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Home My WebLink AboutBidSet-2009-Structural -STRUCTURALGENERALNOTES GENERAL REQUIREMENTS GOVERNING CODE: The "International Building Code QBC)", 2006 Edition, as adopted and modified by the City of Ancortes, IWashington shali govern design and construction. I REFERENCE STANDARDS: Reference to a specific section in a wde does not relieve the contractor from compliance with the entire standard. The Iatest edition ot the standard shal� be used unless a specific date is indicated. DEFINITION5: The following defini4ions cover the meanings of certain terms used in these notes: "ArchitecUEnqineer" - The Architect and the Structural Engineer of Record (SER). "Structural Enaineer of Record" (SER) - The structural engineer who is legally eligible to stamp 8 sign the structural documents for a 6uilding project. The SER is responsible for the design of the Primary Structural System. "Speciaitv Structural Enqineer" f SSE,� - A licensed professional engineer, not the SER, who performs specialty structural engineering services necessary for the structure to be completed and who has shown experience and training in the specifac speciatty. The generai contractor, subcontractor, or suppiier who is responsible for the design, fabrication and installation of speciafty-engineered elements shall retain the SSE. Submittais shall be stamped and signed by the�SSE. Documents stamped and signed by the SSE shali be�completed by or under the direct supervision of the SSE with a civil PE license issued by the State of Washington. "Submit for review" - Submit to the Architect/Engineer for review prior to fabrication or construction. "Per Plan" - Indicates references to the strudural plans, eievations and structural general notes. SPECIRCATIONS: Refer to the contract specifications for information in addition to that contained in these notes and the structural drawings. STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project and are not fntended to show all details of the work. ARCHITECTURAL DRAW INGS: Refer to the architectural drawings for information including but not limited to: dimensions, elevations, siopes, door and window openings, non-bearing walls, curtain walls, stairs, elevators, curbs, drains, depressions, railings, waterproofing, finishes and other nonstructural items. STRUCTURAL RESPONSIBILITIES: The structurel engineer is responsible for the strength and stability oF the primary structure in its completed form. CONTRACTOR RESPONSIBILITIES: The contractor is responsible for the means and methods of construction and ail job related safety standards such as QSHA and WSHA including those steel erection items specifically addressed in the tatest OSHA regulations. The contractor is responsible forihe strength and stability of the structure during construction and shall provide temporary shoring, bracing and other elements required to maintain stabiiity until the structure is complete. It is the contractor's responsibility to be familiar with the work required in the construction docume�ts and the requirements for executing it properly. The contractor shall, at his discretion, employ a Washington State registered civii engineer PE for design of temporary bracing and shoring. Bolting and field welding at all member connections is to be completed prior to the release of the member from the hoisting mechanism unless reviewed and approved by the General Contractor's temporary bracing and shoring design engineer. Submft construction seque�ce to Architect/Engineer for review. DEFERRED SUBMITTAL: The contractor shail submit plans per deferred su6mittal section below, showing the location, load, size and anchorage of alI hangers supporting all mechanical, electrical, plumbing or sprinkler loads in excess of 50 pounds. Ali roof- mounted equipment shall be included on these plans and shall show the Ioads, size and location. Submit plans as a deferred submittal per IBC Sec. 106.3.42, to the Architect/Engineer for review prior to installation. , I DISCREPANCIES: In case of discrepancfes between the Generai Notes, coritrad specifications and reference standards, the Architect/Engineer shall determine which shail govern. Discrepancies shall be brought to the attention of theArchitecUEngineer before proceeding �vith the work. Should any discrepancy be found in the Contract �ocuments, the Contractor w(II be deemed to have included in the price the most expensive way of compieting the work, unless prior to the submission of the price, the Contractor asks for a decision from the Architect as to which shall govem. Accordingty, any conflict in or between the Contract � Documents shall not be a basis for adjustment in the Contract Price. SITE VERIFICATION: The contractor shal! verify ali dimensions and conditions ai the site. Conflicts between the drawings and actual site conditions shall be brought to the attention of the Arcbitect/Engineer before proceeding �roith the work. CONSTRUCTION LOApS: Loads on the structure during constructio� shall not exceed the design loads as noted in DESIGN LOADS below or the capacity of partially completed construction. ADJACENT UTILITIES: The contractor shall determine the location of all adjacent underground utilities prior to earfhwork, foundations, shoring, and excavation. Any utility information shown on the drawings and details is approximate and not necessarily complete. DESIGN LOADS WIN� DESIGN: Basic Wind Speed 85 MPH, F�posure C, Building Category III Qw = 1.15) Speed-Up Effects Coeffi�ient: Kt = 1.0 transverse direction Kt = 1.0 longitudinal direction SEISMIC DESIGN: Seismic Use Group = II, le = 125 Mapped Spectral Response Acceterations (Short Period) Ss = 1.072g Mapped Spectral Response Accelerations (1-5econd Period} S1 = 0.369g SpecYral Response Coefficfent (Short Period) Sds = 0.643g Spectral Response Coefficient (1-5econd Period) Sd1 = 0.621g Seismic Design Category D Site Class E Seismic Importance Factor (I) 1.25 Seismic Force-Resistinq System Detailina R f2o Cd Special Reinforced Masonry Shearwalls 14.4 � 14.4.3 5 2'/ 3Y: Ordinary Steel Concentrically Braced Frames �4.1 3%a 2 3'/a Light-framed walls sheathed with steel sheets 14.1, 14.1.42, 7 2.5 4Y: SNOW LOAD: Snow Load Importa�ce Factor = i : . � 0 0 3 � 0 0 � � m 0 a` 'w � 0 � a m r O � � 0 N � DEFLECTIONS: DESIGN LIVE LOADS: Design Base Shear = Flat Roof Snow Load Pf = RoofTotal Load Deflection Limit: Roof Live load Qefiection Limit 192.9 KIPS (Seismic) 25 PSF, Snow Exposure Factor Ce = 'I.O, �.0, Thermal Factor = 1.0. U240 U360 AREA LIVE LOADS Roof (snow)... ... 25 PSF DEFERRED SUBMITTAL (Design-bv-Others� LOADS: All pre-engineered, prefabricated, manufactured, or other products designed by others shall be designed for the tributary dead and live loads plus wind and earthquake loads when applicable. Live, wind and earthquake loads are shown above. Totai design dead loads and deflection limits are shown below. In lieu of the cladding wind Ioads specified below, loads may be deter-mined per the design criteria above. Design shall conform to the specifications, reference standards and governing code. Roof Dead �oad 20 PSF - Total Deflection Limit See DESIGN REQUIREMENTS SUBMITTALS SUBMITTALS: Submittals of shop drawings, mill tests and product data for items, designed by the SSE, shall be made to the ArchitecVEnginee- (SER) prior to construction. The contractor shall review and stamp the submittal before fonvarding to the Architect(Engineer. Once the contractor has completed his review, the SER will review the submittal for generat conformance with the design of the building and will stamp the submittal accordingly. Submittals shall be made in time to provide a minimum of tv✓o- weeks for review by the ArchitectlEngineer. Submittals required for each section of these notes are specified in that section. SHOP DRAWING REVIEW: Review bythe ArchitectlEngineer is for general compfiance with the design concept and the contract documents. Dimensions and quantities are not reviewed by the SER, and therefore, must be verified by the General Contractor. Markings or comrr�ents shall not be construed as relieving the contractor from compliance with the project plans and specifications, nor departures there from. The contractor remains responsible for details and accuracy; for confirming and correiating all quantities and dimensfons; for selecting fabrication processes; for techniques of assembly; and for performing work in a secure manner. When shop drawings (component design drawings) differfrom or add to the requirements of the structural drawings they shall be designed and stamped by the responsible SSE. DEFERRED SUBMITTALS: Items designed by others shall include caiculations, code conformance, shop dra4vings (component design drawings) and product data. Design shall be prepared by the SSE and submitted to the Architect and SER for review prior to submission to :he city for approval. The SSE shall submit to the Architect/Engineer for review calculations and shop drawings (component design drawings) that are stamped and signed by the SSE. Once the contractor has compieted his review of Yhe SSE component drawings, the SER wili review the submittal for general conformance with the design of the building and wili stamp the 5-3.11 F UUNUA 1 IUN �ETAILS submittal accordingly. Review of the Specialty Structurai Engi�eer's (SSE) shop drawings (component design drawings) is for S-3.12 FOUNDATION QETAILS compliance with design criteria and compatibility with the design of the primary structure and does not relieve the SSE of responsibility for that design. The Deferred Submittal elements are normally fabricated off-site, require specialized equipment not S-3.21 STEEL FRAMING DETAIL usualiy available at a jobsite or require a proprietary process. All necessary bracing, ties, anchorage, proprietary products shall be S-3.22 STEEL FRAMING DETAILS furnished and installed per manufacturer's instructions or the SSE's design drawings and calculations. These elements include but are not �imited to: � S-3.23 �� STEE� FRAMING DETAILS ��u SJI doists and Girders �-3.31 CMU DETAILS Wire Rope Assemblies 5-3.41 CFMF QETAILS � CFM Systc`rri � " S-3.42 CFMF DETAILS �� L^'�� ' S-3.51 CABLE SUPPORTEQ CANOPY DETAILS 5-3.52 CABLE SUPPORTED CANOPY DETAILS SOUTHEAST PERSPECTIVE �y � Hutteball &OreHriluSE C401� Lake Washington Bivd. NE, Suite 320 Kirkland, WA 98033 p 425 828 8948 f 425 828 9067 �ATJ�N ST�UCTUR� ENGINEERING, LLC STRUCTURAL ENGINEERING CONSULTING ��c Nw aEowmcoa. OAK HfRBOR, WA 962Z� PN-(9fia)5M1405'4 FAX:fJGO)544-fle19 EmAL hzyCeowse@rinr com � i I I � i i ( �I i oI I ( � � � `v! � ( �� I � �� u I Iiy : cl I i� j oi � c i I�y; E � �' o � � I C I I � a � Q ! II ( o y ( �o m o � I � i � I � I REVISIONS p�y wAsgr 1� � ��' •- , e� �"o �,�, � ,,mmty,,, 0 � � �'�� we � ��,, ssss2 ��4��,R'� , �tiR 1 L C�%' �.C1 �SIONnT. E�� Nor�h�nrest Career & Technical ACat��'111]/ 160& R Avenue Anacortes, WA 98221 ANACORTES CAMPl1� Date 07-13-2D09 Project No. J08017 Designed HH�( � " T� CONFORMED BID SET . ` . .r � Sha2i ��C. S�os ■ � �^\ ;' 2 �'� 0 ro 0 'm 0 0 m � � 0 a 'w � C a c � Q c � c c � IX TESTS AND INSPECTIQNS WSPECTIONS All construction is subject to inspection bv the Buildinq Official in accordance with IBC Sec 108 The contractor shall coordinate all required inspections with the Buildinq Official SPECIAL INSPECTIONS: In addition to inspections required by the local jurisdiction per IBC Sec. 109, special inspectors shall, in accordance with IBC Sec. 109, shall be reviewed and approved by the Architect and EOR prior to commencement of work. Special inspectors shall be listed with WABO or shalf submit their credentials for review by the GC and design team. Additionally, the special inspectors shail, in accotdance with IBC - Chapter 17, inspect the foliowing structural work: Concrete � Penodic inspection of reinforcing steel. � Periodic inspection tluring the placing of reinforcing steel. � Continuous inspection prior to and during the placing of concrete around bolts and embeds- Periodic verification of the use of the required design mix. Continuous inspection during the sampling of fresh concrete and during slump, air content and temperature determinations. Continuous inspection during the placing of reinforced concrete. - Periodic inspection for maintenance of specified curing temperature and techniques. � Periodic verification of in-situ concrete strength prior to removai of shores and forms from beams and structural slabs. � Continuous inspection during the grouting operation of bolts or rebar dowels Structural Masonry � Periodic inspection of proportions of site -prepared moRar- Perfodic inspection of construction of mortarjoints. � Periodic inspection of location of relnforcement and connectors. � Periodic inspectton of size and location of structurai elements. � Periodic inspection of type, size and location of anchors including anchorage of masonry to structural members, frames or other construction. � Periodic Inspectlon of specified size, grade and type of reinforcement. � Periodic inspection of the protection of masonry during cold weather (temp- below 40 degrees F} or hot weather (temp. above 90 degrees F). Periodic inspection to ensure that grout space is dean. � Periodic inspection of placement of reinforoement and connectors. � Penodic inspection for the construction of moRar joints. � Continuaus inspection of grout placement and compliance with code and construction documents. Continuous inspection and observation of any required grout specimens, mortar specimens and/or prisms. Periodic inspection of compliance+r�ith required inspection provisions of the construction documents and the approved submittals. Stee{ During the welding of all members or connections except as noted in IBC Table 17D4.3. Continuous inspection during the welding of all elements of the seismio-force-resisting system in accordance with AISC Seismic. � Dunng the welding of reinforcing steel. - High-strength bolting shall be periodically inspected in accordance with AISC specifications and per IBC Sec. 1704.3.3. Confirmation of the fabricator's compliance to the AISC Quality Certification Program. �t/�2 1� Confirmation of the erector's compfiance to the shop drawing and erection sequence. �✓ Soils & Foundations � Dunng earth�rork excavatioq grading, pre-loading and filling operatfons to satisty requirements of IBC 17D4.i. � Prior to placing any reinforcing steel, the geotechnical engineer shall inspect all soil bearing surfaces per IBC Sec. 18o42 and 1804.3. Special Cases Embed placement in concrete. During grouting of adhesive anchors and reinforcing bars- Simpson SET High Strength Epoxy ESR#9772 or Power Fast+ High Strength Epoxy ESR-1531. The special inspection shall comply with Sec. 1704 of the code. For adhesive anchors, the special inspector must record product description (including product name), adhes�ve expiration date, concrete type and strength, anchor diameter and steel grade, compliance pf drill bit with this report, hole diameter, hole edge distance and spacing, deanliness of hole and anchor, adhesive application (including verificatlon of properly mixed adhesive) and anchor embedment. Hdditionally, the special inspector must state in the report supplied to the building official whether the anchor installation is In accordance with the manufacturer's published instructions and this evaluation report. The manufacturer's instructions are induded in each unit paekage of adhesive � Steel fabrication if not performed 6y "Approved Fabricators" as defined in IBC Sec. 1l042. � Continuous inspection during embed placement in concrete and masonry. Continuous inspection during grouting of adhesive anchors and reinforcing bars. Continuous inspection of steel fabriaation if not performed by "registered and approved fabricators" as defined fn IBC Sec. 170422. INSPECTION SUBMITTALS: Specfal inspection reports shall be provided on a weekly basis. Final special inspection reports wfll be required by each speciai inspection firm per IBC 1704.12. Submit copies of all inspection reports to the ArchitecVEngineer and the City of Anacortes Building Department for review. STRUCTURAL OBSERVATION: Structural Obseroation shaii be provided in Seismic Design Category p in accordance with IBC Sec. 1709 and Sea 106.3.4.1. Structural observation site visits will be as foilows: during foundation installation, braced frame and moment trame instalistion. Observation report copies will be distributed each time to the Architect and the City of Anacortes Building Department for review. QUALITY ASSURANCE (IBC Sec 1705): A Quality Assurance (QA) Plan for Seismic Resistance was prepared by the SER for the design team and GC review. The GC must review and return to the building department this plan, and acknowiedge, in writing, his responsibilities associated with this QA plan. This form must be signed and submitted priorto issuance ofthe building permit. 1) Lateral (Sefsmic) Force-Resisting Systems for this project � Special Reinfarced PVlasonry shear walls in each direction � Ordinary Steel Concentricaliy Braced Frame Light-framed walls sheathed with steel sheets. 2) Other Systems: � a. HVAC ductwork containing hazardous matenais and anchorage of such ductwork b. Suspended ceiling systems and their anchorage. 3) The designated seismic systems and seismic force resisting systems are subject to QA. Plan per IBC Sec. 1705.1. 4) The special inspection and testing to be provided per IBC Sec 1704 and 17D8 and other applicable standards of this code_ Refer to INSPEC710NS section in these notes. 5) The tyoe and frequency of testfng required. Refer to WSPECTIONS and SUBMITTAL sections for each material in these notes. 6) The type and frequency of spacial inspection required. Refer to INSPECTIONS and SUBMITTAL sections for each matenalin these notes 7) The required frequency and distribution of testing and special inspedion reports. Referto WSPECTIONS and SUBMITTA� sections for each material in these notes 8) The structurai observation to be pefformed. Refer to STRUCTURAL OBSERVATION section in these notes. 9} The required frequency and distribution of structural observation reports. Refer to STRUCTURAL OBSERVATION in theses notes. 10) The wntractor shall submit in writi�g the follov�ing: Acknowledgement of the awareness of the speciai inspection requirements contained in the QA Plan. � Acknowledgement that control v�ill be exercised to obtai� conformance with the construction documents approved by the building oificiaL Procedures for exercising control within the contractor's organization, the method and Freque�cy of reporting and the distnbution of the reports. � Identification and qualifications of ihe person exercising such control and their positions in the organization. PREFABRICATED CONSTRUCTION: All prefabricated construction shall conform to IBC Sec. 1703. SOILS AND FOUNDATIONS REFERENCE STANDARDS Contorm to IBC Chapter 18 "Foundations & Retaining Walls." GEOTECHNICAL REPORT: Recommendations contafned in "Geotechnical Engineering Report, Marine Skills Center, 1601 Q Avenue, Anacortes, WA" by GeoTest, Inc. dated 8/27/08 were used for design. GEOTECHNICAL INSPECTION: The Geotechnicai Engineer shall inspect all prepared soil bearing surtaces prior to placement of concrete and reinforcing steei and provide a letter to the owner stating that soils are adequate to support the "Allowable Foundation Pressure" shown below. DESIGN SOIL VALUES: Typicat Safety Factor per Soils Report 1.5 Allowable Foundation Pressure 1500 PSF Passive Iaterai Pressure 150 PSF/FT Coefficient of Siiding Friction 0.40 SLABS-ON-GRADE & FOUNDATIONS: AII foundation shall bear on structural compacted Pill or competent native sail per the geotechnical report. All slabs-on-grade shall be founded on appropriate subgrade preparation as noted i� the geotechnical report. Exterior perimeter footings shall bear not less than 18 inches 6elow finish grade, or by the geotechnical engineer and the building official. Interior footings shall bear not less than 18 inches below finish floor. FOOTiNG DEPTH: Tops of footings shall be as shown on plan� with vertical changes as indicated with steps in the footings. Locations of steps shown as approximate and shall be coordinated with the civfl grading plans to ensure that the exterior per�meter footings bear no less than 18 inches below finish grade or as otherwise indicated by the geotechnical englneer or building official. CONCRETE REFERENCE STANDARDS: Conform to: (9) ACI 301-96 "Standard Specifications for Strnctural Concrete", (2) BC Chapter 19-Co�crete, (3) ACI318-02I318R-05 RELD REFERENCE: The contractor shall keep a copy of ACI Field Reference manual, SP-15, "Standard Specifications for Structural Concrete (ACI 301) with Selected ACI and ASTM References." CONCRETE MIXTURES: Confoem to ACI 301 Sec. 4"Concrete Mixtures." MATERIALS: Conform to ACI 301 Sec. 4.2.1 "Materials" for requirements for cementitious materials, aggregates, mixing waYer and admixkures. SUBMITfALS: Provide aIl submittals required by ACI 301 Sec. 4.9 2. Submit mix desigos for each mix in the table below. TABLE OF MIX DESIGN REQUIREMENTS Member Strength TypelLocation (psi) Poundations Test Age Maximum Maximum Air (days) Aggregate W/C Ratio Content Foundations-spread footings 3000 28 (2fi0� used for design} Structural Elements � All Structural concrete Slabs-on-Grade and Sidewa0ks EMerior Interior Concrete Topping 300D 28 3000 28 4600 28 4000 28 1" 0.55 5'/°l0 ,�„ Q.55 -- 1" 0.55 5% 1" 0.50 -- '/a" 0.40 2% Mix Desiqn Notes: (1) W/C Ratfo: Water-cementitious material ratios shail be based on the total weight of cementitious materials. Ratios not shown i� the tabie above are controlled by strength requirements. (2) Cementltious ConYent: a) The use of fly ash, other pozzotans, silica fume, or slag shall conform to ACI 301 Sec 4.2.2.8.Maximum amount of fly ash shall be 20% of totai cementitious content unless reviewed and appraved otherwise by SER b) For concrete used in elevated floors, portland cement content shall conform to ACI 301 See 422.1. Acceptance of lower cement content is contingent on providing supporting data to the Architect/ Engineer for review and acceptance. (3) Air Cootent: Conform fo ACI 301 See 4.2.2.4. Horizontal exterior surfaces in contact with the soil require entrained air. Use °moderate exposure." Vertical exterior surfaces require "moderate exposure.° Tolerance is ±1 - 1'/ %. Air content shall be measured at point of placement. {4) Slump: Conform to ACI 301 See 422.2. Slump shali be determined at point of placement. (5) Shrinkage Limit: Concrete used in ele�ated slabs and beams shall have a shrinkage limit of .045% at 28 days measured in accordance with ASTM C157. {6) Chloride Content: Conform to ACI 301 See 4.4.T and Table 4.1.1 for "Other Reinforced Concrete Construction. (7) Non-chloride acceVerator. Non-chloride accelerating admixtare may be used in wncrete slabs piaced at ambient temperatures below 60°F at the contractor's option. FORP,�WORK: Conform to ACI 301 Sec. 2"Formwork and Form Accessories." Removal of Forms shall conform to Sea 2.3.2 except strength indica#ed in Sec. 2.32.5 shall be 0.75 f c. MEASURWG MIXING AND DELIVERY: Conform to ACI 3Q1 Sec. 4.3. HANDLING PLACING. CONSTRUCTING AND CURWG Conform to ACI 3D1 Sea 5. CONSTRUCTION JOINTS: Conform to ACI 301 Secs. 222.5, 5. L2.3a, 5.22.1 and 5.3.2.6. Construction joints shalt be located and detailed as on the cor�structfon drawings. Use of an acceptabfe adhesive, surface retarder, portland cement grout or roughening the surface is not required unless specifically noted on the drawings. EMBEDDED ITEMS: Position and secure in place expansion joint materiai, anchors and other s#ructural and non-structurai embedded items before placing concrete. Contractor shall referto mechanical, electrical, plumbing and arohitectural drawings and coordinate other embedded items. GROUT: Use 5000-psi non-shrink grout #or column base plates. TESTING AND ACCEPTANCE: Testinq: Obtain samples and condud tests in accordance with ACI 301 Sec 1.6.42. Additional samples may be required to obtain concrete strengths at alternate lntervals than shown below. Cure 4 cylinders for 28-day±est age. Test 1 cylinder at 7 days, test 2 cylinders at 28 days, and hold 1 cylinder in reserve for use as the Engineer directs. After 56 days, uniess notified by the Engineer to the contrary, the reserve cylinder may be discarded without being tested for specimens meeting 28-day strength requirements. Acceptance. Strength is satisfactory when: (1) The averages of all sets of 3 consecutive tests equai or exceed the specified strength. (2} No individual test falls below the specified strength by more than 500-psi .A "tesY' for acceptance� is the average strength af the hvo cylinders tested at the specified test age. CONCRETEREINFORCEMENT REFERENCE STANDARDS: Canform to: (1) ACI 301-99 "Standard Specifications for Structurai Co�crete", Section 3"Reinforcement and ReinforcemerSupports." (2) ACI 5P-66 "ACI Detailing Manual" induding ACI 315 "Detai(s and Detailing of Concrete Reinforcement." (3) CRSI MSP-2-98 "Manual of Standard Practice." (4) ANSI/AWS D1.4 "Structural Weiding Code - Reinforcing Steel" (5} IBC Chapter 19-Concrete. (6) ACI 318-lafest edition. SUBMITTALS: Conform to ACI 361 Sec. 3.1.1 "Submittals, data and drewings." Submit placing drawings showing fabrication dimensions and locations for placement of reinforcement and reiniorcement supports. MATERIALS: Reinforcing Bars RSTM A615, Grade 60, deformed bars. Weldable Reinforcing BarsASTM A706, Grade 6Q deformed bars. Smooth Welded Wire Fabric ASTM A1SS Deformed Welded Wire Fabric ASTM A497 Bar Supports CRSI MSP-2-98, Chapter 3"Bar Supports." Tie Wire 16.5 gage or heavier, black annealed. Fibrous Reinforcement Fibermesh or Approved Equivalent (See CIP CONCRETE for specifications) FABRICATION: Conform to ACI 301, Sec 3.22. "Fabrication", and ACI SP-66 "ACI Detailing Manuai" WELDWG: 8ars shall not be welded unless authorized. When authorized, conform to AC� 301, Sec. 3222. "Weiding" and provide ASTM A706, grade 60 reinforcement. PLACING Conform to ACI 301, Sec. 3.32 "Placement." Placing tolerances shall conform to Sec. 3.3.2.1 . "Tolerances ." CONCRETE COVER: Conform to the following cover requirements from AG 301, Table 3.32.3: Concrete cast against earth 3" Concrete exposed to eaRh or weather 2" Slab, Waiis, JoisYs '/a" Beams/Columns 1'f" SPLICES Conform to ACI 301, Sec. 3.32]. Refer to "Lap Splice Schedule" fortypical splices. The splices indicated on individual sheets control over fhe schedule. Use Class B splices unless noted. Mechanical connections may be used when approved by the Engineer. FIEL� BENDING Conform to ACI 301 Sec. 3.32.8. "Field Bending or Straightening" Bar sizes #3 through #5 may be field bent cold the firs{ time. Other bars require preheating. Do not twist bars. STRUCTUR�4L STEEL DESIGN STANDARDS: Structural steel for this project is designed in accordance with: AISC -"Manual of Steel Construction, Load and Resistance Factor Design (LRFDj, Thirteenth Edition (2005), Type 2, "Unrestrained Free-Ended Framing". REFERENCE STANDARDS: Conform to: 1) AISG Specification: AISC-LRFD (2005)'Specification for Structural Steel Buiidings". 2) AISC Code: "Code of Standard Practice for Steel Buildings & Bridges: March 7, 2000. 3) Bolt Specification: RCSC "Specification for Structural Joints using ASTM A325 or A490 Bolts" June 30, 2004. 4) Weiding Code: AWS D1.1-20D6 "Structural Welding Code - Steei.' 5) ASCE 3-84 .Standard forthe Structural Design of Composite Slabs.' ;,� ,��) AISC Seismic: Seismic Provisions for Structurai Steel Buildings including Suppiement No2, Nov. 16, 2005. � � �� ASCE 19-96 "Structural Applications of Steel Cables for Buildings" � `>n i %\�J \��i SUBMITTALS: 1) Submit shop drawings in accordance with AISG - ASD (1989) Specification Sec. M1 "Shop Dravdings" and AISC "Code of Standard Practice... "Section 42". 2) Submit welder's certificates verifying qualification within pasf 12 months. MATERIALS: Structural WF Shapes. ASTM A992 Fy = 50 ksi Other Structural Shapes ASTM A36 Fy = 36 ksi Bars & Plates ASTM A36 Fy = 36 ksi Steel Pipe, 12" NPS and less ASTM A53, Grade B Fy = 35 ksi Strucfural Tubing - Round HSS > 12" dia ASTM A500, Grade B Fy = 46 ksi �_Structural Tubing - Square/Rect HSS ASTM A500, Grade B Fy = 46 ksi �ti� � ✓' �� I and Helicai Y� ��Zino-Coated Paralle r✓�- Y �/2\ Steel Wire Structural Strand. ASTM A586, Grade 1, Class Athroughout � Zinc-Coated Steel Structural Wire Rope. A3TM A603, Grade 1, Class Athroughout � \w High-Strength Bolts (HSB) ASTM A325 or ASTM F1852, Type 1, P1ain ��-^_f� Nuts ASTM A563 or ASTM A194 Grade 2H Washers (flat or beveled) ASTM F436 Anchor Rods (J-type, headed or threaded) ASTM F1554, Grade 36 Threaded Rods (ASTM F1554, Gr 36) ASTM A36, Gr 36, Fy = 36 ksi Headed Anchor Studs (HAS) ASTM A108 Deformed Bar Anchors (DBA) ASTM A496 Fy = 7D ksi Welding Electrodes E70XX Powder Actuated Fasteners (PAF) Hilti or SER approved equal with current ICBO report Expansion Anchors (EB) Hilti or SER approved equal wlth current ICBO report Concrete Screw Anchor (CSA) Powers Wedge-Bolt� or SER approved equal with current ICBO report. � Adhesive Anchors (AA) Simpson SET, Power-Fast or SER approved equal with current ICBO report WELDING Conform to AWS D1.1. Welders shall 6e certified in accordance with AWS and WABO requirements. Use E70 electrodes of type required for materials to be weided. HIGH-STRENGTH BOLTING: High Strength bolts shall be installed per Joint Type ST -"snug tighY per RCSC Specification 5ection 4. ASTM A325 bolts shall co�form to the RCSC Specification Section 2 designed with ASTM A325-N bofts -°threads included in the shear plane". ANCHORAGE to CONCRETE: Anchor Boits shall conform to IBC 2205. ANCHORS RODS and BASE PLATES: Anchor rods shall be provided cast-In-place as indicated on drawings unless otherwise approved by the Engineec All columns (vertical member assemblies weighing over 300 pounds) shall be provided with a minimum of four anchor rods. HEADED ANCHOR STUDS (HASl: All headed anchor studs welded to plates embedded or cast into concrete, shall be 1I2" diameterx 6" long unless noted otherwise or drawings. Nominal stud lengths shall be as shown on drawing. Headed steel studs shall bewelded in accordance with AVVS D1.1 Chapter 7"Stud Welding" EXPANSION or ADHESNE ANCHORS Expansion and adhesive anchors shall be as specified or SER appraved equal with current ICBO report Instali anchors in strict accordance to ICBO report and manufacturers instructions. �rilled-in anchor embedment lengths shall be as shown on drawings, or not less than 9 times the anchor naminai diameter (9D). Cast-in-place anchors shali not be less than 12 times the anchor diameter (12D) unless shown otherwise on the drawings. Use acrylic anchors of equivalent strength when base material falls below 40 degrees F. Expansion or adhesive anchors shall �ot be instailed in post-tensioned slabs without verification of tendon location and approval form the SER. FABRICATION / ERECTION: Conform to AISC Specification Sea M2 "Fabrication" and AISC Code Sea 6"Fabrication and Delivery" and AISC Code Sec. 8"Quality ControL" The fabricator and erector shall maintain a quality control program to the extent deemed necessary so that all of the work is performed in accordance with this Code, the AISC Specificatioq and the contract documents. The fabricator has the option to use the AISC Quality Certification Program in establishing and administering the quaiity control program. When the owner requires more extensive quality control or independent inspection by qualified personnel, or requires the fabricator to be certified by the AISC Quality Certifications Program, this shall ba clearly noted on the contract documents including the scope of the inspection. SHOP PAINTING Conform to AISC. Specification Sec. M2 and AISC Code Sec. 6.5 uniess a multi-coat system is required per the project speciiications. Do not paint steel to be embedded in concrete, fireproofed, or concealed by tfie interior building finish, Do not paint surtaces to be field welded or where slip-critical bofts are specified. All other interior steel shall be painted with one coat of shop primer as per the project specifications. All exposed exterior steei shall be painted with an exteriar multi-cost system as per the project specifications. Field touch-up painting shall be with primer as per the project specifications for exposed interior surfaces and as per the project specifications for exposed exterior surfaces. All steel shall be painted unless noted otherv✓ise on the drawings or in the project speeitications. GALVANIZING: All exposed steel autside the building envelope shall be hot-dipped galvanized. Apply field touch-ups per specifications ERECTION: Conform to AISC Specification Sea M4 "Erection" and AISC Code Sea7 "Erection." Steei work shali be carried up true and plumb within the limits defined in F41SC Code Sec 7_11. BRACING and SAFETY PROTECTION: The contractor shall provide temporary bracing and safety protection required by AISC Specification Sec. M4.2'Bracing" and AISC Code Sec. 7.10 and 7.11 for "Temporary Support of 5tructural Steel Frames" and "Safety Protection." REINFORCED UNIT MASONRY REFERENCE STANDARDS: Conform to: (1) IBC Chapter 21 "Masonry." (2) ACI 530-02/ASCE 5-02/TMS 402-02 "Building Code Requirements for Masonry Structures." Herein referenced as ACI 530-02. (3) ACI 530.1-02lASCE 6-02lTMS 602-02 "Specification for Masonry Structures." Herein referenced as ACI 530.1-02. SUBMITTALS: Conform to ACI 530.1 Sec. 1.5. Submit shop dra+roings for review induding: �(1) Masonry reinforcement, size, layout, and grade in accordance with ACI 530.1 Sec. 1.5.6.2a and certificates of compiiance in accordance vrith ACI 530.1 Sec 1.5.B2b, See 1.5.B.2c and Sec 1.5.B.2b (2) Letters of certifications for block and grout. STRENGTH: The assumed strength of the masonry assembiage, fm, is 1500 psi based on IBC Sea 21052212 for concrete masonry MATERIALS: 1) Concrete Masonry Unifs_ Conform to ASTM C 9Q Grade N-1, medium weighf (approx. 115 PCF}. Provide 1900 psi compressive strength to achieve masonry assembly strength indicated above under STRENGTH. 2) Mortar: Conform to ASTM C270, Type S, and IBC Sec 2103.7 "Mortar-" Proportions may be based on laboratory or field experience orIBC Table 2103.7{1). 3) Grout: Conform to ASTM C476 and IBC Sea 2103.10. Use fine grout except coarse grout may be used where permitted by ACl 530-02 Table 1.15.9. 4) Reinforcina Bars: Conform to ASTM A615, Grade 60, deformed bars unless noted. Lap bars as noted on plans. Piace in accordance with IBC Sec. 2104.9.1 and ACI 530-02 Sec. 1.12. QUALlTY ASSURANCE: Conform to IBC Sec. 2105 "Quality Assurance". 1) Masonry Units: A �etter of certlfication from the manufacturer of the units shail be provided to the SER at the time of, or prior to, the delivery of the units to the jobsite to ensiare the units have been tested according to ASTM C 940 and comply with the compressive strength specified above and ASTM C 90. 2) Mortar: No mortartesting is required. 3) Grout: A letter of certification from the supplier ot the grout shall be provided to the SER at the time of, or prior to, delivery of the grout to the jobsite to ensure that the grout complies with ASTM C 476. SPECIAL INSPECTION: Special Inspections shall be performed per TESTS AND INSPECTIONS above. ANCHOR TIES: Consult architecturai drawings for masonry anchor ties not induded on the structural drawings. CONSTRUCTION: Masonry shall be constructed in accordance with IBC Sec. 2104 "Construction", and ACI 530.1 Part 3"Execution.' BLOCK PATTERN: Use running bond unless noted. For stack bond, follow criteria in ACI 530-02 Sec. 1.11. MASONRY REINFORCWG STEEL: Reinforcing shall conform to IBC Section 2903.11. Deformed bars shall be Grade 60 un�ess otherwise noted, and shall be securely placed in accordance with IBC Sections 2104.1.1, 21Q6, and 2107. Unless otherwise noted o�i the pians, the minimum wall reinforcement shall be as foilaws: Horizontal Bars Wall Thickness Vertical Bars Running Bond Stack Bond 4" #4@48"OC #4@48"OC #A@40"OC 6" #4 @ 32" OC #5 @ 48" OC #6 @ 48" OC 8" #5 @ 32" OC (2)#4 @ 48" OC (2)#5 @ 48" OC Bond beams with horizontai bar or bars shall be provided at 48 inches on center and at all tioor and roof lines and at the top of the wall. Provide a bond beam with horizontal bar or bars over all openings, and extend these bars 2'-Q" past the opening at each side. Provide a bar or bars vertically for the full height of the wall at each side of openings, waA ends and intersections. Dowels to masonry walls shall be embedded a minimum ofi 1'.6" or hooked into the supporting structure and be of the same size and spacing as wall reinforcing. Reinforcing steel shaii be as specified under "Masonry Reinforcing Steef." Provide corner bars to match the horizontai wall reinforcing at wall inYersections. All bars shall be lapped a minimum 48 diameters or 1'-6" mioimum unless noted on the plans. GROUTE6 CELLS: Fill all cells with grout at maxtmum 5'-0" lifts, unless noted otherwise. Reference ACI 530.1 Part 3.5 for masonry grouting procedures. M Hut eb 11 � �reHmus 4010 Lake Washington Blvd. NE, Suite 320 Kirkland, �NA 98033 � 4 067 � p 425 828 8948 f 25 828 9 v11TSON STRUCTUR� ENGINEERING, LLC STRUCTURAL ENGINEERING CQNSULTING iC62 NW REOWINQ OR. OAKHAft80R,WA999i PH'.(380)`485]4 FAiC.(�60�54dA6�e eman� �avae�v,�cm9�.�om REV�SIONS w° r� .NGa U� ! `° �) ° I / �� zl �� 4/ � ��, snssz r� � ��+kA_L E��/1,S�V S`slo�rar. E�� Northwesi C�reer � ��C�'tItlC�f Academy 1606 R Avenu� Alla1G01"t�S, WA 9�2�'� , � �. � � t. .. �. Date Project No. Designed Drawn 07-13-2009 J08017 HHW HHW � •" � � — � i . ' . r : : . .. : � 1 � Shezt Plc, S 0�� % \�� /2� i: N I�I -o � �, � F z w � � U O 0 0 m d H U Z � � v M 0 N � � 0 N m MINIMUM WALL REINFORCING SIZE CURTAIN VERTICAL HORIZONTAL CONCRE�E 6" SINGLE #4 @ 18" O.C. #4 @ 16" O.C. 8" SINGLE #4 @ 18" O.C. #4 @ 12" O.C. 10" SINGLE #5 @ 18" O.C. #5 @ 15" O.C. 12" pOUBLE #4 @ 18" O.C. #4 @ 16" O.C. MASONRY � 4" SINGLE #3 @ 24" O.C. "K-WEB" @ 16" O.C. * 6" SWGLE #4 @ 48" O.C. 2-#4 @ 48" O.C. 8" SINGL� #5 @ 48" QC. 2-#5 @ 48" O.C. 1C" SINGLE #5 @ 32" O.C. 2-#5 @ 48" O.C. 12" SINGLE #6 @ 48" O.C. 2-#6 @ 48" O_C. NOTE: SIZE AND SPACING ON THIS TABLE ARE MINIMUMS - REFER TO PLANS FOR AREAS WITH WCREASED REINFORCING ' STD. "K-WEB" W/ 2-9 GA. WIRES ALL REINF. TO BE GRADE 60 EXCEf'T #3 AND SMALLER WHICH MAY BE GRADE 40_ CQNC/CMU REINF. SCHD. � CONC. OR C.M.U. MIN. EMBED BOLT EMBEDMENT �I, _ _ SCHEDULE (U.N_O.}_ __ ; - -- --- � - - —� Stt SCHtu. gOLT MIN. A.B. MIN. E.B. ' MIN. AA. MIN. C.S.A. � � ANCHOR SIZE EMBED EMBED I EMBED EMBED � - BOLT (A.B.) 3/8"PJ 3" 2-1/2" 3-1l2" 2-1/2" i -- a 1/2"�-- 4__ 3�� _ 4-1/2" 3�� MIN. EMBED 5/8"� 4" 4" 5" 4" I SEE SCHED. 3/4"� 5" 5" 6-5/8" 4-1l2" � - � EXPANSION 7/g^q 6" 6" 6-5l8"� ' -- BOLT (E.B.) - - �� , 6�� 8-1/4" I � .----- ---- ----- I MIN.EMBED NOTE: SEE SCHED. 1. PROVIDE MIN. 12 DIA. SPACING BETWEEN BOLTS ANa ADHESIVE MIN. 6 DIA. EDGE DISTANCE (U.N.O.) __= ANCHOR (A.A.) MIN. EMBED 2. E.B. OR A.A. MUST BE IN GROUTED CONCRETE SCREW CELL OF CMU. IF NECESSARY, � ANCHOR (C.S.A.J BREAK OUT FACE SHELL AND GROUT FOR ANCHOR BOLTS C 3. A.A. REQUIRE SPECIAL INSPECTION J 4. C.S.A. SEE GENERFlL NOTES FOR MFR. BOLT EMBEDMENT SCHD9L. � _ � � d �=�z W J W � ��OW Z ��QO w m�QO �w�� U�Q� ��_ W�Ow � `\ z ¢�� o� v¢ TYPICAL WALL REWF. SEE SCHEOULE OR PLAN 40 DIA. (2'-3" MIN.) �- SEE MASONRY LINTEL �--a� ,` SCHEDULE FOR REINF. nnAs. / OPN'G �� #5 MIN. HORIZ. BAR SAME SIZE AS TYP. WALL REINF. .•• , , • MAS. �PN'< � �� DOW ELS N.T.S. � 1x2 CONT. KEY AND #4x3'-D" li �OWELS @ 48" Q.C. WHERE SLAB i JOINT OCCURS AT WALL (SEE PLAN) i � R i i � VERT. DOWELS SAME SIZE AND SPACING AS WALL REINF. SEE �� \ � S-0.21 �V�' % i �/ wl GROUT SOLID �, � - =� v � 8" ( �2^ ( �- z-#5 CONT. � THICKENED SLAB CONTINUOUS FOOTING NOTE CONTRACTOR'S OPTION TO USE THICKENED SLAB OR CONTINUOUS FOOTWG TYP NON-STRUCTURAL C11�U WALL Sl1PPORT N.T.S. TRUE STRAIGHT LINE � FORMED WITH 1%<" �� S J DEEP GROOVING TOOL �\ i-� COLD JOINT BTWN. POURS TYPICAL 5" SLAB JOWT 2�#5 EACH SIDE EXTEN�ED 2'-0" F OPENING OR AS AS POSSIBLE WI" STD.HOOK(TYP. REINFORCING Al OPENINGS HAViP AREA GREATER' 2 SQ. FT. OR EITF DIMENSION GREi THAN 1'-6". • • r • ► 1/ l ; N.T.S. �TRUE STRAIGHT LINE FORMED WITH 1" �EEP GROOV WG TOOL �\ I U � �' ; i- RADIUS EDGE � ; --X X ` � X —X� -I I �_..__I � i � I � I_- I i TOOLED GROOVE � TRUE STRAIGHT LINE � � I � I �- RADIUS EDGE x X -x--x — ! -- — -- � I�� I� 1XL CONT. KEY OR POlJR STOP "gURKE" KEYED KOLD NOTE: CONTRACTORS OPTION, TOOL JOINT OR EQUAL JOINT OR POUR STOP. MAX. SPACING 15'-0" O.C. EA. WAY. CENTER UNDER WALLS AND ON COLUMN LINES. SLAB TO BE POURED W/OUT REENTRANT CORNERS. SEE SLAB JOINT �P,YOUT S-1.12 TYPICAL 4°° �LAB JOINT „, JAR (SAWHD END) @ 12" O.C. CTR. ON JOINT. COAT 1- END TO PREVENT CONC. BOND. N.T.S. N:1.5. 5J I ��.. � ti��. i � . ��- � � �% , --� . � � � � �� I � I � �_ � v� ` � � � � ' <n ., � �� --J�i ��, � � i SONOTUBE FORM � r� PLYWOO� FORM �(CONTRACTORS OPTION) � SI J TYPPCAL ISOLATION JI�INT AT CfJLUNINS NOTE: MASONRY CONTROL JpINTS SHALL � NOT BE LOCATED CLOSER THAN 5'_0" TO JAMB. JAMB REINF. FULL HEIGHT ,-- SOLID GROUT ALL CELLS EA. SIDE OF OPENING. �\ i OF MASONRY LINTEL �� !'' � O � � TYP. WALL - REINF. � ABOVE MAS. LINTEL � TOP BAR — STIRRUPS pi � ( BOT_ BAR MAS. OPNG. "L" j�\ 40 DIAM. {2'-0" MIN.) CLOSED LINTEL BLOCK ELEVATION SECTION lYPiCA� C.M.U. LINTEL REINFORCEMENT TYPICAL C.M.U. LINTE� REIN�ORCEIVIENT N.T.S. CL COL. & FTG. NOTE: PROTECT ALL EXPOSED STEEL BELOW GRADE W/ COATWG OF ASPHALTIC EMULSION OR 6" MIN. i i' CONCRETE COVER. � � ' i i i i il � - i i � I I � i � �i �+J i i i i i i i i i i % x-- x--- x— I: i � - p � i; � i % SEE PLANS AND COLUMN SCHD'L FOR BASE PLATE AN� ANCHOR BdLTS SIZE _T.O.S.� > _T.O. F.� MASQNRY LINTEL SCHEDULE � MASONRY LINTEL5IZE REINFORCEMENT � OPNG."L" °g^ X��p^ BOT. BARS STIRRUPS TOP BARS 6" x 16" 2-#4 � -- I LESS THV,N 4'-0" � 8° x 16" 2-#5 --- 6° x 16" ' 2-#4 #3 @ 8" O.C. 4'-9" TO 6'-0" 8" x 16" � 2-#5 #3 � 8" O.C. gird R1 12'_$" 8" x 32" 2-ik5 #4 @ 8" O.C. 2-'1� gird R2 14'-8" 8" x 32" 2-#5 #3 @ 8" O.C. 2-#4 �, ��,- �` — -�_ gird R1 15'-4" � 8" x 36" 0.-#5 #4 @ 8" O_C- 2-� �� 1\ , glyd RE 20'-0'� 8" x varies �-� #4 @ 8" O.C. 2-� j � � �� ( T.� Ii �L� `�` 3(8" KNIFE PL i i� Ii i� �'� SEE PLAN & BEAM � � SCHED. FOR NO. OF i i '/<"DJ H.S.B. REQ'D. I II TYPlCAL BEAM �EARINCa ON KNIFE PLATE AT FiS� COLUMN _I� �IU SEE PLANS FOR FTG. SIZE AND REINF. TYPIC;AL FOOTlNG AT COLUMN N.T.S. NOTE: BUILDING PAPER AS GROUTSTOP NOT PERMITTED TYPICAL BOND BEAM �;,� REWFORCWG-SEE PLANSAND � � SECTIONS �-- GROUT BOND FIBERGLASS � - BLOCK SOLID GROUTSTOP EQUALTO "DUR-O-�/UALL C.M.U. VUALL FIL-STOP" - SEE PLAN TYPICAL C.M.U. BOND BEAM N.T.S. t' ' < Q e" p $ ° J � m + (V dy �a - ➢� a a. � e � { � MIN. E�1BED. LENGTH + BOLT DIA. a ' SEE SCHEDULE ` � � � TYPICAL ANGHOR �O�T IN C.(V4.lJ. WALL N.T.S. PIPE SLEEVE, 2" LARGER —� �! o I THAN PIPE. FIL� BTWN PIPE . & SLEEVE W/ COMPRESSIBLE � I WALL REINF. MATERIAL. i � 0 ! U � ' r a ___�- _ _ o�� N � � (V I � F—W W ( ( �� H� Q p WIDTH OF EXCAVA710N � �.a a w�z ,�—. � --_ � W �=w i �—_,. o � Q JF� --�----- =s— -----�-- z a " � I --�'z s s� ------- o Q I �—� i I 4.-1- I —1�-� I I� _ � � � I— �-I � i ��- I— �� I I—� � — - � a I I I 1— I I-- °�, � I�I i=i ''� I� I I; ( I _ I I I �' I— I � z o o o P s i c o N c. � 1-1 I, F?G. WIDTH ___�, i- '! I-I i I I I I I; I I I�—I '(� NOTES: I� I I i, i-- 1. THIS DETAIL SHO�/VS PERMISSIBLE LOCATIONS FO PIPES, CONDUITS, ETC UNDER BEARiNG �I I '��. I�—I I I I! I_I : I_I I I _I�, I I_I� 2. WALLS. ' 3. STEP FTG EA. SIDE OF PiPE SO SLEEVE & PIPE WILL PENETRATE STEM WALL. CONC. BACK FILL NOT REQUIRED BY STRUCTURAL ENGINEER UNDER NON-BEARING WALL FTG. WHEN MECHANICAL EXCAVATION IS LESS THRN 1'-0 DEEP BY 1'-Q" WIDE. U.N.O. P1PE THROUC�H F�OTING CONTROL JOINT ON TRUE VERTICAL LINE. CAULK EA. SI�E N.T.S. FILL WITH GROUT STOP HORIZ. REINF. @ JOINT EXCEPT FOR BOND BEAM NEAREST ROOF ELEVATION. LAp SPLICE PER -, GENERALNOTES i f VERT. BAR SAME SIZE �� BLDG. PAPER OR AS TYPICAL VERT. ASPHALT REWF. EMULSION PAINT ONE SIDE NOTES: 1. BOND BEAM BAR NEAREST TO ROOF CONT. THRU JOINT. 2. MAX. SPACING 34'-0" O.C.± MASONRY CONTROL JOINT SHALL 3. NC7T BE LOCATED CLOSER THAN 2'-8" TO JAMB. TYPICAL C.M.U. VERiIC/�L CONTROL J�INT N.T.S. 1:1 MAX. -� EQUAL TO SLAB DEPTH � _ U � Q w w � R�... � ,.... . � ,,■ � /� % NORMAL SLAB J� THICKNESS N.s.s. E,ti LEV.VARIES tj-t— z a� �� c�j�0 fIUO �-� � � STL. JOIST OR BM. 1/16 V 6 II -�"' 16 GA BENT I SHAPE xD'-8" m (� li @ 4'-D" O.C. i NON-BEARING WALL (STEEL STUD OR CMU) �� TYPICAL CONN. @ TOP OF NQN-BEARWG WALL TO JOISTS OR BEAMS �ION-BEARING WALL UNDER JOIST N.I.S. �� Hut��ball & �rE'HIilU.S E '�4010 Lake Washington 81vd. NE, Suite 320 I, Kirkland, WA 98033 �I p 425� 828 8948 f 425 82S 9067 L WATSON STRUCTUR� ENGINEERING, LLC STRUCTURAL ENGINEERING CONSULTING ID82NW REDVJING OR. OAK HARBOR., WJ. A22I'/ PH' (J60) 544B514 fA%: (3fia) 5M-B610 Emall'. haydenwseQmsn.wm i I i ( � II i I o � � - � � ' �` � � � i � io� � y � I � i o I .N I � I � I � K a m a ¢ o a � i N � � � ti r � REVfSIONS � � i e � P rG � / � � a �� ' i�� s p 1 � ! � �� w/ r �'��` �!�� s �� Tr 3�8L � �'� �A�s °'��-L-�a� �1�'� �� 'ro�AL �� No��Wis�7a Career & TFVs.n�Y�� AC1t�@I"�"11y 1606 R �V@BlU4' Anacortes, WA 98221 ANACQRTES CAMPUS Date 07-13-2009 Project No. J08017 Designed EI�iW Drawn HFIW -• •- � ! YPICAL DETAILS eet No. S � o . � � j\ 7 � As indicatet NOTE: SLAB TO BE POURED IN ALTERNATE SECTIONS. -- ,- ------..,,,� l� NOTE: NO SUPPLEMENTARY FRAMING REQUIRED AT OPENINGS WHICH DO NOT CUT DECK WEB. TYP. EA. F�urE �re 2 OPEIVING W(DTH x3 � �� i �� 0 %�� a �„ MAX � // 3/16I TYP. A,� �q� �/ �.0 �W OPENlNG OPENING � � L3^/x3'/�Yd' EACH � SIDE dF OPENING COPE VERTICAL LEG AS REQ'D. MAX EQUIP. LOAD = 200# TYPICAL REINFORG�MENT @ STEEL DEGK OPEN9NGS L2x2x3/16 EACH SIDE - ` OF OPENING - INSTALL PRIOR TO CUTTWG OPENING CONDITION A STEEL JOIST CONDITION B MAX EQUIP. LOAD = 400# CENTER ANGIES MAY BE OMITTED FOR LARGER OPENINGS SEE MECH. BRG. I� ii TYP- u ii ii u n u n i u Ili n u Iii �n ii xx (COPE LL 3'/" TYP.) TYP. MECHANICAL IJNIT FRAMING TYP. 3/16 MITE COF 2-C 6x82 � T E 3l16 � �i SECTION END SPLICE NOTE: 1 UNLESS NOTED OTHERWISE, LEDGERS SHALL RUN CONTINUOUS ACROSS PANE� JOINTS. SPLICE PL MAY BE LOCATED @ PANEL POINT. 2. PROVIDE MIN. 9" EDGE DISTANCE FOR BOLTS ADJACENT TO PANEL JOINTS. ��, TYP. LEDGER ANGLE B�JLTING � SPLICE " 1 N.T.s. i n u j � " 3„ �/� MECH. EQUIP. CURB \ i� �i s EA. J04ST MIN. i fi w 3l16 2 � C 6k82 @ 3'_D„+ O.C. C 6x82 i i� � � ° w � ii ------ - i �� i u � u i ii � u i �� STEEL ROOF DECK n MECH. EQUIP. CURB STL. ROOF DECK � n � JOIST TOP ----- " - �� STL JOISTS - CHORD ii ROOF PURLIN R, ROOF - (�� (SINGLE OR �� 3%i' PURLIN i i DOUBLE) � �� CURB OVER FLUTE CURB BTWN. FLUTES L643/8LLV TYP - T.�V END PL'/<"xBM. WIDTH --� / %a V � a 1yZ, � PL'/" XBM. W IDTH W/ 2- %"m H.S.B. @ BM. GA. T.� ,/�� 3 SIDES CLR. PL %<x6"x6'-6'/�' W! 2'/<:� H.S.B. � 3/16 (@ BM.'S 16" DP. OR GREATER} STIFF PL EA. SIDE --��„ SEE SCHED. �1� � '-_ - --� �.�S-0.22 �� ii� ��/�� G TYP. i i PL Y xBEAM WIDTH W/ j E 1'R' 4-'/"s H.S.B. @ BM. GA. � I ' TYP. 3116 I� � _ CL COL. CL JOWT 1' - 0" 3 SI DES � � T.O.B. � i i -�- -� �� +- �I ii�i � � � ,/„ \ C�R. - PL 3l8" x6% EA SIDE / 19 � �y�� SEE TYP. SCHED. FOR F-�� i NO. OF'/v� HSB. REQ'D. 5-022 �� yz'� CV a d � �- z w � � I � � I � m Q U Z � 0 m I O � � a E � m Qi �'' m � � � � U Z n 0 0 ro 0 0 � m 0 a 'w 'S� � � n. � N m � m 0 0 � � PL'/%' xBM. WIDTH W/ 4_'/a°0 H.S.B. @ BM. GA. __ .� . � � � -. 1 �.. __. � i �.... � I . T-� SHEAR PLATE PER 2Q/S-0.22 °E PLAN & BEAM �HED. FOR NO OF S.B. REQ'D. TYPICAL �EAMS ��AvRING ON KNIFE PLAT� AT HSS GOLUMN N.T.S. ICL COL. & JOINT TYPICAL BEAMS BEARWG ON TS COLUMN iYPICAL ��AMS �EARIN� ON HSS COLUMN CL COL. I T.O.S. � ( � I 3/16" CAP � � '� -�' � �' °' - � o i o� a z \ oI '' � � TYP 1i8 � d'� � �� I I - SIZE 8 QTY OF ' BOLTS PER PROVIDE SQUARE CUT @� I I i 20/S-022 TOP OF COL. WHERE � POSSIBLE. CUT TO MATCH SLOPE I I - WHEN REQUIRED BY ROOF � T� WTERFERANCE. ' SHEAR �I I I o ` U � � z ��j,' PLATE PER � I o�6 �`� 20/S-022 �� -r� � � HSS COL � � �� , � va , � - -<TYP � �1/2�� 1/¢ CLR.TYP SING�E PLATE SHEAR CONN. N.T.S. MECHAIdICAL EQUIPMENT TYPICAL MECH. EQUIPa �, CURB PARALLEL TO JOISTS �� Cl1RB PERP. TO JOISTS CONC. WALL a sPucE 3 SIDES �a 11'/ � SPLICE PL 5/16x2 3/4 � i $ � $ 1�10" MAX. SEE PLAN 4��z 4Y' ��6" MIN. OR SECTIONS-� FOR BOLT SIZE �.B. OR E.B. & SPACWG �S NOTED �. 1 . ! � .' .�: � ■ COLUMN BASE PLATE SGHEDULE � COL. SIZE SASE PLATE SIZE HSS 3x3 PL'/x10x0'-10" HSS 3Yx3Y HSS 4x4 PL 3/4x10x0'-10" I HSS 5x5 PL 3/4x11x0'-11" HSS 6x6 PL 1x12x1'-�" HSS 7x7 PL 7l8x13x1'-1" HSS 8x8 PL 1x14x1'-2" W 10x45 PL 3/4x10x1'-0" BASE PLATE SCHEDULE � � � � 3 4x6 PL W/ 2-'/�'ra C.B. @ 24" O.C. ALTERNATE C 6x13x0'-6" TYP. TOP CHORD CONCENTRATE�LOAD PANEL PT. - L2x7x3f96 REINF. ANGLE �REATER %�� FROM CONCENTRATEDLOAD �HAN 6" TO PANEL PT. AT OPPOSITE % � CHORD. GREATER THAN 6" TYP. 3/1n CONCENTRATED LOAD BOT. CHORD PANEL PT. iYP. SiEEL J�i. REINF. WHERE CONCENTRATED LOADS EXCEED 150 LBi. �ETWEEN PANEL POINTS NOTE: TAPER 6x6 PL'S WHEN REQ'D TO PROVIDE LEVEL BASE FOR UNIT MECHANICAL UNIT PROVIDE WEB REWF. � � AS REQ'D pER _ :� s ■ � r "� [ : � N.T.S. NOTES: 1. ALL CONNECTION PLATES TO BE A36 STEEL. 2. ALL BOLTS TO BE A325-F. 3. UNLESS OTHERWISE NOTED ON PLANS STANDARD BOLTED CONNECTION SCHEDULE APPLIES. 4. n� ON PLANS, INDICATES TOTAL NO. OF BOLTS IN VERTICAL ROW WHEN STANDARD SCHEDULE DOES NOT APPLY. 5. n-xDS ON PLANS, INDICATES DOUBLE SHEAR CONNECTION, SLOTTED HOLES ARE NOT PERMITTED, SEE TYPICAL DOUBLE SHEAR CONNECTION DETAILS THIS SHEET. (n} - INDICATES NO. OF BOLTS, (x) - INDICATES BOLT SIZE. TYPICAL STRUCTURAL FRAMING NOTES � � ,.-��/ " �V-,/��}��'� ��,� i� �1. FOR GENERAL STRUCTURAL NOTES, SEE SHEET S-0.91 & 0.12 � � 2. COMPOSITE FLOOR SLAB SYSTEM CONSISTS OF 2" CONCRETE. `� > OVER 1'/"-20 GA. STEEL DECKING. (U.N.O.) .� � } 3 �� ORCDETAILSANTILEVER BEAM CONNECTION, SEE 1S/S-322 � i � A ��.N- � 4. NOTUSED �, ,N'� �✓\ jJ�/ BEAM TO BEAM CONNECTION SCHEDULE � NOMINAL NO.OF STIFF DEPTH OF BOLT PL THK. FRAMING BM. ROWS I 8, Q 10 2 1/4" 12,13,14,15,16 3 1/4" 18,20,21 4 5/16" 24 5 3/8" 27, 30 6 � 33 7 36 $ SEE PLAN FOR - i BOT. OF DECKING WALL EX7ENDING � �} � r----� TO DECKING i t , i i \� TYP. 3l16 �i i � U i STL JST- BOT. i i CHORD � � -� � � _`�---- L 5x3x1/4x�'-8"(LLV) � U @ EA. JST. �� j�-"� j EA. SIDE OF WALL PERPENDICULAR SEE DET. ABOVE ---�, - BOT. OF DECKING @ WALL EXTENDWG _ _ __ _ - - - _ TO DECK / _� �. STL. JST. TOP L3x3x3118BTWN. - �� .�.:� � CHORD JST. @ 8�-a�� o.c. � ` TYP. � TYP. 3/16 ��, 3/16 � L 5x3x114x0'-8"(LLV) @ 8'-0" O. C. CMU WALL - EA. SI�E OF WALL SEE PLAN PARALLEL TYPICAL TOP �F N8N-�EARIN� C.M.IJ. WALL CONN�CTION TO 4�� N SS EEL J81ST �� LSx3x%n IVIECH IJNIT TYP. PARTIAL PLAN COL / 2X2 BM SCHD N.T.S. STANDARD BOLTED CONNECTION SCHEDULE BEAM NO. OF BOLTS REQ'D PLATE WELD CONN. CAPACITY STANDARD SLOTTED SIZE 3/4"0 7/80 �� iTHfCKNESS SIZE HOLES HOLES W6 H Riz. 5116 1/4 'I5.4 K 13.2 K C8 2 5/16 114 15.4 K 132 K I W8 2 5/16 1/4 15.4 K 13.2 K C10 2 5/16 1/4 15.4 K 13.2 K W1Q 2 5/16 1!4 � 15.4 K 132 K W12 3 5116 1(4 23.1 K � 19.8 K W'14 3 5/16 1!4 23.1 K 19.8 K W16 4 5/16 1l4 30.8 K 20.4 K W18 5 5/16 1!4 38.5 K 33.0 K W21 5 7/16 5/16 68.5 K 59.0 K W24 i 6 7/16 5/16 $2.2 K 7�.8 K W27 7 � 7/16 5/'16 95.5 K 82.6 K W30 S 7(16 5116 1�9.6 K 94.4 K W33 � 9 7/16 5f16 137A K 118A K W36 9 7/16 5/16 137.0 K 118.0 K 126.0 K NOT pS 6 7/16 5716 I PERMi7reD �'I � . :� . � �. �� .. �� _ � �' � �. . ,. N.-r.s. � H�.tteb al l & oY'� H1�i1.1�.5 E r4010 Lake Washington Bivd. NE, Suife 320 Kirkland, WA 98033 � p 425 828 8948 ( 425 828 9057 WATSON STRUCTUR� ENGINEERING, LLC STRUCTURAL ENGINEERWG CONSULTI NG �oez Nw aeowmc oe- OAK HARBOR, WP.982i] PH'.(360)54aS5]4 FIIX�.(66V)544A619 Emall�. haydenwse(�msn wm REVISIONS v�� % �� z � � �;,�, � �� y// 4 i �, � �o ��, 3,88_ �w�/�,w ,� � .s,�,�� xa� E ��ti�� S�oN.al �� N��PeSt Career & 't�Ci1111Ca1 Academy 1606 R Avenue Arracortes, UVA 98221 ANACOI�TES CAMPUS �� ate 07-13-2009 Project No. J08017 Designed H�"�iN Drawn HHW - i " . � � �. ��. �.�_ )� F TYPICAL DETAILS Sheei No. � 0 �� A�� 304" = 1'-0' � �NTAL ING BY UFR. >S BRIDGWG �IST MFR. I �_.! .: I' & C�r@H�U.S E C4010 Lake Washington Blvd. NE, Suite 320 Kirkland, WA 98033 p 425 82S 8948 f 425 828 9067 'ATSON STRUCTUR� ENGINEERING, LLC STRUCTURAL ENGINEERING GONSULTING iosz Nw R<owiNc oR. OAK HARBOP WA 981]P PH:(�fi0)54.85]4 FA%t(3B0;5J48519 Emelf. haydenwse@msacom � � .� :• �. : � • k .: : ' � ;. � STEELDECK X-BRIDGING CONT. DURING'' CONSTRUCTION PERIOD STEEL JOIST L3X3X%ax0'-3" W/ 5!8°ox 5" C.S.A C GROUTED CELL; � DUCT � � DUCT � \ / \ / \ / \ / / \ / \ / \ / \ � �� — X-BRIDGING MAY BE --� REMOVED @ DUCT LOCATIONS AFTER STEEL ROOF DECK INSTALLATION IS COMPLETE DUCT (c� SWGLE JOIST SPACE NOTE: 1. ALL BOTTOM CHORDS TO BE BRACED ON ONE SIDE MINIMUM. 2. SEE MECNANICAL DRAWINGS FOR DUCT LOCATIONS. Steel Joist X-Bridgang Modifications @ Mechanical Ducts DUCTS (cil ADJACENT JOIST SPACE WHERE X-BRIDGING IS REMOVED IN ADJACENT SPACES. PROVIDE HORIZ. BRIDGING @ JOIST BOTTOM CHORDS. EXIST. X-BRACE L'S MAY BE REUSED BY TACK WELDING 'S BACK TO BACK. JL N.T.S. HORIZONTAL BRIDGING BY JOIST MFR. . - � � �� .. � �. . : �� , � . . �., t = -.. ■ �� l �- CROSS BRIDGWG BY JOIST MFR. �j � �� __ 1 �1 � ■ ... � . a -�:_ � t � L3x3x 1/4xJOiST DEPTH W! 3-5l8"0x5° QSA_'S @ GROUTED CELLS HOLD DOWN SCHEDULE ' HOLD DOWN/POST POST TO SHTG. MK. I SIMPSON MO�EL �k I HOLD DOWN TYPE POST SIZE ATTACHPAENT NTTACHMENT �'CAPACITY -' ,\� SlHpU6 W! � CONCRETE TO STUD WALL 2'XXXS162-33 �2.#14 SCREWS #8 @ 6" QC. �,/ 5/8"v� SSTB24 BACK-BACK EA. 2x POST 4,895 LB �� 2� HSS 4x4 W/ HSS COL TO STUD WALL �S162-33 94-.145" PAF PIN EA. #8 @ 6" O.C. I �j 4-'/d'a, x 12" A.B. EA. SIDE OF COL STUD @ EQ. SPA. EA. 2x PQST j 4,895 LB ' � 3 j S(HDU9 W/ CONCRETE TO STUD WALL 2-XXXS162-43 20-#14 SCREWS #8 @ 4" O.C. � ��/ 7/8"e S5T828 BACK-BACK EA. 2x POST ? 9,255 LB ��g � SlHDU11 W/ 718"e CONCRETE TO STUD WALL 2'XXXS162-54 2g-#1q SCREWS #8 @ 4" O.C. ; �/ 35TB28 w/ HH NUT � BAGK-BACK EA. D� POST � 11,1Q0 LB �. �� HSS 4x4 W/ HSS COL TO STUD WALL %�S162-54 30-.145" PAF PW EA. #8 @ 2" O.C. �� 4'/<"e x 12" A.B. EA. SIDE OF COL STUD @ EQ. SPA EA. 2x POST ��, 11,100 LB ��,;� �. �i � 1.) 2.) N� N.T.. .� ! � �i .. - � � ♦ � N.T.S. 3,�„ 1 °/" � . 2Y�' \ N 3/16 _ o o � �--HSS 4x4 � N 3,�� i �v/,� �� o �� o�oi�.� r HSS 4x4 1 � PL *"x10x0'-10" � W/4 '/<"mx12"AB * SEE BASE PL SCHD'L. FOR THICKNESS 1 PL•��7Y�c0�_7Y W/2-'/<"�x12" AB. 3i" 1i" 1i" \ N o a �IN HSS 4x4 PL -*"x5x0'-10" W!2-%"�x12"AB . . � �� N.�.S. —� I' i �ii I � 0 Y ( � ( � d I U � G O .N � y � � c i I �� a dl I �I � �I m N ❑ n O � _L REVISIONS �� `�c\e� � � �� 7� p\. 9 ! fT "G ��j Q4 �r��y sassz aw p �T�aai 5c�a'` ti�� rONAL �� Nor�hwest Career � iechnical Academy 1606 R Avenue Anacortes, WA 98221 ANACORTES CAflflP�JS Date 07-13-2009 ProjecYNo. J08017 Designed HHW Drawn iiFil�i ��-�=r � :� � • �� ; � - � a � � ti � 0 0 N � HORIZONTAL BRIDGING BY JOIST MFR. MAX STUD SPACING 16" O.C. AREA OF SHEAR WA�LS NOT DESIGNATED AS TYPE 1, 2 OR 3 SNALL BE TYPE 0, U.N.O. �N THE PLAN. .. . N.1.5. N.T.S. SHEAR WALL SCHEDULE - COLD-FORMED FRAMWG SCREW SPACING BOTTOM PLATE BOTTOM TRACK TOP TRACK LRFD LOAD SHEATHING SHEAR WA�L SHEATHING TYPE STUD TRACK FASTENER ANCHORS PAF PINS PAF PINS TYPE DESlGNATION GAGE GAGE SIZE E�GES RELD (A.B.) (B.PL.N.) (TPLN.) SEISMIC & WIND (EN.) (F.N.) � O GYPSUM BOAR� SHEATH WG �_S162-33 XXX-T125-33 I � 7" 7" 5/8PJ"@ 48" O.C. 1'-6" O.C. 2'-0" O.C. 85 BOTH SIDES OF WALL . � 1O SURE-BOARD SERIES 200 , XXX-S162-33 XXX-T125-33 #8 6" 12" 5/80J"@ 4&" O.C. 0'-4" O.C. 6" O.C. 435 ///i /�i 2� SURE-BOARD SERIES 200 I XXX-S162-43 XXX-T125-43 #8 4" 12" /" @1fi � C EN N.A. 4" QC. 770 � O SURE-BOAR� SERIES 200 XXX-S200-43 XXX-7125-57 #8 2" 12" '�"��x1'/<" TITEN N.A. 2" O_C. 1160 @ 4" O. C. ��. �. � �� , . � � r � 1 � I� SPREAD FOOTING SCHEDULE Type ! Mark � Family Width � Length Thickness Longitude Transverse F2.0 � FOOTWG - SQUARE 2' - 0" 12' - p" 1'-0" F4.0 I FOOTW G- SQUARE 4' - 0" , 4' - 0" 1'-0" 4-#5 4-#5 F4.5 FOOTING - SQUARE 4' - 6" 4' - 6" 1'-0" 4-#5 4-#5 F12;c3 � FOGTING - RECTANGULAR 3' - 0" � 12' - 0" 1'-6" 4-#5 CONT. T&B #3 STIRRUPS @ T' O.C. .. � � �� N.I.S. \ �UCT � \ / \ / / � % \ i � TYPICAL DETAILS sr�Pet N� --- ��■�� / '�� As indicafe< � � 1� L JI 1 V RY 1 1 r. � I o ' o'I ; � 0 0 �J � 0 d 'w; 'S`' O � a 0 0 � m 0 � � 9 0 26' - 4" 21' - 11" H� , , �, � �I� i I �I �Ly� 16'-8" FC-2.0 � ,�\ /-�. (J� �l �L��M; �N1 (O��P'� C�l �� i �� -- 28� _ 0�� 26, _ p,� -- --- �- �,. - 28, _ 6„ � 6, _ 6,� � 5, _ p„ 5, _ fl,, r 11 � 12 � � 13 � � -�� - - � -3�1/ �F4.0 BB-n_ �S-� S-3.11 /�- � GB2Ox2.33 � � � �� i i � S-2.21 i � � � W10�0 � � � f � ��3_51 i �� , , _� I - r - ------- -- ; �- �N4�--i i � i i i �� i 6� _ Q„ FC3.0 25, _ �„ ( �� \, I � o i � i - 16', 3�� i �� o � i \ I i � �i bD-n �� CGn � � W10x60 ( � qq-� � � � 5-222j � -5-221 �� - -- ----�---- ' i S-z2�l��_-' ' � -- - ------- i I --T- � �---�-�--- � i ' � I �� a 28� _ �� 28, _ �� 28� _ 6�� 6� _ 6�� .�-�i' � o - - � �� W1Dx6Q I � . I . i /" a \ r � � \ I_ - S-Z.��,j - -..-.�,.-;- _"-_-_"___-_-_'_-____-_--__________ _ _ , I _-_-_--_-_'_-_ _-"__'_�_ / `,s�.��' �_ �� , � � ,� Fc-z.o� z � � l �_2:0 � I I " ----- --. Grid4Framin C - ----�---- --- -�- - 2 ---�------- � ------- -------m o , 1- � _ � � g �� - _,2�-------- --ti--- ( co �o ,-:FC-2J r�,-_ \ > � �_ ------- -- / �� =-_ - �=� iSS 4x4x'/a HSS 4x4x'. J�, \ � � � \ j 26' - 4" �`) 0 _ �, � v-cl- -- o,.� �7 '', � iFC-2.0 � � � � � FG2.0� %� HSS 4x4xYa � --- I � �- - -_ -- , _ -� _-" �= - _- -_ _-- - ,- _ J- -�s-2z��- -----, r = �__ �__- ; ------- - -N � - - _ � � --- - - - - � � - � - - � - - - - - -- - - - - - - 7 � 1 I � ll HSS 4x4x^/<" � � �-HSS 4xRxY< HSS 4x4x'/4 � � � � FG2.0 i ) HSS 4x4x°/ � , 'v Main Enf J - i �� 1 _ i I I � �� ' �1/�I � � ry ;� i i i� i � ;�1�1 I� i � n �?yi � � � i,!�l I� � HSS 4x4X'/y � �'��t 19�� 1 �� , � 1�"i � � � � ' �� i � i �I7 � � � � I °� 4� _ �� a� _ Q�� `��j�� i`� �ig��g .�, l i �/� � �2 i �. � i ��*�+�a �u��,xFC20 � ��M� � �� il � i I�� ^I�n '�Y �. ?.4k y n i r I� � 7 � I e � 1 ��J-3. � / N ��e � t��-Ni6i�;p��,�t�,y�� iH8S4x4xYa � � � � � I � � I 5 - i i� ��io� as ,� {�,'F��`��4�'�ui�ti� . r, ��ry t f i �_�� d �-�� / .l � � , � � � ,� , � , ��'� � �� ;� ��a � ` , � � �.., , ,�� `j ��'' , I� � � -� � �° � � �� S-211 I�E'�'� � ! ' � � � i� � � '� � --- I m � i c � � i .�,,'i i ; i � �-- f H 5-221 ; i A6-3.12 i � � 1 i -� � � I � i � ��If � �� - „ `�� I � o vU' � � � i � i�G2.0 � i �'� �I vtii i� \� � ; 1 3 C9 � �, �2 � � � � � \�. � �,�� yq r�i �, 5 3� � � � p S-2.11 ) � � 1 � HSS 4x4x%a � � I � l,' � � 1 � I � � l� � � � ��f �� \ �I � I �� i �� GB2.Ox2.33 7�'--- � � � �� 9-2.11 � GB2.0 33�� HSS 4x4xY � � -- �� "�-� � - � � 1 � --�-GB2Ax2.33 � � 1 � � ' ' � � I � i �� ! 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TYPE B I MIN.= .216 IN1FT4 STEEL RQOF DECK +5 MIN.= 235 IN/FT3 -S MIN.= 248 IN/FT3 � LOCATION i CONNECTION REMARKS �DECK 4-'/�'S PUDD�E WELDS MINIMUM SPLICE !'p WTERMEDIATE PER 36" SHEET END LAP = 5" SUPPORTS i OR AS NOTED I SIDE LhPS PunchLoc @ 12" O.C. DECK SAME WELD PATTERN AS MINIMUM END PERIMETER INTERMEDIATE SUPPORTS BEARING = 2" END BEARING OR AS NOTED � DECK '/"� PU�DLE WELDS @ 24" QC. PROVI�E MINIMUM PERIMETER I ^ ^ 18GA.CONT.GALV. SIDE BEARING � v �- STEEL CLOSURE p WHERE DECK LOW GQRRUGATION DOES � NOT ALIGN W! BEARING 'E.� i � "t,�N !Ifi��: '� �y . _ � ,,.i _n ,� .;}.," i ,� .'�4 iii�' � r ii t�r,: :-p-, 20 GA. 1Y" TYPE "B-36" DECK 20 GA. 1'/a' TYPE "B-36CD" DECK ACOUSTICAL CELLULAR 16 GA. 1'/z' TYPE "&36" DECK 16 GA. 1'R' TYPE "836-CD" DECK ACOUSTICAL CELLULAR SiEEL ROOF D�CK F�lST�IVING SCH�DIJLE 1'/z" - 16 GA. GALV. TYPE B I MIN.= 377 IN/FT4 STEEL ROOF DECK +S MIN.= .411 IN/FT3 -S MIN.= 417 IN/FT3 i LOCATION CONNECTION REMARKS DECK 4-%z'e� PUDDLE WELDS MINIMUM SPLICE WTERMEDIATE PER 36" SHEET END LAP = 5" SUPPORTS OR AS NOTED SIDE LAPS PunchLoc @ 12" O.C. DECK SAME WELD PATTERN AS MINIMUM END PcRIMETER INTERMEDIATESUPPORTS SEARWG=2" END BEARING OR AS NOTED ( DECK i Y:"� PUDDLE WELDS @ 24" O.C. PROVIDE MINIMUM q• PERIMETEl2 j 14 GA. CONT. GALV. SIDE BEARING � � STEEL CLQSURE i WHERE DECK LOW i CORRUGATiON �OES � NOTALIGN W/ � BEARING II ' I 16 GA. 3" TYPE "N-24" DECK 16 GA. 3" TYPE "N-24C�" �ECK ACOUSTICAL CELLU�AR .�i � ,� � Uplift Zone 2 overhang - 28psf �� ` Uplift Zone 3 overhang - 39psf :�-T' � Open Canopy Zone 2- 14psf ' Open Canopy Zone 3- 25 psf STEEL R04F DECK FASTENING SCHEDULE , 3" - 16 GA. GALV. TYPE N I MIN.= 1.647 INlFT4 STEEL ROOF OECK +S MIN.= 0.95Q IN/FT3 -S MIN.= 10Q5 INlFT3 LOCATION CONNECTION REMARKS DECK 4-'/�'� PUDDLE WELDS MINIMUM SPLICE WTERMEDIATE PER 36" SHEET END LAP = 5" SUPPORTS OR RS NOTED SIDE LAPS PunchLoc @ 12" O.C. DECK I SAME WELD PATTERN AS MINiMUM END �.� PERIMETER i INTERMEDIATE SUPPORTS BEARING = 2" END BEARING i� r�'} OR AS NOTED LLI tl DECK '/:"PJ PUDDLE WELDS @ 24" O.C. i PROVIDE MINIMUM PERIMETER �f ((�� (�� 14 GA.CONT.GALV. SIDE BEARING �v1 lo! L STEEL CLOSURE WHERE DECK LOW CORRUGATION �OES � � NOT ALIGN W/ � BEARING i'.i.� � i i ,, 8� �reH1�11�5 E 4010 Lake Washington Blvd. NE, Suite 320 Kirkland, VJA 98033 p 425 828 S94S f 425 828 9067 �VATSON STRUCTURAL ENGINEERING, LLC STRUCTURAL ENGINEERING CONSULTING to,n, nw aeowimc oe_ OAK HARBOR, WA 9B2P] PH�.(30�)54485I4 PA%'.(360)544-6619 FinalC M1aytlenv�se@msn.com � ' � � I c a y c d U 9 o� I UI� c; a; N '-" I � >� E � �) a � c i � i � Q rn a �i � i �� 0 � REVISIONS �r z� f �,�//�;� ; .d r �p Ul%f�/'r%% Q�� ,,•v , � �� rLn1L �^��w2�� SIONAL �� Northwest Career � Technical Academy 16�6 i� �V@PlU@ Anacortes, WA J8221 ANACORTES GAMPUS Date 07-13-2009 Project No. JD8017 Designed iii'i� Drawn F'IFiVi/ �..• •' --R� � DECK DGS�G�YA��ON OC NET UPLIFT S��eet Nc. 5-1.24 \� �2 �� As indicated � a� m `m U � Z � 0 � 0 � � 0 0 � m � m a � w � 0 � � � M ri � �, T, � o. N �,, 2x3 � �-. 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FOR DIMENSION HSS8x4x3I8 _� /� 3/ 34 �el 1 _� � _ O�a W 14x30 I II-�—HSS 4x4x318 Illi I II '' .� ' '- HS58x4x3,,, � �'2\_ 2� 3l4'� = 1' 1\' :,. W 14X30 TYP � Hutteball. & oreH�i'11,1SE �4010 Lake Washing4o� Blvd. NE, Suite 320 Kirkiand, WA98033 Lp 425 82$ 89d8 f 425 S28 9067 W AT�ON STIZUCTURAL ENGINEERING, LLC STRUCTURAL ENGINEERING CONSULTING ID62 NW REf1WINc oa. OAK HAFBCR, Nlh 989] PN'.(360)51S869d FAX'.(36�J54AA81B Fina1P hayeenwse(�msnrom c 0 �L m � � u � � I a u� N � i st �� a�' i I� � � a Q I I � � o � � 0 z I I � REVISIONS No�thwest Career � Technical Academy 1606 R Avenue Anacortes, WA 98221 ANACORTES CAMPUS Date 07-13-2009 Project No. J08017 Designed fii'�i�i Drawn IiHW �..�• .--�`��--� : � . _ ._ STo RAG E BUILDINC� FOUNDATION J RQOF PLi�N Sheet No. S-1.31 n �� As indicated , STORAGE �UILDINC SECTION � 1 /d�� ,� �_n�, __ . � _� � : �' !1�-� �1 & �i'� HrYlIX.� E 4070 Lake VJashington Bivd. NE, Suite 320 IKirkland, WA 95033 I p 425 828 &948 f 425 828 9067 L WATSON STRUCTURAL ENGINEERING, LLC STRUCTURA� ENGiNEERiNG CONSULTING iosz Nw aeowwc oa. OAK NhRSOR, NIq 98P]i PH �. (�AOi ��8544 GP.R: (0fi0) 544-H419 Email haytlenwse@msncom � Q � N � � 0 0 a � ! �� ,) ( Q ) iel 1 � � � I I I i -n i -2.21 i i il I I i il I I i i i i I I I � � ,� ,a� � \ _ - I : ._ 6 � I - . � o�. � =. .. i : - �"- Grid 4 Frami 1 /�" = 1'-0" CMU Wall Schedule Mark Type Vertical Reinf Horizontal Reinf. � A �" CMU Type A #5 a�40" O.C. 2-#4 � 48" O.C. � B 8° CMU Type B #5@32" O.C. 2-#4 a� 48" O.C. � C 8" CMU Type C #5 a�24'° O.C. 2-#4 @ 48" O.C. �� \ Grid R1 Frami oR" � �,_n„ � �1 �,� ; Grid M Framin� 1IUw � � e�ost �5i � � I AS INDICATED �� / ,_,�,, : � SHEAR PIER WITH 22 GAGE � j/� ; SURE-BOARD SHEATHWG ��, i 6�' AS INDICATED \ �y--� 6'-0" � �� . . � . . �a _ a�� a. �, ' �. .. a e" .. 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SCHD'L �� ' FOR GAGE & ATTACHMENT TO STEM WALL LBV�I 'I__ � 2 -#5 � CONT. ilii.� , . ,.� _ .e- - - , - 0�-- O�� B SEE 1lS 0 21 - �- I-' p� �� {F� � jp r�� FOR RNNF � ' � � ^�� Y� n � � � �i�" —I I I � ( (—I I " �-�� ` r � � � �� I-I i I I I �=I I� �JI I--I' I (� I- I I _I.{_ T.O.FOOTING -� � I— I � �. ��—I f� -1� _ 4a� I, � I I= I I°� �� - I I I; I I I—I I I �� I � � � �� -- II I I ( I 4 i ai� I ON GR D LOOTING =1 I I �@� -4'��' I I I I I 1-'� I I 1-1 ! 1— ALT.HOOKS ' ' "�.. TYPICAL COL. �A�E @ iTL S�fUD WALL � ) �ia° � 1._n,. � - HSS 2"x2"x3/16`°x20'-0" i W/ 3/�"�x1-3l8" H.A.S. #3 @ 12" O.C. �,, / @ 1'-6°° O.C. EA. WAY � �� _ Lev_el 1 � �� G'-0" ` � _ . . _ . . - _ - � . . , . � Q .'. —�� —�� -- I I II i II I II i II II II I —� �i �—) I�I I i—I I- 1 1/2" = 1'-0" � (�Re� / A `. /- 3 \� � � /�r-'V�'i ��, 5-3.51 \5-3_92% � � ��! 12" CONQ WALL� , � � J � . �� evel 1 8., ---- - ��_�� --z -#s � `— , � � I I T� 3 @1' 0' . CON ,I�; � I�'�,—I�I �I e'` �_�''�� I�,�_o,� I I ,,_I ~�YI I � �e4 .e oc �,--s. � -#6�.'— � � � -CONT.- I I I I I I�I I ° - ...- I I � � �!: I �I`�_ ,` � t a. ° I I I—I �!— - — I-'� � 1—' — - I I I �! I I I { � I I-I I2�-4�� _=1 I I I �' —_ � =1', I—I I : �� an � -�=1 �� I-6-�- � •� •.o• `• - - � SEESECTIO� I-CONT ` FOR LENGTH �i�-1 � �'_ �'� ' „��If�� i ii i i i i�i�ii�, iii � FC3 0� . • r,�. ��.� . . � �i � t��•� NII � I� Y Y ,� - 12" GONC � � � �� - ��-� a � I _ wa�� Level 1 �� fl� = p�� '� `�N� . �- a 2 -�J � _I , GB2.0�2.D ( a �CONT __ "�� _�� i - � _� _�� _ �� —� � � � � � �. -- __I � — •.-a a �- e. •, :.o ._ -#5_ 1 #3 STIRRUPS- _ . \, - - CONT. � SEE ELEVATION -�I I��'�� I � FOR SPACWG �- - _ � � � � � = I I I � ��---�', I �;; 6 -t65� I � +". • ° : �„ o .. ��-'`�� SEE SECTION a � • � ° -' - -�-��i FOR LENGTH I "�, , a. -: , �. . � -r.< � �_�. . I CONT. I (�', I� li I I—) (—I I I—I I i( I I I I I � I I I I I-I I I-I I I I I I':-I I I."''' I, i il l li i il l liiil l liiil l'i i,l l''i i;.l l lii i� , �ROJECT ENiRY �RADE ��M A 3/4" = 1'- SEE CMU WALL - � �) I �; -. � �5'� �I � r i � SEE S-3.41 & S-3A2 �' i FOR NON-BRG. CFMF 1XZ CONT. � I I I KEYWAY \� i � � SCHCL S-1.'11 i- GROUT SOLiD �� !� I FOR REINF. SIZE & - /� BELOW GRADE . I, � BPACING � �- Level 1 �� I� �evel 1�� - - — - p a � - 0' _ 0" � �= - s-d -- 0, 0„ � a. . .� , a o < 5 � � � Ca �_' �� —I ( I ! I I I ' � � ��-�.`�� . � � c o �. � — � �� _ � I I ' I I.� I I!-- �� I i I , I I I- � I T.O.F�OOTING _ I +}�� I I I� o�_ �� °� I,—I I_I �(� IT Q.FOOTING,__�` -I I I--� =I �i -�_ -1' - 4� =i I I—' I � - -�! I=I I � I ', � -1' - 4° 'J FOOTING DO�WELS I I I-- -�� I I-I '�. I-I I---I I I . --I �� - ` , �� , '� �) � �EE C�O �TINUOUS FOOTING @ SAME SIZE & SP/�=�'I � �� I � � � ��-;-� SEE PLAN FOR _I I I--I I I � -a ; _I '��. �,SCHEDULEI � � �6� AS WALL �:BOVE � I I I- i- I - -I ( II-I F i G. SIZE & REINF. -I I I -I_i-__- �� -� I- I�''�. FOR SIZE & REINF. � 5-�023 l -� � I�"- �-I � I-I I 1 I �� I I-� � I �-I � I I'� �--I �i �--! � � �-� I I I -I I I < � I—� I I—I � I I I I- � '. - � � � - � ��. � - ��, � � - � � � � � � � - � � � - � � �� iYPICAL FOOTING DETAlL @ EXT. CMU WALL��, GRADE BM. @ GRID 5 X-�RACE L �` 3/4" = 1'-0'° �3 i 3/4" = 1'-0" � SEE CMU WALL -� SCHD'L S-1.11 FOR REINF. SIZE & SPACING iRF � .-'� � GROUT SOLID �' BELOW GRADE � _ Level 1 �! � � < Qr ' Orr \.I� q '', . � I I I- I�' � Q T.rOr.FOOiI_NG � II�I— ��. I!I_ 1 4 FOOTWG DOWEL�-� - - ° -�� _ � @ SAME SIZE & SPA � ��, - SEE PLAN FOR AS WALL ABOVE �i I I I I�� i I�� I- FTG. SIZE & REINF. ��—I I 1=1 I I � I I—I I I=1 I I ' � a�� ',--� � i-- � �-� �- F08TING DETAlL @ INT. CMU WALL 3J4" = 1'-0" r� �#3 @ 1 � _ p�� 'd _ �s _ _ _ U�Levei 1� ��, � ��_�„ � ° ` z -#s -� coNl . � ` � < � F �— I—i GRADE BEAM REINF.! , , ! � - --I -1 - Q"=� �^�� CONUMN'OUS THROUGH ° , � - , i- �—i i—� .� �� .� _�� i i i i i �. COAT A�L STEELi ,� -�_PRIVIDE 1Y<"d HOLES � BELOW CONC. W/ � t 'v l � FOR CONT. REINF. � � ; � : � �. t � :a � ' I. � - �I I '�� - � i � � ASPHALTIC EMULSION �, - - ? 1= 1II— II�-- ° ° b ��I=��=��I #3 STURRUPS_ � /. - _ _ -2' - 4"= � SEE ELEVATION-. - = � � . - - _ � � FOR SPACING �- � �—, I I-' � m j`� ,� .� ��` I I �--I I � = I I I �; � ; ; � � ° . =111- - � j --_3� _ 4„ � I-I ( - LJP _ , � � 3 �� -- - ASE PL / x12"x1'-4" - �i � �-- a � � �� a° � � 4-%"ax12" AB. I-I I ' ° � , -� @ 9"x13" GAGE �- - - �' I -ON 1'/" SHIM & GROUT -i I I�, � � �I - , - ., I- 4 -#5 � � -F4.0 i.. � 12 � MAIN �NTERI' COLUMN BASE � 3/4 - 1 -0 IR�y,I �A �/ ;1�3� � ✓ 'I ' �- 12" CONC WALL � W10xA9 � ii, � Level1� � � � �-� __ a. --- - ��_0„ 1 L #3�1�_�, 2-#5 � � a .I . CONL � GRADE BEAM REINF.- ° y ��'��, �_ __ ( CONTINUQUS THROUGH� � ' � 1' - 0" CO�UMN.- I I '..�-1 I I--�_I . - . -� ... f,� � . =I�; (Ii � ° . .,,u_p ., ��I) ��—� � - I I I i I I_I�! � � �. e �� I. u� '� . I FOR OONT.aREINOF.ES � s-riRl 'uPs- ! d �-2� - a,_� � SEE ELEVATION- �� `- � � � FOR SPACWGI I-I I �� °� I I I �� I I- " —� I I � 4;� � � n:, �i .� �. . r� �l� � � _,—�� m i � I I I �-�-.�, =-� ' —3' �°�, - "A �-%" BASE PL'/<'x92"x1'-4" ; � � � � � � �a� a� � � W 4'/"mx12' A B. I � -^� d � � . � ��a, ; � � � 9��x13" GAGE III-I�, � � � " �'II -0N1Y"SHIM&GROUT � iii i� iii— �� ii—iii iii iii— 4 -#5--- F4.0 � �� , F'ROJ��T,ENTRY COLIJMN BASE : � ��a 1 n !GRID 1 � i CFMF @ 16" O.0 I � �I GUSSET PL 1!2" - --- �� 1/4 8 � �� . 1/4�8 � � 1 /4 1r'4--- - ---� a I �� , ��_8„ � 4 1 /2" 1 1l2" %<"� ERECTION BOLT SLOT PER / 16 � DE�AIL \ 3.22 BASE PL 1 3/8"x10"x1'-8" W! 6-1"ax2'-0" A.B. ON1"GROUT _ _ Level 1_/1 o� - o�� .e� T.O.FOOTING_`�, � -1' - 4„ �� 3i4" = 1'_0" �`�, �GRID) \ii SEE SCHD'L. 3 �� SEE S 1.12 FOR -� �',� p�5 CONT. FOR STUD I i I SLAB THICKNESS �� i ` � THROUGH SLAB SIZE & GA. S 3 42; I I � & REINFORCWG �� _ _ Level� � � % _ _ Le�el 1 �1 . » s—�-r - . �� - o�r ` ;a� �Q Y �' _ Q" �� J = ._/' /' - ` } � : —� � 6"CONC. � p ��C� �[ nCp �� (_ �, - - WALL .I � '', , " _ CONC WALLIII -I T.O.FOOTING -- -1'-4'� ��—�� I� _. I��—I�I�- �°e s.a.� � �-�1 � � a � -� � �� i' •a II ��I� II �`�a� III— 111= � � —� � �—I _ �i �— I— �_� � � �—� "�"—"' :�f— I I I=1_' 1=1 I I-=1 I I—I I 1= SEE PLAN & SCHD'L _ !�C�4 ; ,� II �� I I -� �� i I I �� CHAMPER � i I � II � % � � I 'IS 3�/4,� �j j-�----�5 � � i �J i �� ,� ✓ 3 i 7 ` � , _ < 9 � SEE CONCRETE � °I� WALL SCHD'L. `� � , vs-a.2� �- � FOR REINF. SIZE 8 SPACING � a �.-- a�. i- . �� _ _ _ Level 1 �, � o�-o° � ` a. � � b� l � �� . I -- I— � i a�� I_I�—�i I 1= ,I I � �I- I I I_) �T.O.F001 IN4 �� t' tit =I_ I I, � I �_.- � I—I � I � I,- PROVIDESTANDARD �- I (I (I I II I II-, HOOKINTOFOOTWG- �'. —I I I—� � ` I I�� -I �� I�I I-I I I I' I I', i-, ' FTG. SIZE 8 REINF. li�—�i —EQ - EQ�� =11� 111= I''� I I I 1=1 ''� 1=1 I 1=1 I I-1 I 1- I!-=1 I', I i I I—I I I--I I I—I I I--'� I I I I I- '"-�, FOUNDATION DETAIL @ OFFIC� � 3/4'° = 1'-0�� —III—III I�I I�I ��'�I—�II—�I�—II�—I � � � / ��w� � � i �� , TYP. FOOTING DETAIL � STL. STUD WALL ��' �� fiYP. DOORWAY � CFM� WALL � ''� 3'-4� � $i 3/4" = 1'-0" ; '`�9�' 3/4" = 1'-0" ,� i�:��i� ��.�.��,,� �-`�. �RID� �A �. --� ��S-3.51 _ _ � Level 1 � ---�------- - o,_o,�-� 3B2.Ox2.33 - - - - I_' I I — � _ �,. o„ Lj ' � — � � . _� � — I . . , :, .9 �—=N� � . � �'� , � i�. CONT�- � OPTIONA� I I �; �. ( I-I I I-� CONSTRUCTION-I�`I,,: . . � � P � .. �- 3 10'}I JOINT _I I I �,� -I . �- � �- . - -- I I-�21_4,f . ! — a � ' -- � � � — I I_ I -a. ` . e a s p,. • � �a " `� _ I I � � ��-�"��- � III I ° '"n CONT ; -_ ; _- �--� i ��- � r I I I I I— I � I—I � I—I � I—I I �=I 1— —I I--I l I—I I I I I I � I i I l�l—I I! . • •.� • . • . . 3/4" = 1'-0" �� jGRD� \� q �� i S-3. �' _ _ � Level 1 � ' .l' ' : _ � � _ �� _ Qn �,� �-� ^ � OPTIONAL ' -CONSTRUCTION . OX1 0-� . �.^ i �... � JOINT � � _ s'��\ � � � i �� --1' - 0" I I ' a' � ��: � `!'., �.I -#5 I /� I , °i iCONT II o � �� 10' I 1 ��,w � . . e : . �. .� . -6 � � �� d - . ". .v' ICONT.;. 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Asindicated _ __ ;� ol PUNCH-OUT HOLES � NOT PERMlTTED i ( BEHIND HCLD DOWN. � � :e I SEE �� I I CFMFBOTTOM TRACK SGN�'L I:�:I I/� SEE SHR. WALL SCHD'L. HEAVY HEX NUT REQUIRED FOR GAGE & ATTACHMENT FOR TYPE 5 HOLD �OWN TO STEM WALL L@VBI 'I� � . . .-i . . .. . �` - Q�o SEE HOLD DOWN 1I ' SCHD'L. FOR BOLT �� h �- S^[a �, CONSTRUCTION & HOLD DOWN � a � �I� �� , �� '` JOWT OPPTIONAL / 9� �°�.�T� :- ,i �.. S� _ I I _ �ri I—� ( I�.O.FOQTWG� �� -� �� ,. � �� a� I �� i -1 -4 � / —� I I S PLAN-- - I� . ' � - I I I I �-I � ��-�,,' `- 0.I I--I I CENTER FOOTING I —ON GRID LINE 8 PUNCH-OUTHOLES NOT PERMITTED BEHIND f-10LD DOWN. SEE « SCH�'L. �-� (Q4\I �/ i CFMF BOTTOM TRACK SEE SHR. WALL SCHD'L. FOR GAGE & ATTACHMENT COAT ALL STEEL TO STEM WALL BELOW CONC. W/ i� f,. ASPHALTIC EMULSION SEE HOLD DOWN —< , a ja� � �� — - -- - SCHD'L FOR BOLT � l� a & HOLD DOWN � � �- j�4 � — - , �� . 1/4 /p� / _ SEPARATE TIES --- TO FIT TIE BAR I a a. �� "` _ _ _ _ Level .1_n o'-o" u � � r ��', .. � ` . �II � � � �� - -- — — al ,..�n _ I_I I ;- I—I I 9I I � T O.FOOTING �,, -1' 4" � —�I� II' �, �II� I (I' �I �<�. —I =�I� —��I — a �� - -- I I I� I I I— -- _ I—I I I-1 �� _� I � I i i I I �-1 �� ': �—� � �—� � �—� � � � _ � � �— �—� � �_ -� i �� t � � �—� —� , �—) I I—I � �—� �—� � � � I- � PL'/ GUSSET 11 % SEE ARCH'L. FOR DIMENSIONS � 3.11 �� , �� KNIFE PL'/�7"/�3'-8"'�� EA. SIDE THROUGH / � � � W/ PL'/ax8x0'-8" @ BOTTOM � �, �(KNIFE PL3/8x6Y�3'-2" @ SIM�, ^-��-�� -l_ ,��-�--� r ; 'Ceve11 �, I O' - O°° i� � � �I I II �o �` � � � i, ��t 9 i � { —I _ 5/161 r E° s - � -- �� ' ' 5/16l 9 I d I I i �.i � �—� — � �_ � � a tl i '—. 5 ANCHOR PLATE BETWEEN BAR ROWS 3/4" = 1 3,�� r_�Fv �: � N a � Q � � z w � � U O ❑ ❑ m ¢ F- U Z � M O O � � a "a � ` � SERVICE YARD ENCL� aIJRE I� � v r 1! � Iv !1 � �� 3/4 1 0 � , �_ _ � . � COAT ALL STEEL — BELOW CONC. W/ ASPHALTIG EMULSION C.J.P. PL Y GUSSET SEE ARCH'L. FOR DIMENSIONS �PL'/x4X2'-4„ W/ PLY:x4x0'-4" @ BOTTOM � � � �� 3.92 � i I i ( � i I `GR D? � 91 S-0.21 i 1— � i _Level 1� — _ �� _ �� a j — ol I� I��I�, _—o„I I I I I �TIO.F001 IN4��, II f�RANSITION TOI4' I �— � I—I I I �) i(__.I i I I'(_=1 I I �'t�� T� �� /'�B �R/"'il�la7��7��N 4 / 3/4„ = 1'_0°"% , �'.�� - , . - ' , "-e . _ - . � � SEPARATE TIES y " " �� G b� m � . .� ^,- - . ma TO FIT TIE BAR "- � � ° . - -.a - °,. � .� . . °� � � .. .�.a � . . : � ; � -, . . . . _ tr a ° LF . ' .. a e a . -- �a' . . ' ` � _. .��. ��.. '�4 � �3 . _ , , a. . ,. < a. �. 1 /4 � 1/4 —� , 2� ^` $ 3/4" = 1'-0" i� io _ i Q' o �C7 � �IQ i� iQ �d � � � �' �� SEE PLAN & SCHD'L. �' i M @��_4,� LM 10" �� N J�N i—� '. I� `��z��°-�� ;�� I�I—�� I'��I��II!��I�I, .;I��I�I�I-,- I I I—, n aca . II=jI � �; o � I -I I I —I I • ch �.a•� I � U� �� _ � � � -�'�.Ii —iii- ii —iii--ii - ',i,—i!i— EQ EQ �, �� 1��` �'-W\ , TF�ASH ENCL�SURE '� ' 3/4" � 1'-0" /� FC3.0 iGRID I � � � �g�. i � � S-3 52/ i � �% I I I I� - -- — - - -- -- - Level 1 /1 �� - �� ' 2-#5 CONT. ��1'-0` � _ __ _ T.O.FOOTING_._n ` -1' - a" � 4 -#5 ` a CONT. � #3 d�7�� ¢ d �-. I . . 4 -#5 a � , CONT. ` i F12x3 -� � �~� �� 5 � 314" = 1'-0'° �G \/� �/ u ------ --- ------- - L@VEi'i �, ' o� - o�� 2-#5-- � < � , - BASEPLY"x6"xa�_1�� CONT. j W- 4-%"mx12" A.B. #4 @1' - 0" @ 3"x6" GAGE ON 1'/�' SHIM & GROUT _ _ _ ___ T.O.FOOTING � 4 -�5 �, � -1' - 4" �' COIVT. q #3 @7"- � i 4 -#5 .. �. � . CONT. ° --�. z� 10 �� M M � ; i ,�� Oi@Hr�1US E C4010 Lake �Nashington Bivd. NE, Suite 320 Kirkland, WA 98033 p 425 828 8948 f 425 828 9067 WATSON STRUCTURAL ENGINEERING, LLC STRUCTURAL ENGINEERING CONSULTING i o�z n�w eeowwc oR OAKHAR60R, WA982]] PH:f380)5M-8614 FAX:(360j5448699 Emall'. Aaytleovrsa�mm-com i i � � i i i I, 1 � 0 w d U 5 8� U � � � .N # # 9 � � iZ° � � � a �� v o a Q Q rn w c o �a I � � � O N (' m n 0 Z I i REVISIONS Nortl�west Career � Technical Academy 1606 R Avenu� Anacorte�, 11Vr4 98221 ANACORT�S CAMPl1S Date 07-13-2�J09 Project No. J08017 Designed ��iW Drawn ii�w ,_� !.' ��- i � FOUNDATION � � 1 /°i � La7 .ihZGi �'�0. 5-3.12 ' �\ '� �2 � 3/4„ o ��_o.� ; � � � h V M 0 0 N N m , � � , � L 6x3x%qx CONT. � /� BTWN. HSS 3x3 POSTS ' �.,-�i� \ 18��2 � � i,s; z � \ 3/16 � � 2-12 � �LO.BM. 18' - 2 3!4" � � I / 3/1& �� 2-12 `�— �, I I/� W.P. T_O_JST 18' - 6 3/8" �i/ / �I v2 sEE ,- _ SCHD. �� TYP. K JST. BEARING � 3�4�f = � �-a�� ,� HSS 3x3 ��',�r'�--� BASE PL Yax5x0'-9" �.� W/ 4-�/"�a HSB � � @ 3"x6° GAG� 3/8" STIFFENER EA. SIDE 3/16 7 ' 3/16 'U 3l4" = 1'_0�' 1/2 (� 24 �„ 3/16" BENT PL CONT. — COPE VERT. LEG @ JOISTS � L4x3x1 CONT. (LLV) _,.. � 31161 � 3 3/ fi � 3 EA. JST. /��, (41 �i \ I � T.O.JST. 12' - 4" ; TYP. 3116I !� 2-12 \ =---'� ROOF FRAtv11NG -- ---- ----- PLAN r., 12' - 0" �� 118 1 _� EA. 1/8 � \ JST. `�%' 3l4„ _ �,��„ �� ,5� � � � �I HSS 3x3 �\ ' \ (i ( i �� '1 i I� BASE PL'/ax5x0'-9" ��I I� Wl4-'/z"'a HSB �� @ 3"x6'° GAGE �� s ��, �, 3�� .�,� 3/8" STIFFENER —�� ti f EA. SIDE � 3 SIDES �� /—\ � �5i �� i il �� 3/4" = 1'�0" �. ru� �/4" = 1'-0„ 18' - 6 3/S" �-- 3/16 3 3/16 3 � 3/16 � �� 1 112" - 1'_0�� f� � BRG. PL3/8x5x1'-6" SL�T @ WEB CAP TO C6 � i9 �i C6x8.2 CONT. CAP PL %4"x4"x1'-0" W/ � Zq-'+/�2'ry THR'Dy.� STUDS a�i 4" (% G—��2,� H.S.6J. @ ��2'/ � S �P�AN 1/4 2 1l4 � 2 � 2�u`� EA. JST — C6x8.2 CHANNEL SEE PLAfV 3116 % H55 3Y�'x3%" COLUMN UNDER EACH JOIST �1 r 1 A S-3 22 � � T.O. BM. 18' -I 2 3!4" � W;P..18'-63/8„ �� ' � ' �— Us! B�AM\ � � S-321 %I SEE j'LAN SEE � , FOR TYPICAL ' K JST. BRG. �_ _ i _�_� �- ��4�� SEE TYP FRP,MING _ _ PLAN� 12' - 0" ' ce e � v_nn V i � • , �. & oY'@ HiY1.1,1S E 1, C4010 Lake Washington Blvd NE, Suite 320 Kirkland, WA 98033 p 425 828 8948 f 425 828 9067 WATSON STRUCTURAL ENGINEERING, LLC STRUCTURAL ENGINEERING CONSULTING mcz rvw xeowiNc oe_ OAK HARBOR, Wk 082ii PN-(360)545-&.�A FAi(:(360)544�8619 FinaR haytleevise@msn.mm REVISIONS �-�-� � ��H. ��G �r � � � �� ' �e � z� � � / ' �°, � �i "q ./�./l�// eD e/�a. ��Cj �p 3v862 `y��" k, � �,"�la Ta�at Nmy� S"� ��a��l�� . NOl��'iWeSt Career � Technical ACad@lii� 1606 R Avenue Anacortes, WA 98221 ANACORTES CAMPUS Date 07-13-2009 � Project No. J68017 Designed IiI�VN ' Drawn HHW ! �. � r STEEL FRAMING DETAIL ShE'� NO- S-3.21 �,, � � � �As indicated �� - , , , \M, (L) / Pa �� / .e `. � � � : . ro � � � U \'S Z � 0 0 � � 0 � � � a` 'w � 0 � Q s N 0 0 a � SWGLEPLATE -,. SHEAR CONN. � SEE SCHD'L. i 20 � � S-022 r4 3/16 - - - _� —N — _ �, — — ' — _ _ _ r o a — - � I � '/<"o ERECTION- ° I ° � BOIT GUSSET PL 1!2" � �.. � � SLOT PER ' DETAIL 16 `��3�' ', I �\ 'I/4 1/4 � 1/4 8 � 1 /�8 �` � � �\� . � ` � . � \ � � 3/4" = 1'-0° FOR TYP COLJCHANNEL CONN. SEE DETAIL o '/<"o ERECTIC BOLT TYP. KNIFE PL 'l<x9" SLOT PER DETAIL � L �\ �`, � �2 % 3/4" = 1'-0° 0 TYP ` 5 /! ,., �r .,,,,�, ,.� �., �-r� �- �� N i I � 3/16 b HSS BRACE �� Ci w; DIAMETER >= GUSSET PL ; THICHNESS + 1/8" I '/<"ra ERECTION BOLT � TYp. _� � COVER PL -�- � 3(16x3 � � W � i � U Z �Q � d¢ � � �U �wz �o � I �� a�w - �� W 1I16" � - GUSSET PLATE GUSSET SLOT DETAIL 1 1 /?" s 1'_(1" A. L3x3x%4 LAP & FILLET WELD @ CORNER / 1Y2 USEE SCHD. 3/16 � � an s � = = = - - \ - PL'l<x4x0'-4" Wl2'/{'w HSB F. B. Y4x4x1'-6" CTR.ON BEAM TO WEB e � GW 118x1'/ BAF 3/'t�� ,—llee 3/4" = 1' '/d'm ERECTION BOLT TYP. 1l4 � r- 3/8" GUSSET PLF�.TE os \� '\ 1/41 i 8 � �� an-� � i � �� -z.z�/ ��' - � i � � � � %"2 ERECTION �,� BOLT TYP. G�'��2 . i / i � / 3/8" GUSSET � PLATE � FOR TYP COL./CHANNEL � II I CpNN. SEE DETAIL 10 I `.� 3S 21 I HSS 3x3 COL -� I � SYM.ABOUT _� 8 � � � /� L WASNER � 3/8" x 6" SQ. W/'/<"v� BOLT , �i / ' � � i �� a% 3/4°' = 1 °-0" �/`fao � � omnn l/ 1l4 � 8 �� '/<"s ERECTION� BOLT ?YP. 3/8" GUSSET � PLATE ��\ � � / �� 1 /�{ �\ � � 1(4 i � � i �j� HSS 3x3 COL. � I 13 - �'-. I � S-022 I %� (10� 314" = 1'-0" �� %R31, ,R2; ! i i i � - - —t------- ---- �I '_; , I9 5/8" PL3/8" � ;` � WI 1-1/32"m HOLE •� � 3� i �\ � 6 11 PL3/8" W/ 1-1/32"o HOLE 3/16 3/16 L6"x4"x3/8"xQ'-4" �5-322% �� SUN�HAD� PARTIAL PLAN 1/2" = 1 °-0" � 1/4 \ 1!4 �� 1/4 8 1/4 8 HSS 3x3 COL SUNSHADE S��TION ��a° o � �mn., To�of Parapet �1 17" - 8" � PL 3!8"x4"x6'/ W! 2-'/<"o HOLES AS SHOWN. an s I�. 3/16 , � � , ', & �Y'e�1111�5 � 4010 Lake Washington Blvd. NE, Swte 32Q Kirkiand, WA 98033 p 425 828 8948 f 425 828 9067 WATSOl�T STRUCTURAL ENGINEERING, LLC STRUCTURAL ENGINEERING CQNSULTING iD62 NW REDWING OR. OAK HARBOR, WP. 9B21Z PH �. (SBO) :A0.�i3]4 fN:: (360) 5d45519 Ellld��: hdYdBAWep�M1I51I-00111 � � � ; � � i � � � i � i I (� I 0 � m V �- i.y�� io�= � i� i ,a �N �� I� sl e � '� b, � m a� ! �': � a -o Qi Q � o o y i � rn R I j O N 0 W f� 0 Z i REVISIONS m _�t H��tx, . .� "�A�i e/4 sasez ��Q' k,°�� ; U� c�� IONAL � Northwest Care�r � Technical Academy 1606 R Avenue Anacortes, W}� 98221 ANACORTES CAMPUS Date 07-13-2009 Project No. J08017 Designed HHiN Drawn f'i�i{�f CONFARMED �ID SET j �TEEL �RAMIIV(a D ETAI LS �heet ��b S-3.22 !�� 2 �\ As indicated ; � . .� . y � � ��',S ,< ,��'- - ��>�' � ��; 6HIM AS RI ,k TO FIT BN BOT. CHOF 2-%"p N.S.F SHIM AS REQ'D. �\ � 1�4 3 � 2-Y"e H.S.E TO FIT BTWN. EA. SIDE BOT. CHORD � TYP. TRcB � `� � 1J4 � 3 L3x4x0'-6" L3x4x0'-6" � � EA. SIDE EA. SIDE i � n � PL 318„x6'k0'_9" • : �. 2'i"a H.S.B. � ROOF FRAMING PLAN � z-�iz�� H.s.B. - -- - -12, - 0�� EA. SIDE G -� n �� 1 % 3/4°' = 1'-0" 1 /4 1/4 C6x82 �2 � 3/4" = 1'-0" PL 3Bx4x0'-6" Wl2'/i'� H.S.B. @ 3" GAGE C6x8.2 �, � ..� , �� 1 1 /2,° � 1' 0" ; � ,, ,�. ��-��. ; � ,G, 912 SEE 16�' TYPE "N-24" DECK SCHD. OVER ACOUSTICAL DECKING IV I ' ,— #8 SELF-�RILLWG ,--� REMOVE WTERLOCK � SCREWS EA. FLUTE. ;' OF N-24 DECKAT �I /%� / DOUBLELAYER. y L4x3xY<x CONT. � i / ��I f #8 SELF-DRILLING � I I i 16 GA. 3" TYPE "N-24CD" DECK SCREWS EA. FLUTE. � � L � ACOUSTICAL CE�LULAR ' % 3l4° = 1'-0,� L4x3x3/8 ',j-----� -- 2-2'/z'o THR'D. RODS @ BM GAGE / L3x3xYa —� � W/ CLIP ANGLE TO CMU WAL�S I � f 2'/"a BOLTS � � @ BM GAGE � 13 \SIM. --- �5-6.22 � � �� i 5' - 0" - 1'/z' TYPE "B" DECK OVER ACOUSTIGAL DECKING #S SELF-DRILLWG —� I SCREWS EA. FLUTE. � REMOVE INTERLOCK �, � � OF "B" DECKAT � i \ DOUBLE LAYER. � � � \ I I I � � I 1'/" TYPE "B36-CD" DECK ACOUSTICAL CELWLAR DECK � , � � $� 3/4" = 1'-0�� — #8 SELF-DRILLING SCREWS EA. FLUTE. 112 USEE SCHD. �� H£ TYI �\ .. � �.� � � _ ____To�of Pa�et__ `�., 17r _ pn iJ V C6x82 WIND BEAM W/ 600T3D0-43 TRACK SEE ARCH'I SCREWS @ 12" O.C. �� I 6�OT300-43 OVER CHANNEL C6x82 600T150-43 � � Hutteball. & oY'@H111U5 E �4010 Lake Washington Blvd. NE; Suite 320 Kirkland, WA 98033 p 425 828 8948 f 425 828 9067 6'VATiON STRUCTURAL ENGINEERING, LLC STRUCTURAL ENGINEERING CONSULTING 106? N W REOWING DR. OAKHARBOR,WA981i] PH�. (36llJ 5448614 FAX�. (36D) 5448619 Email�. M1ayaenwse�man com � a I �� U :S ( � � � N c 0 .N u � '> E � � I � � � i � a w a� � ¢ ¢ I o o d � � o n�61i I,� � � � hi � Z REVISIONS _��mm �d e�lt? r/ j � � .a .n � //� � 4 4� � �` �'o � aassz rw° k,�� '�, Ta AL BN�� 1� s`�ioNnc �o �- Northwest Care�r � Technical Academy �sos R �V�nue anaCo►�es, vvA sa227 ANACORTES GAMPUS__ Date 07-93-2009 Project No. �a8��7 Designed HHW Drawn H�'iw : � • � � � � � � `m U � Z ti 0 � 0 � � 0 0 � m � m 0 d W � � 0 � Q � � N � � 0 a � STEEL FRAMING DETAI LS Sheet No_ S-3.23 ��, � 2 `, As indicated � � 0 0 m 0 � � � a 2 'w 'S� � � Q � m 0 m � � 0 a � R2) � 1/2 SEE � SCHD \ t°:-...... I r.o.sr�. �a� - � ��a�� JST.BRG.9A'-2314" �-� i PL'/:x6��X��_Q�� 1 -_ W! 2-'/"mx6" HAS - @ 9" GAGE DO NOT PL(�.CE PARAPET UNTIL AFTER JOISTS ARE SET. L 4x3x'/< x CONT- W! 5/8"mx5" Q 5A. @ 48" O. C. 1!2 SEE SCHD. C 3/4" = 1'-0" � �e� �.c. ALIGN WITH JOINT TYP. 16'° JAM� ��v�� SEE ARCH FOR FRAMETYPE 1 " = 1 `-0„ ww•-rnao o�o-rr�rrivi PER 6/5-122 i i i i i i i i i � .,., ,.., i t�R2 ) � 3i4" _ �'-0" rvuvir SEE ARCH'L. F�R FRAME TYPE 7� LINTEL @ SO�D � 3/4" = 1' 0" � ��. ti��; EA. VALLE' 3/4" = 1'-0" INTE�SOR �iMu WA�.�. '�/d" � 1 �_f�'� r-� ( \R 1 /l, L 4x3x'/< x CONT. --, Y W! 5/S"ex5" C.S.A. \ � @ 48" QC. �'� _ , SEE 1J2 ��, f'��" SCHD. \ ! 1'-0" WIDE x �� , �� 6" TRLL POCKET ;� c �, � \ Y y , � ;�'k�> ,> �� 5�x��' ��,�✓`� L 3x3xY<x CONT. � . `<>� „k- ,'�v�x� . . - T.O.ST�. 15' - 6 1l2"n W/ 518��0��_4�, C.S ----,� @ 4S" QC. MAX. �d i � d L .�✓1,., �' ti��;� JST. BRG. 15' - 1 1J2" � � z -�s � � � CONT. `� ` i �. ' �"'-�-� � PL Yx6"x1'-0" / - W/2 '/� mx6" HAS @ 9" GAGE � ( Gi U i I 3,/16 � -- 3/16 � - — — -- --- � -- PL Y<x4x�'-4" W/ 2 '/z'� HSB / - EMBED PL 3I8x4x0'-8" � Wl2?/°ex5" HAS @ 4" GAGE - 3/4" = 1'-0" ��, � � � .� ��a � VARIES MATCH ROO� SLOPE v1MF SEE ARCH FOR FRAME TYPE 1 " — 1 v_on n ;R2`� �/ � 8" CMU � SEE PLAN & \ SCHD'L. FOR REINF. i O O O J�`" C \ 3-#4x4'-0" � ��1 '/a -- SEE SCHI]'L. 30/S0.22 EMBED PL 3/8x8x1'-0" W! 6-%"mx5" HAS @ 4" GAGE EA. WAY 3I4" = 1`-0" CL SPLICE PL � r� �� (R1'l \, / I/ WELD JST TO PLATE BEFOR RELiECEING LIFTING CABLES. '/4 3 Ya 3 / a, �; ,`�,° � � ' �� I � �� -- ' \, ` � � ,� , i / � PL'/x6"x1'-6" � - � < W/ 3-'/'mx6" HAS k Q @ 9" GAGE . `"�� (SET AT 15.15� ¢� TO WALL) 3/4" = 1'-0° SECTION 3/16 10" SEE PLAN OR SECTIONS FOR BOLT SIZE & SPACING END PL'/<x3 CONT_ - WI'/"ox6" H-A-S. @ 24" O.C. SET IN FRESH GROUT � � 5 314" = 1'-0" �t��s� � 11 i � �� i;: sP��cE i �'' z 8 I I �: �' 51M/—� � � � ��S-3.3 j � �� I I I ��1 �� Tl'PIGAL LEDGER ANGLE BOLTfNG � SPLIC� �i �'"` 9,� ��a,� 0 7� n�� 0 10�" = I I i i % � ;GRID� — �_/ � v4 ��A SEE SCHD'L. � 30/S0.22 EMBED PL 3/8x8x1'-0" W/ 6-'/"v�x5" HAS @ 4" GAGE EA. WAY 3l4°' = 1'-0" �� GRID� = 1 �-oiv North�nrest �areer & T�chnical Acad�my 1606 R Avenue Anacortes, WA 9&221 ANACt7RTES CAMPUS Date 07-13-2009 Project No. J08017 Designed H�W Drawn HHVI( CONFORMED BID SET PL Yx3 CONT. - Wl Y"mx6" H.A.S. @ 24" O.C. SET IN FRESH GROUT _ ,R j 2 -#5 CONT. � �8�� ALT. HOOKS ROTATE TO RT 2-5J8"�x12" AB_ — @2Y<" GAGE i� 12' - 8 3/8" 1/2 USEE SCHD. 2 -#6 EXTEND 2'-6" BEYOND OPENING : � .,', � O ; 20 Grid4 RE -,CHAIN FALL BEANI ,. 3/4 10� 1/2 USEE SCHD. -- z�a BTWN JST. �-Iutt�ball & �r�HI�11�S E 4010 Lake Washington Bivd. NE, Suite 320 Kirkland, WA 98033 p 425 828 8948 f 425 828 9D67 WATSON STRUCTURAL ENGINEERII�TG, LLC STRUCTURA� ENGINEERING CONSULTING �oszhw aeowiuc oa. OAK H0.RB00, WF 9921] PH: (38�) 5M1485/ r FAX: (3A�) 6d4-8fi1 B Email: naytlenwse(urmsn.com ( c � � � _d o� U � a � N � N# �i '� I � ��i � j �a -�o a I Q Q 0 0 � O N � � � 0 d Z REVISIONS — 2-#5CONT. , -- � �- �,—�2, 4—�' ACROSS LINTEL —' � EA.SIDE � -4 � � �_ ��g-�g��1 -#5 � --- -- � �NT. ' -- 5�� I R1\i � � CMU DETAILS Sheet :en. S-3.3'I �'�, ; 2 As indicated @ 16° QC. ^v ALIGN WITH JOINT � � � j � ♦ . i F j �--,� � � � �� '�� llt�eb�1�, � , r � � � SEE 8/S-323 FOR OVERHANG AT�� ;�� /� � ' #8 SELF DRILLING SCREW —� 1l2 SEE �� ACOUSTICAL DECK � �� / � A R C ti i T e C T U R E �\� - BRIDGWG FASTENED �J(, ��5 � @ 6" O.C_ FUL� LENOTH OF V11AL� �� SCHD. �� A l-� #H SELF DRILLING SGREW �� -� `i -. TO SOLID BLOCKING � ��'- �i � ' '�j`' �� @ 6" O.C. FULL LENGTH � �o #s Ea. si�E oF , , ' � OF WALL � SPLICF (20 TOTAL) � �#8 EA, FLG_ \ 4010 Lake Washington Blvd. NE, Suite 320 `' ` , � FLAT STRAP, NOTCHED —� � �� Kirkiand, WA98033 t- � `N L4X3x/d' x CONT. , - � A . k , � - - � CHMlNEL,X-BRIDGINGOR � � �� . � p425&288948 f4258289067 � `` � � Y � ''i� I� PROPRIETARY BRIDGtNG, `� � � (UiAXIMUM 10'-0" ON CENTER. � \ \ � / �� SEE SHEAR� � .41TACHED TO EACH JOIST .� � � I i I�� i�� CFMF TOP TRACK WALL SGHD'L. � � WELO AS REQUIRED_ �� /j �� V�ATJON JTIZUCTURAL I �#s sE�F oRi�uN� scREw #8 SELF DRILLING SCREW � I' SEE SCHD'L. FOR GAGE �� 7 CFMFTOPTRACK ---� ' � � �4\' ENGI;VEERING LL� � I� I sEE scH��. FOR sPaaN� SEE SCHD L. FOR SPACING I I �A sTuo — '�� i ' sEE scHo��. FOR oA�E � I � �� I � � � � � ��4� STRUCTURAL ENGINEERING � —� I �� Brzio�w� FasrENEo � CONSIJLTING SEE Vt/ALL SCHD'L SHEAR PIER WITH 22 GAGE � � � � ioszfiweeowiucoe. FOR SIZE & SPACING � SURE-BOAR� SHEATHING STUD STUD SPLICE PIECE - TO SOLID BLOCKWG ."� \\ onKNaasoa,Niasaz�r � I AS INDICATED FRRMING � LENGTH= STUD SPACING LE55 4° � \� an,rso�saa-eara Fax �aso�saa-ae�e ELEVATIO � SIZE & GAUGE TO MATCH TRACK emaic oayeenwse�smsn.com N ) � � / � I�i / . \�- CFINF JCIST I I SEE SCHD. � � /�� ', �� 3/4,� � �,mo�� !� TRAi�K iPLIGE DEiAIL-SHEAI� WALL i'—`� JQIST, RAFTER �RACING /�RIDGING BRACE SPACING �� (� N.T.S. 5' N.T.S. n � n i I I — '— 8� Q.� �� 3/4 = 1-0 t � �� __i � 5�, i � �' a � o� r. ��, S-3.41 ' i � 13 � � y �� `3.41 � I ` d I � � � �5-3.41 � � 14 � �4)-#8 0 m � 12 �� ,� � �, n� � � #8 @ EA. FLANGE -- � / . � N � � S-3.41 ' I �� "� � N � �\� � - CLIP TRACK . � I i � o i, r .N � % � FLG. AT LAP � N . � � �I �, �� I V JOINT � � i � � � I � � �/ �,�A � A TYPUNO. � �I � - w� � � � ;m oi � "INDEXED ENDS' �'� �� ' I �� ( � , �� \ I ` � EA. SIDE , �� i I � � �f�� t � 1-12 FOt� PUNCH-0UT � �- I � a � � I 9 �. � ' � "INDEXED ENDS" i � � a i �� ` I Y � �-� � I � ,� ALIGNMENT � � /'� � � ¢� � � � � ^ m o� o !m �-3.R1 � , �,� ��'�¶� � / AL�IGNMENT ouT ! � � � I \ �` � � '-� SPLICE; FLAT-STEEL � {� l�� y�� BRIDGING @ 8' 6' O.C. � � � i�� ,y � � MIN 1Y x 1Yz x 20 GA. STUD SECTION j�,�,�STEEL STUD f,� EA. STUD 178 � 1; �� e;�� FASTENED AT ENDS � � e .' WEg ; q �� o- �% 1 (30 MIL} ANGLE � � I �', � � � q� TO STU� W/#10-16 PENETRATIONS � � � � ' � Im�W'' � ��m o � � � I � � � I� ��'� I � i �' ' � � � �� i � i � � I � � r � �� i i � �� i '� I � 0 � � I "� � BRIDGfNG Wl , � �/ � � ��s j I i i ,� �� C J015T � i � m ml p) I � � �� .� 3 REVISION3 i m i � m- 6-#8 SCRHWS � N�� I m �, � EA. SIDE OF SP�ICE � �'� I � ,�� j �� - BRIDGING FASTENED 1 � . � � t � � p , 0, � � � � (1) SGREWS AT BOTH SII]ES � � I I � i AT EACH JOIST BRIDGING FASTENED I �i � �- TRACK 1-9/2" CHANNEL . � � m - WEB PENETRATIONS �', � � �-�� -� I I - �� AT EACH JOIST BRIDGWG � m �--� � NOTE: WI(1)#10MW_ (Aliemate) � H_ � 12 \ #S x 518° LOW PROFILE � � LOAD BEARING STUDS MUST BE �� `� i�, � �g� � -� � � � �� '� �S-3.41 � HEAD FRAMING SCREWS I �`� I SEATED TIGHT TO TRACK WEB ,,,,,,��y'"" � �f� �g �� EACH SIDE �� (MAX, GAP OF 1116") �a �,/ i � o� - � � � INTERIOR GYP. BRD. FINISH � a'� '� � .S-3.41 �� 3 41 % � �fastener � � �—� � �� /� BOTTOM TRACK SPLICE �� CORNER TIE �` TYP. STUD T� TRAGK CON�IECTIONS �- � CEILING WITH JOIST BRIDGWG ��"" �� 7 g �g � 1 p � �� 348�z ,�� xFastener hidden ( ; � � � ( � 1 �`�o� ,�T R �/'��,� �Fastener back side & hidden � �� N.T.S. N.T.S. �;/ N.T.S. �� , N.T.S. �s �L_�� 1 s7p��, ��.a�.�� ' �� ; 9 FRAMED CEILIN� ASSEMBLY � I \�� N.T.S. /��\AGGERED8110.C. Northwest I / � CLIP - NO REINFORCEMENT REQUIRED � Career �& �� FOR PENETRATIONS WITH A DIRMETER /'� � � � - STkJD PER PLHN � � � ��'� � �11 LESS THAN OR EQUAL TO PUNCH WALL TOP -� � T�C�I1I�ial / ��'�1 � �1 �EPTH. EXCEPT AS NOTED BELOW TRACK I I, � CFMF RIM JOIST -� FASTEN TO STRUCTURE -� V� �� li / I � �� ABOVE � � ,, MiN (2} SCREWS OR TRACK �i � �� / � � i � _ � EA BTUD � � i C� �m� ,��P� � � � . 1-5/S" � � .iOIST PER PLRN �� il, 4� �� ALL OPENING5 �� /� aCOYtES 1MA 9822� �� CENTERED IN WEB i i � � CPMP JOfST _� � ' . � ��' , � � � �' � � � , — REINPORCEMENT � li' � - SHEATHING EDGE OF PENETRATION � � REQUIRE� FOR — LEDGER TRACK W!(1) \ - SOLID BLOCKING (2) ANACORTES CAMPUS � MATERIAL SHALL NOT BE LESS PENETRATIONS � I I \ � � � THAN 1" FROM THE GREATER THAN SCREW AT JOIST TOP EA. END & MAX. 8'-0" � , //� & BOTTOM FLANGE � � . � �� - STUDS PER PLAN STU� FLANGE PUNCH-OUT DEPTH �� .�� Date �7-13-2009 , � !m, �/ 1� III � � . \ \ - _\ . N W� �/ ! �'� � I �l �, 1" MIN. \ � � �' \ Project No. J08017 a I ��' � � ' %' \ RE�ESSED CEILING WITH LEDGER i� � g.� �5-3.4�; � i ". i'� `3 � I � \� Designed HH:I�( � � � FINISH SURFACE � � �� I / �� N.T.S. i , \ FtAT 8TRAP BRIDOWG Drawn HH{�( �� . O � �� ;� / \ ' '� �e5 � o j � NOTES: 2#8 EA. FLANGE I� C�\��' G�\��' -- ? !� 2. C PAC TY V RiF C�ATION BOY DESEGNOIS REQ. FOR ANY OPEN WGS O �� y�� O��Q -- — U L.00ATED AT AXtALLY LOAD STUDS AND BEARING ENDS. SOLID BLOCKWG P�r1 g0 z 3. APPLICABLE TO TRACK & STUDS. FOR JOISTS & RAFTERS SEE 21 b USE #8 @ EA. SEE SCHD'L. � -- - r, STUD & (4)#8 . � _+ t PER BLOCK ��`� TOP OF WALL DIAG�NAL �RACING �� STUD PENETRATION � �`� JOIST & RAFTER BLUCKING ` � �� N.T.S. � � i N.T.S. � 3,�XssMi�. (��—� N.T.S. CONFORMED � � t TENSIONED / BID SET Q � CEILING JOIST FLAT STRAP � � -TRACK BLOCKWG- �- SIZE & GA. TO MATCH . � TRACK SECTION @ 600S162-33 ---� � STUDS, PLACE @ � � � EACH END OF WALL BACKWG W/(2)#8 � 10'-D" O.C. & AT EA. + I . AND @ MAX. 8'-0" O.C. � � @ 24" O.C. TO \ ,— 18MIL TRACK @ 90'-0"O.G END OF JOIST � WALL FRAMWG (2)#8 @ VERT. TAB TOP TRACK CLIP FLANGES @ EA. EN� FRAMING � z _ ' WI(2)#8 @ EA. END �� i i . FRAMED J04ST, � �� ` ��#$ + SEE PLAN FOR � ' �_ o CWDDING MATERIAL '� �' � SIZEAND SPACING �� i � 3 � � � _ � � GLIP FLANGE TO � * � � I �� N '` FORM VERT. TAB � � \ , i" \ i� y °' �-- CFMF STUD � � � RECOMMENDED MINIMUM NUMBER OF f� '�� sEE scr�o_ a (6}#8 SCREWS � � ROWS OF BRIDGWG FOR FLOOR JOISTS {� � cFnnF doisr sEE scHo. ol i I SPAN NUMBER OF ROWS I� f�j I ANOLE 1Yzx 1'/ x20 GA. (30 MIL). ` � �� MINIMUM wl #'8-18 EHCH STUD � � � 33MIL FLAT STRAP (MIN- �� INTERIOR �TO 1A' 1 ROW @ N1IDSPAN � �� , �: � � Q�� WIDTH 1Y�') TENSIONED WALL FRAMWG 14' TO 20' 2 ROWS @ 1/3 POINTS '�� `- (3) SCREWS EACH STUD (2)MIN.FORJOISTSPANS CFII�F DETAILS � 20' TO 26' 3 ROWS @ 1l4 POWTS � LESS THAN 12 ft. Sheet Nu. . r°�i I #8 @ EA FLANGE � �_� - "? �� v 2 I � � � � '� S 3 4'I a� �� HfJRIZONTAL �LKG DETAIL @ 4�" O.C. (VIAX. ` 17 �; INTERI�R WALL SUPPORT i�1E '; JOIST BRACE TABLE ,� 19�� JOIST STUD OVERLAP COIVNECTION �. �i N.T.S. � �� N.T.S. �� N.T.S. �� N.T.S. � `° �/� �� /� � As indiaated \ � I LINTEL SCHEDIJLE �� (4)-#10 8 EA. WEB STIFFENER �� LINTEL MATERIALS WEB STIFFENERS LINTEL TRACK JAMB STUD TRIMMER STUD(S) j CLIP ANGLE - REMARKS HEADER NO. ; # OF SCREWS I I ' O O O O 'J O i i LINTEL #1 � 3-1200S200-68 2-6005137-33 6QOT125-54 6005162-54 2-600S162-54 L 2x2x54 MIL. W/6-#8 � grid H i LINTEL #2 i 2-1200S200-68 6005137-33 604T125-54 6005162-54 2-600S162-54 L 2�t2x54 MIL. W16-#8 i grid F � LIN7EL #3 j 2-1000S200-54 606S137-33 6�6T925-54 6005162-54 2-600S162-54 L 2�c54 MIL. W/ 4-#8 � grid Q4 11'-6" opening I ! LWTEL #4 2-SOOS200-43 N.R. 6D6T125-43 600S137-33 1-6005137-33 N.R. � TYR �WTEL 8'-0" MAX. #10 @ 12" O.C. - Q NSTALL TO MISS ROOF FRAMfNG ` MEMBERS) f /� ��° {2)#10 @ 16"O.C. � k k � I F BiO�F,�'/onj 3 \@jl #8 @ EA. �� FLANGE T TYP. S�QF ��R (SINGLE TRIMMER) �'„"'' r'Y''�,-v-�� TYP. LOAD �EARING LINTEL � � � �ia„ _ �,_n��iz , � � �,�. CRIPPLE STUDS, SIZE AN� GAGE AS REQUIRED TOP TRACK, SIZE AND GAGE AS REQUiRED HEADER, SIZE AND GAGE AS REQUIRED JAMB, SIZE AND GAGE AS REQUIRED i) ii (2)#90 @ VERT. TAB CLIP FLANGE TO FORM VERT.TAB _/ � INSULATE TRIMMER CAVITY SPACE AS REQ'D #10 @ 12" O.C. (INSTALL TO MISS ROOF FRAMING VAEMBERS) (2)#10 @ 16"O.C. S/Q� /�r � � s,a� R,oR (DOUBLE TRIMMER) CLIP ANGLE AT T& B �F JAMB STUD TO TRACK WHEN REQUIRED (4)-ik10 & EA. WEB STIFFENER (2)#10 @ VERT. TA8 CLIP FLANGE TO FORM VERT.TAB INSULATE TRIMMER CAVITY SPACE AS REQ'� CL WINDOW i i LINTEL, SIZE AND ! GAGE AS REQUIRED I �� SILL SCHD'L. HEADER SCHD'L. . JAMB, SIZE AND GAGE AS REQUIRED FULL HEIGHT JAMB STUDS. MEMBER SIZES AS REQ'D PER DESIGN. NOTES: 1. PROVIDE HORIZONTAL BLOCKWG PER DETAIL 16/5-3.41 @ 48" O.C. MAX. TYPICAL 2. INFORMATION SHOWN FROM SSMA- PRODUCT TECHNICAL INFORMATION ICBO ER-4943P , w��,-„�'1 ,��,'�,�� -,'1,.-�,��, �` EXTERIOR CFMF STUD S�HEDIJL�, 3� 3/4" = 1'-0° ; ��. � ,-�-^, ,�� EXTER(OR CFMF HEADER / SILL SCHEDULE. 20 PSF LATERAL LIVE LOAD � TRACK SIZE & GAGE z T150-43��T150-54 T150-68 T250-43 T25�-54-�'� T256-68 = w o Q NESTE� STUD SIZE & GAGE T--- Y p NONE I, NONE NONE NONE I T137-43 NONE T137-54�1i NONE T137-68 � v HORIZ. DEFLECTION LIMIT OF WA�L HT. �� o 0 0 � o 0 0 0 0 0 0 o a a o � o 0 0 0 �o��,o�o�o�o�o�o�o�o J N c0 N CO N [O N� CO N CO N c0 N CO N'- CO N (D _ � � � j � � � � � I� � � I � � � � � � ' � > > 6 9 6.5 10 7 11 8 10 7.5�12 9'11 8 13.59.5;12', 9 14.61Q.5 F S 8 6 9 6.5 10 7 9 7 11 i 8�'�, 10 7.5 12 9�I 11 �i g 13 9.5 � 10 7.5 5.5 8.5 6 9 6.5 8.5 6 10.5;7.5'9.5 7 11 8�, 101',7.5 12 9 12 7 5 8 5.5 8_5 6.5 8 6 i9.5',_7 j8.5 6.510.57.5��9.5� 7 11.55.5 14 6.5 5 7.5 5.5 8 6�� 7.5 5.5 �i� 9', 6.5 8.5 6 10 7.5 9 6.5 11 8 6 12.6 9 13.5 10 15 11 �� 14 10 � 17I12.5 15 11 18.513.516.5 12 20 14.5 8 11 8 12.5 9�13.5 10 �112.5 9 15.5 11 14 10 �16.5 12 15 11 18 13 � 10 10.5 Z5 11.5 8.5 �12.5 9�11.5 8.5 14 10.5 13 9.5 �15.5;11.5 14 10 16.5�'� 12 12 10 7 10.5 8 � 12 � 8.5 11 8 13.5 10 12 � 9��14.5Ii90.5 13 9.5 15 11.5 �' -i---�--'i ,� 149.5 7 107.511{,810.57.512.59.511.5j8.5'14i1092.59 15I11 SILL, SIZE AND GAGE AS REQt BO i"fOM TRACK, SIZE AND GAGE AS REQUIRED ': .Q ... .. . -�-.--�a�. a...---a...:_...a: '% ��,�CFMF ILL `& EA�iC�HEDUL �_ z\10 � °�Id" � 1 °_f]'� 6" LONG SECTION OF STUD ATTACHE� TO JAMB v✓1(4)#10-96 SCR6WS. CAP OPENING SIDE OF JAMB w/TRACK ATTACHED wit�}#�a�s sctaEw rc. 16"o.c. IN EACH LEG. GAGE TO MATCH JAMB , INTERIOR CFMF STUD SCHEDULE. BASED ON 9'-0°' MAX. TRIB WIDTH 5 PSF LATERAL LIVE LOAD, Ll360 DEF. LIMIT - -- --- STUD GA.. _i STUD SIZE 33 MIL I 43 MIL.� 54 M!L .. �68 MIL STUDS SPACED @ 16" O.C. MAX �i MAX. AL�OWABLE STUD HGT. 4005937 15'-9" 17'-2" 18'-5" 19'-8" 4008162 16'_B,� 18�_0" 1y�_3�� 20�_7�� I� 400S204 19�_�,� 19� a�� za�_4�� 2��_Ta,� 600S137 21'-9" 23'-8" . 25'-5" 27'-3" �. 600S162 22'-8" 24'-9" � 26'-6" 28'-5" - 6�OS200 23'_9" 26'_0° 27'-11" 29'-1T' SOOS137 27'-6" 30'-0' 32'-2" 34'-6" ', 800S162 28�_7.� 31�_2�� '�, 33,_6" 35�_11�� _ -" '�._ SOOS200 �29'-11" 32'-7" ''�, 35'-0" 37'-7" IVOTES: 1_ PROVI�E HORIZONTAL BLOCKING PER DETAIL 16/S-3.41 @ 48" O.C. MAX. TYPICAL 2. INFORMATION SHOWN FROM SSMA- PRODUCT TECHNICAL WFORMATION ICBO ER-4943P i1 ��,�- - ��r��.,,,r-'1,��- r' �'� -�� ' "�, IEIT�RI�R C�MF STUD SCHEDULE ) � � �i 3/4a, m � e a„ ,� � , ,^,�,\ ��,J � /: ;; / CRIPPLE STUDS F j (1)#10-16 SCREW j TYP.EACH FLANGE r � �. ;�>� ,�,.p, � ATTACH EACH TRACK �" � ` � � I TO STUD USWG: � �� (2)#10-16 6CRE+NS , � � � � @ 16"0. c. �+' � � �x \ �. � � � , �� , � �,, � � ' \ 7'� \ � � / ��/��" � / � � � . �1`L � (1)XXXT250LONGLEGTRACK--� ,�+� & (1) NESTED UNPUNCHED STUD, MEMBER SIZES PER SCHD'L. W� IV��7 1 �� TIJ�J FULL HEIGHT JAMB STUDS. MEMBER SIZES AS REQ'p PER DESIGN. 6" LONG SECTION OF STUD ATTACHE� TO JAMB w1(4)#90-96 SCREWS. CAP OPENING SIDE OF JAMB wfiRACK ATTACHE� w!(1)#10-16 SCREW @ 16"o.c. IN EACH LEG. GAGE TO MATCH JAMB n + � � 1 \ � 2 x 2 CLIP ANGLE SAME GA. AS TRACK W/ 4 #10 SCREWS EA LEG OR CLIP LEGS & BEND DOWN TRACK � � \ � � �7., ��j� y�E�� CRIPPLE STUDS (1}#10-�6 SCREW TYP.EACH FLANGE ATTACH EACH TRACK TO STUD USING: (2}#10-16 SCREWS @ 16"o.c. (1) XXXT150 LONG LEG TRACK � �1`t-, \ 2 x 2 CLIP ANGLE MEMBER SIZES PER SCHD'L. ��/� W/0 NESTED STUD -�r �4 \ V -�'�� ' �� --1 ' �� S1LL / HEA�EI� `�� 13� 3/4" = 1'-0° � - NOTES: 9. FULL HEIGHT SHEATHING EACH FACE WITH #6 SCREW MIN. @ 12" O.C. MAX., TYPICAL 2. INFORMATION SHOWN FROM SSPiIA - PRODUCT TECHNICAL INFORMATION ICBO ER-4943P -� ,��,�.�-�,✓�.✓ ��,,�-��.-��,�1-�� 5 �� lNT�ERI�R�N{�N-BEARIM1IG STUD SCHEDULE � 3/4 = 1 � , , -�,�� -\ � ,, ��-�' � �! & (�r�HrY1l�.S E 4D10 Lake Washington Blvd. NE, Suite 320 Kirkiand, WA98033 i p 425 828 8948 f 425 S28 9067 � tNATSON STRUCTURAL ENGINEERING, LLC STRUCTURAL ENGINEERING GONSULTING 1062 NYV REDWIJG �R_ OAK HARBOA, WA 9d2]] PH: (380) 5M1485I4 FAX_ (360) 54q�619 Email: hayaenwm@mm.com i i ( � I � ° _„ �� 3 O t � I o I � I � 0 N � a� �> E E � � � � a � � � � c o � C N � ro ti � z REVISIONS H. � �� rel�iv S/ � sassz .�� ' , "tivx.a L _E%'�� 1�� G lo]vAL �� , �o(a�■f�e7� ' Career � i Technical , �C�dd@lily I 1606 R Avenue Anacortes, WA 98221 ANACORi�S CAMPUS � Date 07-13-2009 Project No. J08�17 Designed HH� Drawn HHW CONFORMED BID SET � d s M � 0 0 N a � NOTES: 1. SEE S/S-3.42 FOR DETAILS OF CONSTRUCTION 2. INFORMATION SHOWN FROM SSMA - PRODUCT TECHNICAL INFORMATION ICBO ER-4943P SAME GA. AS TRACK W/ 4-#10 SCREWS EA. LEG OR CLIP LEGS & BEND DOWN TRACK CFMF DETAILS Sheet No. S-3.42 �� 3!4'° = 1'-0" � � N a 4 � � z W � � U O ❑ ❑ m Q r- c> z � Q � v 0 (V 0 N N W �� .�. z' CONC TOPPWG � SHOWN ON PLAN �U 3/4" = 1'-0" 3/4" = 1'-0" BENT PL Yvc4x4x0'-1C W/4-'/e"a H.S.B @ 5" GAGE EA. WAY 114 � 1 /4 SHIM TO WEB AS REQ. FOR WELD w PL'/� GUSSET SEE ARCH'L. FOR DIMENSiONS --�,-�Y�1,-�-�-�1, KNIFE PL'/zr7Y�Q'-4"� EA. SIDE THROUGH Z� CUT-OUTS W FLANGE � i2 � 5/16 � sns T&BfLANGE l 1/4 V HOLE PIN � + 1/32" 3/4" = 1'-0" BENT PL Yx4x4x0'-10" �� Wl4'/<"at H.S.B � @ 5" GAGE EA. WAY � � ;2 � f `��`-��"� � - lV � /� � ( � --- �/� � / 't� PL 3/8 WEB FILLER - EA. SIDE ALIGN �2\� WITH TOP & � ` BOTTOM FLANGE ��- ��-.1 5 ; �,r—, _ �, n �l ��R1 � �M j�� i Y T' I /�� _ — — -� ---- -- -------------- - -------- - -------- /'3 I ---- -- i �,�z�� . � �� i 28 _3„ �� ( � ; �� — � , 4 � � � � ( ��"�"� � � ( � ' 5-3.51 IW w � � 1"� GF�I.V A5TM A5S6 - �y� i � � � 'i� � � II STRUCTURAL CABLE � � ASSEMBLY BREAKING �� STRENGTH = 122 KIPS. \\�\ o �„�'��i ��' � I I a�� 3 I 2 � � 51 � -- - � �� 5-361 � � �' �, �--� � � � �� - �, � "' � � HSS 4XbP/4 � � � , - �. � @ 48" o_c. ��.I � � —�— -- � � � I W8x35 -- — —_ — � 5-3.51 � �- — - � —� : �: � 1�_9��_� � } i F � I ) I i — i 2%i - ��i \ i . _._ .___ _ _ � ...._ .__"'�.,....r,..:,:: I I I _ __ �:`_ __. . _ . I I I I % ( i i � � wI �% � � �� P. 15' - 5 7/8" , 5 END OF 12" WALL �. _ Q�, �� ; 2 TIES � 2 3(16 3/16 �3 SIDES 1/4 1/4 PROVIOE LON� SLOT IN BEAM / � �J�� PL 3/S WEB — FILLER EA. SIDE IL �� i I i I ( 'Y U I j I �\, i � � � a i �� TTT � � � I I�� --- -- ---- ------ -) - - �--CONT.------- -- i I I � . I.�� I �`� �NTRY CANOPY FRA A � 7 �a„ � 7,_n„ � � 1/ 6 -#6 CONL #3TIES@10"= 20'-3" MAIN ENTERY GRADE BEAM 8 6 -#6 x18'-0" � �� 2 M M in it� �� 11 � I, S-3.11' `S-� � �'�� 2-#3TIES@4"= M1O'-9" ' MP.IN ENTERY GRADE BEAM A--� fM� ,� , � �� M �� Max Elev 30' - 0'� 1 1/4"m GALV ASTM A586 STRUCTURAL CABLE ASSEMBLY BREAKING STRENGTH = 192 KIPS. 1 1/4"� GALV ASTM A586 STRUCTURALCABLE ASSEMBLY BREAKING STRENGTH = 192 KIPS. 3 Level1 L1 —0' - 0"� 1/4 1,'4 3 SIDES � -� � i� ''� ,- , 1 /4 3n 6 \ . � 3I16 � t PLY<x6 - l EA. SIDE HOLE PIN � + 1/32" 3/1 �� 30' - � � 2S� _ 3�� \` / \ \ \ i , � � � i � Pl.'/ GUSSET SEE ARCH'L. FOR DIMENSIONS �- ��\r� � _f �� PL%z�7Yz �� / EA. SIDE 3/8 3/8 � \\ �'� 1/4 �'� 1 /4 � HOLE PIN G, + 1/32" � ,� 3/4°' = 1'-0°' �� Hutteball & ai'�H1�111SE C4010 Leke �Nashington Blvd. NE, Suite 320 Kirkland, WA 98033 p 425 828 8948 f 425 828 9067 WATSON �TRUCTURAL, ENGINEERING, LLC STRUCTURAL ENGINEERING CONSULTING ��62NWftE9WINGOR. OAK HARBOR, Wk 082iP Pti_�ao�rseaae�a Fnx�.�aeo�eaaae�e Emeil: naydenwse�insn rom i I � � � � �' � i ° 0 i "d U 3 I � L I I U � I � � � � I N � �� E E a' � � �� I� m a� Id ¢ � I ' �o o d � O N � 0 � � n I � � � ( REVISIONS H. � �?�' z� �, i � li� , , �� sassz �.�j��4,A �aIONAL�� N o��w�S� Career & TeChniCal Academy 1606 � Avenue Anacortes, WA 98221 ANACORiES CAMPUS -- Date 07-13-2009 Project No. J08017 _ Designed 1�fi1/� Drawn iii'IU1i � � � � � 1 CABLE SUPPORTED CANOPY DETAIL a SFeet �ti'e. 5-3.51 / z `�� As indicated VLt� 41i1 IV L. r — 3 SIDES � . �� & C.�re"muSE 4010 Lake Washington Bl�rd. NE, Suite 320 Kirkiand, WA 98033 p 425 828 8948 f 425 828 9067 WATSON STRUCTURAL ENGINEERING, LLC STRUCTURAL ENGiNEERING CONSULTING 1062 NW RE�eVING oR. OAK HAREOR, WA 962I] PH:(380)5E485]3 FA%'��fi0)6A4-88�9 Emai,_ haytlanwse�,imm com � I � a N � N � a a a � � 13 � — 5-3 52 �� - III�:I � i� ��. � R1� � , � I �i �� : 'I,.._ .. � �'�R�' 3 ' S-3.52 — — — 1/2"m GALV AST STRUCTURALC ASSEMBLY BRE STRENGTH = 3( i ' ' #' 1/4n � s� ��ort s �'� M.ax Elev RJ 3Q'_�" --- 30'-0_' 28 - 3' � � � I� � I ' I' � � 1 1i8"a GALV ASTM A586 ��A STRUCTURALCABLE � ASSEMBLY BREAKING � STRENGTH = 156 KIPS. 7/8°m GALV ASTM A586 �`��,, ��;� STRUCTURAL CABLE ASSEMBLY BREAKING z�.;�:�,,,, STRENGTH = 92 KIPS. `'"�„``'_. �� _.�„��-._ �tv:�.��~.��',, � ��,:`�`�� , � � - - � � �� ,. _ ...,� �. � � . . . � � . . � . � . . � ----� - --- � `di��'- . . � . . . � .. � ' �_ --$�_�,� 19 ��,., &3.52 � ` � I CJ �.r.n �� t„ _�:' . 1 . - ' , ---- — �. . � .. � �� ,� � ; t i � : � �� _____- — �� * f n '� �� . � �. _ � � - �� - � � — — . _ w. _ � � _ � - . � �- -- � , _ �-- ` - , _-M.� _ __ — _�-+- Sx35 , 4� � �� — — ,, : P �� ,5��—_��,; � �'��/`'��-,�°�,—�'��`' `� �� ' , ' � � `� � � �15`-7112 � --_. ___ __. __ � � � _ � i ��. � �� '. �V 15' - 6 1!8 � � ? # .,_J` � r Y . - t/-'��, �. � "- - ��. /— �� ; �� __-- ____ _._..._. ___..__. _...._. . . . _ '- ( � �,'� . W10x49 � � - � � � �� ' ' ; � _ '� 3 3i4" - 1'-0„ 1 118"a GALV ASTM A586 �', ' ' � ' �� J -�^�_�'J�� STRUCTURALCABLE � � � - � ASSEMBLY BREAKWG , �� ; � � : � - � � � � � � � � PL /� GUSSET --� � STRENGTH = 156 KIPS. ' „ I I� I �___ '- SEE ARCH'L. � ^ i � _ _. _ FOR DIMENSIONS \ �r" V��\. KNIFE PL3/8x6Y:x2'_4" \ i � i � � - EA. SI�E THROUGH �� \� _ j � END OF 12' WALL -� , _____ � � � � - -�--- �---- CUT-OUTS IN FLANGE \ � ____. .....__. -v✓Y��' � � ` 1 - �� ' � �� . Y � € � � ` /r � � SIM. __ � �S 3� ; � T&B FLANGE�-\ �� - 2TIES �'. . .. 1/4�� - w �'� _ I � r ; < � � Level 1 � ; � ;> - �� '� � \J p�=p�� -� ; �= � `; � 5 � _ P ��- f - I - � 2 1141�� 1 i4 J _ i _ _ - �� J a i % 96 i 17 �� S 3 / � — �f 2-#3 TIES @ 4" = 10' - 8" PROJECT ENTRY GRApE BEAM A PRCIJECT ENTRY CANOPY 1 /4�� o�� 16�_�� -6 -#6 : 18 � --1 �� #3TIES@16"= 17'-4" PROJECT ENTRY GRADE BEAM B � �— � � 1 �� 3/4" - 1 � _0„ 1J2" 4x4x0'-4" B EA. WAY �Max Elev 30` - 0" PL'/ GUSSET SEE ARCH'L FOR DIMENSIONS 1 7 /A 1 j4 7/4 � �. �__,� 1I4 PL3/Sx6'/ --�.__ EA. SIDE , �v ,�� M ;� HOLE PIN m + 1132" - 28' - 3" / (h I /� i '/�i11 I � � 1/4 � �j- j — j 1/4 / /�--- PL 3/8 GUSSET 3/16 SEE ARCH`L - FOR DIMENSIONS � 3/16 ' z S/g� % ! �PL'/<x5%a EA SIDE � ---- HOLE PIN m + 1/32" 114 1 J4 � 3/1 SIDES �- 1 /4 1/4 � ___ - � \ � �- � 1(4 ��--- SHIM TO WEB AS REQ. FQR WELD — PL Yx4x4x0'-1 �" pL 318 GUSSET - W/4'/"m H.SB SEE ARCH'L. @ 4" GAGE EA. WAY FOR DIMENSIONS �- PROVIDE L4NG SLOT IN BEAM PL 3/8 WEB FILLER EA. 51�E HOLE PIN � + 1/32" 1/4 � 1!4 ;� �, `^\\\��-s. PL%x5%;' EA. SIDE 3'/z' CONC TOPPING AS SHOWN ON PLAN ' � _�_ — ---- — — --- —' �— � i— _ � — — — � � 20 �--- 3/16\ �� 3/16 -�J ��\ �� 19: �314" = �' REVISIONS � i � r� � , �x �) P. �; b`�":%O �i� `� ' sassz �/�,ki � � °�'�s °`annL_9�%�ti ��I�NAL ��'`�� Northwest Career � ' Technical '�, Academy 1606 R Avenue Anacortes, WA 98221 ANAC012iES CAMPUS Date 07-13-2009 ProjecY No. JOB017 Designed ��W Drawn FIHW • i' � : � _ CABLE SUPPORTED CMIYO� 1 C%G I6�1�L�7 �hcet Glo 5-3.52 ��, � As indicated �� $ ' �, �� ti �, i 3�4�� = 1 �-V��,`�