING)
ROOF GIRDER DESIGN CRITERIA
MARK
DEPTH
NOMENCLATURE
LOAD
DIAGRAM
NUMBER
LOAD P 1
LOAD P2
LOAD P3
LOAD P4
UNIFORM LOAD
AXIAL
FORCE
NET
UPLIFT
T.L.
L.L.
T.L.
L.L.
T.L.
L.L.
T.L.
L.L.
T.L..
L.L.
RG -1
E
W21 xl 01
4
1 off
6.2E�
--
0.28%
0.1 25%
0
I 6N
u
RG -2
33"
33G4N SPECIAL
5
1.31K
0.82K
2.6 1K
1.6Y
3.91K
2.45K
cq 0
0.28%
0.125%
66. 1K
6 PSF
RG -3
34"/40"
34/4OG5N SPECIAL
1
17.9 2K
10.V
18.62K
11.10
19.92K
11.95�
21.2Y
12.77K
66. 1K
6 PSF
RG -4
410"
40G5N 1 8.e
18.0
11.25K
66. 1K
6 PSF
RG -5
4011
40G6N 1 8.8K
3,
18.e
1
66.1K
6 PSF
RG -6
40"
40G4N 1 8.e
6
1 8-e
1 1.25K
66. 1K
6 PSF
RG -7
40"
40G5N 1 8.8K
2
18.e
11.25�
66.1K
6 PSF
RG -8
32"
32G3N SPECIAL.
7
14. 1K
8.40
18.e,
11.2E�
66. 1K
6 PSF
RG -9
30"/5099
30/5OG5N SPECIAL
1
13.8Y
8.2C�
15.10
9.00�
16.40
9.8C�
17.70
10.6C�
59.5�
6 PSF
RG -10
50"
50G 6N 1 6.8K
3
16.e
10.0(DK
59Y
6 PSF
RG -1 1
501p
50G4N 1 6.e
6
1 6.8K
1 Off
59.5�
.6 PSF
RG -12
50$p
50G5N 1 6.e
2
16.8r
1 off
59.5K
6 PSF
RG -13
32'9
32G3N SPECIAL
7
12.6 K
7.50K
1 6.8K
1 off
59.5�
6 PSF
RG -14
33"/40"
33/4OG6N SPECIAL
8
13.65K
8.05�
15.0d<
8.85�
16.3d'
9.70K
RG -15
40"
40G6N SPECIAL
9
14.1 OK
8.45K
18.8C�
11.25K
17.6d<
10.5d<
66. 1K
6 PSF
RG -16
32"
32G3N SPECIAL
10
17.6d<
10.50K
66.1
6 PSF
ROOF GIRDER SCHEDULE NOTES:
1 ) LIVE LOAD DEFLECTION SHALL BE LIMITED TO SPAN/360.
TOTAL LOAD DEFLECTION SHALL BE LIMITED TO SPAN/240.
2) MECHANICAL EQUIPMENT LOADS, ROOF TOP UNIT LOADS &
SPRINKLER MAIN LOADS ARE IN ADDITION TO LOADS SHOWN.
3) DEPTH OF JOIST GIRDER BEARING TO BE 7Y2"
4) TOTAL LOADS SHOWN INCLUDE AN 80 PLF ALLOWANCE FOR
THE GIRDER WEIGHT. ADJUST THE TOTAL IF REQUIRED.
5) MECHANICAL UNIT LOADS SHOWN ON THE DRAWINGS ARE TO
BE ADDED TO THE LOADING INDICATED IN SCHEDULE.
6) ROOF GIRDER INDICATED BY xx/yy DEPTH SHALL BE TAPERED
FROM THE xx" DEPTH AT THE LOWER ROOF ELEVATION TO THE
yy" DEPTH AT THE HIGHER ROOF ELEVATION, SEE ROOF PLAN
FOR ROOF ELEVATIONS.
7) ALL GIRDERS WITH A STRAIGHT TAPER END-TO-END TO
MAINTAIN CLEAR HEIGHTS MAY, AT THE SUBCONTRACTOR'S
OPTION, BE DESIGNED & FABRICATED AT A UNIFORM DEPTH
EQUAL TO THE TABULATED. SHALLOW END DEPTH.
8) WORKING STRESS WIND/SEISMIC AXIAL FORCE INCLUDES 1.4
FACTOR FOR STEEL INCREASE PER ASCE-7 SECTION
12.11.2.2.2.
ND
f4AY 1 1 2017
REID MIDDLETON, INC.
REVIEWED FOR
CODE COMPLIANCE
APPROVED
MAY 16 7017
City of Tulcwila
E i &__`I 0
-<� P-1
Z
�D
E -i <�
C)
C)
E i
Adsluk
two%
9 OF 17
r_
.2
z
co ka
E
-v
0 "Id,
or- L",
Z
M plo
,
E
E
0 A
Lij
PA
0
I 6N
u
78 P
U)
(u
ko
Q- E
cq 0
CQ
04 -
@;�
E i &__`I 0
-<� P-1
Z
�D
E -i <�
C)
C)
E i
Adsluk
two%
9 OF 17
[VARIES]
BOUNDARY NAILING
PER SCHEDULE
2x TOP PLATE (SHEET S-3.0)
wA"O A.B. @ 4x6 LEDGER w/3/4 It 0 �STRAP
6 -0"o.c. MAX.-\ EXP. BOLT @ 36"o.c . E
OL<PER PLAN> (EMBED 02")
SIMPSON MST148
STRAP @ 24"o.c.
SHEATHING w/20-1 Od COMMON
PER PLAN
NAILS EACH END
WOOD PLATE BY OVER FIRST SIX BAR
JOISTS/BEAMS (ALIGN
BAR JOIST M FR.
w/WALL TIE)
P.C. PANEL
SEE ELEV.
FOR
THICKNESS &
REINFORCING
SIMPSON HTT4 @
-1 d
24"o.c. w/18 0 4x6 @
COMMON NAILS STRAPS.
%"0 EXP. BOLT
(EMBED N
STIFFENER PER PLA
(NOTE: INSTALL 46
STIFFENERS w/F46
HANGERS EACH END
WHERE TIES/STRAPS BRACE BY
OCCUR) (SEE DIAPHRAGM CIS
NAILING SCHEDULE FOR JOIST MFR.
ADDITIONAL 3x6 STIFFENER
REQUIREMENTS) BnAAR JOIST
PER PLAN
SECTION A- 5.0. SECTION B 5.0. SECTION C-5.0
SCALE: �/4"=V-0" SCALE: �%"=V-0" SCALE: N4"=l'-O" to
to
8xl '-0" w/2-�Y4"o --A- - -4-
ly2l' "Y2 A325N BOLTS
(COORDINATE BOLT C.P.
0
CD GA. w/JOIST MFR.)
[VARIES]
NOTE: LOCATE CONN. IL 1 0 IN
L JOIST GIRDER MFR. NOTE:
2'-0" FROM EACH IDESIGN JOIST GIRDER FOR
END OF 4x6xlO'-O" LL
V4x4)/2xO'-9" ONE BOUNDARY NAILING A WORKING STRESS AXIAL
(NOMINAL) BLOCK. 0
SIDE w/2-�/4"O L PER SCHEDULE WIND/SEISMIC FORCE PER -- V8'x4x0'-9"
CARRIAGE BOLTS [PE PLAN]. (SHT S-3. TY.\ -N 4
(DRAW HEAD FLUSH) .0) GIRDER SCHEDULE ON S-3.1 '15116V 8" EA. SIDE OF
2 ROWS 1 Od COMMON r -4x CONT. SPLICE PLATE
@ 4"o.c. STAGGERED LEDGER F-5.0
LO �j L �bJOIST GIRDER
WOOD PLATE 3/16 6 4x6 BLOCKING FULL PER A-5.0 DEId PER PLAN (TYP.)
ONE k[PER PLAN]
'0 L=
TS ?
FLUS H)
3
16
//"-GIRDERS SUPPORTING
SHEATHING JOIST GIRDER
PER PLAN STIFFENERS --7 PER PLAN
BY JOIST MFR. LENGTH OF JOIST
SHEATHING
-5.0 PER PLAN K-5.0
IF
af
k
STIFFENER PER
DIAPHRAGM LO a_ JOIST GIRDER
NAILING SCHED.- STIFFENER PER Lij PER PLAN e Typ.
DIAPHRAGM
5/
NAILING SCHEDULE 16
)Y/2 7YV2't B R G. 0-
b
JOIST HSS COLUMN DEPTH
0
PER PLAN JL
PER PLAN I
777� N�
T 11
BAR JOIST
7 N PER PLAN
0 0
1/4
TYP.
BAR JOIST
1/4 DRAG STRUT
PER PLAN 0 1 1
I PER PLAN (TYP.)
lY8xl'-O" BRG It -
BRACING PER
I lY2" 4" A-2"
JOIST MFR. �Y4x6xO'-6" STABILIZER It W/2 -%"O A325N TY .1 __ I- It_%xl8x2'-l" THRU
.(DO NOT WELD TO BOLTS EACH JOIST Typ. TYP.
COL. w/12 -7/8"O
JOIST GIRDER) GIRDER A325N BOLTS
BOLT GA. w/MFR) - v
\-JOIST GIRDER 'COORD.
PER PLAN P.C. PANEL
SEE ELEVATION FOR HSSCOLUMN
THICKNESS & REINF. PER PLAN
SECTION F-5,0. SECTION G-5,0. SECTION H-5,0.
SCALE: 3/4"=V-0" SCALE: %"=V-0" SCALE: 3/4"=V-0"
2"2@3"3"_ 2@3'f2;'
2
J, [VARIES] j
NOTE: LOCATE CONN.
2'-0" FROM EACH END
SIDE w/2 -%"O (NOMINAL) BLOCK & JOIST MANUFACTURER NOTE:
ONE CONN. IN CENTER.
V4x4Y2xO'-9" ONE OF 4x6xlO'-O" I
[PER PLAN CARRIAGE BOLTS DESIGN JOIST GIRDER WEB
4 (DRAW HEAD FLUSH) 2 ROWS 10d COMMON ANGLE FOR A VERTICAL LOAD DE IL a
DRAG STRUT 0 4"o.c. STAGGERED OF 3.37K DEAD LOAD & 4.25K
,L<PER PLAN> PER PLAN SNOW LOAD JOIST MANUFACTURER NOTE:
WOOD PLATE 16 6" 4x6 BLOCKING FULL 4x PER DESIGN JOIST GIRDER WEB
4x LEDGER BY JOIST MFR. SECTION R-5.0 ANGLE FOR A VERTICAL LOAD
LENGTH OF JOIST 5K
BEYOND PER 1/4 OF 4.9 DEAD LOAD & 6.25 K
SHEATHING
SHEATHING GIRDERS SUPPORTING
SECT. B-5 u K-5.0 PER PLAN--\ STIFFENERS PER PLAN SNOW LOAD
@ R-5.0
#4 CONT. f
. . . . . . . jjPER PLAN]
TOP STUD
CONN. PER
SECTION B-
_7
STIFFENER PER
LO E
DIAPHRAGM
ED 1 e e
(0 NAILING SCHED.- STIFFENER PE a cn
R
& 04 DIAPHRAGM @ (0 0 0 0 CD CD 0 0 11
BM I
04
NAILING SCHEDULE'
CONN.
JOIST
I N
PER PLAN
"K WF BEAM
PER PLAN to
Y2
-2"
, :,. L %"Fll THRU GIRDER
MA�
CHORD STRUT
3 WT6x25xO'-g" w/9 -%"O A325N
-10 ---- PER PLAN (TYP.)
w/3-;Y4"O A325N BOLTS AT EACH BEAM
BAR JOIST
A lz` �,
v BOLTS (HORIZ. PER PLAN
SLOTTED HOLES BRACING PEJR JOIST GIRDER VERTICAL ANGLE
I N WT) JOIST MFR. PER PLAN w/A325N BOLTS
IN HORIZ. SHORT
JOIST MANUFACTURER NOTE: SLOTTED HOLES
ADJUST WEB PLACEMENT TO PER JOIST
ALLOW FOR THRU It PLACEMENT MANUFACTURER
(TYP.)
SECTION L-5.0. SECTIOE M-5.0. SECTION N-5.0.
SCALE: �/4"=`!'-O" SCALE: %"=V-0" SCALE: ;Y4"=1' -O"
SHEATHING
SHEATHING PER PLAN PER PLAN
V/ax4xl'-4 to [PER PLAN] [VARIES] WOOD PLATE
c r-LJA"4
OL BY JOIST MFR.
JOIST GIRDER
PER PLAN ( 'P.) TYPICAL \I STIFFENER
TY
, TO EACH
5/16 7" GIRDER PER PLAN
_111111111m. (TYP.)
0
E-5.0 Typ� 1/4
u
2'BRGJ
IK! MFR. NOTE:
DESIGN JOISTS FOR
WORKING STRESS AXIAL
BAR JOIST JOIST GIRDER MFR. NOTE: SEISMIC/WIND LOAD,
PER PLAN \JOIST GIRE PER DIAGRAM ON
DESIGN JOIST GIRDER FOR S-3.0, THRU GIRDER
3.1 A WORKING STRESS AXIAL
WIN SEISMIC FORCE OF \ TOPCHORD
Y167 0 y "-
5 90.V
/16 `IX2:.� 1 1
T P_
YP. 0
It -1 xl'-O" w /4-1/4"0
L4/ A325N BOLTS
(COORDINATE BOLT BAR JOIST PER
TY GAGE w/MFR.) PLAN (TYP.)
P> 4 BRACING PER
0 JOIST MFR.
0
JOIST GIRDER
%x6x0'-6" PER.PLAN
STABILIZER It- (TYP.) 0 0
�y
(DO NOT WELD TO b
JOIST GIRDER)
L 0
HSS COL. PER PLAN 0 L===Jj
SECTION D SECTION E-5.0.
SCALE: N4"=V-0" SCALE: %10=11-093
Z
B-5.0
DRAG STRUT
WT6x25xl'-5" w/5- DETAI PER PLAN
0 it
#6x3 -2 (LAP
2 �2 r CR
/ x X
8 4'
2'-10" w/5-#6 IN V25x8y2X 1 '- 0 to
PANEL) (TRIM w/8-�Y4"O A325N DRAG STRUT NAILING PLAN 4x DF#2 PLATE W/Y4"O ci
L co
FLANGE TO MATCH BOLTS PER SCHEDULE CARRAGE BOLT @ 18"o.c. r-
0
PANEL WIDTH) T I SHEET S-3.0) STAGG NOTE: PLATE
llf-� In'04
SHEATHING -40 1
PH PU WIDTH TO MATCH STEEL z
PER PLAN P4 000
STEEL JOIST E g.9
BEAM FLANGE WIDTH P4 E-1 00 0
PER PLAN 4x NAILER STEEL JOIST 14 pq a I"
PER PLAN �D Z w 0 to E, 's -.5
6-4 C
0 2" M
0 cd
0 0
-DRAG STRUT er-
STIFFENER PER
(u
PER PLAN P. SECTION A-5.0 "114 CD
0 (u 2t
0 16 2 -9 E
n DETLpj cr) .6
@ B M. & It, 3x3xY4 EACH SIDE Coto
TYP. 4
V_
EMBED & co
OF DRAG STRUT @
ANGLE 3/16 2" 1 0'-O"o.c. MAX. p -a 2
PER B 5.0 Tw=1
took
1/4 t�'4x9x0,_l No
DRAG STRUT
'/_TZ _4" PER PLAN
I A 1. 0
v
JIL
P.C. PANEL
SEE ELEV. FOR
SIZE & REINF._
2 too 4�_r
SECTION J-5.0. SECTION K-5.0.
SCALE: �X"=V-0" SCALE: %"=V-131"
It_%xl'-O" W/2 -:%"O
A325N BOLTS C)
(COORDINATE BOLT
0
GA. w/JOIST MFR.)
LL===jj 0 2 -ROWS 1 Od NAILS @ 4"O.C. �4 F --I
J, [PER PLAN] SHEATHING PER PLAN
5/16 4" CONNECTION PER F-5.0
2 -PER JOIST BAY, 2'-0"
4x PLATE 5/161/4" FROM ENDS (CONTINUE 3 P-4
N BAYS ON JOIST GIRDER)
DRAG STRUT
Typ 1/4 4" PER. PLAN E:0] lh rc
SHEATHING
PER PLAN L 0
K-5.0
�JOIST GIRDER MFR NOTE�
ESIGN JOIST GI R6ER FO
A WORKING STRESS AXIAL
T&3XV-0,
T&3XV 5/1 �6 WIND/SEISMIC FORCE PER
C14 5/16 GIRDER SCHED ULE, 22.0
SLOT HSS TO THIS END E-1 <�
po C.P. ACCOMODATE
@ ft TIE PLATE
REVIEVNED FOR
tl - �2_ 'a) CODR-00KIPLIANCE Q0
ArPROVED
(Z) �D
7--totool
MAY 1. 0 2017
4-f
14- PLAN
V2x 1 2x2' -O"
w/ 14-%"0 HSS COLUMN \-GIRDER City Of -rUkwila
1$-2" A325N BOLTS PER PLAN PER PLAN mam, mlyme-1c ul
MAX.
WT6x25x2p-61?
w/10-#7
Zj
%
SECTION P. 50 SECTION -5.0. 10 OF 17
SCALE: �Y4"=V-0" SCALE: �/4"=V-0"
-3/16
2y
%x2y2XO 2'�–'
...... .....
TY8x2Yax2'-O"
18-1 Od
COMMON NAILS
DETAIL
a
(NOTE: INSTALL 4x6
CONNECTION
STIFFENERS w/F46
F-5.0 EACH
HANGERS EACH ENDWHERE
2 -PER JOIST
2x TOP PLATE
2'-0" FROM
(SEE DIAPHRAGM NAILING
BRACE BY
w/�2"O A.B. @
6
JOIST MFR.
ADDITIONAL 3x6 STIFFENER
BAR JOIST
-0"o.c.
PER PLAN
ci)
OL<PER PLAN>
z
o 0 c'n
V E
wm
a z
01
g
�-
42 >'
r
-5 M
STRAP
m
rd
'6 >'
-2
WOOD PLATE. BY
SIMPSON MST148 STRAP
"o 0
BAR JOIST MFR.
@ 48"o.c. OVER FIRST
!Y8"O EXP. BOLT
3 BAR JOISTS
(EMBED 3%")---
SHEATHING
w/18 -10d COMMON
D ET. a
PER PLAN--\
EACH END (ALIGN
w/WALL ANCHOR)
.P.C. PANEL 7
SEE ELEVATION
/7
FOR THICKNESS
& REINF.
�-4x6 @ STRAPS
LEDGER PER
SECTION A-5.0
STIFFENER PER PLAN
NAILS
(NOTE: INSTALL 4x6
CONNECTION
STIFFENERS w/F46
F-5.0 EACH
HANGERS EACH ENDWHERE
2 -PER JOIST
TIES/STRAPS OCCUR)
2'-0" FROM
(SEE DIAPHRAGM NAILING
BRACE BY
SCHEDULE FOR
JOIST MFR.
ADDITIONAL 3x6 STIFFENER
BAR JOIST
REQUIREMENTS)
PER PLAN
SECTION. A-.5.1
SCALE: �/4"=V—O"
LEDGER PER
SECTION F-5.1
--ftft�
[E- —5. 0
A WORKING STRESS AXIAL
WIND/SEISMIC FORCE PER
GIRDER SCHED. ON S-3.1
�E
TOP FLANGE
HANGER
9
ro-
U8'x1'—O" w/2—%"O
A325N BOLTS
(COORDINATE BOLT
GA. w/JOIST MFR.)
DETAIL b
�k<PER PLAN> [VARIES]
2x PLATE
wA"O A.B. @
6 -0"o.c. MAX. MAX SHEATHING
GA IT/1 6 2
#4 CONT. AT TO P PER PLAN
STUD OF EMBED BAR JOIST
P.C. PANEL DET b PER PLAN
SEE ELEV. FOR
THICKNESS
REINFORCING
V2x 1 2x 1'-3"
DESIGN JOIST
w/6—%"Ox5"
FOR AXIAL
W.H.S. ��x 6 x�4' x -01 FORCE PER
A A
ON
S-3.0
1/4
0 BALANCE PER
SECTION B-5.0
6,V2 6)/2"j4'
SECTION B-5,1
SCALE: 4/4"=V-0"
2x TOP PLATE
wA"O A.B. @
6 -0"o.c. MAX.
JOIST GIRDER MFR. NOTE:
DESIGN JOIST GIRDER FOR
A WORKING STRESS AXIAL
6
WIND/SEISMIC FORCE PER
GIRDER SCHEID. ON S-3.1.
:1y2
COLUMN
PER PLAN
'V
BAR JOIST
1/4 PER PLAN
%x6xO'-6" STABILIZER It
(DO NOT WELD TO
JOIST GIRDER)
P.C. PANEL
SEE ELEVATION FOR
THICKNESS & REINF. c
SECTION E-5.
SCALE: �K"=V-0"
10d COMMON
NAILS
2 -ROWS @ 4"o.c.
CONNECTION
PER
F-5.0 EACH
SIDE
2 -PER JOIST
BAY
2'-0" FROM
ENDS
zI
\--HSS STRUT
JOIST
PER PLAN
SECTION J -5.1 -
SCALE: �/4"=V-0"
4x6 DF#2
SHEATHING
PER PLAN
TY4x3xO'-8" EACH
SIDE OF STRUT (IF
SPLICE IS REQ'D)
M
4x6 LEDGER w/
�/V'0 A36 THRU
BOLTS @ 24"o.c.
%"0 A36
THRU BOLT
P.C. PANEL
SEE ELEV. FOR
THICKNESS &
JL REINFORCING ---/
<VARIES
2
i<PER PLAN,>
LPER PLAN]
U8xl2xl'-O" 3 --
w/6 -3/8"O A325N MIN.
BOLTS MIN,
-rMIN. 'c',j 16
q It's
v
&EMBEDS
\3
MIr
6
IN.
2'4' 13"� 3".
STEEL 8 E ------
PER PLAN�M-y
Typ.
1 GAt� 1/4 4
EEANNOTE' MAX.
B M
GRID (2) \�-46x4x&V-4"
0
OMITTED FOR CLARITY w/5 -"x4'-O"
& 2 ;Ox5" W.H.S.
HSS COLUJMNI I
PER PLAN J F�%x7xl'-O"
SECTION C-5.
SCALE: �/4"=V-0"
SIMPSON HTT4 @
24"o.c. w/18 -10d
COMMON NAILS.
STAGGER THRU
BOLT PLACEMENT
SECTION F-5. 1.
SCALE: 3/4"=V-0"
�%xl'—O" w/2—%"O
A325N BOLTS
(COORDINATE BOLT
GA. w/JOIST MFR.)
(TRIM CORNER AS
REQ'D)
PER PLAN] JOIST GIRDER MFR. NOTE:
+- /DESIGN JOIST GIRDER FOR
BOUNDARY NAILING A Wo IRKING STRESS AXIAL
PER SCHEDULE WIND/SEISMIC FORCE PER
GIRDLR SCHEDULE ON S-3.1
(SHT S-3.0)
4x CONT.
LEDGER F-5.0
PER A-5.0
�0111
711
JOIST GIRDER
PER PLAN
CONNECTION
PER F-5.0
Z 1/4 _BAR JOIST
PER PLAN
—%'x6x0'-6" STABILIZER
(DO NOT WELD TO
JOIST GIRDER)
HSS COLUMN
PER PLAN
P.C. PANEL SKEWED
SEE ELEVATION FOR
THICKNESS & REINF.
SECTION K-5. 1 -
SCALE: �%"=V-0"
MSTI 36 STRAP @ 24"o.c.
w/14 -10d COMMON NAILS
EACH END (OVER FIRST
JOISTS ALIGN w/WALL TIE
4x6 @ STRAPS
STIFFENER PER PLAN
(NOTE: INSTALL 4x6
STIFFENERS w/F46
HANGERS AT EACH END
WHERE TIES/STRAPS
OCCUR) (SEE DIAPHRAGM
NAILING SCHEDULE FOR
ADDITIONAL STIFFENER
REQUIREMENTS)
BAR JOIST
PER PLAN
B
9 9y
.AL<PER PLAN>
T
WT6x29xl'-9
w/7 -#7x4'-6"
T [PER PLAN] CONNECTION PER
V SECTION M-5.0 B
9h
SHEATHING
WF BEA� -5.1 PER PLAN
PER PLAN
M-5.0
Typ� 1/4 4"
o o 4 Of a_
PLAN M Lij
CD
T
11" GAP- 3- 3" 1 STEEL BEAM PER PLAN
MAX. 2" TY2x9xl'-6" w/10 -%"o
A325N BOLTS
T%4x9x0'- 1 1Y2" w/2-�4`0
PANEL (ID M.B. TO BEAM
BEYOND 1 11
I I t---:-jJ
1 HSS COLUMN /
PER PLAN 7"
SECTION D 5A
SCALE: 3/4"=1 '-0"
,L<PER PLAN>
4x LEDGER
BEYOND PER
SECT. B-5.0---,<
#4 CONT. @
TOP STUD
CONN. PER
SECTION B-5.0---,,,
BM. &21
CONN. --
TRIM
FLANGE/WEB
TO KAAT(W
.WALLANGLE
PER PLAN]
STEEL BEAM
PER PLAN
-dgma—
K-5.01
@
04
;72��TY2x7xO'-9" w/3—
%"0 A,325N
BOLTS (HORIZ. SLOTTED
HOLES IN
SECTION G -5,1 -
SCALE: �K"=V-0"
PLAN
rr= r;
D
2x TOP PLATE MAY 1 12011
WA"O A.B. @
6 -0"O.C. REID MIDDLETON, INC.
<PER PLAN>,L
'y
P.C. PANEL, SEE
ELEVATION FOR
THICKNESS & REINF.
STRAP
CONNECTION PER F-5.0
%"0 EXP. BOLT WOOD PLATE BY
.71 EACH SIDE 2 -PER JOIST
(EMBED 3 8") BAR JOIST. MFR. BAY 2'-0" FROM ENDS
LEDGER PER
SHEATHING
SECTION A-5.0 PER PLAN SIMPSON FTA7
w/6 -%"O BOLT
h
S DETAII
0 01
0 0 0
-------------
STIFFENER PER PLAN
(NOTE: INSTALL 4x6
STIFFENERS w/F46 HSS STRUT-/
t
HANGERS EACH ENDWHERE
TIES/STRAPS OCCUR)
(SEE DIAPHRAGM NAILING
SCHEDULE FOR
ADDITIONAL 3x6 STIFFENER
REQUIREMENTS)
BRACE BY
JOIST MFR.
BAR JOIST
PER PLAN
HSS STRUT
DETAIL h
SECTION H -5.1 -
SCALE: %"=V-0"
R
R
REVIR�W--D FOR
CODE 01%,VUANCE
APPROVED
MAY 16
Ck'j lo,�..Tultwila
E ---i C)
.z <� E---�
Z (-�
�D
C) Q0
(Z) �D
11 OF 17
a
.0
a) Q)
z
"
a I
0 a
�o CL
>1 t4
00 ko
'ZA
'50 -04
—to
3:
ci)
E le 8
3 mc E-
z
o 0 c'n
V E
wm
a z
01
g
�-
42 >'
r
-5 M
m
rd
'6 >'
-2
4) PC
"o 0
0 (D
E
14
a
CQ
n4
E ---i C)
.z <� E---�
Z (-�
�D
C) Q0
(Z) �D
11 OF 17
p
DETAIL t*'O�l
SCALE: �X"=V-0" 1�. �-o
CONN.
(SEE PANEL
ELEVATIONS
FOR CONN.
LOCATIONS)
DETAIL
SCALE: �%."=V-0"
PANEL
0 H
D ETA I L Y`20�
SCALE: ;Y4"=l'_O" �-o
MARK
ANGLE 'A'
P LATE 'B'
WELD
Bl
L5x3x%xl'-4" w/4—
#5x 31-00t @ 4" GA.
U8x5xl'—O"
(EXTERIOR FACE)
B2
L5x3x3/8xl'-8" w/5—
#6x3'-6" @ 4" GA.,
U8x5xl'-4"
5/16
83
L5x3x-3/8x2'—O" w/6—
Uex5xl P-81'
5/16
CONN.
#6x3'-6" @ 4" GA.
E-4 Ul Pool
-VERT. REINF. PER
B4
L5x3x%x2'-4" w/7—
U8x5x2'—O"
5/16
TYPICAL
#6x3'-6" @ 4" GA.
, REBAR
PLACEMENT
B5
L5x3x%x2'-8" w/8—
Z3�16x5&-4"
%
(TIED TO INSIDE
#7x4'-6" @ 47 GA.
OF VERT. REINF.)
1 CLR.
WELD PER
SCHEDULE
PLAN
43X3XV16XO'-8"
w/2—#5x2'-6"
@ 6" CAGE—
I\- 2y2"
0 0%l
1/4
S�
0/1060'-8"
w/2—#5x2'-6"
@ 6 " GA.
4 2x2X5/16XO'-6"
43x3XV16XO'-8"
w/2—#5x2'-6"
@ 6 " GA. (TYP.)
It_%x4x0'-6"
PANEL (0
It_Vl6x6x0'-8"
w/2-#5 x 2'-6"
@ 6" GAGE (TYP.)
BENT It_5/16x6xO'-6"
I r—1
12 15 1
2 6 7
T
71 5
T\
14 16 0 3
4 4 9
T
cl
69
79 31
30
34
7
6
7�
39
7
0
H
0 8 6 4 1
4
7 56 1 TIT -1 I I 11TITIT T42 41
3 4 CD I r r 4 4 r . 4 . @
P.C. PANEL PLACEMENT KEY
SCALE: 1 "=50'
EXTERIOR FACE
HORIZ. REINF. PER
v
PANEL ELEVATIONS
REVEAL
(EXTERIOR FACE)
PER ARCH.
L
01
0 0
c
—THICKNESS
,r
cy
PER PANEL
CONN.
ELEVATIONS
E-4 Ul Pool
-VERT. REINF. PER
INTERIOR FACE
PANEL ELEVATIONS
-Ewt
(TYPICAL)
TYPICAL
SINGLE MAT
, REBAR
PLACEMENT
HORIZ. REINF. PER
-
0
(SEE PANEL
u 0:
(TIED TO INSIDE
EXTERIOR FACE
OF VERT. REINF.)
1 CLR.
X" MAX' TO VERT.
REVEAL
ELEVATIONS
REINF.
PER ARCH.
FOR CONN.
THICKNESS
, Pi
Mt
-0�
—LOCATIONS)
PER PANEL
4'Ap
ELEVATION
-3/4 C L R.
NOTE:
TO VERT.
VINTERIOR
WHERE VERT. BARS ARE
BEND BARS AS
ON EACH FACE(E.F.) &
FJINT
I
NECESSARY TO
FIT INTO LEGS
I
PLAN
43X3XV16XO'-8"
w/2—#5x2'-6"
@ 6" CAGE—
I\- 2y2"
0 0%l
1/4
S�
0/1060'-8"
w/2—#5x2'-6"
@ 6 " GA.
4 2x2X5/16XO'-6"
43x3XV16XO'-8"
w/2—#5x2'-6"
@ 6 " GA. (TYP.)
It_%x4x0'-6"
PANEL (0
It_Vl6x6x0'-8"
w/2-#5 x 2'-6"
@ 6" GAGE (TYP.)
BENT It_5/16x6xO'-6"
I r—1
12 15 1
2 6 7
T
71 5
T\
14 16 0 3
4 4 9
T
cl
69
79 31
30
34
7
6
7�
39
7
0
H
0 8 6 4 1
4
7 56 1 TIT -1 I I 11TITIT T42 41
3 4 CD I r r 4 4 r . 4 . @
P.C. PANEL PLACEMENT KEY
1NNECTION, TYPE 'F' CONNECTI,
D EV� EWE D
[�,,',Ay 11 2017 D
REID MIDDLETON, INC.
EXTERIOR FACE ><<
> z VERT. REINF.
0 El PER ELEV.—T) <
ui
_j INTERIOR
U 3 TI ES @ 6 "o. c.
o FACE _j tNOTE: ADJUST TIE SPACING
TO MISS REVEAL LOCATIONS.
NOTE: TIES TO EXTEND PROVIDE ADDITIONAL TIES AS
REQUIRED TO MAINTAIN
24" MINIMUM ABOVE & SPECIFIED SPACING.)
BELOW OPENINGS. VPROVIDE #3 CROSS TIES
@ 6"o.c. CROSS TIES
TIES ARE REQUIRED IN REQ'D AT EVERY OTHER
ALL. PANEL LEGS 4'-0" VERTICAL. ALTERNATE
IN LENGTH OR LESS. END OF 90' BEND.
TYP. REBAR PLACEMENT
AT PANEL LEG
WITH TIES & REVEALS
PRECAST PANEL REINFORCING NOTES:
3
.1) THICKNESS INDICATED IS MINIMUM THICKNESS ALLOWED w//4"
DEEP REVEAL IN PANELS INDICATED ONLY. DEEPER REVEALS,
EXPOSED AGGREGATE ANWOR RAKED ARCHITECTURAL FINISHES ARE
NOT ALLOWED WITHOUT PRIOR REVIEW AND APPROVAL BY THE
STRUCTURAL ENGINEER.
2) PROVIDE 1—#7 OR 2—#5 MINIMUM HORIZONTAL AT TOP &
BOTTOM OF ALL OPENINGS (EXTEND 2'-0" BEYOND OPENINGS)
UNLESS NOTED OTHERWISE.
3) PROVIDE #4x2'-6" DIAGONALS AT CORNERS OF ALL OPENINGS.
#4x2'-6" DIAGONALS EACH FACE AT CORNERS OF ALL OPENINGS
IN PANELS OVER 7)/4" THICK.
4) PANEL ELEVATIONS ARE VIEWED FROM INSIDE LOOKING OUT,
UNLESS NOTED OTHERWISE.
5) SEE PANEL ELEVATIONS FOR PANEL THICKNESS.
6) CONTRACTOR IS TO VERIFY ALL DIMENSIONS IN FIELD PRIOR TO
FORMING PANELS.
7) SHOP DRILL Y4" DIAMETER AIR—RELEASE HOLES IN EMBEDMENTS
AT 6" CENTERS TO DISPLACE ALL VOIDS.
8) REINFORCING IS TO BE PLACED PER "TYPICAL SINGLE MAT REBAR
PLACEMENT" DETAIL UNLESS INDICATED AS EACH FACE ("E.F.").
SEE "TYPICAL DOUBLE MAT REBAR PLACEMENT" DETAIL FOR REBAR
PLACEMENT INDICATED AS EACH FACE ("E.F.").
REVIEWED FOR
CODE COMPUANCE
APPROVED
MAY 1, 6 2017
City of Tukwila
SCALE: 1 "=50'
EXTERIOR FACE
HORIZ. REINF. PER
%" MAX.
PANEL ELEVATIONS
REVEAL
(EXTERIOR FACE)
PER ARCH.
L
01
0 0
c
—THICKNESS
,r
cy
PER PANEL
ELEVATIONS
E-4 Ul Pool
-VERT. REINF. PER
INTERIOR FACE
PANEL ELEVATIONS
-Ewt
(TYPICAL)
TYPICAL
SINGLE MAT
, REBAR
PLACEMENT
HORIZ. REINF. PER
-
0
PANEL ELEVATIONS
u 0:
(TIED TO INSIDE
EXTERIOR FACE
OF VERT. REINF.)
1 CLR.
X" MAX' TO VERT.
REVEAL
UE
REINF.
PER ARCH.
THICKNESS
, Pi
Mt
-0�
CQ
PER PANEL
ELEVATIONS.
-3/4 C L R.
NOTE:
TO VERT.
VINTERIOR
WHERE VERT. BARS ARE
REINF.
ON EACH FACE(E.F.) &
FACE
TYP. MAT IS CENTERED,
,PROVIDE RISER BARS @
48"o.c. MAX. TO MAIN—
VERT. REINF. PER
TAIN CLEAR DIMENSIONS.
PANEL ELEVATIONS
(TYPICAL)
,TYPICAL
DOUBLE MAT
REBAR
PLACEMENT
TYPE CONN.
nm
1NNECTION, TYPE 'F' CONNECTI,
D EV� EWE D
[�,,',Ay 11 2017 D
REID MIDDLETON, INC.
EXTERIOR FACE ><<
> z VERT. REINF.
0 El PER ELEV.—T) <
ui
_j INTERIOR
U 3 TI ES @ 6 "o. c.
o FACE _j tNOTE: ADJUST TIE SPACING
TO MISS REVEAL LOCATIONS.
NOTE: TIES TO EXTEND PROVIDE ADDITIONAL TIES AS
REQUIRED TO MAINTAIN
24" MINIMUM ABOVE & SPECIFIED SPACING.)
BELOW OPENINGS. VPROVIDE #3 CROSS TIES
@ 6"o.c. CROSS TIES
TIES ARE REQUIRED IN REQ'D AT EVERY OTHER
ALL. PANEL LEGS 4'-0" VERTICAL. ALTERNATE
IN LENGTH OR LESS. END OF 90' BEND.
TYP. REBAR PLACEMENT
AT PANEL LEG
WITH TIES & REVEALS
PRECAST PANEL REINFORCING NOTES:
3
.1) THICKNESS INDICATED IS MINIMUM THICKNESS ALLOWED w//4"
DEEP REVEAL IN PANELS INDICATED ONLY. DEEPER REVEALS,
EXPOSED AGGREGATE ANWOR RAKED ARCHITECTURAL FINISHES ARE
NOT ALLOWED WITHOUT PRIOR REVIEW AND APPROVAL BY THE
STRUCTURAL ENGINEER.
2) PROVIDE 1—#7 OR 2—#5 MINIMUM HORIZONTAL AT TOP &
BOTTOM OF ALL OPENINGS (EXTEND 2'-0" BEYOND OPENINGS)
UNLESS NOTED OTHERWISE.
3) PROVIDE #4x2'-6" DIAGONALS AT CORNERS OF ALL OPENINGS.
#4x2'-6" DIAGONALS EACH FACE AT CORNERS OF ALL OPENINGS
IN PANELS OVER 7)/4" THICK.
4) PANEL ELEVATIONS ARE VIEWED FROM INSIDE LOOKING OUT,
UNLESS NOTED OTHERWISE.
5) SEE PANEL ELEVATIONS FOR PANEL THICKNESS.
6) CONTRACTOR IS TO VERIFY ALL DIMENSIONS IN FIELD PRIOR TO
FORMING PANELS.
7) SHOP DRILL Y4" DIAMETER AIR—RELEASE HOLES IN EMBEDMENTS
AT 6" CENTERS TO DISPLACE ALL VOIDS.
8) REINFORCING IS TO BE PLACED PER "TYPICAL SINGLE MAT REBAR
PLACEMENT" DETAIL UNLESS INDICATED AS EACH FACE ("E.F.").
SEE "TYPICAL DOUBLE MAT REBAR PLACEMENT" DETAIL FOR REBAR
PLACEMENT INDICATED AS EACH FACE ("E.F.").
REVIEWED FOR
CODE COMPUANCE
APPROVED
MAY 1, 6 2017
City of Tukwila
a
.0
F&16x6xO'-8"
kc)
w/2—#5 x 2'-6"
01
0 0
c
45 co ko
0 6" GAGE (TYP.)
E-4 Ul Pool
BENT It_5/16x6xO'-6"
FB:
;Z) z d
-Ewt
A.
c z
0.
M >,wo
Ig
-
0
u 0:
H
W
UE
, Pi
Mt
-0�
CQ
E.G
71
PANEL �H)
PANEL
"C"
TYPE CONN.
nm
PANEL
PA lot
1/4
A "M
2
1/4 6
1NNECTION, TYPE 'F' CONNECTI,
D EV� EWE D
[�,,',Ay 11 2017 D
REID MIDDLETON, INC.
EXTERIOR FACE ><<
> z VERT. REINF.
0 El PER ELEV.—T) <
ui
_j INTERIOR
U 3 TI ES @ 6 "o. c.
o FACE _j tNOTE: ADJUST TIE SPACING
TO MISS REVEAL LOCATIONS.
NOTE: TIES TO EXTEND PROVIDE ADDITIONAL TIES AS
REQUIRED TO MAINTAIN
24" MINIMUM ABOVE & SPECIFIED SPACING.)
BELOW OPENINGS. VPROVIDE #3 CROSS TIES
@ 6"o.c. CROSS TIES
TIES ARE REQUIRED IN REQ'D AT EVERY OTHER
ALL. PANEL LEGS 4'-0" VERTICAL. ALTERNATE
IN LENGTH OR LESS. END OF 90' BEND.
TYP. REBAR PLACEMENT
AT PANEL LEG
WITH TIES & REVEALS
PRECAST PANEL REINFORCING NOTES:
3
.1) THICKNESS INDICATED IS MINIMUM THICKNESS ALLOWED w//4"
DEEP REVEAL IN PANELS INDICATED ONLY. DEEPER REVEALS,
EXPOSED AGGREGATE ANWOR RAKED ARCHITECTURAL FINISHES ARE
NOT ALLOWED WITHOUT PRIOR REVIEW AND APPROVAL BY THE
STRUCTURAL ENGINEER.
2) PROVIDE 1—#7 OR 2—#5 MINIMUM HORIZONTAL AT TOP &
BOTTOM OF ALL OPENINGS (EXTEND 2'-0" BEYOND OPENINGS)
UNLESS NOTED OTHERWISE.
3) PROVIDE #4x2'-6" DIAGONALS AT CORNERS OF ALL OPENINGS.
#4x2'-6" DIAGONALS EACH FACE AT CORNERS OF ALL OPENINGS
IN PANELS OVER 7)/4" THICK.
4) PANEL ELEVATIONS ARE VIEWED FROM INSIDE LOOKING OUT,
UNLESS NOTED OTHERWISE.
5) SEE PANEL ELEVATIONS FOR PANEL THICKNESS.
6) CONTRACTOR IS TO VERIFY ALL DIMENSIONS IN FIELD PRIOR TO
FORMING PANELS.
7) SHOP DRILL Y4" DIAMETER AIR—RELEASE HOLES IN EMBEDMENTS
AT 6" CENTERS TO DISPLACE ALL VOIDS.
8) REINFORCING IS TO BE PLACED PER "TYPICAL SINGLE MAT REBAR
PLACEMENT" DETAIL UNLESS INDICATED AS EACH FACE ("E.F.").
SEE "TYPICAL DOUBLE MAT REBAR PLACEMENT" DETAIL FOR REBAR
PLACEMENT INDICATED AS EACH FACE ("E.F.").
REVIEWED FOR
CODE COMPUANCE
APPROVED
MAY 1, 6 2017
City of Tukwila
z
z
�D
C) c
C) QD
C)
�D
0
12 OF 17
a
.0
kc)
z
01
0 0
.0 CL
"5 2.
45 co ko
E_
E-4 Ul Pool
go kwo
FB:
;Z) z d
-Ewt
A.
c z
0.
M >,wo
Ig
-
0
u 0:
or
9
W
UE
cq km
-0�
CQ
E.G
z
z
�D
C) c
C) QD
C)
�D
0
12 OF 17
OL<PER PLAN>
30'-0
t-.,gk 24VP - 0 to
5 -TYPE 'C'
CORN.
J, 12'-0'
gL 6'-0"
,,h.(PER PLAIN)
9w --
PANEL �n
1 A
T- 25t-lY4't -1/2"JT. 25'-lY4" 93/41t 24t -2t'
T
TH P.C. WALL ELEVATION AT
,k<PER PLAN>
301-001
24' -Ops
1 8p-Olp
12$-Osp
61-01)
E0
T
( " THICK PANELS w/3
9)/4 /4" MAX. REVEALS)
24'-1 1Yq"
-1/ "JT. 24'- 1 1J/2"
2
-4
'T Y- P.
�k<PER PLAN>
2x TOP
gh 30E -O"
T
2x TOP
4-#5
PLATE CHORD
PLATE
CHORD
/-4-#5
STEEL
189 - 0
(COORD. ELEV.
STEEL
M $40
.6 C',
CONN.
EMBEDS1
4129 -Ops
PLATE
OL 6'-0"
STEEL
/-#4 @ TOP I
06
/ R F PLAN)
18"o.c. E.W.
(PER PLAN
\TYPE '131'
�-#4 @ 18"o.c. E.W.
E.F. ABOVE & BELOW
a
CONN.
E.F. ABOVE BELOW
OPENINGS
EMBED P R
10'-0"
OPENINGS
ff# 50 E. F.
14'-113/4"
t#3
�-#5 E.F.
go— 11 y4" lot—oll 4'-1 1Y4"
1113) TI ES #3 TIES
D
"'x 10FJ
PLATE
TI ES
3 TI ES
7@6"o.c.—
@ 6"o.c. @ 6"o.c.-
@ O.C.
Q
@ O.c
@ 6"o c
0. C.
2x TOP UNUK u
PLATE STEEL
�C-#5 E.F.
e—
5 E.F . .....
4x2-6" E.F.
6-#6
zx I U!, UNUND
PLATE STEEL
#4x2'-6" E.F.
ON
PLAN>
/-2x TOP
PLATE
�11- 11.
IAG. (TYP.)
4 -TYPE 'A' DIAG. (TYP.)
G
4 -TYPE
'135'
0,CONN.
N.
C-#5 E.F.
5 EF
EJj
'-#5 E.F.
#5 E
L--#5 E.F.
#5 EF
,�--#3
TIES #3 TIES
3 ES #3 11 ES
'#3 TIES 3 TIES
4
—>#3TIES
ES
#3 TIES
LF
[@#:611 O.C. @ 6 0.c._
@ 6"o.c. @ Cox,
@ 6"o c. @# JII c.-,-
@ 61"o. c.
@, J"o.c.,.,
r #5 E.F.
E
r -#7 E.F.
to
Xrrr"k.
J114
(-2-#7
E.F.
@ 16"o.c.
5-#7 E.F.
(10 TOTAL)
'�::54
TIES
@ 16"o.c.
L 1: LI I=-
BAL. OF REINF.
& CONNECTIONS
PER PANEL�D
TYPE 'B3'
CONN.
BAL. OF REINF.
& CONNECTIONS
PER PANEL��
TYPE '133' TYPE '133
CONN. CONN.
',,�5-#7
E.F.
BAL. OF REINF.
& CONNECTIONS
PER PANEL
TYPE '1331 TYPE '83'
CONN. CONN.
(10 TOTAL)
15
BAL. OF REINF.
& CONNECTIONS
PER PANEL a)
TYPE '133' TYPE '133'
CONN. CONN.
#4 0 18
E i W. E. F.
ABOVE &
BELOW OPNGS.
(10 TOTAL)
131-0"
191-2"
191-21'
31-011
TH P.C. WALL ELEVATION AT
,k<PER PLAN>
301-001
24' -Ops
1 8p-Olp
12$-Osp
61-01)
E0
T
( " THICK PANELS w/3
9)/4 /4" MAX. REVEALS)
24'-1 1Yq"
-1/ "JT. 24'- 1 1J/2"
2
-4
TYP.
�k<PER PLAN>
i ot-oll
91- 64 11 !'—Iy
4.�
gh 30E -O"
T
i of -Opp
5J/4
4
OL 24'-0"
5 -TYPE 'C'
CONN.
@ TOP
9 v - 7y2't
189 - 0
(COORD. ELEV.
5 -TYPE 'C'
M $40
.6 C',
CONN.
EMBEDS1
4129 -Ops
PLATE
OL 6'-0"
STEEL
/-#4 @ TOP I
06
/ R F PLAN)
(PER PLAN
nc, nc,
OL
PANEL
PANEL
*411
1
PER PANEL <-3-) CHORD
EMBED P R
10'-0"
A-2.1 IN
FRONT &
.�-1/9"JT
a
,lJk<PER PLAN> x I alu X I X I ur- Zx lur
PLATE EMBEDS PLATE PLATE PLATE
,,K<PER PLAN>/ -
t ui F�
.k 30,-0"
D-5.1
REINF. & BAL. REINFORCING &
OF CONNECTIONS CONNECTIONS
PER PANEL PER PANELG)
,,Jk 24'-0" 18"o.c. E.W. 18"O.C.
E.F. ABOVE & BELOW TYPE 'B2'- E.W. E.F. ABOVE & TYPE 'B2'-
5 -TYPE 'Do OPENINGS CONN. BELOW OPENINGS CONN.
C
CONN.
,lJk 18'-0"
ONN
ONN
#4x2' - 6 E. F.
DIAG. (TYP.). Y Y
5 -TYPE 'Qs r4 -TYPE 'A' 4 -TYPE 'A'
C r
C
CONN. CONN. CONN.
4 121-Ols C:#5 E.F. #4x2-6" E.F.
T T UIAG. (TYP.)
J." 61-010
#3 TIES
@ 6"o.c.
,9PER PLAN)
�PANEL T PANEL
EMBED PER A-2.1
IN FRONT & BEYOND
BEYOND �L -
21-0/4" 2'- 11 Y411 2'- 11 Y4'j 3p-gy4l-.
RID.0 EAST P.C. WALL ELEVATION AT GRIDQ
" THICK PANELS w/3 " MAX. REVEALS)
(94 /4
r.'\
T241-1 lY2'f
,.,-1/2"JT. 24'-11)/9"
r,
24'-1 1Y2"
"'-1/2"JT. 24- 1 1JI/9"
X TI
6"o.c.
C-#5 E.
E. F.
-1x
6-#6 E.F.
(12 TOTAL)
3-#6 E.F. 4-#6 E.F.
(6 TOTAL) (8 TOTAL)
31-4" 51-7" 121-011
R.O.
—11-8h2li 1'— 11 Y4'!
T
24'- 11)/)".
E.F.
@ @
5 E. \F
-3-#6 E.F. 6-#6 E.F.
(6 TOTAL) (12 TOTAL)
3-#6 E.F.
(6 TOTAL)
91-01t 31-60' 91-01,
11-8y4'1 ls-8yVI
F
91—olf 131-6t' 1 90-011
1 *-8y4$j
(D
P.C. WALL ELEVATION AT GR
(9Y4" THICK PANELS w/3
/4" MAX. REVEALS)
,--1/9"JT. 24'-11)/)"
a
PANEL(D
go -011 13'-6� 9'7-0"
ID @
rr= vg rpwrpm
D E Li�m
�-',AY 1 1 2017
REID MIDDLETON, INC.
24'- 1 1J/) "
TYP.
D 3
i ot-oll
91- 64 11 !'—Iy
4.�
41p
i of -Opp
5J/4
4
2x TOP
PLATE #4 CONT.
m CL
-s
EMBED PER B-5.0
@ TOP
9 v - 7y2't
10/41'
lot -oil 141 ir,
(COORD. ELEV.
6-#6
CHORD STUDS OF
I/rSTEEL
M $40
.6 C',
2x TOP w/ ROOF PLAN)
EMBEDS1
r— I
EMBED PER B-5.0
00 ELEV.
C 0 0
C' R D
�'w,
PLATE
TYP. U.N.O.)
STEEL
/-#4 @ TOP I
06
/ R F PLAN)
REINFORCING 7- 7
nc, nc,
0 no 0
4'- 11 Y4"
18"o.c. E.W.
*411
PER PANEL <-3-) CHORD
E.F. ABOVE & BELOW
10'-0"
91— 1 1y4"
OPENINGS
14'-113/4"
TYPE '133'
10
go— 11 y4" lot—oll 4'-1 1Y4"
CONN.
"'x 10FJ
PLATE
2x TOP
PLATE
'--#5 E.F.
-#3 TIES #3 TIES
#4 @ TOP
STUDS OF
EMBEDS
EMBED PER B-5.0
(COORD. ELEV.
w/ ROOF LAN)
2x T 'OP
PLATE
- I
6-#6
CHORD
STEEL
2x TOP UNUK u
PLATE STEEL
@ 6"o.c. 0 6"o.c.-
�—#4 @ TOP
STUDS OF
EMBEDS
6-#6
TOP
r2x CHORD
PLATE STEEL
6 #6
x HORD
2 TOP C
PLATE STEEL
L
r-#5 E.F.
6-#6
zx I U!, UNUND
PLATE STEEL
6-#6
CHORD
STEEL
ON
PLAN>
/-2x TOP
PLATE
�11- 11.
--7
#4x2'-6" E.F.
DIAG. (TYP.)
G
4 -TYPE
'135'
N.
CONN.
EJj
'-#5 E.F.
#5 E
,�--#3
TIES #3 TIES
3 ES #3 11 ES
4
LF
[@#:611 O.C. @ 6 0.c._
@ 6"o.c. @ Cox,
(-#7 E.F.
E
(-2-#7 E.F.
E
I
#4 TIES
@ 16"o.c.
REINFORCING &
CONNECTIONS
PER PANEL\_R_j
REINF. & BAL.
OF CONNECTIONS
PER PANEL
TYPE 'B21
CONN.
5-#7 E.F.
BAL. OF REINF.
& CONNECTIONS
PER PANEL�D
TYPE 'B3'
CONN.
BAL. OF REINF.
& CONNECTIONS
PER PANEL��
TYPE '133' TYPE '133
CONN. CONN.
BAL OF REINF.
& CONNECTIONS
PER PANEL
BAL. OF REINF.
& CONNECTIONS
PER PANEL
TYPE '1331 TYPE '83'
CONN. CONN.
(10 TOTAL)
15
BAL. OF REINF.
& CONNECTIONS
PER PANEL a)
TYPE '133' TYPE '133'
CONN. CONN.
#4 0 18
E i W. E. F.
ABOVE &
BELOW OPNGS.
191-011
192-01,
,lJk<PER PLAN> x I alu X I X I ur- Zx lur
PLATE EMBEDS PLATE PLATE PLATE
,,K<PER PLAN>/ -
t ui F�
.k 30,-0"
D-5.1
REINF. & BAL. REINFORCING &
OF CONNECTIONS CONNECTIONS
PER PANEL PER PANELG)
,,Jk 24'-0" 18"o.c. E.W. 18"O.C.
E.F. ABOVE & BELOW TYPE 'B2'- E.W. E.F. ABOVE & TYPE 'B2'-
5 -TYPE 'Do OPENINGS CONN. BELOW OPENINGS CONN.
C
CONN.
,lJk 18'-0"
ONN
ONN
#4x2' - 6 E. F.
DIAG. (TYP.). Y Y
5 -TYPE 'Qs r4 -TYPE 'A' 4 -TYPE 'A'
C r
C
CONN. CONN. CONN.
4 121-Ols C:#5 E.F. #4x2-6" E.F.
T T UIAG. (TYP.)
J." 61-010
#3 TIES
@ 6"o.c.
,9PER PLAN)
�PANEL T PANEL
EMBED PER A-2.1
IN FRONT & BEYOND
BEYOND �L -
21-0/4" 2'- 11 Y411 2'- 11 Y4'j 3p-gy4l-.
RID.0 EAST P.C. WALL ELEVATION AT GRIDQ
" THICK PANELS w/3 " MAX. REVEALS)
(94 /4
r.'\
T241-1 lY2'f
,.,-1/2"JT. 24'-11)/9"
r,
24'-1 1Y2"
"'-1/2"JT. 24- 1 1JI/9"
X TI
6"o.c.
C-#5 E.
E. F.
-1x
6-#6 E.F.
(12 TOTAL)
3-#6 E.F. 4-#6 E.F.
(6 TOTAL) (8 TOTAL)
31-4" 51-7" 121-011
R.O.
—11-8h2li 1'— 11 Y4'!
T
24'- 11)/)".
E.F.
@ @
5 E. \F
-3-#6 E.F. 6-#6 E.F.
(6 TOTAL) (12 TOTAL)
3-#6 E.F.
(6 TOTAL)
91-01t 31-60' 91-01,
11-8y4'1 ls-8yVI
F
91—olf 131-6t' 1 90-011
1 *-8y4$j
(D
P.C. WALL ELEVATION AT GR
(9Y4" THICK PANELS w/3
/4" MAX. REVEALS)
,--1/9"JT. 24'-11)/)"
a
PANEL(D
go -011 13'-6� 9'7-0"
ID @
rr= vg rpwrpm
D E Li�m
�-',AY 1 1 2017
REID MIDDLETON, INC.
24'- 1 1J/) "
TYP.
D 3
Vol
2
24'-7)/41'
1/2"JT. 24'- 1 1Y2"
24'- 1 1J/2" -1/2"JT. 24'-1 1J/2"
m CL
-s
TYP.
TYP.
9 v - 7y2't
10/41'
lot -oil 141 ir,
—11Y lot—ofl
4' 4" 1 1
—1 ly —1 ly —Ott —1 1Y —1 1Y i 01-01t 4
91 41) 91 411 10' 4' 41' 4' 4"'
M $40
.6 C',
5-#6
5-#6 1
FCHORD
r— I
EMBED PER B-5.0
00 ELEV.
C 0 0
C' R D
�'w,
#4 @
STUDS
CHORD
TOP STEEL
OF r
STEEL
/-#4 @ TOP I
06
/ R F PLAN)
0 no
nc, nc,
0 no 0
,lJk<PER PLAN> x I alu X I X I ur- Zx lur
PLATE EMBEDS PLATE PLATE PLATE
,,K<PER PLAN>/ -
t ui F�
.k 30,-0"
D-5.1
REINF. & BAL. REINFORCING &
OF CONNECTIONS CONNECTIONS
PER PANEL PER PANELG)
,,Jk 24'-0" 18"o.c. E.W. 18"O.C.
E.F. ABOVE & BELOW TYPE 'B2'- E.W. E.F. ABOVE & TYPE 'B2'-
5 -TYPE 'Do OPENINGS CONN. BELOW OPENINGS CONN.
C
CONN.
,lJk 18'-0"
ONN
ONN
#4x2' - 6 E. F.
DIAG. (TYP.). Y Y
5 -TYPE 'Qs r4 -TYPE 'A' 4 -TYPE 'A'
C r
C
CONN. CONN. CONN.
4 121-Ols C:#5 E.F. #4x2-6" E.F.
T T UIAG. (TYP.)
J." 61-010
#3 TIES
@ 6"o.c.
,9PER PLAN)
�PANEL T PANEL
EMBED PER A-2.1
IN FRONT & BEYOND
BEYOND �L -
21-0/4" 2'- 11 Y411 2'- 11 Y4'j 3p-gy4l-.
RID.0 EAST P.C. WALL ELEVATION AT GRIDQ
" THICK PANELS w/3 " MAX. REVEALS)
(94 /4
r.'\
T241-1 lY2'f
,.,-1/2"JT. 24'-11)/9"
r,
24'-1 1Y2"
"'-1/2"JT. 24- 1 1JI/9"
X TI
6"o.c.
C-#5 E.
E. F.
-1x
6-#6 E.F.
(12 TOTAL)
3-#6 E.F. 4-#6 E.F.
(6 TOTAL) (8 TOTAL)
31-4" 51-7" 121-011
R.O.
—11-8h2li 1'— 11 Y4'!
T
24'- 11)/)".
E.F.
@ @
5 E. \F
-3-#6 E.F. 6-#6 E.F.
(6 TOTAL) (12 TOTAL)
3-#6 E.F.
(6 TOTAL)
91-01t 31-60' 91-01,
11-8y4'1 ls-8yVI
F
91—olf 131-6t' 1 90-011
1 *-8y4$j
(D
P.C. WALL ELEVATION AT GR
(9Y4" THICK PANELS w/3
/4" MAX. REVEALS)
,--1/9"JT. 24'-11)/)"
a
PANEL(D
go -011 13'-6� 9'7-0"
ID @
rr= vg rpwrpm
D E Li�m
�-',AY 1 1 2017
REID MIDDLETON, INC.
24'- 1 1J/) "
4
4 J
1'-8y44" 11-8Y41' V-0/4"
H.Q. 1
1'-8y4 1 1-8y4'1
:1411C. WALL ELEVATION AT
(9y4" THICK PANELS w/%" MAX. REVEALS)
R 0, * ' " �- I .) .1 k�� I 1 1, - I 1�
; J, 1'-8y4j' -8y4 "J
1'— 11 y4" 11-8y4 1l-8Y4l!-` 11-8Y4'
REVIEWED FOR 1
CODE COMPLIANCE
APPROVED
MAy 1� c) 2017
City of Tukwila
TYP.
z
TYP.
m CL
-s
co 0
-
'>e
E 0 GO -
4: —
TYP.
F-4
M $40
.6 C',
E 16 06)
Z, . r
TYP.
U-1
9#-1 *411
1 ot—oto 141-11Y411
4t-11y4"i lot -01. 9'— 11
91-5Y412
ig 0
15J -5Y411
4'- 11 Y4"
109-011 91- 1
*411
91-1 1y4lp 1 lot—off 14t-1*4"
4'- 11 y4"
10'-0"
91— 1 1y4"
9p-1 *411 lot-oll
14'-113/4"
4'-11y4"j 10'-0" 9'— 11 y4"
10
go— 11 y4" lot—oll 4'-1 1Y4"
"'x 10FJ
PLATE
2x TOP
PLATE
loo—
19'- 11 y4" 4' 1 1Y41'
#4 @ TOP
STUDS OF
EMBEDS
EMBED PER B-5.0
(COORD. ELEV.
w/ ROOF LAN)
2x T 'OP
PLATE
- I
6-#6
CHORD
STEEL
2x TOP UNUK u
PLATE STEEL
�—#4 @ TOP
STUDS OF
EMBEDS
6-#6
TOP
r2x CHORD
PLATE STEEL
6 #6
x HORD
2 TOP C
PLATE STEEL
L
6 #6
CHORD 2x TOP
STEEL PLATE
6-#6
zx I U!, UNUND
PLATE STEEL
6-#6
CHORD
STEEL
ON
PLAN>
/-2x TOP
PLATE
�11- 11.
I ........ ..
EJj
E
I
E
I
REINFORCING &
CONNECTIONS
PER PANEL\_R_j
REINF. & BAL.
OF CONNECTIONS
PER PANEL
TYPE 'B21
CONN.
BAL. OF REINF.
& CONNECTIONS
PER PANEL�D
TYPE 'B3'
CONN.
BAL. OF REINF.
& CONNECTIONS
PER PANEL��
TYPE '133' TYPE '133
CONN. CONN.
BAL OF REINF.
& CONNECTIONS
PER PANEL
BAL. OF REINF.
& CONNECTIONS
PER PANEL
TYPE '1331 TYPE '83'
CONN. CONN.
18"o.c.
E.W. E.F. ABOVE &
BELOW OPENINGS
15
BAL. OF REINF.
& CONNECTIONS
PER PANEL a)
TYPE '133' TYPE '133'
CONN. CONN.
#4 0 18
E i W. E. F.
ABOVE &
BELOW OPNGS.
#4x2'-6" E.F.
4 -TYPE 'A'
CONN.
5 -TYPE 'C'
CONN.
#4 @ 1 8"o.c.
EACH FACE
4 -TYPE
CONN.
'A'
4 -TYPE 'A'
CONN.
-7-
IAG. (TYP.)
4 -TYPE 'A'
CONN.
#4x2'-6" E.F.
�-#5 E.F.
DIAG. (TYP.)
- IT
#5 E.F.
#3 IES
45
F
S
#3 IES
45
F
1�
ES
u
6
@ 3,
L
C7#5 E.
-,J
#5
E.F.
'0�
K—
r-#5 E.F.
3-#6 E.F.
VPANEL
--3-#6
E.F.
3-#6 E.F.
6-#6 E.F.
PANEL(�)
(6 TOTAL)
(6 TOTAL)
(6 TOTAL)
(12 TOTAL)
PANEL 1
7-#6 E.F.
(14 TOTAQ-
.
4-#6 E.F.
(8 TOTAL)
go-ofl
30-6"
I-011
9 --]1
1 9'-0
3'-6't--
go Ott
91-21'
91-0.
A
1 9'-0'.
3'-6"
91-01,
q'-0
30-61'
9,-o,, --1L
S-4"
5-111"
121-0"
12)-0"
5f-11ol
91 -02t
39-6$t
99-01p
go -Ott
30-6of
91-01,
4
4 J
1'-8y44" 11-8Y41' V-0/4"
H.Q. 1
1'-8y4 1 1-8y4'1
:1411C. WALL ELEVATION AT
(9y4" THICK PANELS w/%" MAX. REVEALS)
R 0, * ' " �- I .) .1 k�� I 1 1, - I 1�
; J, 1'-8y4j' -8y4 "J
1'— 11 y4" 11-8y4 1l-8Y4l!-` 11-8Y4'
REVIEWED FOR 1
CODE COMPLIANCE
APPROVED
MAy 1� c) 2017
City of Tukwila
�4
z
0 z
E-oloolooll
z
z Z
�D
C)
C)
C)
E---
ew% A
13 OF 17
z
In
m CL
-s
co 0
-
'>e
E 0 GO -
4: —
F-4
M $40
.6 C',
E 16 06)
Z, . r
�D Z
U-1
0 z
'E
ig 0
co
um) E
10
E
I—,
& a
< 2.5
�4
z
0 z
E-oloolooll
z
z Z
�D
C)
C)
C)
E---
ew% A
13 OF 17
<PER PLAN>
A 301-olt
241 -Opp
AL 18'-0"
121-O)l
6t-01)
ly
24'- 1 1)/g"
a
24'-1 1J/2"
..,-1/2 "A 24'- 1 V/7"
r,
24'-1 lJ/9"
,-1/2"JT. 24'- 1 lYq"
ri
931—q"
I I . K.U. ' / .. � ' 1 /11 ' ' I '�_ I I R.O. I i I
V-8314 1 1— BY4 V-0/4" 2'- 0/4
/Ip
1 '-8y4II l' -0/4J l' -8y4 l' -8y4" V-8314
ra g
OL<PER PLAN>
T
gk 30'-0'?
61 - 0 1)
Al
T
_J�PER PLAN)
I— I
PANEL(ZD-J
NORT
104
19'— 11 y4" 12"JT. 19'-1 ly4"
12'-9Y4"
TYP.
4-#5
TYP.
TOP CHORD
4'-1 *4" 1 of—oll 9'—1 ly4"
91-1 ly4fI lot—oll 4'-1 lY4'?
41-1 *411 lop -001 90-1 ly4fl
9'— 11 Y4'1 loo—oll 4t-1 lY4"
41-113/4" 10'-0" 91-1 ly4$p
IS 4_1p
q'—1 ly4" lot—olp -9y
6 #6
C�ORD 2x TOP
STEEL PLATE
6 - #6
CHORD
STEE I L #4 @ TOP
2x TOP STUDS OF
PLATE EMBEDS
6-#6
utiuKu 2x TOP
STEEL LPLATE
-6-#6
ur CHORD
LPLAT'E STEEL
6-#6
HORD 2x TOP
STEEL PLATE
LC
#4 @ T -OP
STUDS OF
EMBEDS 2x TOP
6 PLATE
#6 PANEL
C�ORJ
STEELt BEYOND
L#4 @' 18"o.c.
CONN.
E
I
-7,
�--#5 E.F.
#4 HORIZ.
=_7
#3 TI TIES
#3
0 12"o.c.
1, 2 4'-0"
0"
4-#5
CHORD
@ 6"o 6"o.c,,
3 Of'j- 0
i- - - - - - - - -
I&
BAL. OF REINF.
BAL. OF REINF.
- - - - - - - - - -
BAL. OF REINF.
BAL. OF REINF.
& CONNECTIONS
PER PANEL
�-#5 E.F.
& CONNECTIONS
PER PANELE)
& CONNECTIONS
PER PANEL a)
& CONNECTIONS
PER PANELG)
_#3 TIES 3 TI ES
1
NN.
_'�:#4
VERT. #4x2s-6"
@ Cox @ 6"o.c';_
18"o.c.
TYPE '133' TYPE 'B3'
@ 18"o.c.
TYP E
TYPE '133' TYPE '133'
(-#5 E.F.
TYPE '133' TYPE '133'
E.W. E.F. ABOVE &
CONN. CONN.
E.W. E.F. ABOVE &
CONN. CONN.
Co NN
�5-#6 E.F.
CONN. CONN.
BELOW OPENINGS.
VERT.
BELOW OPENINGS
(10 TOTAL)i
vrl -f
LIE 3-#6 E.F.
@ 12 is O.C.
PANEL 6 TOTAL) PANEL C,
Nel
S-01'
l4l-011
FRONT & 13'-2Y4" 31-41f 7'-9Y4"
#4x2'-ro" E.F.
4 -TYPE 'A'
CONN.
#4 @ 18"o.c.
EACH FACE
4 -TYPE 'A'
TYPE
CA
CONN.
DIAG. (TYP.)
L
-#4x2'-6" E.F.
�-#5 E.F.
#5 EF
DIAG. (TYP.) #
#5 E.F.
�#5
I S
#3 IES L#5
X#3E'
#3 IES
X
El
;--__'�'#3 IES
#3 IES
N@31 E.S
@ 6 . c-___
Q 6 E.
A.
6
6 c.
r% c.
5
r-#5 E.F.
16.
r_#5
'#5 E.F.
1 Lis, to
�--PANEL
3-#6 E.F.
(6 TOTAL)
7-#6 E.F.j
(14 TOTAL
—3-#6 E.F.
(6 TOTAL)
4-#6 E.F.
(8 TOTAL)
5-#6 E.F.
(10 TOTAL)i
3-#6 E.F.
Li
(6 TOTAL)
gf-00
31-6-1
9 I-ot,
iL
91-0t,
gf-2"
3?-
Ll
9? -0"
3'-6"
9,-0"
91-011
S-611
91-olp
91-011
3$-6"
9,-o,,
12'-0"
31-11 If
30-4"
I I . K.U. ' / .. � ' 1 /11 ' ' I '�_ I I R.O. I i I
V-8314 1 1— BY4 V-0/4" 2'- 0/4
/Ip
1 '-8y4II l' -0/4J l' -8y4 l' -8y4" V-8314
ra g
OL<PER PLAN>
T
gk 30'-0'?
61 - 0 1)
Al
T
_J�PER PLAN)
I— I
PANEL(ZD-J
NORT
104
19'— 11 y4" 12"JT. 19'-1 ly4"
12'-9Y4"
TYP.
4-#5
4-#5
TOP CHORD
2x TOP CHORD
F2x
PLATE STEEL
PLATE STEEL
�k<PER PLAN>
TYPE 'Bl'
STUDS OF
CONN.
w/ ROOF PLAN)
EMBEDS
4 -TYPE 'A'
2x TOP
L#4 @' 18"o.c.
CONN.
E.W. E.F. ABOVE &
BELOW OPENINGS
REINFORCING
PER PANEL
-7,
�--#5 E.F.
#4 HORIZ.
#3 TI TIES
#3
0 12"o.c.
1, 2 4'-0"
0"
4-#5
CHORD
@ 6"o 6"o.c,,
3 Of'j- 0
STEEL
TYPE '132' TYPE '134
�7TYPE
r-#5 E.F.
PANEL
PANEL
t
CONN.
#4x2'-6 It
DIAG. (TYP.)
�-#5 E.F.
(�#6
4 -TYPE '133' 4 -TYPE '133'
5 -TYPE 'D'
_#3 TIES 3 TI ES
1
NN.
CONN.
VERT. #4x2s-6"
@ Cox @ 6"o.c';_
-,gk- 18- 0
61-03'
5 -TYPE 'D'
5�TYPE
(-#5 E.F.
UIl
I
@ 1 o"o.c.
12f-011
�5-#6 E.F.
OL
VERT.
�k (PER PLAN)
(10 TOTAL)i
vrl -f
LIE 3-#6 E.F.
@ 12 is O.C.
PANEL 6 TOTAL) PANEL C,
Nel
S-01'
l4l-011
FRONT & 13'-2Y4" 31-41f 7'-9Y4"
BEYOND R.O.
14#-0"
30 -Ort
2'- 11 Y4--/ \\- 2f - 11 Y411
NORTH RIC, WALL
ELEVATION AT GRID A
OX" THICK PANELS w/3 "
/4 MAX. REVE S)
).C. WALL ELEVATION AT GRID
(9y4" THICK PANELS w/y4" MAX. REVEALS)
I
\-PANEL
9y4II 24#-2'0 -1/2"JT. 24'-1 1J/4"
TYP.
9'-6)/4'0 101-011 4f -7Y4" 51-3)/4" lop—oll 9'- 7y2
2x TOP 2x TOP
PLATE PLATE
,J,<PER PLAN> L F
�k 3 0'- 0
REINF. & BAL. REINF. & BAL,
OF CONNECTIONS OF CONNECTIONS
PER PANEL PER PANEL
4, 24'-0
5 -TYPE 'C'
CONN.
4, 12'- 0'
69-011
(PER PLAN)
PANEL
191-011 199 _0$1
21-2Y4" 2'- 11 lY4" 2'- 1 lY2'1
EAST P.C. WALL.
ELEVATION AT GRID 1
9 " THICK PANELS w/3 " MAX. REVE S)
)/4 /4
Y2!
- QJ/4 It
<PER PLAN>,L <PER PLAN>
4
241-Olp
18'-0"
-5-TYPL
CONN.
, -9 -4t,
60-0$1
--#3 TIES
@ 6 "o. c.
Aj, (PER PLAN)
PANEL
A,, 61-01p
(PER PLAN)
L M \-L PANEL Q)
24'-1 lY4" 1/2 " J T. 24'-2"
TYP.
9$-7)/211 10 I—off b'-3)/4" �41-7%" lot -oto 9 1- QJ/4 $I
2x TOP L2x TOP
LPLATE PLATE
PER PANEL PER PANEL(D
19 1_011 191-01,
21-1 1Y211 2'-1 21-2Y4"
WEST P. C. WA L
ELEVATION AT GRID 2
(9Y4" THICK PANELS w/h" MAX. REVQES)
73,
24'-4"
T. 24'_ 1 lY2"
PANEL.0)
rr= r=
z
D L g WfV 9 m
9 E-44 E
NIAY 1 1 2017 Z M 0 E
E-4 CQ
Z >E, W'
z cl
EID MIDDLETON, INC.
PC4
wo-- c'u, 8 Or-
o
ia 1
R
�4
r
_' UE
I IP
0
D N to T- 21 a
.'t CL
12'-9Y4"
7-#6
2 5VY4
10'-4"
#4 0 TOP
EMBED PER B-5.0
�k<PER PLAN>
(COORD. ELEV.
STUDS OF
w/ ROOF PLAN)
EMBEDS
(TYP. U.N.O.)
2x TOP
PLATE
4 <PER PLAN>
#4 HORIZ.
0 12"o.c.
1, 2 4'-0"
0"
4-#5
CHORD
3 Of'j- 0
STEEL
TYPE '132' TYPE '134
�7TYPE
'C'
5 -TYPE 'C'
E
PANEL
PANEL
t
CONN.
BEYOND
241-01p
(�#6
4 -TYPE '133' 4 -TYPE '133'
5 -TYPE 'D'
.44 HORIZ.
12"o.c.
1
NN.
CONN.
VERT. #4x2s-6"
-,gk- 18- 0
61-03'
5 -TYPE 'D'
5�TYPE
�#6 VERT.
5 TYPE
C NN.
@ 1 o"o.c.
12f-011
�06
OL
VERT.
�k (PER PLAN)
@ i o"o.c.
A,, 61-01p
(PER PLAN)
L M \-L PANEL Q)
24'-1 lY4" 1/2 " J T. 24'-2"
TYP.
9$-7)/211 10 I—off b'-3)/4" �41-7%" lot -oto 9 1- QJ/4 $I
2x TOP L2x TOP
LPLATE PLATE
PER PANEL PER PANEL(D
19 1_011 191-01,
21-1 1Y211 2'-1 21-2Y4"
WEST P. C. WA L
ELEVATION AT GRID 2
(9Y4" THICK PANELS w/h" MAX. REVQES)
73,
24'-4"
T. 24'_ 1 lY2"
PANEL.0)
rr= r=
z
D L g WfV 9 m
9 E-44 E
NIAY 1 1 2017 Z M 0 E
E-4 CQ
Z >E, W'
z cl
EID MIDDLETON, INC.
PC4
wo-- c'u, 8 Or-
o
ia 1
R
�4
r
_' UE
I IP
0
D N to T- 21 a
.'t CL
�g �5 9
NORTH RC, WALL EAST P.C. WALL,
ELEVATION AT GRID B ELEVATION AT GRID 1
(7y4" THICK PANELS w/3 /3
/4" MAX. REVE S) (7y4" THICK PANELS w /4" MAX. REVE S)
e%
0
14 OF 17
5-#6
7-#6
CHORD 2x TOP
CHORD 2x TOP
STE EL PLATE
S T E EL L PLATE
�k<PER PLAN>
�k 30'-0"
#4 HORIZ.
0 12"o.c.
1, 2 4'-0"
0"
#4 HORIZ.
@ 12"o.c.
TYPE '132' TYPE '134
�7TYPE
'C'
5 -TYPE 'C'
E
CONN. CONN.
CONN.
_0
OL 18'-0"
(�#6
4 -TYPE '133' 4 -TYPE '133'
1
NN.
Z.0"
,oh 121-0"
VERT. #4x2s-6"
@ 1 o"o.c. (TYP.)
DA
61-03'
L#7 'A
�#6 VERT.
@ 1 o"o.c.
-4-#6 E.F.
4"o.c.
OL
�k (PER PLAN)
vrl -f
LIE 3-#6 E.F.
@ 12 is O.C.
PANEL 6 TOTAL) PANEL C,
Nel
EMBED PER
A -21A IN
FRONT & 13'-2Y4" 31-41f 7'-9Y4"
BEYOND R.O.
�g �5 9
NORTH RC, WALL EAST P.C. WALL,
ELEVATION AT GRID B ELEVATION AT GRID 1
(7y4" THICK PANELS w/3 /3
/4" MAX. REVE S) (7y4" THICK PANELS w /4" MAX. REVE S)
e%
0
14 OF 17
22'- 1 1Y9 "
n 11"
<PER PLAN>
309-011
All, 2 4'— 0
18'-0"
12'- 0
A6'-0 of
23'-7f'
10—#7 CHORD
STEEL, LAP 2x TOP
w/CONN. PLATE
EAST P, C. WA L,
ELEVATION AT GRID 1
THICK PANELS w/3 E
(7)/4 /40' MAX. REVQES)
J
T F
1 �7%
[=mlus
Y2 to 24'- 1 1,V4" -1/2"JT. 24'- 11 Y4"
TYP.
7y4" —y2" 9'-7)/2" 10'-0" 5'-3Y4" 4'-7Y4" 101-C 1 OP -41p
T
EMBED PER B-5.0
2x TOP (COORD. ELEV. 2x TO
/ ROOF P
PLATE W LAN) PLATE
,k<PER PLAN>
j., 309-011.
5 -TYPE 'Do
CONN.
OL 180-0p$
DE $Do
�9
�9
).C. WALL ELEVATION AT
(7)/4" THICK PANELS w/3
/4" MAX. REVEALS)
EL 0)
(D
7Y4"TF
j 20'-4ll jr1/2"JT. 20'- 1
_�k<PER PLAN>
y
�k 3O'_O'_
y
J, 24'-0"
5 -TYPE 'C//
1 20-Olp
61 - 0 to
#3 TIES
@ 6"o.c.---_
3-�#6 E.F.
(6 TOTAL)
(PER PLAN)
PANEL
24'- 11 Y4" 24'-11)/2" 24'-11)/2" 24'- 1 1Y2" 1/2 " J T. 24'- 11)/2"
TYP.
91 -411 61-41$ 91-3)/4-0 9'-3Y4" 6'-4" 91-3Y411 9'-3y4" 6'-4" 9'-3y4" 61-4" 9 5Y4 11 9'-3Y4" 6'-4" 9'-33/4"
91-3y4p) 4
101-41' W-00) 4'-7'Y4411 5-3Y4" i 01-0yo 9 0 - 7y4yp lop—olp lot—oll 41-7Y4" 9' -11 y4" 1 10'_0 14'-1 1Y4" 4'- 11 Y4'1 lot —of$ 9'7 11 y4og
#4 1 1
2x TO 6-#6 #4 @ TOP @ TOP 6-#6 .0p EMBED PER B-5.0
p CHORD STUDS OF 2x TOP FSTUDS OF CHORD L2x I 2x TOP (COORD. ELEV. 2x TOP
PLATE STEEL EMBEDS PLATE �j EMBEDS STEEL PLATE PLATE PLATE
,,k<PER PLAN> i I F I i w/ OOF PLAN)
r -
_J
Lp 41
E I
'k 30,-0"
@ L-5.0
7
U _U TYPE '133' �EMBED PER
Ak 24'- Off 7 4- CONN. 1><1
#4x2'-6 Q TYPE '83' �\_TYPE '133'
P E
t.MbLIJ I
PE B
�7 1\_!�LPE 'BZ
5 y DIAG. #4x2'-6"
�-TYPE 'C' I CONN. CONN.
0 (TYP.) DIAG. -#4 HORIZ. REINF. & BAL. REINF. & BAL.
CONN. Y FF REINFORCING
(TYP.) @ 12"o.c.
OF CONNECTIONS OF CONNECTIONS
8 Olt #4 VERT. #4 HORIZ. PER PANEL qD PER PANEL IPER PANELal)
@ 18"o.c
@ 12"o.c.
Ty 'A _Typ
Y 4 P E P Z4 E A
'At
L4 -TYPE At 4-TYPE.'A' 4 -TYPE 'A'
T C I CON:N.
T T . Th T 'r 11 CONN. CONN.
.1, 12'— 0 " �
Mns
0'-0"]
8-#6 E.F.
(16 TOTAQ-
(PER PLAN)
PANEL (�
\-8-#6 E.F. 8-#6 E.F.
(16 TOTAL) (12 TOTAL)
�11 n E. F.
0
2 TOTAL)
91-4" 31-4" 12P -3Y4"
R.O.
#4 VERT.
@ 18"O.C. Q.
ABOVE
BELOW
OPENINGS
Q.
IV v
TYP.
A 11 a
4—#5
no fnrnr% n.. -r/-%rn
T. 20'-1
TYP.
n.. Irr% m
H�
V2"JT. 20'-4" 1 7Y411
1%.U.
214/4"
EAST P.C. WALL ELEVATION AT GRID
(7y4" THICK PANELS w/3/4" MAX. -REVEALS)
24'- 1 1Y2" 1/2 " J T. 24'- 1 1Y2"
TYP.
99-3y4lp 61-4" 9? -3y4" 9'-3Y4" 6'-4" 9f-3)/4411
9'— 11 y4" i of -011 4'_ 11 Y4" 4' —* 11 Y401 lop—olp go 1 y4op
—2x TOP 2x TOP
PLATE PLATE
.TYPE '83'
CONN.
REINF. & BAL.
OF CONNECTIONS
PER PANEL qD
4—TYPE 'A'
CONN.
REINFORCING
PER PANEL T)
CONNECTIONS
PER PANEL�M
HILFA�
V
A
2x TOP
PLATE
:)E PC'
AN EL T�
ND E%#9
�'IAY 1 1
1:E 2017
REID MIDDLETON, INC.
24'- 1 1J/2" 1/2 " J T. 24'- 11)/2"
TYP.
9l-3y4p1 61-4y' 4 9'- 3% 6'-4" 9'- . 3 Y44
to it t It I
lop—OW —1 1f
9 —1 1�4 10-0 14 -1 1�V4 4 -1 1�X4 9 4
-2x TOP I I I - 2x TOP
PLATE PLATE
E I
J, 12 -0"
61 -Opp
01
Q)co
(PER PLAN)
PANEL PANEL
�D
BEYOND
E cS mm
EMBED PER A -2.1A
V-6'li
IN FRONT & BEYOND
�9
�9
).C. WALL ELEVATION AT
(7)/4" THICK PANELS w/3
/4" MAX. REVEALS)
EL 0)
(D
7Y4"TF
j 20'-4ll jr1/2"JT. 20'- 1
_�k<PER PLAN>
y
�k 3O'_O'_
y
J, 24'-0"
5 -TYPE 'C//
1 20-Olp
61 - 0 to
#3 TIES
@ 6"o.c.---_
3-�#6 E.F.
(6 TOTAL)
(PER PLAN)
PANEL
24'- 11 Y4" 24'-11)/2" 24'-11)/2" 24'- 1 1Y2" 1/2 " J T. 24'- 11)/2"
TYP.
91 -411 61-41$ 91-3)/4-0 9'-3Y4" 6'-4" 91-3Y411 9'-3y4" 6'-4" 9'-3y4" 61-4" 9 5Y4 11 9'-3Y4" 6'-4" 9'-33/4"
91-3y4p) 4
101-41' W-00) 4'-7'Y4411 5-3Y4" i 01-0yo 9 0 - 7y4yp lop—olp lot—oll 41-7Y4" 9' -11 y4" 1 10'_0 14'-1 1Y4" 4'- 11 Y4'1 lot —of$ 9'7 11 y4og
#4 1 1
2x TO 6-#6 #4 @ TOP @ TOP 6-#6 .0p EMBED PER B-5.0
p CHORD STUDS OF 2x TOP FSTUDS OF CHORD L2x I 2x TOP (COORD. ELEV. 2x TOP
PLATE STEEL EMBEDS PLATE �j EMBEDS STEEL PLATE PLATE PLATE
,,k<PER PLAN> i I F I i w/ OOF PLAN)
r -
_J
Lp 41
E I
'k 30,-0"
@ L-5.0
7
U _U TYPE '133' �EMBED PER
Ak 24'- Off 7 4- CONN. 1><1
#4x2'-6 Q TYPE '83' �\_TYPE '133'
P E
t.MbLIJ I
PE B
�7 1\_!�LPE 'BZ
5 y DIAG. #4x2'-6"
�-TYPE 'C' I CONN. CONN.
0 (TYP.) DIAG. -#4 HORIZ. REINF. & BAL. REINF. & BAL.
CONN. Y FF REINFORCING
(TYP.) @ 12"o.c.
OF CONNECTIONS OF CONNECTIONS
8 Olt #4 VERT. #4 HORIZ. PER PANEL qD PER PANEL IPER PANELal)
@ 18"o.c
@ 12"o.c.
Ty 'A _Typ
Y 4 P E P Z4 E A
'At
L4 -TYPE At 4-TYPE.'A' 4 -TYPE 'A'
T C I CON:N.
T T . Th T 'r 11 CONN. CONN.
.1, 12'— 0 " �
Mns
0'-0"]
8-#6 E.F.
(16 TOTAQ-
(PER PLAN)
PANEL (�
\-8-#6 E.F. 8-#6 E.F.
(16 TOTAL) (12 TOTAL)
�11 n E. F.
0
2 TOTAL)
91-4" 31-4" 12P -3Y4"
R.O.
#4 VERT.
@ 18"O.C. Q.
ABOVE
BELOW
OPENINGS
Q.
IV v
TYP.
A 11 a
4—#5
no fnrnr% n.. -r/-%rn
T. 20'-1
TYP.
n.. Irr% m
H�
V2"JT. 20'-4" 1 7Y411
1%.U.
214/4"
EAST P.C. WALL ELEVATION AT GRID
(7y4" THICK PANELS w/3/4" MAX. -REVEALS)
24'- 1 1Y2" 1/2 " J T. 24'- 1 1Y2"
TYP.
99-3y4lp 61-4" 9? -3y4" 9'-3Y4" 6'-4" 9f-3)/4411
9'— 11 y4" i of -011 4'_ 11 Y4" 4' —* 11 Y401 lop—olp go 1 y4op
—2x TOP 2x TOP
PLATE PLATE
.TYPE '83'
CONN.
REINF. & BAL.
OF CONNECTIONS
PER PANEL qD
4—TYPE 'A'
CONN.
REINFORCING
PER PANEL T)
CONNECTIONS
PER PANEL�M
HILFA�
V
A
2x TOP
PLATE
:)E PC'
AN EL T�
ND E%#9
�'IAY 1 1
1:E 2017
REID MIDDLETON, INC.
24'- 1 1J/2" 1/2 " J T. 24'- 11)/2"
TYP.
9l-3y4p1 61-4y' 4 9'- 3% 6'-4" 9'- . 3 Y44
to it t It I
lop—OW —1 1f
9 —1 1�4 10-0 14 -1 1�V4 4 -1 1�X4 9 4
-2x TOP I I I - 2x TOP
PLATE PLATE
E I
FD z
Eollotoolooll
P --I (D
REINFORCING REINFORCING z -::� E --i
PER PANEL T) I PER PANEL T� Z
CONNECTIONS CONNECTIONS
PER PANEL �R) PER PANEL �U)
z
P-4
�D
CD.
PANEL C) c)
CD
91-3y4" 3'-4' 121-3Y4" 12'-3Y4'0 31-4" 9$-3y4p' 9'-3y4" 33-4 12'-3y4' 91-3y4fp 31-4" F29 WAIE—D FOR
R.0. R.O. R.O. R.O. '0 U) 7__� T ---I E...
�,�Opc GO PLIANCE
APPROVED
M AY 1. 6 2017
ff
City of Tukwila
-RU
SOUTH P.C. WALL ELEVATION AT GRID.0 15 OF 17
(7y4" THICK PANELS w/%" MAX. REVEALS)
01
Q)co
m 0
E = a
6.1 if
�D
ca two
E cS mm
E--( U) �_-4
�D Z 0
00
..'a)
E
z
c
C. ,
cn U pq
0
0
0a
0 ff u
z 0
I IP
CM
ej Z C)
'E
0
0030
10
cQ 10
1-4 cq
C) .1
FD z
Eollotoolooll
P --I (D
REINFORCING REINFORCING z -::� E --i
PER PANEL T) I PER PANEL T� Z
CONNECTIONS CONNECTIONS
PER PANEL �R) PER PANEL �U)
z
P-4
�D
CD.
PANEL C) c)
CD
91-3y4" 3'-4' 121-3Y4" 12'-3Y4'0 31-4" 9$-3y4p' 9'-3y4" 33-4 12'-3y4' 91-3y4fp 31-4" F29 WAIE—D FOR
R.0. R.O. R.O. R.O. '0 U) 7__� T ---I E...
�,�Opc GO PLIANCE
APPROVED
M AY 1. 6 2017
ff
City of Tukwila
-RU
SOUTH P.C. WALL ELEVATION AT GRID.0 15 OF 17
(7y4" THICK PANELS w/%" MAX. REVEALS)
<PER PLAN>
/k 30'-0"
/k 24'-0"
T
/k 18'-0"
k 12'- 0
T
/k 61-0"
T
OL<PER PLAN>
30'-0"_
60 - 0 11
If
I I—A'
.k (PER PLAN) T_
PANEL 0) -J
PANEL M
24'-11)/2" -1/2"JT. 24'- 11)/2"
TYP.
91 91-3yfy
61-4" 9'-3Y4$) -3Y4" 6'-4" , 4
g'-1 1Y41' W-011 41-1 1Y4" 4--1 lY4'0 lot—off 91-1 ly4"
-2x TOP 2x TOP
PLATE PLATE
F
I
REINFORCING & REINFORCING &
CONNECTIONS CONNECTIONS
PER.PANEL(U) PER PANEL(4-2)
PANEL ��
I&]
24'-1 1Y2"
-1/2"JT. 24'-1 1Y2"
-1/2"JT. 24'-11)/2"
c
.0
24'-1 1Y2" -1/2"JT. , 14'-10"
TYP.
TYP.
91-3y4l) 61-4t'
9'-3Y4" 6'-4"
9p -3y4"
9'-3Y4" 6-4"
9'-3Y4"
9'-3y4)1 6'-411
'Y4 11
9'-3 4
93-3Y410
61-411 91-3y417
4'-11 )/411 91-44"
9'-1
9,_ 11 Y4't
101 -Olt
4)-1 1Y4"
1
4'- 11 Y4" i 01-01p
9'— 11 Y4"
9'- 11
-2x TOP
EMBED PER B-5.0
#4 0 TOP
STUDS OF
z
0
2x TOP
PLATE
(COORD.
ELEV.
�6
v
0
Ot
PLATE
w/
I ROOF
PLAN)
EMBEDS
-2x TOP
I
IPE
9v TOP
2x TOP
PLATE
I
kn
to
2x TOP
PLATE
1><1
REINFORCING &
CONNECTIONS
PER PANEI_q�)
9
24'-11)/2"
-1/2"JT. 24'-1 1Y2"
c
.0
24'-1 1Y2" -1/2"JT. , 14'-10"
TYP.
TYP.
9'-3Y4" 6-4"
9'-3Y4"
9'-3y4)1 6'-411
'Y4 11
9'-3 4
93-3Y410
61-411 91-3y417
4'-11 )/411 91-44"
9'-1
lot -011
1 4'- 11 Y4'-'
4'- 11)/4" 10'-0"
9'— 11 Y4"
9'— 11 Y4'1
10'-0" 4'-1 1Y4"
#4 0 TOP
STUDS OF
z
0
>E,
@ SO-
�6
v
0
Ot
'p, OC
E ?
kn
EMBEDS
-2x TOP
I
IPE
9v TOP
2x TOP
PLATE
I
kn
to
2x TOP
PLATE
cQ
Idt Cx
[KdE .
P LAT E
7-
L4J
1><I
REINFORCING REINFORCING &
PER PANEL T) CONNECTIONS
CONNECTIONS PER PANELqD
PER PANEL
91-3y4" S-4" 12'-3Y401
R.O.
P.C. WALL ELEVATION AT GRID
(7y4" THICK PANELS w/3
/4" MAX. REVEALS)
TYPE '133'
CONN.
REINFORCING & REINF. & BAL.
CONNECTIONS OF CONNECTIONS
PER PANELqD PER PANEL (�L2)
4 -TYPE 'A'
CONN.
�g 9
#6 VERT.
@ i 0"O.c�
#4 HORIZ.
@ 12"o.c.
/7-
5 -TYPE 'F'
CONN.
#4x2'-6"
DIAG. (TYP.)--\
3-#6 E.F.
@ 12"o.c.
(6 TOTAL)
4-#6 E.F.
(8 TOTAL) —
7'- 6Y2 3'-4" 3'-1
R.O.
L F, i',
IS;
,7y4"
2x TOP
PLATE
.#3 'TIES
@ 6"o.c.
-PANEL �M
ANEL M
24'-11)/2" 1/2 " J T. 24'-11)/2" 1/2 " J T. 24'- 1 1Y2" -1/2"j. 24'- 11)/2" 1-1/2"j. 24'-1 1Y2" 1/2"JT. 24-11)/2" 1/2 " J T. 24'-11)/2" 1/2 " J T. 24'-11)/2"
119_8yp� TYP. TYP. TYP. TYP. TYP. TYP. TYP.
—1 1y4" 10'-0/411 3t i9f
- - gy
1 V-1 !Y4" 11 1-1 1J/4)1 31-71# 8 3Y4ts 11 1 1Y4" 41-8Y211 7'-2" 11 1 1J/4" 5v- 1 W41 61-W2" 1 V-1 14" 6'-11 8'- lY4'p
P Y4 1 V-1 IJ/4" 91-4/4"
f-#4 @ TO V-411 2 #4 CdNT. @ -F
STUDS OF TOP STUDS
EMBEDS /-5-#6 EMBED PER 5- #6 OF EMBEDS
I x TO /-2x
CHORD 2x TOP 2x TOP (COORD. ELEV. CHORD 11DI ATH PLATE
2x TOP STEEL I 2x TOP 2 P /-2x TOP TOP
PLATE PLATE w/ ROOF PLAN) STEEL /-2x TOP PLATE PLATE PLATE
I)F P LATE F F I I F F
V-1 *4"'
�D
"1Z
SOUTHWEST P.C. WALL ELEVATION BETWE
(7/4" THICK PANELS w/%" MAX. REVEALS)
PANEL(6--6>
REVIEWED FOR
GODE COMPLIANCE
APPROVED
MAY 16 2017
City of Tukwila
c
.0
(1) cu
wa CL
E 0 r -
m
E 1.6 E
g ion
m 0
z
0
>E,
@ SO-
�6
v
0
Ot
'p, OC
E ?
kn
IPE
0
kn
to
cQ
Idt Cx
_qj-a:7aF-j "_,k _
A 309-011
24'-0"
A. 18'=O"
,k 12'-0"
A 6'z: 0
24- 11)/2" 1/2"JT. 24'- 11)/2"
TYP.
ill - 1 1Y4 101-4 2 3 1 -,%/ 11
Y231
'414
— 2x TOP 2x TOP
PLATE FPLATE
PANEL g)
,,,11,<PER PLAN>
1, 3 0' - 0`1
(7y4" THICK PANELS w/3
/4" MAX. REV
"011
4, 61 — 0 ps
T
4 EE
OL (PER PLAN)
PANEL
PANEL
BEYOND
2x TOP
PLATE
<PER P
1
LM
ral
ral
.T9y4"
—11Y \�'-21-1 I Y4t' 2'— 11 2'— 11 Y4"
2' 4'!
2'— 11 Y41'
& WEST P.C. WALL ELEVATION AT GRID
(9y4" THICK PANELS w/%" MAX. REVEALS)
nG nE
IN
24'-1 lY4" -1/2"JT.* 24'- 1 1JI/2"
19'-1 1,V2" 191-1 ly2l'
-1/2"JT.
19'-11)/2" 19'- 1 lJ/2"
-1/2"JT.
24'-1 IIJ/2" -1/2"JT. 24'- 11 Y4"
TYP.
TYP.
TYP.
-1/2"JT. 24'- 1 lY2"
24'- 1 lY2"
-1/2"JT.
241-211
/-2x TOP
PLAT E
'B 1
TYPE 'Bl'
<PER. PLAN>AL
2x TOP
PLAT E
2x TOP
PLATE
. I I
2x TOP
I PLATE
TYP.
TYP.
TYPE 'Bl'
TYPE 'Bl'
CONN..
N
#4 HORIZ.
@ 12"o.c.
CONN.
4 -TYPE 'A'
A'
CONN.
101-011 4'-llY4"
4'-llY4", i of-olp 91-821
9'-7Y4" 10'-0" 51-3Y4 is
41-7Y4",
lot-oll 91— 64"
REINF. & BAL.
OF CONNECTIONS
PER PANEL M
2-#4 CONT. @ TOP 3Y4
#4x2' 6"
DIAG. (TYP.)
-T - T.
4 -TYPE 'A'
CONN.
#4x2'-6,"
DIAG. (TYP-)
Tr -
it
EMBED PER B-5.0
STUDS OF EMBEDS
EMBED PER L-5.0
17
(COORD. ELEV. 2x TOP
I
(COORD. ELEV.
2x T1 DID
w ROOF PLAN) P LjAT E
�-4—#5
CHORD 2x TOP
w/ ROOF PLAN) 2x TOP
---#3 S
PLATE
<PER PLAN>
STEEL PLATE
LPLATE
@
r#7 100
r H will
r#7 lu
IL
m
F
J7
�-8-#6 E.F.
(16 TOTAL)
301-011
6'- 11)/4"
1 I -00p
61-1 lY4"
#4 HOR12.
TYPE '131'
TYP E '13 1
@ 18"O.C.
:'B:11l
CONN.
CONN.
241-211
-
I -
E.F. TYPE
242-0"
CONN.
4—TYPE 'A
4—TYPE 'A
5 -TYPE 'E'
CONN.
CONN.
CONN.
181-011
4 -TYPE 'A'
1 2p -Op'
ZONN.
REINFORCING
REINFORCING
REINFORCING
IPER PANEL(D
PER PANEL
PER PANEL
16p -00"
7 K -
1-#5
#3 TIES
@ 6"o.c,
�'L#4 VERT.
><
><
@ 1 0"O.C.
#4x2'-6"
#5 E.F.
E.F. DIAG.
E.F. 0o
(TYP.)
7-1- 100,
(PER PLAN)
a--�-3—#6 E.F.
(6 TOTAL)
PANEL
3'-4"i
12'- 1 Y411
i gl-oll
l9ii-oll
19'-0"
—11Y \�'-21-1 I Y4t' 2'— 11 2'— 11 Y4"
2' 4'!
2'— 11 Y41'
& WEST P.C. WALL ELEVATION AT GRID
(9y4" THICK PANELS w/%" MAX. REVEALS)
nG nE
IN
24'-1 lY4" -1/2"JT.* 24'- 1 1JI/2"
19'-1 1,V2" 191-1 ly2l'
-1/2"JT.
19'-11)/2" 19'- 1 lJ/2"
-1/2"JT.
24'-1 IIJ/2" -1/2"JT. 24'- 11 Y4"
TYP.
TYP.
TYP.
TYP.
4-#5
H ORD 2x TOP
C STEEL PLATE
4-#5
CHORD 2x TOP
STEEL
F PLATE
r -2x TOP
PLATE
TYPE 'Bl'
/-2x TOP
PLAT E
'B 1
TYPE 'Bl'
<PER. PLAN>AL
2x TOP
PLAT E
2x TOP
PLATE
. I I
2x TOP
I PLATE
2x TOP
PLATE
TYPE 'Bl'
TYPE 'Bl'
CONN..
N
#4 HORIZ.
@ 12"o.c.
CONN.
4 -TYPE 'A'
A'
CONN.
CONN.
REINFORCING
PER PANEL
CONN.
4 -TYPE 'A'
CONN.
REINF. & BAL.
OF CONNECTIONS
PER PANEL
REINFORCING
PER PANEL M
CONNECTIONS
IPER PANEL
REINFORCING &
CONNECTIONS
PER PANELQ)
REINF. & BAL.
OF CONNECTIONS
PER PANEL M
E 'A'
4 -TYPE 'A'
CONN.
#4x2' 6"
DIAG. (TYP.)
-T - T.
4 -TYPE 'A'
CONN.
#4x2'-6,"
DIAG. (TYP-)
Tr -
it
47
17
#6 VERT
@ 1 O"O.c*.--�
---#3 S
---#3 S
@ X I
E7
@
r#7 100
r H will
r#7 lu
IL
�-7-#6 E.F.
(14 TOTAL) --- )
�-8-#6 E.F.
(16 TOTAL)
6'- 11)/4"
1 I -00p
61-1 lY4"
I
6'-1
1 1-091
6'- 11 Y4"
241-211
-
I -
4'-5Y4" 4'-5Y4"�/
INTERIOR P.C. WALL ELEVATION AT GRID
(7y4" THICK PANELS w/NO REVEALS)
�5
<PER PLAN +
5 -TYPE 'C'
CONN.
-PANEL(D
R D L U!=
NAY 1 1 2011 DD
REID MIDDLETON,.INC.
IF <PER PLAL4
<PER P
5 -TYPE 'CC'
CONN.
- PANEL �D
gy4"
z
E- W
�D Z
z 0 z
ca u pq
LREVIEWED FOR
CODE COMPLIANCE
EV":
CORD
VPROVED
C
M M
AY 16 7017
Cit� c
City of Tulmila
_BUIL -W =LSUM!
m
-BUab G
c
.0
0
(n
m CL
E =O.G
E 06)
r
4E)
CIS >1 W.
0 :s (ca: c
-g -
km 0
U)
E
Colo 0)
10 rij .'i �
Co.,
in , )-0
w p -c 2
CL