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QESIGN CRITERIA: <br />Code:Structural design is based on the Ca lifornia Building Code, 2010 Edition, <br />which adopts the 2009 1BC and 2008 NEC. <br />Loads:Dead Load: Signs = 10 ps[ Parapets = 10 psf Awnings = 5 ps[ <br />Live load: Signs = 20 ps[ Parapets = 20 psf Awnings = 10 psf <br />FOUNDATION 4 CONCRETE: <br />Foundations are designed based on presumptive <br />bearing capacities per IBC Table 18062. <br />(Allowable vertical bearing pressure = 1500ps[, <br />lateral bearing pressure = 200pcf) <br />SHEET SHEET NAME ' <br />61 STRUCTURAL GENERAL NOTES <br />52 FRONT ELEVATION <br />53 PLAN VIEL,U / SECTION <br />Wind:Wind loads are based on ASCE1-05, Section 6.5 <br />Basic wind speed = 90 mph (3-second gust), Exposure: 'C' <br />Wind importance factor, 1 = 1.0 Occupancy category: 11 <br />Interna I Pressure Coefficient: 0.18 <br />Components and Cladding: 20.0 ps[ in any direction <br />Seismic:Seismic loads are based on ASCE1-05, Section 15.4 <br />Seismic importance factor, 1 = 1.0 Occupancy category: 11 <br />Site class: 'D'Seismic design category: ID' <br />Ss = 1.386 Si = 0.491 505 = 0.924 6 = 0.498 <br />GENERAL NOTES: <br />1 The contractor sha 11 verify dimensions, conditions and elevations before starting <br />work The eng ineer sha 11 be notified immediately if any discrepancies are found. <br />2 Structural information shown in these plans take precedence over structural <br />information shown on architectura I or other sheets. <br />3 The typical notes and details shall apply in all cases unless specifically detailed <br />elsewhere. UJhere rio detail is shown, the construction shall be as shown for other <br />similar work and as required by the building code. <br />DESIGNED BY: DHF <br />DATE: 12-17-13 <br />CHECKED 3Y: <br />DRAWN BY: DHF <br />DESCRIPTION: <br />BY: <br />DATE <br />REV. 9 <br />2 Concrete design and construction to be per the <br />requirements of ACI -318. Concrete mixing shall <br />conform to the requirements of ASTM C-94. <br />3 Concrete to achieve 28-day compressive strength - <br />of F'c=4500 ps i (Design based on F'c=2500 psi)47 m . <br />0,0-,2 eval4 Concrete mix design to conform to the following:Ato.' <br />m- <br />f{pe v Portland Cement, w/c ratio = 0.454" maximum hard-rock aggregate (per ASTM C-33), <br />E-Ii ; U <br />5 Clear coverage of rejnforcing bars sha I I be 3" UN.O.SEP; ; IATilt?R}ki i RE W <br />6 Reinforcing bars shall conform to ASTM-615, Grade 60.(hts est 0, tan:.ii, 9)910/ Ons rn,f all Um 3 CTI Ilille u,2161 1 to memgon: on iMME withoat irmon <br />1 Anchor bolts shall be per ASTM A301, with size and embedment as shown on plans.4 01 Ser B An,E <br />8 Retrofit anchors sha 11 be threaded rod per ASTM A36, with diameter and embedment j acce 820imi,#pl€ Did spotheld t permit nor 63 all-R )provalto match that shown on plans for cast-in-place anchors. Epoxy shall be either Ni Iti <br />HIT-RE 500 or Simpson SET-XP.uvision of ANY City Ord¢*jce or S <br />Accenter NSTRUCTURAL STEEL:ECEIVE Z1 All structural steel code checks based on the AISC 13th Edition.1 ITYOF $ ANTA, <br />4 These ca Iculations are limited to the structural members shown in these ca Iculations <br />only. The connection of the members shown in these calculations to the existing <br />structure shall be by others. <br />5 The contractor sha 11 be responsible for compliance with local construction safety <br />o r d er s . A p p r o v a 1 0 f s ho p drawings by the architect or structura I engineer shall <br />not be construed as accepting this responsibility. <br />I --- <br />6 All structural framing members shall be adequately shored and braced during <br />erection and until full lateral and vertical support is provided by adjoining <br />members. <br />R <br />2 Steel pipe shall be per ASTM A53 Gr. B (35 lei), UN.O.JAN 0 2 2014 1 0 <br />3 Steel tubes shall be per ASTM A500 Gr. B (46 ksi), UN.O.City of Santa Ana <br />4 All wide flange beams shall be per ASTM A992 (30 keil UN.O. <br />5 All other structural steel shapes 4. plates shallbe per ASTM A36 (36 ksi), UN.O. <br />6 All bolts shall be per ASTM A301, UN.O. Bolts, nuts and washers shall be ga Ivanized, <br />or otherwise zinc coated for protection from corrosion. <br />D 0 <br />ate Iss"}des <br />IiI <br />1 CE <br />-I.Ir <br />STRUCTURAL ALUMINUM: 1 All bolted connections shall be tightened to "snug tight" condition as defined by AISC1 All structural aluminum to be 6061-T6 (Fb = 19,000 psi) per ASTM 8-308.:/ <br />2 All structural welding of aluminum to be performed by certified welders in <br />accordance with the latest edition of AUS Dll <br />B All welding shall be E10xx (low hydrogen electrodes), performed by <br />certified welders in accordance with the latest edition of the American <br />Welding Society (AWS) DI.1 <br />. 0, <br />9 All steel surfaces shall be galvanized in accordance with the ASTM AI23 <br />and ASTM AI53 standards, UN.O. <br />ESS/0/14\ <br />o. C60433 <br />EXP. 06/20100,/4 1% REG/,55\0053-075-131 C, <br />STRUCTURAL GENERAL NOTES A N>«7 61 <br />N TS 17 -I I2-Il-20I3 <br />1012. <br />..