HomeMy WebLinkAboutPLN-2010-Medical Arts Pavilion - (8)�
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THE FOLLOWING NOTES APPLY EXCEPT WFIER� SIIOWN OTIIERWISE
CODE International Building Code IBC (2006}
STRUCTURAL LDADS
FLOOR LIVE �OADS:
ROOF SNOW LOAD�:
Typieal floor live load = 80psf Reducible per sectiQn1607.9
Light Storage Load = 125psf
Heavy Storage Load = 250psf (Dialysis Tank Storage)
Partition load = 20psf
Ground snow load, Pg = 25psf
Raof snow load, Pf = 25psf
Snow exposure factor, Ce = 1.0
Snow load importance factor, Is = 7.0
Thermal factor, Ct = 1.0
WIND LOADS: Basic wind speed, V3s = 85mph
Wind importance factar, Iw = 1.00
Wind exposure: 'C'
KZT= 1.0
Intemal pressure coefficient = 0.18
EARTHQUAKE LOADS: Seismic occupancy category: II
Seismlc importance factor, IE = 1.04
Mopped accelerations, Ss = L08 51 = 0.38
Site class = E
Design accelerations, Sds = 0.65 SDt = 0.62
Seismic design category: D
Basic seismic force resisting system: Special concentric steel braced frames
Design base shear, V= 236kips
Seismic response coefficient, Cs = 0.13
Response modification foctar, R= 5
Analysis procedure used: Static lateral load procedure
SHOP DRAWINGS
Shop drawings shall be submitted for review prior to fabrication. Shop drawing submittals processed by the engineer are not change orders. The purpose of shop drawing submittals by the contractor is to demonstrate to the engineer that
the contractor understands the design concepf, by indicafing which material is intended ta be furnished and installed, and by detailing the intended fabrication and installation methods. If deviatio�s, dlscrepancies, or conflicts between shop
drawing submittals and the contract documents are tliscovered either prior to or after shop drawing submittals are processed by the engineer, the dasign drawings and specifications shall control and shall be followed.
FOUNDATIONS
Maximum soil pressure 3000 psf. Exteriar footings shall bear 1�-6" (minimum) below finish grade. All foatings ta bear on firm undisturbed earth belaw organic, surface soils and shall be lowered if suitable soil is not found at elevations
shown on drawings. Backfill to be tharoughly compacted per Specifications. Provide 2#5 (minimum) continuous bottom of all walls and footings. For addltional information refer to Soils Report No. 15781-003-00, by Geo Engineers, doted
June 7. 2010.
CONCREfE MAX WATER/CEMENT RATIO
f'c NON-AIR-ENT AIR-ENT
Footings and foundation walls 2500 0.65 0.54
Slabs on grade: 3000 0.58 0.46
All structural concrete 4000 0.44 0.35
Sidewalk slabs, exterior stoirs 2500 0.65 0.54
Setting bearing plates & panels 50a0
1. Alr-entraining agent (3� to 6�) ta 6e used in all concrete flatwork exposed to weather.
* Can be reduced 1�2 sack�cubic yard if not exposed to weather.
MINIMUM
SACKSJC.Y
5-1�2*
5-1�2
6
5
REMARKS
Note 1
Note t
Masterflow 928fequal
REINFORCING STEEL
ASTM A615 grade 60, Reinforcing steel details shall be prepared by an experienced detailer and conform to standord practice outlined in ACI Report 315. Field welding or tack welding of reinforcing bors is prohibited, except as approved by
the Engineer. Any reinforcing to be welded to be ASTM A706, weldable grade. When approved, welding of reinforcing bars to be per AWS D1.4. Mechdnical splice devices, if required, shall be ICC opproved and shall be submittetl to the
engineer for approval. Reinforcing bars shall be lap spliced for tension unless noted otherwise on the drawi�gs. �14 and larger bars shall not be lap spliced.
Lap foundatian reinforcing 32 diameters. Other lap lengths per drawings.
Welded Wire Fabric to 6e ASTM A185. Fabric ta be supported on approved chairs.
NOTE: Reinforcing steel not specifically shown shall be assumed typical as similar sections and details where reinforcing is shown.
CONCREfE COVER OF REINFORGING
3" Concrete poured agalnst earth.
2" Formed concrele with earth backfill.
1- 1�2" Beams and columns (stirrups, ties), outside face of walls exposed to weather, slabs on moisture barrier.
1" Walls, inside face.
3�4° Formed sla6s.
CONCREIE WALLS
W�LLS
THICKNESS
6" wall & under
8" wall
10" wall
12" wall
all other walls
REINFORCING (GR�DE60�
NORIZONTAL VERTICAL
#4 at i6" a.c. �4 at 18" min.
�5 at 18" o.c. �5 ot 18" min.
#4 ot 16" e.f. #4 at 18" e:f.
�4 at 16° e.f. #4 at 18" e.f.
.20 of 1 % .12 of 1 %
Provide #3 hairpin bars with 12" legs at 6" o.c. (minimum) at head of all openings. Provide 2- �5 exlra bars extending 25" (minimum) beyond corners at top, battom, and each side of opening. Use 2-#5 x 4' - 0" diagonals at each
comer except for 6" walls use 1-�5 diagonal at each corner. Extend horizontal wall steel to 2" from outside face and lap with elbow bars (3D diameters) of same size and spacing. Lap outside face only at comers. Wall stubs shall be
same size and spacing as vertical steel. Provide 1�- 6° stubs at 18° o.c. where walls without vertical reinforcing are poured separate from footing.
ANCHORAGG TO HARDENED CONCREiE
Where expansion anchors are specified, use "Hilti Kwik Bolt TZ" (reference ICC Report ESR-1917.)
Where epoxy anchars are specified, use "Hilti HIi-RE 500-SD" or "Simpson SET-XP" (reference ICC Report ESR-2322 and ESR-2508). Where screw anchors are specified, use "Simpsan Titen HD" (reference ICC report ESR-2713�. "Hilti HIT-RE
500", "Hilti HY-150", and "Simpson SET" may not be used, unless specifically pre-approved by the Structural Engineer. Use ASTM A193 Grade B7 threaded rod, unless otherwise noted. Holes must be cleaned of dust and debris and be free
of standing water when epoxy is installed. Special inspection of epoxy anchors is required. Do not cut any reinforcing bars to install anchors. Defective holes shall be filled solid with epaxy.
For any substitutions to the above, the wntractar shall submit to the Structural Engineer manufacturer's literature describing the anchors and listing ICC approved allowable shear and tension values.
Brick masonry veneer
Brick masonry veneer ancharage shall meet all requirements of ACI 530�ASCE 5�TMS 402 chapter 6. Anchor ties shall be corrosion resistant, and if made of corrugated sheet metal, shall have a minimum thickness of No. 22 gauge (0.03
inches) by 7/8 inch wide or, if of wire, shall be a minimum diometer of W1J (0.147 inches) with 2 inch bend extensions. Anchor ties shall extend into the veneer a minimum of 1.5 inches with at least a 5/8 inch mortar cover to outside
face. Anchor ties shall be spaced so as to support not more than 2 square feet of wall area but not more than 32 inches on center horizontally and 18 inches on center vertically. Horizonfal jaint reinforcement of ladder or tab type wire
shall be provitled.
Anchor ties shall have a lip or hook on the extended leg that will engage or enclose a horizontal joint reinforcement wire of W1.7 diameter or equivalent. The joint reinforcement shall be continuous with butt splices between ties permitted.
When applied over wood or light gauge stud construction, the studs shall be spaced a maximum of 16 inches on centers and approved paper shall first be applied over the sheathing or wires between studs. An air space of at least 1 inch
must be maintained between the backing ❑nd the veneer in which case temparary spot bedding may be used away from the ties to align the veneec Spot bedding ❑t the ties shall be af cement mortar entirely surrounding the ties.
STRUCTURAL STEEL
Wide flange shapes to be ASTM A992,Fy=50ksi.
Channels, angles, and plates to be ASTM A36, Fy=36 ksi.
Pipe columns to be ASTM A53, grode B, Fy=35 ksi.
HSS structural tube to be ASTM A500, grade B, Fy=46 ksi.
All steel except steel embedded in concrete shall be given one shop coat of opproved paint
Welds to be 3/16" minimum continuaus fillet, by certified welders using E70xx electrades.
All welding shall be performed in strict adherence to a wrilten welding procedure speci(ication (WPS) per AWS 01.1. All welding parameters shall be within the electrode manufacturer's recommendotions. Welding procedures shall be submitted to the
owner's testing agency for review before starting fabrication or erections. Copies of the WPS shall be an site and available to all welders and the special inspector.
For ASTM A6 group 3 shapes this a flange thickness of 1� inches or greater, graup 4 and 5 shapes, and built-up members with a plate thickness of 1� inches or greater, Charpy V-Notch testing shall be provided in accordance the ASTM A6
supplementary requirement S5 and per the AISC seismic provisions for structural steel buildings, with a minimum value of 20 foot - pounds at 70 degrees Fahrenheit Exceptions shown in AISC specification section A3.1.0 may be used for members that
are not part of the seismic force resisting system.
Steel to steel bolted connections are shown to be 6earing-type connections using A325 6olts with threads included in the shear plane. Hole size shall be in accordance with AISC specification for bearing connectian and bolts shall 6e tightened to
snug-tight condition.
Where bolts are noted A325SC, connections shall be friction-type cannections with bolts tensioned and using appropriate hardened steel washers as required by AISC standards.
Anchor bolts embedded in concrete or masonry are ASTM F1554 Grade 36, unless othenvise noted. 'Jse headed anchor bolts, not "J° bolts. Do not enlarge holes in base plate by burning. Bending of anchor bolts is permitted only with the prior
approval from the engineer.
High strength anchor bolts to be ASTM F1554, A354, or �STM At93 Grade B7, minimum yield strength per drawings. No welding to or bending af high strength anchor bolts is permitted.
Shear studs shall be °Tru-weld" (ICC # 3741) or °Nelson° (ICC # 2614.) Shear stud material and welding to be per AWS Dt.l.
Where not specifically shown by detail, wnnections shall be 6olted frame beam connections per AISC standards.
During erection, structural steel shall be secured from collapsing with temporary bracing.
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t 425.778.1530 21911 76th Ave W. Suite 210
f 425.774.7803 Edrroonds WA 98026
i nfo@tg ba rc h atects.co m
www.tg barch itects.com
exPiees 01 /09/2011
PETERSON STREHLE M ARTINSON, INC.
CONSULTING ENGINEERS
2200 BTH AVE SUITE BO1 PHONE (206)822-4680
S�EATTLE, WA 90121-18�39 FA}t (20B)622-0422
p sm�pam—eng ineera. c om
GENERAL NOTES
Submit shop drawings prepared by an experienced detailer for review prior ta fabrication. Shop drawings to 6e complete, showing all welds and material grades. Provide a plan location or detail reference for each shop drawing. For minor steel-to-steel connections of 12" and
smaller steel members: If an explicit connection is not shown on the structural drawings, detailer is to propose a connection similar to ihe wnnections on the drawings or per AISC standard connections. On the shop drawing, cloud the connection and state °verify." Shop
drawings �ot meeting these conditions will be rejected. Reuiew of shop drawings by the Engineer is for design intent only, nnd does not indude verification of dimensions and quantities. Verification of dimensions and quantities are the responsibility of the contractor.
Steel Fa6ricators and Detailers: Base bid to inclutle steel detailer and fabricator time and costs far routine construction questions. Routine construction questions include dimensional questions and minor framing questions. Rautine construction questions are part of the normal
construction process, and are to be included in the hase bid.
DEMAND GRITICAL WELDS
Where welds ❑re designated as demand critical, they shall be made with a filter metql capable of providing a minimum Charpy V-Notch (CVN) toughness of 20 ft-Ib (27 J) at - 20 `F (-29 °C), as determined by the appropriate AWS classification test method or monufacturer
certification, and 40 ft-16 (54 J) at 70 'F (21 ' C} as determined by AISC 341 Appendix X or other approved method. SMAW electrodes dassified in AWS A5.1 as E7�18 or E7018-X, SMAW electrodes classified in AWS A5.5 as E7018-C3L or E8018-C3, and GMAW salid
electrodes are exempted from production lot testing when the CVN toughness of the electrode equals or exceeds 20 ft-Ib (27 J) at a temperature not esceeding -20 °F (-29 °C) as determined by AWS classification test methods. The manufacturer's certificate of campliance
shall be considered sufficient evidence of ineeting this requirement.
COMPLCfF PENETRATIONS WELDS ON HEAVY SECTIONS:
ASTM A6 group 3 shapes with a flange thickness of i�� inches or greoter, group 4 and 5 ralled shapes, and plates exceeding 2-inch thickness used for built-up members, the following additio�al requirements sholl apply:
t. Mechanical properties of the in-place weld (filler metal) shall have Charpy V-Notch impact toughness of at least 20 food-pounds at 0 degrees Fahrenheit, and 4 foot-paunds at 70 degrees Fahrenheit.
2. Field welds may nat be applied over shop welds unless a manufactured approved compotible electrode is used in both the shop and field.
3. Backer plates for complete penetrations welds shall have run-off tabs without weld waws at tip of structural member.
4. Run-off tabs shall be removed and the affected area ground smoath ond tested far defects using the magnetic particle method.
5. All fusible backer plates used for welding elements of the seismic force resisting system, with the exception of column spaces, shall be removed from the top and bottom flange of all connections. The weld shall be back gouged, backwelded, and reinforced with a fillet weld.
The reinforcing fiilet shall have a minimum leg size of 5/16 inch or the root opening plus 1/iB inch, whichever is larger, magnetic particle testing shall be performed on the Pillet weld and tested as noted above.
STEEL JOISTS
The design, details and fabrication per SJI Specifications. Provide for uplift forces as shown on drawings. Joist manufacturer to submit shop drawings to the Engineer for review. Bndging to be located in all joist spans in aceordance with SJI Specifications. Sloped chord joists
to be designed by fobricator in accordance with general specificotions. Provide ceiling extensions where required. (See Architect's plans)
STEEL ROOF DECK
Shall be designed, manufactured and installed per Steel Deck Instltute Specifications to support superimpased load at a maximum live load deflection L/24Q. Ancharage to supporfs to be sufficient to resist wind uplift forces corresponding to design wind loads as noted under
°LIVE LQAdS", with o minimum value of 100 Ibs. per connectoc Welding pattern at the supports, perimeter and far diaphragm action to resist a minimum lateral force of 360 pounds per lineal foot to be submitted to the Architect for review. Contractor to provide steel header
at openings through deck to satisfactorily distribute loads ta supporting members.
CDMPOSITE STEEL FLODR DECK
The combined steel and concrete unit shall be capable of supporting superimposed total load of dead load plus live load as indicated under "LNE LOADS". The floor deck shall be fastened to the supports by 3/4�� diameter welds spaced not more than 12° o.c. across the width
of the panel or by headed studs welded through deck to steel beams. Side laps of adjacent unit shall be fastened at 2' - 0" o.c. Shoring requirements shflll be as determined by deck supplier and shall be the responsibility of the general contractoc Shop details to be
submitted to the Architect for review priar to fabrication.
CDLD FORMED STEEL (CFS�
Cold formed corhon or low-alloy steel framing members shall be manufactured by a member of the Steel Stud Manufacturers Association; SSMA, and shall comply with ICC report ER-4943P. All material shall be galvanized and conform to ASTM A653. All 12, 14, and 16 gauge
(97, 68 and 54 mils thick, respectively) materiol shall be Grade 50 (fy= 50 ksi). All 18, 20, 22, and 25 gauge (43�, 33, 27 ond 18 mils thick, respectively) material shall be Grade 33 (fy = 33 ksi). The design, installation and construction of load-bearing and non
load-bearing steel framing shall be in occordance with the current AISI Specification. Between joist supports, provide bridging as follows:
SPAN Min. No. of Rows
Up to 14 ft 1 row at mid-span
14 ft to 20 ft 2 rows at 1/3-points
20 ft to 26 ft 3 raws at 1/4-points
doists (roof, floor & ceiling as applicable) and track members shall be un-punched. Minimum thickness of top & bottom wall track and blocking shall be at least the same gauge as the wall studs attached to it.
CDLD FORMED STEEL (CFS) CONNECTORS
Screws shall be self-drilling, thread-cutting tapping screws conforming to SAE J78, with ICC approval. Penetration of screws through joined materials shall not be less than 3 exposed threads. Maximum screw spacing shall be no greater than 12" oc. Where plans and detalls
specify #8, #10  screws, they shall have the following properties:
#8 = 0.164" dia., 12 threads/inch (8-12)
#10 = 0.190" dia., 16 threads�inch (10-16)
#12 = 0.216" dia., 14 threads/inch (12-14}
Welding of CFS framing shall wnform to the requirements of AWS D1.3 and shall be performed by a welder certified in accordance with ANdS D1.3. Use E6Dxz electrodes.
Powder-actuated or low-velocity driven fasteners shall be Hilti "X-DNI" or "DS° connecting CFS to concrete, or Hilti °X-E�NI" or "DS" connecting CFS to structural steel, unless noted otherwise.
All substitutions shall have the written approval of the engineer af record prior to use.
SCOPE OF STRUCTUR4L ENGINEERING SERVICES
The Structural Engineer has performed the structural design and prepared the structural working drawings for this project. The construction must be performed in strict accordance wifh the siructural drawings. Any deviation from the drawings must be approved in writing by the
Structural Engineec Errors and/or omissions found on the structural drawings must be brought ta the Structural Engineer's attention immediately.
SCOPE OF STRUCTURAL ENGINEERING SERVICES
The Structural Engineer has performed the structural design and prepared the structural working drawings for this project The construction must be performed in strict accordance with the structural drawings. Any deviation from the drawings must be approved in
writing by the Structural Engineec Errors and/or omissions found on the structural drawings musl be brought to the Structural Engineer's attention immediately.
Architecturol drawings are the prime contract drewings. Structural drawinqs shall be used in conjunction with Architectural drawings. Primary structural elements are dimensioned an the Structural plans and details. The General Contractor shall verify and caordinate
dimensions among all drawings. Any discrepancies, contradictions, or omissions shall be reportetl to the Architect for resolution prior to proceeding with work ar fabrication oP the iiem(s) in question.
Ihe Structural Engineer is responsible for the design of the primary structural system, except for any components noted above. Responsibility for any secondary structural and non-structural systems not shawn on the structural plans rests with someone other than
the Structural Engineer.
The structure shown on these drawings is structurally sound only in its completed form. The Contractor shall provide all necessary bracing to stabilize the building during construction.
The Structural Engineer is nat responsible for, and will not have control of, construction means, methods, techniques, sequences or procedures, or for safety precautions and programs in connectio� with the construction work, nor will he be responsible for the
Contractor's failure to carry out the constructian work in accordance with the contract documents.
Field measurements and the verification of field dimensions are not part of the Structural Engineer's responsibility. The Contractor must check all (assumed� existing conditions shown on these drawings for accurocy and natify the Struclural Engineer oI any
discrepancies.
Omissions from the drawings or specifications or the inadvertent mislabeling of details of work which are manifestly necessary to carry out the intent of the drawings and specifications, or which are customarily performed, shall not relieve the Contractor from
performing such omitted or inadvertent mislabeled details of the work but they shall be performed as if fully and correctly set forth and described in the drawings and specificalions.
STEEL STAIRS
Reference Standards:
Conform to the IBC and the "Metal Stairs Manual" of the National Association of Architectural Metal Manufacturers.
MATERIALS
Structurol Steel (Shopes and Plates) ASTM A36
Sheet Steel ASTM A446, A570, or A611
Steel Railing ASIM A53 or A500
Bolts ASTM A325
Welds AWS Dl.l for structural steel
AWS D1.3 for sheet steel
Stud Shear Connectors Conform to AWS D7.1
Concrete Fill Conform to notes for "Cast in-place
Concrete" (Use minimum 3000 psi concrete.)*
Concrete Reinforcement Conform to notes for "Concrete
Reinforcement." Use minimum WWF 6x6-W1.4xW1.4 unless noted .
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STRUCTURAL DESIGN
Include treads and riser, stringers, landings, railings and all connections including conneclions to the primary structure unless noted. Design to support a live load of 100 psf or concentrated load of 300 Ibs at any location, whichever produces the greater stress.
Live load deflection shall not exceed 1/360 of the span. All inserts required for attachment to the structure shall be designed and provided by the cantractar. Submit to the structural engineer calculations and shop drowings stamped by a structurol engineer
licensed in the State of Washington.
ARCHITECTURAL DESIGN
Conform to shape and configuration shown on the architectural drawings. Consult the specifications for additional information.
DEFFRRED SUBMITTALS
The following items are considered to be deferred submittals under Section 106.3.4.2 of the International Building Code and must be submitted to the Architect or the Engineer for review. These items will then be forwarded to the Building Official for approval. The
deferred submittal items shall not be installed until their design ond submittal documents have been approved by the Building OfficiaL
• STEEL STAIRS
• STEEL JOISTS
• STEEL ROOF DECK
Island Hospital Medical Arts Pavilion
2122 24th S4reet - Anacortes, WA 98221
Issued For Bids + 100% Construction Documents
ISSUANCE
No , _ _ DescripYion _ Date�
,_�
3 90% Construction Documents � October
� 27, 2010
__ m.__._
4 Issued For Bids october
27, 2010
_ ._.. ... ...._.. .. ......__...._..
5 DOH Review Submittal Novembe
3, 2010
. ._ _...
$ Issued For Bials + Novemhe
100% Construction Documents 24, 2010
1a Conformed
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Island Hospital
Medical Arts Pavilion
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� GENERAL
� NOTES
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QUALIlY ASSURANCE PLAN
The Quality Assurance Plan includes all Special Inspections & Testing listed below.
CONTRACTOR RESPONSIBILITY
Each contractor responsible for the construction of the structure, or for any component requiring testing or special inspections, shall submit, prior to construction, a letter which includes:
1. Acknowledgement by the contractor of the quolity assurance plan.
2.Acknowledgment that control will be exercised to obtain conformance with the canstruction documents approved by the 6uilding official.
3.Procedures for exercising control within the contractor's organization, and methods ❑nd frequency of repohing cnd distribution of the report.
4.Identification and qualifications of the person(s) exercising such control and their position(s) within the organization.
This letter is to be submitted and approved prior to construction.
STRUCTURAL OBSERVATIONS
The Structurol Engineer of Record (SEOR) will observe the construction. At a minimum the SEOR will obseroe the project at the times below. Contractor will give the SEOR one weeks notice prior to the following activities:
L Covering of structural steel elements
SPECIAL INSPECTIONS — GENERAL
Special Inspector provide special inspections with the type and frequency nated below. Special Inspector to provide reports weekly to:
1. The Owner
2. The Architect
3.The Structural Englneer
4. The Controctor
STRUCTURAL TESTING — GENERAL
Testing Agency to provide reparts of the types below. Testing agency to distrioute reports to:
1. The Owner
2. The Architect
3.The Structural Engineer
4. The Contractor
SPECIAL WSPECTIONS — CONVENTIONAL (SHALLOW) FOUN�ATIONS
CLEMENT: Isolated Spread Footings supported fully on rock or soil
PERIOD: Provide all Special Inspections per "Concrete Construction" section.
ELEMENT: Continuous Concrete Footings fully supported an rock or sail
PERIOD: Provide all Special Inspections per "Concrete Construction" section
SPECIAL INSPECTIONS — CONCRE�E CONSTRUCTION
ELEMENT: Reinforcing Steel
PERIOD: Periodic Inspection prior to pauring of concrete. Special Inspector to verify reinforcing size�lowtion.
ELEMENT: Bolts in Concrete, including embedded bolts, and expansion and epoxy type anchors.
PERIOD: Continuous Special Inspection: Special Inspector verify size, grade, and embedment of bolt prior to pouring concrete. Verify hole is correct depth and clean for epoxy and expansion type anchors.
FLEMENT: At the time fresh concrete is sampled to fabricate specimens for strength tests, perform slump, air content, and determining temperature of fresh cancrete.
PERIOD: Continuous special inspection.
ELEMENT: Welding of Reinforcing Steel
PERIOD: Continuous special inspection.
ELGMENT: Inspection of concrete and shotcrete placement for proper application techniques.
PERIOD: Continuous special inspection.
ELEMENT: Inspection far maintenance of specified curing temperature and technique.
PERIOD: Periodic special inspection
ELEMENL• Erection of precast concrete members
PERIOD: Periodic special inspection. Special inspector to verify precast connections are per drawings.
ELEMENT: Slabs on grade
PERIOD: Special Inspection not required.
STRUCTURAL TESTWG — REWFORCING AND PRESTRESSWG STEEL
1. �Ihere A615 reinforcing steel is to be welded, chemicol tests shall be done to determine its weldability.
2. Certified mill test reports shall be provided for each shipment af reinfarcing steel noted on the plans as part of the Seismic Resistance System. Where A615 reinforcing steel is used in these elements, the testing requirements of
ACI 318 shall be met.
SPECIAL INSPECTIONS — STRUCTURAL STEEL CONSTRUCTION
ELEMENT: Welding Procedure
PERIOD: All welding shall be performed in strict adherence to a writlen welding procedure per AWS Dl.l. The welding procedure variables shall be wiihin the parameters established by the filler metol manufacturer. The variables
indude the amperage, voltage, travel speed, and shielding gas flow rate. Submit welding procedure for approval prior to beginning work. A copy of the welding procedure shall be kept at the jobsite.
ELEMENT: Welder Certification
PERIOD: Special Inspector to verify welder qualifications for type of welds and welding positions priar to work
ELEMENT: Welding Materials
PERIOD: Special Inspector to verify materials meet the welding pracedure prior to work
ELEMENT: Shop Welding
PERIOD: Special Inspections are not required where the fabricator is registered and approved to perform such work without speciol inspection. Approval shall be bosed upon review of the fabricator's written procedural and quolity
control manuals and periodic auditing of fabrication practices by an approved special inspection agency. At completion of fabrication, the approved fabricator shall submit a certificate of complionce to the building official stating that
the work was performed in accordance with the appraved constructian documents.
ELEMENT: Full—penetration and partial penetration field welds
PERIOD: Cantinuous Special Inspection
ELEMENi: Multiple poss fillet field welds
PERIOD: Continuous Special Inspection
ELEMENT: Single pass fillet field welds
PFRIOD: Special Inspector to provide Visual Inspection of all welds prior to eompletion
ELEMENT: Steel Deck Welding
PERIOD: Special Inspector to provide Visual Inspection of all welds prior to completion
ELEMENT: Welding of light—gage, cold—formed members
PERIOD: Special Inspector to provide Visual Inspection af all welds prior to completion
ELEMENL Welding of stairs and railings
PERIOD: Special Inspector to provide Visual Inspection of all welds prior to cornpletion
FLEMENT: Installation of high strength bolts (other than slip—critical or tension bolts)
PERIOD: Special Inspector shall verify that requirements for bolts, nuts, washers, and paint are met. Visual Inspection of all bolts prior to completion. Verify that the connected materials have been drawn together and properly
snugged.
ELEMENT: Additional Requirements for slip—critical or tension bolts
PERIOD: Special Inspectar shall observe the pre—installatian testing and calibratian pracedures, verify that all plies of connected materials ❑re drawn together and praperly snugged; and wntinuously monitor the installation of the bolts
to verify that procedure for installation is properly used to tighten bolts.
STRUCTURAL TESTING — STRUCTURAL STEEL
1. At structural steel members to be full penetration welded, test the area to be welded ultrasonically for discontinuities behind ❑nd adjacent to such welds after completion. Any material discontinuities shall be accepted ar rejected on
the basis of ASTM A435 or ASTM A898 (Level 1.) Submit to engineer for review.
2Complete penetration welds at beam—to—column connections and column splices shall use a weld filler material capable of providing a minimum Charpy V—notch toughness of 20 ft—Ibf at minus 20 degrees F and 40 ft—Ibf at 70
degrees F, as determined using approved �WS testing methods. Submit test data for review.
SPECIAL WSPECTIONS — COLD—FORMED STEEL CONSTRUCTI6N
ELEMENT: Welded light—gage connections
PERIOD: Special Inspector to provide Visual Inspection of all welds prior to completion
ELEMENT: Size and spacing of screws used in light gage connections
PERIOD: Special Inspector to provide Visual Inspection of a random sample of 10� of screwed connections prior to completion
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EXPIRES Ol/O9/2077
PETERSON STREHLE M ARTINSON, INC.
CONSULTING ENGINEEk2S
2200 8TH AVE SUITE 801 PHONE (208)B22-4680
SEATTLE, WA 98121-1649 FAX (20B)622-0422
psm�psm—engineera. com
Island Hospital Medical Arts Pavilion
2122 24th Street - Anacottes, WA 98221
Issued For Bids + 100% Construction Documents
ISSUANCE
No. DescrapYion �_ Date �
3 �� 90% Constructdon Documents � �ctober
27, 2010
_ _
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27, 2010
5 DOfi Review Submittal �� �ovembe
3 2010
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SEE PLAN FOR SLAB —
TIIICKNESS & REWF (lYP)
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SEE PLAN FOR SLAB —
THICKNESS & REINF (TYP)
_ zo'-o"oc (M,�)
_ �
Ye" x 1Yz" PREMOLDED CONT MASTIC
JOINT STRIP OR PREMOLDED CONST
JOINT (MAY BE SAW-CUT AT
CONTRACTORS QPTION, SAW-CUT AS
SOON AS SLAB HAS CURED ENOUGH
TO SUPPORT SAW-CUTTING
EQUIPMENT, & WITI-IIN 24 FIOURS
OF SL48 PQUR).
STOP SLAB REINF AT JOINT
PROVIDE Yz"0 x 2'-0° PLAIN
BAR AT 24"QC GOAT BAR TO
PREVENT BOND Vd/ CONC
�.:i __.. �,� I I I.:
COMPAGTf_� GRANULAR FILI SAWCUT BARS WITHOUT
BURRS OR GRIND SMOOTH
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�TE:
ANY JOINT MAY BE A CONTROL JOINT OR CONSTRUCTION JOIN'
AT CONTRACTORS OP110N.
3/4" = 1'-0"
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2. STFP FTG FA SIDE OF PIPE 50 SLEEVE & PIPE lNILL PENEfRATE STEM WALL.
3. CONC BACK FILL NOT REQUIRED BY STRUCTURAL ENGWEER UNDER NONBEARWG WALL F7G WHEN
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2122 24th Street - Anacortes, WA 98221
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f 425.774.7&03 Edmonds WA 98026
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'�, PETERSON TREHLE I V I ARTINSON, INC i
CONSULTING ENGINEEAS
' 2200 BTH AVE SUITE BO1 PHONE (206)822-4590 �+
: SEATTLE, WA 98121-1849 FAX (206)622-0422
_ psm�pam—engineera.com ,
SHTG PER AI
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16"� 24" MAX STUD
SPCG
5�= S� �� �
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DECK PERPENDICULAR TO BEAM
NOTES:
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ON THE FRAMING PLANS. [X—Y—Z] INDICATES NUMBER OF
STUDS ON A GIRDER BEfWEEN BEAM CONNECTION POWTS. NO
STUDS ARE REQUIRED WHERE NO DESIGNATION IS GNEN.
ADDITIONAL STUDS MAY BE REQUIRED TO MEET THE ABOVE
MAXIMUM SPACING REQUIREMENTS.
2. IF MULTIPLE STUD ROWS ARE REQUIRED. THE TRANSVERSE
SPACING SHALL BE 3" MINIMUM.
3. IF MULTIPLE STUD ROWS ARE REQUIRED BUT THE QUANTITY
DOES NOT REQUIRE TWO COMPLETE ROWS. THEN LAYOUT
DOUBLE STUD ROWS AT THE ENDS OF THE BEAM W� A SINGLE
STUD ROW IN THE CENTER OF THE BEAM.
TYPICAL STUD DETAIL _ _
t" = 1'-0°
NORMAL CROSS BRIDGING
BY JOIST MFGR
EA END �
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MECH DIJGT OR
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FOR CLARITY
PER PLAN (lYP)
PER PLAN
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3/4" — 1'-0"
SECTION
3/4" — 1'-0"
Island Hospital Medical Arts Pavilion
2122 24th Street - Anacortes, WA 98221
Issued For Bids + 100°fo Construction Documents
a �.S.SUi\Ni�.E
No. _ Description
3 90°lo Gonstruc4ion Docurnen4s
4 Issued For Bids
5 DOH Review Submittal
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3" RETURNS
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3/16
NOTE MAXIMUM BEAM REACTION MUST
NOT EXCEED 1500LBS
GRID
_ 12\ �nTP� L
MTL ROOP DECK
� PER PLAN
� L5X5X%s B1WN JOISTS (lYP)
(L3X2 Y�� LLH AT K JOISTS)
i6 2-12
CLADDING NOT SHOWN
FOR CLARIlY
WF PER PLAN
SECTION
SCALE: 1" = 1'-0"
SCALF: 1" = 1'-0"
Island Hospital Medical Arts Pavilion
2122 24th Street - Anacortes, WA 98221
Issued For Bids + 100% Construction Documents
DETAIL
SCALE: 1" = 1
s e
. I .
�
���
WF PER PLAN
LH JOIST
NOTE MAXIMUM BEAM REACTION MUST
NOT EXCEED 1500LBS
3/16 I/ �
3/8" BENT PL x 4°—
AT JOIST PANEL POWT
LH JOIST—
PER PLAN
DETAIL
SCALE: 1 ° = 1'-
4
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= Y
J '
�
o�
'L' PER TABLE "' �
(co�. wi�Ti i- 2") �
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' WF PER PLAN EA.SIDE OF COL
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WF PER PLAN
(GIRD[R)
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�
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. PL 3/8"x4x0'-6" W/
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PER DECK NOTES 3
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.
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SCALE: 3/4" = 1'—
SCALE: t ° = 1'-0"
MTL ROQF QECK NOT � 3��6 V2—�2
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WF BEAM PER PLAN
SECTION
SCALE: 3/4° = 1'-0"
�(2} 3/4"�J BOLTS AT LH JOIST—
(27 1/2 fd BOLTS AT K daIST
�
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SCALE 3/4" = 1'—
WELD
CK NOTFS
IJJUHIVI.0 P : - ; Island Hospital
No. Descn tion Date
3 90%ConstructionDocurroents °ctobef : Medical Arts Pavilion
_.__. _....._ _ .
2a, 20� o
� Octoher
4 Issued For Bids 2� 2010 '+
_.... TYPICAL
_
5 DOH Review Submittal November I
� .. ... . _.. ._ ..... _
3,2°'0 � DETAILS
$ Issued For Bids + November : �
100% Construction Documents 24, 2010 :
100%Construction Documents January ' ��
�Z ., Conformed Through RF1033 14,2011 :� �
_ __
_ S�IEET
w� PROJECT NO: _,�� 10046, NQ
p O PROJECT MANAGER: MV ;- �� ■�
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LH JOIST
PER PLAN
�
14GA CONN TAB (1YP)
tis PL (TYP}�
0
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3505162-43
� #8 SCREWS (TYP)
350T150-43
SEC�ION X
a° iecA sru� w/ (a) #�e
7 ��$ � SCRES FA END (TYP)
1/e i— METAL DECK PER PLAN
350S162-43 (TOP & —� <
BOT) & 350T150-43
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SCREWS AT 12"OC
i/a 2
i/a 2
SHEATNING PER ARCHT—
�
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PER PLAN
i /s 2
SUPPORT AT 4'-0"OC ��e 2
16GA x 2" FLNG TRACK Wf
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MEfAL STUD WALL DO NOT
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PER PLAN
WF BM/JOIST —
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, /a I�
t/a z
i/a 2
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METAL STUD WALL DO NOT
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MEfAL �ECK PER PL4N�
U� I V
WF BM�JOIST-
PER PLAN lYP
"SPAllER BAR"
� �
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A17ACH STUDS TO TOP TRACK
�
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16GA x 2" FLNG TRACK W/
(2) #8 SCREWS AT EACH
FLUTE
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�
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LENGTH RESTRICTION
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. 3 #$
INTERIOR NON-STRUCTURAL WALL LATERAL BRACING
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8'-0" MAX
1/8
� /a z
t /a z �
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W/ (4) {�8 SCREWS AT
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f 425.774.7803 Edmonds WA 98026
i nfo@tgbarch itects.com
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. �. � ,. .. , i • #�
1" = 1'-0"
ExPiaes 01 /09/2071
I PETERSON STREHLE MARTINSON, IN0. y
� CONSULTING ENGINEERS
2200 BTH AVE SUITE 601 PHONE (20B)622-4590 �
SEATTLE, WA 88121-1848 FAX (20B)822-0482
pem�p am—engineers. c om
STD HORIZ BRIDGING
14GA CLIP
(lYP)
L 4" x 18GA STUDS W/
�(4) #10 SCREWS AT �
EA END (TYP)
U
' 16GA x 2° RNG TRACK W/
(2) #8 SCREWS AT EACH
FLUTE
, SHEATHING PER ARCHT
�,'
NOTE:
DETAIL TO BE USED AT
NON-BEARING WTERIOR
WALLS ONLY
6" x 18GA METAL TRACK
W/ Y"0 x �" HILTI-KWIK
EXP BOLTS AT 4'-0"OC
(2) ��10 SCREWS TO EA
S1UD
I �
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MEfnL STUD WfiLL W/
6° x 20GA S�UOS AT
24"OC
�LR SLAB OR
SLAB ON GRADE
INTERIOR NON-STRUCTURAL WALL TO SLAB
.
1" = 1'-0"
EXTERIOR METAL STUD WALL NOTES:
1. 6" WALLS TO HAVE 6005162-33 STUDS AT i6"O.C. WITH 600T200-43 TOP AND BOTTOM TRACKS WITH (2)#8 SCREWS
TO EACN STUD.
2. 8" WALLS TO HAVE 8005162-33 STUDS AT 16"O.C. WITH 800T200-43 TOP AND 80TTOM TRACKS WITH (2)�8 SCREWS
TO EACH STUD.
3. SHEATHING ON BOTH SIDES ARE REQUIRED. IF SHEATHING ON ONE SIDE IS OMIrfED, CONTINUOUS BLOCKWG IS
REQUIRED AT 4'O�O.C.
4. USE HILTI XU TRACKS FASTENERS (ESR 2269) TO ATTACI-I TOP AND BOTTOM TRACKS TO SUPPORTS. USE (1)XU AT
16"O.C. WITH 1° EMBEQMENT AND 3" EDGE DISTANCE WHEN ATTACHING TO CONCRETE. USE (2)XU AT 16"O.C.
STAGGERED, WITH 1" EDGE DISTANCE, WHEN ATTACHING TO STEEL MEMBER.
5. USE (2)�8 SCREWS AT CACH DECK �LUTC WIIEN ATTACIIING A TRACK TO MEfAL DECK.
6. DEFLECTION COMPENSATING CONNFCTION AT TOP OF WAIL MUST BE PER SUPPLIED DE�AILS. SLOTTED 14GA TOP TRACK
WITH SCREVdS CENTERED IN HOLES MAY BE USED INSTEAD OF SOLI� TOP TRACK AS INDICATED IN DETAILS.
SHEATHING SHALL NOT BE CONNECTED TO DEFLECTION TRACK AND SHALL BE ATfACHED TO WALL STUDS WITH PROPER
CLFARANCES AS SHOWN IN TNE DETAILS.
7. SEE GENERAL NOTES FOR MORE INFORMATION.
STRUCTURAL ELEMENT
PER PLAN 1° (TYP)
U� I ''
n
��I �
METAL STUD BLKG W/ (2) �8
TO EA STUD. BLKG NOT REQD I
IF 'SPAllER' BAR IS USCD I
SHTG PER ARCHT, DO NOT
ATTACH TO TOP TRACK, KEEP
GAP BTWN TOP TRACK &
SHTG AS SHOWN
SLIPTRACK CONNECTION
. �. , � . ., , . � ��. �
-R MTL STUD SCHED
iGA UNPUNCHED TRACK
(2) #8 AT 12"flC
MTL DECK
- a
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ECTION X — X
3/4" = 1'-0"
C = %a° MAX
14 GA x 2" FLANGE TRAGK
W/ (2) HILTI 'XU' TRACK
FASIERS AI 16"OC TO
STRUCTURAL ELEMENTS
((2) �8 TO EACH DECK
FLUTE WHERE DECK OCCURS)
'SPAllER BAR'
METAL STUDS AT 16"OC
PER ARCHT. NO CONN TO
TOP TRACK
3" = 1'-0"
SHI
METAL STUD WALL
STRUCTURAL MEMBER
CLIPL4x4x 14GA
W/ (4) #10 SCREWS TO
EA STUD CNTRD IN VERT
SLOTTE� HOLES
�e� _ /��
EXTERIOR NON-BRG WALL TO STRUCTURAL CONNECTION
1" — 1'-0"
Island Hospital Medical Arts Pavilion
2122 24th Street - Anacortes, WA 98221
Issued For Bids + 100% Construction Documents
'JJV""" Island Hospital
,
No ; _...... Descnption , _ Date
3 90°/aConsiructionDocuments ?�c'tober 11A�.J��,a� �1 �$ PaVf���n
i 27, 2010 �r/ U
_....... � _ --
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4 Issued For Bids � ;
� _ �_
N''2010 � METAL $TUD WALL
5 DOH Review Submittal ovember
' 3,�°�° � DETAILS
$ Issued For Bids + November �
700%Construction Documents � 24, 2010 ��.
12 700%ConstrucfionDocumenfs�� January ; �
Conformed Through RF1033 14 2011
��� � �� � SHEET
y
UPROJECT NO: 10046 ��, NO
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(OR USE CONT KEY)
POUR THIS FACE
AGAINST UNDISTURBED
EARTH (NO FORM)
Nz
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STOP Y" HORIZ —� � �
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SIDE Of JOINT
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3" SEE ARCHT & CIVIL DRAWINGS FOR MORE WFO
TOP OF WALL 159.0
�
. /
�
SOIL PROPERTIES:
EQUIVALENT ACTNE FLUID PRESSURE = 35 PCF
EQUN�LENT PASSIVE RUID PRESSURE = 300 PCF
FOOTING TO SOIL FRICTION FACTOR = 0.4
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9'-0" 6'-6" 12" 2'-6° 3'-0" 1'-6" - - �5 � 6" �5 @ 12° �5 � 12° �5 Q 10" #5 C� 16" �{5 � 10" #5 � 16" -
7'-0" 5'-0" 12" 1'-6° 2'-6" 1'-6" - - �5 � 12" �5 {� 12° �5 � 12" �5 � 10" �5 C� 18° #5 � 10" �5 � 18" -
5'-0" 4'-0° 10" 1'-8" 1'-6" 1'-2° - - �5 C� 16" �5 0 16" �5 @ 16° �5 � 16" �5 Q 18" #5 � 16" �f 5� 18" -
3'-0" 3'-0° 10„ 8" 1,_6,. 1, 2„ - - �5 � 16" �5 fl i6" �5 � 16" �5 � 16" �5 � 18" �5 � 16" �5 � 18" -
NOTE
L TOP OF WALL MUST BE VERIFIED W/ CIVIL ENGG.
2. SEE 51.6 FOR MORE INFO
VALL 162.33
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'� PETZ:RSON STREE3LE M ARTINSON, INC.
. CONSULTING ENGIN�ERS
2200 BTH AVE SUITE�BO1 PHONE (206)622-4500
; SEATTLE, WA 96121-1849 FAX (206)B22-0422 :
q psm�pam—engineare.com
NORTH
�
NOTES:
t. XXX INDICATES TOP OF FOOTWG ELEVATION. TOP OF FTG MUST HAVE 6" MIN SOIL COVER.
2. SEE SCNEDULE FOR SIZE AND REINF IN WALL AND FfG.
' 3. COORDINATE W/ CIVI� AN� ARCHT DWG FOR LOCATION AND TOP & BOITOM OF RETAINING WALL ALL
DISCREPANCIES MUST NE BROUGHT TO ENGWEFR'S ATTENTION.
4. FOOTING NAY BE STEPPED AS REQD.
5. BACKFILL MUST BE COMPACTED PER GEOTECHNICAL REPORT.
6. BACKFILL TO BE FREE DRAINING ALL FiG DRAIN PER CIVIL AND GEOTECHNICAL GUIDANCE.
Island Hospital Medical Ar�s Pavilion
2122 24th Street - Anacortes, WA 9822'i
issued For Bicls + 100% Construction Documents
0
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_ _
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Description Date
90%ConstructionDocuments October �: Medical Arts Pavilion
27 2010 �
_ _ _ ` October � � —
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;.;
�,
November
DOH Review Submirtal � RETAI N I N G WALL
, 3 2010 � -
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FOOTING SCHEDULE
MARK SIZE REINFORCING
F3.0 3'-0" x 3'-0" x 1'-0" 4# 4 FA WAY
F4.0 4'-0" x 4'-D" x 1'-0" 4� 5 EA WAY
F4.OA 4'-0" x 4'-0" x 1'-6" 6� 5 EA WAY (B)
F5.0 5'-0" x 5'-0" x 1'-6" 5# 5 EA WAY
F5.5 5'-6" x 5'-6° x 1'-4° 7# 5 EA WAY
F6.5 6'-6" x 6'-6" x 2'-0" 9# 5 EA WAY
F7.0 7'-0" x 7'-0" x 1'-8" 7� 6 EA WAY
F7.5 7'-6° x 7'-6° x 1'-8" S� 6 EA WAY
F7.0/5.0 7'-0" x 5'-0" x 2'-p° �6 � 12" OC EW (B)
�5 Q 12" OC EW (T)
F8.0 8'-0" x 8'-0° x 1'-10" 9j� 6 EA WAY
F9.0 9'-0° x 9'-0" x 2'-0" 8� 7 EA WAY
10.0 10'-0° x 10'-0" x 2'-2" 10�J 7 EA WAY
. �
t 425.778.1530 2191 � 76th Ave W. S�ite 210
f 425.774.7803 Edmonds WA 98026
i nfo@tg ba rc h itects.co m
www.tg barch itecas.com
15'-8„
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15-8°
!,X
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FOUNDATIQN PLAN
SCALE: 1/8" = 1'-0"
FOOTING SCHEDULE
REWFORCING
MARK SIZE
BOTT BARS TOP BARS
F28.0�8.0 28'-Q" x 8'-0" x 2'-6" �6 � 9" OC (LQNG) �5 C� 12" OC (LONG)
___ ___ {�5 � 12" OC (SHORT) #5 @ 12" OC (SHORT)
F29.0�8.0 29'-Q' x 8'-0" x 2'-6" #6 � 9" OC (LdNG) �5 @ 12" OC (LONG)
#5 � �z" oc (si�oRr) #5 � iz" oc (si�oRr}
(5) �5 (LONG)
F6.0/4.0 6`-0" x 4`-0� x 1'-6" �7� �5 (SHORT} -
'�. PETERSON STREHLE MAEtTINSON, INQ '�.
: CONSULTING ENGINEERS �
'�. 2200 BTH �VE SUIT� 801 PAONE (206)622-4680 '
7 SEATTLE, WA 98121-1849 FAX (206)828-0422 ..
, p�m�pem-engineere.com '..
53'-1
a
A ,� �A 5
FOUNDATION NOTES
L FX.X INDICATES FOOTING MARK. SEE SCHEDULE FOR SIZE AND REINFORCEMENT.
2. xxx.xx INDICATES TOP OF FOOTING ELEVATION. GC SHALL VERIFY THAT BOTfOMS OR ALL FXTFRIOR
FOOTINGS BE 1'-6" BELOW FINISHED GRADE.
3. ALL EDGES SHALL HAVE THICKENED SLAB FOOTING, 1'-0" WIDE x 1'-6" BELOW GRADE, AND SHALL BE
REINFORCED WITN 2�5 CONTIONUOUS LONG BARS UNO.
4. COLUMN FOOTINGS SHALL BE CENTERED ON COLUMN UNLESS NOTED OTHERWISE.
5. COORDINATE WITH ARCHITECTURAL DRAWINGS FOR DIMENSIONS. DIMENSIONS ARE CONTROLLED BY
ARCIIT. ANY DISCREPANCY IN DIMENSION BTWN ARCHT AND STRUCT-DWG MUST BE BROUGHT TO
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8. CONTIONUOUS FOOTINGS MAY BE STEPPE� TO ACHIEVE MINIMUM DEPTH UNO.
9. 52.1 FOR ELEVATIONS OF LATERAL fORCE RESISTING SYSiEM.
10. SEE THE GENERAL NOTES AND SPECIAL INSPECTIONS ON SHEEf 51.0 AND S1.1 FOR ADDITIONAL
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11. SEE ARCHITECTURAL FOR RECESSED SLABS AT BATHROOMS, ENTRY MATS, AND OTHER CONDITIONS.
12. SEE 51.2 FOR TYPICAL DEIAILS.
13. BACKFILL FOR REfAINING WALL MUST BE FREE DRAINING W/ F�G DRAIN AND COMPACTED PER
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14. HSS4x4� SHALL BE USED AS ELEVATOR GUIDE RAIL SUPPORTS.
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2122 24th Street - Anaeortes, WA 98221
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