Plans (3)BUP2014-00130
GENERAL NOTES & SPECIFICATIONS
Design Criteria
Applicable Building Code: 2010 Oregon Structural Specialty Code
1 Design live loads
A. Floor loads
1.1. Retail
1.1.a. First floor =100 psf
B. Roof loads
1.1.
Minimum roof snow or live load
Minimum
Maximum
dictated by Building Official
= 25 psf
1.2.
Minimum roof live load by code
= 25 psf
1.3.
Ground snow load
= 20 psf
slump range
1.3.a. Snow exposure factor (ce)
= 1.0
BLDG.
1.3.b. Snow importance factor (Is)
= 1.0
compressive
1.3.c. Thermal Factor (Ct)
= 1.0
1.4.
Flat roof snow load (Pf)
= 25 psf
1.5.
Total design snow load
= 35 psf + drifting
1.6.
Roof design is governed by the minimum roof live
load or total design snow load
BRG.
+ drifting whichever is more stringent.
(psi)
2. Design wind loads
A. Basic wind speed (3 second gust) (Ultimate) = 95 mph
2.1. Exposure =B
2.2. Importance factor (Iw) = 1.0
3, Seismic
Ss = 0.944
S, = 0.340
Scs = 0.706
So, = 0.390
Seismic importance factor (le) 1.0
Risk Category II
Seismic site class D (presumed)
Seismic design category D
4. Frost depth = 12"
General
1 The structure or its modifications are designed to be self-supporting and stable after the building or its
modifications are fully completed. It is solely the contractors responsibility to determine erection
procedure and sequence and insure the safety of the construction personnel, public, building and its
component parts, and adjacent buildings and properties. This includes the addition of whatever temporary
or permanent shoring, bracing, or sheet piling, etc. that may be necessary to brace new construction,
adjacent buildings, existing walls, and framing to remain so that the structure is braced for wind, seismic,
gravity, construction loads, etc. and that no horizontal or vertical settlement or any damage occurs to the
adjacent existing structures. Temporary supports shall be maintained in place until permanent supports
and/or shoring and bracing are installed. Design of these supports shall be by a registered engineer
registered in the state where the project is located in the employ of the contractor.
2. Fall protection support shall be provided in accordance with OSHA requirements as required. Such
material shall remain the contractor's property after completion of the project.
3. It is the contractors responsibility to enforce all applicable safety codes and regulations during all phases
of construction.
4. The contractor shall perform all construction for the project in a manner and sequence that are based on
accepted industry standards that recognize the interaction of the components that comprise the structure,
without causing distress, unanticipated movements or irregular load paths as a result of the construction
means and methods employed
5. Construction loads shall not exceed design live loads. The contractor shall be responsible for all design
required to support construction equipment used in constructing this project. Shoring and re -shoring is the
responsibility of the contractor.
6. Principal openings through the framing are shown on these drawings. The general contractor shall
examine the structural and mechanical drawings for the required openings and shall verify size and
location of all openings with the mechanical contractor. Providing all openings required by the mechanical,
electrical, plumbing, or other trades shall be a part of the general contract, whether or not shown in the
structural drawings. Any deviation from the openings shown on the structural drawings shall be brought to
the engineer's attention for review.
7. The existing conditions shown on these documents were based upon existing drawings prepared by John
Graham AIA dated 11/19/1973. The contractor is responsible for field verifying all existing conditions, any
discrepancies are to be immediately reported to the engineer and architect prior to proceeding with any of
the work in question.
8. All mechanical and electrical duct work, plumbing, piping, wiring, lighting and all architectural items that
need to be removed during the modification of, or reinforcing of, existing structure shall be replaced in
kind. The contractor shall keep all existing systems in operation during the construction phase of the
project.
9. All contractors are required to examine the drawings and specifications carefully, visit the site and fully
inform themselves as to all existing conditions and limitations, prior to agreeing to perform the work.
Failure to visit the site and familiarize themselves with the existing conditions and limitations will in no way
relieve the contractor from furnishing any materials or performing any work in accordance with drawings
and specifications without additional cost to the owner.
10. Details labeled "Typical Details" on drawings apply to situations occurring on the project that are the same
or similar to those specifically detailed. Such details apply whether or not details are referenced at each
location. Notify engineer of clarifications regarding applicability of "Typical Details".
11. Work these drawings with architectural, mechanical, and electrical drawings.
12. Do not scale drawings.
13. Any discrepancies between structural and architectural drawings shall be brought to the attention of the
architect and structural engineer.
14. Should any of the general notes conflict with any details or instructions on plans, or in the specifications,
the strictest provision shall govern.
15. Shop drawings and submittals:
A. These drawings shall be checked and coordinated with other materials and contracts by the
general contractor and shop drawings and submittals shall bear the contractor's review stamp with
the checker's initials before being submitted to the architect for approval.
B. When the fabricator has been authorized to use the architect and engineer's drawings as erection
drawings, the fabricator must remove all title blocks, professional seals and any other references to
the architect and engineer from that erection drawing. The fabricator's name and title shall be
placed on the erection drawings.
C. Where dimensions and elevations of existing construction could affect the new construction, it is
the contractor's responsibility to make field measurements in time for their incorporation in the shop
drawings.
Demolition
1. The structural drawings are intended to show only the general existing building construction within the
area of demolition. the drawings do not show all framing members, incidental framing, walls, quantities,
sizes, obstructions, etc., and are not intended to be used by the contractor to define the complete scope
of demolition. The contractor must field verify the actual building conditions to define all elements within
the scope of demolition.
2. The extent of work shown shall include removal and disposal, off site, of the building structure and slabs
on grade.
3. Conform to all applicable codes for demolition of structures .,.vfety of adjacent structures. dust-untrol.
run-off control, disposal and all items necessary to complete work.
4. A steel framing member shall be disassembled only after the load supported by that member has been
redistributed or removed.
5. Steel framing shall be disassembled in a manner which does not deform or apply loads to the existing
framing to remain.
6. The existing structure to remain is to be shored as required until the supporting elements are installed as
shown on the drawing.
7. Existing slabs shall be saw cut in a manner that does not cause the steel framing supporting the slab to
be cut.
8. Existing slabs shall be core drilled at reentrant corners of new floor openings to prevent over cuttirrt.
9. The demolished structure shall be reduced to pieces of a weight, and transported across the remaining
structure in a manner, such that the remaining structure is not overstressed.
10. Existing mechanical and electrical equipment shall be protected from damage resulting from demolition
11. Contractor shall submit a proposed deconstruction sequence to the owner and structural engineer for
review prior to commencement of work
12. Contractor shall field verify slab on grade floor construction type prior to cutting. Under no circumstances
shall the contractor cut a structural floor slab thicker than four (4") inches without prior written approval
from Engineer of Record. Notify Engineer of Record of any slab thickness greater than four (4") inches
prior to proceeding with any saw cutting.
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Micropiles
1. Foundation design is based on Micropiles with the following allowable capacity:
Types Size Gravity Design Load
Per pile Per pile 50 tons
Mfr. Mfr.
2. Pile lengths shown on the drawings are estimates for bidding purposes only. Final length to be
determined by geotechnical engineer and micropile design engineer.
3. Pile shall be installed to depth required to obtain the capacity defined above including minimum socket
depth into rock (if applicable).
4. Piles shall be furnished with top bearing plates, tension reinforcing and components (if applicable) and all
other components as requested by the pile design engineer.
5 Material for pipe pile shall be ASTM A252 (Fy = 80ksi).
6. Material for bearing plates shall be ASTM A572 or A992 grade 50 ksi.
7. Pipe piles shall be filled/encased with 4000 psi grout.
8. Pile requirements shall comply with specifications.
9. Contractor shall locate existing utilities prior to beginning work. Protect utilities from damage when they
occur in close proximity to piling operations. Drill pilot holes as required.
10. Upon completion of the work, a certified pile report shall be submitted by the contractor recording the
following:
A. Actusl elevation at bottom and top, elevation of rock (If any)
B. Final centerline location at top
C. Variation of pile from plumb
D. Depth of socket (if applicable)
E. Volume of grout placed.
F. Any unusual conditions
G. Date and time of start and completion of pile installation.
H. Inspection, testing and placement of pile and pile cap concrete (include any delays in concreting)
11, A minimum of (1) -Pile load tests shall be performed complying with ASTM D1143, per the building code
and the geotechnical engineer's requirements as defined in the geotechnical report, whichever is more
stringent. The load tests shall be performed and the results approved by the structural engineer before
production piles are installed.
12. Contractor shall submit micropile construction documents and calculations stamped by an engineer
registered in the state where the protect is located.
Foundation
1. The contractor shall familiarize themselves with the survey and the geotechnical investigation report
before starting construction. All foundation work shall be in accordance with the recommendations of the
geotechnical report by Geotechnical Resources, Inc., dated May 15, 2014 except where noted otherwise
on drawings or specifications.
2. A soils testing laboratory shall be retained by the owner to provide construction review to insure
conformance with the construction documents during the excavation, back fill, and foundation phases of
the project.
3. The soils testing laboratory shall:
• Discuss with the engineer the design intent of the construction documents and the testing
procedures used to ensure conformance with the construction documents before construction
begins.
• Inform the engineer of any variance in these procedures.
4. It shall be the responsibility of the soils testing laboratory to:
• Approve fill materials, perform density tests of fills to insure placement per specification
requirements,
Inspect foundation bearing surfaces
5. All fill materials shall be free of organic contaminations and other deleterious matter.
6. Notifystructural engineer of an unusual soil conditions that are in variance with the geotechnical report.
9 Y 9 P
Concrete
1 All concrete construction shall conform to ACI 301, "Specifications for Structural Concrete" and ACI 302,
305 and 306 unless noted otherwise for the year referenced in the applicable building code.
2. All detailing, fabrication and placing of reinforcing bars, unless otherwise noted, shall conform to ACI
318, "Building Code Requirements for Structural Concrete" ACI 117, as referenced in the applicable
building code, and the latest ACI detailing manual.
3. Concrete production: General as per ACI 301, Section 4, Article 4.3, except as noted.
4. Ready -mixed Concrete: use for all work, except that when small quantities (not over 1/2 cubic yard) are
needed for isolated or relatively unimportant items.
5
Concrete Types Schedule
Type of Concrete
Minimum
Maximum
Specified
Specified
Specified air
Maximum
cementious
water
28 -day
slump range
content range
size
BLDG.
content
cement
compressive
for placement
(% by volume)
aggregate
BEAM
(Ib/cu. yd)
ratio
strength
with W .
BRDG.
(inches)
BRG.
BEARING
(psi)
(inches)
BOLTED TIE JOIST
• Interior concrete
CANTILEVER
C.I.P.
CAST -IN-PLACE
C.J.
CONTROL JOINT
CL
CENTERLINE
0-3
CLEAR
• Grade beams
564
0.48
4000
3-5
COLUMN
1
CONC.
CONCRETE
CONSTR.
CONSTRUCTION
Entrapped
CONT.
• Pile caps
C.Y.
CUBIC YARD
DBA
DEFORMED BAR ANCHOR
Notes.
A. All cement shall be Type I or Type III Portland Cement per ASTM C150. Types IA and IP are not
acceptable. Use one brand of cement throughout project.
B Minimum cementitious content shall consist of 100% cement or a combination of cement and fly
ash per Note C.
C. Fly Ash is permitted and shall conform to ASTM C618 Type C or F, but shall not exceed 20% of
cementitious content by weight indicated above on a substitution basis and shall be included in
the water -to -cement ratio. If fly ash is used, the mix design submittals shall have tests using the
same amount of fly ash. The contractor's schedule shall account for the use of fly ash.
D. Ground granulated blast furnace slag (GGBFS) is not permitted.
E. All admixtures other than superplasticizers shall be added at the batch plant. Superplasticizers,
designed for addition to the mix at the plant, may be added at the batch plant with verifications
from the structural engineer and verifications that the water -to -cement ratio has not been
exceeded. Superplasticizers added at the site shall be sent in pre -measured containers from the
batch plant.
F All concrete used for cast -in-place concrete slabs shall contain the specified water reducing or
water reducing/retarding admixture. All concrete slabs, placed at air temperature below 50°F shall
contain the specified non -corrosive, non -chloride accelerator. All concrete placed at air
temperature above 80" shall contain specified water-reducing/retarder admixture. All concrete
redriired to be air -entrained shall contain an approved air -entraining admixture. All pumped
corcrete shall contain the specified high -range water -reducing admixture. Concrete with a
water -cement ratio above 0.40 to 0.60 shall contain the specified water reducer.
G. All concrete requiring a high slump for placement (i.e. pumping, drilled piers, etc.) shall contain
mid-range and high -range superplasticizer. Increased slump may not be achieved by exceeding
the specified maximum water cement ratio. Maximum slump is 8 inches with use of water
reducing admixture (ASTM C494).
H. Calcium chloride shall not be permitted nor shall any admixture containing calcium chloride be
permitted.
6. Normal 1. right aggregate: ASTM C33, from a single source.
7. SMater-reducing admixture: ASTM C494, Type A, containing not more than 0.1% chloride ions.
8. High-r-:rge water -reducing admixture (superplasticizer): AbTM C494. Type F or G, containing not more
than 0.1°< chloride ions.
9. 'Wpt, - - -., non -chloride accelerating admixture. ASTM C494, Type E, containing not more than
0. , % ch: -ide Ions.
10. Water-ru .ucing, retarding aunuxture: ASTM C494, Type D, containing not more than 0.1% chloride ions
11. Certific2i. )n upon engineer's request, provide admixture manufacturer's written certification that
chloride .:n content complies with specified requirements.
12 Curing Compound: liquid membrane -forming type (sodium silicate type not approved) meeting all
requirem •nfs of ASTM C309. Type 1-D clear or translucent, having a fugitive dye to facilitate visual
check c' •,verage. Use of Type 2 white pigmented type is recommended during hot weather.
13 Molstur, retaining sheet materialsany of the types listed in and meeting requirements of ASTM C171:
waterproof paper. 4 mil. (.004") polyethylene film. white burlap/polyethylene sheet
14 Sealing in ,tarials: for laps in sheet cover, provide pressure sensitive tape, non -staining mastic, or other
effertivr a, :resive recommended by covering manufacturer
15. Premoto rt ioint filler: for use in expansion or isolation joints, size 112" thick x full depth of slab, either
AST' ' 751 or D1752, and compatible with type of joint sealant used.
16. Moisturr %�arrier: polyethylene sheet not less than 10 mils thick, which complies with ASTM E 1745,
Class t
17. Bond B, ,�r-ker Felt: 15# felt.
18. No elec,:!t at conduit shall be placed above the welded wire fabric or top reinforcing of slabs.
19. Concrete shall be discharged at the site within 1 1/2 hours after water has been added to the cement
and aggro- dates. Addition of water to the mix at the project site will not be permitted. All water must be
added at the batch plant.
Concrete (cont.)
20. Slump may be adjusted only through the use of additional water reducing admixture or high range water
reducing admixture.
21. All concrete shall be placed without horizontal construction joints, except where specifically noted.
Horizontal reinforcement shall be continuous through vertical construction joints.
22. See architectural drawings for concrete finishes, masonry anchors, and for miscellaneous embedded
plates, bolts, anchors, angles, etc.
23. The placement of sleeves, outlet boxes, box -outs, anchors, etc., for the mechanical, electrical and
plumbing trades is the responsibility of the trade involved, however, any box -outs not covered by typical
details in the structural drawings shall be submitted for approval.
24. Reinforcing steel shop drawings shall indicate the sequence in which layers of crossing reinforcing
should be placed in order to produce the correct outermost layers as indicated on the drawings.
25 Reinforcing bars shall conform to ASTM A615, Grade 60. No tack welding of reinforcing in the field will
be permitted.
26. Welded wire fabric reinforcing shall conform to ASTM A185 and be furnished in flat sheets and installed
on chairs or precast blocks for slab on grade.
27. Reinforcing bar sizes #3 through #5 may be bent cold the first time, provided reinforcing bar
temperature is above 32°. For other bar sizes, preheat reinforcing bars before bending. See procedures
as outlined in ACI 301 referenced in applicable building code.
28. Wire bar supports shall be furnished for all reinforcing within slabs, inclusive of wire welded fabric.
bottom bars in slabs on grade may be supported by other suitable supports. Reinforcing shall be
properly positioned prior to concrete placement and may not be repositioned once concrete operations
have begun. Wire bar and other types of supports shall be in accordance with the Concrete Reinforcing
Steel Institute Manual of Standard Practice.
29. All hooks shown on drawings shall be standard hooks unless otherwise noted.
30. Where continuous bars are called for, they shall run continuously around corners and be lapped at
necessary splices, or hooked at discontinuous ends. Lap lengths shall be as given in the splice and
development table. Lap beam top bars at mid -span and beam bottom bars at supports, unless
otherwise noted.
Minimum Lap Splice and Anchorage Dimension Table
1 4000 psi normal weight concrete, Fy=grade 60, non -coated bars
Top Bars Other Bars
Bar Size Lap Anchorage Bar Size Lap Anchorage
#3 24" 19" #3 19" 15"
#4 33" 25" #4 25" 19"
#5 41" 31" #5 31" 24"
#6 49" 37" #6 37" 29"
#7 71" 54" #7 54" 42"
#8 81" 62" #8 62" 48"
2. When lapping two different size bars, use the lap dimension of the smaller bar or the anchorage
dimension of the larger bar. Use whichever dimension is larger
Minimum Concrete Cover for Reinforcing
1. Concrete reinforcing shall be placed per the tolerances of ACI 117 and ACI 318 as referenced in
applicable building code regarding minimum cover.
2. Location Minimum Cover
• Pile caps cast against 3"
and permanently exposed to earth
• Slabs on grade (W.W.F.) 1/3 slab thickness
from top of slab
Grade beam ties 1 1/2
3. Maximum deviation from the above requirements shall be ±1/4 inch for sections 10 inches thick or less;
and ±1/2 inch for sections over 10 inches thick. See ACI 318 listed in the applicable building code
reference standards, Section 7.7.1 for conditions not listed.
4. Filling-in: fill-in holes and openings left in concrete structures for passage of work by other trades,
unless otherwise shown or directed, after work of other trades is in place. Mix, place and cure concrete
as herein specified, to blend with in-place construction. Provide other miscellaneous concrete filling
shown or required to complete work.
5. Grout base plates and foundations as indicated, using specified non-metallic non -shrink grout.
6. Form work for structural elements shall not be removed until concrete has reached 75% of its design.
7. Cold weather placing: comply with ACI 306.
8. Hot weather placing: comply with ACI 305.
Floor Finish
1. Interior floor slabs: machine trowel unless noted otherwise.
2. Provide ACI 'Class A' tolerance, 1/8" variation in 10 feet, measured with a straight edge laid in any
direction.
Curing
1. Curing compound shall be provided as prescribed on architectural drawings based on floor use.
Coordinate for compatibility of finish material.
2. Moisture curing method of curing concrete shall not be used inside existing buildings or where a
potential for water damage exists.
3. Maintain initial curing for 12 hours after finishing, 24 hours for air temperature of 75 degrees F and
above.
Submittals
1. Product data: submit data for proprietary materials and items including admixtures, patching
compounds, waterstops, joint systems, curing compounds, finish materials, and others as requested by
architect/engineer.
2. Shop drawings/Reinforcement: see ACI 301, Section 3.1 Detailing shall conform to ACI 315, as
referenced in applicable building code, "Details and Detailing of Concrete Reinforcement".
3. Shop drawing submittals shall consist of 3 prints of each drawing for the Structural Engineer, 1 print for
the Architect and a minimum of 1 print for the General Contractor.
4. Mix design: submit mix designs for each concrete mix for the project per Chapter 5 of ACI 318. Mix
designs shall include all back up material with compressive strength breaks based on field experience
or breaks from a trial mix per Chapter 5
Quality Assurance
1 Mold and cure three specimens (cylinders) in accordance with ASTM C31. Three specimens constitute
a strength test. Test one cylinder at 7 days and 2 at 28 days Acceptance of structure will be based on
results of 28 -day tests.
2. Obtain at least one set of cylinders for each 50 cubic yards or fraction thereof, of each concrete
mixture placed in any one day.
3 Air Content
A. Determine air content of concrete for each strength test by either the pressure method (ASTM
C231) or the volumetric method (ASTM C173). The "Chase" air indicator shall not be usea.
B. A minimum of one air content test shall be made in the morning and one in the afternoon. Air
content tests shall be made on all concrete whether the concrete is designated as air -entrained
or not.
C. Additional air content tests, for concrete specified as air-entr,oned, shall be made when any of
the following conditions occur:
• A change in appearance or consistency of concrete.
• Possible reduction of air content due to time delays of truck and/or hot weather
• When air temperature is over 80°F, check each truck load.
4. Slump test: perform slump test on each truck load of concrete.
5. Inform engineer immediately of any slump and/or air content tests that do not meet these specifications.
If strength, durability or aesthetics of the structure would be impaired, that concrete shall not be used.
6. Concrete test reports shall contain the following information. concrete supplier, quantity of concrete
represented, location of samples taken, design strength requirement at 28 days, list of all materials and
admixtures used with quantity and brand or source, actual slump, actual air content, air temperature,
concrete temperature, weather, cylinder weight as received, date molded. number of days on job site,
date tested, test results for 7 and 28 days, and any other information necessary to evaluate test results.
7. Send one copy of reports on all required laboratory testing directly to t' -e structural engineer, two copies
to the architect, one copy to the contractor and one copy to the concrete supplier. A copy of all test
reports shall be in the engineers office within a maximum of five (5) working days from date of test or
inspection.
8. Acceptance of structure: if 28 -day test results do not meet requirements, the engineer shall have the
right to order a change in mix proportions for remaining portions of structure. He may require core tests
to be made at contractors expense. Any such testing shall be done by an independent testing agency
acceptable to the engineer.
Structural Steel
1. Detailing, fabrication, and erection shall conform to the latest AISC specification as referenced in the
applicable building code.
Structural Steel: (W shapes) ASTM A992 (Fy=50ksi)
(Plate, Angles) ASTM A36 uno
HSS: (tubular shapes) ASTM A500 grade B (Fy=46ksi)
All anchor rods shall be ASTM F1554 grade 36, uno.
All structural steel shall be primed white or light gray, asphaltic paints are not acceptable.
All column base plates shall have a minimum of four anchor rods.
3. Connections shown on these drawings are generally schematic. They are intended to define the spatial
relationship of the framed members and show a feasible method of making the connection. Any
connection that is not shown or is not completely detailed on the structural drawings shall be designed by
a registered professional engineer, retained by the fabricator. Details and connections may be designed
to conform to AISC Steel Construction Manual, as referenced per applicable building code. Completely
detailed means the following information is shown on the shop detail drawings:
A. All plate dimensions and grade.
B. All weld sizes, lengths, pitches and returns.
C. All hole sizes and spacings.
D. Number and type of bolts: where bolts are shown but no number is given, the connection has not
been completely detailed.
E. Where partial information is given, it shall be the minimum requirement for connection.
F. Method of design.
4. Details and connections completely detailed in the contract drawings may not be altered without written
approval by the engineer. Where approved, altered connections shall be completely detailed by the
fabricator's engineer clearly on the shop drawings.
5. Alterations of schematic connection details may impact architectural concept and shall not be made
without prior written approval of the engineer.
6. Minimum connection plate thickness shall be 3/8", unless otherwise indicated in the contract drawings.
7. For W shapes, unless otherwise noted, beam to beam connections and beam to column connections shall
be one of the following double angle (t min=5/16") framed beam connections:
A. Shop welded per Table 10-3, AISC manual, as referenced in the applicable building code for using
weld A, and using 3/4" diameter ASTM 325-n bolts in standard or horizontally slotted holes for the
field connection.
B. All bolted connections per Table 10-1, AISC manual as referenced in the applicable building code.
Controlling strength of connection shall be least of bolt / angle strength or beam web strength
taking into account coped flanges.
The minimum length of connection angles shall be equal to one-half the depth of the member to be
supported.
8. Unless otherwise noted, all connections at HSS sections shall be designed and detailed in accordance
with the AISC "Hollow Structural Sections Connection Manual," first edition.
9. Where the reactions of uniformly loaded beams and girders are not shown on the drawings, the
connections shall be designed to support the maximum allowable uniform load as indicated in the load
tables of AISC Manual of Steel Construction for the given beam size and span. For beams and girders not
uniformly loaded see plan for reactions, if no reaction is shown, contact Engineer of Record for reactions.
10. Twist -off type tension control bolts are not permitted to be used as bearing bolts
11. All bolts shall be considered bearing bolts. Do not over tighten bearing bolts, especially for beams to
support concrete slabs. Tighten bearing bolts to a snug condition only, per AISC specifications.
12. All welding shall be done using E-70xx electrodes in accordance with the latest AWS specifications.
13. Work these drawings with architectural drawings for nailer holes and architectural clearances.
14. General contractor shall verify all structural beam locations, mechanical unit weights and opening sizes
and locations with mechanical contractor and vendor's drawings for actual mechanical unit purchased.
15. Splicing of structural members where not detailed on the drawings is prohibited without prior approval of
the structural engineer.
16. Cuts, holes, coping, etc. required for work of other trades shall be shown on the shop drawings and made
in the shop. Cuts or burning of holes in structural steel members in the field will not be permitted, unless
specifically approved in each case by the structural engineer
17. All HSS shapes (round, square, rectangular, etc.) are to have a 1/4" cap plate at all exposed ends. Cap
plates to be seal welded all around, uno. Provide 3/8"O weep holes in the center of the plate.
18. All weld sizes not shown in details herein shall be the minimum required size based on thickness of
thicker part as per AISC thirteenth edition, tables J2.3 & J2.4. exception: at member splices welds or bolts
shall develop full strength of the member or components being connected.
19. All around welds indicated herein shall be discontinuous at the flange tips of open sections.
20. All structural steel, including base plates and tops of anchor bolts, to be exposed to soil are to be coated
with an approved coal tar epoxy, 16 mils minimum thickness.
21. Any alteration made by the detailer on the structural steel shop drawings to schematic or completely
detailed connections shown on the contract drawings must be clearly identified by clouding or by direct
note on the shop drawing by the detailer prior to submission to the engineer.
22 Any member sizes shown on the plans, and currently listed in the AISC Steel Construction Manual latest
edition, which are not currently available must be brought to the architect and structural engineers
attention prior to award of steel contract. No claim for additional cost will be accepted after the award,
for member/built up member substitutions for these sizes.
23. Level and plumb individual members of structure within specified AISC tolerances. For beams which
support steel joists, maintain such tolerances as will assure specified minimum joist bearing. Tolerances
shall not be accumulative. Temperature correction shall be applied so that the structure will be plumb and
will have clearances specified at 70'F.
Submittals
1 . Submit shop drawings prepared under supervision of a registered structural engineer, including complete
details and schedules for fabrication and assembly of structural steel members, procedures and
diagrams. Include details of cuts, connections, camber, holes, and other pertinent data.
2. Indicate welds by standard AWS symbols and show size, length, and type of each weld. Provide setting
drawings, templates and directions for installation of anchor bolts and other anchorages to be installed by
others. Provide calculations used for designing connections.
3. Shop drawings shall indicate the date of the structural drawings that were used to prepare the shop
drawings.
4. Shop drawing submittals shall consist of 3 prints of each drawing for the Structural Engineer, 1 print for
the Architect and a minimum of 1 print for the General Contractor.
Quality Assurance
1. Test reports: submit copies of reports of tests conducted on shop and field bolted and welded
connections. Include data on types of tests conducted and test results.
2. An independent testing and inspection agency shall be engaged to inspect high-strength bolted
connections and welded connections and to perform tests and prepare test reports. Testing agency shall
conduct and interpret tests and state in each report whether test specimens comply with requirements,
noting any deviations therefrom.
3. Correct deficiencies in structural steel work which inspection and laboratory test reports have indicated to
be not in compliance with requirements. Perform additional tests, at contractor's expense, as may be
necessary to reconfirm any noncompliance of original work, and as may be necessary to show
compliance of corrected work.
4 Field bolted connections: inspect in accordance with AISC specifications. Check at least one bolt on every
connection Non -slip critical bolts tightened to a snug ft condition only require a visual inspection. Stip
critical bolts require a turn of the nut or calibrated wrench method inspection.
5 Shop and field welding: inspect and test during fabrication and/or erection of structural steel. Certify
welders and conduct inspections and tests as required. Record types and locations of defects found in
work. Record work required and performed to correct deficiencies. Perform visual inspection of all welds.
and perform ultrasonic tests of full penetration welds in accordance with ASTM E 164.
ABBREVIATIONS
RECHVED
,iln - 3 2014
CITY OF WARD
BUILDING II)WISION
A. B.
ANCHOR BOLTS
ADDT.
ADDITIONAL
AFF
ABOVE FINISH FLOOR
ARCH.
ARCHITECTURAL
B.PL
BASE PLATE
BLDG.
BUILDING
BILK.
BLOCK
BM.
BEAM
BOT.
BOTTOM
BRDG.
BRIDGING
BRG.
BEARING
BTJ
BOLTED TIE JOIST
CANT'L.
CANTILEVER
C.I.P.
CAST -IN-PLACE
C.J.
CONTROL JOINT
CL
CENTERLINE
CLR.
CLEAR
CMU
CONCRETE MASONRY UNIT
COL.
COLUMN
CONC.
CONCRETE
CONSTR.
CONSTRUCTION
CONT.
CONTINUOUS
C.Y.
CUBIC YARD
DBA
DEFORMED BAR ANCHOR
DET.
DETAIL
DIAG.
DIAGONAL
0 or DIA.
DIAMETER
DJ
DOUBLE JOIST
DK,
DECK
D. L.
DEAD LOAD
DWG,
DRAWING
DWLS
DOWELS
EA.
EACH
E.F.
EACH FACE
E.J.
EXPANSION JOINT
EL.
ELEVATION
ELEV.
ELEVATOR
E.S.
EACH SIDE
EQ.
EQUAL
EQUIP.
EQUIPMENT
E.W.
EACH WAY
EXP.
EXPANSION
(E) or EXIST._
EXISTING
EXT.
EXTERIOR
F/BLDG.
FACE OF BUILDING
F/CONC.
FACE OF CONCRETE
F. D.
FLOOR DRAIN
FIN.
FINISH
SPECIAL INSPECTION REQUIRED
FLG.
FLANGE
State of Oregon Structural Specialty Code
FLR.
FLOOR
F.S.
FAR SIDE OR FOOTING STEP
FT.
FEET
eal6oncrete and Reinforcing Steel
FTG.
FOOTING
❑ Bolts Installed in Concrete
GA.
GAUGE
G. B.
GRADE BEAM
❑ Special Moment -Resisting Concrete Frame
G. C.
GENERAL CONTRACTOR
GALV.
GALVANIZED
❑ Rein rng Steel & Prestressing Steel Tendons
HD'D.
HEADED
tructurel Welding
HORIZ.
HORIZONTAL
I,F.
INSIDE FACE
❑ High-Strenght Bolting
INT.
INTERIOR
J/B
JOIST BEARING
❑ structural Masonry
JST.
JOIST
❑ Reinforced Gypsum Concrete
JT.
JOINT
k
KIP
❑ insulating Concrete Fill
LG.
LONG
❑ Spre lied Fire -Resistive Materials
L. L.
LIVE LOAD
LLH
LONG LEG HORIZONTAL
O
i6r1 Dolled Piers and Caissons
L.11Yr 9s
(LLV)
LONG LEG VERTICAL
LW
LONG WAY
❑ Shotcrete
MAS.
MASONRY
❑ Special Grading, Excavation and Filling
MC
MOMENT CONNECTION
MECH
MECHANICAL
❑ Smoke -Control Systems
MFR.
MANUFACTURER
❑ Other Inspections
MTL
METAL
(N)
NEW
(N.I.C.)
NOT IN CONTRACT
N. S.
NEAR SIDE
NTS
NOT TO SCALE
0. C.
ON CENTER
0. F.
OUTSIDE FACE
0/0
OUT TO OUT
OPP.
OPPOSITE
PC
PRECAST CONCRETE
PL
PLATE
PLCS.
PLACES
P.S.F.
POUNDS/SQUARE FOOT
P.S.I.
POUNDS/SQUARE INCH
RAD,
RADIUS
R. D.
ROOF DRAIN
REINF.
REINFORCING
REQ'D.
REQUIRED
RET.
RETAINING
SECT,
SECTION
SIM.
SIMILAR TO
S.O.G.
SLAB ON GRADE
SP.
SPACES
so.
SQUARE
STIFF.
STIFFENER
STL.
STEEL
STRUCT.
STRUCTURAL
SW
SHORT WAY
SYM.
SYMMETRICAL
T/
TOP OF
TYP,
TYPICAL
UNO
UNLESS NOTED OTHERWISE
VERT.
VERTICAL
V.I.F.
VERIFY IN FIELD
W. P.
WORK POINT
W.W.F.
WELDED WIRE FABRIC
W/
WITH
CITY OF TIGARD
REVIEWED FOR CE
COODS COMPLIANC
Approved: I N'
OTC: I
Permit #: -43?p 1n 14-cooC)
Address: ,q5}T C? -,! O L) <
Suite #• LS
B
Dam
OFFICE COPY
PO
l/
6.�`c_
103
Thorson Baker Associates
C O N S U L T I N G E N G I N E E R S
3030 West Streetsboro Road (330) 659-6688 Ph
Richfield, Ohio 44286 (330) 659-6675 Fax
1 Infinite Loop
MS 52 -RD
Cupertino, CA
95014
Tel: 408.974.3822
Fax: 408.974.3793
Architect:
Woods Bagot
www.woodsbagot.com
Structural Consultant
Thorson Baker & Associate
www.thorsonbaker.com
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Washington Square Mall
9585 S.W. Washington Square
Igard, OR 97223
Issued / Revised Date
BID / PERMIT 06/02/14
Apple Approval Date
GENERAI.
NOTES
S-001
iciate
III
ware
ate
5/02/14
ate
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20'-0"±
T
U
20'-0"±
0++' p 6th' `O
(E) GRADE BEAM
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AFTER SHORING ABOVE, COLUMN
TO BE REMOVED AND FOUNDATION
ABANDONED IN PLACE.
(E) GRADE BEAM
SFJ
Q
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0
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'616
90
W
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FOUNDATION FOR INSTALLATION OF
\40
SEE TYPICAL SLAB INFILL
••DETAIL
"
ON SH. S-201.
. ' O,
J
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6/2/14 4:11 PM \\Tbs-projects02\2014\2014-0222\Cad\Structural\2014-0222_5-101.dwg
AFTER SHORING ABOVE, COLUMN
TO BE REMOVED AND FOUNDATION
ABANDONED IN PLACE.
(E) GRADE BEAM
20'-0"±
AFTER SHORING ABOVE, COLUMN
TO BE REMOVED AND FOUNDATION
ABANDONED IN PLACE.
-- ---
`•oC,s,
,
Q
W
co
o GRADE BEAM TO BE POURED INTEGRAL
WITH PILE CAP IT/ GR. BM. = T/ PILE CAP)
0 TYP.
w
d GB-1—T—TT71
°
—° — e — —
4
AC'
DRILL & EPDXY (2) #5x2'-0" LG. (8" MIN. EMBED)
DOWELS AT (E) GRADE BEAM AND (N)
FOUNDATION USING HILTI HIT HY200 (OR
EQUAL) TYP. TOP & BOT. (4 - TOTAL) EA. SIDE
OF FOUNDATION. TYP. (4) -PLACES.
(E) GRADE BEAM
QN, EXISTING FOUNDATION PLAN
1/4"=1'-0"
NOTES:
- EXISTING FLOOR CONSTRUCTION: 4" CONCRETE SLAB ON GRADE (PRESUMED).
- DENOTES FLOOR INFILL CONSTRUCTION: 4" CONCRETE SLAN ON GRADE
WITH ONE LAYER OF 6x6-W2.1xW2.1 W.W.F. PROVIDE 10 MIL VAPOR BARRIER AND 4"
LAYER OF GRANULAR FILL BELOW SLAB (UNO.) SEE TYPICAL DETAIL ON SHEET S-201.
- TOP OF SLAB ELEVATION = 0'-0"
- ELEVATIONS NOTED THUS (+X' -X") ARE TO TOP OF FOOTING REFERENCED FROM
SLAB ON GRADE ELEVATION (UNO).
- TOP OF (N) INTERIOR PILE CAP ELEVATION = (4-10') (UNO).
- TOP OF (N) GRADE BEAM ELEVATION = (4-10") (UNO).
- PROVIDE (2) #4x3'-0" LONG AT ALL REENTRANT CORNERS.
V
y
MARK
Q
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W
co
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th' �\
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90
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CUT (E) GRADE BEAM EA. SIDE OF
1 (2)#5
FOUNDATION FOR INSTALLATION OF
NEW FOUNDATION AT NEW COLUMNS.
TYP. (4) -PLACES.
w
20'-0"±
AFTER SHORING ABOVE, COLUMN
TO BE REMOVED AND FOUNDATION
ABANDONED IN PLACE.
-- ---
`•oC,s,
,
Q
W
co
o GRADE BEAM TO BE POURED INTEGRAL
WITH PILE CAP IT/ GR. BM. = T/ PILE CAP)
0 TYP.
w
d GB-1—T—TT71
°
—° — e — —
4
AC'
DRILL & EPDXY (2) #5x2'-0" LG. (8" MIN. EMBED)
DOWELS AT (E) GRADE BEAM AND (N)
FOUNDATION USING HILTI HIT HY200 (OR
EQUAL) TYP. TOP & BOT. (4 - TOTAL) EA. SIDE
OF FOUNDATION. TYP. (4) -PLACES.
(E) GRADE BEAM
QN, EXISTING FOUNDATION PLAN
1/4"=1'-0"
NOTES:
- EXISTING FLOOR CONSTRUCTION: 4" CONCRETE SLAB ON GRADE (PRESUMED).
- DENOTES FLOOR INFILL CONSTRUCTION: 4" CONCRETE SLAN ON GRADE
WITH ONE LAYER OF 6x6-W2.1xW2.1 W.W.F. PROVIDE 10 MIL VAPOR BARRIER AND 4"
LAYER OF GRANULAR FILL BELOW SLAB (UNO.) SEE TYPICAL DETAIL ON SHEET S-201.
- TOP OF SLAB ELEVATION = 0'-0"
- ELEVATIONS NOTED THUS (+X' -X") ARE TO TOP OF FOOTING REFERENCED FROM
SLAB ON GRADE ELEVATION (UNO).
- TOP OF (N) INTERIOR PILE CAP ELEVATION = (4-10') (UNO).
- TOP OF (N) GRADE BEAM ELEVATION = (4-10") (UNO).
- PROVIDE (2) #4x3'-0" LONG AT ALL REENTRANT CORNERS.
V
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MARK
SIZE REINFORCING
',.
r
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th' �\
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1 OPP. 1
5-201 HAND S-201
°
W
20'-0"±
I A
�+
6+�' O
(E) GRADE BEAM -
- - ----------
+1
--
AFTER SHORING ABOVE, COLUMN
TO BE REMOVED AND FOUNDATION
ABANDONED IN PLACE.
(E) GRADE BEAM
A
C2•
Til, W.
/'0
O 7O, O,
W
C0
W
0
w
N
°
° a e d GB -1
d. e e u
-e °- a
AC's J L
SEE TYPICAL SLAB INFILL DETAIL
ON SHEET S-201 (TYP.)
(E) GRADE BEAM
- SEE ARCHITECTURAL DRAWINGS FOR EXTENT AND FINISH OF SLAB ON GRADE AND
ANY FLOOR DEPRESSIONS, UNDERFLOOR CONDUITS, DRAINS, ETC.
- SEE SHEET S-001 FOR GENERAL NOTES.
- SEE SHEET S-401 FOR TYPICAL DETAILS.
- PC -X DENOTES PILE CAP. SEE SHEET S-201 FOR PILE CAP DETAILS.
- GB -X DENOTES GRADE BEAM. SEE THIS SHEET FOR GRADE BEAM SCHEDULE.
- FOUNDATIONS ADJACENT TO EXISTING STRUCTURES SHALL BEAR ON UNDISTURBED
SOIL AT THE SAME ELEVATION OF THE EXISTING FOOTINGS.
- (E) DENOTES EXISTING CONSTRUCTION.
- DENOTES EXISTING 10"0 STEEL PIPE PILE FILLED WITH CONCRETE.
- 0 P50 DENOTES NEW 50 TON MICRO PILE. REFER TO MICROPILE SUPPLIER FOR
PILE DETAILS AND FIELD INSTALLATION DRAWINGS.
AFTER SHORING ABOVE,
TO BE REMOVED AND FC
ABANDONED IN PLACE.
w I
m
W
0
0
0
0
N
0
36
37
38
GRADE BEAM SCHEDULE_
MARK
SIZE REINFORCING
STIRRUPS
OT
WIDTH x DEPTH BTOM
TOP
GB -1
12"x12" (2)#5
1 (2)#5
#3 @ 12" O.C.
GRADE BEAM NOTES:
1. BOTTOM REINFORCEMENT TO LAP AT CENTERLINE OF SUPPORTS AND TOP
REINFORCEMENT TO LAP AT MIDDLE THIRD OF GRADE BEAM SPAN.
2. LAP SPLICES SEE GENERAL NOTES.
3. TOP REINFORCEMENT TO EXTEND TO ENDS OF PILE CAP AND HOOK V-0" MINIMUM.
1*3
Thorson Baker Associates
C O N S U L T I N G E N G I N E E R S
3030 West Streetsboro Road (330) 659-6688 Ph,
Richfield, Ohio 44286 (330) 6596675 Fax
1 Infinite Loop
MS 52 -RD
Cupertino, CA
95014
Tel: 408.974.3822
Fax: 408.974.3793
Architect:
Woods Bagot
www.woodsbagot.com
Structural Consultant:
Thorson Baker & Associate
www.thorsonbaker.com
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Washington Square Mall
9585 S.W. Washington Square
Tigard, OR 97223
Issued / Revised
BID / PERMIT
Apple Approval
EXISTING
FOUNDATION
PLAN
S-101
Date
06/02/14
Date
Y
z
O
2 z
BASE PL zo IY
z O Q
M
SAWCUT & REMOVE EXIST.
SLAB AS REQUIRED PILE CAP ADEQUATE 2'_6^ LO'R
AP ADEQUATE
F: Ow 2" MAXIMUM
8" FOR 12" MAXIMUM
1/8" WIDE x T/4 DEEP EMBED. d ° EQ. EQ. OPILE DIAMETER / PILIECAP PILE AND
SAWCUT x BONDING AGENT MICROPILEDIAMETER
U rn ° o a
SEE TABLE w NEW SLAB EXISTING P a CL OF COL.
GENERAL NOTES INFILL j SLAB & PILE CAP
a c ° °
F – J a ° a oyEQEQ
(4) #5 E.W.
° a n ° ;Fl �HOOKED BOTTOM
W o
000,7 O O ° ° ° ° ° 7BARRILER7, 7
° ° S eVAPOR ° r EXISTING VAPORFOUNDATION, PIER, NBARRIER n PILE CAP, ETC.
#4x18". DRILL w
INTO EXAND 6" LAP VAPOR 50 TON MICROPILECL PILE
SEE PLAN NOTES GROUTSING HILTI BARRIER HEAVY HEX NUT WITH 50 TO MICROPILE (4) #5 E.W. BY MICROPILE MFR HIT HY150 ANCHORAGE OVERSIZED WASHER. HOOKED BOTTOM
SYSTEM (OR EQUAL) TACK WELD TO RODBY MICROPILE MFR
CONTROL JOINT TYPICAL SLAB INFILL DETAIL TYPICAL ANCHOR ROD DETAIL
(ASTMF1554GR.36) PILE CAP PC -1 PILE CAP PC -1A
(SEE PLAN FOR LOCATIONS) DEPTH = 2'-10" DEPTH = 2'-10" UNO
• CONTRACTOR MAY USE LEVELING NUTS OR LEVELING PLATES AT
CONTRACTORS OPTION.
• AN INCREASE IN GROUT THICKNESS FOR LARGE BASE PLATES IS PERMISSIBLE
IF APPROVED BY THE ENGINEER. COORDINATION DUE TO INCREASE IN GROUT
THICKNESS FOR OTHER TRADES IS THE RESPONSIBILITY OF THE CONTRACTOR.
SEE TYPICAL SLAB
INFILL DETAIL ------
i4
0
x w
d 0
w O
o a
w D
a a
< 0
X
z
O
0
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r.we���
i•;•K•�•�•�•
SEE PILE CAP DETAILS
FOR SIZE & REINF.
BEARING PLATE TO BE DESIGNED,
PROVIDED, & INSTALLED BY
MICROPILE MFR.
STEEL PIPE CONCRETE —
FILLED/ ENCASED MICROPILE
BY MICROPILE MFR.
REINFORCING BAR
BY MICROPILE MFR.
°
SECTION ,
3/4" = 1,_0„
TUBE COLUMN
SEE PLAN
BOND BREAKER MATERIAL
TYP. (4) -SIDES
NEW FLOOR SLAB INFILL
AS REQUIRED
°a ---- w z
Lu
g
EL
O
rn
J
F
0
EL
w N
�y J
a
w
6" MIN. MICROPILE EMBED 0
AS DETERMINED BY
GRADE BEAM (SEE PLAN)
RUN GRADE BEAM REINF.
TO END OF PILE CAP AND
PROVIDE V-0" HOOKED END
TOP OF ROCK BEARING STRATA
(SEE GEOTECHNICAL REPORT)
TO BE DETERMINED BY ON SITE
GEOTECH
(4) - #6 HOOKED DOWELS TOP & BOTTOM
EPDXY ANCHORED 10" INTO (E) PILECAP
USING HILTI HIT HY200 (OR EQUAL)
wlg
w
U a
0
N
(E) PILE
(E) PILE L (N) PILE
3'-0"
1'-3"t 1'-9"t 1 V-3"
SEE TYPICAL SLAB
— — — — — � INFILL DETAIL
&VO
7 NO
SECTION 2
3/4"= 1'-0" -
°
/ b
- PILE CAP REINFORCING
AS DETERMINED BY
MICROPILE DESIGNER
NEW MICROPILE
SEE DETAIL 1 THIS
SHEET FOR ADD 'L. INFO.
SEE TYPICAL SLAB
INFILL DETAIL
/-------------
a I
LT i
w a-------------�
w
• • GRADE BEAM
b 8 FREINFORCING
GRADE BEAM a SEE SCHEDULE
SEE PLAN
SECTION 3
3/4" = 1'-0"
103
Thorson Baker Associates
C O N S U L T I N G E N G I N E E R S
3030 West Streetsbom Road (330) 6596688 Ph.
Richfield, Ohio 44286 (330) 6596675 Fax
1 Infinite Loop
MS 52 -RD
Cupertino, CA
95014
Tel: 408.974.3822
Fax: 408.974.3793
Architect:
Woods Bagot
www.woodsbagot.com
Structural Consultant:
Thorson Baker & Associate
www.thorsonbaker.com
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Washington Square Mall
9585 S.W. Washington Square
Tigard, OR 97223
Issued / Revised Date
BID / PERMIT 06/02/14
Apple Approval Date
FOUNDATION
SECTIONS
& DETAILS
S-201
date
4all
)quare
Date
06/02/14
R
Date
6/2/14 4:42 PM \\Tbs-projects02\2014\2014-0222\Cad\StructuraN2014-0222_5-301.dwg
EQ. I EQ.
T&B
1/44
IF POST IS
WIDER THAN BEAM > 1/4
POST & BEAM
OF EQUAL WIDTH
O 1/4 V \ \ SHOP INSTALLED ERECTION SEAT0
J I
w \ (ANGLE REMOVED TO COMPLETE I
FIELD WELDING)
TYP`—
(4)
YP. (4) 1 1/16"0 HOLES
FOR 3/4"0 ANCHOR ` ALL TUBE TO TUBE CONNECTIONS
RODS TO BE WELDED ALL AROUND, UNO
TYPE I
TYPICAL COLUMN BASE PLATE DETAIL
DBL. L 5x3x3/8
W/ 2 1/2" LG. SLOTTEDHOLES1\3'1,
I I I
W33, SEE PLAN
T/ STEEL
EL. = SEE PLAN
(3) SIDE
SECTION ,
3/4"=1'-0" -
A
(N) HSS8x6 COLUMN
SEE PLAN
3/4"0 A325 BOLTS.
TIGHTEN AFTER
ANGLES ARE WELDED
TO COLUMN.
HSS8x4
W/ SLOTTED ENDS
HSS 4x4x1/4
TYP
1/4
SEE SECTION 3/5-401
FOR ADD'L. INFO.
SECTION 4
3/4" = 1'-0"
6/2/14 4:56 PM \\Tbs-projects02\2014\2014-0222\Cad\Structural\2014-0222_5401.dwg
TYPICAL BRIDGING DETAIL
(E) HSS7x7 COLUMN
3/4"0 A325 BOLTS.
TIGHTEN AFTER
ANGLES ARE WELDED
TO COLUMN.
SHORE (E) HSS 7x7 COLUMN
PRIOR TO CUTTING
(E) HSS 7x7 COLUMN
BASE PL 3/4"x8"x8"
W33 BEAM
SEE PLAN
DBL. L 5x3x3/8
W/ 2 1/2" LG. SLOTTED HOLES
W33, SEE PLAN
SECTION 2
3/4"=1'-0" -
U
Lu
m
O
T/ STEEL
EL. =SEE PLAN
(3) SIDES
SHOP INSTALLED
ERECTION SEAT
(ALTERNATE LOCATION)
TYPICAL TUBE TO TUBE CONNECTION
(E) JOIST
(TYP.)
3/16 V 2"
L7x4x3/8 (LLV)
TYP.EA. BRACE>3/16
6"
(E) METAL DECK
1
DBL L 4x4 BRACE ,
NEW JOIST BRIDGING @
DOUBLE ANGLE BRACE.
SEE TYPICAL DETAIL THIS
SHEET. TYP. AS SHOWN
TYpI T/ STEEL
EL. = SEE PLAN
I
I
I
I I
s ao1 I W33 BEAM
SEE PLAN
l 1
SECTION
SHORE (E) HSS 7x7 COLUMN
PRIOR TO CUTTING
DBL L 4x4
TYP. SEE F
SEE SECTION 3/S 401
FOR ADD'L. INFO.
SECTION 5
3/4" = 1'-0"
SEE PLAN
1/2"= 1'-0"
3/16 TYP.EA.BRACE
TYP. 3
SID
ti
DBL L 4x4
SEE PLAN (TYP.)
ti
\\T
15'
Y�La
FULL DEPTH
STIFF. PL3/8" x6"
EA. SIDE OF BEAM
DETAIL A
3/4"=,'-0" -
NEW JOIST BRIDGING @ TOP OF
(E) METAL DECK COLUMN BRACE. SEE TYPICAL
BRIDGING
DETAIL
(E)JOIST ----- — ------ — ---- ---
(TYP.) — - -- -
(V I
(2)5/8-0
THRU-BOLTS L 8(4x7/16 &
FS
I W/ (2) 2" LG.. VERT.
8" SLOTTED HOLES
(N) HSS 8x6 COLUMN
SEE PLAN
SECTION 6
3/4"=1'-0"
13
Thorson Baker Associates
C O N S U L T I N G E N G IN EE R S
3030 West Streetsbom Road (330) 659-6688 Ph.
Richfield, Ohio 44286 (330) 659-6675 Fax
1 Infinite Loop
MS 52 -RD
Cupertino, CA
95014
Tel: 408.974.3822
Fax: 408.974.3793
Architect:
Woods Bagot
www.woodsbagot.com
Structural Consultant:
Thorson Baker & Associate
www.thorsonbaker.com
90
PRO
NEEss�o
813 PE
OR O
LEE NE tA, I�
I
6rP.R+�
Washington Square Mall
9585 S.W. Washington Square
Tigard, OR 97223
Issued / Revised Date
BID / PERMIT 06/02/14
Apple Approval Date
FRAMING
SECTIONS
& DETAILS
S-401
V W
20'_0"± — T-2"±
--------------------------------\
�o
o
(E) WF BEAM (HI) (E WF ` �_ BEAM
(E) WF BEAM - I
r I
I 'I
I N
I I
(E) 24" STEEL JOISTS @ 6'-8"± O.C.
I I
i
I I —
I I
I
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I I I
I I
D., 0"
I I
I
I
N
SEE SHEET S-301 I I x
FOR COLUMN I I 00
REMOVAL FRAMING I I IN
I 1=
I IZ
(E) WF BEAM ❑ (d) WF BEAM
El
(N) L4x4x5/16
BRACE TYP.
I I
I —
I I
I I
I
I I
I --
I
I I
I
I r I
I I
I I
—
I
I I
I
I (E) 26" STEEL JOISTS @ 6'-8"± O.C. I �
I
I I
-^` 0 I '+
I �051+J���P�
GOA Q� G Q�
I
(E) WF BEAM (El) WF BEAM
I I I
I I
I I
I I
I I
I
--------------------- --- ----------�
Q� STOREFRONT FRAMING PLAN
NU 1/4"=V-0"
NOTES:
- (E) ROOF CONSTRUCTION: 1 1/2" METAL ROOF DECK OVER STEEL JOISTS.
- SEE SHEET S-001 & S-002 FOR GENERAL NOTES.
- SEE THIS SHEET FOR TYPICAL DETAILS.
- C -X DENOTES COLUMNS SEE THIS SHEET FOR SCHEDULE.
- (E) DENOTES EXISTING CONSTRUCTION.
+i
QALL (N) STEEL TO BE
ROVIDED BY TENANT
COLUMN SCHEDULE
(N) HSS6x6x1/4
COLUMN SIZE
OUTRIGGER
TYPE
(TYP�
1
5-501
C-1
HSS8x8x5/16
O
I
(4)-5/8"0x3 1/2" EMBED. HILTI
KWIK BOLT T-2
Z
(p
+I
X
rn
U)
(E) WF BEAM ❑ (d) WF BEAM
El
(N) L4x4x5/16
BRACE TYP.
I I
I —
I I
I I
I
I I
I --
I
I I
I
I r I
I I
I I
—
I
I I
I
I (E) 26" STEEL JOISTS @ 6'-8"± O.C. I �
I
I I
-^` 0 I '+
I �051+J���P�
GOA Q� G Q�
I
(E) WF BEAM (El) WF BEAM
I I I
I I
I I
I I
I I
I
--------------------- --- ----------�
Q� STOREFRONT FRAMING PLAN
NU 1/4"=V-0"
NOTES:
- (E) ROOF CONSTRUCTION: 1 1/2" METAL ROOF DECK OVER STEEL JOISTS.
- SEE SHEET S-001 & S-002 FOR GENERAL NOTES.
- SEE THIS SHEET FOR TYPICAL DETAILS.
- C -X DENOTES COLUMNS SEE THIS SHEET FOR SCHEDULE.
- (E) DENOTES EXISTING CONSTRUCTION.
+i
QALL (N) STEEL TO BE
ROVIDED BY TENANT
COLUMN SCHEDULE
MARK
COLUMN SIZE
BASE PLATE
TYPE
ANCHOR RODS
C-1
HSS8x8x5/16
PL.3/4"x14"x1'-2"
I
(4)-5/8"0x3 1/2" EMBED. HILTI
KWIK BOLT T-2
• SEE THIS SHEET FOR TYPICAL COLUMN BASE PLATES.
• SEE SHEET S -X FOR TYPICAL ANCHOR ROD DETAIL.
6/2/14 5:02 PM \\Tbs-projects02\2014\2014-0222\Cad\Structural\2014-0222_5-501.dwg
36
37
T/(E) JOIST EL.
(+30'_0"±)
(E) BULKHEAD
FRAMING TO
REMAIN
(E) ANGLE SUPPORTING METAL
STUD FRAMING TO REMAIN
(N) HSS:
(N) CO......
1.2 1 W
SEE PLAN
SECTION ,
11/2"=V-0"
T/(E) JOIST EL. _
(+30'-0"±)
TYP.
1/4
TYP.
SEE SECTION 1 FOR
ADDITIONAL INFO.
(E) BULKHEAD J
FRAMING TO
REMAIN
(E) ANGLE SUPPORTING METAL
STUD FRAMING TO REMAIN
(N) HSS20x8
(N) CONT. HSS6x6 —1
(N) HSS8x8 COL.
1.2 W
SEE PLAN
\ (N) L2x2x3/16
/tx
(E) ROOF JOIST
(N) L7x4x5/16 NS & FS OF
COL. (LLV) W/VERT. SLOTTED
HOLES FOR (2) 5/8"0 THRU
BOLTS HAND TIGHTEN NUTS
ONLY & BURR THREADS
(N) HSS8x8 COLUMN
ALL (N) STEEL TO BE
PROVIDE BY TENANT
I
1
[ti
SEE TYPICAL TUBE TO
TUBE CONN. DETAIL
` (E) BULKHEAD FRAMING
TO BE REMOVED
(N) HSS6x6 OUTRIGGER
BEYOND SEE PLAN
SECTION 2
1/2"=V-0"
(E) ROOF JOIST
(N) L7x4x5/16 (LLV)
103
Thorson Baker Associates
C O N S U L T I N G E N G I N E E R S
3030 West Streetsboro Road (330) 659-6688 Ph.
Richfield, Ohio 44286 (330) 659-6675 Fax
1 Infinite Loop
MS 52 -RD
Cupertino, CA
95014
Tel: 408.974.3822
Fax: 408.974.3793
Architect:
Woods Bagot
www.woodsbagot.com
Structural Consultant:
Thorson Baker & Associate
www.thorsonbaker.com
PROFFS
813 PE 9r
O G
OL L� 8 �A�
C NES 14
Washington Square Mall
9585 S.W. Washington Square
Tigard, OR 97223
Issued / Revised Date
BID / PERMIT 06/02/14
Apple Approval Date
STOREFRONT
FRAMING
PLAN & DETAILS
S-501