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S <br />0 <br />0 <br />X <br />D <br />m <br />S, <br />M <br />STRUCTURAL NOTES <br />XII. CONCRETE MASONRY UNITS: <br />A. Concrete block work under this section shall be as per plans and shall be plumb, true to line with level <br />courses accurately placed. Where no pattern is indicated, masonry shall be laid in a running bond. <br />B. The masonry work preformed under this section shall be constructed under the quality assurance program <br />meeting or exceeding "Level 2 Quality Assurance" as defined in the latest edition of the ACI 530 Building <br />Code Requirements for Masonry Structures. The visual inspection portions of Level 2 shall be preformed by <br />the local building code authority and / or a qualified testing laboratory. The verification of fm shall be <br />preformed by the material supplier's laboratory or qualified testing laboratory. The cost of this testing shall <br />be paid by the contractor and reports shall be distributed to the Owner, Project Architect and Structural <br />Engineer of Record. <br />C. All concrete blocks shall have a minimum fm of 1500 PSI and be of standard weight conforming to ASTM <br />C-90 Type N-1. Concrete masonry units shall be dry when laid. <br />D. Mortar shall be used within 2 1/2 hours after initial mixing. Mortar that has stiffened due to evaporation within <br />this period shall not be retempered or restored to workability. Mortar shall be Type S Type S (fm = 1800 PSI <br />at 28 days) for above grade work, and Type M (fm = 2500 PSI at 28 days) for below grade (and retaining <br />walls). <br />E. Hollow units shall be laid with full mortar coverage of horizontal and vertical face shells. Webs shall also be <br />bedded in all courses of piers, columns, and pilasters, and in the starting courses on footings, and where <br />adjacent to cells or cavities to be filled with coarse grout. Mortar joints shall be 3/8" thick except where <br />otherwise indicated. Exterior walls to be covered shall have flush joints, and interior wall joints shall be <br />tooled with a round jointer. <br />F. Horizontal joint reinforcing (wire type with 9 gage equal to Dur-o-wal) shall be placed at 16" o/c. vertically <br />and shall extend at least 6" into vertical columns or pilasters. Horizontal reinforcement shall not be <br />continuous across control joints and shall be placed fully embedded in face -shell mortar beds for their entire <br />length (minimum mortar cover of 5/8"). <br />G. Vertical reinforcement (where required) shall be placed in the center of masonry cores unless shown <br />otherwise. This reinforcement shall be lapped (where required) a minimum of 48 bar diameters or 2'-1" <br />whichever is greater. Masonry cores shall be filled with coarse grout conforming to ASTM C476. <br />1. 3000 PSI at 28 days <br />2. 3/8" aggregate <br />3. 8" - 11" slump <br />H. Bond beams shall consist of load -bearing units filled with coarse grout and reinforced as indicated unless <br />noted other wise in contract drawings. Reinforcement shall be continuous except through expansion <br />(control) joints. Where bond beam is not broken at control joint, a dummy control joint shall be formed in the <br />bond beam. <br />I. Unfinished work shall be stepped back for tooling with new work. Toothing may be employed only when <br />specifically approved. Before laying new work, loose mortar shall be removed and the exposed joint <br />thoroughly cleaned. <br />J. Use masonry saws to cut block as required. <br />K. If wall reinforcing is not shown plans, place one #5 bar in a cell filled with coarse grout at a maximum <br />spacing of 48". Also fill the first cell adjacent to any opening, and located three filled cells at any wall corner <br />or intersection. <br />L. Provide clean -outs for filling cells in lifts exceeding 4 ft, but lifts shall not exceed 12'-0. <br />M. At the completion of the work all holes in joints of masonry surfaces to be exposed or painted (except weep <br />holes) shall be filled with mortar and suitably tooled. Masonry walls shall be dry brushed at the end of each <br />day's work and also after final pointing, and shall be left clean and free from mortar spots and droppings. <br />Any cracks in masonry shall be repaired. Defective joints shall be cut out and repointed. <br />XIII. DELEGATED (SPECIALTY) ENGINEERING REQUIREMENTS: <br />A. GENERAL REQUIREMENTS: <br />1. Definition of Delega►ed (Specialty) Engineer: A Professional Engineer, who is licensed in the same state <br />as the Project, not the Structural Engineer of Record, who specializes in and who undertakes the design <br />of structural components prepared for this Project. <br />2. Submittals for custom designed, manufactured or fabricated load -carrying items and custom fabricated <br />items that are required by codes or standards to resist forces and stresses, including their connections, <br />anchorages, and attachments require a Delegated Engineer. <br />3. For each category of submittal requiring input from a Delegated Engineer, the Contractor shall attach to <br />the first submittal a signed and sealed letter from the responsible Delegated Engineer stating "I certify <br />that the design and drafting of the shop drawings which are signed and sealed by me were prepared <br />under my direct supervision and control and to the best of my knowledge the shop drawings comply with <br />the applicable minimum building codes and contract drawings." <br />4. Review by the Structural Engineer of Record of submittals is LIMITED TO the following: <br />a) The specified structural submittals have been furnished. <br />b) The structural submittals have been signed and sealed by the Delegated Engineer. <br />c) The Delegated Engineer has understood the design intent and has used the specified structural <br />criteria. No detailed check of calculations will be made. <br />d) The configuration set forth in the structural submittals is consistent with the contract documents. No <br />detailed check of dimensions or quantities will be made. <br />5. SUBMITTALS NOT MEETING THE ABOVE CRITERIA WILL NOT BE REVIEWED. <br />B. Exterior curtainwalls shall be designed by the vendor's Delegated Engineer and shall include frame, glazing, <br />and connections. Shop drawings shall be submitted for review and be signed and sealed by a structural <br />engineer licensed in the same state as the Project. Design loads shall be based on wind speed and factors <br />listed above under building design criteria. <br />XIV. EPDXY ANCHORS: <br />A. The epoxy anchors shown on this plan are based on the properties of HILTI HY 150 Injection Adhesive <br />Anchors. The Contractor may use other manufacturers provided that their anchors meet or exceed the <br />allowable tension and shear loads for the size and depth anchors specified in these design drawings. <br />Additionally the product data for the substituted anchors shall be submitted to the Structural Engineer of <br />Record for our approval. No work shall be performed using any alternate anchors with out first receiving the <br />approval of our office. <br />B. Anchoring adhesive shall be a two-part component 100% solids epoxy based system supplied through a <br />static -mixing nozzle supplied by the manufacturer. This requirement shall be met regardless of which epoxy <br />product or manufacturer that is used on this project. <br />C. The threaded rods to be used in combination with the HILTI HY 150 Injection Epoxy system shall be <br />fabricated from steel meeting or exceeding the properties of ASTM A36. <br />WIND ZONES <br />ON STRUCTURE <br />POSITIVE WIND PRESSURES ON GLAZING & WALL COMPONENTS <br />LOCATION ON BUILDING <br />POS, PRESSURE <br />POS, PRESSURE <br />POS, PRE <br />POS. PRESSURE <br />< 10 SCE. FT. <br />< 20 SO. FT. <br />< 50 SO. FT. <br />< 100 SO. FT. <br />FIELD AREA <br />4 <br />21B PSF <br />20Z PSF <br />1S.5 PSF <br />16B PSF <br />GORNER AREA <br />❑5 <br />21.8 PSF <br />20.8 PSF <br />15.5 PSF <br />18B PSF <br />NEGATIVE WIND PRESSURES ON GLAZING & WALL COMPONENTS <br />LOCATION OWN BUILDING <br />NEC. PRESSLRE <br />NEC. PRESSURE <br />NEG. PRESSURE <br />NEC. PRESSURE <br />< 10 SCE. FT. <br />< 20 SCE, FT. <br />< 50 SCE. FT. <br />< 100 SCE. FT. <br />FIELD AREA <br />23.6 PSF <br />22.6 PSF <br />213 PSF <br />20.4 PSF <br />CORNER AREA <br />El <br />2S.1 PSF <br />2-12 PSF <br />24.6PSF <br />22b PSF <br />ROOF WIND UPLIFT PRESSURES <br />ZONE <br />UPLIFT PRESSURE <br />UPLIFT � <br />UPLIFT PRESSURE <br />UPLIFT PRESSLJ12E <br />NET UPLIFT PRESSURE <br />< 10 SO. FT. <br />< 20 SCE. FT. <br />< 50 SCE. FT. <br />< 100 SO. FT. <br />ON BAR JOIST <br />0 <br />21S PSF <br />212 PSF <br />20.5P6F <br />15.5 PSF <br />1.9 PSF <br />36.5 PSF <br />32-6 PSF <br />215 PSF <br />25.1 PSF <br />16.1 PSF <br />M <br />55.0 PSF <br />45.5 PSF <br />33.1 PSF <br />28.1 PSF <br />16.1 PSF <br />WIND LOAD BASED ON USING THE ASCE 1-02 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER <br />STRUCTURES" METHODS OF CALCULATION FOR WIND PRESSURES AND THE FOLLOWING FACTORS: <br />1. WIND SPEED OF 110 MPH. <br />2. BUILDING IMPORTANCE FACTOR OF 1.0 (BUILDING CATEGORY II PER ASCE-1). <br />3. "ENCLOSED" BUILDING CLASSIFICATION (GCpi = 10.18). <br />4, BUILDING EXPOSURE CATEGORY 'B' <br />5. MEAN ROOF HEIGHT LESS THAN 30'-0". <br />6. ROOF ANGLE OF LESS THAN 10 DEGREES. <br />x <br />6 <br />ZZ <br />f°0 <br />'0011, <br />Z <br />¢ 00 <br />U) <br />Z <br />¢wz <br />Q <br />> <br />Q�D�cD <br />Cwo <br />n W <br />¢z��QLJ <br />M U <br />w�¢� <br />x��Q <br />oa <br />U <br />o <br />a <br />'r <br />> <br />w <br />o <br />to <br />po04 <br />j <br />w <br />_J <br />a <br />Z <br />m <br />_J <br />LL <br />aC14J <br />v� <br />m <br />Q <br />N <br />z <br />F- <br />LY <br />O <br />IE <br />�so w <br />Iis <br />�o <br />\ UO <br />z <br />!� <br />QQ <br />�> <br />V O <br />I CERTIFY TO TN1 EST OF MY <br />KNOWLEDGE THAT THE <br />DRAWINGS & SPECIFICATIONS <br />COMPLY WITH THE APPLICABLE <br />MINIMUM BUILDING CODES <br />JOB NO <br />H2O8 <br />DRAWN/REVE:WED: <br />B.MM. <br />ISSUE DATE <br />12-06-08 <br />REVISIONS A <br />1 <br />2 <br />3 <br />4 <br />SMET NUMBER <br />S-0.2 <br />